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120 Pinefield Dr 03-2420 SFR
t7 PERMIT ADDRESS ` SUBDIVISION to CONTRACTOR PERMIT # • DATE " k000% ADDRESS MarHomes Inc.Florida 110l N Keller Rd. Ste.. F PERMIT DESCRIPTION 00 Orlando, FL 32810 CRC058496 PERMIT VALUATION 407-475-9112 PHONE NUMBER SQUARE FOOTAGE • PROPERTY OWNER ADDRESS PHONE NUMBER ELECTRICAL CONTRACTOR MECHANICAL CONTRACTOR o PLUMBING CONTRACTORCONTRACTOAAS > H Cr7 MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE COUNTY S[MINOL[ IMPACT FEE STAT[MEN7 ISCU[D BY CITY U[ CAHFUKD STATEMENT NUMBER 103-75565 � DATE: BUILDING PEKMI Y) COUNTY NUMBER: UHlT ADCPESS: SEC: __ T ____ PARCEL: _______.._______ SUl�DIVISIO�: ----- — --------- --------- PLAT D[OK:T BOOK PAGE: ��_��BLCCK: OWNF[� NAM[: APPLICANT NAME: _ _ _____________________________��_ ......... '7------------- ---- -- ADDRESS: ___............................................................................ LAND USE CATEGORY: 001 - Single Family Detached House TY[T LKwn Residential WORK CEECRIPTIOA: Single Family House: Detached - Ccnstructimi ����---------`��������������01`--------�����������-������_�������-����� FEE BE�EFIT RA7E FEE U�IT RA7E PER # & TYPE TOTAL DUE TYp[ DIOT SCHEDULE DESC. UNIT OF UNITS '----------------------------------------------------------------------'-'--'--- [X]ADS -ARTERIALS CO -WIDE O dwl unit $ 705.00 1 $ 701.00 ROADS VOLLECTCRS NORTH O dwl unit $ 142.00 1 $ 142.00 LIBRARY CO -WIDE U dwl unit $ 54.00 1 $ 54.00 SCHOOLS CO -WIDE O dwl unit $1,384.00 1 $ 1,304.0O AMOUNT 2 285.00 �3TAlEMENT RECEIVED DY: _�����ar SI81,4ATURE: (PLE�S[ PRINTNAME) NOTE TO RECEIVING SIGHATCRY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENCUR[ TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. DISTRIBUTION: 1-[[UNTY 3-CITY 2-APPLICANT 000UNTY **NUTU*1x P[kS@<D ARE ADVISED THAT THIS IS A STATEMENT OF FEES WHICH ARE DUE AND PAYABLE PRIOR TO ISSUANCE OF A BUILDING / , P[�S0�S ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATIONS OF THE ROAD, LIBRARY SYSTEM EDUCATIONAL (SCHOOL) IMPACT FEES MUST BE EXERCISED BY FILING ' \� A WRIT7EN RECCEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING \ ' SIGNATURE DhTE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR ' OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF THE RULES GOVERNING ArPEALF' / x� / \\ MAY BE PICKED [P, OR RE[UES7ED, FROM THE PLAN IMPLEMENTATION OFFICE: \ 1101 [ACT FIRST STREET, SAUFORD, FLORIDA 32771 ; (407) 665-7474. PAYMENT SHOULD BE MADE TO: CITY OF SAHFORD DUILDIHG DEPARTMENT 300 N()RT(| PARK AVEHi�E SANFOKD. [l 32771 PAYIENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REF|]lEH(XF THE OTATEMENT NUMBER AND CITY BUILDINS PERMIT NUMBER AT THE TOP 11EFT OF THE \ ***THIS STATEMENT IS VALID ONLY IN CONJUNCTION WITH ISSUANCE OF A90:, FAMILY BUILDING PERMIT51*11***=111111*** IIIIINHi11p11all WI111OWN1111NM11lNIINi NARYANNE MORSE, CLERK OF CIRCUIT COURT BRINOLE COUNTY BK 04846 PG 1502 CLERK'S 6 2003093014 RECORDED 06/02/2003 03:33t12 PH RECORDING FEES 6.00 RECORDED BY N Noldm 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 10 120 PINEFIELD DRIVE : Subdivision: CELERY LAKES General Description of Improvement CONSTRUCT A SINGLE FAMILY RESIDENCE OWNER INFORMATION Name and Address Maronda Homes, 1101 North Keller Road Suite F. Orlando FL 32810 Interest in Property (Fee Simple, Partnership, etc.) Owner NAME AND ADDRESS OF FEE SIMPLE TITLEHOLDERS (If other than owner) ,� CONTRACTOR Maronda Homes, 1101 North Keller Road, Suite F Orlando FL 32810 �IJ (Name and address) U. W i U. o°a U ~ LUJ W J N � M = F=- 1 L ` �c°Cg W Z Z Z o�c a c�= 0 v n v a` SURETY (Bonding Company) Name and Address Amount of Bond LENDER Name and address Bank of America, NA, 750 S. Orlando Ave. #102 Winter Park FL 32789 ATTN: DAN FINNEGAN Phone (407) 646-6304 Fax (407) 644-2388 Persons within the State of Florida designated by owner upon whom notice or other documents may be served as provided by Section 713.13(1), (a), 7., Florida Statutes. Kampf Title, 200 W. 1" St., Sanford FL 32771 Fax: 407-330-5062 Phone: (407) 322-9484. (Name and address) In addition to himself, Owner designates or to receive a copy of Lienors Notice as provided in Section 713.13(2), (b), Florida Statutes. Expiration Date of Notice of Commencement (The expiration date Is 1 year from the date of recording unless a different date Is specified.) RUSSELL KEliXSWMERS Maronda Homes, Inc. of Florida Vice President - Construction Sworn to and subscribed before me this 29TH day of APRIL, 2003. �EOF Q0 DEBBIE TIM`E, NOTARY O MY Comm EXP. Z/W5 a P� No. CC 999378 U6UC Ply Wan I I Omer I.D. CERTIFIED COPY MARYANNE MORSEL CLERK OF C14tCUIT COU" SEMINOi E COUyjY,- fLORIDA DEPUTY CLERK JUN 0 2 �` CITY OF SANFORD PERMIT APPLICATION Permit # : _1 0 Date: June 23, 2003 Job Address: 120 Pinefield Drive Description of Work: Historic District: Zoning: Value of Work: _$120,698.00 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 Cale. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets 2 Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: 3,218 Construction Type: VI # of Stories: 2 # of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X) Parcel #: (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes, Inc. of Florida 1101 N. Keller Road, Suite F Orlando, FL 32810 Phone: 407475-9112 Contractor Name & Address: Russell Keith Summers 1 101 N. Keller Road,Suite F Orlando, FL 32810 State License Number: CRC058496 Phone & Fax: (407) 475-9112 Contact Person: Laurie Pellegrino Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Tomas Ponce Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford, FL 32771 Fax: (407) 321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. 6/23/03_ Signature of gent Date Russell Keith Summers P ' Owner/Agent's Name • 6/23/03 Signature of Notary -State of Florida Date ♦nPoT'-"'�J'G OF rcDEBBIE TIME UBLIC My Comm Exp. 2/5/O5 Ua No. CC 999378 Owner/Agent is _X_ Personally Known to Me or Produced ID 6/23/03 Signature of C ntract gent Date Russell Keith Summers ontractor/Agent's Name 6/23/03 Signature of Notary -State of Florida Date ♦�'OF rt0 DEBBIE TIME .`. NOTARY O My Comm Exp. Z/5/05 PUBLIC a No. CC 999378 I Perw-aly Known I I Other I.D. Contractor/Agent is _X_ Personally Known to Me or Produced ID �21-a3 APPLICATION APPROVED BY: Bldg � / Zoning: Utilities: FD: (Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: Q a k CITY OF SANFORD ELECTRICAL PERMIT APPLICATION Permit Number: Date: The undersigned hereby applies for a permit to install the following electrical: Owner's Name: Maronda Homes Inc., of Florida Address of Job: 1 ?n PINFFTFI D RIVE Lot: to Panel: 2 Electrical Contractor: DANIEL G. PUGLISI Residential: _ Non -Residential: By Signing this application I am stating that I am in compliance with City of Sanford Electrical Code. licant's Signature EC0001663 State License Number CITY OF SANFORD MECHANICAL PERMIT APPLICATION Permit Number: Date: The undersigned hereby applies for a permit to install the following equipment: Owner's Name: Maronda Homes Inc., of Florida Address of Job: 120 PINEFIELD DRIVE Lot: to Panel: 2 Mechanical Contractor: GARY CARMACK Residential ___ Non -Residential CAC043900 State License Number CITY OF SANFORD PLUMBING PERMIT APPLICATION Permit Number: Date: The undersigned hereby applies for a permit to install the following plumbing: Owner's Name: Maronda Homes Inc., of Florida Address of Job: 120 PINEFIELD DRIVE Lot: 10 Panel: 2 Plumbing Contractor:—_WILLIAM T. SELF Residential: _� _ Non -Residential: Number Amount Addition, Alteration, Repair Residential & Non -Residential New Residential: $52.00 One Water Closet Additional Water Closet Commercial: Minimum Permit Fee $25.00 Fixtures, Floor Drain, Trap Sewer Piping Water Piping Gas Piping Manufactured Building Description of Work: 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 Signat e CFC057039 State License Number L�aronda Homes jj AN EASILY OBSERVABLE BETTER YALUE1 1101 NORTH KEI.LER ROAD, SU1TE F • ORLANDO, FLORiDA 32810 407-475-9112 • FAX: 407-475-9115 LETTER OF AUTHORIZATION ❑ CITY OF DELTONA p CITY OF SANFORD ❑ VOLUSIA COUNTY ❑ SEMINOLE COUNTY I hereby name and appoint Lee Emerson, Joyce Stark and Silver Streak to sign his/her name on my behalf in order to apply for and/or pickup building permits for Maronda Homes, Inc. of Florida work to be completed at Lot 10, 120 PINEFIELD DRIVE at Celery Lakes. 1<"111�� RUSSELL KEI UMMERS, CRC058496 MARONDA HOMES, INC. OF FLORIDA STATE OF FLORIDA COUNTY OF ORANGE Sworn and subscribed before me this 23rd day of JUNE, 2003 by RUSSELL KEITH SUMMERS who is personally known to me. NOTARY PUBLIC Ile DEBBIE TIME My Comm Exp. 2/WO5 No. CC 999378 y 14rorn 11 Othe I.D. C:\Documents and Settings\pellegrinl\Desktop\PERMITTING\City of Sanford\LOA Keith Summers for City of Sanford.doc (/) 0 0 Q� M M 0 0 PLAT OF BOUNDARY SURVEY for M,ARONDA HOME;i . Legal Description LOT 10, CELERY LAKES PHASE 1, according to the Plat thereof as recorded in Plat Book 62, Pages 75 and 76, of the Public Records of Seminole County, Florida. 0 N 89*38'17" E 121.010 (0I 5' DRAINAGE ESM'T r----------------w 48.04' -----------------------------------------1 25.0 ' � I48.00 I I cn ; o.00 rn o `n w I U of ca I F— Uj I 110 w o Cnw z_ I N o 3 I of I a CoU- O %-L` I J o i aaa a mO I p i � -0i N I I I I I L---------------------------------------- I ----------------� 7.5' DRAINAGE ESM'T o N 89 03 8' 17 E 121.18' 11 SCALE: *1 "= 20' SURVEY NOTES: 0 L I N I I I , I I I I i 0 C z Cn a W U Ln 1) The street address of the above -described property is PINEFIELD DRIVE. 2) The above -described property lies in a Flood Zone X SURVEYOR'S CERTIFICATE This is to certify that I have made a Survey of the above described property and that the plat hereon delineated is an accurate representation of the same. I further certify that this Survey meets the Minimum Technical Standards set forth by the Florida Board of Land Surveyors pursuant to Section 427.027 of the Florida Statutes. REVISIONS: CERTIFIED CORRECT TO: KI NER SURVEYING, INC. R. BLAIR KITNER.- P.L.S. NO. 3382 Post Office Box 823, Sanford, F1.. 327724M3 (407) 322-2000 PROJECT NO: .03443 1 SURVEY DATE: CITY OF SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 10 Subdivision: CELERY LAKES Property Address: 120 PINEFIELD DRIVE ® 1. Two (2) recent boundary and building location surveys showing setbacks from all structures to property lines for permit for structures (not fences). rx-1 2. Two (2) complete sets of construction design drawings drawn to scale. Complete sets to include: 0 a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. M b. Floor plan indicating interior wall partitions and room identification, room dimensions, door, window, and/or opening sizes, smoke detector, distances from walls are to be shown. Note the State of Florida requirements for bath door for compliance of Handicapped Code (F.S. 553, Part 5). rx-1 c. Elevations of all exterior walls, east, west, north and south. Finish floor elevation height as per City Engineering Department or subdivision plat. FX_1 d. Cross sections of all wall sections to be used in the structure. Bearing non -bearing interior and exterior. Show all components of wall section. ❑ e. Framing plan for floor joists where conventionally framed. Plan to indicate span, size and species of materials to be used. ❑x f. Engineered truss plan with details of bracing. Engineered beams for spacing openings to carry and support trusses. ❑ g. Stair details with tread and riser dimensions, stringer size, methods of attachment, placement of handrails and guardrails. ❑x h. Square footage table showing footages: Garages/Carports 389 S.F. Porch(s)/Entry(s) 11 S.F. Patio(s) S.F. Conditioned structure 2,818 S.F. Total (Gross Area) 3,218S.F. E 3. Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97). ❑x 4. Soil analysis and/or soil compaction report. If soils appear to be unstable or if structure to be built TO FOLLOW on fill, a report may be requested by the Building Official or his representative. N/A 5. Other submittal Documents: N/A a. Utility letter or approval when public water supply and/or sewer system connection to be made. N/A b. Septic tank permit to be obtained from Seminole County Health Department at: 400 West Airport Boulevard, Sanford, FL (407) 665-3600. N/A c. Arbor permit when trees to be removed from property. Contact the City Engineer for details regarding the arbor ordinance and permit. 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: Monday, June 23, 2003 SIGNATURE: (By Ow.>P& Authorized Agent) CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 120 PINEFIELD DR for which permit 03-00002420 has heretofore been issued on 7/23/03 has been completed according to plans and specifications filed in the office of the Buildin Official�rior to the issuance of said building permit, to wit as Svr.{� �,�� complies with all the building, plumbing, electri 1, zon'ng and subdivision regulations ordinances of the City of Sanford and with the provisions of these regulations. STAFF APPROVAL Subdivision Regulations Apply: Yes No DATE APPROVAL BUILDING: Finaled ZONING: Inspected FIRE: Inspected UTILITIES: Water � Sewer � Lines In M Lines In Meter Sewer Set Tap Reclaimed Water ENGINEERING: f I _ Street DrainagePaved Maintenance Bond PUBLIC WORKS: Street Name Street Signs Lights Storm Sewer Driveway Street Work DESCRIPTION WATER -SEWER IMPACT FEES 01-APPLCTN FEE -ELECTRIC 01-APPLCTN FEE -BUILDING 01-APPLCTN FEE -MECHANIC 01-APPLCTN FEE -PLUMBING 02-ENGNG DEVLPMT FEES 01-FIRE IMPACT - RESIDENT 01-LIBRARY IMPACT FEE 01-OPEN SPACE FEES PAID DATE APPROVAL DATE AMOUNT 7/23/03 10.00 7/23/03 10.00 7/23/03 10.00 7/23/03 10.00 7/23/03 10.00 7/23/03 59.27 7/23/03 54.00 7/23/03 279.61 PAGE: CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that'the building located at 120 PINEFIELD DR for which permit 03-00002420 has heretofore been issued on 7/23/03 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 01-RADON GAS TAX FEE 01-ROAD IMPACT'FEES 01-RECOVERY FD/CERT. PGM 01-SCHOOL IMPACT FEE WD IMPACT:SINGLE FAMILY SD IMPACT:SINGLE FAMILY 7/23/03 7/23/03 7/23/03 7/23/03 7/23/03 7/23/03 7/23/03 91.93 16.09 847.00 16.09 1384.00 650.00 1700.00 P�V"� j-4� D'— n 1--Q- k-� % m V OWNER BUILDING OFFICIAL DATA CITY OF SANFORD. FL UTILITIES DEPARTMENT REQUEST FOR FINAL REINSPECTION DATE ;:7-LI2- Zo3 e ADDRESS / �� �- CONTRACTOR.. THE BUILDING DEPARTMENT HAS PREPARED A C-.OF O. 1 FOR THE .' ABOVE LOCATION AND THE INITIAL INSPECTION WAS' DENIED DUE 0. UTILITY RELATEED - ITEMS. THE . CONTRACTOR OR IS.RIEQUESTING A. REINSPECTIO ' N OF*RELATED ITEMS AND IS NO . V,,'/AtS FOLLOWS. INSPECTOR ,45 CERTIFCATE OF OCCUPANC IV REQUEST FOR FINAL INSPEC ,�, ' ► ' **** SINGLE FAMILY RESIDENCE** ' DATE: PERMIT #: o gao ► ADDRESS: P� ~' °co ' a G p c CONTRACTOR: 0 O Cr C) CWj = C PHONE #: yd1- LV-) 5 -Q\\� W •.. , u 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 OPublic Works OFire t\ I A OZoning /-\ � A tilities o 0Licensing A - CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) .ti CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE**** DATE: -�- PERMIT #: ADDRESS: CONTRACTOR: PHONE #: yd1 - yr -Q \ \ a The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. Iigineering KID / D,5',oe'y Public Works OK l'zli( 3 :3 Utilities ❑Fire ,\ I A ❑Zoning ,n � A OLicensing kl� � CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) T/z&eg wI 1g5 �Nvl 12� 572� nS ,. w Wlb 36 3� CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE**" DATE: PERMIT #: ADDRESS: CONTRACTOR: PHONE #: yd1 - y`1 !—,, —Q\\a The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. DEngineering ❑Fire -Public W •rks s ■ZOning A Utilities OLicensing n j,� CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) ,. w 1 CERTIFCATE OF OCCUPANCY; REQUEST FOR FINAL INSPECTIbN o �. **** SINGLE FAMILY RESIDENCE***4 ► 1 DATE: 1 ' ' PERMIT #: o �, a �� a uc�q $ ► E ADDRESS: Sao P ,� 1 �_ ► ' CONTRACTOR: m V o CL 0 u 0 ► PHONE #: ytLj1- L1`1 S —Q\\a u � -- di W L' Z •o t u The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. ❑Engineering ❑Public Works tilities �L ❑Fire I1 I A ❑Zoning �� A ❑Licensing � V�- CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) I T N E R S U R V E Y I N G 18 November 2003 City of Sanford Building Department 300 North Park Avenue Sanford, Florida 32771 Re: 120 Pinefield Drive To Whom It May Concern: This is to certify that the finished floor elevation of the new building constructed at the above site meets or exceeds the requirements of Section 6- 7 of the City of Sanford Building Code. Should you have any questions or need additional information, please do not hesitate to call. Sincerely, R. Blair Kitner P.S.M. No. 3382 P.O. BOX 823 - SANFORD, FLORIDA 32772-0823 0 (407) 322-2000 FEDERAL EMERGENCY MANAGEMENT AGENCY NATIONAL FLOOD INSURANCE PROGRAM ELEVATION CERTIFICATE O.M.B. No. 3067-0077 Expires December 31, 200! Read the instructions on Danes 1- 7. SECTION A - PROPERTY OWNER INFORMATION ForhurarroeCarpery use: BUILDING OWNER'S NAME Policy Number MARONDA HOMES BUILDING STREET ADDRESS pndudrxj Apt, Unit, Suite, ardor Bldg. No.) OR P.O. ROUTE AND BOX NO. I Company NAIC Number I 120 PINEFIELD DRIVE CITY STATE ZIP CODE SANFORD FL 32771 PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) LOT 10, CELERY LAKES PHASE 1, PLAT BOOK 62, PAGES 75 and 76 BUILDING USE (e.g., Residential, Non-residential, Addfion, Accessory, etc. Use a Comments area, if necessary.) RESIDENTIAL LATITUDE/LONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: El GPS (Type): ( W -#W-##.#fF or ##. ❑ NAD 1927 ❑ NAD 1983 ❑ USGS Quad Map ❑ Other: SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NRP COMMUNITY NAME & COMMUNITY NUMBER B2. COUNTY NAME B3. STATE CITY OF SANFORD SEMINOLE I FLORIDA B4. MAP AND PANEL B7. FIRM PANEL B9. BASE FLOOD ELEVATION(S) NUMBER B5.SUFFIX B6. FIRM INDEX DATE EFFECTNEIREVISEDDATE B8. FLOOD ZONE(S) VbneAO, use dEpthdtlooft) 1211700065 E APRIL 1995 APRIL 1995 X NA B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in B9. ❑ AS Profile ® FIRM ❑ Community Determined ❑ Other(Describe): B11. Indicate the elevation datum used for the BFE in B9: ® NGVD 1929 ❑ NAVD 1988 ❑ Other (Desabe): B12. Is fhe 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) Cl. Building elevations are based on: ❑ Conshxbon Drawings' ❑ Building Under Construction* ® Finished Construction A new Elevation Certificate will be required when oonshdon of the building is complete. C2. Building Diagram Number 1(Select the building diagram most similar to the building forwhich this certificate is being completed - see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) C3. Elevations — Zones Al-A30, AE, AH, A (with BFE), VE, V1-V30, V (with BFE), AR, ARIA, AR/AE, AR/Al -AM, 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 Mused 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 29 Conversion/Comments Elevation reference mark used Does the elevation reference mark used appear on the FIRM? ❑ Yes ®No 0 a) Top of bottom floor (including basement or enclosure) 20. 62 ft(m) 2 0 b) Top of next hgherfloor NA. _fL(m) O c) Bottom of lowest horizontal structural member (V nines only) NA . _ft(m)ca ❑ d) Attached garage (top of slab) 20. 12 ft(m) E ❑ e) Lowest elevation of machinery and/or equipment w (a servicing the building (Describe in a Comments area) 20.0 ft(m) E ❑ f) Lowest adjacent (finished) grade (LAG) 19.6 fL(m) z' N ❑ g) Highest adjacent (finished) grade (HAG) 20. 0 fL(m) O h) No. of permanent openings (flood vents) within 1 ft above adjacent grade NA ❑ ) Total area of all permanent openings (flood vents) in C3.h NA 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. I certify that the information in Sections A, B, and C on this certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U. S. Code, Section 1001. CERTIFIERS NAME R. BLAIR KITNER LICENSE NUMBER P.S.M. 3382 TITLE PRESIDENT COMPANY NAME KITNER SURVEYING, INC. ADDRESS CITY STATE ZIP CODE 2597 SANFORD AVENUE SANFORD FL 32772 SIGNATURE DATE TELEPHONE 19 NOV 03 407322-2000 IMPORTANT: In these spaces, copy the corresponding infmnabon from Section A For lns harm Carnp" use: BUdDING STREET ADDRESS ftludlg Apt, Unit, SWA miff 8i4 No.) OR P.O. ROUTE AND BOX NO. Pd4 Number 118 PINERELD ROAD CITY STATE ZIP COEE Company NAIL Number SANFORD FL 32771 SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community, of ial, (2) insurance agentloompany, and (3) building owner. COMMENTS ❑ Check here IaGachments 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. El. Building Diagram Number _(Select the building diagram most similar to the building forwhic h this oerffiicate is being completed — see pages 6 and 7. If no diagram aocuratiaty represents the building, provide a sketch or photograph.) E2 The top of the bottom floor (including basement or enclosure) of the building is _ tt(m) _in.(an) ❑ above or ❑ below (check one) the highest adjacent grade. (Use natural grade, I available). E3. For Building Diagrams 6-8 with openings (seepage 4 the read higherfloor or elevated floor (elevation b) of the building is _ t(m) _i n.(am) above the highest adjacent grade. Complete items C3.h and C3.i on front of form. E4. The top of the platform of machinery andlor equipment servicing the building is _ ft(m) _in.(crn) ❑ above or ❑ below (check one) the highest adjacent grade. (Use natural grade, Iavaiable). E5. For Zone AO or* If no flood depth number's available, is the top of the bottom floor elevated in accoala oe with the oommuniVs floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must oerffy this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property ownerorovaWs authorized representative who completes Sections A, B. C (Items C3.h and C3.i orty), and E for Zone A (without a FEMA4ssied or oommunity- issued BFE) or Zone AO must sign here. The statements it Sed= A, B, Q and E are correct tote best of my Ikrwtcge. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME ADDRESS CITY STATE ZIP CODE SIGNATURE DATE TELEPHONE COMMENTS ❑ Check here if abachments SECTION G -COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law orordinance to administer the communitys floodplain management ordinance can complete Sections A, B. C (or E), and G of this Bevation Certificate. Complete the applicable tiem(s) and sign below. G1. ❑ The Information in Section C was taken from othher documentation that has been signed and embossed by a licensed surveyor, engineer, or ardhW who is authormed by state or local law to certify elevation Information. (Indicate the source and data of the elevation data in the Comments area below.) G2. ❑ A community official completed Section E for a building located in Zone A (without a FEMA-issued or oommunkissued BFE) or Zone AO. G3. ❑ The fob0V Information (Items G4-G9) is provided for community floodplain management purposes. G4. PERMIT NUMBER I G5. DATE PERMIT ISSUED I G6. DATE CERTIFICATE OF CONPUANMfOXUPANCY ISSUED G7. This permit has been issued for. ❑ New Constnxtion ❑ Substantial Improvement G8. Elevation of askhuit lowest floor (including basement) of the building is: — 8(m) Datum: G9. BFE or (in Zone AO) depth of flooding at the building site is: _ t(m) Datum: LOCAL OFFICIAL'S NAME TITLE COMMUNITY NAME TELEPHONE SIGNATURE DATE COMMENTS CO CV^ u ! rn rn 0 a T Waync WINDL OAD SPECIFICATION 0108 if I]alton MODEL: WAYNEMARK 8000 & 8100 STYLE: RAISED PANEL . TEST PRESSURE: POS./NEG. 44 PSF DESIGN PRESSURE: POS./NEG. 29.3 PSF NOTES: 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). 2. GLAZING OPTIONS - TOP OR INTERMEDIATE SECTION, .090 SSB GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP (NAILED ON 6" CENTERS) MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 4. U-BAR TO HAVE A MINIMUM YIELD OF 80 KSI 5. TRACK, AND DOOR STEEL TO HAVE A MINIMUM YIELD OF 33,000 PSI. 6. OPTIONAL - .080" (MIN) ALUMINUM LOUVERS WITH HIGH IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF THE BOTTOM SECTION. 7. LOCK OR OPERATOR IS REQUIRED. 8. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD .FOR THE BUILDING OR STF;6J- ,d;T&RE AND IN ACCORDANCE. ..,WITN;; ,I�fZR NT BUILDING COPES-••F�1 j T,%-(e/,,- - DS LISTED ON :TRfs..DFj'AWIL�( y,•:;�� . Approved: _ 33g5 AO060N OR:, PEN51COl �' FL,72514 _ ti.• .; FLbmI 'pcmintm%(N0: 0048489't `•'1:7:."'. GEORGU k'. IMI'lCL�J1ON NO_•Oj6$19 j 1P NORM,WtOQNA+., Epwid4ow 146-.61 66 Date: OP TION COOS.- • a 08 REV- P 13 GA HORIZ ANGLE t .054" HORIZ TRACK (2) 1/4-20x9/16" TRACK BOLT & (2) 1/4-20 HEX NUT DRILL .281 OR 9/32"0 HOLE IN TRACK FOR JB—US BRACKET ATTACHMENT (1) JB—US BRACKET LOCATED AT EACH ROLLER LOCATION EXCEPT TOP BRACKET ROLLER (P/N 125139). APPROVED SIZES: 9'-0" MAX WIDTH x 14'-0" MAX HEIGHT MAXIMUM SECTION WIDTH 21" 5/1.6xi-5/8" LAG SCREW AT EACH JB—US .01 BRACKET e .054" VERT TRACK 1/4-20x9/16" TRACK BOLT & 1/4-20 HEX \\i NUT AT EACH JB—US BRACKET PLANS REVIEWED WM 9' x 14 ' MAX 44 PSF I 1 OF 4 Y (R TRA (X END HINGE TOP BRA CKET REQUIREMENTS. 1/4-20x9/16" TRAI BOLT do 1/4-20 H' NUT THROUGH At TWO ALIGNING HOLI TOP BRACKET (P/N 108077) (5) 1/Y—cvxJ/o TEK SCREWS (P/N 141668) 14 GA WIDE BODY HINGE ba' o — • — (4) 1/4-20x5/8.. SELF —THREADING SCREWS (P/N 100320) 1/4-20x5/8" SCREWS END HINGES 9. 20 GA °Q' - -BAR WIDE BODY HINGE (P/N SEE BILL • ,'��. OF MAT'L) LH NO HOGE RH END HINGE N YLOP.-ROLLER (PfN 70791) ® \ BOTT BRACKET h (P/ H-2J0;54 — & LH-2t0.155) a (3f'-1/4-2 k7/8" '..TEK $CREWS ;(P,./N 100507, c f Approved: - " W.S. Wsan. P.E. 3395 AOOISON OR.. PENSACOLA. FL 31514 FLORIDA CERTIFICATION NO. 0048489 CEORCU CERTIFICATION NO. 018519 NORTH CARouNA CERTIFICATION NO. 023836 Date: 3 - 3r- o ( OP 710AI CODE- 0108 1 REV.:- P 1-111111 4_;/2. .(20 GA CENTER 16 GA ENO STILES STILES) WM9'x 14' MAX 44PSF 2OF4 U-BAR L OCA RQNS NOTE: MAXIMUM SECTION MOTH IS 21" 12'-6" THRU 14' HIGH DOORS W/ (7) 20 CA 80 KSI U—BARS LOCATED AS SHOWN 10'-9" THRU 12'—Y HIGH DOORS W/ (6) 20 CA 80 KSI U—BARS LOCATED AS SHOWN } 9'-0" THRU 10'-6" HIGH DOORS W/ (5) 20 CA 80 KSI U—BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (4) 20 CA 80 KSI U—BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (3) 20 CA 80 KSI U—BARS LOCATED AS SHOWN (2) 1/4-2Ox5/8" TEK SCREWS ATTACH AT EACH STILE • .'1 ; 'fir. .Y.f+, Approved: i vLgs. Wibon: i�E "r' 11� i n • "' - : ' -v"t 3395 AQOiSbN'of fPt1vSACdt f1�325� jr;, R.ORIDA;MTISCATION NO. 0048484 CE904 CFJM6arloH:?10!)m85IA �,:: • . CER rORTH'.4MLINA TIFlG110N 1(0 f 023ti�G Date: L) ` OPTION COOE'.'dii� REV.• � '�5.: .•j .. 1. P WM 9 / x 14` / M, a Pb A 0 OF 4 Wind Load Test Report Report # 0108P February 1, 2001 TES-i REQUIREMENT: The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29.3 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola,'FL. Product was installed with tools and hardware as normally done in the field and per 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 to seconds of test pressure at-44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 1.59. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .10 or l l%. (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. WayneMark Model 8000, 90, 4 section. 2. Exterior skin has minimum of.0175. The minimum yield stress is 33 KSI. 3. Standard bottom astragal and retainer. 4. 2" nylon roller with 5" stems. ' 5. 14 gauge end hinges and center hinges. 6. Three 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and three 20 ga center stiles per section. 8..054 vertical and horizontal track. 9. Four JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY SIMILARITY: Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have less loading at equivalent pressures due to the decrease in area. Doors heights are approved to 3 times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Question and'-An�wers-':QAI8(Q127). APPROVED. dPT36N'i'-L So 4;%i Based on o(her tes •• 0:in 'quN.aI ".Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. Name: (/t.- ry � F,� yi �� Cl;�tANGENTY UILJING ��VI,ION .5.,.�7C Ci$on,�C. C. Cc.a ��j.�•� J. 3395.Addisori•.Drr, PAr1s?c9ja;:FCl,4 t.', •••� G� Florida Cer4: ar of � ,�.�,- Georgia Cent Nb��jt85•l•9-'- North Caroling Cyr 3G�� � /�`/�� X- cD rn N of z a I WAgne- loalton. MODEL: S TYLE: DESIGN PRESSURE: DESIGN PRESSURE: WINDL OAO SPECFICA FION 0110 APPROVED SIZES: WAYNEMARK 8000 & 8100 RAISED PANEL 15'-0" MAX WIDTH X 14'-0" MAX HEIGHT POS. 27 PSF MAXIMUM SECTION WIDTH 21" NEG. 29 PSF 13 GA HORIZ ANGLE NOTES f 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE .ADEQUACY OR INADEQUACY OF THE GLASS IN THE D67" HORIZ TRACK TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). (2) 1/4"-20x9/16"- TRACK BOLT' & (2) 2. GLAZING OPTIONS — TOP OR 1/4"-20 HEX NUT INTERMEDIATE SECTION, .090 SSB GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP (NAILED ON 6" CENTERS) MUST 5/CREWS/a" LAG S OVERLAP TOP AND BOTH ENDS OF SCREW EACH JB-US BRACKET 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"v HOLE IN TRACK FOR 5. TRACK TO HAVE A MINIMUM JB-US BRACKET YIELD OF 33 KSI A653 G-40 ATTACHMENT 6. 26. GA DOOR FACER STEEL TO i/4"-20x9/16" HAVE A MINIMUM YIELD OF 57 KSI TRACK BOLT & . 1/4"-20 HEX 7. OPTIONAL - .080" (MIN) NUT AT EACH ALUMINUM LOUVERS WITH HIGH JB-US BRACKET IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF THE BOTTOM SECTION. (1) J8—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`"TH-E LOADS LISTED ON THIS.-,0 AWING*/,,:-`•':'�:s t fi lam' :.�.i: AT EACH ROLLER LOCATION Approved: (1) JB-US BRACKET LOCATED _ :' EXCEPT TOP BRACKET ROLLER '3335 'ADtjlzON-�pR:�F y�0t� F132514 d ;_' (P/N 125139). GfsRCW c6znFIC TION W► . D 18519 • - ..' j:_ I'o? i�f�i2ou.vt €Q F� AT P NO. Date:2�8—oG a }y :r.tm, OPTION C00�"%`: �� ,;r� :REV.• P1 I WM 15' x 14' MAX, +27 —29 PSFI 1 OF 4 A TRACK END HINGE; TOP BRA CKET REQUIREMENTS 1 /4 20x9/16" TRACK BOLT & 1/4-20 HEX } NUT THROUGH ANY TWO ALIGNING HOLES I ]• •�, TOP BRACKET \ (P/N 108077) (5) 1 /4'-2Ox5/8" TEK SCREWS (P/N 141668) Lu &.R>'ARROW BODY HINGE i 0 (4) 1 /4 2Ox5/8" SELF -THREADING SCREWS �(2) 1/4"-2Ox5/8" T TEK SCREWS ALL n A END HINGES \ kA °7/16" PUSH NUT AT EACH' } ROLLER (P/N 243341) t. LOCATED .25 MAX BETWEEN ,. PUSHNUTS AND BRACKETS OR HINGES H D HIN .m. I 2" NYLON ROLLER I � W/ 4 1 /2" STEM I I m a Q (P/N) 108135 �0 WIDE BODY HINGE (P/N SEE BILL OF MAIL) 3" 20 CA U-BAR II lI RH END HINGE > > m I �O' (3), 1/4—2Ox7/8' I Approved: /2. L 20 GA CENTER W.S. wu�,, P.E, STILES 3395 ADINGON DR. PENcACOIA FL 32514 FLORIDA CEFM.FrAilON.NO. 0048489 CEORCIA CERTIFICATION NO. 018519 \ BOTTOM BRACKET 16 CA END STILES NORTN CAR011NA CERTIFICATION NO. 021836 / (P/N RH-270354 Date: g—z g_ o & LH-270355) OP77ON CODE' 0110 REV.' P1 WM 16" x 14" MAX, +27 -29 PSF 1 2 OF 4 U-BAR L OCA BONS 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 f 9'-0" THRU 10'-6" HIGH DOORS W/ (12) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (10). 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (8) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN JD I I (2) 1/4"-20x5/8" TEK SCREWS ATTACH AT EACH STILE ::t:titlt•. •rz� ;�.�f,,.� 3Y5,4DISON DR:, P£fL�tCOI KG j251S '.. . PLOR '!''•GEORCUC��N� TI L t'� J I 0PHT fC .`•�•%� o 0 0 0 Date:: -2�-01 tv �+ P4(i' • °P�; 7 a yTPe r r,�f' OPTION C'b6REV. P1 WAI1 16' x 14' MAX,: f27 —29 PSF 3 OF 4 Y i CENTER 5 TIL E & IN TERULf DIA - TE HINGE L 0 CA T1 ONS 16' ------------- �M� V V 14' 10, Approved: ��G ORANGE COUNTY BUIL[Wtv, Mil W—& Wilson, P P 3395 ADDISON DR.. P0q=LA, FL 32514 FLORIDA CERTIFICATION NO. 0048489 GEORGIA CVMF)CATION NO. 018519 HOKM CAROLINA CERTIFICATION NO. 023836 Date: OP TION CODE 0 110 1 REV. /0 1 1 WM 16' x 14' MA X, * 2 7-- 29 PSF 1 4 OF 4 Wind Load Test Report Report # 01101? 1 February 22, 2001 TEST REOUIREMENT: The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29 PSF. The door 'must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola;�L. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 5/8" thick blocks were placed under the door at the edge, centered under the end stile8, 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.ma.nner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. (1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 5.77. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .34 or 6%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 5.07. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .11 or 3%. (3) Upon inspection 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, 16s7, 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 SUVELARITY• 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 apprgyed ,to 3. times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Questiog• i� a' Ans�ery,/GA18(Q127). APPROVEI2OPTIO S�%: •ram _ ,1%-•J �. �. Based ono_ er tts b uiG. ` 'Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. Name: k"; , I t 7 }r' r. •': er i"..�r i S r'„� z` ° C` 0 S Wilson -s :i - C.11 rJ �`: c'd o W k P 8 (F _ -P(v 3395 Add•'ison.l3r„'PefincufA?FiY 15f4 Florida Cert Nctr,�tS�t g8 %( • Georeia Ceri No. O185 "L t Tr //- 17-ct' C7 0 cc CV Ln rl rn CV c z a Wagne. Dalton MODEL STYLE DESIGN PRESSURE WINDL OAD 510SCIFICA TON 0108 APPROVED SIZES: WAYNEMARK 8000 & 8100 T-0" MAX WIDTH x 14*-0" MAX HEIGHT RAISED PANEL MAXIMUM SECTION WIDTH 21" POS./NEG. 29.3 PSF SCC #- OZ- ao[o 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). MASTER PLAN 13 GA HORIZ ANGLE • I I 0 .054" HORIZ TRACK ,°I , I 2. GLAZING OPTIONS — TOP OR INTERMEDIATE SECTION, .090 SSB GLASS WITH OPTIONAL INSERTS. ! (2) 1/4-20x9/16" 3. VINYL OR WOOD DOOR STOP TRACK BOLT & (2) (NAILED ON 6" CENTERS) MUST 1/4-20 HEX NUT OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. I 4. U-BAR TO HAVE A MINIMUM YIELD 0 OF 80 KSI A653 G-40 5. TRACK TO HAVE A MINIMUM YIELD DRILL .281 OR 9/32"0 OF 33 KSI A653 G-40 HOLE IN TRACK FOR J8-US BRACKET ATTACHMENT 6. 26 GA DOOR FACER STEEL TO HAVE A •MINIMUM YIELD OF 57 KSI. 7. OPTIONAL - .080" (MIN) ALUMINUM (1) J8-US BRACKET LOCATED LOUVERS WITH HIGH IMPACT STYRENE AT EACH ROLLER LOCATION FRAME MAY BE LOCATED IN'THE END EXCEPT TOP BRACKET ROLLER PANELS OF THE BOTTOM SECTION. (P/N 125139). 8. LOCK OR OPERATOR IS REQUIRED. 9. THE DESIGN OF THE SUPPORTINGSTRUCTURAL ELEMENTS SHALL BE THERESPONSIBILITY t- OF THE PROFESSIONAL OF RECORD FOR THE BUILDING ORSTRUCTURE AND IN ACCORDANCE WITH 5/16x1-5/8" CURRENT BUILDING.CODES FOR THE LAG SCREWAT EACH LOADS LISTED ON THIS DRAWING. JIB-US BRACKET Approved: W.S. Wilson, P.E. 3395 AOOISON DR., PENSACOIA FL 32514 FLORIOA CERTIFICATION NO. 0048489 GEORCIA CERTIFICATION NO. 018519 NORTH CAROLINA CERTIFICATION No. 02236 Date: 4'—,2 R -,o! OP RON CODE 0108 I REV- P 1 .054" VERT TRACK �I � I I U 1 /4-20x9/16" TRACK—,Ll BOLT & 1/4-20 HEX NUT AT EACH JB-US BRACKET • WM 9 ' x 14 ' MAX 44 PSF I 1 OF 4 TRACK, END HINGE TOP BRA CKET REOUIREMENTS 1/4-20x9/16" TRACK \ BOLT & 1./4-20 HEX s s NUT THROUGH ANY TWO ALIGNING HOLES I TOP BRACKET (P/N 108077) (5) 1/4-2Ox5/8" TEK SCREWS (P/N 141668) SCC # o2_�=r MA IN I 14 GA WIDE BODY HINGE j{. O (4) 1/4-20x5/8" SELF —THREADING SCREWS (P/N •100320) (2) 1 /4-2Ox5/8" TEK SCREWS • q ALL ENO HINGES 9 Q� 3" 20 GA °O• U—BAR WIDE BODY HINGE (P/N SEE BILL OF MAT'L) NYLON ROLLER X r (P/N 270791) -,. I \ g BOTTOM BRACKET \ f� (P/N RH-270354 & LH-270355) �. TEK SCREWS N, (P/N 100507 Approved: 3395 AOOISON OR, PDMS MLA. FL 32514 FLORIDA CERTiF1CAT10N NO. W48489 GEORGU CEitMCATION N0. 0185I9 NORTH CAROUNA CETi ACAiION NO. OM6 Date: Q -Zg _ p/ OP TION CODE 0108 I REV- . P 1 I I • . � 1 (20 GA CENTER 16 GA END STILES STILES) WM 9 � x 14' MAX 44 PSF 2 OF 4 m U-BAR L OCA TIONS NOTE: 12'-6" THRU 14' HIGH DOORS W/ (7) 20 GA 80 KSI U—BARS MAXIMUM SECTION WIDTH IS 21" LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (6) 20 GA 80 KSI U—BARS LOCATED AS SHOWN 4'-6w J*PU 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: W.S. Way,, P.E. 3395 ADDISON OR. PE NSACOI A. FL 32314 FLORID CE"FomoN NO. oo4848s GEORGIA CER nCATIoN No. 018519 NOm CAROLINA CERnFtAnCN NO. 0=8 Date: f ,Z 8 - of OPTION CODE: 0108 1 REV P1 I WM 9' x 14' MAX 44 PSF 3 OF 4 CENTER STILE & INTERMEDIA TE HINGE L OCA TIONS SCG # MASTER PLAN 8'-9. Approved: W-SL wasa,, P.E. 3395 AODISON OR, PEh&COtA FL =14 FLORCA CERTiF TION No. 0048489 GEORCIA COMMON No. 018519 NORTH CAROUNA CERTiFWON NO. 0=6 Date: OPTION CODE-- 0708 1 REV. P1 IWM 9' x 14' MAX 44 FSF 4 OF 4 Wind Load Test Report Report # 0108P1 • TEST REQUIREMENT: February 1, 2001 to door must remain intact and safely operable after enduring static design pressures of both positive and negative 29.3 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. .TEST PROCEDURE- Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola, FL. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 5/8" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. (1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then'removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 2.51. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .31 or 12%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 1-59. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .10 or I I %. (3) Upon inspection after test procedure, the intermediate section had creased at the hinge location. The door was shown to be safely operable. DRAWING NUMBER: 0108 P :TEST DATE: January 25, 2001. Temp 64° F. tODUCT DESCRIPTION: 1. WayneMark Model 8000, 9x7, 4 section. sco 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. CQ PLAN 3. Standard bottom astragal and retainer. R A��TG[-1 4. 2" nylon roller with 5" stems. lV 5. 14 gauge end hinges and center hinges. 6. Three 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and three 20 ga center stiles per section. 8..054 vertical and horizontal track. 9. Four JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY SIMILARITY: Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on- it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have less loading at equivalent pressures due to the decrease in area. Doors heights are approved to 3 times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Question and Answers, GA18(Q127). APPROVED OPTIONS ®Based on other tests b ' e uivale t. AIuminum Louvers and Styrene Window Frame Assembly per test number 020501. Arne: W.S. Wilson, P.E. 'F—,28-01 3395 Addison Dr —Pensacola, FL 32514 Florida Cert No. 0048489 Georgia Cert No. 018519 North Carolina Cert No. 023836 T e d wagne Balton MODEL: STYLE: DESIGN PRESSURE: DESIGN PRESSURE: W/NOL OAD SPECIFICA TION 0110 APPROVED SIZES: WAYNEMARK 8000 & 8100 RAISED PANEL W-0" MAX WIDTH x 14'-0" MAX HEIGHT POS. 27 PSF SCC # D1.004 MAXIMUM SECTION WIDTH 21" NFG. 29 PSF NOTES. 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE .067" HORIZ TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). (2) 1/4"-20x5 TRACK BOLT d 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"xt-5/e" OVERLAP TOP AND BOTH ENDS OF SCREW JB—US BRAC10 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 BRACN YIELD .OF 33 KSI A653 G-40 ATTACHME 6. 26 GA DOOR FACER STEEL TO 1/4"-2Ox9/16" HAVE A MINIMUM YIELD OF 57•KSI' TRACK SOLT do 1/4"-20 HEX 7. OPTIONAL — .080" (MIN) NUT AT EACH ALUMINUM LOUVERS WITH HIGH JB-US •BRACKET IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF. THE BOTTOM SECTION. (1) JE3-US SRACKE LOCATED AT THE MIOOLE ( S. LOCK OR OPERATOR IS EACH SECTION EXCEPT TC REQUIRED. sECTIQ 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE .067" VERT TRA, PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CURRENT BUILDING CODES FOR THE LOADS LISTED ON THIS DRAWING. " - r (1) JE3—US BRACKET LOCATE Approved: AT EACH ROLLER LOCATi( W.S. Wilson. P.E. EXCEPT TOP BRACKET ROLLE 3395 ADDISON OR.. PENSACOLk FL 32514 (P/N 12513� FLORIDA CERTIFICATION NO. 0046469 GE:ORGIA CERTIFICATION NO. 018519 NORTH CAROLINA CEMICATION NO. 023636 Date: OPTION CODE.' 0110 1 REV.' P1. I WM 16' x 14' MAX, +27 -29 PSF j 1 OF 4 TRACK, END HINGE TOP BRACKET REQUIREMENTS SCC it 02-o*(P , MASTER PLAN ! 1 /4"-20x9/16" TRACK — SOLT & 1/4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET — (P/N 108077) (5) 1 /4"-2Ox5/8" TEK SCREWS (P/N 141668) NARROW BODY HINGE (4) 1/4"-2Ox5/8" SELF —THREADING SCREWS \ (2) 1/4—20x5/8" \ 2" NYLON ROLLER 4 1STEM / r Q ® TEK SCREWS ALL / END HINGES a Q (P (P/N) 108135 I 0® I ®b ` WIDE BODY 7/16" PUSH NUT AT EACH HINGE (P/N SEE ROLLER (P/N 243341) BILL OF MA7"L) LOCATED .25 MAX BETWEEN PUSHNUTS AND BRACKETS 3' 20 GA OR HINGES U—BAR LH FNQ_HINGF RH END HINGE (3) 1/4"-20x7/8" Approved: T/ ws. Ymson, P E 3395 ADDISON OR.. PENSACOLA. FL 32514 FLORIDA CERTIFICATION NO. 0048489 GEORGIA CERTIFICATION NO. 018519 NORTH CAROLINA CERTIFICATION NO. 0=6 Date: q'-2 9 - o (P/N RH-270354 & LH-270355) L 20 GA CENTER STILES \_16 GA END STILES OPTION CODE- 0110 REV. P1 WM 76' x 14' MAX, *27 -2'9 PSF 2 OF 4 oil U-BAR L OCA TIONS NOTE: MAXIMUM SECTION WIDTH IS 21" 12'-6" THRU 14' HIGH DOORS W/ (16) 3" 20 GA 80 KSI U-BARS LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (14) 3" 20 GA 80 KSI U-BARS LOCATED AS SHOWN SCc # fS2-e0 G MASTER PLAN 9'-0" THRU 10'-6" HIGH DOORS W/ (12) 3" 20 GA 80 SU LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (10) 3" 20 GA 80 KSI U-BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (8) 3" 20 GA 80 KSI U-BARS LOCATED AS SHOWN I � (2) 1 /4"-2Ox5/8" TEK SCREWS ATTACH AT EACH STILE Approved: ws. wam". P.E. 3395 ADDISON OR., PENSACOLA• FL 32514 FLORIDA CERTIFICATION.NO. 00484a9 GEORCIA CERTIFICATION N0. 018519 NORTH CAROLINA CERTIFICATION No. 02383E Date: 4 -2�?- 01 OP77ON CODE- . 0110 1 REV.' P1 I WM 76' x 14' MAX, -1-27 -29 PSF 3 OF 4 H OCA PONS fRUEDIA TE HINGE CENTER STILE E & IN TL C 16' hjjA(;TEg PLAN 14' 12 10, Approved: W-1 Yrilson, P F 3395 ADDISON OR, PENSACOLA. FL 32514 FLORIDA COT MATION NO. 0048489 GEORM CUMFKATION NO. omig NOM CAROuNA cvmmnCN NO. OnW6 Date: ?-z.0-0t -*7- OPTION CODE- 0 110 *1 REV' PI I WIV 76'x WMAX, +27 -29 PSF-1. 4 OF 4 Wind Load Test Report Report # 0110P1 February 22, 2001 ®TEST REOUIREMENT: The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is*tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola, FL. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 5/8" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. (1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 5.77. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .34 or 6%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The m11.10mum deflection was recorded at 5.07. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .11 or 3%. (3) Upon inspection after test procedure, the door showed no damage. The door was shown to be safely operable. DRAWING NUMBER: 0110 P TEST DATE: February 22, 2001. Temp 71° F. ' 'RODUCT DESCRIPTION: S C C # 1. WayneMark.Model 8000, 16x7, 4 section. MASTER 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. PLAN 3. Standard bottom astragal and retainer. 4. 2" nylon roller with 4 1/2" stems. 5. 14 gauge end hinges and 18 gauge center hinges. 6. Eight 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and five 20 ga center stiles per section. 8..067 vertical and horizontal track. 9. Seven IB-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 SBAMARITY• Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have less loading at equivalent pressures due to the decrease in area. Doors heights are approved to 3 times the height tested per standard practice accepted in Miami -Dade Co. Refer to.Product Control Division, Question and Answers, GA18(Q127). APPROVED OPTIONS Based on er to b ' o uival Ahuninum Louvers and Styrene Window Frame Assembly per test number 020501. Name: W.S. Wilson, P.E. 3395 Addison Dr., Pensacola, FL 32514 Florida Cert No. 0048489 Georaia Cert No. 018519 Master File #7 Central Florida B.O.A.F Exterior Window and Door Master Filing Checklist 1. Sufficiency Review Manufacturer Name: Norandex/Reynolds Distribution Model Number(s): 1 "x4" and 1 "xX Alumiribm Mullions Contact Name & Number: Christopher M Fuertsch — (407) 667-9390 Please ensure the following are contained in your submittal: X Two-(2) signed and sealed engineered installation details. One (1) signed and sealed test report. One (1) signed and sealed engineered calculations for alternate fastening method, if applicable. II. Governmental Product Approval: A-gency Initials/Date Brevard, County of Cape Canaveral Cocoa Beach, City of Eustis, City of Indialanfic, City of Indian.Harbour, City of Lake, County of SN 3/26/02 Lake Mary, City of RJ 4/05/02 Leesburg, City of SS 3/26/02 Maitland, City of Malabar, City of Melboume' Beach, City of Scan Date 4-4-02 A en Initials/Date Melbourne, City of Mt. Dora, City of Orange, County of ACP 3/1'5/02 Port Orange, City of Rockledge, City of Satellite Beach,, City of Seminole, County of Tavares, City of Titusville, City of West Melbourne, City of Winter Park, City of LP 3/26/02 PLANS REVIEVVEU CITY OF SANFORD- Created on 02/04/02 Page 1 of 2 NORANDEX PAGE 29 L�-4 ° °° 4 • oa b .d a SEE CHART FOR d ' —FASTENERS . CAULK TOP OF MULL i #10-X 3/4" TER SCREW JAM OWE j,11 18" 1 - 3/8`MTN. WINDOW _ J t HEAD lx3 MULLION (XFLA-26-1) lx4 MULLION (XFLA-�9) WINDOW 5/8" JAMB #10 x 3/4- c TEX SCREW �I CAULK BOTTOM I . OF MULL q �� PRECASTED a --- SILL � p C 7/8" FLA--45 MULLION ANCHOR CLIP 16 GA GALV. SHEET METAL 800 LB. MAX CAPACITY lx3 MUWON RIFLA-39) FLA-26-1) lx4 MULL[ON 1 WINDOW i SILL 1 1 3/8"MIN. L--- 3/4"MAX SEE CHART FOR D FASTENERS• A W VERTICAL MULLION SCHEDULE o Z' .a SINGLE UNIT :- TYPE OF'. MUL LION TYPE OF CLIP ~' WINDOW WINDOW. RESIGN PRE5SURE N W WIDTH HEIGHT NUMBER AND a o Wtal INCH INCH 35 PSF FLA-45 TYPE OF FASTENERS EQ 26" ___1.0_-_z 3:0 OK . 4 3_8-1%4�---1=p_ x 3.0--- --- OK---- _3 16_ x 1_1 2 TAPCONS •c o cY 19-1/8" 50_ 5Z8: x 3.0 --- 4 3J60,_x 1_ J2a TAPCONS ti h ti W OK 4 J6� x_1_-J2 _TAPCONS 63" �: ---1-0 x 3.0------OK---- 4 -3 160' x 1-J2" T_APE 76-3 4.' 1.0 �-O -------K-----1-�.---- 4 3 160 x i-1 2a TAPCONS E� t/] 3'B28T4„ -- 1.---OK-___ 4 _3 160 _x 1-1 2 TAPCONS c `C ?6-1/2" 50-5=-----H--- 4 J�T_:_x3.0 _ ___O_K___ 4_J6�-"_x_1__J2a_T-PEONS 76s3"4� -- =0_ x 3.0_-- -- OK--- 4 _J806_x__1-_J2A TAPEONS Z s. 1.0 x 3.0 _ OK 4 3 160�' x 1-1 2 TAPCONS' 28" __-I-0 g 3.0 _0_K 4 3 160 x_1_-1 2 TAPCONS 38-1j4 :S_0 Y .0 --- 3 _-- _-- g 37" 50_-5 8�---3.- --- OK `I / 6,0• x 1-J2a T_APC_ONS OK 4 _3J64s x l-J2a TAPCONS h y 76-3 4 1.0 x 4.0--- --- --- 4 3j80 x 1-1 2`� TAPCONS yyr�4 28" OK 4 1 4� r x 1-1 2� TAPCONS (3 4, 1_0 x 3.0 4 3 160 x_1-1 _2 TAPCONS -__i.0 g 3,0 --- OK-- - 4 _3J16d�_x__1_-1 2 _TAPCONS `e� a 1_0 x 3:0--- --- - r,------ 83" _1:0 g ----- --- �$--- 2�_lj4s�r g_1-1��'_TAPCONS 7B=3 4� - --- --- OK-___ 2 _1140" x_1-1 2"_TAPCONS Q 1.0 x_ 4.0 OK 2 1 4�' x ].-1 2� TAPCONS MAWACTDRER NVAMB: a Ad" RA�n z MASTER -7 CHARLES A ' PA LN. p• E. FL REG. ENG..# 49121 DATE 3/21/02 NOTES: 1) ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063 T8, OR 8063 T5. 2) WHEN THERE IS ON19 TAPCON (I/40- X ON EACH ANGLE LEG. THE TAPCON SHALL bE 'PLACED ON MULIJON CLIP CENTERLINF, 3) CONCRETE COMPRESSIVE STRENGTH - 3.000 PSI AT 28 DAYS. 2 z V i NUxANDEX . PAGE- 30 NOTES: 1) ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063 T8. OR 6083 T5. 2) WHEN THERE IS ONE TAPCON (1/40- X 1-1/2') ON EACH ANGLE LEG, THE TAPCON SHALL HE PLACED ON MULLION CLIP CENTERLINE. 9). CONCRM COMPRESSIVE STRENGTH v 8 000 p,Si AT 28 DAYS. CRARLES A CAG (y Fi. Res, ENG. 1 49121 DAM 3/21/02 CENTRAL MORMA B.O.A.F. MANUFACTURER .NAME: . MASTER AIX #10 x 3/4" TEK SCREW_ DW SILL SH HEAD 1 HORIZONTAL MULLION SCHEDULE SINGLi, WINDOW UNIT WINDOW. `I'ypE -OF ,MI7LI;[ON DESIGN PRESSURE TYPE OF CLIP WIDTH -' HEIGHT. • NUMBER - AND INCH INCH 35 PSF FLA-46 TYPE OF FASTENERS 264. 30 -_-1.0 x 3.*- -- _OK --- --- 4 TAPCONS - Z- --- 1-U- x 3;0 __- OK �K--- „-_ 4 3J60 x 1-1 2Y TAPCONS -3�g��-x 63!4 -- 1_ Q !A&-- S 4 3J80 OK -x 1-J2a TAPCONS --- 26" IX x 3r0 OK---- 4 Q------ 3 18�- x 1-1 2 TAPCONS 1- --- 0x 3 - -4 _ 3 1"" SS:3i0 426-1/2"_1-J" TAP_ 76-3 4 K T160 -_-,1 - 4 gj 222"II -T-A-PC-COO-NN- TAPCONS.1_0 3 160' _J TAPCONS. _ 26 x 3:0 1.0 x_3_::0 OK -/ - 4 3 160e' x 1-1. 2" TAPCONS 37" 38�17- 50_-_5z8 -- -------- -------- OK OK--- 4 3 16_0 x 1-1 2 _TAPCO_NS 4 160 x -1:Z 2" TAPCONS 63" ---Lq x 3:0 - --- --- 0K __ _3 -T-----ja--- 4 _3J6_0 _x 1-1 TAPCONS -3 TAPCONS 76-3 4-` _ OK_-- .OK 4 g.l-J2" TAPCONS --- 1_0 x 3'0. 4 3 160 a l-1 2 TAPCONS 63-1 8" / 38_26"qb -T� --- ---1.0• x 3:0--_ x 3:0 ___ OK OK ----- -- -__' 4 3 160 x 1-1 2 TAPCONS a------ 4 _3T6_� x 1-f 2 TAPCONS 1.0 ___� aK_ 2 1 4 r----- ,,------- _ f 0 x_1_-_1 2 TAPCONS T669".�' .x_•3:.0 --- - --- 1-o x s:n- ---�It_-- -- 2 1 40' x 1=1 2" TAPCONS - l _ lx3 MULLION (XFLA-26 .1) lx4 MULLION (}f;A_391 OTC 2 1 4�"- x 1-1 2-' TAPCOTIS ()FLA-26-1) 1x3 MULLION (XFL'A-39) 1x4 MULLION #10 x 3/4" QVV nv..,M KTEK SCREW DW SILL SH HEAD 6 ,v1n1v Ll L.li PAGE .24 'ACi'URER NAM. - (3%18�0 x 2-3/4' TAPCONS THRU 1 BY HUC OR WITH A 1-1/4' MIN. EMBEDMENT INTO MASONRY.O SEE ELBVATION FOR ANCHOR SPACING. (2) #1D x 1-3/4' FH-SMS INTO-2 x BUCK SEE ELEVATION FOR ANCHOR SPACING. (2) Qt0 x 1 3/4' PH-SMS DM 2 BY BUCK WITH 1-1/2' MIN. EMBEDMENT. SEE ELEVATION FOR ANCHOR SPACING. I' — WOOD BUCK Ill.'376' tp) 6gb 19 IO 7p.b� rai fib.4 18 10 1Ea" Ce' blb 64.6 PA 10 f].e2p It=6) 61.6 64.p ID Ha/ IN IttD ICl7Pg 10 if7.V i Tnru P�H® SII6 DI P6BT. WOOD S1fIM gSHOPlN - WOO As RE UIRED TYP. JAMB. SECTION OR MUDD TRACK AS)REQUITEJL,D 1 BY 2 BY BUCK (2) 3/16-0 x 2-1/4' TAPCON OR MIAMI DADE APPROVED CONC. FASTENER SEE ELEVATION FOR ANCHOR SPACING. m NOTES: 1 2) SHIM AS REQUIRED.. MAX. SHIM STACK 1/4'. ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063-lb• OR TB WITH TYPICAL 'WALL THICKNESS OF 62' 0 9 USE HIGH QUALITY CAULI( BEHIND WINDOW KANGE. — 4 GLASS THICKNESS BASED 'ON TABLE E1300 GLASS CHARTS. AND MAY VARY DEPENDING ON SIZE - 5) THE RLSPONS®II1T Y FOR SELECTION by N PAN . OF NORANDEX PRODUCTS To MEET ANY APPLICABLE'LOCAL.LAWS, GM a _ EQUIRBUILDI NTS R D SOLELY ffi OR' OTHER SAFETY REQUIREMENTS EC— TIN BUILDING OWNER -OR EST ONTRACTOR THE ARCHITECT, K 7) CONCRETE COMPRESSIVE STRENGTH 3,000 PS[ AT 28 DAYS. MAX --- t t — Ha OP No: OF �i N HCH01M MCHORS (a S tr WJAMB w 24 to 6 a �{ G 24 p CAS N � 10 30 to 1 O (� ZQ R4 to to to of t0 124 16 10 to 20 to t0 a O tD to V y w 1z) 3/10"0 x 2-3/4" y k i e TAPCON OR MIAMI W',b t DADE APPROVED CONC. q y,4 4 FASTENERS, u cc k SEE_ ELEVATION FOR p - 1G. to N Co aqaq:p b O w 't Ad -�E� caM-k (2BY2)ttaoc� ih (4BY2)rmA1 ncrutop NORANDEX PAGE 23 4 a (2)• #10 x 1-3/4' PH-SMS INTO 2 BY BUCK OR 3W1TH A 1- 1/4e 1/4e MINA S1oHEDTf1MSRN1 1INBroY BUCK SONR(SHOWN) SEE ELEVATION FOR ANCHOR SPACING. (2) #10 x 1-3/4- FH-SMS INTO 2 x BUCK SEE ELEVATION FOR ANCHOR SPACING. (2) #10 x 1 3/4' PH-EU2 By S INTO 20OD BY BUCK BUCK HIT11 1-1/2' MIN.. EMBEDMENT. SEE ELEVATION FOR ANCHOR SPACING. r--2 x HOOD BUCK 3/16" TEMPERED GLASS PANEL ,SIZE INCHES DESIGN LOAD CAPACITY—PSF N0. OF ANCHOR SCREWS IN FRAME WIDTH/HEIGHT HEAD AND SILL JAMB _ EXTERNAL INTERNAL )a XX xxxx ALL 30 4e° x 561 ." /2 53.3 55.8 10 361�e" x 602 " 49.8 49.8 12. 16 18 6 30 die` x ,791/2 " 49.7 49.7 18 22 6 38 's" x 791/2 " 45 10 18 20 8 . 45 SERIES• "500 ALUMIN M SLIDING GLASS DOOR. 12: .18 ' 22 8 FA ENER CHART LL OPERABLE PANELS �c'��f�n B.O.A,Fr.. (2) 3/16'0 x 2-3/4' TAPCON OR MIAMI S � N AM = 1 x WOOD BUCK DADE APPROVED CONC. FASTENERS. W. . �mft�yt r vw-. SEE ELEVATION FOR ANCHOR SPACING. _ _ SHIM AS RR DIKED TYP. HORIZON WOOD SHIM gSHO OR MUDD TRACK A REQUIRED 1. BY O ; (2) 3/18'A x 2-t/4' TAPCON OR MIAMI DADE APPROVED CONC_ FASTENER SEE ELEVATION FOR ANCHOR -SPACING. a NOTES. 1 SHIM EQ AS.'RUMED: MAX SMU STACK 1/4-. 2; ALL ALUMINUM EXTRUSIONS ARE ALLAY 808g-T5 G OR 96 WITH TYPICAL WALL THICKNESS OF:0:82' 9) USE HIGH .QUALIiY CAULK' BSHCK o a 4) GLASS,THICKNESS WD WINDOW'FLANGE.. a THICKNESS BASED ON'TABLE E1300 GLASS a CHARTS; AND 'MAY VARY DEPENDING ON.SIZE . 6) THE RESPONSIBILITY FOR •SELEC'j�ON'.OF' NQRANDEX. • , 1 PRODUCTS TO' MEET ANY APPLICABLE IbCAL.,LAWS HEADER EQD,LCTION R� OLELYHTa THE: t ' Tom'• 1 13Y BUCK 6) CONCR� CO PRJESS . IYE STRENGTH a s;000 PSI , AT 28 DAYS `CJr r= a lIBTMM ITAL SECTION ' 1/4- slnM � BY BUCK' MAX /00 g PANF� PANEL F ]PAWLELPANEL PANEL PANEL *- ' 4& --! (28Y2)nrc •a (4HY2) TMeu rnrnr :II • ��v[culV1JL�.X a PAGE 22 o L. e i—ZI/4 P.IL S.M.S W/1-1/2` MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. 1`7141 oll, Is 10 X 1-3/4' P.H. S:M.S: 4 /1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR -ANCHOR SPACING_ 0 w ALT. FIN ATTACHMENT F ' UNDER SHEATHING CENTRAL FLORMA B:O:A"F. AC'TOREIt NAMR. M[AS M F LE # 3 NOTES: 1) :SHIM AS REQUIRED, MAX 3HIM STACK 1/4". 2) ALL AI UMINiIM;;EXTRUSIONS ARE ALLOY 606E—T5 OR_lB' WlTIi:°1'VICAL- TAIA THICKNESS OF 0.62" . 3) USB s:Tm;QCiAIF1y CA 4VIA[BEHIND WINDOW FLANGE GI:ABSTHICKN&S•.R�aED ON TABLE WE (IN( E1300 CLASS CH9i?TSi AND::-MAY'YARY WrilDINC ON SIZE. 5) THE'•:�sPOil tlLrr- Y OR SELKC'FION OF NORANDE$ PRO6UCT:-16- AEET.:ANY :APPLICABLE LOCAL LAWS. AL LAW BUII;iDIG,.jCODL9; :OH DINAN(SES 18— 5- .OR OTHER R ENTS'iIiEST ETy , "SOH Y WITH THE ARCHITECT. BULLM*r; OWMM" Ali"CONTRACToM raw 6) NOTE '*� -INDICATES ':THAT HEADEF�QU�AL FASTENERS AT ° AND SILU:�li#E' REOUrRFn ' s2- 18- I U10 X 1-3/4" P.H. S.M.S. W/1-1/2' MIN, EMBEDMEHT SEE'. ELEVATION. FOR ANCHOR SPACING. ® oo TYP. JAMB SECT:IflN WOOD FRAME I .(TOP AND BOT?0m) ® goUHLg HEADER AND SILL SECTION ji�1j21 Mimi EMBEDMENT di WOOD FRAME SEE.ELEVATION FOR FL REG.'ENC:. $ 49121 ANCHOR SPACING. DATE ONS WINDOW FASTENER -SCHEDULE EIGHT 0. ANCHORS HIEAD/SILL: NO. ANCHORS JAMB W ICHES) 35EE 45 TE80 PSF PSF PSF 95 PSF 46 60 q 2 PSF PSF to 25" 2 2' 9 9� 2 2 2 2 2 G►' A V —s a• Z z 2. q.�q� 2 2 2• 2 3 3 -1/4 3• 'f 3 3 3 —3- w _3 3 4• '� 3 3 -6/8 2 2 2• 2 2 2• 3 33 3 3 9 3 !} � G] R; 7 9_ 3• -3 3 3 5_�2 6_ 2 62 �' -2 _2 2 2• 2• 3• 3 4 4 4 4 2 2_ 2•_ 3 4 5 co j- 12 6-3/4` -� . - 4 4 6 5 E _ Z `v � Q �i.p � �.4 14L ICtR 1®Ig GJ bb ry USTAHL A V OF 0 "�DETADrC w N 'DE('AIG-B i NORANDEX PAGE 10 # 10 X t-3/4" P u MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. i N T 10 X 1-3/4" P.H. S.M.S. 17/1-1/2" lj(N. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACI fG TYP. =ACrfflol AlllCii . 4 utr1L' � mx# ALT. FIN ATTACHMENT �y 10 X 1-3/4" P.H. S.M.S. UNDER SHEATHING W/1-t/2 MIN. EMSEriMENT 5EE'ELEVATiON FOR FOR ANCHOR SPACING. 1/4' MAX - SHIM (BOTH TYP. JAMB SECTION 0 WOOD FRAME NOTES: 1) SHIM AS REQUIRED•. MAX SHE{ STACK 1/4". 2 ALL ALUMINUM.E}CPIiUSIONS ARE ALIDY 6063-75 10 X 1-3/4" P.H. S.M.S. OR ' if .O TYPICAL i9ALL THICKNESS OF 0.62" . 3) USE HIGH •QUALM- '.CAULK;BEHIND WINDOW FLANGE. W/1-1/2" MIN. EMBEDMENT 4) .OIiAS3 711ICIQ(I:SSBASED'ON TABLE E1300 GLASS ® O0 SEE. ELEVATION FOR CRAB' - AND -MAY •VARY DEPENDING ON STLE I ANCHOR SPACING. 5) THE:-RESPONSIBH:ITY FOR`SELEGi70N OF. NORANDEX PRODUCTS='TO -MEET ANY APPLICABLE LOCAL LAWS. BUUING:•:CODE3; 'ORDINANCES OR OTHER SAFETY HEADER AND SILL SECTION REQUIREMENTS REST SOLELY WITH THE ARCRffECT. BUI1)I(G' O WOOD .FRAME CHARLEs E •6) NOTE • 'INDWNER IOR CONTRACTOR, P 1P.ICATES-'THAT 'EQQUAL FASTENERS AT REG. ENG. & ,49t2L• HEAD AND SILL ARE REQUIRED. DATE: 3/27/02 k MAX er 2'r ar Ill SASHi DEfAR,=B . NORANDEX PAGE 21 a ra,vn ►O1 ti A MIN- EMBEDMENT W/I oI/2 SEE ELEVATION FORMIN. EMBEDMENT ANCHOR SPACING. SEE ELEVATION FOR NOTES: 1 SHIM AS REQUIRED, MAX SKIM STACK 1 4`. ANCHOR SPACING 2 ALL / ALUMINUM 'EXTRUSIONS ARE ALLAY 0063-T5 OR TB WITH TYPICAL WALL THICKNESS OF 0.82, . 3 USE HIGH QUALITY CAULK BEHIND WINDOW FLANGE 4 CLASS THICKNESS BASED ON e ° • .4 TABLE EI300 GLASS !CHARTS,' AND MAY VARY DEPENDING ON SIZE, 6) THS"UFSPONSIHH,C(,Y -6R 'SELE',C7ION: OF .NORAHDEX PRODUCTS TO MEET ANY 'APPLICABLE LACAL LAWS, 'BUILDING CODES. ORDpjAXC S, OR' -'OTHER SAFETY REQUIREMENTS%REST SOLELY WITH THE ARCHITECT; BUILDING -� f ONNEIt•b1I CONTRACTOR 8) A PRESSURE F-=D: -WOODEN":BUCK:OR' MARBLE SILL SHALL HEE :ADDED UNDER \ THE. PRODUCT TO FULLY SUPPORT' •UNIT..THIS SUPPORT SHAL.L'BE FIRMLY ATTACHED •INTO kASONARY' AND SUPPORT BYEOTHERSPRODUCT OVER ITS FULL LENGTH' (SUPPLIED 7) CONCRETE COMPRESSIVE STRELICTH 9,OOD PSI AT 2e DAYs. ALT. HEADER SECTION B) NOTE •INDICATES THAT, EQUAL FASTENERS AT H�ffl TYP. 2 BY BUCK ��0� B.O.A.F.• 3/10' TA_PCON MANUFACI'MM NAM : W/1-1/4 MIN.'EMBEDMEM (SEE ELEVATION FOR ANCHOR SPACING) Alo&A-l' xe M"TER ���1,L 11l��a. # CALL SIZE WIDTH e's 1 BY BUCK O ■O 1 10 F.IL S.M.S. W/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. %%/ DETAIL-C 011 _-DETATE-B 1. 'NORANDEX PAGE 9 8' TAPCON WITH A N 1-1/4' MIN. EMBEDMENT ® SEE EMATION FOR ANCHOR SPACING, 750 TYP NOTES- ') SHIM AS REQUIRED, MAX SHIM STACK 1/4'. ALL ALUMINUM EXTRUSIONS ARE ALLOY 80B9—T5 3 USE HIGOR T6 H Q QUALITY CAULK BEHIND THICKNESS OF 0.62" . TYPICAL WALL 4; GLASS THICKNESS BASED ON. TABLE E1300 GLASS CHARTS, AND MAY VARY DEPENDING ON SIZE 5) THEPRO RESPUCjs TSIB[LIT. FOR SELEMON OF NORANDEX PRODUCTS O MEET ANY APPLICABLE LOCAL LAWS, BUILDING CODE MEET ORDINANCES OR OTHER SAFETY REQUIREMENTS REST SOLELY .WITH THE ARCHITECT, BUILDING OWNER OR CONTRACTOR, 8) A PRESSURE TREATED WOODEN BUCK OR MARBLE SILL SHALL BE ADDED UNDER THE PRODUCT TO PULLY.SUPPORT UNIT. THIS SUPPORT SHALL BE FMMLY ATTACHED INTO MASONARY AND SUPPORT THE PRODUCT OVER 1TS BY OTHERS). FULL LENGTH (SUPPLIED 7) CONCRETE COMPRESSIVE STRENGTH o 9,000 PSI ALT. HEADER SECTION "T ze DAYS. Tn'• 2 BY BUCK +oo 10 F.H.S.M.S. WITH A IN. 1-1/2" MIN. EMBEDMENT SEE ELEVATIONl FOR ANCHOR SPACING. A ji L! L 940 T 3/16' TAPCON W/1-1/4" MIN. EMBEDMENT SEE ELEVATION FOR FOR ANCHOR SPACING. 1/4' MAX ' D D p p D p p SEE NOTE 6 HEADER AND SILL SECTION Tn'• 1 BY BUCK A CR nIAL FLORMA R. O.A.F. MANAlso ACTURE t NAME. 0 `5 �Fffmv? '# CALL SIZE WIDTH n % l I BY BUCK O TYP.�JAB SECTIONB..BY BUCK # 10 F.H. S. M S. W/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. CHARLES A PAG P,E• FL REG. ENG: 9' 49121 DATE: 3/21/02 41Y GRIT tlRRI I ML �' 24 WAX // If/ SASH ��/ DETAILrB MIA�MI•DADE - A'IIAMI-DADECOUNTY. FLORIDA METRO-DADE FLAGLER BUILDING PRODUCT CONTROL NOTICE OF ACCEPTANCE Prentdor Entry Systclns 911 E. Jefer•sorl, P.O. Box 76 Pittsburgh XS 66762 BUILDING CODE•COAIPLIANCE OFFICE ME-IRD-DADU FI.AGI•.J:R 1JUIL1)11.'C; 140 WI:S7 F1.AGI.L•'Jt S'I*W:171% 5t1111i lull.; MIAMI. F1.C)MDA 33130-1563 (305) 375-2901 FAX (3()5) 375-29uS C:CIN('1LlC.'!'01t 1.ICI•:\til.NC; SliCl'IUN (3U5) 375.2527 F.l\ (3US) 375-'_55S c:c)xrluc-rc)!t r�t••c)rtc•rtalr.,� r un•Islc)N (30) 375.296r, FAX (305) 375-:9US IItUI)[:C I' C:U;\-I.not, 1) visioN Your application for Notice of Acceptance (NOA) of (305)3752902 r,%x(.ius)Jr_-6_tr) Entcrgy G-8 S-�1'/1✓ Ins��ing Opaque Double w/sidelites Residcutial Insulated Steel Door under Chapter 8 of the Code of Miami -Dade County governing the use of Alternate Materials and Types of Construction, and completely described herein, has been recommended for acceptance by the Miami -Dade County Building Code Compliance Office .(BCCO) under the conditions specified herein. This NOA shall 'not be valid after the e.xpiration date stated below. BCCO reserves the right to secure this product or material at any time from a jobsite or manufacturer's plant for quality control testing. If this product or material fails to perform in the approved manner, BCCO may revoke, modify, or suspend the Use of suchproduct or material immediately. BCCO'reserves the right to revoke this approval; if it is determined by BCCO that- this product or material fails to meet the requirements of the South Florida Building Code. Tile expense of such testing will be incurred by the manufacturer. ACCEPTANCE NO.: 0.1-0314.24 r EXPIRES: 04/02/2006 Raul ltoorl,ucz Chief Product Control Division THIS IS THE COVERSHEET. SEE ADDJTIONAL PAGES FOR SPECIFIC AND GENERAL CO.N'D1'I'IONS BUILDING CODE &-'PRODUCT REVIEW COMMITTEE This application for Product Approval has been reviewed by*the BCCO and approved by the Building Code and Product Review Committee to be used- in Miami -Dade County, Florida under tile- conditions set forth above. A I)PROVED: O6/05/2001 Francisco J. Quintana. R.A. Director Miami -Dade County Building Cod%: Comm' litincu Officu 11s04500011pc200011templzLw\notice acceptance corer page.dot [nttrnct mail acldresx;'ltostmastcr~i✓buildinhcoticonlinc.colu Jt(IIII U c: hetuah%'i%'ti�'.buitdiR��cotJcnnti'nr_tnm . Premdor Entry Systems ACCEPTANCE No.: 01-0314.24 APPROVED JUN 0.5 2001 EXPIRES _ April02 2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS 1. SCOPE 1.1 This renews the Notice of Acccptance No. 00-032I.26 which was issued on April 28, 2000. It approves a residential insulated door, as described in Section 2 of this Notice of 'Acccptance, designed to comply with the South. Florida Building Code (SFBC), 1994 Edition for Miami -Dade County, for the. locations where the pressure r6quircments, as*dctcrmincd by SFBC Cb-apter ?3, do not exceed the Design Pressure Rating values indicated in the approvcd -drawings. 2. PRO DUCT. DESCRIPTION 2.1 The Series Enterby 6-8 S-VV/E Inswing Opaque Double Residential Insulated Steel Doors witlt Sidelites-Impact Resistant Door Slab Only and its componcnts• shall be eonsiructed in strict compliance with the ' ollo%ving documents: Drawing No 31-1029-EW-I, Shcers. 1 thro"ugh 6 of 6, titled "Prcmdor (Entergy Brand) Double Door with Sidelites in Wood Frames with Bumper Threshold (Inswing)," prepared by manufacturcr,•datcd 7/29/97 with revision C dated! 01/11 00, bcarina the Miami -Dade County Product. Control approval stamp with the Notice of Acceptance number'and•approval date by the Miami -Dade County.Product Control Division.. These documents shall hereinafter be referred to as the approvcd drawings. 3. LIMITATIONS 3.1 This approval applies to single unit applications of pair of doors and single door only, as shown in approved drawings. Single door units shall indlu.de all componcnts dc,cribcd in the active Icaf of this approval. 3.2 Unit shall be installed only at locations protected by a canopy or overhang such that the angle between the edge of canopy or overhang to sill is less than-46 degrees. Unless unit is inst;illcd in non-liabitabie areas whcre the unit and the area arc designed to accept waterInliltracion.' " 4. INSTALLATION 4.1 The residential insulated siccl door and its componcnts shall -be installed in strict compliance with the approved drawings. 4.2 Hurricane protection system (shutters): 4.2.1 Door: the installation of this unit will not require a hurricane protcction systcrii. 4.2.2 Sidclite: the installation of this unit will require a hurricane protection system. S. LABELING �.1 Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved". 6. BUILDING PERMIT REQUIREMENTS 6.1 Application for Building permit shall bd accompanied by copies of tfic following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies of the approved drawings, as identified in Section 2 of this Notice of Acceptance, clearly marked to show the componcnts selected for the proposed i nstallation. 6.1.3 Any other documents required by the Building O icial Or the South Florid' uildin- Code (SFBC) in order to properly evaluate the installation o ii s stem. rUxzl Manuel erez, P.E. Product Con r6t' xaminer Product ntroI Division 2 Prcmdor Entry Systems ACCEPTANCE NO.:. 01-03I4.24 APPROVED JU�N 0 5 2Doi EXPIRES Anril022006 NOTICE OF ACCEPTANCE: STANDARD CONDITIONS 1. Renewal of this Acccptancc (approval) shall be considered after a renewal application has been fi)cd and the original submitted documentation, including test supporting data, engineering documents, arc no older than eight (8) years. ?. Any and all approved products shall be permanently labeled with the manufacturer's nam.c, city, state, and the following'statcmcnt: "Miami-Dadc County Product Control Approved", or as specifically stated in the specific conditions of this Acceptance. 3. RenewaIs 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 longcr the same product (identical) as the one orig.inally approved. C. If the Acceptance holder has not cbmplicd with all the requirements of this acceptance, including thc'corrcct installation of the product. d. The engineer who originally prepared, signed and scaled the required documentation initially submitted, is no longcr practicing the engineering profession. 4. Any revision or change in tFic materials, use, as d/or'manufacture of the product or process shall -auto.matically be cause for termination of this Acccptancc, unless prior written approval has been requested (through the filing of a revision application with appropriate fcc) and granted by this -office. Any of the following shall also be grounds for removal of this Acceptance: a. Unsatisfactory perfornnanee of this product or process. b. Misuse of this Acceptance as an endorsement of any product, for sales, adveriisfng or any other purposes. 6. The Notice of Acccptancc number preceded by the words Mianii-Dadc Co.un.ty,. Florida, and followed by the expiration date may be displaycd in advertising literature. Ifarty portion of theNotice ofAcecptance is displayed, then it shall -be done in its entirety. 7. A copy of this Acceptance as well as approved drawings and other.documcnts, where it applies, shall be provided to the user by the manufacturer or its distributors and shall bc'availab Ic for inspection at' the job site at all time. The engineer needs not -reseal the copies. S.• Failure -to comply p y with any section of this Acceptance shall be ca`use for termination and removal of Acceptance. 9. This Notice of Acceptance consists of pages 1, 2 and this last page 3. END OF T11IS ACCEPT NCE ti Manucl crcz, P.E., Product ont.ro aminer Produc Control Division 1 PREMDOR (ENTERGY BRAND) DOUBLE / DOOR WITH SIDELITES IN WOOD. FRAMES • WITH A BUMPER THRESHOLD (INSWING) • . .KC�1L 1 [ „�ICRla1fC� L1L' HH`I�I •/1 I/r KtULVA ►o1CPQM I�B 1/Y MAX 7 77 1/4' MAX Vr [ r LOiO Xt&Ktt .. LLC -arc 1 MAL MAX MY 1MA % 3' MA% ' MAX IML S. is, OC. !S' (I.C. ' MAX MA1C M11% MAx MAX IIAIC IIA; MAN MAX sS di IY AOiORf 1 •a lil ►7 1/ •MAX • D.C. SPACING . wMrn� • A 17 1/ MAXCING IB•' C.C. A A7 1 /16• 77•• II�� vv�� tOP 07 Mon Mu1 CAOf &Lac . m i LDCX m nl 22' / S 1 'MAX OLD LO — 00 I /16' NA7C ' l7 !/ MAX ' .MS[[[ t.s[nf 0.G SPACING IB' 6G .Oil W r[MRL a wa c.ua .wct �w 17 I/ ' MAX GL SPACING j0. 0.G N1[t[1 La.m aa.Lc.at A •+a4 atOlLl tit)Tt6'1?A�"'"b% f 6' X IAtItF:DMiJ/VwX '• t3' O.G 13' O.0 IY a 13. OG 13• OC 13' C- 13' OG wi IIAK MAX MAX MAX MAX MAX MAX I3' 0.0 ItAX ' _ �• MAX 3' MAX r 1�— r MAX n"a nML . • • VX' . r L04 IT--LCS IC[ Mort 7 ATTACH ASTRAGAL THROW BTB.T 18 X i' LONG STRIKE PLATE TO THE HEADER iN ALL REMAINING AND THRESHOLD WITH 610 X 1 3/4' ►IDLES FL•ATMEAD SCREWS' NOTES, L) WOOD BUCKS BY OTHERS. MUST BE ANCHORED 18 X 1 3/4" LONG PROPERLY-M.TRANSFER'.LOADS TO THE STRUCTUREFLATHEAD SCREWS 2J THE'PRECEDiNG DRAWINGS ARE INTENDED Tp QUALIFY THE FOLLOWING INSTALLATIONS lx IHSVIItG RA INSvjNG A. WOOD FRAME CONSTRUCTION WHERE DOOR SYSTEM IS ANCHORED TO A MINIMUM TWO BY WOOD' OPENING. ASTRAGAL IL MASONRY OR CONCRETE CONSTRUCTION WHERE DOOR SYSTEM 1S ANCHORED TO A MINIMUM TWO BY %P/n0Y604 CCv+LyueG .;t 11• rn: STRUCTURAL•VOOD BUCK. C. MASONRY OR CONCRETE CONSTRUCTION VHERE DOOR SYSTEM IS ANCHORED DIRECTLY TO SOUTHFLY�OqRAA NGCODE c, JUlY U'�11f1 CONCRETE VATER DrFuRAiTOR VHERE VATER 1WILiRAIION OR MASONRY WITH OR WITHOUT A NON-STRUCTURAL WTRCNENi IS NEEDED 1 REMOREHCNT IS NOT NEEDED sr ONE BY WOOD BUCK Y + PR CONtROLbrASIDN ]. ALL ANCHORING SCREWS TO BE 110 WiTH X _ OUllOC,.CODEEC^_PL41.,CEW-2 4iNiMUM 1 1/2' EMBEDMENT INTO WOOD SUBSTRATE ACCEPYAIt_^ENo',t �11v.a4 IN 9/16' PFH TAPCONS WiTH 11/2' MINIMUM EMBEDMENT X UNIfS.SHALL BE INSTALLED ONLY AT LOCATIONS PROTECTED'BY A CANOPY INTO MASONRY. OR OVERHANG SLICH THAT THE AW BETVEEN THE EDFL OF CANOPY OR OVERHANG I. UNIT MUST BE INSTALLED WITH 'MIAMI-DARE COUNTY WROVED' SHUTTERS TO- SILL IS LESS THAR 45 DEGREES. UNLESS UNiT IS INSTALLED IN • HON-HABITABLE AREAS WHERE THE L'NIT AND THE AREA ARE DESIGNED TD i. THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES ACCEPT VATER IWILTRATIlk WO DOOR, -THREE STAPLES PER JAMB INTO THRESHOLD 'ON ' ;IDELITES AND DOOR t I "a MNfIT Mamr¢ArIDU vo[ 1. LATEX SEALANT TO BE APPLIED AT SIDE BY SiDE LLwttuuStloU`` ICL is poig IAMBS AND SIDELITES. U10dltXL ttLT5101 AS IDIL 1 AOG a?MCA v= mwtraultOa �Q7 r1 . DOOR/SIDELITE HEADER. D0OR/SIDELITE JAMBS, AND SIDEL(TE BASE u n DRNERS ARE COPED AND BUTT JOINED. - ' BE AINTED WITH A VATER-BASEDEPDXY MT u NHIBIITIVESPR PANTPVITH M vE ER A DRY FILM OF 0.8 TO 1.2 MIL �� 3I -1029 W- i 90 C . FRAMES SHALL BE PRE -PAINTED VITH AN ACRYLIC LATEX VATER-BASED/ NT aTs SHEET 1 OF 5 PATER -REDUCIBLE VHITE PRIMER VITH A DRY FILM THICKNESS OF U TO 1.2 NIL. HVD:)I Lffla c GLAZING DETAIL I/Z' GLASS BITE —� 7ElaMD (LASS INTERIOR CONFIGURATIONSOTHER MAX 74. MAI 4a`'ugwll pzrzs! AL MAX MAX 37 mX :� _' � —� C� � ;" f��:� � � ��� ��I" '•�Il;:f its-t��!"sii%1, �;.��� un - APPRoVEDASCo&a3LyWG%VlIN0 umsim �1r711m1 R�a)'it�s�,sfi�oe►ii►'+i�n w 1/4' SHIM MAX .r 3/4' 80 11/16' MAX TNTERIOR 79 5/16' MAX SECTION B—B 2 BY WOOD BUCK MA I UTALS LIST IIEH Na IO D£SCRIPIIDN PAR' NUMBER EDMHCNTS — VON HEAD JAMB COMPRESSION VEATHCRSTRIP CV-14 I I/V X / 9/16' H)L. TO BC PINE OR EDUIVALENT 17 3, ALUMINUM ASTRAGAL y_ IOCKSCREEN BRAND Lr1XSEAi 9650 (BRON7F) 4 ALUMINUM -BUMPER THRESHOLD y- __ PREHMR BRAND OR EDUIVALENT- 5/0',ALUMINUM ASIR/ 1 1 / 4.' TOP CHANNEL' EV-IL PRFH�R BRAND OR EDUIVALENT - I (/4',: 4 9/16' © EV-08 PREHDOR BRAND - III/16' - 20 GA STEEL O STrfIK 9i (DI) �D74 ID]► III mug ! Glfl ISI 9 A BOTTOM CHANNEL BASF rOlW - ErT DENSITY 2.0 TO 25 IbS./Ft' VOOD LOCK BLOCK EV-07 PREHDOR BRANp - 111/16' - 20 GA STEEL 10 STRIKE STILE EV-09 -- V x 9 1/2' HTL TO BE PI►(£ OR EDUIVALENT - HINGE STILE EV-06 I5/16' X 1 11/16' HTL TO BE PINE OR EQUIVALENT 12 LOCK PREP FILLER PLATE EV-10 15/16' X 1 II/16' HTL TO BE PINE TTR EDUIVALENT O 13 4'x4' HINGE EV-10 . PREHOOR•BRAND - .050' THICK- HTL. TO BE POLYEIHYL 14 VOOD HINGE JAMB EV- NAGER BRAND .NINGE OR EDUIVALENT - D91 THICK ISII IS 11D x 3/4' FJ V,S. - 1 1/4' X 4 9/16' HTL. TO BE PINE OR COUIVALENI 16 RID X 2' ri-LV•S. (4) SCREVS PER HINGE INTD =R s4 'to eE alhRErrE¢IWvs TICREA "'WE JARB D4TD SIDEurE ml. 4 Bova r4a>N B vg rIERCarrER s4ssys r EXTERIOR NRp,�j1 EAn4 SIO1llE JPM IHfo ilo(U(L 4• pawl r4A KU 6. UE TIEREArrCR . ID p >0 X /4' jtV. p NOT I10 X 3/4' FHV.i R£ru TO ELEVATION VIEV• roR 1 Or SCREVS USED AND L(IG1Ti@I 19 18 x 2• FHV S. (2) SCREVS PER HINGE INTQ JAHD LOCKSET (2) SCREVS AT EACH STRIKE RATE I 110 X 1 3/4' rHV $. KVIKSET BRAND 200 LOCK OR HARI nLERAND 100 LUCK VOOD SIDELITE JAMB (2) SCREVS PER HINGE INTO JAHB 22'VX 64'"SINGLE PANEL GLASS EV-19 EV-20 ' 1 1/4' X 4 9/16' HTL TO BE PINE OR EDUIVALENT 'P N SIDELITE TRIM (vIMD) ILASS w YL N - DC -I 43 (DOL 1 1 /4 • VOOD CASING CV-21 EV-22 5/16 x 1/2' T4TL. TO BE PINE OR EOUIVALEN }�¢ • 4 Nil. P One (RIIV I VOOD SIDELITE HEAD JAMB EV-23 i - I Hs N GJNGS L °R s4ot a* Slot Wier ws e¢L IONS ® VOOD SIDELITE BASE 1 1/4' X 4 9/16' HTL TO BE PINE OR EDUIVALENT POLYPROPYLENE LITE FRAME EV-24 1 1/4' X 4 9/16' HTL TO BE PINE OR E(R1IVALCNf 16 X I 1/2'�P.AN HEAD SCREV$ -1643• ODL-2 HP Polypropylene by ODL SIDELITE STILES B PER FRAME 10 K D 4 ' ArI e I PIN NAIL EV-26 ' 15/16' X 1 11/16' HTL TO BE PINE OR EQUIVALENT ' /4' LOX RAIL. P to rRm nm. ku p• p.0 K&WI L U0 M tRUDS IM I DOW SILICONE #995 APPR4MAS4:oUK,m4c",rM SOMFM By 41RGL avls= HUM4GCON CD1:cjFFjM ACCEPTANCE NO.0 (-0 3 4 Y. 7 V 1-1029—EW—I SHEET 3 OF 6' IEVIS@i LE I IOI 8 2 BY WOOD BUCK 1/4' SHIM MAX T-Tr5�-�� INTERIOR I 79MAX16` 80 11/16' MAX 2 BY WOOD BUCK =� SECTION 'C- C EXTERIOR PLEASE SEE 'GLAZING DETAIL' DRAWING #i31-1029-EW-I SHEET 2 OF 6 [- 11/4' DOW SILICONE 4995 RPP� - C0L'PfYVSG %kfM TIM 1-1029-EW-I SHEETA OF 6 R[YISRPII[IiER p . • OTHER DOOR W Vf aVr W mWr a Yr fW Tw r. ara% luo- - • e ' - ..y is Y.oc a 1 1 1 4 I.oa 1 W tr+a eL e r I w-J ► w 1 ww �� w-�-�-IT� �y1�by, yL 1 r r r 1 _- 1r r � 1 u- rWJL o-i- x Xxo a W 1 M L r r a IT ♦ w w �+ L rr W ei u Yr u i..rr:s - Y Ir ° OL~1KI�e eC n0{ � - ti rtiirtl 1 1 1 _ k Yo�uL V u yr r ec ►<M 1 _ w '� w If tr r •--1 Lr r 1 1 1 W 1 r 1 1 W r .L1 lix 11v� w APFiOVE'O AS CONRYu1G xm Tme sourH R� �+COOE O BY PI P T °OL gIi$pl� All BUI Du1G WOECOIWIyuxMOFF PII AMMAMEVa 07�Y.2Y M M 31-1029-EW-I SHEET 5 OF 6 PCVISIRI IQI[R J POTHER DOOR PANEL STYLES 36" �-- r-MAX 79 /5 16tl 0� °p ®a® MAX �� ��D an Dan ©a — �0 �® ®� ��� an non oa 00� BLANK 1� aao Q n ® 0 o 4-PANEL 6-PANEL 1-PANEL 9 PAhtEI 10-PANEL ID -PANEL FLUSH D-PANEL CROSSBUCK ❑ ❑ ❑ ❑ ❑ ❑ OTHER S I D E L I T E 12 PANEL 1-PANEL 5-PA1L 5-PANEL 5-P STYLES E'EBROV V�SCRULL V/S(YERROVOL "' G7E Ov V/SCRLI_L 36w —1 rMAX L 79J�j 6, i M� - I g fl • A-10 SL-20 _ .f I A ]0 EL-60 SL-50 SL-SOB ° A-69A SL-69D SL-69C 'A-25 A-55 A-30D SL-40 A-90A SL-90B A-40C A-]OB A -IOC A-70 g•_g1 PD-1 PD-2 PD-3 PD-1 a a ❑ ❑ ❑ ❑ PD-5 Pp-6 PD-7 PD-D PD-9 PD-10 f'D-11 Pp-12 Pp-13 ' PD-14 PD-15 PO-16 PO-17 s U V. 7a; PD-ID PD-19 'PO-2D P11-21 PO-22 PD-ZJ PD-2/ P = . PD-25 PD28 PO PD-26 PO-2) r 6 -29 PO-30 PD-31 PO-32 PO-]] Pp-34 Q j m a �5 t FF RX IEC L'fi m•mi fla00aaooao PA4 �PRENpm � oPN Y SYS M Po-35 PD-36 PD-37 PD-]D PD-]9 PO-/0 PD-11 PD-/2 Pp /3 Pp 1]A 31-1029-EW-1 PD-/3e SHEET 6 OF 6 ------------ BYIS� UfQR e MIAMI PRODUCT CONTROL NOTICE OF ACCEPTANCE' Prcrndor Entry Systems 911 E. Jeferson, P.O. Box 76 Pittsburgh ,KS 66762 hIIANII-D ODE COUNTY, FLORJDA J.v1ETRO-DARE FL:AGLER SUILD.I,NG BUILDINC CODE CONIPLIANCE OFFICE MI71RO-DADr'FI.A(;I.E-A 13UIl.t)INCi 14.0 IVJiS'r FIAGI.IR S11Ua: l', Burn.- 160.1 MIAMI, FI.O1UDA .;31 30-1 56.1 (305).373-2901 FAX (305) .,75-39US C:U\ r1L•IC"1'Olt I,] Ca 1ti1NC: SI{L-r1U\ (3u5)37s•2SZ7 1.L\ (305)J75-3')GG F.L\"(.tUS)3)S.,gU� I'RUDUL"I' C:U.\`I'IZUi. I)It'1ti1O Your application for Notice of Acceptance (NOA) of. (aos)a7s-'-`'u'- 1'.L� (.105)372.63a1; Entergy 6-8 S-W/E Outswing Oi)n-gtle Single w/sidelitcs RcsiCICI10,11 Insulated Steel Door under Chapter S of the Code of Miami -Dade. County governing the use of Alternate Materials and Types of Construction, and completely described herein, has been recommended for acceptance by the Miami -Dade County Building Code Compliance Office (BCC-0) under the conditions specified herein. This NOA shall not be valid after the e�piration•date stated below. BCCO reserves the right to secure this product or material at* any tin)e front a jobsite or manufacturer's plant ibr quality control test-ing. If this product or material fails to perform in the approved manner, BCCO- may revoke, modify, or suspend the use of such product or material immediately. 8.000 reserves the right to revoke this .a•pproval, if it is determined by BCCO that this product or material Bails to meet the requirements of the South Florida Building Code. The expense of such testing will be incurred by the manufacturer. > ACCE1 TANCE NO.: 01-0314.21 >< EXPIRES: 04/02/2006 Rau1 tcoarigucz Chief Product Control Division THIS 'IS THE COVERSHEET SEE ADDITIONAL PAGIfS FOR SPECIFICAND GENE, RAI, CONDITIONS BLHLD1NG CODE S.- PRODUCT REVIE`1' CO\1�tiIiTTEE This application for Product Approval has been reviewed by ilia BCCO and approved by the Building Code and -Product Review Committee to be used in Miami -Dade County, Florida under the conditions set i'orth above. APPROVED: 06IOi/2001 Francisco J. Quintlna, R.A. Director .1%lianii-Dade County 1311ilding Codu Compliance Office 1\-04Soo0I\pc2000\\templa=\nodce acceptance cover pnge.dot Internet mail address: 1)ostrn.Wcr'-'Fla)UlltliWICodrnnlirip. rnm .......... Prerridor Entry Systems ACCEPTANCE No.: '01-0314.21- APPROVED JUN 0 5 3 EXPIRES — Aoril 02 2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITION'S . 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 Scction 2 of of At -cc' designed to comply with the South Florida Building Coder (SFBC), 994 Edition cfor M amii-tDodo County, for the locations -,vhcrc the pressure requirements, as detcniiincd by SFBC Chapter 23. do not exceed the DesiCr gn 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 Sidelites- Impact Resistant Door Slab On)y 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, tithed "Premdor (Entergy Brand) Wo6d Edge Single Door with Sidclitcs in a Wood Framcs v.•ith Bumper Threshold -(Outswing),'' prepared by manufacturer, dated"7/29/97 with revision C dated 01115101, bearing the Miami -Dade County Product Control approval stamp with the Notice of Acceptance. number and approval date by the Miami-Dadc County Product- Control Division. Those documents shall hereinafter be referred to as the approved drawings. 3. LIIVIITATIONS 3.1 This approval applies to single unit applications ofsingic door only, -as shown in approved drawings. 4. INSTALLATION '4. I The .residential -insulated steel door and its components shall be installed in strict conip liance with the approvcd drawings. . 4.2 Hurricane protection system (shutters): ' 4.2.1 Door: ,the installation of Phis unit Nvili not require a hurricane protection system. 4.2.2 Sidelite: the installation of this unit will require a hurricane protection system. 5. LABELING 5.1 Each unit shall bear a permanent label with the manufacturer's name or lo?o, city, state and following statement: "Miami-Dadc County Product Control Approved". 6. BUILDING PERMIT REQUIRENIEN'TS 6.1 Application for building permit shall be accompanied by copies of the following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copics of the approved drawings, as identified in Section 2 of this Not icc of Acceptance, clearly marked. to show the components selected for the proposed installation. .6.1.3 Any other documents required by the Building Official or the South Florida Building Code (SFBC) in order to properly evaluate the installati n of this system. Manucl Perez, P.E. Product Con rol xaminer Product ontrol Division Premdor Entry Systems ACCEPTANCE No.: 0 I -03 I 4:2 I APPROVED JUN a 5 EXPIRES _ADril' 02 2006 NOTICE OF ACCEPTANCE: STANDARD COi\'Dr-rr NS 1. Renewal of this.Acceptance (approval) shall be considered after a renewal application has been filed and the original submitted documentation, including test supporting data, engineering documents, - are no older than eight (8) years. 21 Any and all approved products shall be permanently Iabelcd with the manufacturer's name, city, state, and the following statement: "Miami -Dade County Product Control Approved",'or as specifically stated in the specific conditions of this Acccptancc. 3. Renewals of Acceptance will not be considered if: a. There has been a change in the South Florida Building Code affcctin� the evaluation of this product and the product is not in compliance Nvith'the code changes. b. The product is no longer the same product (identical) as the one originally approved. C. If the Acceptance holder has not'complied with all the requirements of. this acceptance, including :the correct installation of the product. ' d. The engiriedr who originally prepared, signed and scaled the required documentation initially submitted, is. no longer practicing the engineering profession. 4. Any revision or change in the materials, use, a�pd/or manufacture of the product or proccss sha11 automatically be cause for termination of this Acceptance, unless prior written approval has been requested (through the filing ofa rcvision'application with appropriate fce) and granted by this office. 5• Any of the following shall also be grounds for removal of this Acccptancc:' a. Unsatisfactory perfomiancc of this product or proccss. b. Misuse -of this Acceptance as an endorsement of any product, for sales, advertising or any other purposes. 6. The Notice of Acceptance number preceded by the words Miami -Dade County, Florida, and follotvcd by the expiration date may be displayed in advertising literature. I.f 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. �. Failure to comply with any section of this Acecpta'nce shall be cause for teribination and- removal of Acceptance. �. This Notice of Acceptance consists of pages 1, 2 and this last page 3. END OFTHIS ACCEPT NCE Manuel crez, P.E., Product Co tro Examiner Produc "ntrol Division 3' rKLMlJUK •. (LN I LHb Y MAND) WUOD EDGE SINGLE DOOR WITH' SIDELITES IN WOEID FRAME' WITH . BUMPER . THRESHOLD (OUTSWING) //22 a ° PE� HEAD i Sii)L" (6) P[RJ 00' MAX ITND LTERNATE: 3/16' PFH TAPEONS w/T 1/2' MINIMUM EMBEDMENT 4' MAX 4' MAX MAX 3' MAX 4MAX — MAX' ' MA 7' MAX 3' MAX MAX C 14X4' J' MAX 4' MAX SS 1(SEE OTET5)LES DIIiL MAXI 15' MAX �?S O C. 15, l9' MAX ;� 15' MAX .' X MA i• • 15' MAX 43 1 /16' I iQP OF DOOR O�C. yg• I i i0 4 L OT ' KVIXSET DEADBmt MIDDLE 6" SCRICS OR MARL➢. DEADBOLI N�DCL -BED' l501MAX 22' x 64' MAX DLD �' S I/2' A OD I /16' KvrICSEr LOC 15, MAX MDDn olem Q.C. Dl IDI$S \n L 15' NOTES- 3' MAX 3' MAX MAX 4' MAX 3' MAX WOOD BUCKS BY OTHERS MUST BE ANCHORED MAX 4' MAX MAX DS TO THE STRUCrURr, JTHELY TO TRANSFER PRECEDING DRAWINGS ARE INTENDED TO R8 x 1. 3/4- F.H.V.S UALIFY -THE. FOLLOWING' INSTALLATIONS. 3) PER SIDE FROM V00DIS FRAME CONSTRUCTION WHERE DOOR Y-1 /— ICNINEA JAMB INTO THRESHOLD ENIN ANCHORED TO A MINIMUM TWO BY WOOD MASONRY OR CONCRETE CONSTRUCTION WHERE RH DUTSVING LM. DU1rSVING TOR SYSTEM 15 Aiklidl?ED TO A MINIMUM TWO BY rRUCTURAL V000 BUCK. MASOMrr OR CONCRETE CDNSFRUCT•IDN WHERE IOR SYSTpTEM I�S� ANCHORED DIRECTLY TO CONCRETE �p L I BY�VpOD BUCK WITHOUT ANON -STRUCTURAL OUIRCIRAAI IS�AYRloc1 i� RLWI�AT 111111116IzArIm NEEDED ALL ANCHORING SCREWS t0 BE BID VITH + + VIMUM I I/2' EMBEDMENT INTO WOOD SUBSTRATE x 3/16' PFH TAPCONS'VIrH 1 1/2' MINIMUM EMBEDMENT r0 MASONRY. + IMIS RAIL Li DISIALLCD ONLY AT LOCATIONS PROiECICD If A CAIV7 OR UNIT MUST BC INSTALLED WITH -MIAMI-DAOC COUNTY OVER14Vd SUER INAI THE MQE XIVUM INE EDGE Dr. CAPOT OR OVERIWNG IRONED' SHUTTERS ID SILL IS LESS IRAN 45 MCREES @NLESS MIT 11 INSIALLED IN IMREC STAPLES PER SIDE JAMB INTO HEADER ON SIDELHES ION'RAItABLE AREAS VIERE IE LDOI AND IE AREA ARE DESIGNED' TO D DOOR, THREC STAPLES PER JAMB INTO BASE ON SIDELITCS ACCEPT VATER IBDTRAIIDM LATEX SEALANT TO •BE APPLIED AT SIDE BY SIDE MBS AND S►DCLI rCS. MOR/SIDCLITE HEADER, DOOR/SIDELITE JAMBS, AND SIDELITE BASE HERS ARE COPED AND BUTT JOINED. NUA�7 u D7L EARS SHALL BE PRE -PAINTED. WITH A VATER-BASED EPDXY RUST 'RIAMES SMALLL BEMER AINT PRE-PAINtCDDRy VIIN AN TAUT�SLOr ATTEXOVAMR BASED/ ' ER-RCDUCIRLE WHITE PRIMER WITH A DRY r" THICKNESS OF DB TO 12 NIL tOLtJIDs] ,T APPROVED AS C jl-LYN.'r,NF1Ir Inc 50UTM FlDVA BUILDIrNC COG-c as- J Il 2 PAOOU TC tmoL CG75:SN I OUILDW COIDs CO:.IPLLLYC° CFFi:2 ACCEPTANCE t)0.01- 03 /Y. 2 f 1-1020-EV SHEET 1 N mo ltra GLAZING DETAIL O U T S W I N G OTHER CONFIGURATIONS ---------------- STIERVIN VILLIMS M EXIERIUR GRADE LAIEx GUAR66 3f4* 2 PAX fig ,14' EXtERIOR PAX UIT CRIER 112' APPPAnw As CMAPLTNG PATH THE —ASS BITE Sam o T. ltw m eT LIS* IEMPEREo CLASS PRDou T rm% orymm 11 YT , "RY SCAR ACC-IPW.'CE lio. 0 1 - O:S I Mum a gL- SWET. 2 Eir 6 3/ 4' 80 11/16' MAX EXTERIOR 79 5/16' MAX :1 1 SECTION B-B 1 1/4' INTERIOR AD JAMB - . nunetM. CW-12 COHH[NIS —� I I/4' X 4 9/16' HTL f0 BE PING SION V[ATF(ER$IRW _ 4 OR EDUIvaLCNT . RIKE JAMB -BUMPER THRESHOLD - Iowan R X A I 1/4 X 4 9/16' HTL TO BE PIN[ OR EQUIVALENT JALN WEL EV-13 PREHDOR BRAND OR EQUIVALENT - 1 1/4' x 4 9/16' EV-05.• PREHDOR BRANp _ I'li/16- 20 GA STa [allM 91 OUR ENSITY 20 TO EV-04OR 25 11HANNEL pRANp _K 1 II/16- BLOCK STRIKE STILE Ev-OD - 20 rA SIECL 4 X 9 1/2- NFL TO BE P THE OR EOt11VALENf HINGE STILE EW-07 IV_-06 15/16' X 1 11/16• Mil TO BE PIN[ OR EQUIVALENT LOCK PREP FILLERPLAlE EV-09 15/16' X 1 11/16' MIL to BE PING UR EDu1vALENI PREMDOR BRAND 4'x4' HINGE HINGE JAMB v-1 - Mg. THICK- HTL TO BE POLTEfNYLENE HAGER BRAND HINGE EQUIvaLENi - A97 THICK A10 x 3/4' FHVS. 1 (STEEL)WOOD 1/4' X 4 9/16' NIL !O BE PINE -..DR EQUIVALENT 110 X 2' FHW$• (4) SCREVS PER HINGE INTEr DOUR Pro IY y A SCRCvS 1"013l EAc" SITIg1IE JMt WiD S Ml E 15' ILL TMEREAnER l IC, /' OM rRON SIOELIIE WOOD STILE REFER EV D7 TO EL[VArIOII VIEY. FUR 1 or SotEVS USCp AND IOCAtI0lT5 2' FJiW $• 15/16' X 111/16' MIL TU BE PINE OR:EOUIVALENT OCK LOCK SET (Z)_SCREWS AT EACH STRIKE PLATE a10 x 1 3/4• F.KVyr, KVIKSET 15) BRAND 200 L CK OR HARLOC BRAND 100 LOCK SCgREWS IIHI)(rpI Mfif[ I3I�EV�4 JAHa Wi0 SIDLIIC JAH ITHFREAETER !t B' pDYN rRtq TIP JMt1 INTD 4) 8' aC IHERE/YIEROM SUCLITE JANI, V Wit Tom I SCRCVS Hamlfi, I EACH RRr[ DIID gU JMa WOOD SIDELITE JAMB EV-in 22' X 64' SINTiLE P 1 1'/ 4' PANEL CrLAS$ EV-19 i 1/4 'X 4 9/16' HTL TO BE PINE tM EQUIVA[CNI AS - SIDELITE TRIM (vupD) Ev-2o M OL Rl>PTl f - -1 - Ip _ 5/16 x i/2' WOOD CASING CV-21 MTL. TO DE P INE UR 'EQUIVALENT �pR ZIP WOOD SIDELITE HEAD JAMB - © WOOD EV-22 eY SIBS JwfBS AS ALIIBMi IARE hMtjjjaj-= I I/4' X 4 9/16' HTL TO SIDELITE RASE POLYPROPYLENE LITE FRAME EV-23 PINE OR EQUIVALENT I I/4' X 4 9/16' Nil. TO BE PINE OR EQUIVALENT 16 X 11/2' PAN HEAD SCREWS -1617, ODL-ZH5& Polypropylene by ODL PIN NAIL ( ) Art DOW SILICONE #995 .1 ,+uaDc.lifuwwIERI�umnu�,��1,�, -PmR;u s ccN vmA; ranf vm L_ EOUTHRA2it{�L P BY JUf1 PM tIR(Pil ABlVISxIN coveHAf<ce of ACCEPfAI10E IIp, O f -os f v. z i 31-1020-EW-F Lp A SHEET 3 O6 PFYLu L[Ia B 3/4' 5 I yTERIOR 79 3/16'. MAX 80 11/16' I MAX 64' MAX DLO 1 3/4' '�.i 2 BY WOOD BUCK —� 4 9/16' SECT -ION C-C 1 1/4' -Vii -EXTER.IOR PLEASE SEE 'GLAZING DETAIL' DRAWING 431-1020—EW-0 SHEET -2 OF 6 1 1/4' DOW SILICONE #995 Wrl; Wm to cm-pum StlIli THE MATE U19` me or PREN MIX owsmN 911 L If BU:Ln ocl>mcmtpLwHm PIIls&RG /.000PC-JI^ .,.O,-o- . ML — r �QNC l Mlptlq lRi i0.77 . 7 1-10z0-EW-O SHEET 4 OF 5 �VIS(IH lC1TQt D IUUII\H I JUIVJ ]• n�s-N 1- t . Nl LFr. ,yS Ca''TYMY6TH THE rK 3. PAX ' Nei CA,E Fl umn MAX• u� ( PI �WICEOF►CE fli ]1 Im" m r H0.x r� Mx Is nnx .• WJ L ox: r � u6t x u' ,w OL 1]- nsx OL _ t- r mx r ru r FWkX + wU X 31-1020-EW p SHEET S OF 6 Qvistu� [nt[e U I I ILf\ DuuK I -'HIND S' I YLES •-MAX 00 DO 19 A/16' as go@ qo 000 D D DUD E— D D a o0 ❑❑ DUD BLANK 1� 6-PANEL 4-PANEL 9-PANEL 10-PANEL 18-PAKL 1-PANEL OTHER SIDELITE STYEES 30' [—MAX 79 /16" - d D SL-10 SL-20 SL-30 SL-60 SL-50 SL-503 SL-69A . SL-69B 0o as as QC �� - .. PO-1 PD-2 PD-3 PD-4 PD-5 PD 1 -6 PO-7 PD-8 log] PD-IB PD-19 PO-ZD PO-21 PD-ea PD43 PO-24 PD-25 . . 0 0 lao aou aou oou o PO-35 PD-36 PD-37 , PD-38 PD-39 PD-/0 PO-41 1 .. v o ��0 ®v 0a6FLUSH B-P • a a ANEL CRUSSBUCK 12-PANEL 4-PANEL fY[BRUV 0 u a o SL-69C SL-23 SL-55 SL-30D SL-40 on as oa oa PO-9 PD-10 PD-II P0-12 111 lei �11� iii ir!! I #.%* . A PO-42 PD-43 PD-13A PO-13B I I 5-PANEL 5-PANEL V/$[BULL . ITEBROV ViSM I .- pL1 uu 5-PANEL S-PANEL - EYE BROv SL-90A SL-908 SL-gam $-308 SL-IOC S1-70 SL-80 • f ® • D� D� DD as as � e PD-13 PD-N PO-15 PO-16 ❑ • PO-17 • ns PD-30 PD-31 PD-32 PO-33 PO-34 ~ `i . SHEET 6 OF' 6 " w Maronda Systems Page 1 Of 3 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 6CL01001 10 120 PINEFIELD DR ORLN-CEL BBRC4 RIGHT BAYB U RY C & J 4 BAYBURY FLOOR This structure was designed in accordance with, and meets the requirements of TPI standards and the FLORIDA 2001 BUILDING CODE for 125 M.P.H. Wind Zone. Truss loading is in accordance with ASCE 7-98. These trusses are designed for an enclosed building. Truss ID Run Date Drawing Reviewed Truss ID Run Date Drawing Reviewed No. of Eng. Dwgs: 43 Truss Layout 05-01-01 Floor Layout //-/3-Q1 Roof Loads - VT 4-11-01 ✓ F1 4-08-02 ✓' TC Live: 16.0 psf TC Dead: 7.0 psf BC Live: 0.0 psf BC Dead: 10.0 psf HIP 10-20-00 f F11 2-25-02 A 6-27-02 l F2 1-3-02 Al 6-27-02 0/ F21 2-4-02 A2 6-27-02 ,/ F23 1-3-02 Total 33.0 psf A3 6-27-02 ,/ F3 3-14-02 DurFac- Lbr: 1.25 DurFac- Plt: 1.25 O.C. Spacing: 24.0" A4 6-27-02 ,/' F31 1-3-02 ✓ A5 6-27-02 ✓ F33 2-25-02 ✓ A6 6-27-02 F4 1-3-02 Floor Loads- B 6-27-02 .100' F5 1-3-02 61 6-27-02 ,/ F6 3-14-02 / TC Live: 40.0 psf TC Dead: 10.0 psf BC Live: 0.0 psf BC Dead: 5.0 psf 132 6-27-02 ✓ F7 3-14-02 ,/ 133 6-27-02 ,/ F8 3-14-02 ✓' B4 6-27-02 F9 3-14-02 H 6-27-02 f F91 3-13-02 Total 55.0 psf H1 6-27-02 DurFac- Lbr: 1.00 DurFac- Plt: 1.00 O.C. S acin : 24.0" 1 6-27-02 J 6-27-02 11 6-27-02 PLANS REVIEW CITY OF SANE( J2 6-27-02 J3 6-27-02 J4 6-27-02 J6 6-27-02 J7 6-27-02 ✓ J8 6-27-02 J9 6-27-02 ✓' INV # DESC QNTY JUN 1 12003 DATE: JA 6-27-02 18331 EHUH26 3 18330 EHUH28 18360 SKH26R 18361 SKH26L 18362 SUH26 18370 THJ26 5 FLOOR SEAT PLATES 52 ED )RD 11, 40-0 J J J q J JI J; I I \ A5-2PLY / THJ26 HANGER A4 THJ26 RANGE \ A3 I \ / A2 I \ Al / A ?A — — Al / A2 / A3 I / A4 �_ Vrso THJ26 HANGE HUH28 HANGER / A6 � vr51 IJqj IJ6 0 a J8 N V -� �� `� ft� cs �uL1l�.iCQ, I I JOB NUMBER:BBRC4 1,14 B4 20-0 B4 B3 w B2 VOLUME CEILIN B2 I B1 THJ28 HANGER � THJ28 HANGER I G 0 n J4I CUSTOMER: J7I JOB NAME: BAYBURY C & J 4 I J7 DRAWN BY: DATE: 5-1-01 I J PITCH: 5/12 O.H.: 12" BEARING: 3.5" LOADING: 33psf 12-4 5-8 2-0 , T 20-0 0 co ch U � 1 1 2003 0 N O M 40-0 12-4 + -5-8 -0 20-0 i 4- O N O 00 N O Cl N NIB-91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES is the resoonsibliltyoftheinstaller(builder buildinocontractor, licens dContractor, -ectoror erection contractor) to oroperlvreceive, unload, store, handle install and ace metal Plate connected wood trusses to protect life and Prooerty The installer ust exercise the same high degree of safety awareness as with any other structural aterial. TPI does not intend these recommendations to be interpreted as superior the project Architect's or Engineer's design specification for handling, installing id bracing wood trusses for a particular roof or floor. These recommendations are rsed upon the collective experience of leading technical personnel in the wood e ,�"s + pd es3�p bktn r s ueal�ucessiar era M t;2dir� pr�r��ls"sse I Iry����Di ��ai�'� r�N.t�,; i�:.-R3Rltilw'.1�'I.f:�Y.h,Y�ULIu:I,�]F`3'2tli471e'}'nIL�F411�?�tiL,.13�r��A 11 44fvlt�,ll'1, -:�µ�ylY� �`'�.� �4u� iz� visr N� aaL:^: �x+Yrt�. x � m:•, I,o�4)a Uolc.��t�r"n��',n�_c�'_;iA�ia��:e� ,.ra L• � _ i l � Altd,nil i�M yl' � �3 ��y)/�'.�� � �C�aauu�••;,� �Dyhh�' :'';�Ii �n..ye,�yyy������ $rt�"ssesa. Y r ��� a •s`D lna�iius. 1 " , e . , , I >r I �..M�t4%NI: ���41r�db'i�. ilmla'Y:�ia.fA:,F11P}'�iI��LTJ�.I���'1LIi' ��4/�,!i151nIG11IM1il�.`+lili!?i J��u �pN i 5di°, `tiatesa nlliit�br►�A �5�4 ' �'� .—'`@Eft, °� :• � N "qua. ���� rod .i4,hi1's�fltSSYr 4 i syypp��°S ii 1 S, yt114u e AR!NIIG' i t d I he` aPlo�c��oaj�sl°' eul"t �niS �V sS, m ,severejrna~Mr�darrtgeatostrucfrr'es TRUSS PLATE INSTITUTE 583 D'Onofrio Dr., Suite 200 Madison, Wisconsin 63719 (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 or installer. Thus, the Truss Plate Institute, Inc. expressly disclaims any responsibility for damages arising from the use, application or reliance on the recommendations and information contained herein by building designers, installers, and others. Copyright ® by Truss Plate Institute, Inc. All rights reserved. This document or any part thereof must not be reproduced in any form without written permission of the publisher. Printed in the United States of America. W,r rsQ UC1N�mr�ryb -3rIS �ncshouldbenoless � *MM wf µg mkrd4iUra bdr API connections �,�h w; e wr`.h nirntmt li aof� '1.6d earl=. Ali l: 7'� ssubd2 on certter�o�les IAlln�r.tiii--�i es sF� I d cc oge Rpm her _ir accor- i V y2S en t K7'!t'ap?t1 Yn '� r�"G1a r u i . ' arrcey/ItbxclEs gn rl�a ,,ings,�rrnodins�aii�tior.: STORAGE rUSsesshould'notbe. froafe�>asalu rl4; .:�}l�rfrk s 4efi cn H& se ,.1 I •t3 .J ff }D�tEft,o�stiriutdlesprigErt unlLssY b j f a ptio e ;b � Nd� e S a tlsii f ;b`u dies i mle��h�rl�o�r� SLV.amt Mi L X+R39A4�!% n eF"2r Ae3Ni^+ ' iGgo Y7 ig�oiy�,rJJusS �.�..� ggeps an gAs o' �d a ��l°t�(�° ,.�....•.af::. _ r.1- � • w-.,fi�L3a�ur1;,11k,MWlrrrsni.�itl_.b.. Frame 1 , , cde ozlaitr�` rf v� a Drs�t a+ .�'r , . �.MINE S., . £4f9Nt`SO�A7'p:> fi: ,+"xQ�r2.!FI'fsvR ._r"M• F..' 1'U,;.N A� f.��' �j._+' f ,'!. a 1 {� , f���� e' Ni'i.� , � A Tag Line '�jracing�;s�`ci'� VIS . ..i.; r a c i ngigtku i reuss 9'�apni::a .....�. _, �, .LYu .W7 ".:.orr .•.L',n.. Y.�ra' A.Y 4. brace •..�.:...�:—ma.-.o�r�r .rrw•,rx�or.xit, u�.nM.�,. J-.i1fY_.:'i{; };�r+.yLiry :. �{ pROd"N", 01BRACING: BCiI�DC�I�'EXMERIOR Top Chord Typical vertical Plan End Well r � ,y/ sttacnmenl Blocking 'GBV Ground Brace Verticals (GBV) .v Strut (5T) \v ntal tie member with e (HT) 'y."truss of bra, cup of trusee (EB) Frame 2 a 49 11 TOP CHO SPAN 1j' :; DIFFERENCE P4 A7 CING�LB�)',j russ, S.P/DF,.,::.,:,SF Up to 28 2.5 7' 17 1. Over 28'. 42 3.0 61 9 6 Over 42' - 60' 3.0 51 5 3 - Over 60 . * I See a registered professional engineer )F - Douglas Fir -Larch SP - Southern Pine -IF - Hem -Fir SPF - Spruce -Pine -Fir Continuous Top Chord Lateral Brace All lateral braces Required lapped at least 2 trusses. 10" or Greater Attachment Required -j '. 1-1 12 iF In d Ih T� br .. 7.. n e a ""*ra'� � collep 0 a ' 'U' r I Diagonal bracing h_ top or or a 7 together and cause co I lap,@ 11ther.ionodlago. net bracing, Diagonal bracing ti.culd be nailed to the underside of the t0l) cr—d when purling [r. . . a a attached : to top are attached to the topside of the top chard. SCISSORS TRUSS' Frame 3 Pt each end:'( pac 'n as*tI "::w'Int 7e � 1• _ � tJ.. �-"x', n.�..?-� �� Y " .!-gib r , 1 r"ai •� 1'� 1 � ' I'I I �' . �� I �� fit I ,� Idl, ��� I i ��l�l l' ���II 9 �► ,I; gOT7O 'C 4 III IIl ' I��: RD Ilryx�l!IIRI!�'rJY"'4d �.,.IaCI eor,�onn,cHOR +pr AMGMA'L' 3FLOCE 4 Ul . III M II in I; I+ I �IIL4�'EFI� V�B'�t,dEE"S�dCING'(DS m iqi g I n IXI� 41,,�. ! IVI ��'�tllh + la j?'il�Ilillllull �' Ilill��IIIIWIiI'+ ��IG,SIG!711�II�I�HII��III�ii4Uif>��III utrusses I U to 32' 4/12 15' 20 15 F; Over 32' - 48' 4/12 15, 1110 7 d Over 48' - 60' 4/12 15, 6 4 w ` s .......... a �75ny CiOsSs b' §61nI repeated ��a,uat each end of the' � � buifdin and.at 20 .-N 'I;L)JAUONA MAL; DE.: C, - ruqs "I I I P P/ F, I H F, t Up to 32, 1 30" I Over 22'- 48'1 42" 1 6' Over 48'- 60'1 48" 1 51 Over 60' 1 See a registered D �'DouglalsI— ,FitLai6h. S,PSouta r4l 4L-4p HF Hem -Fir SRS�'Cr�ir , a K is l9 Top chord a that are laterally braced can buckle togetherand cau asoollapealfthershmnodiago. , f nal bracing. Diagonal bracing should be naned to the underside of the top chord when purling are attached to the topelde of the top chord. 11 1 16 10 —4 2 ssional engineer Top chords that are laterally brooed can buckle togetherand cause collapse If therein no diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topside of the top chord, _g" Continuous Top Chord ME Lateral Brace Required T 10' or Greate Attachment Required 0-C .30" or Li -V WA, a —.fl. P at� .......... Continuous Top Chord Lateral Brace Required --- T- 10" or Greater Attachment Required :[ Al 4 1 t, 1. I N "I V IiYl 1111 1", ii!!I, D DIAGONAL MIN SPAN.14 Min E:I 11 1 SP CING; ;1 kq. " I ! (L 1 ,'1 u W"!"T NN IDF1'.!.! SPF HF Up to 24' � 81 *17F 12 Over 24'- 42' 2 7' 10 6 Over 42' - 54' 3/12 6' 6 4 Over 54' �gistered professional engineer Ljr - yougias ll-ir-Larcii SP - Southern Pine HF - Hem -Fit SPF - Spruce -Pine -Fir Diagonal brace also required on end verticals. - Top chords that are laterally braced can buckle togetherand cause collapse if there inno diagci- nalbiacing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topside Of the top chord. I . VIDN6TR 12 3 or greater All lateral braces lapped at least 2 trusses. Continuous Top Chord Lateral Brace Required 10' or Greater Attachment Required — IClST LATION'TOLERANiCEZY7 I P' BOW PLUMB F D(in) b,,50: D fij' T 12" 1/4" 1, y14. 24" 1/2" 2' 36" 3/4" 31 48" A' I ja 60.1 5- 1 72" 1-1/2" 6' 1 84" 1-3 4" 7' Truss 96 81 Depth 108" 2" 9. D(in) T /11 Lesser of D/50 or 2" Aaximum Plumb Alsplacement Line L(ln) ..(. fV M 50" 1/4" 4_2' 100" 1 /2" 150" 314" 12.5" Length L(In) Lesser of LJ200 or 2" L(in) Lesser of U200 or 2" L 200" 1" 16.7' 250" 1-1 300" 1 -1�25& M L Frame 6 ^aronda Sstems � MAROAIDA SYSTEMS 4005 Maronda Nay Sanford, FL 32771 (407) 381-0064 Far (407) 321-3919 Date: March 5, 2003 To: Building Department 15 From: Maronda Systems Tomas Ponce Professional Engineer State of Florida #0050069 Subject: Valley 'Trusses All valley trusses labeled VT-1 thru 100 are covered under the general valley sheet provided in the truss package signed and sealed by the engineer of record. The connections are noted on the structural info sheet of the plans. All criteria of the valley trusses are noted on the general sheet. If you have any Questions please feel free to can at 407-321-0064. Si,nFerely Tom s Ponce, P.E. Date: �,t1e9lB t4Ef 1pgPi! Zz- C.) _ No. 00ZjOGr 11.6 -o STATE C;r " ,��� OF;t0 °�t DESIGN INFORMATION This design is for an Individual building component and has been based on information provided by the client. The designer disclaims any responslbolty for damages as a result of faulty or Incorrect Information. specUlouons and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information ss it may relate to a spe- eUic P-Ject and accepts no responsibility or exercises no control with regard to fabrtra- lion• handling, shipment and t-t- WUon of trusses. This truss has been designed as an individual building component In accordance with ANSI/7PI 1-1995 and NDS-97 to be Incorporated as pan of the building design by a Building Designer (registered architect or professional engineed. When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the lomi building codes, local climatic records for wind or snow loads.project specificationsor special applied loads. Unless shown• truss has not been designed for storage or occupancy bads. The design assumes compression choris (top or bottom) are contlnu- ausly braced by sheathing unless othenvtse specified. where bottom chords in tension are not fully braced laterally by a property applied rigid ceiling, they should be braced at a macanum spacing of 10'(r o.e. Connector Plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless olherrtse shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a continuing responsibility for such ven. Mellon. Any discrepancies are to be put in writing before cutting or fabrication. Plate$ shall no be Installed over knotholes. knots or distorted grain. hiembers shall be cut for light fluting wood to wood hearing. Con. nector plates shall be looted on both faces of the truss with =03 fully imbedded and shall be sym. about ume Joint unless otherwise shown. A 5x4 plate Is 5- aide x 4- long. A 6x8 plate is 6" wide x 8' long. Slots (holes) run parallel to the plate length sp-ifled. Double cuts on web members Mail meet at the ceitrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the fore= shown and may need to be Increased for certain hand. ling and/or erection stresses. This truss is not to be fabricated with Me retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/'iPI 1-1995 PRECAUTIONARY NOTES Ali bracing and erection reernimcndations are to be followed in accordance with -Handling Installing Q Bracing% HIB-91. Trusses are to be handled with particular ore during banding and bundling, delivery and Installation to avoid damage. Temporary and Permanent bracing for holding truss= in a straight and plumb pos- Ition and for resisting lateral forces stall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Norval precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominotng. The supervision of erection of truss= ehall be under the control of persons experienced In the Installation of truss=. Professlonal advice shall be sought If needed. Concentration of construction loads greater than the destgn loads shall not be applied to trusses at any time. No loads other than the weight of the erectors stall be applied to I- until after all fastening and bracing Is completed. JB: BAYBURY C 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #2 2x4 SP #3 1,2,8,9 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 476# Support 2 149# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 263# MAX LIVE LOAD DEFLECTION: L/999 L=-0.17" D=-0.17" T=-0.34" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.13" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.07" RMB = 1.15 7-9-4 0-4-1 WO: BBRC4 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125uph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl Les 40.0 ft W. 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req .TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -2852 0.32 14-13 2589 0.67 2- 3 -2654 0.28 13-12 2212 0.60 3- 4 -2008 0.24 12-11 1807 0.49 4- 5 -1809 0.27 11-10 2212 0.61 5- 6 -2003 0.24 10- 9 2589 0.67 6- 7 -2654 0.26 7- 8 -2853 0.32 5X8 4X6 11 14 1366N 3.50" 13 12 1-0-0 (R0-11-9) I 40-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 11 YYAKNING: READ ALL NOTES ON THIS SHEET. Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 4005 MARONDA WAY SFORD, FL. 32771 Bracing shown on this drawing is no cMUon 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. Bracing (407) 321-0064 Fax (407) 321-3913 shown Is for lateral support of taw members only to reduce buckling length. Provisions must be TO MAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building d=Igrur. Additional bracing of the ocrail structure may be required. (See HIB-91 of TPI). LICENSE 1/0050068 ffruss Plate Institute. TPI, is looted at 593 D'Onofno Drive. Madison, Wisconsin 53719). 1690 GREENBROON CT.0t1ED0.FL32766 Design: Afmrir Ail -sit JOB PATH: C.'ITEE-L0KU0n125AIPHI8BRC4 TI: A 9TY:2 ==- ==========Joint Locations=== ========== 1) 0- 0- 0 6) 28- 5- 7 11) 23-'0- 0 2) 6- 1- 3 7) 33-10-13 12) 17- 0- 0 3) 11- 6- 9 8) 40- 0- 0 13) 8- 9-14 4) 17- 0- 0 9) 40- 0- 0 14) 0- 0- 0 5) 23- 0- 0 10) 31- 2- 2 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz uplift y-Loc Type 0- 1-12 1366 263 -476 BOT PIN 39-10- 4 1366 0 -149 BOT H-ROLL 7 0 Eng. Job: Dwg: Dsgnr: TLY Chk: TIC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf 11C Dead 10.0 psf TOTAL 33.0 asf 3A0 �M 91 1366N 3.Ij50"" I (R0-11-9) scale = 0.1595 W : BBR Truss ID: A Date: 6-27-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA V:06.02.02- 15164- 2 11CS: 06.02.02 DESIGN INFORMATION This design is for an Indhidual budding component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or tneorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may mlalc to a spe- dlk project and accepts no responsibility or exercises no control with regard to fabrca- 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 Part of the building design by a Building Designer (registered architect or professional engtneeri. When rcwlcwed for approval by the building designer. the design Imdmgs shown must be checked to be sure that the data shown are m agreement with the local building codes• local clbnatic records for wind or snow load.. Project specifications or special applied loads. Unless shown, I- has not been designed for storage or occupancy Imds. The design assumes compression chords (top or bottom) arc contlnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceding. they should be braced at a n=xtmnum spacing of 10'-0' o.c Connector Plates shag be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fnbricauan. the fabricator shall -vlew this drawing to verify that this drawing is In conformance with the fabricator's plans and to realfze a continuing responslbWty for such wen- fI atlon. Any discrepancies are to be put m writing before cutting or fabrication. Plates shag not be installed wer knotholes. knots or distorted gram. Members shag be cut for tight fllting wswd to wood bearing. Con- nector plates shag be located on both faces of the truss with nails fully imbedded and shag be sym. about the joint unless otherwlse shown. A 5x4 plate Is 5' wide x V long. A 6a8 plate is 6' wide x 8- long. Slots thoksi 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 "Imes are minimum sites m based on the forshown and may need to be Increased for certain hand- ling and/or erection stye ' This truss is not to be fabricated with fhe retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSIrM 1.1995 PRECAUTIONARY NOTES All bracing and erection ricommendations am to be followed In accordance with -Handling Installing @ Bracbag-. H1B-91. Trusses are to be handled with particular care during banding and bundling, delivery and imlatlallon to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos. Ilion and for resisting lateral form shall be designed and Installed by others. Careful hand- ling Is essential and erection bracing is always required. Nor a1 preauuonary seuon for trusses requires such temporary bracing during Installation between trusses to avoid toppling and domhnobng. The supervision of erection of lasses 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 bads shag not be applied to tnrssa at any time. No bads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing I. completed. JB: BAYBURY C 4 AC: 10 # UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #2 2x4 SP #3 1,2,9,10 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 521# Support 2 199# MAX LIVE LOAD DEFLECTION: L/999 L=-0.17n D=-0.18n T=-0.36n MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.14" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.07" RMB = 1.15 0 WO: BBRC4 WE: 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. Wind Case-'ASCE 7-98, C4C, V= 125mph, H. 22.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W- 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI 1- 2 -2874 0.26 2- 3 -2707 0.27 3- 4 -2171 0.24 4- 5 -1971 0.26 5- 6 -1971 0.23 6- 7 -2171 0.20 7- 8 -2707 0.22 8- 9 -2874 0.25 ..BC...FORCE... CSI 15-14 2611 0.62 14-13 2308 0.67 13-12 2064 0.63 12-11 2308 0.67 11-10 2611 0.62 4X6 3X4 AY4 115 14 1 1366# 3.50" 13 1-0-0 (Res-I1-9) I (" 40-0-0 EXCEPT AS S110%%'N PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 nronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Deign: Al Irrix Aim/j7if IIYHKNINIi: 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 cmton bracing. wind bracing. portal bracing or similar bracing which is a Par 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. Prowlsions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the oemil structure may be required. (S=*HIB-91 of TPI). frmu Plate Institute. TPI, is located at 583 D'Onofrto Drive. Madison. Wisconsin 5371g). JOB PATH., C:ITEE-L0KV08SII2SAIP11188RC4 A] QTY:2 ==---------===Joint Locations===== -,,=== 1) 0- 0- 0 6) 25- 0- 0 11) 32- 2- 2 2) 5- 5- 3 7) 29- 9- 7 12) 25- 0- 0 3) 10- 2- 9 8) 34- 6-13 13) 15- 0- 0 , 4) 15- 0- 0 9) 40- 0- 0 14) 7- 9-14 5) 20- 0- 0 10) 40- 0- 0 15) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-L.oc Vert Horiz Uplift y-Lox Type 0- 1-12 1366 231 -521 BOT PIN 39-10- 4 1366 0 -199 BOT H-ROLL, PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 231# 11 Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psr TOTAL 33.0 psf 1366# 3.50" (RO-11-9) scale = 0.1595 Truss ID: Al Date: 6-27-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA 11CS: 06.01.01 DE51GN 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 Incormet Infnrnation, specifimuo s and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Infornatlon as It may miste to a spe- eine project and accepts no responsibility or exercises no control with regard to fabnea- tlan, handling, shipment and Installation of trusses. This truss has been designed as an individual building component in accordance with ANSI/TPI 1.1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads. Project specificatl-- or sPecbl app8ed loads. Unless shown, - has no been designed for storage or oceuP:nnry bads. The design assumes compression chords (top or bottom) are conlbiu- ously braced by shmthing unless otherwise speclfled. where bottom chords In tension arc not fully braced laterally by a property applied rigid ceiling. they should be braced at a maximum spacing of I17-0' o.e. Connector Plates shall be manufactured from 20 gauge hot dipped gahanlred steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shag _kw this drawing to verify that Ihis drawing 13 In conformance with the fabricators plans and to realize a continuing responsibility for such ven. fleatbn. Any discrepancies are to be put In writing before cutting or fabrication. Plates shag no be installed over knotholes• knots or distorted grain. Members shall be cut for tight fl" wood to wood hearing. Con- nector plates shall be tinted on both faces of the truss with nails fully Imbedded and shag be sym. about the Joint unless otherwise shown, A 5x4 plate is 5- wide x 4- long. A 6t8 plate is fr wide x 8' long. Slats (holes) run parallel to the plate length specified. Double cuts on web members shag meet at the centrold of the webs unless otherwise shown. Connector plate sirs are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with 'Handling installing A BracuT. HIB-91. Trusses are to be handled with particular core during banding and bundling, delivery and Installation to avoid damage. Temporary and Permanent bracing for holding trusses In a straight and plumb pos- Won and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and emcuon bracing is always required. Normal precautionary action for Inissm requires such temporary bracing during Installation between muses to avoid toppling and dom(noing. 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 or construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. JB: BAYBURY C 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4,6,8 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 562# Support 2 254# MAX LIVE LOAD DEFLECTION: L/999 L=-0.19" D=-0.20" T=-0.39" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.14" MAX HORIZONTAL LIVE LOAD DEFLECTION: Te 0.07" RMB - 1.15 r n WO: BBRC4 WE: MULTIPLE LOADS -- This design is the composite result of rnultiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125uph, H= 22.0 ft, I- 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type. Encl L= 40.0 ft W= 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL- 6.0 psf Ilrpact Resistant Covering and/or Glazing Req --TC...FORCE ... CSI--BC...FORCE ... CSI 1- 2 -2854 0.39 14-13 2584 0.59 2- 3 -2355 0.36 13-12 2580 0.61 3- 4 -2430 0.43 12-11 2116 0.53 4- 5 -2430 0.43 11-10 2116 0.53 5- 6 -2355 0.31 10- 9 2580 0.61 6- 7 -2854 0.39 9- 8 2584 0.59 5X8 2X4 cva 114 13 12 11 V 1366N 3.50" 11-0 0 L� (R0-11-9) I I 40-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 WARNING: READ ALL NOTES ON THIS SHEET. LMR aronda SystemA COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. 4005 MARONDA WAY BRACING WARNING: SA N FORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing• portal bracing or similar bracing which is a part of the building design and a•hkh 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 bucklinglees be made to anchor lateral bracing at ends ands rPe building must ne TOMAS PONCE P.E. Additional bmctng of the oven8 structure may be� bred. f defilli-9 ed try the bullding designer. LICENSE #0050068 rrruss Plate Institute. TPI, is located at 583 'Onofrt Drive. Madison. wisco-in 53719). 1890 CREErremooK LMOVIEno_E. _ s Design: Afdrrit Andfysis JOB PATH: G-IT££-LOKU0BSI125AfP111BBRC4 TI: A2 QTY:2 ==============Joint Locations======___,===_= 1) 0- 0- 0 6) 33- 2- 2 11) 20- 0- 0 2) 6- 9-14 7) 40- 0- 0 12) 13- 0- 0 3) 13- 0- 0 8) 40- 0- 0 13) 6- 9-14 4) 20- 0- 0 9) 33- 2- 2 14) 0- 0- 0 5) 27- 0- 0 10) 27- 0- 0 ---- MAX- REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-LOC Type 0- 1-12 1366 199 -562 BOT PIN 39-10- 4 1365 0 -254 BOT H-ROLL 5.00 r "^ JAO Eng. Job: Dwg: Dsgnr: TLY Clrlt: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 Psi TOTAL 33.0 ncf 1366N 3.Ij5�0-"" 1 (RO-11-9) scale = 0.1595 Truss ID: A2 Date: 6-27-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: nd.n) n) JB: BAYBURY C 4 DESIGN INFORMATION This design is for an individual building component and has been based on Infomuillon provided by the client. The designer disclaims any responslbgily for damages as a result or faulty or tncortecl Information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrtr . 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 (registered architect or professional engLneeri. when reviewed for approval by the building designer, the design loadings shown must be diecked to be sure that the data shown are in agreement with the 1=1 building codes. local climaticw b records for wind or anoads. project speclflallons or special applied loads. Unless shown, truss has not been designed for storage or eleeupaney Inds. 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 117-0" o.e Connector plates shag be manufactured from 20 gauge hot dipped gahantzed steel meeLing ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrkation, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabrk to a plans and to realize a continuing responsibility for such verl- fiatlon. Any discrepancies are to be put in writing before cutting or Fabrication. Plates shall not he installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be syso. about the jotnl unless otherwise shown. A Sx4 plate is 5' wide x 4- long. A 6x6 plate is 6- wide x B- long. Sbls (holes) run parallel to the plate length specified. Double cuts on web membx shag reel at the-ntroid of the weln unless othervtse shown. connector plate suea are minimum sun based on the fort- shown and may need to be Increased for certain hand - Ling and/or erection stresses. This truss is not to be fabricated with Are retardant treated lumber unless otherwise shown. For additional Information on googly Control refer 10 ANSIfTpl 1-I995 PRECAUTIONARY NOTES All bmeing and erection recommendations are to be followed In accordance with'Handling installing & Bractng-, HIB-91. Trusses are to be handled with particular cue during banding and bundling, delivery and Inslallaton to amid damage. Temporary and Permanent bracing for holding truss- In a straight and plumb pos. 1llon and for resisting lateral fore- shall be designed and tmtabed by others. Careful hand- Ung Is essential and erection bracing is always required. Nommnl precautionary action for trusses requires such temporary bracing dunblg Installation between trusses to avoid toppling and dominotng. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of Wss=. Professional advice shall be sought If needed. Concentration of construction loads greater than the deslgn loads shag not be applied to trssesat any time. No loads other than the weight of the erectors shag be applied to trusses until after ail fastening and bracing is completd. Al.: IUIi UNLIhI D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP 93 2x4 SP #2 4,6,8 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 599# Support 2 313# MAX LIVE LOAD DEFLECTION: L/999 L=-0.22" D=-0.22" T=-0.44" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.15" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.07" RMB = 1.15 T 5-3-4 04-1 i16 1366# 3.50 L-0-0 (RO-11-9) I I EXCEPT AS SHMN WO: BBRC4 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. A11 COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 40.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -2884 0.33 16-15 2617 0.59 2- 3 -2498 0.30 15-14 2614 0.58 3- 4 -2771 0.36 14-13 2257 0.52 4- 5 -2781 0.35 13-12 2785 0.60 5- 6 -2781 0.35 12-11 2257 0.52 6- 7 -2498 0.27 11-10 2614 0.59 7- 8 -2884 0.26 10- 9 2617 0.59 TI: A3 9TY:2 ===== ===:a===Joint Locations=====_===�__=== 1) 0- 0- 0 7)'34- 2- 2 13) 17- 0- 0 2) 5- 9-14 8) 40- 0- 0, 14) 11- 0- 0 3) 11- 0- 0 9) 40- 0- 0 15) 5- 9-14 , 4) 17- 0- 0 10) 34- 2- 2 16) 0- 0- 0 5) 23- 0- 0 11) 29- 0- 0 6) 29- 0- 0 12) 23- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-LOC Type 0- 1-12 1365 167 -599 BOT PIN 39-10- 4 1365 0 -313 BOT H-ROLL 0 f 0 5X8 3X4 Fxff evn 13 40-0-0 PLATES ARE TL.20 GA TESTED PER ANS1/TPI 1-1995 FMaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1990 GREENBROOK CT.OVIE00.1'13276e Design: Mafrir Analysis 12 WAKIVIIV(i: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing sham on [his drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which most be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Pruvislons must be made to anchor lateral bmcmg at ends and specified locations determined by the building designer. Additional bracing of the overall structure may, be required. fSee HIB-91 of TPI). (Truss Plate Institute. TPI, is located at 583 D'Onofrto Drive, Madison. Wisconsin 53719). <,Vv 3X6 Eng. Job: Dwg: Dsgnr: TL,Y CU: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf T 13-66o#�I 3.50" 100 (RO-11-9) scale = 0.1595 Truss ID: A3 Date: 6-27-02 DurFac - Lbr: 1.25 DurFac - pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA JOB PATH.- C:ITF.E-L0KU0Db112SAlP1118BRC4 Hf.S: n; n7 m DESIGN INFORMATION This design Is for an individual building component and has been based on Information provided by the client. The designer disclaims any responslbli ly for damages as a result of faulty or incorrect Information. specifications and/or designs furnished to the Innis dmigner by the client and the correctness or accuracy of this infor-tion as It may relate to a spe- eifk project and accepts no responsibility or exembes no control with regard to fabrim- tlon, handling, shipment and Installation of muses. This truss has been designed as an individual building component In accordance with ANSI/TPI 1.1995 and NDS-97 to be incorporated as pan of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes compression chords (tap or bottom) are continu. ouslybraced by sheathing unless otherwise specified. Where bottom chords intension arc not fully braced laterally by a properly applied ,Wd cciling they should be braced al a rruuimurn spacing of Itr-0- o.e. Connector plate shag be manufactured from 20 gauge hot dipped gahanlzed steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shun review this drawing to verify that this drawing is in canfomunce with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in wilting before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Membem shallbe cut for tight fitting wood to wood bearing. Con- nector plates shag be located on both faces of the truss with nails fully imbedded and shag be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is 6' wide x 6' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shag meet at the cent-ld of the webs unless otherwise shown. Conneetor plate 'tree are minimum sizes bused on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This trus is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANS]/M 1.1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations an to be followed In accordance with 'Handling Installing A Bmcing-. HIS-91. Trusses an to be handled with particular care during banding and bundWg• delivery and tmtailatlon to avoid damage. emu Temporary and pnent bracing for holding trusses in a straight and plumb pm- Ition and for r tsttng lateral forces shag 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 Installation betneen trusses to avoid toppling and dominoing. The supervision of erection of trusses shag be under the control of persons experienced in the Installation of trusses. Professional advice shag be sought if needed. Concentration of construction loads greater than the design bads shag not be applied to trusses at any time. No loads other than the weight of the erectors shag be applied to muses until after oil fastening and bracing is completed. JB: BAYBURY C 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP 43 2x4 SP 42 3,5,7,9 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 630# Support 2 376# MAX LIVE LOAD DEFLECTION: L/999 L=-0.28" D=-0.29" T=-0.57" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.16" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.08" RMB = 1.15 0 WO: BBRC4 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, CSC, V= 125mph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Rzt- 1.0 Bld Type= Encl L= 40.0 ft W= 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI 1- 2 -2878 0.33 2- 3 -2647 0.27 3- 4 -3174 0.38 4- 5 -3462 0.39 5- 6 -3462 0.39 6- 7 -3174 0.36 7- 8 -2647 0.26 8- 9 -2879 0.23 ..BC...FORCE ... CSI 16-15 2620 0.67 15-14 2401 0.59 14-13 3203 0.67 13-12 3203 0.67 12-11 2401 0.59 11-10 2621 0.67 TI: A4 ®TY:2 ==============Joint Locations===========_=== 1) 0- 0- 0 7) 31- 0- 0 13) 20-"0- 0 2) 4- 9-14 8) 35- 2- 2 14) 14- 6- 0 3) 9- 0- 0 9) 40- 0- 0 15) 9- 0- 0 4) 14- 6- 0 10) 40- 0- 0 16) 0- 0- 0 5) 20- 0- 0 11) 31- 0- 0 6) 25- 6- 0 12) 25- 6- 0 ----MAX- REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1365 136 -630 BOT PIN 39-10- 4 1365 0 -376 BOT H-ROLL 5X8 3X4 6X8 3X4 5X8 t=n 5.00 3X6 R 6X8 3X8 6X8 3X4 "116 15 14 V13 V 12 1366# 3.50" 11-0-00 �f (R0-11-9) 1 I 40-0-0 EXCEPT AS S14OWN PLATES ARE TL20 GA TESTED PER ANSI/TPl 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Ingo GREEN©ROOK Cr.OVIEDO.M32766 Design: Mmfir Aml)•sir YYAMIIVG: 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 bugdbig 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. Addllloml bracing of the overall structure may be required. (See HI13-91 of TPO. (Truss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). Eng. Job: DWg: Dsgifr: TLY Chk: TIC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 nsf 0-4-1 j- 3X6 13�66#{I 3. Ij5a0--"- I I (RO-11-9) scale = 0.1595 Truss ID: A4 Date: 6-27-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA JOB PATH: C:ITEE-L0XU0B51125A1PH188RC4 IICS: 015.02.02 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 faully or incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as It may relate to a spe. cific project and accepts no responsibility or exembes no control with regard to fabrim- llon, handling, shipment and Installation of trusses. This truss has been designed as an individual building component in accordance unh ANSI/TPI 1.1995 and NDS-97 to be incorporated as part of the building design by a Building Designer !registered amhllect or professional engineed. When reviewed va for approl 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 eWnatic records for wind or snow loads, Project sPeedkztlons or special applied loads. Unless shown, truss has not been d=tgned for storage or occupancy loads. The design assumes compression chords (lop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid ceding• they should be braced at a maximum spacing of Io'-0' o.e. Connector Plates shall be manufactured from 20 gauge hot dipped gahanued steel meeting A.STM 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 confomance with the fabricatoes plans and to realize a eonunuing r Ponslbd ty for such vcn- ficatlon. Any discrepancies arc to be put in writing before cutting or fabrication. Plata 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 looted an both fain of the truss with rolls fully imbedded and stall be sym. about the joint unless otherwise shown. A 5X4 plate is 5' wide x 4' long. A fix8 plate is 6' wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrotd of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certainhand- ling and/or erection stnsses. This thus is not to be fabricated with fire retardant !,pled lumber unless otherwise shown. For additional information on Aualily Control refer to ANSIfM 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with 'Handling installing A Bracing-. HIB-91. Trusses are to be handled with particular cart during banding and bundling, delivery and Installation to avoid damage. Temporary and Permanent bracing for holding trusses in a straight and plumb pos. illon and for resisting lateral forces shall be designed and installed by others. Careful hand. ang Is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during hisla8atfon between trusses to avoid toppUng and dominoing. The supervision of erection of trsses shall be under the control of persons errperlenced in the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design Inds shall not be applied to trusses at any time. No bads other than the wetghl of the erectors shall be applied to teases until after an fastening and bracing b completed. JB: BAYBURY C 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 2x6 SP #2 2,3 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 3,5,7,9 2-PLY TRUSSI fasten w/3"X 0.120^ nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 657# Support 2 444# MAX LIVE LOAD DEFLECTION: L/999 L=-0.36" D=-0.38" T--0.74" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.14" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.07" RMB = 1.00 T 04-1 3-7-4 R WO: BBRC4 WE: MULTIPLE LOADS -- This design is the cOwposite result of Imsltiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Design based on 2-ply laminated Bot chord. End verticals designed for axial loads only End verticals that are extended above/below ft Wind Case- ASCE 7-98, C&C, V= 125irph, H- 22.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L. 40.0 ft W= 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -6655 0.23 16-15 6102 0.49 2- 3 -6580 0.20 15-14 6070 0.51 3- 4 -9403 0.34 14-13 9567 0.76 4- 5 -10569 0.32 13-12 9567 0.76 5- 6 -10569 0.32 12-11 6070 0.51 6- 7 -9403 0.34 11-10 6103 0.49 7- 8 -6581 0.20 8- 9 -6655 0.23 2-PLYS REQUIRED TI: A5 BTY:2 __=== - =====Jo === int Locations==_==,====e 1)0- 0- 0 7) 33- 0- 0 13) 20-'0- 0 2) 4- 0- 4 8) 35-11-12 14) 13- 6- 0 3) 7- 0- 0 9) 40- 0- 0 15) 7- 0- 0 4) 13- 6- 0 10) 40- 0- 0 16) 0- 0- 0 5) 20- 0- 0 11) 33- 0- 0 6) 26- 6- 0 12) 26- 6- 0 ------------ TOTAL DESIGN LOADS Uniform PLF From PLF To TC Vert L+D -46 -1- 0- 0 -46 7- 0- 0 TC Vert L+D -100 7- 0- 0 -100 33- 0- 0 TC Vert L+D -46 33- 0- 0 -46 41- 0- 0 BC Vert L+D -20 0- 0- 0 -20 7- 0- 0 BC Vert L+D -43 7- 0- 0 -43 33- 0- 0 BC Vert L+D -20 33- 0- 0 -20 40- 0- 0 Concentrated LES Location BC Vert L+D -429 7- 0- 0 BC Vert L+D -429 33- 0- 0 ----M7tX, REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 2805 106 -657 BOT PIN 39-10- 4 2805 0 -444 BOT H-ROLL 0 7 g 91 6X12 -5 00 4X6 Qvtn ..,� 116 15 14 - 2805# 3.50" 13 1-0-0-0 .�f (R0-11-9) I I 40-0-0 43 EXCEPT AS SIIO%VN PLATES ARE L20 GA TESTED PER ANSI/TPI 1-1995 CMaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Alatrix Analysis WHKNING: 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, -1 d bracing, portal bracing or slat bracing which is a part of the budding design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bracing of the Overall structure may be required. (See fi10.91 of Tpp. !cross Plate Institute. TPI, B located at 583 D'Onofflo Drive. Madison. Wisconsin 53719). JOB PATH: C.-ITEE-1.0KU0BS1125A1PlIIB8RC4 qA0 0 -1 3T 4 1 TT1 I 11 10' 2806# 3.50" too -�' 430N (RO-I1-9) scale = 0.1595 Eng. Job: W : BBR 4 Dwg: Truss ID: A5 Dsgur: TLY Chk: Date: 6-27-02 TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 nsf uurrac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 06.02.02 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the cdenl. The designer disclaims any msp.-IbUhy for damage as a result of faulty or Incorrect information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as It may relate to a spe- cific project and accepts no responsibility or "emi5m no control with regard to fabria na- tton. handling. shipment and ItaOaUc" of rus tses. This truss has been designed as an individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer)._ When reviewed for approval by the building designer. the design loadings shown most be checked to be sure that the data shown an In agreement with the local building codes. local climatic records for wind or snow loads. protect specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy Inds. The design assumes compression chords Itop or bottom) arc continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced latently by a Pro" applied rigid cellahg. they should be braced at a maclmum spacing of icr4r o.e. Connector plain 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 ..view this drawing to verify 'hat this drawing is In conformance with the fabricators plans and to raps a continuing responsibllity for such verl- 0atlon. Any discrepancies are to be put In writing before cutting or fabrication. Plain shall not be t-talled over knothole. knots or distorted grain. Alemben shall be cut for tight ratting wood to wood hearing. Con- nector plain stall be located on both faces of the less with nails fully Imbedded and shall be Byrn. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4' long. A 64 plate is 6' wide x 8" long. Slots (holm) run parallel to the plate length specified. Double cuts on web members shad meet at the eenlrold of the weld unlns otherwise shown. Connector plate size are m minimustres based on the force shown nd may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabrtmted with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All lancing and erection reammendatiam are to be followed in accordance with "handling InslaWng B 8racing", 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 N a straight and plumb pos- Ition and for resisting lateral forces shad be designed and inalalled by others. Careful hand- ling is essential and erection bracing b always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dornlnoing. The supervision of erection of tosses shad be under the control of persons experienced in the Wtanation of trusses. Professional advice shad be sought d needed. Concentration o(conatmetion loads grater than the design loads shad not be applied to truism at any time. No bads other than the welght of the erectors shad be applied to lnrssn until after sll fastening and bracing is completed. JB: BAYBURY C 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x6 SP #2 2x4 SP #2 1,5 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,7 Wind Case- ASCE 7-98, C&C, V= 125mph, H= 22.0 ft, I= 1.00, EScp.Cat. B, Xzt= 1.0 Bld Type= Encl L. 40.0 ft W. 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L--0.40" D--0.42" T=-0.82" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.14" MAX HORIZONTAL LIVE LOAD DEFLECTION: TO, 0.07" RMB = 1.00 T 0-4-1 3-7-4 L , Q WO: BBRC4 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. 2-PLY TRUSSi fasten w/3"X 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 657# Support 2 444# -TC ... FORCE ... CSI . -BC ... FORCE ... CSI 1- 2 -7210 0.40 13-12 6610 0.52 2- 3 -11202 0.69 12-11 6659 0.61 3- 4 -11826 0.55 11-10 11375 0.87 4- 5 -9980 0.36 10- 9 10197 0.79 5- 6 -5610 0.40 9- 8 5142 0.45 8- 7 5126 0.44 2-PLYS REQUIRED 6X12 8X10 8X10 TI: A6 QTY:2 = -===Joint Locations=========a===_ 1) 0- 0- 0 6) 40- 0- 0 11) 15- 8- 0 2) 7- 0- 0 7) 40- 0- 0 12) 7- 1-12 3) 15- 8- 0 8) 32-10- 4 13) 0- 0- 0 , 4) 24- 4- 0 9) 24- 4- 0 5) 33- 0- 0 10) 19-11- 4 ------------ TOTAL DESIGN LOADS Uniform PLF From PLF To TC Vert L+D -46 -1- 0- 0 -46 7- 0- 0 TC Vert L+D -100 7- 0- 0 -100 19-11- 4 TC Vert L+D -46 19-11- 4 -46 41- 0- 0 BC Vert L+D -20 0- 0- 0 -20 7- 0- 0 BC Vert L+D -43 7- 0- 0 -43 19-11- 4 BC Vert L+D -20 19-11- 4 -20 40- 0- 0 Concentrated LBS Location BC Vert L+D -429 7- 0- 0 BC Vert L+D -1254 19-11- 4 ---MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 3010 106 -657 BOT PIN 39-10- 4 2400 0 -444 BOT H-ROLL 6X17 Q 'Ay 8X10 4X6 8X10 113 12 11 3010# 3.50" 1-0-0-0 (RO-11-9) I 429# EXCEPT AS SHOWN PLATES Al L20GA TESTED PER ANS11TP1 Lmaronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Derign: Alaf it Atutivris 10 4-0 - 11254# 1-1 YCRKIVIN(s: 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 ermtlnn bracing. wind bracing. portal bracing or stmdar bmeing which is a par of the budding design and which must be considered by the building designer. Bracing shown is for lateral Support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIS-91 of TpIl. rrnss Plate Institute. TPI, h located at 583 D'Onohio Drive. Madison. Wisconsin 53719). JOB PATH: C:iTEE-L0KU08S1125A1PIli9sRCe 3X4 4X6 2401# 3.50" 00 (RO-Il-9) scale = 0.1595 Eng. Job: O: BBR 4 Dwg: - Truss ID: A6 Dsgnr: TLY Chk: Date: 6-27-02 TC Live 16.0 psf DurFac - Lbr. 1.25 TC Deaf! 7.0 psf DurFac -Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psr Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:06.02.02- 15170- 2 11CS: 06.02.1V JB: BAYBURY C 4 AC: 10# UPLIFT D.L. DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the client. The designer dtsclahns any responsibility for damages as a result of faulty or Incorrect Information, spaelficauoro and/or designs furnished to the truss deslgner by the client and the correctness or accuracy of this Information as It may relate to a spe- ellle project and accepts no responsibility or uemb es no control with regard to fabrie" Uon. handling, shipment and Installation of trusses. This ass has been designed as an Individual building component in accordance with ANSIrM 1-1995 and NDS-97 to be Incorporated as par of the building design by a Building Designer (registered architect or professlonal englncerl. When rMewed for approval by the building designer, the design loadings shown must be checked to be sun that the data shown arc In agreement with the local building codes. local climatic records for wind or snow Inds, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The dmtgn 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 ceiling. they should be brazed at a n=t nun spacing of HT-0- o.e Connector plates shall be manufactured from 20 gauge hot dipped gahaniud steel meeting AS-IM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review, this drawing to verify that this drawbrg is In conformance with the fabrtmtoes plans and to realize a continuing responsibility for such verl- ncatlon. 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 luting wood to wood bmrtng. Con- nector plates shall be located on both faces of the uuas with nalb fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5.4 plate Is 5' wide x a- Long. A 6.8 plate is (- wide x 8' long. Slots (holes run parallel to the plate length specified. Double cuts on web members shall meet at the ecntrokl of the webs unless otherwise shown. Connector plate sizes are mbt.- sties based on the fore shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with (Ire retardant bested lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES All bracing and erection recommendations arc to be followed In accordance with 'Handling Iro taWng & Bracing', HID-91. Trusses an to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- ition and for tmsttng lateral forces shall be designed and Installed by others. Careful hand- ling is essenual =erection bracing is always required, Normal precautionary action for truism requires such temporary bracing during IrutallTtion between trusses to avoid toppling and dominobng. 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 trusses at any time. No bads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing I, completed. TOP CHORDS: 2x4 SP 02 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 Wind Case- ASCE 7-98, C&C, V= 125nph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Rzt- 1.0 Bld Type= Encl L= 40.0 ft W= 20.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/748 at JOINT # 9 L=-0-31" D=-0.32" T=-0.63" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.33" MAX HORIZONTAL LIVE LOAD DEFLECTION: To; 0.16" RMB = 1.00 r5 00 T 3-7-4 04-1 Ty� I WO: BBRC4 WE: MULTIPLE LOADS -- This design is the composite result of Imtltiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Design based on 1-ply laminated Bot chord. End verticals designed for axial loads only. End verticals that are extended above/below PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 319# Support 2 161# --TC... FORCE ... CSI--BC... FORCE ... CSI 1- 2 -5452 0.70 10- 9 5109 0.91 2- 3 -5560 0.66 9- 8 5378 0.90 3- 4 -5403 0.85 8- 7 5108 0.91 4- 5 -5584 0.70 5- 6 -5453 0.72 6X12 6XR TI: B QTY:1 ==== -=======___ Joint Locations=======__=== 1)= - 0- 0- 0 5) 15- 6-15 9) 7- 1- 8 2) 4- 5- 1 6) 20- 0- 0 10) 0- 0- 0 3) 7- 0- 0 7) 20- 0- 0 4) 13- 0- 0 8) 12-10- 8 ------------ TOTAL DESIGN WADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 0- 0 -46 7- 0- 0 TC Vert L+D -100 7- 0- 0 -100 13- 0- 0 TC Vert L+D -46 13- 0- 0 -46 21- 0- 0 BC Vert L+D -20 0- 0- 0 -20 7- 0- 0 BC Vert L+D -43 7- 0- 0 -43 13- 0- 0 BC Vert L+D -20 13- 0- 0 -20 20- 0- 0 Concentrated LBS Location BC Vert L+D -429 7- 0- 0 BC Vert L+D -429 13- 0- 0 ----MAX- REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1368 106 -319 BOT PIN 19-10- 4 1368 0 -161 BOT H-ROLL T 2.50JL 2 50 _ 0-3 038 I"I 1 6-10-0 5-9-0 1 6-10-0 I , 1369# 3.50" 7 1-0-0 1368# 3.50" 20-0-0 � 1-0-0 (ROT AS q30# -� 430# j"-(RO-11-9) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PE ANSI/TPI 1-1995 scale = 0.3045 WAKNING: READ ALL NOTES ON THIS SHEET. Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. 4005 MARONDA WAY BRACING WARNING: SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing, uind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. shown is for lateral support of truss members only to duce buckling length. Provisions must be re 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 TPI). LICENSE #0050068 IMO GREEN13ROOK MOVIEOO_F 2 frruss Plate Institute. TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 537191. Eng. Job: : BBR 4 DTvg: Truss ID: B Dsgtir: TLY Chk: Date: 6-27-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O-C- Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 nsf v•n.t nn nn e, Design: Matrix Anatvris MID nirv. r.rrrr ...... ......................... NCS: 06.02.02 JB: BAYBURY C 4 DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the c1knL The designer disclaims any resporolbWty for damages as a result or faulty or Incorrect information. specifications and/or designs furnished to the mass designer by the client and the correctness or accuracy of this Information as IL may relate to a spe. cgle project and accepts no responsibWly or exemiscs no control with regard to fabrfra- tbn. handling. shipment and installation of trusses. This truss has been designed as an Individual building component to accordance with ANSI/TPI 1.1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the bufkting 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 specs leatlons or special applied Inds. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compresalon chords Bop or bottom) are continu. ously braced by sheathing unless otherwise specified. Where bottom chords in tendon are not fully braced Laterally by a property applied rigid «ding• they should be braced at a maxlmum spacing of 10'0- o.e. Connector plates shall be manufactured from 20 gauge hot dipped gahanlzed steel meeting AS MI A 653. Grade 40. unless oUnerwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verity that this drawing is In conformance with the fabricators plans and to realize a continuing responsibility for such vert- ficatlon. Any discrepancies are to be put In writing before cutting or fabrication. PbLm shag not be Installed over knotholes. knots or distorted grain. Members shag be cut for tight fitting wood to wood bwrtng. Con- nector plats shag be located on both faces of the truss with nags fully imbedded and shag be synn. about the joint unless otherwise shown. A 5x4 plate is 5' wide z 4- long. A 6.x8 plate is 6- wide x e- long. Slots (holes) run parallel to the plate length specified. Double cuts on Web members shag meet at the cenlrold of the webs unless otherwise shown. Connector plate sizes are minimum at= based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not W be fabricated with fire retardant treated lumber unless otherwise shown. For additional W-ro -Mori on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with 'Handling InstaWng & Bracing". HIB-91. Trusses are to be handled with partleular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusaes to a stralglu and plumb pos- itlon and for resisting lateral forces shall be designed and installed by others. Careful hand. Ung is essential and erection bracing is alwmys required. No 'at precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid loppo+g and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the InstahnUon of trusses. professlonal advice shall be sought U needed. �oncenlmtlon of construction loads greater ban the design loads shad not be applied to zusses at any time. No lords other than the weight of the erectors shall be applied to .fusses until after all fastening and bracing s completed. AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE; Support 1 274# Support 2 ill# MAX LIVE LOAD DEFLECTION: L/999 L--0.13" D=-0.13" T=-0.26" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.16" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.08" RMB = 1.15 4-5-4 044-1 WO: BBRC4 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, CFTC, V= 125mph, H= 22.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bid Type= Encl L. 40.0 ft W= 20.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI 1- 2 -2229 0.22 2- 3 -1791 0.17 3- 4 -1645 0.08 4- 5 -1791 0.17 5- 6 -2229 0.22 ..BC...FORCE... CSI 10- 9 2085 0.57 9- 8 1645 0.33 8- 7 2085 0.57 TI: 81 QTY: I = ==0- 0 5) 14-11-13 9) 9- 1- 8 ==Joint Locations=======__�_- 1) 0- 2) 5- 0- 3 6) 20- 0- 0 10) 0- 0- 0 3) 9- 0- 0 7) 20- 0- 0 4) 11- 0- 0 8) 10-10- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 706 136 -274 BIT PIN 19-10- 4 706 0 -111 BOT H-ROLL 0 0V- 0 4X6 4X6 2.50 I 0-3L 2•SU 706M 3.50" 9 1-0-0 (R0-1� I 20-0-0 EXCEPT AS S110WN PLATES ARE TL 20 GA TESTED PER ANSI/TPI 1-1995 Miranda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Afarrir Analysis VV,KKNINI,: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this Part of the budding � drawingiserection bracing. wind bracing. portal bracing or similar bracing bc shown is for lateral supportruss m mbcign and n only otreduce buckling length. nsidered by the u Provisionsilding mustbe Bracingr. 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 TPI). frtusa Plate Institute. TPI, is located at 583 D'Onofrta Drive. Madtson. WLsmmLn 53719). JOB PATH: C:ITEE-L0KV08S1125AlPHIRRRC4 Eng. Job: Dwg: Dsgnr: TLY CIIk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf 70�6H {I3.50" I (RO-11-9) scale = 0.3045 Truss ID: B1 Date: 6-27-02 DurFac - Lbr. 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: n 6 m m DESIGN INFORMATION This design Is for an IrndMilmil building component and has been based on Information provided by the chent. The dwignner disclaims any responsibility for damage as a result of Faulty or Incorrect Information. specifications and/or designs furnished to the truss designer by the client and the cortecmn or accumey of this Information as it may relate to a spe- cific project and accepts no responsibility or emLses no control with regard to fabrica- tion. handling. shipment and Installation of trusses. This tress has been datgned as an Indhldual building component In accordance with ANS11M l-IM and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for appr l by the building designer. the design loading, shown must be checked to be sure that the data shown are In agreement with the loan building codes. loot clbna"e retards for wind or snow loads, project specifications or special applied (lads. unless shown. truss less not been designed for storage or occupancy leads. The design assumes compression chords (top or bottom) are co Unu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling. They;%hould be braced at a maximum spacing of 1014r o.e Connector plates shall be manufactured from 20 gauge hot dipped gahnnized steel meeting ASTM A 653, Gradc 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 fabrialoes plans and to realize a continuing responsibility for such ved- flatlon. Any discrepancies are to be put In writing before cutting or fabrication. Plata shall not be Installed -1 knotholes. knots or distorted grain. Members shall be cut for Light Bttlng wood to wood bearing. Con. nector plaits shall be located on both faces of the tress with nabs fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate Is 5' wide a V long. A &v8 plate is B- wide x 8' long. Slots tholes) run parallel to the plate length specified. Double cuts on web members shall meet at the cent-ld of the webs uNess otherwise shown. Connector plate sues 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 lumber unless otherwise shown. For addILlo—I information on Quality Control refer to ANSI/7PI 1-1995 PRECAUTIONARY NOTES All bmctng and erection recommendations are to be followed In accordance with'Handlhig Installing A Bracing-. H18-91. Trusses are to be handled with particular care during banding and bundling. delivery and installation to amid damage. Temporary and permanent bracing for holding trusses in a straight and plumb poa- Ition and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is ahvaya required. Normal precautlowry acuon for trusses requires such temporary bracing during tnstallallon between (russa to avold toppling and dominohng. The supervision of erection of I— limit be under the control of persons experienced In the Installation of trusses. Profeasnonal advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to tiussts at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is trompleted. JB: BAYBURY C 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 359# Support 2 359# MAX LIVE LOAD DEFLECTION: L/999 L=-0.13" D=-0.13" T--0.26" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.16" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.08" RMB - 1.15 WO: BBRC4 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, CSC, V= 125rrph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 20.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI 1- 2 -2194 0.28 2- 3 -1685 0.18 3- 4 -1685 0.18 4- 5 -2194 0.28 ..BC...FORCE ... CSI 8- 7 2053 0.59 7- 6 2053 0.59 TI:62 QTY:2 ========--====Joint Locations==========r==== 1) 0- 0- 0 4) 14- 5-13 7) 10- 0- 0 2) 5- 6- 3 5) 20- 0- 0 8) 0- 0- 0 3) 10- 0- 0 6) 20- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-LOC Vert Horiz Uplift y-Lot Type 0- 1-12 705 0 -359 BOT PIN 19-10- 4 705 0 -359 BOT H-ROLL 0 Q 4X6 0-3 -JI 2.50 038 I, mom 706# 3.50" 1-0-0 (110-11-9) I �e EXCEPT AS SIIOVVN PLATES ARE TL20 CA Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321.3913 TOMAS PONCE P.E. LICENSE #0050068 1 BOO GREENBROOK Cr.OVIEDO.FL327M Design: Mmrir Analysis 20-0-0 TESTED PER ANSI/TPI 1-1995 VVAKNIN(i: READ All NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawyng 1s not erection bracing. wind bracing. portal bracing or similar bracing which b a par of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members onh. to reduce buckling length. Pr 13tons 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. frruss Plate Institute. 7PI. is looted at 583 D'Onofrio Drive. Madlson. Wisconsin 53719). JOB PATH: C.-I EE-G0KU0BS1125A1P111BRRC4 I 6 706N 3.50"0-0 Ij6 I (RO-11-9) scale = 0.3045 Eng. Job: WO: BBR 4 Dwg: Truss ID: B2 Dsgitr: TLY Cltk: Date: 6-27-02 TC Live 16.0 psf DurFac - Lbr. 1.25 TC Dead 7.0 psr DurFac - Pit: 1.25 BC Live 0.0 cast' O.C. Spacing: 24.011 BC Dead TOTAL 10.0 psr 33.0 psr Design Criteria: TPI Code Desc: FLA V:06.02.02- 15173- 3 HCS: 06.02.02 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclaim any raponsfbWly for damages as a result of faulty or Incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a ape- cinc project and accepts no responsibWty or exercises no control with regard to fabrica. tion. handling shipment and Installation of trusses. This thus 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 deslgn by a Building Designer (registered amhltee or professional engln-rl. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown arc In agreement with the local building codes, local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, lnus has not been designed for storage or occupancy loads. The design assumes Compression chords (lop or bottom) are conunu- ously braced by sheathing unlc s otherwise specified. Where bottom chords In tension are not Wily braced laterally by a properly applied rigid "ItIng. they should be braced at a maximum spacing of 10'-V o.e Connector Plata shag be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's plans and to rabic a continuing responsibility for such veri. fication. Any d1suepancles are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for Light fitting wood to wood bearing. Con- nector plot" shall be located on both fan of the tnrsa with nalb fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate Is 5- wide x 4- long. A 6x8 plate b 6- wide x 8- long. slots (holes) run parallel to the plate length specified. Double cuts on web members Shan meet at the cenlrold of the webs unless otherwise shown. Connector plate sizes arc minimum size based on the forces shown and may need to be Increased for eertaln hand. Ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For addillona) bdonnatian an Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with -Handling lost-inug if BracbT. 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 lnus" in a straight and plumb pos- Ilion and for resisting lateral forces shall be designed and installed by others. Careful hand. Ling is essential and erection bracing is always requred. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of truss" shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads grater than the d"Ign 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 an fastening and bracing Is completed. JB: BAYBURY C 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Supportl 262# Support 2 359# MAX LIVE LOAD DEFLECTION: L/999 L--0.13" D--0.13" T--0.26" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.16" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.08" RMB = 1.15 0 4-10-4 0-4-1 2.50 1 0-3-8 � 659N 2.50" WO: BBRC4 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. wind Case- ASCE 7-98, C&C, V- 125mph, H. 22.0 ft, I= 1.00, PScp.Cat. B, Kzt= 1.0 Bld Type= Encl L. 40.0 ft W= 20.0 ft Truss in 3NT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req .TC...FORCE ... CSI 1- 2 -2212 0.29 2- 3 -1693 0.18 3- 4 -1692 0.18 4- 5 -2201 0.28 4X6 ..BC ... FORCE ... CSI 8- 7 2072 0.60 7- 6 2060 0.59 I 20-0-0 EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSI/TPI 1-1995 CMaroinda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 19900 EFNnR00RCr.O"000.FL3276G Design: MGrrit Anol sis WAKNING: READ ALL NOTES ON THIS SHEET A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing b not erection bracing. wind bracing, portal bracing or similar bmctng 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 nude to anchor lateral bracing at ends and specified locations determined by the bu9ding designer. Additional bracing of the Overall structure may be required. (See HI0-91 of TPI). Qtuss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wlsconsm 53719). JOB PATH: C:ITEE.L0K11DBJij25AfPjIIB8RC4 B3 CITY:1 ---- ===Joint Locations=====__=__,==== 1) 0- 0- 0 4) 14- 5-13 7) 10- 0- 0 2) 5- 6- 3 5) 20- 0- 0 8) 0- 0- 0 3) 10- 0- 0 6) 20- 0- 0 ---MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift y-Loc Type 0- 1- 4 658 0 -262 BOT PIN 19-10- 4 707 0 -359 BOT H-ROLL Eng. Job: Divg: Dsgnr: TLY Chk: 1 6 70-7J1e{13.50"loo I Ip -- I (RO-ll-9) scale = 0.3190 Truss ID: B3 Date: 6-27-02 TC Live 16.0 psf DurFaC - Lbr. 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psi' O.C. Spacing: 24.0" BC Dead 10.0 psr Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:06.02n2- I A 1 7A_ I TICS: 06.0202 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. 71u 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 eortcetness or accuracy of this Wormatbn as It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tbn, handling, shipment and installation of trusses. This truss has been designed as an individual building component In accordance with ANSI jiPI 1.19% and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional englneerl. When revlcwed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown arc In agreement with the local building codes. local climatic records for wind or snow bads. project specifications or special applied bads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are conunu- ous)y braced by sheathing unless otherwise speculed. Where bottom chords in tension arc .or fully braced latently by a properly applied rigid ceiling, they should be braced at a maximum spacing of I00' o.e Connector plates shall be manufaclumd from 20 gauge hot dipped gah-antzed 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 L- In confor antt with the fabriatoe3 plus and to realize a continuing responsibility for such veil. ntatbn. 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. Can. neetor plalea 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 6t8 plate is C wide x B' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the eenlroid of the wets unless he.. who ,n, Connector plate sizes are minimum stun based on the forces shown and may need to be Increased for certain hand. long and/or erection stresses, This mass is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional brl6nnauon 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 R Bracing-. HI8-91. Trusses are to be handled with particular are during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pm- Itlon and for resisting btem fortes shall be designed and Installed by others. Careful hand- ttng Is esscntral and erection bracing is always required. Normal precautionary action for susses mqubes such temporary bracing during Inslalhtlon between trusses to avoid toppling and dominoing. The supervision of erection of lnus- aha8 be under the control of persons experienced a the insallation of trusses. Profeasiunal advice shall be sought tf needed. Concentration of construction bads gate - than the design loads shall not be applied to trusses at any time. No bads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: BAYBURY C 4 AC: 10 —UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 262# Support 2 359# MAX LIVE LOAD DEFLECTION: L/999 Le-0.13" D--0.13" Te-0.26" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.16" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.08" RMB = 1.15 f 5 00 2.50 I 0-3�� WO: BBRC4 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, CrtiC, V= 125mph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 20.0 ft Truss in INf zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE...CSI 1- 2 -2212 0.29 8- 7 2072 0.60 2- 3 -1693 0.18 7- 6 2060 0.59 3- 4 -1692 0.18 4- 5 -2201 0.28 4X6 659N 2.50" 1 COSMETIC TES (16) 2X4 20-0-0 EXCEPT AS SHONVN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOII Cr.0%1ED0.FL327G6 Design: Afafrir Analysis 14-0-8 TI:84 QTY:2 =====_= - -===Joint Locations=_=_____=------ 1) 0 0- 0 4) 14- 5-13 7) 10- 0- 0 2) 5- 6- 3 5) 20- 0- 0 8) 0- 0- 0 3) 10- 6- 0 6) 20- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION---- X-Loc Vert Horiz Uplift y-Loc Type 0- 1- 4 658 0 -262 BOT PIN 19-10- 4 707 0 -359 BOT H-ROLL Q 12.50 VV,KKN1Nli: READ All NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bmcing, wind bracing, portal bracing or similar bracing which Is a part of the building dmlgn and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce bucklingI ons must be made to anchor lateral bracing at ends and speclned locations determined by the buillding designer. Additional bracing of the overall structure may be required. IS" HIB-91 of TPI). muss Plate Institute. TPI, is located at 583 60-ofrio Drive. Madison, Wisconsin 53719). JOB PATH: C:I7EE-L0KU0BSl125AlP11I8BRC4 Eng. Job: Dwg: Dsgnr: TLY Clik: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Psr 4-6-1 04-1 038 1 6 707a 3.50" (Ro-11-9) scale = 0.3190 Truss ID: B4 Date: 6-27-02 RF—ac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 06.01.01 JB: BAYBURY C 4 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer dlschlms any responsibility for damages as a result of faulty or Incorrect Information. specifications and/or dntgtss furnished to the Iruss designer by the client and the correctness or accuracy of this information as It may relate to a ape- cda: project and accepts no responsibility or exercises no control with regard to fabrics - Hart. handling. shipment and Installation of trusses. This truza has been designed as an Individual building component In accordance with ANSI/TPl 1-1995 and NDS-97 to be Incorporated as part of the buikting design by a Building Designer (registered amhltect or profess anal engtneerd• when uvlewcd for approval by the building designer. the design loadings sham 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 aPecUlcatloru or special applied loads. Unless sham. thus has not been designed for storage or occupancy Inds. The design assumes cumpresston chords (lop 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 rigid ceging. they should be braced at a maximum spacing of 10'.0- o.e. Connector plates shall be manufaclured.from 20 gauge hot dipped gahmnlzed steel meeting A5T'M A 653. Crade 40. unless otherwise sham. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to wertfy that this drawing is In conforruntec with the fabricator's plans and to resllu a continuing resporolbWly for such verl- nestle". Any diserepaaeles are to be put In writing before cutting or fabrication. Plata shag not be Installed over knotholes. knots or distorted grain. Members shall be tut for light niting wood to wood bearing. Can- nector plates shag be located on both faces of the truss with nails fully Imbedded and shall be sync. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6.x8 plate is 6' wide x B' long. Slots (holes) run pamllel to the plate length specified. Double cuts on web members shag meet at the cenlrold of the web, unless otherwise shown. Connector plate sizes re minimum slue bx ad on the Toren shown and may need ro be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire rclardanl treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPi 1-1995 PRECAUTIONARY NOTES Au bracing and erection rocnmmendauons are to be followed in accordance with 'Handling Installing & Bracing'. HIB-91. Trusses are to be handled with particular care during banding sad bundling. delivery and installation to avoid darnage. Temporary and permanent bracing for holding trusses In a straight and plumb pos. Man on and for resisting lateral forces shall be designed and installed by others. Careful hand. Ling is essential and erection bracing is always required. Normal precautlonary action for trusses requires such temporary bracing during Installation between tresses to avoid toppling and domdnotng. The supervision of erection of trusses shall be under the control of persons ncpertenced In the installation of trusses. Professional advice stall be sought if needed. Concentration of wnstrueuon bads greater than the desigt bads shall not be applied to trusses at any time. No loads other than the weight of the eteetom shall be applied to trusses until after all fastening and bracing I- completed. AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BUT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 591# Support 2 327# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 231# MAX LIVE LOAD DEFLECTION: L/999 L==0.03" D= 0.00" T=-0.03" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.03" RMB o 1.00 3-7-6 0-3-13 4 WU: BBRC4 WE: MULTIPLE LOADS -- This design is the caltposite result of lmiltiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L- 40.0 ft W= 9.9 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 756 0.56 5- 4 -878 0.43 2- 3 -46 0.39 TI: H =_ == _======Joint Locations=====_====___=_ 1) 0- 0- 0 3) 9-10-13 5) 0- '0- 0 2) 5- 5- 0 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- 8 208 231 -591 BOT PIN 9- 9- 0 423 0 -327 BOT H-ROLL JA4 9-10-13 �I 5 209# 4.95" a L. 1-5-0 (R1-4-11) 9-10-13 EXCEPT AS SIIOWN PLATES ARE TL20 CA TESTED PER ANSI/TPI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 CREENBROOR CT-M IEDOXI-32760 Ouign: Afmrir Analysis VMKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bmctng shown on this drawing Is not erection bracing. wind bracing. portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of thus members only to reduce buckling length. Provulom 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. lSee HIB•91 of Tpg. rrnrss Plate Institute. TPI, islocated at 5a3 D'Onofrlo Drive. Madison. %Vbconstn 537191. Elng. Job: Dwg: Dsgnr: TLY Clint: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 PSI` TOTAL 33.0 nsr 3-2-13 423# 2.50" Scale = 0.5812 Truss ID: H Date: 6-27-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA JOB PATH: C:I7'E£-L0KU0BS1f25AfPHIBBRC4 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 disclain" any responsibility for damages as a result of faulty or Incorrect Worinatlon, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as It may relate to a spe- cUlc project and accepts no responsibility or e 1sea no control with regard to fabria- tbn, handling. shipment and installation of trusses. This truss has been designed as an Indhydual building component in accordance with ANSWITI 1.1995 and NDS-97 to be incorporated as pan of the building design by a Building Designer fmgtslcmd architect or proresslonaI engtneerl• 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 Iwds. project speculations or special applied bads. Unless shown, truss has not been designed for storage or occupancy toads. The design assumes compression chords (top or bottom) are conlinu• 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 maxtmum spacing of la-0- o.o. Connector Plates shag be manufactured from 20 gauge hot dipped ga"ribred steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication• the fabricator shag raiev this drawing to verify that this drawing is in r confomance with the fabricators plans and to realize a continuing responsibility for such wort- flcallon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shag not be installed over knotholes. knots or distorted grain. Members shall be cut for tight Noting wood to wood bearing. Con- nector plates shag be located on both faro of the truss with —Us fully Imbedded and slag be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4- tong. A 6x8 plate Is 6' wide x 8- king. Slots (holes) run parallel to the plate length specified Double cuts on web members shag meet at the centrold of the webs unless otherwise shown. Connector plate stzes are minimum sizes based on the forces shwa and may need to be increased for certain hand. Ung and/or erection stresso. This truss is not to be fabricated with fire retardant treated fumber unless otherwise shorn. For additional Information on Quality Control refer to ANSI/-M 1-1995 PRECAUTIONARY NOTES AU bracing and erection recommendation arc to be followed in accordance with -Handling Installing 6 Bmeing'. HIB-91. Tmsses are to be handled with particular are during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shag be designed and installed by others. Careful hand - Ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during tmtallalion between trusses to avoid toppling and dominoing. The supenision of erection of trusses shag be under the control of persons experienced in the Installation of trusses. Profrvlonal advice shall be sought if needed. Concentration of conlructlon Inds grater than the design lads shag no be applied to trussesat any time. No loads other than the welght of the erectors shall be applied to trusses unit after all fastening and bracing Is completed. JB: BAYBURY C 4 AC: 10fr# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #1 D WEBS: 2x4 SP #3 BEAR. BLK: 2x6 SP #2 Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 596# Support 2 306# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 225# MAX LIVE LOAD DEFLECTION: L/999 L--0.08" D. 0.00" T=-0.08" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" RMB - 1.00 3-7-6 0-3-13 1 WO: BBRC4 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the ccnq:)osite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V. 125mph, H= 22.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type- Encl L_ 40.0 ft W_ 9.4 ft Truss in END zone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI--EC... FORCE ... CSI 1- 2 1512 0.78 5- 4 -1601 0.88 2- 3 -136 0.36 3.54 1.77 I I a-1 5 201# 4.95" I_ 1-5-0 I (R1-4-11) 1 94-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 WARNING: READ ALL NOTES ON THIS SHEET. Imaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. 4005 MARONDA WAY BRACING WARNING: SANFORD, FL. 32771 Bracing shown on this drawing is not erection bmcb1g• wind bracing, portal bmeing or similar bmcing which Is a pan of the building design and which be (407) 321-0064 Fax (407) 321-3913 must considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions be TOMAS PONCE P.E. must made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the memo LICENSE #0050068 1890 CREEN13ROOK CT_M'Irm c, ca structure may be mjulred. (See HIB-91 of TPI). frmss Plate institute. TPI, is located at SW D'Onofdo Drive, Madison, Wisconsin 53719). Defign: Almrir Andlyfis JOB PAT!/: C:17EE•L0KU0651125A1P111RBRC4 TI: HI QTY:2 == _=_ = ==Joint Locations===... =====__== 1) Oa 0- 0 3) 9- 4- 8 5) 0-'0- 0 2) 5- 5- 2 4) 9- 4- 8 ------------ TOTAL DESIGN LOADS ----------- Uniform PLF From PLF To TC Vert L+D 0 0- 0- 0 -83 9- 4- 8 BC Vert L+D 0 0- 0- 0 -36 9- 4- 8 ----MAx. REACTIONS PER BEARING LOCATION----- x-Loc Vert Horiz Uplift Y-Loc Type 9- 9- 4 352 0 -306 TOP H-ROLL 0- 2- 8 200 225 -596 BOT PIN 0-1-3 T 1-3-14 1 352# 1.50" (RO-5-8) scale = 0.5813 Eng. Job: W : BBR Dwg: Truss ID: H 1 Dsgar: TLY Chk: Date: 6-27-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFae - Pit: 1.25 BC Live BC Dead TOTA1 0.0 psf 10.0 psf 33.0 psf O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA V:06.02.02- 15220- 6 HCS: 06.02.02 DESIGN INFORMATION This design is for an individual building component and has been based on Information Provided by the ellent. The designer disclaims any responsibility for damage as a result of faulty or Incorrect Information. specdlcaUoru and/or designs furnished to the truss designer by the client and the correctness or accuracy Of this In OTUMUon as It may relate to a spe- e to project and accepts no responsibility or exeretsm no control with regard to fabilm lion, handling, shipment and Installation of trusses. This truss has been designed as an Indhidual building component in accordance with ANSIfM 1-1995 and NDS-97 to be Incorporated as part of the building design by a.Building Designer (registered architect or professional engineeri. When revtew'd for appmal by the building designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the brad building codes. Local climatic records for wind or snow loads. pmj=t specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compr lon chords (top or bottom) are continu. ously braced by sheathing unless otherwi e apecBied. Where bottom charts in tension art not fully braced laterally by a property applied rigid cciUng, they should be braced at a maximum spacing of 10'-0' o.c Connector Plates shall be manufactured from 20 gauge hot dipped 90--f-d steel meeting ASfM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabrtealor stall review this drawing to verify that this drawing is In conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed wer 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 truss with nalb fully imbedded and shall be sym. about the joint unless othenwlse shown. A 5x4 plate is 5- wide x 4- long. A GxB plate is 6' wide x 8' d". Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the cenlroid of the webs unless otherwise shown. Connector plate sizes are minbnunn sizes based on the form shown and may need to be increased for certain hand- Ung and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control infer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with 'Handling b"ualling 14 Bracing". HIB91. Trusses arc to be handled with particular care during banding and bundling, delNery and installation to n%vid damage. Temporary and permanent bracing for holding trusses In a straight and plumb poa- (Ibn and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always requred. Normal precautionary action for trusses requbo such temporary bracing during 11125tallal)on between tntsses to avoid loppg"g and dominoing. The supervision of erection of musses shall be under the control of persons teperteneed in the Installation of trusses. arefessbnal advice shall be sought If needed. -oncentration of wnstruction loads greater .ban the design loads shall not be applied to russets at any time. No loads other than the velght of the erectors shall be applied to cusses until after all fastening and bracing s completed. JB: BAYBURY C 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x8 SP #1 D WEBS: 2x4 SP #3 This 1-PLY truss designed to carry 20, 0" span framed to BC one face 21 0" span split -framed to opposite face PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 209# Support 2 290# MAX LIVE LOAD DEFLECTION: L/999 La-0.08" D=-0.08" T=-0.1611 MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.09" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.04" RMB = 1.00 3-3-1 0-4-1 1 I WO: B13RC4 WE: MULTIPLE LOADS -- This design is the composite s. All COMPresult RESSIONChordsamultiple reassimteddto be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 22.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 7.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 :79 0.58 4- 3 0 0.77 TII 9TY:1 -----=--======Joint Locations=====___==___ 1) 0- 0- 0 3) 7- 0- 0 2) 7- 0- 0 4) 0- 0- 0 ------------ TOTAL DESIGN LOADS --------- Uniform PLF From PLF To TC Vert L+D -46 0- 0- 0 -46 7- 0- 0 BC Vert L+D -312 0- 0- 0 -312 7- 0- 0 --MAx. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1253 169 -209 BOT PIN 6-10- 4 1253 0 -290 BOT H-ROLL 3-3-1 3X6 fl -0-0 4 1254N 3.50" 3 1254# 3.50" 7-0-0 EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSI/TPI 1-1995 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 Chk: 4005 MARONDA WAY BRACING WARNING: Bracing TC Live 16.0 psf SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 shown on this dmwing is not erection bracing, wind bmctng. portal bracing or strn lar bracing which is a part of the buadtng design and which must be considered by the building designer. Bracing shown Is for lateral support of tress TC Dead 7.0 lsr TOMAS PONCE P.E. 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 BC Live 0•0 PSI` LICENSE #0050068 1890 GREENBROOK MOMDOX1.32766 overall structure may be required. (See HIB-91 of TPI). frruss Plate Institute TPI, is located a1 583 o'Onarrto Drne, htadson. tvlscorut" 53719). BC Dead ]0— Q �[ Duign: Almric Almf}'tiJ JOB PATH: C:ITE£-L0KU0BSII25AIP11IB8RC4 TOTAL 33.0 psf scale = 0.6451 Truss ID: I Date: 6-27-02 DurFac - Lbr- 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Nrc. tin m1 .,1 JB: BAYBURY C 4 DESIGN INFORMATION This design Is for an individual building component and has been based on infomtatlon. provided by the client. The designer disclaims any responsibility for damages as a result of faulty or mearteet information. speeStcallons and/or designs furnished to the truss designer by the client and the correctness or accuracy If this infornallon as It may relate to a spe- elRe project and accepts no responslbWly or exercises no control with regard to fabrica- tion, handling, shipment and installation of tresses. This truss has been designed as an individual building component in accordance with ANSIIfPI 1.1995 and NDS-97 to be Incorporated as part of the building design by a Budding Designer (registered architect or professional engtneed. 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 cUtmtic 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 compresslon chords (lop or bottom) are conUnu. oesly braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceding they should be braced at a maximum spacing of 10--0- o.c. Connector plates shall be manufactured from 20 gauge hot dipped galwnUed s1-1 ro- tUng ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior 10 fabrtcatlon, the fabrteator shall review this drawing to verify that this drawing is in cord -mare with the fabricator'. plans and to realize a conUnutng n5ponstbdfly for such ven. Ration. Any dlscmpamles are to be put in a waiting before cutting r fabrication. Plates shall not be installed over knotholes. knots or distorted gram. Members shall be cut for Ilgilt fitting wood to wool besrirlg. Con- nector plates shall be located on both faces of the truss with nabs fully imbedded and shall be sym. about thejoint unless otherwise shown. A Sx4 plate is 5' wide x 4- long. A 8z8 plate is 8' wide x 8' long. Slots (holes) run parallel to the plate length specNed. Double sus on web members shad meet at the centroid of the webs unless otherwise shw-n. Connector plate sizes are minimum sizes based on the forces shown and may need to be m"eased for certain hand• ling and/or erection stress. This truss is not to be fabricated with fire retardant treated . lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with -Handling Installing & Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and instaltatlon to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb poa- Itlon and for resisting lateral forces shall be designed and installed by others. Careful hand. Ung Is essential and erection bracing is always required. Noma) precautionary action for trues requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The Supenlslon of erection of trusses shad be under the control of persons rxpertenced in the tnstaUaUcn of trusses. Professional advice shall be sought U needed. Concentration of Cwslruetlon loads greater than the design loads shall not be applied to trusses at any t)me No loads other than the weight of the erectors shall be nppdcd to trusses until after all fastening and bracing is completed. n%., tuff urllri U.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V- 125uph, H= 22.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type- Encl L= 40.0 ft W- 7.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/608 at Mid -panel # 1 L=-0.14" D=-0.14" T=-0.27" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 3-7-4 04-1 -C I WO: BBRC4 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on nwItiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 198# Support 2 99# Support 3 7# TC...FORCE ... CSI -BC ... FORCE ... CSI 1- 2 -59 0.44 4- 3 -1 0.32 TI: J QTY:18 ===__--- --===Joint Locations=========m===== 1) 0- 7-12 3) 7- 0- 0 2) 7- 0- 0 4) 0- 7-12 ----MAX. REACTIONS PER BEARING LOCATION-----, X-Loc Vert Horiz Uplift Y-LOC Type 6-10-12 150 51 -99 Top PIN 0- 1-12 275 66 -198 BOT PIN 6-10-12 82 0 -7 BOT H-ROLL 3-3-1 7-0-0 4 3 2751/ 3.50" - 1- 1-0-0 1 150N 2.50" I (RO-11-9) 1 7-0-0 82N .50" EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports C/L: 6-10-12 ■ WARNING: READ ALL NOTES ON THIS SHEET. Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. 4005 MARONDA WAY BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing SA N FORD, FL. 32771 which is apart of the building design and witich must be considered by the budding designer. Bracing (407) 321-0061 Fax (407) 321-3913 shwa is for Lateral support of truss members only to reduce buckling length. Provisions must be TOMAS PONCE P.E. Aedillunal anchor lateral rail slrucllue, mspecified be re uired. (SdeHIB-91 o by the budding designer. LICENSE #0050068 fRuss Plate Insutute.7'Pi, is located at 583 D'Onaf� Drive. Madison, Wisconsin 53719) 1990 GREENBROOK Cr.oVIEDo.fl397sa Defigl: Not,& Adafysfr JOB PATH: QI7EE-L0KU0BSU25AlPHIB8RC4 Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 nsf Attach with (2) 10d Toe -Nails Attach with (2) 10d Toe -Nails scale = 0.5829 WO: BBRC4 Truss ID: J Date: 6-27-02 DurFac - Lbr: 1.25 DurFac - Plt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA V:06.02.02- 15179- 3 HCS: 06.02.02 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client- The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information. specifications and/or designs furnished to the truss designer by the client and the cormetness or accuracy Of this Information as it may relate to a spe- cllk project and accepts no rwponstbdlly or e,mmises no control with regard to fabria- Ilon, handling. shipment and trtslallallun of trusses. This truss has been designed as an individual building component in accordance with ANSUTPI 1-1995 and NDS-97 to be Incorporated as pan of the building design by a Building Designer (registered architect or professlonal engineer). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the local building coda. 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 assume, compression chords (top or bottom) are cantlnu. ously braced by shwthing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceding. they should be braced at a maximum spacing of 19-Cr o.c. Connector plats shad be manufactured from 20 gauge hot dipped gahanlzed steel meeting A.SIM A 653. Crade 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 reallre a contlnutng responsibility for such verl. Ilcatlon. Any discrepancies arc to be put in writing before cutting or fabrication. Pala shad not be installed over knotholes. knots or distorted gmtn. Members shad be cut for tight nttlng wood to wood bearing. Con. nmtor plates shall be located on both faces of the truss with rods fully imbedded and shad be sym. about the Joint unless otherwise shown. A 5x4 plate is 5' wide x 4- long. A 6x8 plate is 6' wide x 6- 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 str are minimum sluts based on the forces shown and may need to be Increased for certain hand- ling and/or erection stress s. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional inforomdon on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -Handling Installtng a Bmcing•. HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and Wtallation to avond damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos. Ilion and for resisting lateral forces shall be designed and installed by others. careful hand. Iing is esaentlal and erection bracing is allays rquired. Normal precautionary action for trusses requires such temporary bracing during 1115t2lla0on behvmn trusses to avid loppling and dominoing. The sulac-tslorn of erection of uu"es shall be under the control of Persons experienced In the Installation of trusses. Professional advice shad be sought if needed. ConcentmWn of construction loads gcatrr than the design loads shad not be applied to truss" at any time. No loads other than the weight of the erectors shad be applied to busses unw after sd fastening and bracing is completed. JB. BAYBURY C 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP 42 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 198# Support 2 99# Support 3 7# MAX LIVE LOAD DEFLECTION: L/603 at Mid -panel # 1 L=-0.14" D=-0.14" T=-0.28" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 3-7-4 0-4-1 1 WO: BBRC4 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. Wind Case- ASCE 7-98, C&C, V- 125mph, H= 22.0 ft, I- 1.00, Exp.Cat. B, Rzt- 1.0 Bld Type= Encl L. 40.0 ft W= 7.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -59 0.44 4- 3 -21 0.32 TI: J 1 9TY:2 __- -- ===== =-=Joint Locations===e= == 1)= 1 0 6 3) 7- 0- 0 2) 7- 0- 0 4) 1- 0- 6 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type ' 6-10-12 150 51 -99 TOP PIN 0- 1-12 275 67 -198 BOT PIN 6-10-12 82 0 -7 BOT H-ROLL 7-0-0 1 2 5.00 2.50 I 0-3-Un 6-8-8 4 275# 3.50" 3 1-0-0 151# 2.50" d (110-11-9) 1 7-0-0 82# .soon EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSI/TPI 1-1995 ■ Over 3 Supports C/L: 6-10-12 fmaronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 WRKIVINI,: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing. wind bracing. portal bracing or similar bracing which is a part of the building design and which must be considered by the budding designer. Bracing shown is 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 M). (muss Plate Institute, TP. Is located at 583 D'Onofrio Drive'. Madison. Wisconsin 53719). 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 Attach with (2) 10d Toe -Nails Attach with (2) 10d Toe -Nails scale = 0.5829 Truss ID: J 1 Date. 6-27-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Maui. Analysis JOB PAT": C-'lTEE-I.ORUOB31125MPHIRRRC4 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 dlseiahm any msponsibWty for damages as a result of faulty or Incorrect Infannation, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this tnfonrntlon u it may relate to a spe- cilk Protect and adepts no responsibility or exercises no control with regard to fabrlea- lfoa, handling, ahfPmmt and installation of truss=. This taus has been designed as an bu"ual building comPonmt in acoordance with ANSI/TPI I-I995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or prdesslonal engineer). When m lcwcd for approval by the building desigtw, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. total Clh=Uc records for wind or snow lands. Protect sPetlOcatlOm or special applied loads. Unless shown. thus has not been designed for storage or occupancy loads. The design assumes mmptesslon chords (top or bottom) are continu- ously braced by sheathing unless otherwise specifk:d. Where bolt= chords in tension are not fully braced laterally by a property applied dgld ce(ling. they should be braced at a roa:anurn spacing of 10'-00 O.C. connector plat= shall be manufactured from 20 gauge hot dipped gal --bud steel meeting ASfM A 653. Cade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabrletor shall «Wew this drawing to vertfy that this drawing is in eonfarmanee with the fabricatoes phis and to realize a continuing responsibility for such veri. (leation. Any discrepancies are to be put in wrung before cutting or fabrtcation. Piat- shag not be installed over knotholes. knots or dbtarted gram. Members shag be cut for light fitting "rood to wood bearing. Con- nedor plates, shall be located on both faces of the truss with ..-rr- fully aabedded and shall be sym. about the Jotnt unless olhe:rwbe shown, A 5x4 plate b 5- side a 4- long. A 6.8 plate b (r wide x 8' long. Slots (holes) run parallel to the Ptak length specified. Double cuts on web members shall meet at the centrold of the webs unless -111 rbe shown. Conneete, plate at_ are mNhnum sues based an the forces shown and may need to be Increased for certain hand. Ong end/or crectton stresses. This truss b not to lot fabricated with fire retardant treated tumber unless otherwise shatm. For additional L-11-m ttfon on Quality control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection rtconunendations arc to be followed in accordance with'Handling installing Q Bracing. H113-91. Trues are to be handled with Pattieular care during banding and bundnng, deWery and Installation to avoid damage. Temporary and permanent bracing for holding mails= in e straight and Phunb pos- nfon and for resisting lateral forces shall be designed and butaBed by others. Careful hand- Itng is essenllal and erection bracing is always rcqubsd. Normal Preuutforuy action for lnuues requires such temporary bracing during installation between trusses to avoid toppling and do nhotng. The supervbion of erection of brumes aha8 be under the control of Persons experienced in the IrutallaLion of trues. Profeulonal advlrs shall be sought if needed. Concenttaton of constrcuon Inds greater than the design bads shall not be applied to trusses at any time. No loads other than the weight of the erectors ahati be applied to trussesuntU after allfastening and bratsttg b completed. JB: BAYBURY C 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 BEAR. BLK: 2x4 SP #3 Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" Des 0.00" T--0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: Te, 0.01" RMB a 1.15 3-7-4 0-4-1 WO:'B9RC4 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V- 2-25irph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type- Encl Les 40.0 ft Ww 6.7 ft Truss in INT zone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -149 0.42 4- 3 -123 0.30 TI: J2 QTY:2 ml)=aa==Joint Locations=== 0•0a=0 3) 6- 8- 8 2) 6- 8- 8 4) 0- 0- 0 ----MAX- REACTIONS PER BEARING LOCATION------ X-Loc Vert Horiz Uplift Y-Loc Type 6-10-12 225 0 -266 TOP H-ROLL 0- 1-12 273 180 -307 BOT PIN PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support t 2 266# 7-0-0 1 2 F 5 00 0-1-0 T 1-4-1 1 2.50 1 0-3 I 6-5-0 4 273# 3.5011 t--0 3 226# 2.50" 6-8-8 EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSI/? PI 1-1995 �0-3-8 I�(RO-2-14) [Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Deign: Marro Anafyrit YCKKNINI,: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on Urb drawing is not erection bracing, wind bracing, portal bracing - similar bracing shown Isparttof the building design and which must be considered by the building designer. Bracing for Poat of made to anchor lateral bracing trual ss mends and specifiedonly to reduce buckling length. Prwhi-nit must be y be Irons determined by the building designer. Additional bracing of the overall strdum may frruss Plate Institute. TPI, is located at mciutred. (See 111B-91 of TPI). 583 D'Dnofro Drove. Madison. Wisconsin 53719). JOB PATH: C:1TEE-LOKU0BS1125MPHIBBRC4 Eng. Job: Dwg: Dsgnr: TLY Cllk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 nsf Attach with (2) 10d Toe -Nails Attach with (2) 10d Toe -Nails scale = 0.5829 Truss ID: J2 Date: 6-27-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA fire. - n. ,.1 DESIGN INFORMATION This design is for an Indhidual building component and has been based on Information provided by the client. The designer discbIms any respomlbWly for damages as a result of faulty or Incorrect tnfonnallon, speelflcaUons and/or designs furnished to the truss designer by the client and the mrrectnrss or accuracy or this Information as It may reia le to a spe- cUlc project and necepLs no responslb(llly or ucn:ises no control with regard to fabaca. tion. handling, shipment and Installation of trusses. This truss has been designed as an Indhidual 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 (motemd architect or professional engineer). when reviewed for approval by the building deatgner, 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 bads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In lenston are not fully braced Laterally by a property applied rWd eemng, they should be braced at a maximum spacing of 10`0' o.e. Connector plates shall be rtanufactured from 20 gauge hot dipped golvantzed 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 confornanee with the fabricatoes plans and to realize a continuing responsibility for such v 1. fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shag not be installed Over knotholca. knots or distorted grain. Members shall be cut for tight fllung 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 thejoint unlesa 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 tentrold of the web* unless otherwise shown. Connector plate sizes arc mIntm= at— based on the forces shown and may need to be Increased for certain hand. Ing and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on guaey Control refer to ANSI/TPI 1- 1995 PRECAUTIONARY NOTES All bracing and erection reeommendatlons are to be followed In accordance with -Handling Installing 3 Bracing. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to amid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Ition and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is easenual and erection bracing is always requbed. Normal pretautbrary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The Supervision of erection of trusses shall be under the control of persons experienced in the Installation of Irusses. Profoslonal advice shall be sought If needed. Concentralron of canstruclbn loads greater than the design Inds shall not be applied to trusses at any tune. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: BAYBURY C 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W- 5.1 ft Truss in INT zone, TCDL= 4.2 psf, BCDL- 6.0 psf impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.04" D=-0.04" T=-0.08" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB = 1.15 2-9-14 0-4-1 I WO: BBRC4 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 173# Support 2 75# Support 3 5# TC...FORCE... CSI ..BC ... FORCE ... CSI 1- 2 -42 0.23 4- 3 -1 0.17 TI: J3 QTY:6 ===== = ===Joint Locations=====_===>:_==__ 1) 0- 7-12 3) 5- 1- B 2) 5- 1- 8 4) 0- 7-12 ----MAX. REACTIONS PER BEARING LOCATION--_ X-Loc Vert Horiz Uplift Y-Loc Type 5- 0- 4 110 37 -75 TOP PIN 0- 1-12 213 49 -173 BOT PIN 5- 0- 4 60 0 -5 BOT H-ROLL, 5-1-8 1 2 F5 0 5-1-8 4 214# 3.50" 3 10-0 110# 2.50" - I(O11-9)a 5-1-8 60# 2 50" EXCEPT AS SHO%VN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports C/L: -04 ■ Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Afdfris Annjysis YVAKNING: READ All NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a pan of the building design and which must be conskicred by the building designer. Bracing shown is for Lateral support of truss members only to reduce buckling length. Pmwisions must be made to anchor lateral bracing at ends and specified locations determined by tin building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPII. rrruss Plate Institute. TPI, is located at 583 D'Onofrlo Drhe. Madison. Wisconsin 537191. JOB PITH: C:ITE£-L0AU0nj25A1PHIBBRC4 Eng. Job: Dwg: Dsgi r: TLY CILk: TC Live 16.0 psf TC Dead 7.0 psf 13C Live 0.0 PSI` BC Dead 10.0 psf TOTAL 33.0 nsf Attach with (2) IOd Toe -Nails Attach with (1) I Ud Toe -Nails scale = 0.7443 Truss ID: J3 Date: 6-27-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA 11CS: 06.02.02 DESIGN INFORMATION This design Is for an indh-ldual building component and has been based on Information provided by the client. The designer disclaim any responslbfllly for damages as a result of faulty or incorrect Infornalfon, specifications and/or designs furnished to the wss designer by the client and the correctness or accuracy of this information as a may relate to a spe- cinc project and accepts no responsibility or "emi— no eentrol with regard to fatui_ lion, handling. shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engneerl. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in ageement with the local building codes, lord Climatic records for wind or snow loads, Project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) are continu- ously braced by sheathing unless otherwise spcctncd. Where bottom Chords in tension are not fully braced laterally by a properly applied rigid ceWng, they should be bated at a maximum spacing of 10'-W o.c. Connector plat" shall be manufactured from 20 gauge hot dipped gahani-d steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabrtmtor shall review this drawing to verify that this drawing Is In conformance with the fabrlwtors plans and to r"11ze a nee responsibility for such verl. flcatton. Any discrepancies arc to be put in writing before cutting or fabrication. Plates shag not be installed over knotholes, knots or distorted grain. Members shag be cut for tight fitting wood to wood bearing. Con. nector plates shag be located on both faces of the truss with nails fully Imbedded and shag be sym. about the joint unless otherwise shown. A 5x4 plate Is 5' wide x 4' long. A ENS plate is 64 wide x 8' long. Sbs (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the cent-W of the webs unless otherwise shown. Connector plate sizes are minhntun sizes based on the fort" shown and may need to be tnCmascd for certain hand- gng and/or erection stress". This truss s not to be fabdeamd with fire retardant treated lumber unless otherwise shown. For addllional Information on Q-111y Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed In accordance with -Handling Installing A Bracing'. HIB-91. Tnusm are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Ition and for resuting lateral forces stag be des "nod and Installed by others. Careful hand. ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bmctng during Installation between tnisses to avoid foppgng and dominotog. The supervision of erection of trusses slag be under the control of persons uperienced In the Installation of tresses. Professional advice shag be sought if needed. Concentration of construction loads greater than the design bads shall not be applied to trusses at any time, No lards other than the -tight of the cmctom stall be applied to trusses until after all fastening and bracing Is completed. JB: BAYBURY C 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #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 1 173# Support 2 75# Support 3 5# MAX LIVE LOAD DEFLECTION: L/999 L=-0.04" D=-0.04" T=-0.08" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB'= 1.15 2-9-14 0-4-1 1 1 WO: BBRC4 WE: Analysis based on Sinplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. Wind Case- ASCE 7-98, C&C, V= 125mph, H- 22.0 ft, I- 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type= Encl L= 40.0 ft W= 5.1 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -43 0.24 4- 3 -16 0.17 TI: J4 BTY:4 __---- -- ===Joint Locations=========—==== 1) 1- 0 6 3) 5- 1- 8 2) 5- 1- 8 4) 1- 0- 6 ----MAX. REACTIONS PER BEARING LOCATION-----, X-Loc Vert Horiz Uplift Y-Loc Type 5- 0- 4 110 38 -75 TOP PIN 0- 1-12 213 49 -173 BOT PIN 5- 0- 4 59 0 -5 BOT H-ROLL s-1-s 1 2 Q 2.50 I 0-3-8 214# 3.50" L 1-0-0 1 (RO-11-9) b EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 LM aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE //005W68 1890 GREENBROOR Cr.OV1EDOXI-32766 Design: March Analvsis 110N 2.50" 5-1-8 60# 2 50" Over 3 Supports C/L:-0-4 YYAKNIN(j: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing s not erection bracing, wind bracing, portal bmeing or similar bracing which is a port of the building design and which must be considered by the building designer. Bracing shown Isfor lateral support of truss members only to reduce buckling length. P-vt fons must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bmcing of the otratl structure may be required. (See filB.91 of TPI). rrruss Plate Institute. TPI, is located at 583 D'Onofno Drh•e, Madison. Wisconsin 53719). Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live TC Dead BC Live BC Dead TOTAL 16.0 psf 7.0 psf 0.0 psf 10.0 psf 33.0 Dsf Attach with (2) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.7443 Truss ID: J4 Date: 6-27-02 DurFac - Lbr: 1.25 DurFac - PIt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA JOB P.4TH: C:ITEE-LOKU0BS1125AlPllI8BRC4 l fCS: fK n7 n7 DESIGN INFORMATION This design Is for an tndhldwf building component and has been based on Wormatlon provided by the cUenL The designer disclaims any responsibility for damages as a result of faulty or incorrect information. speculmooru and/or designs furnished to the truss designer by the client and the correctness or accuracy of thin Womation as It may relate to a spe- edk project and accepts no responsibility or exercises no control with regard to fabric- tlon, handling, shipment and Installation of trusses. This truss has been designed as an Indhldual building component N accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as pan of the building design by a Building Designer tregbtered amhilect or professional englncerl. When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the local budding codes, local elimaUc records for wind or snow loads, project specifications or special applied loads. Unless shown• truss has not been designed for storage or occupancy bads. The design assumes compression chords (lop 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 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 ASIM A 853. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrfction, the fabricator shad review lhls drawing to verify that this drawing is in conformance with the fabrictoes plans and to realize a continuing responsibility for such veri- fietlbn. Any discrepancies are to be put In writing before CutWg or fabrimUon. Plates -had not be usladcd 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 ULss with nods fully Imbedded and shall be sym. about the joint unless otherwise shown. A Sx4 plate Is 5' wide x 4' long. A 8x8 plate is 8- w(de 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 sires based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. Thts truss Is not to be fabricated with Me retardant treated lumber unless otherwise shown. For additional information on 8ua11ly Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recom-undaUons are to be followed to accordance with -Handling Installing h Bracing% HIB-91. Trusses arc to be handled with particular care during banding and bundling. delivery and lnslallatlon to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Ilbn and for resisting lateral forces shad be designed and Installed by *then. Careful hand. Iing is essential and erection bracing is ahwys required. Normal preotuUonary action for Uusaes requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of ertwon of trusses shad be under the control of pennons ucperlenced In the Installation of trusses. Professk"I advice shad be sought If needed. Concentration of construction Inds greater than the design loads shall not be applied to L - - rat any Line. No loads other than the weight of the erectors shad be applied to trusses until after all fastening and bracing is completed. JB: BAYBURY C 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP 92 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 22.0-ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L. 40.0 ft W= 3.1 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Irnpact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D= 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 WO: BBRC4 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on tmtltiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 303# Support 2 1244 Support 3 15# .TC:..FORCE...CSI ..BC...FORCE...CSI 1- 2 -25 0.17 4- 3 -2 0.13 TI: J6 QTY:6 ===- - =- -Joint Locations========__===== 1) 0- 7-12 3) 3- 1- 8 2) 3- 1- 8 4) 0- 7-12 ----MAX. REACTIONS PER BEARING LOCATION----, X-Loc Vert Horiz Uplift Y-Loc Type 3- 0- 4 67 51 -124 TOP PIN 0- 1-12 ' 148 65 -303 BOT PIN 3- 0- 4 36 0 -15 BoT H-ROLL 3-1-8 11 ( 2 0 1 9 1 3-1-8 4 148N 3.50" 3 1-0-0 67N 2.50" 3-1-8 37// 2. 0" EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 C/L: 3-0-0 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. Dsgitr: TLY Chk: 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psf SANFORU, FL. 32771 Bracing shown on this dmwtng is not erection bracing, wind bracing• portal bracing or simllar bracing which a a part of the budding destgn and which must be TC Dead 7.0 �f (407) 321-OOCrI Fax (407) 321-3913 considered by the budding designer. Oratlng sho`vn a for areral support Of truss members only to reduce buckling length. Provisions must be madeto bmctng anchor lateral er BC Live 0.0 TOMAS PONCE P. E LICENSE #0050068 at ends re specav ified�W� determined by the budding doigner. aI I;,e werad structuuired. ism rrruss Plate Institute. BC Dead 10.0 psr 1890 OREENBROOk Cr.OVIEDOXI-327G8 TPI• is located at 583 D•Onofrlo Drive. Madison. Wiscco�in 53719j. psf Deign: Mafrir Arrdljsis JOB PA77f.• C:use-L0K(10851125A1PI1I88RC4 TOTAL 33.0 psf Attach with (2) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 1.0563 Truss ID: J6 Date: 6-27-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA urc. fK m m DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer discl trox any responsibility for damages as a result of faulty or Incorrect Information. specaications and/or designs furnished to the truss designer by the client and time correctness or accuracy of this Information as It may relate to a spe- ellk prgecl and accepts no responsibility or excreises no control with regard to fabrica- (ion, handling. shipment and Installation of muses. This true has been designed as an tndhldual building component In accordance with ANSI/TPI 1-1995 and NDS•97 to be Incorporated as part of the building destgn by a Building Designer Ireglstered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown arc In agreement with the local building codes. local climatic records for wind or snow loads, protect spectnmtlom or special applied Inds. Unless shown. truss has not been designed for storage or occupancy loads. The design assures cornpresslon chords (top or bottom) are continu. ously braced by sheathing unless otherwise apecdled. Where bottom chords In tension are not fully braced laterally by a properly applied rigid telling they should be braced at a manmum spacing of I014r o.c. Connector plates shall be manufactured from 40 gauge hot dipped galanized steel meeting ASTM A 653. Grade 40. unless, otherwise shown. FABRICATION NOTES Prior to fabrication, the fabrt-tor 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 wrong before cutting or fabrication. Plates .1.0 not be Installed war knoholes, knots or distorted grain. Members shall be cut for tight filling wood to wood bearing. Con- nector plates shall be located on both fact of the truss with nails fully Imbedded and shall be sym about the Joint unless otherwise shown. A 514 plate is 5- wide x 4- long. A 8x8 plate Is 8' wife x 8' long. Skis (holes) run parallel to the plate length spectned. Double cuts on web members shall meet at the ecnt-ld of the webs unless offidwise shown. Connector plate sizes are minimum sties based on the forces shown and may need to be Increased for certain hand. ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/rP11.1995 PRECAUTIONARY NOTES AB bracing and erection reccnunend.Uons are to be followed In accordance with 'Handling Installing A Bracing-. HIB-91. Trusses are to be handled with particular core during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding muses In a straight and plumb pos- Itlon and for resisting 1.teml forces shall be designed and Wtnaed by others. Careful hand. Ling Is essential and erection bracing is always required. Normal precautionary action for trusses requbes such temporay bracing during installation 1lettveen trusses to avoid toppling and dominoing. The supervision of erection of (ruses shag be under the control or persons experienced In the Installation of tnrsses. Professional advice shwa be sought U needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectars shall be applied to trusses until after as fastening and bracing Is completed. JB: BAYBURY C 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 303# Support 2 124# Support 3 15# MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D= 0.00" T--0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 WO: BBRC4 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. Wind Case- ASCE 7-98, CSC, V= 125mph, H- 22.0 ft, Ira 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L. 40.0 ft W= 3.1 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -25 0.17 4- 3 -13 0.13 TI: J7 = ===Joint Locations-====____4==__= 1) 1- 0- 6 3) 3- 1- 8 2) 3- 1- 8 4) 1- 0- 6 ----MAX. REACTIONS PER BEARING LOCATION-----, X-Lot Vert Horiz Uplift Y-Loc Type 3- 0- 4 67 52 -124 TOP PIN 0- 1-12 148 67 -303 BOT PIN 3- 0- 4 36 0 -15 BOT H-ROLL 3-1-8 1 2 Q 2.50 1 0-3-8 2-10-0 4 3 148k 3.50" 1-0od 6-7Y 2�.50" " RO-1 3-1-8 36N 2.P0" EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports C/L: 3-04 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321.3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOR Cf.OVIEDOXI-32766 IIIIHKI IINti: 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 bmcing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Proysions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the oemll structure may be required. ISee HID-91 of Mi. (Truss Plate Institute, TPI, is located at 583 D'Onofrto Drive, Madison, Wisconsin 53719). Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Altach with (2) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 1.0563 Truss ID: J7 Date: 6-27-02 DurFac - abr. 1.25 DurFac - Plt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Afafrix Analysis JOB PATH: C:ITEE-L0KU0RS1125AIP11(RRRC4 HCS: 0(,w n) DESIGN INFORMATION This design is for an Individual building component and has been lased on information proided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect Information. speelacauom and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Infomwllon as it may relate to a spe- cgk pmject and accept no responsibility or excmises no control with regard to fabrica- tion. handling. shipment and installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineers. 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 clanaUc 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 Itop or bottom) are continu. ously braced by sheathing unless otherwise speeined. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ccWng. they should be braced at a maximum spacing of 10'-0- o.e Connector plates shag be manufactured from 20 gauge hot dipped gahanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall retiew this drawing to vcrtry that this drawing is in conformance with the fabrtmtors plans and to mIue a continuing responsibility for such ven- flcallon. Any discrepancies arc to be put in writing before cutting or fnbdmtion. Plates shag not be Installed over knotholes. Knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shag be looted on both faces of the truss with nails fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5.4 plate Is 5' wide x 4- long. A 01,8 plate is 6' wide x Ir long. Slots (holes) run parallel to the plate length specified. Double: tut on web members shag meet at the cenlroid of the webs unless otherwise shown. Connector plate sues are minimum sues based on the tomes shown and may need to be Increased for certain hand. Iing and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Informatlon on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with ?Handing Installing A Bracing-. HIB-91. Trusses arc to be handled with particular care during banding and bundling, delivery and Instagallon to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos. (Lion and for resisting lateral Tomes shall be dmigrud and installed by oihem. Careful hand - Una 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 or trusses shall be under the control of persons experienced in the Installation of truss". Pmf"slonal advice shall be sought 1f needed. Concentration of construction loads greater I han 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 truss- unit] aver ail fastening and bracing is completed. JB: BAYBURY C 4 AC: 10 -UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V- 125mph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L. 40.0 ft W=' 1.1 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D= 0.00" T= 0.000 MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB - 1.15 WO: BBRC4 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the Composite result of multiple loads. This truss is designed to bear on nmltiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 217# Support 2 46# Support 3 3# ..TC... FORCE ... CSI ..BC...FORCE ... CSI 1- 2 7 0.02 4- 3 -2 0.01 TI: J8 QTY:6 ==- = -- =_� ====Joint Locations=====_======= 1)0- 7-12 3) 1- 1- 8 2) 1- 1- 8 4) 0- 7-12 ----MAX. REACTIONS PER BEARING LOCATION ----> X-Loc Vert Horiz Uplift Y-Loc Type 1- 0- 4 24 14 -46 TOP PIN 0- 1-12 83 18 -217 BOT PIN 1- 0- 4 12 0 -3 BOT H-ROLL 83N 3.50" 4 25N 2.50" 1-0-0 13f1 2.5 " 1-1-8 EXCEPT AS SHOWN PLATES ARE TI-20 CA TESTED OPER )ANSI/TPI 1-1995 Over 3 Supports C/L: 1- -4 � Lmaronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK MOVIEDOYI-32766 Design: Mmrir Analysis WARNING! READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bmeing sham on this drawing is not crecllon bmcing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must he considered by the building d=lgner. Bracing shown Is for lateral support of truss members only to reduce buckling length. firn-tslons must be made to anchor lateral bracing at ends and specNed locations determined by the building designer. Additional bmcing of the mcm[J structure may be required. (See HID-91 or TPI). frruss Plate irutgute. TPI. Is located at 583 D'Onofrio Drive, Madison. Wisconsut 53719). JOB PATH: C:ITEE-L0KU0BSI125MPHIRBRC4 Eng. Job: Dlvg: Dsgnr: TLY Chk: 'I'C Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 nsf Attach with (1) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 1.8187 Truss ID: J8 Date: 6-27-02 DurFac - L b rr. 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA /res: 06.02.117 DESIGN INFORMATION This design is for an Individual building component and has been based on Infomallon provided by the e0ent. The designer disclaims any responsibility for damages as a result of faulty or Incorrect information. speeifiolions and/or designs furmished to the truss designer by the client and the correctness or accuracy of this Informallon as It may relate to a spe- cific project and accepts no responsibility or exerclses no control with regard to fabrics. tion, handling, shipment and installation of trusses. This truss has been designed as an Indivdual building component In accordance with ANSI/7FI 1.1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered arehileU or professional engineer). when reviewed for approval by the t building designer, the design loadings shown must be checked o be sure that the data all - are In agreement with the local building trades. local climatic records for wind or anow loads, project speciflotbns or special applied loads. Unlns shown. Iruss has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) are continu- ously braced by sheathing unless othenNse specified. where bottom,chords In tension are not fully braced laterally by a Properly oppbed rigid ceWng. they should be braced at a mavtmu n spacing of I (Y-0- o.e. Connector plates shag be manufactured from 20 gauge hot dipped galvanized steel meeting ASfM A 653, Cradle 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabtkator shall rcvtew 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 culling or fabrication. Plates shall not be Installed wee knotholes, knots or distorted grain. Members shag be cut for tight fitting wood to wood bearing. Con- nector Plato shag be located on both faces of the Inds with naps fully Imbedded and shag be sym. about the Joint unless otherwise shown. A 5x4 plate is 5' wide x 4- long. A 6.x8 plate is 6' wide x 9- long. Slots (holes) run parallel to the plate length specified. Double cuts on well members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum rc sizes based an the foes shown and may need to be Increased for certain hand- ling and/or erection stresses. 'this buss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Infartnallon on Quality Control refer to ANSI/M 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations an to be followed In accordance with -Handling Installing u4 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- Itlun and for r ltsting lateral forces shag be designed and Installed by others. Careful hand- ling is essential and erection bracing Is always required. Normal precautionary action for truss- requires such temporary bracing during Inslaflallon between busses to avold toppling and dombloing. The supervision of erection of trusses shag be under the control of persons experienced In the tnstanaUan of trusses. Professional advice shag be sought If needed. Concentration of construction bads greater than the dnlgri loads stall not be applied to trusses at any lime No loads her than the weight of the erectors shall be appped to truss- until after all fastening and bracing Is completed. JB: BAYBURY C 4 AC: 10 -UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chorus are assumed to be continuously braced unless noted otherwise Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 216# Support 2 46# Support 3 3# MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D. 0.00" T. 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB a 1.15 WO: BBRC4 . WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 22.0 ft, i= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl L= 40.0 ft W= 1.1 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC...FORCE ... CSI ..BC...FORCE ... CSI 1- 2 -8 0.02 4- 3 -4 0.01 TI: J9 9TY:4 ==------- ===Joint Locations====e=v=====_ 1) 0- 7-14 3) 1- 1- 8 2) 1- 1- 8 4) 0- 7-14 ----MAX. REACTIONS PER BEARING LOCATION----,r X-Loc Vert Horiz Uplift Y-Loc Type 1- 0- 4 24 17 -46 TOP PIN 0- 1-12 82 21 -216 BOT PIN 1- 0- 4 12 0 -3 BOT H-ROLL 1-1-8 1 2 0 2.50 0-3-8 0-10-0 4 3 1-0-0 83# 3.50" 25N 2.50" ,,. (RO-11-9) 1-1-8 13 5-l�t 1. Over 3 Su EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPl 1-1995 C/Lc 1- -0 o pports (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 YCAKIVINV: 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 buildirig design and which must be camidered by the building designer. Bracing shmvn is rov for lateral support of truss members only to reduce buckling length. Pisions must be made to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bracing of the m'erall structure maybe required. (See HIB-91 of TPO. rr uss Plate Institute, TPI, s looted at W D'Onolrto Drive, Madison, Wisconsin 537191. 0-8-9 0-2-1 Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 100 sf p TOTAL 33.0 osf Attach with (1) 10d Toe -Nails Attach with (1) 10d Toe-NaiN scale = 1.8187 Truss ID: J9 Date: 6-27-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Afdfrir Ani*.fid JOB PATH: C:IT£F 1.0KV08S112f:NPHIBRRC4 1frS- A, m m DESIGN INFORMATION This design Is for an individual building component and has been based an Information provided by the client. The designer disclaims arty responsibility for damages as a rauh of tautly or locoman Information, spec8katlons and/or designs furnished to the truss designer by the client and the correctness or accuracy of this InfonruUon u it may relate to a spe- cltle project and accepts no responsibility or exercises no control with regard to fabrica. Lion, handling shipment and installation or trusses. This truss has been designed as an individual building amponenl in accordance with ANSI/TPI 1.1995 and NDS-97 to be Incorporated sal part of the building design by a Building Designer (n:gmered architect or pruiessia al engineer!. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for wind or snow Inds, pmfea specillolbns ar special applied bads. Unless shown, truss has not been designed roc ""age - occupancy loads. The design sasurnes compression chords Ilop or bottom) are mnllnu- otuly braced by sheathing unless otherwise specked. Where halt= chords in tension are not fully braced laterally by a property applied rigid aUtng they should be braced at a maximum spacing of 10'-0- o.c Connector plain shall be manufactured from 20 gauge hot dipped galvardred steel meeting AS U A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall revinv this drawing to verify that this drawing is in cotdn ortnet with the fabricator's plan- and to rnitu a continuing msponslbWg for such veri. ➢cation. Any discrepancies are to be put in writing before cutting or fabrication. Plain shag not be installed over knotholes. knots or distorted gram. Members shag be cut for light Aging wood to wood baring. C"n- nector plats she➢ be located on both faces of the tnus with nags fully imbedded and shall be sym. about the Joint Uni= olhervAte shown. A 5x4 plate Is 5- wide x 4- long. A 6x8 plate is ar wide x 8- king. Slats (holes) run parallel to the plate length apmgk L Double cuts an web members shall meet at the centrold of the webs unless otherwise shown. Connector plate ales an minimum m sires lased out the forces shown and may need to be Increased for certain hand. ling and/or creation stmt . This truss la not to be fabricated with floe retaudant bated lumber unless otherwise shown. For additional tnfarmation on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ali bracing and eraUon recommendations ate to be followed in accordance with -Handling Irestaging A Sracfttg-. HIB-91. Trusses are to be handled with particutar an during banding and bundling deWery and Installation to avoid damage. Tanpocary and pennaneW bracing for holding tnrsses in a straight and plumb pos- nlao and for ralaUng lateral force shall be designed and Installed by others. Cueful hand. Unit is essential and erection brscing is ahaaya required. Normal precautionary action far trusses require such temporary bracing during lnstaflaft between tlluses to avoid loppk and dominomg. The °upervtslon of erection d truss- -hall be undo the eontrol of persons experienced ice3hogM�professionprofessionalnal advice besureeded. Concentration of constmetlonn loads grater than the design lads shall not be applied to trusses at any tbae No bads other than the weight of the erectma shall be applied to truss- until after all fastening and bracing b connpleted. JB: BAYBURY C 4 AC: 10# UPLIFT D.L TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 398# Support 2 430# MAX LIVE LOAD DEFLECTION: L/999 L--0.02" Des-0.02" T=-0.05" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: To 0.00" RMB a 1.15 3-74 0-4-1 1 1 BRC4 WE: Analysis based tin Simplified Analog Model. MULTIPLE LOADS -- This design is the All composite PRESSIONChordsare assumed result r multiple ladto be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V- 125mph, H. 22.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L- 40.0 ft W= 7.0 ft Truss in 31TP zone, TCDL_ 4.2 psf, BCDL= 6.0 psf Itrpact Resistant Covering and/or Glazing Req TC... FORCE.:.CSI ..BC ... FORCE...CSI 1= 2 -448 6.19 6- 5 399 0.13 2- 3 -448 0.18 5- 4 -1 0.09 CANT: 2-0-0 5 EXCEPT AS SHOWN PLATES ARE TL20)CA TESTED PER ANSI/TPI 1-1995 FMaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Derign: Manic Andyris JO TI: JA __ == a:=Joint Locations=====__________ 1) 0- 7-12 3) 7- 0- 0 5) 2- 1-12 2) 2- 1-12 4) 7- 0- 0 6) 0- 7-1:t ---- MAX. REACTIONS PER BEARING LOCATION---�- X-Lroc Vert Horiz Uplift Y-Loc Type 6-10-12 98 -430 -140 TOP PIN 2- 1-12 369 398 -398 BOT PIN 6-10-12 45 0 0 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 398# Support 2 140# Attach with (2) lOd To T. 3-3-1 Attach with (1) 10d Toe -Nails 7-0-0 1 99# 2.50" 7-0-0 40 50" Over 3 Supports C/L: 6-10-12 MMKN1114b: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: which la ohowri on this drawing b not erection bracing wind bmcing, portal bracing or similar bracing part of the building design and which must be consioemd by the building designer. pracrog shown s for lateral support of truss members onH to reduce buckling length. Provisions must be made to emchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the mcraB structure may be required. (See HIB-9I of Tpil. rrrvss Plate lmulule. TPI, is located at 583 D'Onotrlo Drive. Madison, Wisconsin 53719). JOB PATH: C.ITEE.LOA'VOB51IZ5.11P/IIBBRC4 TOTAL Eng. Job: Divg: Dsgnr: TLY TC Live TC Dead BC Live BC Dead 10.0 psf 33.0 Dsf Cldt: 16.0 psf 7.0 psf 0.0 psr scale = 0.5829 Truss ID: JA Date: 6-27-02 DurFac - Lbr: 1.25 DurFac - Pit: E25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages ns o 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 Infonnatlon as It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabnea- 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 Ineorporaled as part of the building design by o Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local climatic records for wind or snow 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 botlom) arc continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced latently by a property applied rtgld ceiling. they should be braced at a ma<unum spacing of 10-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped graham-d steel meeting ASTM A 653. Crade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to reallze a continuing responsibility for such verl- fication. Any discrepancies are to be put in writing before culling 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 faces of the truss with awns fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6.xS 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 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 str cs, This truss is no to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Wonnatlon on Ouabty Control refer to ANSI/7PI 1.1995 PRECAUTIONARY NOTES AB bracing and erection recommendations are to be followed in accordance with *Handling lnslalling ® Bmcblg'. 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- Ilfon and for resisting lateral force shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal pme uuonary action for trvssm requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of I— shall be under the control of persons experienced in the btstallation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. JB: BAYBURY FLOOR AC: ***** CUTTING ONLY **** TOP CHORDS: 4x2 SP #2 BOT CHORDS: 4x2 SP #2 WEBS: 4x2 SP #3 2-4x2 SP #3 GABLE STUD: 4x2 SP #3 WU:13BRAF WE: •*•• Truss NOT designed for Wind Loads. *•*• All COMPRESSION Chords are assured to be continuously braced unless noted otherwise. 1,2 *** CUT TOP CHORD OVER INTERIOR SUPPORT *** This truss *NOT* designed for wind load[ TI: F t QTY:1 == =__===-===Joint Locations===========---- 1)0- 0- 0 19) 21- 5-12 37) 21- Y--12 2) 1- 0- 4 20) 22- 9- 4 38) 20- 1-12 3) 1- 5-12 21) 24- 1-12 39) 18- 9-12 4) 2- 9-12 22) 25- 5-12 40) 17- 5-12 5) 4- 1-12 23) 26- 2- 0 41) 16- 1-12 6) 5- 5-12 24) 27- 1- 8 42) 14- 8- 9 7) 6- 9-12 25) 27- 9- 0 43) 13- 5-12 8) 8- 1-12 26) 27- 9- 0 44) 12- 1-12 9) 9- 5-12 27) 29- 5-12 45) 10- 9-12 10) 10- 9-12 28) 29- 9- 4 46) 9- 5-12 11) 12- 1-13 29) 29- 9- 4 47) 8- 1-12 12) 13- 5-12 30) 29- 5-12 48) 6- 9-12 13) 14- 9-12 31) 27- 9- 0 49) 5- 5-12 14) 16- 1-12 32) 27- 9- 0 50) 4- 1-12 15) 17- 5-12 33) 26- 2- 0 51) 2- 9-12 16) 18- 9-12 34) 25- 5-12 52) 1- 5-12 17) 19- 9- 4 35) 24- 1-12 53) 1- 0- 4 18) 20- 1-12 36) 22- 9- 4 54) 0- 0- 0 '1 2 3 4 S G 7 8 9 10 11 12 13 14 15 16 17 18 0 20 21 22 23 24526 22 1.5X3 X4 2X4 N =1.5X3 1.SX3 1.5X3 -3X 3X4 1.5X31.SX31.5X31.SX31.5X31.SX31 5X31y-3 1.5X3 1.5X31.SX31.5X3 1.5X3 2X4 1.5X31 SX31.X3X45 2X4 1 52X4 1-4-0J -E=F —d— � 1-4-0 2X4 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 LSX3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 2X4 1.5X3 �- 1.5X3 3X81.5X3 1.5X3 LSX3 W=3X6 2X4 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 N=1.5X3 29-9-4 54 5352 51 50 49 48 47 46 45 44 01! 8.00" 43 42 41 40 39 A37 36 1 3433 3231 iQ 29-94 ON 8.00" EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSUTPI 1-1995 Cont. Support [Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE (:0050068 Design: Mdfrit Analysis WAKNINU: READ All NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not election bracing, wind bracing, portal bracing or sim8ar 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 detemnined by the building designer. Additional bracing of the overall structure may be required (See HIB-91 of TPI). rrrtw Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). !08 PATH: C:ITEE-LOKUOBSIBBRIF Studs ® 14-0 O.C. Eng. Job: Dwg: Dsgur: TLY Clap: TC Live 40.0 psf TIC Dead 10.0 psi BC Live 0.0 psf BC Dead 5.0 psf TOTAL 55.0 Dsf CANT: 1-10-12 scale = 0.2251 WO: BBRAF Truss ID: F1 Date: 4-08-02 DurFac - Lbr: 1.00 DurFac - Pit: 1.00 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: V:01.25.02- 10864- 2 HCS: 12.19.01 DESIGN INFORMATION This design Is for an Individual building component and has been based on information provided by the client The designer disclaims any responslbi ty for damages as a result of faulty or Incorrect Information, specNaUom and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabria- tion, handling. shipment and Installation of to . 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 s cluLeel or professional engtnmrl. when reviewed for approval by the building designer, the design loading, shown must be checked to be sure that the data shown are in agrem eent with the local building codes. local clbnatk records for wind or snow loads, project specifications or special applied loads. Unless shown, thus has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are conunu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of IO'-0- o.c. Connector plates shall be manufactured from 20 gauge hot dipped gAvanbed 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 b In conformance with the fabnatoes plans and to realtre a continuing responsibibty, for such ven- Bcation. Any discrepancies are to be put in writing before cutting or fabrication. Plata shall not be Installed over knotholn. 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 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 b 6' wide x 8- long. slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid a the webs unless otherwise shown. Connector plate sizes are minimum at= based on the fomo shown and may need to be Increased for certain hand- hng and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AB bmcing and erection recommendations we to be followed In accordance with -Handling Installing @ Bracing'. HIB-91. Tnuses are to be handled with particular are during banding and bundling delivery and Installation to avoid damage Temporary and permanent bracing for holding trusses In a straight and plumb poa- Man and for resisting lateral form shall be designed and installed by others. Careful hand. Unit is essential and erection bra" Is always required. Normal precautionary action for trusses requires such temporary bracbng during Installation between trusses to avoid toppling and dorninoing. The supenlslon of erection of trusses; shall be under the antral of persons experienced In the installation of trusses. Professtoral advke stall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to tmssm 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. J13: BAYBURY FLOOR AC: TOP CHORDS: 4x2 SP #2 BOT CHORDS: 4x2 SP #2 WEBS: 4x2 SP #3 2-4x2 SP #3 1,22 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: L/999 L=-0.14" Der-0.05" T=-0.19" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.06" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.05" RMB = 1.15 30.00" typ. WO: BBRAF WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. *** COT TOP CHORD OVER INTERIOR SUPPORT *** This truss *NOT* designed for wind load! ..TC... FORCE ... CSI 1- 2 0 0.30 2- 3 -1629 0.34 3- 4 -1629 0.24 4- 5 -2062 0.37 5- 6 -2047 0.47 6- 7 -2047 0.50 7- 8 24 0.24 8- 9 24 0.29 10-11 24 0.31 11-12 -1989 0.37 12-13 --1989 0.44 13-14 -1989 0.53 14-15 -1989 0.54 15-16 875 0.38 16-17 875 0.50 17-18 875 0.50 ..BC...FORCE...CSI 31-30 1390 0.39 30-29 2062 0.53 29-28 2047 0.77 28-27 2047 0.77 27-26 1323 0.51 26-25 -24 0.14 25-24 24 0.11 24-23 1286 0.40 23-22 1989 0.73 22-21 1989 0.73 21-20 1233 0.47 20-19 0 0.10 ' TI: F 11 QTY:9 _ __ ___- =Joint Locations=============== =1) 0- 0- 0 12) 19- 1- 4 23) 19- It 4 2) 2- 9- 0 13) 21- 2- 8 24) 13-11-12 3) 3- 6-12 14) 22- 8- 4 25) 14- 5- 0 4) 5- 3-12 15) 25- 1- 8 26) 13- 9-12 5) 7- 2- 3 16) 27- 1- 0 27) 8-11- 9 6) 8-11- 9 17) 27- 9- 0 28) 7- 2- 3 7) 11- 3- 0 18) 29- 9- 4 29) 5- 3-12 8) 11-11- 0 19) 29- 9- 4 30) 3- 6-12 9) 13- 9-12 20) 27- 9- 0 31) 0- 0- 0 10) 13-11-12 21) 22- 8- 4 11) 16- 6- 8 22) 21- 2- 8 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -100 0- 0- 0 -100 29- 9- 4 BC Vert L+D -10 0- 0- 0 -10 29- 9- 4 Concentrated LBS Location TC Vert L+D -435 29- 9- 4 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1- 2 760 0 0 BUT PIN 13-10-12 1530 0 0 BOT H-ROLL 27- 6- 8 1491 0 0 BOT H-ROLL 1 435# v a 6 7 8 9 10 It 12 13 14 15 16 17 1 - 8-0-14 21-11-6 1-744 --� �-- 1-4-4 1.5X3 W=3X6 1.5X3 2X4 3X6 3X4 3X4 1.5X3 3X6 2X4 1.5X3 3X6 1.5X3 3X4 1.5X3 3X8 W=3X6 3X4 14-0 -- - 4 -� 1-4-0 3X6 3X6 3X4 1.5X3 3X4 3X6 3X6 1.5X3 3X4 -� W=3X6 1.SX3 ® 3X66 3X10 n fl 1-1 29-9-4 31 30 29 28 27 2Q9 23 22 21 20 1 761# 2.25" 1531# 3.50" 1492# 8.00" CANT: 1-10.12 13-10-12 �ia i° 13-11-12 I 29-9-4 EXCEPT AS 11OWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 Over 3 Supports Ae = 0.2251 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE A0050068 1890 GREFNBROOK Cr.0aaEDO.►L32766 Daign: Afabir Analysis rrAKNINU: 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 budding design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of tire overall structure may be required. (See HIB-91 of TPI). rrruss Plate Insulute. TPI, Is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). Eng. Job: Dwg: Dsgar: TLY Chk: TC live 40.0 psf TC Dead 10.0 psf BC Live 0.0 psi BC Dead 5.0 psr TOTAL 55.0 Psr Truss ID: F11 Date: 2-25-02 DurFac - Lbr: 1.00 DurFac - PII: 1.00 O-C. Spacing: 24.0" Design Criteria: TPI Code Desc: JOB PATH: C.'ITEE-LOKUOBSIBBRV HCS: 12.19.01 DESIGN INFORMATION This design Is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsibWty, for damages as a result of faulty or incorrect infar zAlon, specM ations and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Wormatlon as It may relate to a spe- cllle project and accepts no responslbWty 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/7P1 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional enginced. When reviewed for approval by the building deslgner, 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 Inds. The design assumes canpressbn chords (lop or bottom) are continu- ously braced by sheathing unless otherwisespecified.speced. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceWng. they should be braced at a maxlmum spacing of 10'-0- 0-Connector Plates shall be manufactured from 20 gauge hot dipped galvanized steel mccUng 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 fabricalors plans and to realize a continuing responsibility for such vent. fication. Any discrepancies are to be put in wriUng 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 faces of the truss with rolls fully Imbedded and shag be sym. about the joint unless, otherwise shown. A 5x4 plate is 5- wide x 4- long. A rub plate is G wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the cenlrold of the webs unless otherwise shown. Connector plate sires are mtnanum slrn based on the forces shwa and may need to be increased for certain hand. ling and/or, emctlor, strwes. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For addworul tnformation on Auabty Control refer to ANSI/M 1.1995 PRECAUTIONARY NOTES bracing and erection recamnendatiors are to be followed in accordance with -Handling Installing d Bracing'. HIB-91. Trusses are to be handled with particular eve during banding d bundling, delivery and Irtsta8ation to avoid ge. Temporary and pemnanrnl bracing or holding trusses in a straight and plumb pas - Lion and for resisting lateral forces shag be eslgned and Installed by others. Careful hand. Is essential and erection bracing is always ul-d. Normal precautionary action for requires such temporary bracing during tallatbn between trusses to avoid toppling dominotng. The supervision of erection of shall be under the control of persons xperienced in the Installation of trusses. esslorul advice shall be sought If needed. oncentration of construction Inds grater n the design bads shall not be applied to at any thne. No loads other than the light of the erectors shall be applied to sses until after all fastening and bracing completed. WO: BBRAF WE: •***+ CUTTING ONLY TOP CHORDS: 4x2 SP *+** #2 **** Truss NOT designed for Wind Loads. *+:* BOT CHORDS: 4x2 SP WEBS: 2-4x2 SP #2 #3 All COMPRESSION Chords are assumed to be 3-4x2 SP #3 12 continuously braced unless noted otherwise. GABLE STUD: 4x2 SP #3 +•+ CUT TOP CHORD OVER INTERIOR SUPPORT *+* This truss *NOT* designed for wind load! 1 II TI: F2 QTY:1 ===Joint Locations===========-=== 1) 0- Oc 0 15) 14- 7- 4 29) 12- 2e 4 2) 1- 3- 4 16) 15- 6- 4 30) 10- 7- 4 3) 2- 7- 4 17) 15-11-12 31) 9- 3- 4 4) 4- 2- 4 18) 17- 3- 4 32) 7-11- 4 5) 3-11- 4 19) 18- 7- 4 33) 7- 6- 4 6) 5- 3- 4 20) 19- 9- 4 34) 6- 7- 4 7) 6- 7- 4 21) 19- 9- 4 35) 5- 3- 4 8) 7- 6- 4 22) 18- 7- 4 36) 4- 2- 4 9) 7-11- 4 23) 17- 3- 4 37) 3- 9- 4 10) 9- 3- 4 24) 15-11- 4 38) 2- 7- 4 11) 10- 7- 4 25) 15- 6- 4 39) 1- 3- 4 12) 12- 2- 4 26) 14- 7- 4 40) 0- 0- 0 13) 11-11- 4 27) 13- 3- 4 14) 13- 3- 4 28) 11-11- 4 2X4 1.5X3 1.5X3 2X4 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 LSX3 2X4 W=3X4 N=1.5X3 2X4 4X6 2X4 19-9-4 40 ON 8.00" 39 A37 36 35 34 33 32 31 30 2EB 27 26 25 24 23 22 21 19-94 0// 8.001, EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSI/TPl 1-1995 Cont. Support ■ [1!4!aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Morris Atudysis VVAKMIN4: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is no erection bracing, wind bracing portal bracing or similar bracing which is a part of the budding design and which must be considered by the building des(gicr. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor literal bracing at ends and specNed locations determined by the building designer. Additional bracing of the overall structure may be required. (See HID-91 of TPI). ffrLV Plate Institute. TPI, is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719). JOB PA771: C:I7EE-LOKVOBSIBBRAF. Studs ® 14-0 o.c Eng. Job: Dwg: Dsgnr: TLY Chk; TIC Live 40.0 psf TC Dead 10.0 psf BC Live 0.0 psf BC Dead 5.0 psf TOTAL 55. 1-4-0 J— scale = 0.3389 Truss ID: F2 Date: 1-03-02 aa,r u%- - LUI. I.UU DurFac - Pit: 1.00 O.C. Spacing: 24.0" Design Criteria: TPJ Code Desc: V:12.03,01- 10675- ; HCS. 11.28.01 DESIGN INFORMATION 71nla design Is for an Individual building component and has been based on tnformation provided by the client. The dwigrter 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 taormallon as it may relate to a spe- cMc project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and installation of vases. This Inns has been designed as an Individual building has In accordance with ANSI/TPI 1.1995 and NDS-97 to be t neorpomted as part of the building design by a Building Designer (registered architect or professlonal engmeed. When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes, local climatic records for wind or snow bads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) arc conllnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a property applied rigid telling, 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 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 rcaltze a continuing reaponsibillty, for such ver- 1lcation. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shag be cut for tigln Illung wood to wood bearing. Con- nector plates shag be located on both faces of the truss with nags fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5- wide x 4- long. A 6x8 pble Is 6' wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shag meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sties based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on QuaUty Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and election recommendations are to be followed In accordance with'Handling Installing @ Braetrie. MB-91. Trusses are to be handled with particular can during banding and bundling, delivery and tmtallauon to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Itiun and for resisWng lateral form shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal preautlonary action for louses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shag be sought If needed. Concentration of construction loads greater than the design lads shag not be applied to trusses at any lime No bads other than the welghl of the erectors shag be applied to tosses until after all fastening and bracing is completed. Jt$: bAYbURY FLOOR AC: TOP CHORDS: 4x2 SP #2 4x2 SP #2 D 1 BOT CHORDS: 4x2 SP #2 4x2 SP #1 D 2 WEBS: 4x2 SP #3 2-4x2 SP #3 1,13 MAX LIVE LOAD DEFLECTION: L/599 at JOINT #14 L=-0.37" D=-0.14" T=-0.51" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.08" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.06" RMB - 1.00 3typ- t}�p. 1;1 2X4 dvR scv2 rr -JAY JAO WO: BBRAF WE: 2x6 continuous strongback. Attach to each truss with 3-10d nails. Splice stiffback on truss vertical. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise This truss *NOT* designed for wind loadl .TC... FORCE ... CSI 1- 2 0 0.33 2- 3 -3495 0.48 3- 4 -3495 0.46 4- 5 -4311 0.98 5- 6 -4311 0.70 6- 7 -3466 0.64 7- 8 -3466 0.42 8- 9 -3466 0.57 9-10 0 0.39 ..BC...FORCE ... CSI 17-16 2114 0.60 16-15 2114 0.49 15-14 4229 0.93 14-13 4311 0.95 13-12 4311 0.95 12-11 2107 0.50 TI: F21 QTY:7 __ -===.joint Locations=====-========= 1) 0- 0- 0 7) 14- 5- 8 13) 11-11-12 2) 2- 9- 0 8) 16- 0- 0 14) 10- 3- 9• 3) 5- 3-12 9) 17- 0- 4 15) 5- 3-12 4) 7-10- 8 10) 19- 9- 4 16) 3- 9- 4 5) 10- 3- 9 11) 19- 9- 4 17) 0- 0- 0 6) 11-11-12 12) 14- 5- 8 ---- MAX . REACTIONS PER BEARING LOCATION----- X-Lot Vert Horiz Uplift Y-Loc Type 0- 3- 6 1087 0 0 BOT PIN 19- 5-14 1087 0 0 BOT H-ROLL 3X4 1.5X3 3X8 1.7 16 15 - - 1087# 6.75" 14 13 19-9-4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSIITPI 1-1995 LMaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407)321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 11190 GREENOROOK Cr.OVIEDO.FL32766 Design: Mmris Analysis VVIAM U: 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 bmchig or slmgar bmchng 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. Prrnlsians must be made to anchor lateral bracing at ends and specified locations de kiln by the building deslt AddlUonal bracing of the overall structure may be required. (See tgB-91 o(7Pp. fDvas plate Institute, TPI, Is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719). Eng. Job: Dwg: Dsgur: TLY Chk: TC Live 40.0 psr TC Dead 10.0 psf BC Live 0.0 Psf BC Dead 5.0 psf TOTAL 55.0 nsf 1-4-0 4X8 P9 11l 1087# 6.75" scale = 0.3389 Truss ID: F21 Date: 2-04-02 DurFac - Lbr-. 1.00 DurFac - Pit: 1.00 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: JOB PATH: CITEE-LOKUOBSIBBRAF 11CS: 12.19.01 DESIGN INFORMATION This design 13 for an individual building component and has been based on Information provided by the client- The designer disclaim any responsibility for damages as a result of faulty or Incorrect Information. specifications and/or designs furnished to the truss designer by the client and the coreclness or accuracy of this Information as It may relate to a spe- e fle protect and accepts no responsibility or exerclses no control with regard to fabrica- tion• handling. shipment and installation of Inures. This truss has been designed as an mdlvldual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the budding design by a Building Designer (registered architect or professional engineer]. When reviewed for approval by the building designer• the design loadings shown must be checked to be sure that the data shown are In agreement with the toed building codes• local cUmauc records for wind or snow, loads. pmject specifications or special applied loads. Unless shown, truss has notbeen designed for storage or occupancy Inds. The design assumes compression chords (top or bottom) an continu- ously braced by sheathing unless otherwise specified. When bottom chords in tension are not fully braced laterally by a properly applied rigid ceding• 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. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing V in conformance with the fabricator's p6vu and to eahre a continuing responsibWty for such vcn- fication. Any dlscrepancl= are to be put in writing before cutting or fabrication. Plates shad not be Installed ever knotholes. knots or distorted grain. Members shad be cut for Light filling wood to wood bearing. Con- nector plalrs shad be located on both faces of the truss with nabs fully imbedded and shaU 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 shad meet at the centrold of the webs unless otherwise shown. Connector plate sties 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 the retardant treated lumber unless othervnse sham. For additional Inforrnation on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations an 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 pernanenl bracing for holding trusses in a straight and plumb pos- llion and for misting lateral forces shad be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for busses requires such temporary bracing during Installation between trusses to avoid toppling and domtnoing. The supervision of erection of I.— shad be under the control of persons experienced In the installation of muses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design bads shad not be applied to trusses at any time. No loads other than the welght of the erectors shad be applied to trusses until after all fastening and bracing Is completed. Jb: bAYBURY FLOOR AC: TOP CHORDS: 4x2 SP #2 4x2 SP #1 D 1 BOT CHORDS: 4x2 SP #2 4x2 SP #1 D 2 WEBS: 4x2 SP #3 2-4x2 SP #3 1 3-4x2 SP #3 13 MAX LIVE LOAD DEFLECTION: L/672 at JOINT #14 L=-0.33" D=-0.12" T--0.45" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.07" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.05" RMB - 1.00 WO: BBRAF WE: ®2x6 continuous strongback. Attach to each truss with 3-10d nails. Splice stiffback on truss vertical. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This truss *NOT* designed for wind loadl .TC... FORCE ... CSI 1- 2 0 0.28 2- 3 -3337 0.40 3- 4 -3337 0.41 4- 5 -3979 0.90 5- 6 -3979 0.62 6- 7 -3221 0.61 7- 8 -3221 0.37 8- 9 -3221 0.64 9-10 44 0.49 30.00" t}•p. 2 3 4 2X4 4X8 1.5X3 3X4 1-4-0 4X8 Q "17 1051# 6.75" W=3X4 3X8 ..BC...FORCE ... CSI 17-16 2035 0.58 16-15 2035 0.49 15-14 3997 0.91 14-13 3979 0.98 13-12 3979 0.98 12-11 1920 0.46 TI: F23 QTY:3 =__==__ -===Joint Locations=====_=_======= 1) 0- 0- 0 7) 13-11-12 13) 11-11-e12 2) 2- 9- 0 8) 15-11- 0 14) 10- 5- 4• 3) 5- 3-12 9) 16- 6- 8 15) 5- 3-12 4) 7-10- 8 10) 19- 6- 8 16) 3- 6- 8 5) 10- 5- 4 11) 19- 6- 8 17) 0- 0- 0 6) 11-11-12 12) 13-11-12 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 3- 6 1050 0 0 BOT PIN 19- 0- 4 1099 0 0 BOT H-ROLL 11-2-8 — 1-5-0 1.5X3 3X4 1.5X3 W=3X48 3X4 1.5X3 B 14 �3 19-6-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 �Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1690 OREENBROOK Cr.0VIED0.F1_32766 Design: Mdrrit Analysis WAKRINU: 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 widch Is a pan of the building design and which must be considered by the building designer. Bracing shown is fur 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 requited. (See 11I8-91 of TPI) [Truss Plate Institute, TPI. 13 located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). JOB PATH: C:ITEE-LOKUOBSIBBBAF 3X8 12 Eng. Job: Dwg: Dsgitr: TLY Clik: TIC Live 40.0 psf TIC Dead 10.0 psf BC Live 0.0 psf BC Dead 5.0 psf TOTAL 55.0 usf 1.5X3 4X6® 1-4-0 4X10 1100N 33.f50'CANT: 04-8 . I scale = 0.3429 WO: BBRA Truss ID: F23 Date: 1-03-02 DurFac - Lbr: 1.00 DurFac - Pit: 1.00 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: VA 2.03.01- 10677- 4 HCS: 11.28.01 DESIGN INFORMATION 7fis design is for an individual build" component and has been based on Information Provided by the client. The designer disclaims any responsibility for damages as a result or faulty or trncorrect Information. sped fications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this tnfonnation as It may relate to a spe- eflk project and accepts no responsibility or amreses no control with regard to fabrica- tion. handling, shipment and installation of trusses. This truss has been designed as an individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer!. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown. tress has not been designed for storage or occupancy Inds. The design assumes eompressfon chords (top or bottom) are conitnu. ousy braced by sheathing unless otherwise uPmMed. Where bottom chords in tension am not fully braced laterally by a properly applied ripd cedI ng, they should be braced at a iiracanurn sparing of I0'-0- o.e Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shag review this drawing to verify that this drawing in In conformance with the fatuicatoes plans and to realize a continuing responsibility for such vert. fhation. Any discrepancies are to be put In wilting before cutting 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 truss with nags fully mrbedded and shag be sym. about the Joint unlw otherwise shown. A 5x4 plate is 5" wife x 4- long. A Bc8 plate is 6' wide x it long. slots (holes) run parallel to the plate length specified. Double cuts on web members shag meet at the centrotd of the webs unless otherwise shown. Connector plate sties arc mlnlmura sins based on the fonts shown and may need to be Increased for certain hand. Ifng and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional bafor iction on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In aceonlance with "Handling Installing @ Bmctng', HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and pemranent bracing for holding trusses In a straight and plumb pos- iuon and for resisting Lateral forces shall be designed and installed by others. Careful hand. Iing Is essential and erection bracing is always required. Normal Precautionary action for trusses requires such temporary brit" during Installallon between trusses to avoid toppling and domtnotng. The supervision of erection of trusses 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 stall not be applied to lrusaes at any time. No loads other than the welght of the erectors shall be applied to trusses until after all fastening and bracing is completed. JO: DAyt3UKY hLUUK AC: TOP CHORDS: 4x2 SP #2 D 4x2 SP #1 D 1 HOT CHORDS: 4x2 SP #2 WEBS: 4x2 SP #3 2-4x2 SP #3 1,28 MAX LIVE LOAD DEFLECTION: L/522 at JOINT #33 L=-0.45" D=-0.17" T=-0.61" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.15" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.11" RMB = 1.00 WO: BBRAF WE: ® This truss *NOT* designed for wind load! -TC ... FORCE ...CSI 1- 2 -1919 0.15 2- 3 -1919 0.12 3- 4 -4540 0.31 4- 5 -4540 0.32 5- 6 -5610 0.55 6- 7 -5610 0.56 7- 8 -5877 0.93 8- 9 -5877 0.66 9-10 -5877 0.94 10-11 -4135 0.59 11-12 -4135 0.50 12-13 71 0.32 14-15 71 0.33 15-16 -1982 0.36 16-17 -1982 0.31 17-18 -1982 0.53 18-19 -1954 0.75 19-20 -1954 0.89 20-21 879 0.52 21-22 879 0.52 30.0011 typ. ..BC ... FORCE...CSI 38-37 0 0.02 37-36 3419 0.86 36-35 5610 0.68 35-34 5610 0.71 34-33 5818 0.74 33-32 5277 0.67 32-31 2346 0.32 31-30 2346 0.68 30-29 -71 0.00 29-28 1270 0.41 28-27 1270 0.45 27-26 1954 0.94 26-25 1954 0.94 25-24 1225 0.58 24-23 0 0.10 TI: F3 QTY:2 = _ _= _ ____-==-Joint L== _=_ ocations======1)0- 0- 0 14) 19-11-12 27) 25- 1- 4 2) 1- 8- 4 15) 22- 6- 8 28) 23- 9- 4 3) 3- 2- 0 16) 24- 5- 4 29) 19-3.1-12 4) 4- 4-14 17) 25- 1- 4 30) 19- 9-12 5) 5- 8- 8 18) 26-10-12 31) 16- 0- 0 6) 6- 2- 0 19) 29- 0- 4 32) 14- 8- 4 7) 7- 0- 0 20) 31- 1- 8 33) 9- 6-12 8) 9- 6-12 21) 33- 9- 0 34) 6- 2- 0 9) 10- 2-12 22) 35- 9- 4 35) 5- 8- 8 10) 12- 1- 8 23) 35- 9- 4 36) 4- 4-14 11) 14- 8- 4 24) 33- 9- 0 37) 1- 8- 4 12) 17- 3- 0 25) 29- 0- 4 38) 0- 0- 0 13) 19- 9-12 26) 26-10-12 ------------ TOTAL DESIGN LOADS ----- Uniform PLF From PLFTo--- TC Vert L+D -100 0- 0- 0 -100 35- 9- 4 BC Vert L+D -10 0- 0- 0 -10 35- 9- 4 Concentrated LES Location TC Vert L+D -435 35- 9- 4 BC Vert L+D -590 5-11- 4 ----MAX. REACTIONS PER HEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 3- 6 1511 0 0 BOT PIN 19-10-12 1961 0 0 BOT H-ROLL 33- 6- 8 1491 0 0 BOT H-ROLL 435# �■ .3 a a 7 8 9 10 11 12 13'14 15 1617 18 19 20 21 22 - 5-114 II 27-11-8 I 04 -0 -� �- 2-0-0 14-0 1.5X3 1.5X3 1.5X3 W=3X6 1.5X3 1.5X3 14-0 5X8 4X6 4X6 3X4 1.5X3 3X6 1.5X3 4X10 1.5X3 3X6 W=3X6 3X4 1.5X3 3X8 3X4 3X4 5X10 6X8 6X8 6X8 W =3X6 3X6 3X6 1.5X3 3X4 3X4 3X6 GX12 4X6 W=3X6 1.5X3 ®® 3X10 1.9 I9 35-9-4 38 37 36 35 34 33 32 31 30 29 28 27 1511N 6.75" 26 251961f/ 3.50" 24 2 1492# 8.00" CANT: 1-10-12 19-10-12 13-11-12 590!! 35-9-4 EXCEPT AS HOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 Over 3 Supports Sc e = 0-1R73 Imaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Matrix Analysis YUAKNING: 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 pail 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 HIB-91 of Tpl). flruss Plate Institute, M. in located at 583 D'Onofrio Drive, Madison. Wisconsin 53719). JOB PATH: C.IT££-LOKVOBSIBBRAF Job: Dwg: Dsgnr: TLY Chk: TC Live 40.0 psi TC Dead 10.0 psf BC Live 0.0 psf BC Dead 5.0 psf TOTAL 55.0 usf Truss ID: F3 Date: 3-14-02 DurFac - Li r: 1.00 DurFac - Pit: 1.00 O.C. Spacing: 24.011 Design Criteria: TPI Code Desc: IICSS. 12.19.01 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe. cllk project and accepts no responsibility or erreroises no control with regard to fabrica. uon. handling. shipment and tnstallation of tm-=. 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 Iregitlered architect or profeselonal englncerl. when reviewed for approval by the building designer. the design loadings shown most be checked to be sure that the data shown ate in ageemcnt with the kcal building codes. local eWnatic records for wind or snow Inds. project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assume amrpresslon chords (top or bottom) are conl[nu- ously braced by sheathing unless otherwise specified. Where bottom words in tension are not fully braced Laterally by a property appled rigid ce81ng. 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. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall mlew this drawl" to vertfy that this drawing is In CO Orrance with the fabrimtor's plus and to mall, e a contlnumg msponslbWty for such vert- Rcatbn. Any discrepancies ore to be put in writing before cuumg or fabrication. Plates shall not be Installed Over knotholes. knots or distorted gram. Members shall be cut for tight BUmg wood to wood bearing. Con- nector plates shall be located on both faces of the tr n 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. Skins (holes) run parallel to the plate length speeif ed. Double tuts on web members shall meet at the centrokf of the webs unless otherwise shown. Connector plate sizes ere minimum sizes based on the forces shown and may need to be mereased 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 Infornatfon on guallty Control refer to ANSIfM 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -Handling InsuaBmg & Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bonding. delivery and bstaMtion to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Ilion and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is "ways required. Normal precautionary actfon for uusses rcquuo such temporary bracing durtag Installation between trusses to avoid toppUng and dominohV, The supervision of erection of 'susses stall be under the control of persons xperlenced in the butatbUon of trusses. 'rofesslonai advice shall be sought if needed. :oncentration of construction loads greater han the design loads shall not be applied to ruses at any thee. No Inds other than the Might Of the erectors shall be applied to ruses until after all fastening and bracing a completed. JD. DM I DUK Y rLUUN Al;: TOP CHORDS: 4x2 SP #2 BOT CHORDS: 4x2 SP #1 D 4x2 SP #2 D 2 4x2 SP #2 3 WEBS: 4x2 SP #3 2-4x2 SP #3 1,23 Partial Double Chord to be same size and grade as chord to which it is attached. This truss *NOT* designed for wind load) MAX LIVE LOAD DEFLECTION: L/425 at JOINT #31 L=-0.54" D=-0.20" T=-0.75" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.12" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.09" RMB = 1.15 30.00" typ. Ili WO: BBRAF WE 2x6 continuous strongback. Attach to each truss with 3-10d nails. Splice stiffback on truss vertical. MULTIPLE LOADS -- This design is the composite result of multiple loads. A11 COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. *** CUT TOP CHORD OVER INTERIOR SUPPORT *** This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. ..TC... FORCE ... CSI 1- 2 0 0.19 2- 3 -3762 0.97 3- 4 -3762 0.63 4- 5 -4505 0.66 5- 6 -4505 0.29 6- 7 -4505 0.47 7- 8 -3414 0.54 8- 9 -3414 0.47 9-10 76 0.32 11-12 76 0.33 12-13 -1974 0.37 13-14 -1974 0.31 14-15 -1974 0.52 15-16 -1946 0.74 16-17 -1946 0.89 17-18 879 0.52 18-19 879 0.52 - 6-342 - �- 1-10-8 1-4-0 W=3X6 3X6 6X12 3X6 6X8 3X6 3X4 4X8 F9 1090N 6.75" 6X8 3X6 W =3X6 6X8 N=2X4 19-10-12 -BC ... FORCE. 33-32 2132 32-31 3762 31-30 3762 30-29 4206 29-28 4206 28-27 1982 27-26 -76 26-25 1269 25-24 1269 24-23 1946 23-22 1946 22-21 1223 21-20 0 8 9 10 11 L.5X3 1.5X3 4X8 1.5X3 3X10 W=3X6 3X6 4 X6 28 27 2@5 1860# 3.50" .CSI 0.90 0.73 0.73 0.43 0.99 0.55 0.00 0.33 0.43 0.89 0.89 0.55 0.09 TI: F31 BTY:1 ___======Joint Locations==========ere:=== 1) 0- 0- 0 12) 22- 6- 8 23) 26-1t- 0 2) 2- 9- 0 13) 24- 5- 4 24) 25- 1- 4 3) 5- 3-12 14) 25- 1- 4 25) 20- 8- 8 4) 7- 3-12 15) 26-11- 0 26) 19-11-12 5) 9- 6-12 16) 29- 0- 8 27) 19- 9-12 6) 10- 2-12 17) 31- 1- 8 28) 14- 8- 4 7) 12- 1- 8 18) 33- 9- 0 29) 10- 2-12 8) 14- 8- 4 19) 35- 9- 4 30) 9- 6-12 9) 17- 3- 0 20) 35- 9- 4 31) 7- 3-12 10) 19- 9-12 21) 33- 9- 0 32) 5- 3-12 11) 19-11-12 22) 29- 0- 8 33) 0- 0- 0 ------------ TOTAL DESIGN LOADS ----- Uniform PLF From PLFTo--- TC Vert L+D -100 0- 0- 0 -100 35- 9- 4 BC Vert L+D -10 0- 0- 0 -10 35- 9- 4 Concentrated LBS Location TC Vert L+D -435 35- 9- 4 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 3- 6 1089 0 0 BOT PIN 19-10-12 1859 0 0 BOT H-ROLL 33- 6- 8 1491 0 0 BOT H-ROLL 1314 15 16 17 27-11-12 -,,f� I �- 2-0-0 1.5X3 3X6 W=3X6 3X4 1.5X3 3X8 35-9-4 EXCEPT AS HOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports ■ Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE //0050068 1890 GREENBROOii Cr.0V1ED0.FI.327G6 Design: Mmrh Atud sis n►t►KniMU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown On this dmw7ng is not erection bracing, wind bracing. portal bracing or sMBar 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 deternined by the building designer. Additional bracing of the rnerall structure may be required. (See HIB-91 of TPB. (Truss Plate Institute. TPI, is located at 583 D'Onofrto Drtvc. htadbOn. Wisconsin 53719). JOB PATH: C.ITEE-LOKUOBSIBBRAF 3X6 1.5X3 3X4 13-11-12 1 435# 1-4-0 3X4 3,X4 1.5X3 3X10 M 21 2 1492# 8.00" CANT: 1-10-12 scale = 0.1873 Eq. Job: Dwg: Dsgnr: TLY C)lk: TC Live 40.0 psr TC Dead 10.0 psr BC Live 0.0 psr BC Dead 5.0 psr TOTAL 55.0 Dsr Truss ID: F31 Date: 1-03-02 DurFac - Lbr: 1.00 DurFac - Pit: 1.00 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: IfCS: 11.28.01 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclaim any respunslbibty for dunagm 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 Infomation as It may relate to a ape. enle project and accepts no responsibility or memises no control with regard to fabrica- tion, handWag, shlpment and installation of tresses. This truss has been designed u an individual building component in accordance with ANSI/7PI 1.1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer IregIstered architect or professional I engtnecd. 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 cilmatic records for wind or snow, loads. project specifications; or special applied loads. Unless shown, truss has not been designed for storage or occupancy Inds. The design assumes compression chords (top or bottom) arc conunu- ously braced by sheathing urdess 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 101-0- o.e. Connector plates shall be manufactured front 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricators plans and to realize a continuing resPonsfbWty for such verl- fkation. Any discrepancles arc to be put In rotting before cutting or fabrication. Plates shall not be Installed Over knothol, knots or distorted gain. Members shall be cut for tight ntling wood to wood hearing. 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 tholes) run [=toile] to the plate length specified. Double cuts on web members shall meet at the eentroid of the webs unless otherwise shown. Connector plate sizes are mintmum sties based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated hunber unless otherwise shown. For additional Inforrration on guakty Control mfer to ANSI/TP1 1-1995 PRECAUTIONARY NOTES AB bracing and erection recommendations are to be followed in accordance with 'Handling installing 6 Bracing% HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and Instalation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Itbn and for resisting lateral forces shall be designed and installed by others. Careful hand. ling is essential and erection bracing s always requbtd. Normal Precautionary action for trusses requtres such temporary bracing dun" Installation between trusses to avoid toppling and dominobtg. The supervision of erection of tresses shall be under the control of persons uperfenced in the Installation of tresses. Professional advice shall be sought If needed. Concentration of construction bads greater than the design loads shall not be applied to trusses at any time. No bads other than the weight of the erectors shall be applied to busses until after all fastening and bmctng is eornpleled JO. oM t AUK Y I-LUUM AU: WO: BBRAF WE: ***** CUTTING ONLY TOP CHORDS: 4x2 SP **** #2 **** Truss NOT designed for Wind Loads. BOT CHORDS: 4x2 SP #2 All COMPRESSION Chords are assumed to be WEBS: 2-4x2 SP 4x2 #3 continuously braced unless noted otherwise. SP GABLE STUD: 4x2 SP #3 #3 28,32,33 *** CUT TOP CHORD OVER INTERIOR SUPPORT *** This truss *NOT* designed for wind load) 14 15 16 17 TI: F33 QTY:1 __ ---=Joint Locations=============== 1) =Oa _= 0- 0 23) 26-10- 0 45) 22-10- 0 2) 1- 6- 0 24) 28- 2- 0 46) 21- 6- 0 3) 2-10- 0 25) 28-10- 8 47) 20-10-12 4) 4- 2- 0 26) 29- 6- 0 48) 20- 2- 0 5) 5- 6- 0 27) 30-10- 0 49) 18-10- 0 6) 6-10- 0 28) 32- 2- 0 50) 17- 6- 0 7) 7- 1- 8 29) 33- 9- 0 51) 16- 2- 0 8) 8- 2- 0 30) 33- 6- 0 52) 14-10- 0 9) 9- 6- 0 31) 34-10- 0 53) 13- 6- 0 10) 10- 7-12 32) 35- 9- 4 54) 12- 2- 0 11) 12- 2- 0 33) 35- 9- 4 55) 10-10- 0 12) 13- 6- 0 34) 34-10- 0 56) 9- 6- 0 13) 14-10- 0 35) 33- 6- 0 57) 8- 2- 0 14) 16- 2- 0 36) 33- 9- 0 58) 7- 1- 8 15) 17- 6- 0 37) 32- 2- 0 59) 6-10- 0 16) 18-10- 0 38) 30-10- 0 60) 5- 6- 0 17) 20- 2- 0 39) 29- 6- 0 61) 4-10-12 18) 21- 6- 0 40) 28-10- 8 62) 4- 2- 0 19) 22-10- 0 41) 28- 2- 0 63) 2-10- 0 20) 24- 2- 0 42) 26-10- 0 64) 1- 6- 0 21) 24- 9- 4 43) 25- 6- 0 65) 0- 0- 0 22) 25- 6- 0 44) 24- 2- 0 __ --1 - _ �.nv assc 14-0 1.1.5X3 1.5X3 1.5X3 5X3 W 13X6 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3'SX3 1 5X3 .5X3 3X4 SX 1.5X3 3X4 1.5X3 1.5X3 3X4 1.5X3 1.5X3 1.5X3 1.SX3 1.5X3 1.5X3 W=3X61.5X3 3X4 1.5X3 3X4 3X4 1--L 3X4 1.SX3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 LSX3 1.5X3 1.5X3 W=31M 3X4 1.5X3 1.5X3 1.5X3 1.5X3 W=3Xd.5X3 1.5X3 3X4 1.5X3 1.5X3 1.5X3 1.5X3 LSX3 LSX3 1.5X3 3X8 I. 0# 8.00" 53 484746 45 1- 35-9-4 EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANS1/TP1 1-1995 Cont. Support Imaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Matrix Atiafysis VVAKNING: READ All NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss inemben only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the bulkling designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPII. rrruss Piste Institute, TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). JOB PATH: CATEE-LOKVOBSIBBRAF 37 365 343J OA 8.001, CANT: 1-10-12 Studs ® 1-4-0 o.c Eng. Job: Dtvg: Dsgrtr: TLY Cl1k: TC Live 40.0 psf TC Dead 10.0 psf BC Live 0.0 psi BC Dead 5.0 psf TOTAL 55.0 Dsf scale = 0.1873 BBRA Truss ID: F33 Date: 2-25-02 DurFac - Lbr. 1.00 DurFac - PIt: 1.00 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: V:01.25,02- 4887- U HCS: 12.19.01 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect Information, specifications and/or designs furnished to the truss designer by the ellent and the cormetneas or accuracy of this Information as It may relate to a spe. clne project and accepts no responsibWty, 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/7PI 1.1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional englneerl. when reviewed for approval by the building designer. the design loadings sham must be checked to be sure that the data shown are In agreement with the local building codes• local cllr=Uc records for wind or snow loads. project specifications or special applied Inds. Unless shown• truss has not been designed for storage or occupancy bads. 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 laterouy by a property applied rlgki ceUhng, they should be braced at a maximum spacing of 10'-0' o.e Connector plates shall be manufactured from 20 gauge hot dipped grhanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review d this mwtng to verify that this drawing is In conformance with the fabricator's plans and to matlze a eontlnuing naPonslbWly for such vert- 111=11on. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for light fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with wits fully imbedded and shall be sym. about the Joint unless otherwise shwa. A 5x4 plate is 5' wile x 4- long. A US plate is E wile x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the eentrold of the webs unless otherwise shown. Connector plate sizes are mint mmi 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 floe retardant treated lumber unless otherWse shown. For additional Information on 0uallty Control refer to ANSI/Iln 1-1995 PRECAUTIONARY NOTES AU bracing and erection recommendations are to be followed In accordance with 'Handling Installing @ Bracing% HID-91. Tntssm are to �be handled with particular care during banding mild bundling, delhery and Installation to avoid damage Temporary and permanent bracing for holding trussa straight and plumb pas. Ilion and foes In resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essenttal and erection bracing is always required. Normal precautionary action for Incases requires such temporary bracing during InstaUatlon between Itti55es to avoid toppling and dominobig. The supervision of erection of tnusn shall be under the control of persons mperienced In the tnstaflation of trusses. Pmfesslonnl advice shaU be sought If needed. Concentration of construction loads greater than the design bads shall not be applied to {trusses at any time. No Inds other than the r�eefight of the sectors shall be applied to {rvsses until after all fastening and bracing �I cwnpicted. JO. OATOUKY I-LUUR AU: TOP CHORDS: 4x2 SP #2 BOT CHORDS: 4x2 SP #2 WEBS: 4x2 SP #3 2-4x2 SP #3 4,13 MAX LIVE LOAD DEFLECTION: L/962 at JOINT # 6 L=-0.16" D=-0.06" T--0.22" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.03" RMB . 1.15 1.5X3 4X6 ®1.5X3 1-4-0 -1 4X6 1.5X3 CANT: 3-4-14 30.00" typ. ol WO: BBRAF WE: - NULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced lidless noted otherwise This truss *NOT* designed for wind load! TC...FORCE ... CSI 1- 2 0 0.23 2- 3 513 0.45 3- 4 513 0.45 4- 5 -2212 0.34 5- 6 -2212 0.37 6- 7 -2190 0.59 7- 8 -2190 0.68 8- 9 854 0.38 9-10 854 0.50 10-11 854 0.50 ..BC ... FORCE ... CSI 19-18 51 0.24 18-17 1496 0.39 17-16 1496 0.38 16-15 2190 0.77 15-14 2190 0.77 14-13 1432 0.48 13-12 0 0.09 11-4-2 �-- 2-0-0 TI: F4 QTY:3 -----Joint =====y Joint Locations=========== 1) 0- 0-=0 8) 14- 8-10 15) 10- 3- k 2) 0-10-14 9) 16- 1- 8 16) 8- 8-10 4) 6- 1-14 11) 19- 4- 6 18) 3- 6-16 5) 8- 8-10 12) 19- 4- 6 19) 0- 0- 0 6) 10- 3- 6 13) 17- 4- 2 7) 12- 4-14 14) 12- 4-14 ---- --- -- - -- TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -100 0- 0- 0 -100 19- 4- 6 BC Vert L+D -10 0- 0- 0 -10 19- 4- 6 Concentrated LBS Location TC Vert L+D -435 19- 4- 6 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3- 6-10 1184 0 0 BOT PIN 17- 1-10 1447 0 0 BOT H-ROLL 435# 1 3X10 ••��� sx4 3X10 1.5X3 18 17 1185N 3.50" I� 194-6 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANS1r7'PI 1-1995 [Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Maria Analpiit TV,M MU: READ All NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bmcing, wind bracing, portal bmebng or similar bmeing which is a part of the budding design and which must be considered by the building designer. Bracing shown is for Lateral support of truss members only to reduce buckling length. Prorntslons must be made to anchor lateral bracing at ends and specified locations determined by the bundmg designer. Additional bracing of the merall structure may be required. (See IIIB-9I of TPQ. rr-ss Plate Institute. TPI, is located at Sti3 D'Onofrio Drive, Madison. Wisconsin 53719). JOB PATH: C:ITEE-LOKVOBStBBRAF Qi- 13 121 1447b 8.0011 CANT: 1-10-12 Eng. Job: Dwg: Dsgnr: TLY Clik: TC Live 40.0 psf TC Dead 10.0 psf BC Live 0.0 psf BC Dead 5.0 psf TOTAL 55.0 Dsf scale = 0.3460 Truss ID: F4 Date: 1-03-02 DurFac - Lbr. 1.00 DurFac - Pit: 1.00 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: HCS: 11.28.01 sar-v i uvn i rL%./\JK Mk_: DESIGN INFORMATION This design is for an Individual budding component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- eine 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 budding component In accordance with ANSI/TFI 1.1995 and NDS-97 to be incorporated as par 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 must be checked to be sure that the data shown are In ageement 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 bads. The design assumes "ampresslon chords mop or bottom) are conllnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceding. they should be braced at a maximum spacing of 10'-O' 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 reallre a continuing responsibility for such veri- fication. Any discrepancies arc to be put In wring belore cutting or fabrication. Plato shad not be Installed over 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 nalls Judy Imbedded and shad be sym. about the joint unless otherwise shown A 5x4 plate Is 5' wide x 4' long. A 6x8 plate is 6- wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shad meet at the ttntrold 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 shmvn. For additional Wonmtion on Quality Control refer to ANSI/ TPl 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 �hand bundling• delivery and tr stanaton to avoid damoge Temporary and permanent bracing or holding muses In a straight and plumb pos- �Ition and for resisting lateral form shall be designed and us,lalled by others. Careful hand- ling Is essential and erection bracing is ah aya mcquhcd. Normal precauuan—y action for trusses require such temporary bracing during Installation between trusses to avoid toppling and domhioing. The supervision of erection of trusses shall be under the control of persons, Experienced In the Installation of muses. Nvfessloml advice shall be sought If needed. Concentmtbn of construellon loads greater than the design bads shad not be applied to esHof any time. No bads other than the Igttl of the erectors shad be applied to ruses until after all fastening and bracing completed. TOP CHORDS: 4X2 SP #2 BOT CHORDS: 4x2 SP #2 WEBS: 4x2 SP #3 2-4x2 SP #3 10 MAX LIVE LOAD DEFLECTION: L/813 at JOINT # 9 L=-0.17" D--0.06" T--0.23" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.04" MAX HORIZONTAL LIVE LOAD DEFLECTION: To 0.03" RMB = 1.15 WO: BBRAF WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise This truss *NOT* designed for wind load) .TC...FORCE ... CSI 1- 2 0 0.33 2- 3 -2075 0.40 3- 4 -2075 0.50 4- 5 -2040 0.71 5- 6 -2040 0.91 6- 7 878 0.51 7- 8 878 0.51 --BC ... FORCE ... CSI 14-13 1387 0.45 13-12 2040 0.89 12-11 2040 0.89 11-10 1257 0.53 10- 9 0 0.08 1,4 30.0011 ty'N- �— 16 1- 1 2 3 4 8-0-8 2-0-0 1.5X3 �I.5X3 T I-4-0 I 2 3X6 I ry i 'WA __._ TI: F5 9TYA ____= _ ===Joint Locations=============== 1)06=tic 0 6) 11- 4- 8 11) 9- 1 4 2) 2- 9- 0 7) 14- 0- 0 12) 6-11-12 3) 5- 3-12 8) 16- 0- 4 13) 5- 3-12 4) 6-11-12 9) 16- 0- 4 14) 0- 0- 0 5) 9- 1- 4 10) 14- 6- 0 ------------ TOTAL DESIGN LOADS ----- Uniform PLF From PLFTo--- TC Vert L+D -100 0- 0- 0 -100 16- 0- 4 BC Vert L+D -10 0- 0- 0 -10 16- 0- 4 Concentrated LBS Location TC Vert L+D -435 16- 0- 4 ----MAx. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift y-Loc Type 0- 1-12 760 0 0 BOT PIN 13- 9- 8 1503 0 0 BOT H-ROLL ...... JA4 3X10 1.5X3 I� f I t-A A 114 760# 3.50" 13 1- 16-0-4 EXCEPT AS SIIO%VN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 LtMaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 CREE14BROOK CT.OVIED0.1"t-32766 Design: Morris Andysir VVAM114b: 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 bmemg• wind bracing• portal bracing or similar bracing which is a part of the budding design and which must be consklered by the budding designer. Brcing shown is for lateral support of truss mennbers 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. fSce I11B-91 of TPII. (Truss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wise msbn 53719). JOB PATH: C:17EE-LOKUOBSIBBRAF 1503# 8.001r Eng. Job: Dwg: Dsgnr: TLY Clik: TIC Live 40.0 psf TIC Dead 10.0 psi BC Live 0.0 psr BC Dead 5.0 psf TOTAL 55.0 Dsf 435# T 1-4-0 CANT: 1-10-12 scale = 0.4182 Truss ID: F5 Date: 1-03-02 DurFac - Lbr- 1.00 DurFac - Pit: 1.00 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: HCS: 11.28.01 DESIGN INFORMATION This design is for an Indvidual building component and has been based an Information provided by the c11enL The designer disclaims any responsibility for damages as a result of faulty or incorrect Inforn tton, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy Of this Information as it may relate to a spe- cifle project and accepts no responsibility or exercises no control with regard to fabrtra- llon. handling, shipment and installation of masses. This truss has been destgned - an Individual building component In accordance with ANSI/TPI 1.1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional englneerl. 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 loot building codes. a fol climatic records for wind or snow loads. prOJeel sPecNatiom or special applied loods. Unless shown, thus has not been designed for storage or occupancy Inds. The design --- compression chords (top or bottom) are conunu. ously braced by sheathing unless otherwise sPecilled. Where bottom chords In tembn an not fully braced laterally by a property applied rigid telling, they should be braced at a maximum spacing of IO'-P o.e. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting AMM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review, this drawing to verify that this drawing is in conformance with the fabricators plans and to reailm a continuing responsibility for such veri- fication. Any discrepancies are to be put in wrtmg 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 tearing. Con. nectar plates shall be bated 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) nu, parallel to the plate length specified. Double cuts on web members shall meet ro at the centld of the webs unless otherwise shown. Connector plate sires are minlmum sizes based on the forces shown and may need to be increased for certain hand- Img and/or erects" strrsses. This truss b not to be fabricated with fire retardant trilled lumber unless otherwise shown. For additional Information on Buality Control refer to ANSIrM 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling installing d Bracing". HIB-91. Trusses are to be handled with particular are during banding and bundling, delivery and Installation to amid damage. Temporary and permanent bracing for holding muses In a straight and plumb pos- Illon and for resisting lateral forces shall be designed and installed by others. Careful hand- Bng Is essential and erection bracing b allays required. Normal Preaullonary action for Musses requtrw such temporary bracing during InstalaOon between trusses to avoid toppling Ind dominoing. The supervision of erecton of 'n sses shall be under the control of persons ttperienced in the WtaLLttlon of trusses. 'rofessional advice shall be sought If needed. =oneentration of carat —lion bads grater han the design bads shall not be applied to rases at any time. No loads other than the weight of the erectors shall be applied to russes until after all fastening and bracing s completed. —. ur%I0VKr rLvvK Al.: TOP CHORDS: 4x2 SP #2 BOT CHORDS: 4x2 SP #2 WEBS: 4x2 SP #3 2-4x2 SP #3 10 MAX LIVE LOAD DEFLECTION: L/999 L=-0.09" D=-0.03" T=-0.12" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.02" RMB = 1.00 3I U' I- typ WO: BBRAF WE: This truss *NOT* designed for wind load! ..TC... FORCE ... CSI 1- 2 0 0.35 2- 3 -1606 0.37 3- 4 -1606 0.30 4- 5 -1946 0.31 5- 6 -1946 0.44 6- 7 0 0.38 ..BC ... FORCE ... CSI 12-11 1321 0.37 11-10 1946 0.56 10- 9 1946 0.60 9- 8 1319 0.46 11 I 3 4 _ 6-11-8 —� 1-10-8 1.5X3 �L5X3 T 1-4-0 1 3X6 1 Sea '2 ,A __._ TI: F6 BTY:4 ___====== =—Joint Locations=======--=----- 1) 0- 0- 0 5) 7-11- 8 9) 7-11 8 2) 2- 9- 0 6) 10- 6- 4 10) 5-11- 8 3) 3- 8- 8 7) 13- 3- 4 11) 3- e- 8 4) 5-11- 8 8) 13- 3- 4 12) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- R-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 729 0 0 BOT PIN 12-11-14 729 0 0 BOT H-ROLL ..� . , JA4 3X6 T 1-4-0 _1 13-3-4 12 11 730# 3.50" LU 9 8 L 730N 6.75" 13-3-4 EXCEPT AS SHOWN PLATES ARE 7110 GA TESTED PER ANSl1TPI 1-1995 LMaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 OREENBROOK CLOVIEDOXI-32766 Design: Marrix Analysis vn/1KNII IU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. 'WARNING: Bracing ahown on this drawing Is not erection bmcinpb wind bracing, portal bracing or similar bracing which 13a 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 specllied locations determined by the budding designer. Additional bracing of the Overall structure may be required. ISee 1-1I13-91 of TPI). rrnus Plate Institute. M. Is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). JOB PATH: C:ITEE.LOKVOBSIBBRAF Eng. Job: Dwg: Dsgtir: TLY C)f)f: TC Live 40.0 psf TC Dead 10.0 psf BC Live 0.0 psf BC Dead 5.0 psi TOTAL 55.0 Dsf scale = 0.5049 Truss ID: F6 Date: 3-14-02 DurFac - lbr: 1.00 DurFac - Pit: 1.00 O.C. Spacing: 24.011 Design Criteria: TPI Code Desc: IICS: 12.19.01 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclaims any msponsWWty 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 a It may relate to a spe- ci is pmlect and accepts no responsibility or uercisee no control with regard to fabrica- tion, handling. shipment and tnstallatlon of trusses. This truss has been designed w an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer. the design loadtrngs 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 loods. protect spect icallorts 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 tnaxlrnum spacing of 10'-IT o.e. Connector plates shall be manufactured from 20 gauge hot dipped galvanlzed steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a continuing mzponalbWty for such veri. fication. Any discrepancies are to be put in writing before cutting or fabrication. Plata shall no be installed w r knotholes. !mots or distorted gtaln. Members shall be cut for light fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully bnbedded 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 W long. Slots tholes) run parallel to the plate length specified. Double cute on web members shall meet at the centroid of the wets unless otherwise shown. Connector plate sizes arc muumum 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 mformtation on Quality Control refer to ANS[rM 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed bn accordance with -Handling Installing 3 Bracing". HIB-91. Truss- are to be handled with particular care during banding and bundling. delivery and Installation to avod damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ttlon and for resisting lateral form shall be designed and Installed by others. Careful hand. Ling is essentlal and erection bracing is always required. Normal precautionary action in, trusses requires such temporary bracing during btstallatlon between trusses to avoid toppling and dointnobig. The supervision of erection of muses shall be under the control of persons experienced in the buW9atlon of trusses. Professional advice shau be sought u needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No Inds other than the weight of the erectors shall be applied to trusses until after all fastening and bracing b completed. JD. DPIIDUKT rLVVK AL: TOP CHORDS: 4x2 SP #2 BOT CHORDS: 4x2 SP #2 WEBS: 4x2 SP #3 2-4x2 SP #3 1,8 MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D= 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB - 1.00 1 2Xd 1 SY1 WO: BBRAF WE: This truss *NOT* designed for wind loadl ..TC... FORCE ... CSI 1- 2 0 0.05 2- 3 0 0.19 4- 5 1 0.17 5- 6 -140 0.17 4 ..BC ... FORCE ... CSI 12-11 0 0.16 11-10 -1 0.16 10- 9 -1 0.00 9- 8 140 0.04 8- 7 0 0.01 5 TI: F7 BTY:1 m __ ===Joint Locatiol�s== =1)=0- 0- 0 5) 4- 1-10 9)==2- 7 4 2) 0- 6- 0 6) 5- 9- 0 10) 2- 0-12 3) 2- 0-12 7) 5- 9- 0 11) 0- 6- 0 4) 2- 7- 4 8) 4- 1-10 12) 0- 0- 0 ----MAX. REACTIONS PER BEARIM'LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 5-11- 4 205 0 0 TOP H-ROLL 0- 3- 6 116 0 0 BOT PIN 2- 4- 0 344 0 0 BOT H-ROLL - - JAI# 4X6 2X4 3Xd W 116# 6.75" 345# 8.00" 2-4-0 - o� 5-9-0 EXCEPT AS LOWN PLATES ARE TL20 CA TESTED PER ANSI/TP1 1-1995 LM aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 OREENBROOK Cr.OVIEDO.FL32766 Design: Matrix Analysis 11AD 3-9-0 Over 3 Supports VVAKNING: 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 bmctng which is a part of the building design and which must be cansidered by the building desig en Bmcing 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 he required. (See HIB-91 of TPO. Reuss Plate Institute. TPi, is located at 583 D'Onofdo Drive. Madison. wisconsn 53719). JOB PATH: C:ITEE-LOKUOBSIBBRAF Eng. Job: Dwg: Dsgnr: TLY C11k: TC Live 40.0 psf TC Dead 10.0 psf BC Live 6.0 psf BC Dead 5.0 psf TOTAL 55.0 Dsf 1-4-0 1.5X3 0-4-0 7 205# 3.50" 0 4-0 sc e(R 1.1U14 B AF Truss ID: F7 Date: 3-14-02 DurFac - Lbr: 1.00 DurFac - PIt: 1.00 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: HCS. 12.19.01 JD: DHTDUKT I-LUUK AC:: DESIGN INFORMATION This design is for an Individual building component and has been based on Information Provided by the client The designer disclaims any responsibility for damage as a result of faulty or Incorrect tnforooriAh n. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy Of this tnformation as It may relate to a spe. cinc: pmject and accepts no responsibility or exerclses no control with regard to fabrca. tion, handling, shipment and installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1.19%and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional englneed. When reviewed for apprmal 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. prolecl specifications or special applied loads. Unless shown, loos has not been designed for storage or occupancy Inds. The design assumes compression chords (top or bottom) are continu. ously braced by sheathing unless otherwise specified. Where bottom chords in tendon are not fully braced laterally by a properly applied rigid ailing. they should be braced at a maximum spacing of 10'-(r o.c Connector Plates shall be manufactured from 20 gouge 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 pions and to reritz a continuing responslbaity for such ver- ficatlon. Any discrepancies an to be put in writing before cutting or fabrication. Plat- shall not be Installed over knotholes. knots or distorted grain. Members shag be cut for tight fitting wood to wood hearing. Con- nector plates shall be located on both faces of the truss with mlis fully mbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is S' wide x 4' long. A GxB plate is 6' wile x Ir long. Slats (hole) run parallel to the plate length specified. Double cuts on web members shag meet at the centrold of the webs unless otherwise shown. Connector plate size are minimum sizes based on the force shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with 'Handling Installing Q 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 ttvsaes in a straight and plumb pos- Ition and for resisting lateral forces shag be deigned and Installed by others. Careful hand. ling is essential and erection bracing is always requited. Normal precautionary action for trusses requires such temporary bracing during Wtallation between trusses to avoid toppling and dominoing. The supervislon of erection of masses shall be under the control of persons experienced in the Installation of trusses. Prcfe lcnal advice shag be sought If needed. Concentration of construction loads greater than the design Inds shall not be applied to trusses at any time. No loads other than the welght of the erectors shag be applied to busses until after all fastenlng and bracing s completed. TOP CHORDS: 4x2 SP #2 BOT CHORDS: 4x2 SP #2 WEBS: 4x2 SP #3 2-4x2 SP #3 1r5 MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D- 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB - 1.00 WO:BBRAF WE: This truss *NOT* designed for wind load) TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 0 0.18 8- 7 0 0.25 2- 3 0 0.22 7- 6 198 0.30 3- 4 -198 0.23 6- 5 0 0.07 TI: F8 9TY:2 =.joint L= ocations========-===-= 1) 0- === 0- 0 0 4) 3- 9- 0 7) 0- &- 0 2) 0- 6- 0 5) 3- 9- 0 8) 0- 0- 0 3) 2- 1- 5 6) 2- 1- 5 ---MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3-11- 4 234 0 0 TDP H-ROLL 0- 3- 6 210 0 0 BOT PIN 4-1-0 1 2 3 4 2X4 1.5X3 2 V A 211# 6.75" 3-9-0 - EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSUTPI 1-1995 [Maronda-Systemsi 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Da1gn: Mavis Andlyris 4X6 VTAKnIInV: 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 comidered 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 specffW locations determined by the building designer. Addltioral bracing of the Overall structure maybe required. (See HIB-91 of TPl). Russ Plate ImUtute. TPI. Is located at 583 D'Onofrto Dawes. Madison Wisconsin 53719). JOB PATH: CATEE-LOKUOBSIBBRAF 1 1.5X3 0-4-0 Eng. Job: Dwg: Dsgur: TLY Chk: TIC Live 40.0 psf TIC Dead 10.0 psi BC Live 0.0 psf BC Dead 5.0 psi TOTAL 55.0 Dsf 235# 3.50" �04-0 (RO-4-0) 1 scale = 1.5750 Truss ID: F8 Date: 3-14-02 DurFac - Pit: i m O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: NCS.' 1219.01 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclaims any mspomfbilty for damages ss a result of faulty or incorrect Information, specifications and/or designs fumishcd to the truss designer by the client and the correctness or accuracy of this information as It may relate to a spe- cdlc project and accepts no responsibility or exembes no control with regard to fabrtm- tlnn, handling, shipment and installation of trusses. This truss has been designed as an Individual budding component In accordance wit! ANSI/77PI 1-1995 and NDS-97 to be Incorporated as par of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied bads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes conpresslon chords (lop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in temslon are no fully braced Laterally by a properly applied rigid centrtg• they should be braced at a maxim = spacing of 1o'-0' a, Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting AS7M 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 canformanee with the fabricator's plans and to realize a continuing lesponslbWty for such vent. Ilcatton. Any discrepancies are to be put In writing before cutting or fabricaUon. Plates shall not be Wtalled over knotholes• knots or distorted grain. Members shall be cut far tight Riling wood to wood bearing, Con- nector plates shall be located on both faces of the truss with nags fully imbedded and shall be sym. about the joint unless otherwise shown. A Sx4 plate is 5- wide x 4- long. A 8z8 plate is Jr wide x 6• long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes arc mmimnum sizes based on the forces shown and may need to be Increased for certaln hand. ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with -Handling Installing @ BraCng'. HIB-91. Trusses are to be handled with pamcular care during banding and bundling. delivery and installation to avoid lamage. Temporary and permanent bmcing or holding trusses in a straight and plumb pm- tlon and for resisting lateral forty shall be lestgned and Installed by other. Careful hand- Ing is essential and erection bracing is always 'equated. Normal precautionary action for gasses requires such temporary bracing during nstallatlon between trusses to avoid topper usd dotninobig. The supervision of erection of russes shall be under the control of persons xpertenttd In the installation of trusses. 'rofesslonal advice stall be sought If needed. :oneentration of construction loads greater ban the design Imds stall not be applied to noses at any time. No lands other than the might of the erectors shall be applied to noses until after oil fastening and bracing i completed. jo. or%TouKT rLUUK AU: WO: BBRAF WE: TOP CHORDS: 4x2 SP #2 BOT CHORDS: 4x2 SP #2 This truss *NOT* designed for wind load! TI: F9 QTY:I =__=====a=====Joint Locations=== WEBS: 4x2 SP #3 BEAR. BLK: 2-4x2 SP #3 --TC... FORCE ... CSI ..BC ... FORCE ... CSI 1) 0- 0- 0 4) 7- 8- 0 7) 2- 81 4 2) 2- 8- 4 5) 7- 8- 0 8) 0- 0- 6 MAX LIVE LOAD DEFLECTION: 1- 2 2- 3 -88 0.29 -735 0.31 8- 7 7- 6 734 0.26 3) 4-11-12 6) 4-11-12 L/999 L--0.02" D=-0.01" T=-0.03" 3- 4 -89 0.30 6- 5 739 0.17 739 0.26 --- TOTAL DESIGN LOADS MAX HORIZONTAL TOTAL LOAD DEFLECTION: Uniform PLF From PLF To T= 0.01" TC Vert L+D -104 0- 0- 0 -104 7- 8- 0 MAX HORIZONTAL LIVE LOAD DEFLECTIONS ----MAX. REACTIONS PER BEARING LOCATION----- T- 0.01" X-Loc Vert Horiz Uplift Y-Loc RMB - 1.00 0- 1- 8 399 0 0 TOP PIN 8- 0- 8 399 0 0 TOP H-ROLL 30.00" lyp. 6X8 4-0-1 --ol 2-0-2 — zxa 3X4 L h 3X4 3X4 0-3-0 400N 3.00" 0-3-0-0 (R0-3-0) I 7-8-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSIITPI 1-1995 [Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407)321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Afxrix Anahsts Tr1+KM1r4U: 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 b o pan of the building design and which must be considered by the building designer. Bracing sham is for lateral support of truss members only to reduce buckling kngth. 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 TPI). Rrvsa Plate Institute. TPI, Is located at 583 D'Onafrio Drive. Madlsaq Wisconsin 53719). 108 PATH: C:ITEE-LOXV08SIBBR.4F Eng. Job: Dwg: Dsgnr: TLY CWt: TC Live 40.0 psf TC Dead 10.0 psf BC Live 0.0 Psf BC Dead 5.0 psf TOTAL 55.0 vsf 0-3-0 '4-0�{0I # 3.00" I (Ra3-0) scale = 0.8204 Truss ID: F9 Date: 3-14-02 DurFac - wr. 1.00 DurFac - Pit: 1.00 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc. TICS: 12.19.01 This design is for an (ndtvldual building component and has been based on information provided try the client. The designer diselatms any responsibility for damages as a result of faulty m incorrect information. speclfleauoro and/m design furnished to the truss designer by the client and the correctness or accuracy of this Information as it nay relate to a spe. :Ifie project and accepts no responslbWLy or merebes no control with regard to fabrtce- 'Jon, hartdUng, ahlpment and balallaUon of fusses. This truss has been designed as an mlividual building component In accordance wM WSI/TPI 1-1995 and NDS-97 to be incorporated s part of the building design by a Building )eslgner tregbtcred architect or professional ngincer). When icvic v d for opproial by the Willing designer, the design Imdbrgs shown dust be checked to be sure Uul the dale shown re in agreement Mth the local building codes, hcal climatic records for wind or snow loads. reject spccNmUons or spccW applied loads. nkss shown, truss has not been designed for forage or occupancy loads. The deslgn assumea xnpressbn chords (top or bottom) are conLlnu- my braced by sheathing unless otherwise iee9icd. Whcre bottom chords In tension are It fully braced Iateraliy by a properly applied Od ceding. they should be braced at a "n"'wn spacing of IPA' o.e, connector alp shall be manufactured from 20 gauge hot peed galvanized steel meeting ASTM A 653, ade 40. unless otherwise shown. I;URICATION NOTES or to fabrierUon, the fabricalm shall revlcuv s drswuhg to verify, that this dmwmg b in afomunce with the fabricator`s plans and to U. a continuing responstbllity for such ven- rlbn. Any dbcepanei- are to be put in 'ling before cutting or fabrication. its shall not be installed mer Icnotholts. As or distorted grain. Members shnU be cut light fitting wood to wood bearing. con- sor plaits shall be located on both faces of truss with nails fully imbedded and shall be " about the Joml unless otherwise shown. A plate is 5' wide s 4- long. A fire plate is 6- e A 8" long. Slots (holes) run parallel to iplait tell sPeeakd. Double cuts on web nbers shall meet at the eentroid of the webs oUIerwbc shown. Connector plate sizes minlnhum sizes based on the forces shown may need to be Increased for certain hand. and/or eleeLlon stresats. This truss is not e fabricated wmh lire retardant treated ber unless otherwise shown. For addlitonal million on Quality control refer to � ANSI/TPI I-1995 ECAUTIONARY NOTES rzcing and ereClbn reconunendaUons we followed in oecotd—c with -Handling �Wng dr eitacing, H18-91. Trusses are to mdlcd Mlh particular care during banding aundling, delivery and Installation to avoid iage. T!Porary and Permanent bracing ldbrg truss- In s Straight and plumb peo- and (or resisting lateral form shall be ed and t-UlUed by others. Careful hand. essential and erection bracing is always . Normal precautionary action for rcqubcs such temporary bracing during lion between true- to avow toppling Inotng. The supervision of emcilon of slut be under the control of persons mad In the Ins(alb0on of ttvsses. clonal advice shall be sought if needed. motion of construction loads greater e design loads shall not be applied to al. any time. No bads other than the of the erectors shall be applied to until after all fastening and bracing 1VP CHORDS: 4x2 SP #2 BOT CHORDS: 4x2 SP #2 WEBS: 4x2 SP #3 BEAR. BLK: 2-4x2 SP #3 MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D= 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB a 1.15 1-4-0 3X4 1.SX3 3X4 ••..,lacrtr VVE: c0 to be tinuouslylbraced unless otedubl Chords are dootherwise This truss *NOT* designed for wind load] .TC... FORCE ... CSI ..BC...FORCE... CSI 1- 2 -70 0.10 0-10 87 0.06 2- 3 -532 0.11 10- 9 403 0.15 4- 5 -532 0./1 8- 8 532 0.140.15 5 87 0 0.06 5- 6 -70 0.10 7- 0. E 3-5-12 �_ 0-3-8 Ti- rot O(I 1.1 =====Joint Locations======__====___ 1) 0- 0- 0 5) 4-10- 2 9) 2-11-1t 2) 1- 6- 4 6) 6- 4- 4 10) 0- 0- 0'41 3) 2-11-12 7) 6- 4- 4 4) 3- 4-12 8) 3- 4-1-2 ----MAX. REACTIONS PER BEARING LOCATION----_ X-Loc Vert Horiz Uplift Y-LOC Type 0- 1- 0 343 0 0 BOT PIN 6-10- 4 343 0 0 BOT H-ROLL 5 1.5X3 1.5X3 3X4 3X4 LSX3 1-4-0 3X3 3X4 3X4 `a 3,X3 lu 0-3 343# 2.00" 9 �-8� (110-3-8) I i — 6-4A EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSf/Tpj 1-1995 (M!aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321.0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1990 CREENOR001t C ol,1ED0.rL32166 Design: Mn»ft AaofyriJ rrHK14114(i: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shoum on this drawing is not erecttom bnhcing. and awind bracing, portal bracing or similar bracing is a part of the building designWhichmust be considered by the building designer. Bracing Dade to anchomull be shoe- isfalateral r lateml support a truss members only to reduce bslons r laral bracing at ends and speeBuckling length, Proyf led localloru determined by the building 11.designer. rTmss Plate bracing hisLiute. TPlmbrlocated at 583 D,onthio Drive. M d'ooln QC emisltn 53719). /OB "AT": C:ITfC-L0KVO851BBXAF Eng. Job: Dwg: Dsgitr: TLY C11k: TC Live 40.0 psf TC Dead 10.0 psf BC Live 0.0 psf BC Dead 5.0 psf TOTAL 55. 343# 2.00" (RO-3-8) scale = 0.9653 Truss ID: F91 Dafe: 3-13-02 DurFac - Lbr: 1.00 DurFac - Plt: 1.00 O.C. Spacing: 24.01t Design Criteria: TPI Code Desc: HCS: 1119.01 <FORM 60OA-2001 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: _BAYBURY C . Builder: MARONDA HOMES Address:l�o PIY1 Id Dr�vP Permitting Office: City, State: Sal ,� Permit Number: Owner: C IC Jurisdiction Number: Climate Zone: Central 1. New construction or existing New _ 12. Cooling systems 2. Single family or multi -family Single family _ a. Central Unit Cap: 35.4 kBtu/hr 3. Number of units, if multi -family 2 _ SEER: 11.00 _ 4. Number of Bedrooms 4 _ b. Central Unit Cap: 28.8 kBtu/hr _ 5. Is this a worst case? Yes _ SEER: 11.00 6. Conditioned floor area (ft) 2818 ft2 c. N/A _ 7. Glass area & type a. Clear - single pane 264.0 ft' _ 13. Heating systems b. Clear - double pane 0.0 ft2 _ a. Electric Heat Pump Cap: 35.4 kBtu/hr _ c. Tint/other SHGC - single pane 0.0 ft2 _ HSPF: 7.40 _ d. Tint/other SHGC - double pane 0.0 ft2 b. Electric Heat Pump Cap: 28.8 kBtu/hr _ 8. Floor types _ HSPF: 7.50 _ a. Slab -On -Grade Edge Insulation R=0.0, 198.0(p) ft _ c. N/A b. Raised Wood, Adjacent R=11.0, 400.0ft2 _ c. N/A 14. Hot water systems 9. Wall types _ a. Electric Resistance Cap: 50.0 gallons _ a. Concrete, Int Insul, Exterior R=4.2, 1132.0 ft- _ EF: 0.93 _ b. Frame, Wood, Exterior R=11.0, 1180.0 ft- _ b. N/A c. Frame, Steel, Adjacent R=11.0, 180.0 ft2 _ d. N/A _ c. Conservation credits e. N/A (HR-Heat recovery, Solar _ 10. Ceiling types _ DHP-Dedicated heat pump) a. Under Attic R=19.0, 1680.0 ft2 _ 15. HVAC credits PT, _ b. N/A _ (CF-Ceiling fan, CV -Cross ventilation, c. N/A HF-Whole house fan, 11. Ducts _ PT -Programmable Thermostat, a. Sup: Con. Ret: Con. AH: Interior Sup. R=6.0, 150.0 ft _ M7_-C-Multizone cooling, b. Sup: Unc. Ret: Con. AH: Interior Sup. R=6.0, 150.0 ft MZ-H-Multizone heating) Glass/Floor Area: 0.09 Total as -built points: 33395 PASS Total base points: 38106 I hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code. PREPARED BY: DATE: ju 0 200 I hereby certify that this building, as designed, is i compliance with the Flo ' a nergy Code. OWNER/AGENT: DATE: I I I N 0 2 It 3 Review of the plans and specifications covered by this calculation indicates compliance With the Florida Energy Code. Before construction is completed this building will be inspected for compliance with Section 553.908 Florida Statutes. BUILDING OFFICIAL: DATE: WE� EnergyGauge® (Version: FLRCPB v3.21) FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned X BSPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X SPM X SOF = Points .18 2818.0 25.78 13076.6 Single, Clear E 1.0 6.0 16.0 59.31 0.97 920.8 Single, Clear E 1.0 6.0 16.0 59.31 0.97 920.8 Single, Clear E 1.0 6.0 16.0 59.31 0.97 920.8 Single, Clear E 1.0 14.0 16.0 59.31 1.00 945.0 Single, Clear E 1.0 14.0 10.0 59.31 1.00 590.6 Single, Clear E 1.0 6.0 24.0 59.31 0.97 1381.3 Single, Clear S 1.0 14.0 30.0 44.66 0.99 1330.3 Single, Clear W 1.0 16.0 40.0 53.47 1.00 2131.8 Single, Clear W 1.0 12.0 10.0 53.47 1.00 532.3 Single, Clear W 1.0 14.0 24.0 53.47 1.00 1278.4 Single, Clear W 1.0 6.0 30.0 53.47 0.97 1556.4 Single, Clear E 1.0 6.0 16.0 59.31 0.97 920.8 Single, Clear E 1.0 6.0 16.0 59.31 0.97 920.8 As -Built Total: 264.0 14350.3 WALL TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Adjacent 180.0 0.70 126.0 Concrete, Int Insul, Exterior 4.2 1132.0 1.16 1313.1 Exterior 2312.0 1.90 4392.8 Frame, Wood, Exterior 11.0 1180.0 1.90 2242.0 Frame, Steel, Adjacent 11.0 180.0 1.00 180.0 Base Total: 2492.0 4518.8 As -Built Total: 2492.0 3735.1 DOOR TYPES Area X BSPM = Points Type Area X SPM = Points Adjacent 17.0 1.60 27.2 Exterior Insulated 20.0 4.80 96.0 Exterior 20.0 4.80 96.0 Adjacent Wood 17.0 2.40 40.8 Base Total: 37.0 123.2 As -Built Total: 37.0 136.8 CEILING TYPES Area X BSPM = Points Type R-Value Area X SPM X SCM = Points Under Attic 1576.0 2.13 3356.9 Under Attic 19.0 1680.0 2.82 X 1.00 4737.6 Base Total: 1576.0 3356.9 As -Built Total: 1680.0 4737.6 FLOOR TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Slab 198.0(p) -31.8 -6296.4 Slab -On -Grade Edge Insulation 0.0 198.0(p -31.90 -6316.2 Raised 400.0 -3.43 -1372.0 Raised Wood Adjacent 11.0 400.0 1.80 720.0 Base Total: -7668.4 1 As -Built Total: 598.0 -5596.2 EnergyGaugeO DCA Form 60OA-2001 EnergyGaugeD/FlaRES'2001 FLRCPB v3.21 FORM 600A-2001 SUMMER CALCULATIONS . Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT INFILTRATION Area X BSPM = Points Area X SPM = Points 2818.0 14.31 40325.6 2818.0 14.31 40325.6 Summer Base Points: 53732.7 Summer As -Built Points: 57689.2 Total Summer X System = Cooling Total X Cap X Duct X System X Credit = Cooling Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (DM x DSM x AHU) 57689.2 0.551 (1.000 x 1.150 x 0.90) 0.310 0.950 10078.9 57689.2 0.449 (1.079x 1.150 x 0.90) 0.310 0.950 8199.8 53732.7 0.4266 22922.4 57689.2 1.00 1.076 0.310 0.950 18278.7 EnergyGaugeTm DCA Form 60OA-2001 EnergyGaugeWIaRES'2001 FLRCPB v3.21 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned X BWPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X WPM X WOF = Point .18 2818.0 5.86 2972.4 Single, Clear E 1.0 6.0 16.0 9.96 1.01 160.8 Single, Clear E 1.0 6.0 16.0 9.96 1.01 160.8 Single, Clear E 1.0 6.0 16.0 9.96 1.01 160.8 Single, Clear E 1.0 14.0 16.0 9.96 1.00 159.8 Single, Clear E 1.0 14.0 10.0 9.96 1.00 99.9 Single, Clear E 1.0 6.0 24.0 9.96 1.01 241.2 Single, Clear S 1.0 14.0 30.0 7.73 1.00 231.1 Single, Clear W 1.0 16.0 40.0 10.74 1.00 429.5 Single, Clear W 1.0 12.0 10.0 10.74 1.00 107.4 Single, Clear W 1.0 14.0 24.0 10.74 1.00 257.7 Single, Clear W 1.0 6.0 30.0 10.74 1.00 323.0 Single, Clear E 1.0 6.0 16.0 9.96 1.01 160.8 Single, Clear E 1.0 6.0 16.0 9.96 1.01 160.8 As -Built Total: 264.0 2653.5 WALL TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Adjacent 180.0 1.80 324.0 Concrete, Int Insul, Exterior 4.2 1132.0 3.26 3690.3 Exterior 2312.0 2.00 4624.0 Frame, Wood, Exterior 11.0 1180.0 2.00 2360.0 Frame, Steel, Adjacent 11.0 180.0 2.60 468.0 Base Total: 2492.0 4948.0 As -Built Total: 2492.0 6518.3 DOOR TYPES Area X BWPM = Points Type Area X WPM = Points Adjacent 17.0 4.00 68.0 Exterior Insulated 20.0 5.10 102.0 Exterior 20.0 5.10 102.0 Adjacent Wood 17.0 5.90 100.3 Base Total: 37.0 170.0 As -Built Total: 37.0 202.3 CEILING TYPES Area X BWPM = Points Type R-Value Area X WPM X WCM = Points Under Attic 1576.0 0.64 1008.6 Under Attic 19.0 1680.0 0.87 X 1.00 1461.6 Base Total: 1576.0 1008.6 As -Built Total: 1680.0 1461.6 FLOOR TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Slab 198.0(p) -1.9 -376.2 Slab -On -Grade Edge Insulation 0.0 198.0(p 2.50 495.0 Raised 400.0 -0.20 -80.0 Raised Wood, Adjacent 11.0 400.0 1.80 720.0 Base Total: -456.2 1 As -Built Total: 598.0 1215.0 EnergyGauge® DCA Form 60OA-2001 EnergyGauge®/FIaRES'2001 FLRCPB v3.21 FORM 600A-2001 ' WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT INFILTRATION Area X BWPM = Points Area X WPM = Points 2818.0 -0.28 -789.0 2818.0 -0.28 -789.0 Winter Base Points: 7853.8 Winter As -Built Points: 11261.7 Total Winter X System = Heating Total X Cap X Duct X System X Credit = Heating Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (DM x DSM x AHU) 11261.7 0.551 (1.000 x 1.160 x 0.92) 0.461 0.950 3002.4 11261.7 0.449 (1.068x 1.160 x 0.92) 0.455 0.950 2410.0 7853.8 0.6274 4927.5 11261.7 1.00 1.103 0.458 0.950 5412.2 EnergyGaugeTm DCA Form 60OA-2001 EnergyGauge®/RaRES'2001 FLRCPB v3.21 FORM 600A-2001 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT WATER HEATING Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 4 2564.00 10256.0 50.0 0.93 4 1.00 2426.15 1.00 9704.6 As -Built Total: 9704.6 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water. Points = Total Points Cooling Points + Heating + Hot Water = Total Points Points Points 22922 4927 10256 38106 18279 5412 9705 33395 PASS �yOk ST,91�0�TO A o R wS EnergyGaugeTm DCA Form 60OA-2001 EnergyGaugeWlaRES'2001 FLRCPB v3.21 FORM 600A-2001 Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors 606.1.ABC.1.1 Maximum:.3 cfm/s .ft. window area .5 cfm/s .ft. door area. Exterior & Adjacent Walls 606.1.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at comers; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from and is sealed to the foundation to the top plate. Floors 606.1.ABC.1.2.2 Penetrations/openings >1/8" sealed unless backed by truss or joint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed to the perimeter, penetrations and seams. Ceilings 606.1.ABC.1.2.3 Between walls & ceilings; penetrations of ceiling plane of top floor; around shafts, chases, soffits, chimneys, cabinets sealed to continuous air barrier; gaps in gyp board & top plate; attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is sealed at the perimeter, at penetrations and seams. Recessed Lighting Fixtures 606.1.ABC.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3" from insulation; or Type IC rated with < 2.0 cfm from conditioned space, tested. Multi-sto Houses 606.1.ABC.1.2.5 Air barrier on perimeter of floor cavity between floors. Additional Infiltration reqts 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. 6A-22 OTHER PRESCRIPTIVE MEASURES (must he met nr pYcaadpd by all racidane- ac COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements in Table 6-12. Switch or clearly marked circuit breaker electric or cutoff as must be provided. External or built-in heat trap required. Swimming Pools & Spas 612.1 Spas & heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficient of 78%. Shower heads 612.1 Water flow must be restricted to no more than 2.5 nallons per minute at 80 PSIG. Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and installed in accordance with the criteria of Section 610. Ducts in unconditioned attics: R-6 min. insulation. HVAC Controls 607.1 Separate readily accessible manual or automatic thermostat for each system. Insulation 604.1. 602.1 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. EnergyGaugeTm DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCPB v3.21 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 85.5 The higher the score, the more efficient the home. ELECTRIC.... 1. New construction or existing New _ 12. Cooling systems 2. Single family or multi -family Single family _ a. Central Unit Cap: 35.4 kBtu/hr _ 3. Number of units, if multi -family 2 _ SEER: 11.00 _ 4. Number of Bedrooms 4 _ b. Central Unit Cap: 28.8 kBtu/hr _ 5. Is this a worst case? Yes _ SEER: 11.00 _ 6. Conditioned floor area (112) 2818 fP c. N/A 7. Glass area & type _ a. Clear - single pane 264.0 ft' _ 13. Heating systems b. Clear - double pane 0.0 W _ a. Electric Heat Pump Cap: 35.4 kBtu/hr _ c. Tint/other SHGC - single pane 0.0 ft2 _ HSPF: 7.40 _ d. Tint/other SHGC - double pane 0.0 fe b. Electric Heat Pump Cap: 28.8 kBtu/hr _ 8. Floor types _ HSPF: 7.50 a. Slab -On -Grade Edge Insulation R=0.0, 198.0(p) ft _ c. N/A _ b. Raised Wood, Adjacent R=11.0, 400.0ft2 _ c. N/A 14. Hot water systems 9. Wall types _ a. Electric Resistance Cap: 50.0 gallons _ a. Concrete, Int Insul, Exterior R=4.22 1132.0 ft2 _ EF: 0.93 _ b. Frame, Wood, Exterior R=11.0, 1180.0 ft- _ b. N/A c. Frame, Steel, Adjacent R=11.0, 180.0 ft' _ d. N/A _ c. Conservation credits e. N/A (HR-Heat recovery, Solar _ 10. Ceiling types _ DHP-Dedicated heat pump) a. Under Attic R=19.0, 1680.0 ft' _ 15. HVAC credits PT, b. N/A _ (CF-Ceiling fan, CV -Cross ventilation, _ c. N/A HF-Whole house fan, 11. Ducts _ PT -Programmable Thermostat, a. Sup: Con. Ret: Con. AH: Interior Sup. R=6.0, 150.0 ft _ RB-Attic radiant barrier, b. Sup: Unc. Ret: Con. AH: Interior Sup. R=6.0, 150.0 ft MZ-C-Multizone cooling, M7_-H-Multizone heating) I certify that this home has -complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) �o� tAE s7-.43, in this home before final inspection. Otherwise, a new EPL Display Card will be completed , : ,s based on installed Code compliant features. JUN 0 2 2003 � rrrn Builder Signature: Date: f v a Address of New Home: City/FL Zip: l`pcoov *NOTE: The home's estimated energy performance score is only available through the FLARES computer program. This is not a Building Energy Rating. If your score is 80 or greater (or 86 for a US EPA/DOE EnergyStarMdesignation), your home may qualify for energy efficiency mortgage (EE* incentives if you obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge web site at www.fsec. ucf edu for information and a list of certified Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of Community Affairs at 8501487-1824. EnergyGauge® (Version: FLRCPB v3.21) f�M PLAT OF BOUNDARY SURVEY N for MARONDA HOMES. Legal Description LOT 10, CELERY LAKES PHASE 1, alccording to the Plat thereof as recorded in Plat Book 62, Pages 75 and 76, of the Public Records of S,eiminole County, Florida. M O 0 V) -' W Cn w 0 Q Z_ Q M Q O NN I I N 89*38'17$1 E 121.01' ca 5- DRAINAGE ESM-T r---------------- 48.04' 1 10.00 Lq� Ua) ' � I I 1 I I I � 10 O N � II I I0 0:3LL- JS It 0 }L� J Q' Q� I a- mo I I j O 1 I I I 1 I L---------------------------------------- -� 7.5' DRAINAGE ESM'T o N 89*38'17" E 121.18' 11 SCALE: I "= 20' SURVEY NOTES: 0 fV � N I _I i. I Ln I N I I I I I 1 � I PLANS REVIEWED CITY OF SANFORD 1) The street address of the above -described property is PINEFIELD DRIVE. 2) The above -described property lies in a Flood Zone X SURVEYOR'S CERTIFICATE This is to certify that I have made a Survey of the'above described property and that the plat hereon delineated is an accurate representation of the same. I further certify that this Survey meets the Minimim Technical Standards set forth by the Florida Board of Land Surveyors pursuant to Section 427.027 of the Florida Statutes. CORRECT TO KI NER SURVEYING, INC. R. BLAIR KITNER.- P.L.S. NO. 3382 Post Office Box 823, Sanford, F1.. 32M-M3 (407) 322-2000 PROJECT NO: r 3 �j SURVEY DATE: