The URL can be used to link to this page

Home My WebLink About118 Pinefield Dr 03-002493 SFRPERMIT ADDRESS I\S q 0!�: 0,.0 *At�o CONTRACTOR ADDRESS PHONE NUMBER PROPERTY OWNEI ADDRESS PHONE NUMBER iMaronda Homes Inc. of Florida 1 101 N Keller Rd. Ste. F Orlando, FL 32810 CRC058496 407-475-91 12 ELECTRICAL CONTRACTO MECHANICAL CONTRACTi PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER MISCELLANEOUS CONTRACTOR FEE PERMIT NUMBER FEE SUBDIVISION�� • ` PERMIT # O DATE 3a �03 PERMIT DESCRIPTION ZSIL PERMIT VALUATION SQUARE FOOTAGE 0 3 ' COUNTY UF 1A[MlNULL IMPACT F[[ 3T6l'0MEHT u/ ISSU[D BY CITY OF hAN[DRD \ 3TATEMEhT NUMBER 1()3-75578 rATE:/7 15 BUILD(ClTY> COUNTY NUABER: __________ UNIT ADCRESS: �- __ _______________________--'___--- -. ,P�?�� -------- - ' TRAF[3C ��ONE:UffncyIOm S[C: ___ Tk R PARCEL: 0i0 0IVI;IO;, I: TRACT: b"�c+ -------------------,�� PLAT PCON: v��,--n� �-P�GE:��'��B-�C�: ~='---' ��--^uv OWN[R NhHL: hDDRESS: -�� tz��'�u°��f��,��-��«=��-,F��-��r��-��-----------� APP\'ICAAT KA�' _______________________-. ADDRESS: LAND USE CA7ECORY: 001 - Single Family Detached Hcuse lYP[ UU[: Weuidential WORK DEECRIPTICN: Single Family Houses Detached - Ccnotruciimn -��---`------��-��-��---`��-��-�'��`� �EE BEXEFIT RAJE FEE UNIT RA7E PER (� & TYPE TOTAL DU[ TYPE DIST SCHEDULE DESC. UMIT OF UNITS '-------------------------------------------------------------------- 705.00 142.00 LIDR/RY CD -WIDE O dwl unit $ 54.00 1 1 54.00 SCHOOLS CO -WIDE O dwl unit $1,384.00 1 a 1,384.0o AMOUNT 2 285.00 ST�TE�!i�NT ^ RECEIVED BY: _ SIGHATUR! DAT[: NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE V; '!3TIFY ONN[R AM)) [NSi]3L TIMELY PAYMENT MAY RESULT IN YOUR LIABILIT' VD4 THE FEE. 000| DI3TRIl!UTICN: 1-COUNTY 3-CITY 2-APPLICANT 4-COUNTY =KUl'[IN* PC]�;ONS ARE ADVISED THAT THIS IS A STATEMENT 07 FEES WHICH ARE DUE AND PAYABLE PRIOR TO ISSUANCE OF A BUILDIXH PERMIT. PERC[NC ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR QJN[R, TO APPEAL THE CALCULATIONS OF TKE ROAD, LIPRARY 3Y3TSM A=8D [DUCATlOXAL (SC]MOL) IMPACT FEES MUST BE EXERCISED BY FILING A NQIT7EN REOUEST WITHIN 45 CALENDAR DAYS OF THE REC[IVIHG SIGHATURK. })nT[ ABOVE, BU7 NOT LATER THAN CERTIFICATE OF OCCUIAMMY O:_� OCCUPANCY. 7XE RECUEST FOR REVIEW MUST MEETA[E REQUIRENENTS OF TUE � COUNTY L� A) DEVELOPMENT CODE. CO?IES OF TH-' Y<UIES GOVERNIXS A"PEA'-C NAY B2 PICIED LP, OR QE[LESlED, FROM TXE PL AN I1PL[MENTATInN OFF1C[: PAYNB|T SEC[LD PE MADE TO: CITY OF SAHFORD DUl|'DIKG DL[`ANTM[i<T 300 �K]Rl�} PARK \Y\YMEhT S[[ULD BE BY C[ECK CR MONEY 2RCER, AND SyCULD %W[�[NCE T!U. U7/\T[KOANT NUMBER AND CITY DUILDIN3 PERMIT NUMBER AT THE TD.' wouT\|IS SThT[Mom[ IS VALID ONLY IN CONJUNCTION WITH IS8UA;2E 07 A**�:: • CITY OF SANFORD PERMIT APPLICATION M-7 1 % — O Permit # : 03 a y 3 Date: July 16, 2003 Job Address: 118 PINEFIELD DRIVE LOT 9 Description of Work: Single Family Residence Historic District: Zoning: Value of Work: $97,788.00 Permit Type: Building X Electrical X Mechanical X Plumbing X Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS 150 Add ition/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: 2.669 Construction Type: VI # of Stories: 2 # of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X) Parcel #: 32-19-31-515-0000-0090 (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes, Inc. of Florida 1101 N. Keller Road, Suite F Orlando, FL 32810 Phone: 407475-9112 Contractor Name & Address: Russell Keith Summers 1101 N. Keller Road.Suite F Orlando, FL 32810 State License Number: CRC058496 Phone & Fax: (407) 475-9112 Contact Person: Laurie Pellegrino Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Tomas Ponce Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford, FL 32771 Fax: (407) 321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. 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 informaion is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records ofthis county, and there may be additional permits required from other governmental enities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. k/442!:::k�7/16/03 Signature of er nt Date Russell Keith Summers Print Owner/Agent's Name • 7/ 16/03 Signature of Notary -State of Florida Date nnIA DEBBIE TIME My Comm Exp. 24105 No. CC 999378 Owner/Agent is _X_ Personally Known to Me or Produced ID We�� 7/16/03 Signature of dntract.1fAgcnt Date Russell Keith Summers Z am)7/16/03 Signature of Notary -State of Florida Date DEBBIE TIME 9 vgrARr o MY Comm Exp. 2/5/05 c -�� No. CC 999378 '6'.aDir Known 1 I Other I D. Contractor/Agent iss-X_ Personally Known to Me or Produced ID APPLICATION APPROVED BY: Bldg- 'F 7 - Zoning: Utilities: FD: (Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: al dd 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_18PINEFIFI D_DRIYE Lot: 9 ____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. nt'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: 118 PINEFIELD DRIVE Lot: 9 Panel: 2 Mechanical Contractor: GARY CARMACK Residential ---- Al- Non -Residential CAC043900 State License Number uj1 1r 1 �-JJ 1 CITY OF SANFORD PLUMBING PERMIT APPLICATION Permit Number: Date: The undersigned hereby applies for a permit to install the following plumbing: Owners Name: Maronda Homes Inc., of Florida Address of Job: ___118 PINEFIELD DRIVE _ Lot: 9 Panel: z Plumbing Contractor: WILLIAM T. SELF Residential: _ _ Non -Residential: Number Amount Addition, Alteration, Repair Residential & Non -Residential $52.00 New Residential: One Water Closet Additional Water Closet Commercial: Minimum Permit Fee $25.00 Fixtures, Floor Drain, Trap Sewer Piping Water Piping Gas Piping .Manufactured Building Description of Work: Application Fee: $10.00 TOTAL DUE: -------------- By Signing this application I am stating that I am in compliance with City of Sanford Plumbing Code. -2— — Applicant's Sig ture CFC057039 State License Number CERTIFIED {GORSE MARY ANNE CLERK OF CIRCUIT F O IRIR DA SEMINOLE CO�UNn' nF�� Ir rl FORK cl` o �� LL 04 U zoco . W W J00 N X LU U.1_�LL. �c0 W Z Z Z a0c m ao� 0i940 JUN ) 6 2003 NOTICE STATE OF FLORIDA IIIIIN11 11111 oln"IN"aa"IIplo I.—.—.. ... .— NARYMW MORSE, CLERK OF CIRCUIT COURT MINGLE COUNTY BK 04865 PG 1352 CLERK'S # 2003101476 RECORDED 06/16/2M 12%1807 PM RECORDING FEES 6.00 RECORDED BY N NoWn OF COMMENCEMENT TAX FOLIO NO. 25-133-6949 PERMIT NO. 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 9 118 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 (Name and address) SURETY (Bonding Company) Name and Address Amount of Bond LENDER Name and address Bank of America, NA, 750 S. Orlando Ave., #102. Winter Park, FL 32789 ATTN: DAN FINNEGAN Phone 407 646-6304 Fax 40T) 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. Kempf Title, 200 W. 1" St., Sanford, FL 32771. Fax: 407-330-5062. Phone: 407 322-9484. In addition to himself, Owner designates (Name and address) provided in Section 713.13(2), (b), Florida Statutes. or to receive a copy of Lienors Notice as Expiration Date of Notice of Commencement (The expiration date Is 1 year from the date of recording unless a different date Is specified.) RUSSELL ITN` UMMERS Maronda Homes, Inc. of Florida Vice President - Construction Sworn to and subscribed before me this 29TH day of APRIL, 2003. Notary Public DEBBIE TIME (94P—AtY MY Comm EXP• 2/5/05 No. CC 999378 MO-" I I Otlw I.D. CITY OF SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 9 Subdivision: CELERY LAKES Property Address: 118 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). 0 2. Two (2) complete sets of construction design drawings drawn to scale. Complete sets to include: 0 a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. 0 b. Floor plan indicating interior wall partitions and room identification, room dimensions, door, window, and/or opening sizes, smoke detector, distances from walls are to be shown. Note the State of Florida requirements for bath door for compliance of Handicapped Code (F. S. 553, Part 5). ❑x c. Elevations of all exterior walls, east, west, north and south. Finish floor elevation height as per City Engineering Department or subdivision plat. O d. Cross sections of all wall sections to be used in the structure. Bearing non -bearing interior and exterior. Show all components of wall section. ❑ e. Framing plan for floor joists where conventionally framed. Plan to indicate span, size and species of materials to be used. 0 f. Engineered truss plan with details of bracing. Engineered beams for spacing openings to carry and support trusses. ❑ g. Stair details with tread and riser dimensions, stringer size, methods of attachment, placement of handrails and guardrails. O h. Square footage table showing footages: Garages/Carports 420 S.F. Porch(s)/Entry(s) 26 S.F. Patio(s) S.F. Conditioned structure 2,223 S.F. Total (Gross Area) 2,669S.F. O 3. Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97). EX-1 4 TO FOLLOW N/A 5. N/A N/A N/A ❑x 6. 1. 2. 3. 4. 5. 6. 7. Soil analysis and/or soil compaction report. If soils appear to be unstable or if structure to be built on fill, a report may be requested by the Building Official or his representative. Other submittal Documents: a. Utility letter or approval when public water supply and/or sewer system connection to be made. b. Septic tank permit to be obtained from Seminole County Health Department at: 400 West Airport Boulevard, Sanford, FL (407) 665-3600. c. Arbor permit when trees to be removed from property. Contact the City Engineer for details regarding the arbor ordinance and permit. Application to be completed thoroughly and signatures provided by a licensed and insured contractor. OWNER/BUILDER MUST APPEAR IN PERSONS TO SIGN APPLICATION AS PER FLORIDA STATE STATUTE 489. Subcontractor license numbers must be included on the application. If electrical, mechanical or plumbing permits have not been issued, inspections will not be scheduled or made and subcontractors will be subject to penalty under the City Ordinances REQUIRED INSPECTIONS DURING AND UPON COMPLETION OF CONSTRUCTION Footer Underground, electrical, mechanical and plumbing Foundation elevation survey Slab 8. 9. 10. 11. 12. 13. 14. 15. Lintel — tie beams — columns — cells Rough electrical Rough mechanical Rough plumbing Tub Set Framing Tenant Separation/firewall Insulation, walls and/or ceilings Electrical final, mechanical final and Building Final Other DATE: Friday, June 13, 2003 SIGNATURE: plumbing final (By Owner or Authorized Agent) PLAT OF BOUNDARY SURVEY for MARONDA HOMES Legal Description LOT 9, 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 w 0 z rn a w J Cr U LO 8 I I I I I i i i I I I I i i N 89`38'17" E 120.87' 42.88' 5' DRAINAGE ESM'T 5.00' 48.00'------------ i O I I I w o O� � � W i i I —N �W � � I� I Li N �I.J Q Z 9 0 [Y- om o m mu �� 30.00'EI o CL Cnn 0 o �l I o I N oft I I I C O ' I I I --------------------------------------- 5.00 5' DRAINAGE ESM'T O N 89°38'17" E 121.01' RV I I 10 I. -i I L � N I SCALE: 1 "= 20' i i SURVEY NOTES: 1) The street address of the above -described property is PINEFIELD DRIVE. 2) The above -described property lies in a Flood Zone X per FIRM 12117C 0065E dated APRIL 1995. 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. ncvi,luryJ: CERTIFIED CORRECT TO: C L KI NER SURVEYING, INC. R. BLAIR KITNER - P.L.S. NO. 3382 Post Office Box 823, Sanford. F1. 37.?72-W23 (407) 322-2000 PROJECT NO: ISURVEY DATE: CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 118 PINEFIELD DR for which permit 03-00002493 has heretofore been issued on 8/04/03 has been completed according to plans and specifications filed in the office of the Buildin Official prior to the issuance of said building permit, to wit as complies with all the building, plumbing, elect ical, loning 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 lZlll¢ ZONING: Inspected UTILITIES: Water Lines In ?ion_6'" Meter Set Reclaimed Water FIRE: Inspected Sewer Lines In Sewer Tap ENGINEERING: Street Drainage Q Paved 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 8/04/03 8/04/03 8/04/03 8/04/03 8/04/03 8/04/03 8/04/03 8/04/03 10.00 10.00 10.00 10.00 10.00 59.27 54.00 279.61 PAGE: 2 CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 118 PINEFIELD DR for which permit 03-00002493 has heretofore been issued on 8/04/03 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 8/04/03 8/04/03 8/04/03 8/04/03 8/04/03 8/04/03 8/04/03 91.93 13.33 847.00 13.34 1384.00 650.00 1700.00 OWNER BUILDING OFFICIAL DAT CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE**** DATE: PERMIT #: ADDRESS: CONTRACTOR: PHONE #: yd1- L1r) !�f, 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 OUtilities V. SwtrrT Dr, 1a/Ifo/03 0 Fire (1 I (,,- OZoning (\ I A OLicensing v-\ � ,1 CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) .. w CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE**** DATE: PERMIT #: ADDRESS: CONTRACTOR: PHONE #: yd1- W) J -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. Engineering ►'\ I P- h-l" /o C+ ublic Works MP-IM Wing (\ OUtilities 7Fire ❑Licensing v\ l ,1 CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) i - l I I I i i i CERTIFCATE OF OCCUPAN�� ' REQUEST FOR FINAL INSPE 'I' **** SINGLE FAMILY RESIDENCE 2* it 1 '1 ' 1 1 1 1 1 1 DATE: � 1 PERMIT #: N I I N S 1 1 C v v W 0 1 ADDRESS: \ c o coO u� N p o = c _ o CONTRACTOR: t1. c ai Cr W '0 o o PHONE #: y(j1- Li'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. ❑Engineering ❑Public Works F! . ❑Zoning C1 I x ❑Licensing in � A AL IS CONDITIONAL) CERTIFCATE OF OCCUPANMZ��r-' REQUEST FOR FINAL INSPEgI&4',,` **** SINGLE FAMILY RESIDENCE#*� ►— DATE: PERMIT #: 3: kA E Q N ADDRESS: 0 O � CONTRACTOR:Cr (� d PHONE #: yd1- o 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 Utilities i /G e CONDITIONS: ❑ Fire (� I �- OZoning ('� I "�- censing v-\ l ,, PROVAL IS CONDITIONAL) L r KITNER 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:118 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, �Pr/3z a�<: R. Blair Kitner P.S.M. No. 3382 P.O. BOX 823 - SANFORD, FLORIDA 32772-0823 - (407) 322-2000 FEDERAL EMERGENCY MANAGEMENT AGENCY O.M.B. No. 3067-0077 'NATIONAL FLOOD INSURANCE PROGRAM Expires December 31, 200! ELEVATION.C,ERTIFICATE - Read the instrudons on paw I.7. SECTION A • PROPERTY OWNER INFORMATION j For Inman Qwm BUILDING OWNER'S NAME Policy Number .r MARONDA HOMES BUILDING STREET ADDRESS (Irx� Apt, Uri!, Suite, andlor Bldg. No.) OR P.O. ROUTE AND BOX NO. Company NAIC Number 118 PINEFIELD DRIVE CRY STATE ZIP CODE SANFORD FL 32771 PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) LOT 9, CELERY LAKES PHASE 1, PLAT BOOK 62, PAGES 75 and 76 BUILDING USE (e.g., Residential, Nonresidential, Addition, Accessory, etc. Use a commends area, ff necessary.) RESIDENTIAL LATTTUDEILONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: GPS (Type): ( #tf - #9 - ##M or ##. ❑ NAD 1927 ❑ NAD 1983 ❑ USGS Quad Map ❑ other: SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMA11ON 81. NFIP COMMUNITY NAME &COMWNITY NUMBER B2. COUNTY NAME I M. STATE CITY OF SANFORD SEMINOLE B4. MAP AND PANEL B7. FIRM PANEL 89. BASE FLOOD ELEVATION(S) NUMBER B5. SUFFIX B6. FIRM INDEX DATE EFFECTNEIEVISED DATE 68. FLOOD ZONE(S) (Zama A0. use depth dtloo ft) 1211700065 E APRIL 1995 APRIL 1995 X NA 810. Indicate the source of the Base Flood Elevation (BFE) data orbase flood depth entered in B9. ❑ FIS Profile , ® FIRM ❑ Communi f Determined ❑ Other (Desabe� B11. Indicate the elevation datum used for the BFE in BR. ® NGVD 1929 ❑ NAVD 1988 ❑ Other (Describe): B12 Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (0PA)? ❑ Yes ® No Designation Date SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: ❑ Construction Drawings' ❑ Building Under Constnxtion' ® Finished Construction 'A new Elevation Certificate will be required when construction of the building is complete. C2 Building Diagram Number 1(Select the building diagram most similar to the building forwhidr this certificate is being completed - see pages 6 and 7. If no diagram aocumtely represents the buld'urg, provide a sketch or photograph.) C3. Elevations — Zones Al -AM, AE, AH, A (*b BFE), VE, V1430, V (wdh BFE), AR AwA, ARIAE, ARIA1-30, ARIAH, AR/AO Complete Items (33.ai below according lo the building diagram Tech)d 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 lo that used for the BFE Show field measurements and datum conversion calculation. Use the space prwided or the Comments area of Section D or Section G, as appropriate, to document the datum conversion. Datum NGVD 29 ConversionlComments Elevation reference mark used Does the elevation reference mark used appearon the FIRM? ❑ Yes ®No O a) Top of bottom floor (including basement or enclosure) 20. 28 ft(m) 0 b) Top of ne)d higher floor NA . _ft(m) 0 c) Bottom of lowest horizontal structural member (V Domes only) NA.. _fL(m) ❑ d) Abdred garage (top of slab) 19. 78 ft(m) ❑ e) Lowest elevation of machinery arKibr equpment serviolng the building (Describe in a Comments area) 20.0 LM ❑ t) Lowest adjaoent (finished) grade (LAG) 19.4 ft(m) ❑ g) Highest adjaoent (finished) grade (HAG) 19. 8 fLM ❑ h) No. of permanent openings (flood vents) within 1 It. above adjacent grade NA ❑ ) Total area of all permanent openings (flood vents) in C3.h NA sq. in. (sq. cm) wa Z .L SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. I certify that the information in Sections A, B, and C on this certificate represents my best efforts to interpret the data available. 1 understand that any false statement may be punishable by fine or imprisonment under 18 U. S. Code, Section 1001. CERTIFIERSNAME R BLAIR KITNER LICENSE NUMBER P.S.M. 3382 TITLE PRESIDENT COMPANY NAME KITNER SURVEYING, INC. ADDRESS CITY STATE ZIP CODE 2597 SANFORD AVE�1(LJ_ f f SANFORD FL 32772 SIGNATURE r Ar r'/��(/ C' 1199 NOV 03 407M-2O00 IMPORTANT: In these spaces, copy the comespondrna inforaidon from Section A I For tramae CaTp" Usa _ I 118 PINERELD ROAD CITY STATE ZIP CODE CaWy NAIC G7W SANFORD R. - 37nl SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agenticompany, and (3) building owner. COMMENTS . ❑ Check here if Aachrrients SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zone AO and Zone A (without BFE), complete Items E1 through E4. If the Elevation Certificate is intended for use as supporting information for a LOMA or LOMR-F, Section C must be completed. E1. Building Diagram Number_(Seled the building diagram most similar to the building forwhidr this certifiaCe is being completed — see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) EZ The top of the bottom floor (including basement orencosure) of the building is _ ft(m) _in.(an) ❑ above or ❑ below (check one) the highest adjacent grade. (Use natural grade, l available). E3. For Building Diagrams 6.8 with openings (seepage 7), the ne)d higher flooror elevated floor (elevation b) of the building is _ ft(m) _Qn.(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 andlorequipment senvicug the building is _ t(m) _i n.(crm) ❑ above or ❑ below (check one) the highest adjacent grade. (Use natural grade, f available). E5. For Zone AO only. If no flood depth number is available, is the top of the bottom floor elevated in accordance with the communitys floodp& management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this inibm- Pion in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owners authored representative who completes Sections A, B, C (Items C3.h and C3.i only), and E for Zone A (without a FEMA-issued or communk issued BFE) or Zone AO must sign here. The statements on Sections A Q C, end E are correct to the best of mykrm4sdge. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME ADDRESS CITY STATE ZIP CODE SIGNATURE DATE TELEPHONE COMMENTS ❑ Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorted by law or ordinance to adminkff the community's floodplain management ordhanoe can complete Sectbns A, B, C (or E), and G of this Elevation Cedicate. Complete the applicable "s) and sign below. G1. ❑ The information in Section C was taken from other documentation that has been signed and embossed by a licensed surveyor, engineer, or architect who is authorized by state or local law b oertdy elevation information. Qndrats the source and date of the elevation data in the Comments area below.) GZ ❑ A community official completed Section E for a building located in Zone A (without a FEMA-Issued or oommuniy iouad BFE) or Zone AO. G3. ❑ The ficb ing udormation (Items G4 G9) is provided for community floodplain management purposes. GS. Elevation of w built lowest floor (including basement) of the building is: _ it(m) Datum: G9. BFE or (m Zone AO) depth of flooding at the building sile is _ it(m) Datum: LOCAL OFFICIAL'S NAME TITLE COMMUNITY NAME TELEPHONE SIGNATURE DATE COMMENTS PLAT OF BOUNDARY SURVEY ' for MARONDA HOMES Legal Description LOT 9, CELERY LAKES PHASE 1, according to the ' Plat thereof Pages 75 and 76, of the Public Records of Seminole County, Florida. 0 1w as recorded in Plat Book 62, C w C z V) a w J Q U Ln 42.88' I I I I 1 I I I I I '9 I rel N 89°38'17" E 120.87' 5' DRAINAGE ESM'T 5.00' ------------- 48.00' o ' �- O ; r- O N �w � w 30.00' o M L,Of p I D O a_ (n0 Of I d I I -------------------------J 5' DRAINAGE ESM'T 89 °38' 17" E 121.011 10 SCALE: 1 "= 20' PLANS REVIEWED CITY OF SANFORD SURVEY NOTES: 1) The street address of the above -described property is PINEFIELD DRIVE. 2) The above -described property lies in a Flood Zone X per FIRM 12117C 0065E dated APRIL 1995. 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. r2vi�tun5: r /�� CERTIFIED CORRECT TO: KI NER SURVEYING, INC. R. BLAIR KITNER - P.L.S. NO. 3382 Post Office Box 823, Sanford, F1. 32772-=3 (407) 322-2000 PROJECT NO: 0 3- 535 ISURVEY DATE: FORM 60OA-2001 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs* Residential Whole Building Performance Method A me: SUN URY$ InQ Q�� DYIVQBuilder: MARONDA HOMES �...�d F Permitting Office: �r[[00 L'ECTRICPermit Number: e: Central Jurisdiction Number: tructionForexijs;tin�g or il New 12. Coolinily — g systems y f units, if multi -family FNumber Single family a. Central Unit 1 — Cap: 40.5 kBtu/hr f Bedrooms — 3 — SEER: 11.00 — b. N/A 5. Is thisa worst case? — Yes — 6. Conditioned floor area (W) _ 2223 fi' c. N/A — 7. Glass area & type a. Clear - single pane b. Clear -double pane _ 267.0 ft' 13. Heating — — g systems c. Tint/other SI-IGC -single pane � 0.0 ft2_ a. Electric Heat Pump Cap: 40.5 kBtu/hr 0.0 fe — d. Tint/other SHGC -double pane 0.0 ft' — HSPF: 7.20 — b. N/A 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 136.0(p) ft c. N/A b. N/A — c. N/A 9. Wall types — 14. Hot water systems — a. Concrete, Int Insul, Exterior — a. Electric Resistance Cap: 50.0 gallons b. Frame, Wood, Exterior R-11.0, 992.0 ft' EF: 0.93 — b. N/A c. Frame, Wood, Adjacent — R=11.0, 159.0 ft' d. N/A — e. N/A — c. Conservation credits —' 10. Ceiling types (HR-Heat recovery, Solar — a. Under Attic — DHP-Dedicated heat pump) R-19.0, 1200.0 fP 15. HVAC credits b. N/A c. N/A — PT, — (CF-Ceiling fan, CV -Cross ventilation, 11. Ducts HF-Whole house fan, B. Sup: Unc. Ret: Con. AH: Interior b. N/A — PT -Programmable Tbennostat, Sup. R=6.0, 150.0 [i MZ-C-Multizone cooling, — MZ-H-Multizone beating) Glass/Floor Area: 0.12 Total.as-built points: 27355 Total base points: 30107 PASS I hereby certify that the plans and specifications covered by this calculation are in compliance with the FI rida Energy Code. PREPARED BY ". DATE: JUN 13 s I hereby certify that this b)?' 'ng, as designed, is i compliance with the FI er Code. OWNER/AGENT:1Z DATE: JUN 16 AM 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. -taE Sr9r�� o� BUILDING OFFICIAL: pl ANC RI~yl�w�n DATE: _ _ _ CITY nc c EnergyGauge® (Version: FLRCPB v3.21) FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: I - BASE I AS -BUILT GLASS TYPES .18 X Conditioned X BSPM = Points Overhang Floor Area Type/SC Ornt Len Hot Area X SPM X ROF = pninte .18 2223.0 25.78 10315.6 Single, Clear E 1.0 6.0 16.0 59.31 0.97 920.8 Single, Clear E 1.0 4.0 12.0 59.31 0.92 652.2 Single, Clear Single, Clear E E 1.0 1.0 4.0 7.0 12.0 30.0 59.31 59.31 0.92 0.98 652.2 1747.1 Single, Clear E 1.0 14.0 16.0 59.31 1.00 945.0 Single, Clear E 1.0 15.0 10.0 59.31 1.00 5§0.8 Single, Clear W 1.0 16.0 40.0 53.47 1.00 2131.8 Single, Clear W 1.0 15.0 30.0 53.47 1.00 1598.5 Single, Clear W 1.0 13.0 9.0 53.47 1.00 479.3 Single, Clear W 1.0 6.0 16.0 53.47 0.97 830.1 Single, Clear W 1.0 6.0 16.0 53.47 0.97 830.1 Single, Clear W 1.0 6.0 30.0 53.47 0.97 1556.4 Single, Clear S 1.0 14.0 30.0 44.66 0.99 1330.3 As -Built Total: 267.0 14264.5 WALL TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Adjacent Exterior Base Total: 159.0 1712.0 1871.0 0.70 1.90 111.3 3252.8 3364.1 Concrete, Int Insul, Exterior Frame, Wood, Exterior Frame, Wood, Adjacent As -Built Total: 4.2 11.0 11.0 720.0 992.0 159.0 1871.0 1.16 1.90 0.70 835.2 1884.8 111.3 2831.3 DOOR TYPES Area X BSPM = Points Type Area X SPM = Points Adjacent Exterior 18.0 20.0 1.60 4.80 28.8 96.0 Exterior Insulated Adjacent Wood 20.0 18.0 4.80 2.40 96.0 43.2 Base Total: 38.0 124.8 As -Built Total: 38.0 139.2 CEILING TYPES Area X BSPM = Points Type R-Value Area X SPM X SCM = Points Under Attic 1103.0 2.13 2349.4 Under Attic 19.0 1200.0 2.82 X 1.00 3384.0 Base Total: 1103.0 2349.4 As -Built Total: 1200.0 3384.0 FLOOR TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Slab Raised 136.0(p) 0.0 -31.8 0.00 -4324.8 0.0 Slab -On -Grade Edge Insulation 0.0 136.0(p -31.90 -4338.4 Base Total: -4324.8 1 As -Built Total: 136.0 -4338.4 EnergyGauge® DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCPB v3.21 FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT INFILTRATION Area X BSPM = Points 7 Area X SPM Points 2223.0 14.31 31811.1 Summer Base Points: 43640.2 2223.0 Summer As -Built Points: 14.31 31811.1 Total Summer Points X System = Cooling Total X Cap 48091.7 X Duct X System X Credit Multiplier Points Component Ratio Multiplier Multiplier Multiplier = Cooling Points (DM x DSM x AHu) 43640.2. 0.4266 18616.9 48091.7 1.00 (1.07 1.117 x � go)0 310 0.950 15816.8 EnergyGauge- DCA Form 60OA-2001 EnergyGauge®/FIaRES'2001 FLRCPB Q.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 2223.0 5.86 2344.8 Single, Clear E 1.0 6.0 16.0 9.96 1.01 160.8 Single, Clear E 1.0 4.0 12.0 9.96 1.02 121.7 Single, Clear E 1.0 4.0 12.0 9.96 1.02 121.7 Single, Clear E 1.0 7.0 30.0 9.96 1.01 300.8 Single, Clear E 1.0 14.0 16.0 9.96 1.00 159.8 Single, Clear E 1.0 15.0 10.0 9.96 1.00 99.9 Single, Clear W 1.0 16.0 40.0 10.74 1.00 429.5 Single, Clear W 1.0 15.0 30.0 10.74 1.00 322.1 Single, Clear W 1.0 13.0 9.0 10.74 1.00 96.6 Single, Clear W 1.0 6.0 16.0 10.74 1.00 172.3 Single, Clear W 1.0 6.0 16.0 10.74 1.00 172.3 Single, Clear W 1.0 6.0 30.0 10.74 1.00 323.0 Single, Clear S 1.0 14.0 30.0 7.73 1.00 231.1 As -Built Total: 267.0 2711.7 WALL TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Adjacent 159.0 1.80 286.2 Concrete, Int Insul, Exterior 4.2 720.0 3.26 2347.2 Exterior 1712.0 2.00 3424.0 Frame, Wood, Exterior 11.0 992.0 2.00 1984.0 Frame, Wood, Adjacent 11.0 159.0 1.80 286.2 Base Total: 1871.0 3710.2 As -Built Total: 1871.0 4617.4 DOOR TYPES Area X BWPM = Points Type Area X WPM = Points Adjacent 18.0 4.00 72.0 Exterior Insulated 20.0 5.10 102.0 Exterior 20.0 5.10 102.0 Adjacent Wood 18.0 5.90 106.2 Base Total: 38.0 174.0 As-Bullt Total: 38.0 208.2 CEILING TYPES Area X BWPM = Points Type R-Value Area X WPM X WCM = Points Under Attic 1103.0 0.64 705.9 Under Attic 19.0 1200.0 0.87 X 1.00 1044.0 Base Total: 1103.0 705.9 As -Built Total: 1200.0 1044.0 FLOOR TYPES Area X BWPM = Points Type R-Vali le Area X WPM = Points Slab 136.0(p) -1.9 -258.4 Slab -On -Grade Edge Insulation 0.0 136.0(p 2.50 340.0 Raised 0.0 0.00 0.0 Base Total: -258.4 1 As -Built Total: 136.0 340.0 Energy,Gauge® DCA Form 60OA-2001 EnergyGs:uge®/FlaRES'2001 FLRCPB v3.21 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT INFILTRATION Area X BWPM = Points Area X WPM = Points 2223.0 -0.28 -622.4 2223.0 -0.28 -622.4 Winter Base Points: 6054.1 Winter As -Built Points: 8298.9 Total Winter X System = Heating Total X Cap X Duct X System X Credit = Heating Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (DM x DSM x AHU) 6054.1 0.6274 3798.3 j 8298.9 8298.9 1.000 1.00 (1.068 x 1.160 x 0.92) 0.474 1.140 0.474 0.950 0.950 4259.E 4259.6 EnergyGaugeT'^ DCA Form 60OA-2001 EnergyGaugeWlaRES'2001 FLRCPB v3.21 FORM 60OA-2001 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS:,,, BASE WATER HEATING Number of X Multiplier = Total Bedrooms 3 2564.00 7692.0 PERMIT #: AS -BUILT Tank EF Number of X Tank X Multiplier X Credit = Total Volume Bedrooms Ratio Multiplier 50.0 0.93 3 1.00 2426.15 1.00 7278.5 As -Built Total: 7278.6 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Hot Water = Total Cooling + Heating + Hot Water = Total Points Points Points Points Points Points Points 18617 3798 7692 30107 15817 4260 7278 27355 PASS WE EnergyGaugeTm DCA Form 60OA-2001 EnergyGauge(@/FlaRES'2001 FLRCPB v3.21 • FORM 60OA-2001 Code Compliance Checklist Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #• 6A-21 INFILTRATION REDUCTION COMPLIANCE CHFrKi PQT Water Heaters 612.1 Comply with efficiency requirements in Table 6-12. Switch or clearly marked circuit breaker electric or cutoff as must be rovided. External or built-in heat trapre uir 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 Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plan um chambers shall be mechanically attached, sealed, Insulated, and installed in accordance with the criteria of Section 610. v-i -ML wl ndcn s 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@/FIaRES'2001 FLRCPB v3.21 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 84.6 The higher the score, the more efficient the home. ELECTRIC.... 1. New construction or existing New _ 12. Cooling systems 2. Single family or mull -family Single family a. Central Unit 3. Number of units, if multi -family _ I 4. Number of Bedrooms 3 b. N/A 5. Is this a worst case? _ Yes 6. Conditioned floor area (W) 2223 ft' c. N/A 7. Glass area & type a. Clear - single pane 267.0 ft' _ 13. Heating systems b. Clear - double pane 0.0 ft' _ a. Electric Heat Pump c. Tint/other SHGC - single pane 0.0 fe d. Tint/other SHGC - double pane _ 0.0 fe b. N/A 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 136.0(p) ft c. N/A b. N/A c. N/A 14. Hot water systems 9. Wall types _ a. Electric Resistance a. Concrete, Int Insul, Exterior R=4.2, 720.0 ft' b. Frame, Wood, Exterior _ R-1 1.0, 992.0 ft' b. N/A c. Frame, Wood, Adjacent _ R=11.0, 159.0 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, 1200.0 fe 15. HVAC credits b. N/A _ _ (CF-Ceiling fan, CV -Cross ventilation, c. N/A Hr-Whole house fan, 11. Ducts _ PT -Programmable Thermostat, a. Sup: Unc. Ret: Con. AH: Interior Sup. R=6.0, 150.0 ft _ RB-Attic radiant barrier., b. N/A MZ-C-Multizone cooling, MZ-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) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Date: Address of New Home: City/FL Zip: Cap: 40.5 kBtu/hr _ SEER: 11.00 Cap: 40.5 kBtu/hr _ HSPF: 7.20 Cap: 50.0 gallons _ EF: 0.93 PT, _ 04-04ESrg- f o *NOTE.- The home's estimated energy performance score is only available through the FLA /RES computer program. This is not a Building Energy Rating. If your score is 80 or greater (or 86 for a US EPAIDOE EnergyStaPdesignation), your home may qualify for energy efficiency mortgage (EE* incentives f you obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 321/63. ?-1492 or see the Energy Gauge web site at w• vwfsec. ucfedu for information and a list of certified Raters. Foi information about Florida s Energy Efficienc ) Code For Building Construction, contact the Department of Community Affair.: at 8501487-1824. F.nergyGauge® (Version: FLRCPB v3.21) Maronda Systems Maronda Systems 4005 Maronda Way Sanford FL 32771 (407) 321-0064 Fax (407) 321-3913 Engineer of Record: Tomas Ponce, P.E. 1005 Vannessa Dr. Oviedo, FL 32765 FL PE # 50068, Design Criteria: TPI Design: Matrix Analysis TEE-LOK software PLAN JOB # LOT ADDRESS DIV/SUB MODEL 6CL00901 9 118 PINEFIELD DR ORLN-CEL SUN13 RIGHT SUNBURY I & J 3 VAULT 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 arrnrrianrp with AQrF 7-02 Thnc.+... .,.,, a.,:___� __ ___._ .. .... Truss ID Run Date Drawing Reviewed Truss ID Run Date Drawing Reviewed c11a luacu Uu11U111 . No. of Eng. Dwgs: 33 Layout 11-4-99 V 6-18-02 Roof Loads - VT 4-11-01 W 6-18-02 TC Live: 16.0 psf TC Dead: 7.0 psf BC Live: 0.0 psf BC Dead: 10.0 Psf HIP 10-20-00 X 6-18-02 A 6-18-02 y 6-18-02 ✓ B 6-18-02 Z 6-18-02 ✓ C 6-18-02 Z1 6-18-02 Total 33.0 psf D 6-18-02 Z2 6-18-02 16/ E 6-18-02 Z3 6-18-02 DurFac- Lbr: 1.25 DurFac- Pit: 1.25 O.C. Spacing: 24.0" E1 6-18-02 F 6-18-02 F 1 6-18-02 PLANS REVIEWS CITY Of SANFO G 6-18-02 G 1 6-18-02 H 6-18-02 H 1 6-18-02 I 6-18-02 11 6-18-02 J 6-18 02 11 6-18-02 K 6-18-02 L 6-18-02 M 6-18-02 P 6-18-02 P Field Assembled U 6-18-02 INV # DESC QNTY JUL 1 1 2003 DATE: 18331 EHUH26 18330 EHUH28 18360 SKH26R 18361 SKH26L 18362 SUH26 18370 THJ26 4 SEAT PLATES 36 D ID 40-0 19-0 7-4 21-0 JUL I z �12�T'ISis� safetyyLQlerEu`syrr7bol*fr�tct our at#eTntnn ,z y , y, �' �`PJERSYL?tY/�'LfSAFF� 'IS,f V E vt�t7. Whin iw17 iF V, J Vr �,"�� ItixnE �,7 L le F- r t D�U'Se�Eth5;S�1{nbdl»BEe;rD IT,; '11E�SA'GE CA*UTIQN '-V ,;C ? i lut" srle "� nees' safe , •n o�erdti;� �r'P 'it rf7 i t J raotres++or;iradr� l;:rs Lai�afe CQndit'ons �I�atCOuld �t 1c1��riy result tn_;personal injury or darrrage to.structures: I B-91 Summcry Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES c iSfheresponsibflityoffheinstaller/builder building contractor, lice rrsedcontra ctor -ectoror erection contractorl to croper/vrAceive unload store, handie. install and -ace metal orate connected wood trusses to protect life and �pr^oerry. 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 proiec Architect's or Engineer's design specification for handling, installing id bracing wood trusses for a particular roof or floor. These recommendations are i ed upon the collective experience of leading technical personnel in the wood C`AUTION Thebuilder building con tractor, licensed contractor, ere'ctororerection contractor is advised . to obtain and read the entire booklet "Commentary.;; Eno RiCOmmendctions for Hans ing, IInstellila a:r ' . 3; a �n iJletal Plate ConnQcted VVood,T•russe ' 91 rumAnC.fTr rss Palate Institute. 5F � dlM3DA i�-GEM c,('ic r2 rys Viz, of)dition C yi+{fi' 1 '�1 _�,♦ jlrhed�''{airurE' 4 flotiv �r Ufa ctibvi o�- homed warn t'r�1lIl0frjV@P rn e+n:tt t oEi;- oix„r',cr.a t t a . �o ta!snuryo p l u .ttr�s, WARNING.;, A WARNING 4e0crrbes aicondit+on t �wherefarlurefto¢ollowlnstrrgctions`,cou!dres:Itln., eueter =a1 4 .__ :. personalan�ury4c,darnage to"strur uses V TRUSS PLATE INSTITUTE 583 D'Onofrio Dr., Suite 200 Madison, Wisconsin 53719 (608) 833-5900 truss industry, but must, due to the nature of responsibilities involved, be presented as a guide fcr the use of a qualified building designer or installer. Thus, the Truss Plate institute, Inc. expressly disclaims any responsibility for damaoes arising from the use, application or reliance on the recommendations and information contained herein by building designers. instaiiers, and others. CoDvri�ht c 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. CU.TION .A9ltemporary b ac-"Should be no less .' than �: crr�a to rnarkeci lun'iVier.;,All ,co hectionIs I shoufu e made lith n-iinimum of 2-16d na.ils. All trusses assume 2 ' on -center or.less. AI[,rrrulti-ply. susses should bn6-ftedrItogether in actor- e ar-lbb With design oravvings prior-:t&h1S a1'iztion, t TRUSS S T OF E 'CAUT ON: Trusses shouldn' e' unloaded o7 rough terrain or•un even surfaces vvhich could causse ga�ma&e to:tl a truss. w thF t�,pCAUTION !rtT[USSQS StOTGC1 ry�r'sG�J 1 t:�F �17011Si r i�C' � �— �"` supported Qm'blockrng�to r y "rnr a; C� UiICb4. jrti� yes stored iPf r 1, ally ' • i 1 P �V63uVt �,�+.� a 11 e ,cit_:�I� 7f�Cr� ➢� ' bending and lessen�'morscure c�aln. ` r ,r n-d yo WE'Vent toppling or tipI)irr. t `�r�� SWARN1f�G t;Dojno �bi"�a�'itia tlrng ulntrl in'stallatrunbw � � R�___. Oo:ric�t sior� bunOOl�'s U rlClht'jJ �.�( �beglrts�Care=shotild�{{��+e ezere setl Ir, k anrlrn ,; L'�:lLi �i•k + o�nri f �iaCeCl, akr,t F �� r' t A t' <;= tlM r•' ' Y ��.—�,.r., r t areipl.acecl rnli't't ile f �t3ril CiB?�isn.,l !3��9t1`Jlt. 5, Slnaval to,�avordsjttftrnofilnci>u�iGal frusse§Iuf tj g fJo�no�brea!t bans ur i Janci,e_ J �7:}S''�Y, d , "+%v 'rk `�j `�!'��'� ETr nr, fi �.Y3� _acfii��y *H1 �,•5 K, ��. F T � a 11A'RNINC�' "tDr� no'yprllff' tfiii i� fir, `ub �� G fJGER VJalkir:-i on trus °" a sew DO rla� h 1�',tt:-!"Y�.r...�:,"`s��r�i��''•+il arC,"Fa��l':L ab S � t .t1�.� y-� - ,.� � � 17iC fe(v,;,�flafi a'4V t7 llfie�ClS i�"I��eC'!,rtL1SSES;f' q �'" 1� ,44�157r�llel'da,r7!�j er£3 LISIli1;GJ`SiIGi:�G Ct+ ' l� �J~`::F/sn '��+I'�Lri� dial?�� JFt,'tpJ?2!r4 4J �9iC Ih9 �111711�yi��?�"9,�x��pAY� irv..3l :t�.,.�_,.,a.vw, 'M Frame 1 7 60° 7 or less A Tag / Approximately Appro- ximately` Tag Line 1/2 truss length 1/2 truss length \ Line Truss spans less than 30'. Spreader Bar Toe In Toe In Approximately 1/ to ''3 truss length Less than or equal to 60' Spreader Bar Toe In Approximately /2 to %truss length Less than or equal to 60' >h v � - ' •� 16 ,Ira t�s �u� �� t� .El'[iJS3ES9,t u Ih'I WECHANICAL'' _�j P1INS TALLATION Lifting devices should be connected to the truss top chord with a closed -loop attachment utilizing materials such as slings, chains, cables, nylon strapping, etc. of sufficlent strength to carry the weight ofthetruss. Each truss should be set in proper position per the building designer's framing plan and held with the lifting device until the ends of the truss are securely fastened and tempo- rary bracing is Installed. Tag Line Tag Line Strongback/ SpreaderBar oe In At or above mid -height Tag Tag Line Line . .7l;iv4P ' , 1�4 P I �'GITEF pJRUmAIliNll wWO-1uROUN®iBRACINGI�BUiLDiNGIiwF 1ll. brace (GBv) LT... Approximately Y3 to 3/1 truss length Greater than 60' Strongback% SpreaderBar GR®U'NNDa!BRA"G1ING: BIJ'lILD'6i�ICC' ?eta #618OR +mw..m+.a. Top Chord Typical vertical End Well I attachment Plen r 'U Blocking �GBy -;.<-�.,__;;, '` .\�� •f'''' Ground Brace .� Verticals (GBV) Strut (S (ST) mtal tie member with a (HT) ."truss of bra. 'cup of truss* (EB) Frame 2 12 4 or greater 0 U, can buckle "c kle g Top chords that are laterally braced can g0therandc, uaecoll3P-*ift1,.rcianodi.go_ n n:1 bracing. Diagonal bracing should be nailed j to the underside of the top chord when purlins are attached In the topside of the top chord. TOP 'C RD. OR I IITop CIAO I D DIAGONAL NA BRACE M LAT,ERAL BRACE' SPACING SPAN SPACINGIL B,,) # trussesj Si'OF PF/H;: 4 12 15 Over 32'- 48' 41'12 6 10 7 Over 48'-60' — 51, 4 Over 60' —6 See a registered professional engineer wUyiab rjr-"rcn Hem -Fit 'W1 - Southern Pine SPF - Spruce -Pine -Fir Continuous Top Chord All lateral braces Lateral Brace _X. lapped at least 2 Required trusses. 10" or Greater Attachment Required —MIN WA RNMG: Failure to f o. lov4,tJ16 te recomr,,)endations co,y1d resuI4 in severe personas ,injury,or:dam gejo,trusses or, TOP CHORD n MUM " it TAP C H 0 iq D DIAGONALBFP,C= :PITCH TERAL BRAC E SPACING (DB,) SPAN 4 DIFFERENCE IFFER"EN" E [.4 trusses]�' WI hli /DF " SPF/IAF Unto2.5 7' 1-7 1 12 Over 28 - 42' 1 3.0 1 6' Over 42' - 60' 3.0 1 5' 3 Over 60_' I See a registered professional engineer :)F- Douglas Fir -Larch SP - Southern Pine -IF - Herri-Fir SPF - Spruce -Pine -Fir Top Chord _a:eral E-ace Reouired 77 10" or Greater [ /,',ta-- h m e n: Required All lateral braces lapped at least 2 trusses. I PITCHED TRUSS 12 5 �.A 4 0, Top chords that are I aterally braced can husk lc cb logetherand cause collapse ihere isrtcd!aq, nal bracing. Diagona ( brac oiled to the underside of the top ar—rd when p,);r, are attached to the topside of the top cnd IM �TRUSST Frame 3 ESCISSOpS 15{ +I� ' I I 77 4� r� 1 • 1 L 1 it -N I I la l l i "itax "t.x.W."M Bottom chord diagana at each end oX they;bil Spacing as toplrcfhFlo�rtl c �MyCHORD�' YAL IYN� iruSSes1 '�if4 r+• � 9' J,a� - i�exlNemuNINIXIWpI Ifs; AAPNNh� 9 - .uli: ,i -- `"'" 20 15 10 7 Over 48' - 60' 4/12 15' 6 4 Over 60' See a registered rofessfon51 engineer DF DouglasFir,i4arcfir°,r SP Southern Pine HF rHem FIr *�} WM�fi SPF- Spruce -Pine -Fir ar c: r 4 i 'All la'terai braces Mapped ai ieast I � 6, pm'°�i C . ii M ,+ac>Ir+ f>' r K� d � S•! + n .. ..$ }, � °� i ,}' ,r �l"'d�"}�:. ,[�17aG!s � N I � 1f^}9 al � 4 I ; I , •�i i' I ,, n � �* �* ��+' � ��[i��a ti��',1 ir♦ Yi Zvi )�r�; N - f21, S it rt1f h ri A�"' k'+7�!- 16�i:'�} eaw :k°�a•!a>A , /'o7h ;egvk, $P '� rs + I' + In , r � NI(1�1 n1 4NIIIIN�N, iniN� I N{I M nlYlul I IAI CARDRIP '✓�}J..FY:1'eJiOd:uYf��E"��i�11.`%'F'��.C:Y I�,�Y.'�iPJ. 9.�2f1'1"+.'�. � `�� _.. ��!MN bl MMNY IC ,n.M§MNYM+w^a. �wi-AMu .. L au k',y',.rkl�tia'��L."C ' `'"'�rP!,.=��'� �` �' y��'�tk �c�s[",ti�r"' • Cross Cerac nulrepeated �1)"rat each end-ot the< a ` iii1 inarintl at 20':{ �`. l li.11ll .I 'J':II aul I I d I ��I' I I I II I I i (, 'ill• ;:II �II: IIl ,III IIII I: all111I�I fli I,� ullllu�l, h II �(�; I III I, i I�IILI II,L ,II,I{I{.IIII d�llll {III III; ,III (I, IIIIq I 111� , II �I I iI 70P'i C H ORDIy.,, ,II I w � I ��,il I, III I�I II�S f II� �i�Il'Vi�lldl �II��II P,.A Pp�],pflf�l1� I � 7I I �ii I, .{ pN . „� I I,�: ,•..,.I�., I� DEpT N I �ylil ryryI I .IT�OP•C. I I + •. DIAGOP LAiCERP.LI'BRAC= , �hm:r�illll7" ,,r,rq,, .I II , �-5, SF CIf�G LB 16 Srus u Igo J° I,I.I`,,Iq{II, s�,IPII LLI ses I�I�.Ilali,lt• I� _III d�lutl�Ii�II�.IIIdN��ll U to 32' .:lll��ll�l��91II��I��IrII�I��Alj,dl��ll,'I��I�III�IIIN�iIII�QI,IIIlI11�:I:Fs. 30" /DF II151 ' r-...P I .,Idll.f 1. P F/H F B' 16 10 Over 32' - 4842" O 48' 6' 6 4 li + I 2x4i2x6 PARADE +li++I „ Continuous -- �I CrirJRDI`TRU�S'jl!�Ili'�i ' TopC7ord h IPl llill!II IIII Lateral Brae t Il , + Top chords that are laterally braced can buckle ' Req Ulred togetherand cause collapse ifthere isno diaga �° nalbracing. Diagonal bracing should be nailed - :n file underside of the top chord when ourlins Ver - 60 �r, attached to the topside of the too :fiord. I� 4S 5' 4 2 --- r Over 60' See a registered professional engineer'" DF = Dougia s Fir -Larch SP - Soutnc'rn Pine . Attachment � Required —' I HF - Hem -Fir . SPF - Spruce -Fine -Fir l` /i1pTru'Sey S� i" Sp C 230" or - greater 1' s E�� Th end iagonaI bra e for cantilevered i ;` End diagonals ale ass . rus e must be stabllltyand rnust+be;,rlup� plar,Ed on vertic�l both ends'ofahe truss sysi web. in nne with , hi the su port. rdPfk�+JMVk 61 °� f x••^•^ �s 4�W @11 ' " � ' 1 WN HA LL�i C�i�RD TRUSS T+S`P u a Continuous - -- a , Top Morda that are laterally braced can buckle Top Chord tog ether and ca u se collapse ifthere is no diago- + Lateral Brace -� f nal bracing. Diagonal bracing should be nailed - Regll!red to the underside of the tap chard when purling are. attached to the topside of the top chord. _ t L'- or vrea,er'I I � Atachment 3 I , I WUr_VMR0 Over 54' See a registered professional engineer ur'Uouglasnr-Lanm sp' Southern Pine Diagonal brace also required on end verticals, - Top chords thai are laterally braced can buckle logatherand caune collapse if therein no diago. 11111bi.cing. Diagonal bracing should be nailed 10 Ilia underside of the top chord when purlins are attached to the topside of the top chard. INSTALLATION TOLERANCES;' PLUMS Truss at 961. Z. Lesser of Alsplacement Plumb Line OUT -OF -PLUMB INSTALLATION TOLERANCES, . ^ 12 Ire ter All lateral braces lapped o1least 2 Continuous Top Chord Lateral Brace Required 10' or Greater Attachment Required Length ^,., 1 Lesser of 4z000,c' Lesser of ouT-On-PL«wEINSTALLATION TOLERANCES. MAROAIDA siwT1:KS 4005 Afaronda Way Date: March 5, 2003 To: Building Department From: Maronda Systems T'ornas Ponce Professional Engineer State of Florida 90050069 Subject: Valley Trusses Sanford, FL 32771 (407) 321.0064 Far (407) 321-3313 All valley ,-Uses labeled VT -I thru 100 are covered under the general valley sheet provided in the truss pacl.a-e signed and sealed by the engineer of record. The connections are noted general sheet. on the structural info sheet of the plans. All criteria of the valley trusses are noted on the If you have arty questions please feel free to call at 407-32I-0064. %om Ponce, P.L. Date: 31 5fo 3 .._- l.. .virus Vl`/ Ihis cl ,b for au tndhddual building component and Tula b-n L_,,d on Inform.,.. p-1dof by Ulc d1cnL The cl-our dlsdalms any resporuWWly for damages as a to wt of faulty or 111— et lworrvaUoa: spedllatlons and/or dmigus "'w"'hd to the tram dolga by tht dbod and the mrled n,S, or amuraty of Ibl. tnfnrnnUoa as It may 'La, to a and ,po- dllc p.vJact accept no—P--IbWty or elctrds- no central w1W .ega.d to fabrt-- tlon, ` - -"ay. atupmcot s d amtanauon of lmsko. This tn. has LIn dolgned os an tadlatdual buUdlog t—up—L In aocanlance ,Ill ANSI/TPI 1-1995 and NOS-97 in be b ,—poraid' as pail of the budding d-tgn by a Building Dolgo" In'01 td areblimt or Plalessbnnal cngu-1. Wb.n to tewd for aPNt t by We budding d—I,. _ W. Jelg. Isadk,b. ahown must be checked to be cure that U.e data shown Alc UI aglccmmt with the local bWldhig coats, k.rnl cltn..ua..torda for', d araoow I—d,. Prt --t sPeeulouoos or spedal appUed loads_ Unless Shoran. into has not been d-lg.d for storage or ow.pa,nq loads- Tice d-IV, asa.nno rnmpr 'a-d—t (top orboltom)ucmaWlu- -1y bnocd by sbtatht.g .odor oth_be 1peCacd_ Whoc baton. b_d. to I_,_ ... a fully b—d Wt by by a pmpaly aPPbod d9d editor, !hry should be braced at a ma-Vm.m, -P—g of tm-w a.. Caooador Plat— -,ban b. manufaoauc.l roam TO On- hot WPPd 9 1-nnd ated --ding ASTM A 6S3, Grad.4D, unlr oth... 4_shown, FABRICATION NOTES Prbr tv Iabrlodton, We Gbrfolvr atwU .chew this dn,wing to -try that lhh dr tog b bn — rma+.oe wIW We fabdotae. Plans and to totlre a tamtmwog _ponsthWly for sods aetl- Ilolioa_ Ant dls parade are to b. put in ntnng befom euumg — f bttauan. P6ly .hall oat bo knt-9W owcr knothole, IolaLs or dlstortd grain, blcmb_ shaU be cut I— right flung wood to .wood bcartng, Con- --I—Plato shag b. I—ld on both Taco of he tons wsU, n 111 fadly Imb0dd and ab.0 toe 0•m- about the Jolot unitss olbrc+wbe .homy.- A ,44 Platc b 5':nee z 4- long- Wde x 6' long. Sluts (holes) A 6s0 Plato b 6 run 6.8 Pla be plate gW sped(lad- Baulk an. on w.b kv 1. .nab" sba0 meet at We --tumid of.tbe webs L,J—othcrabe at--. Connector plate sty m mlwmum sties based an U.c f.,_s sttoann rid ovy need m ba In.:—,d for eerfaWn band_ rig and/or vcclhm sV case- lirb Uaus b out a b. Gblkakd o1W arc .daadanl treauo j anbcr uwes otl.c.wbc -turn' For addlLw..i ranaaanaa an ()."ty Canna ru.r to ANSI/TPI 1-1995 'RECAUTIONARY 140TES I bladog and etadlva tccammcodau_ are be folbw.d to atmrdance adW -hooding andUng d Ilradot, NIB-91. Tens. ae to Iau.dld web P'Uudar—d.ufng bandin ,d bua Ulag, deb.-y and L_L-djabon tg o •wet nag,- T®pata.y and P.tmanrnt braety holding ta.aaso to a • 191 t and plambpos- m ar.d far —bmu.g Lat..-al Iona sball b. stgnd dad lostalid by whoa. Cardul baad- g b —_UXl and —A ian brachrg b always Zabel- NolwW PrcouUottary.akin for l"" nquhm such been Poruy bracing dwtng 11112Uan hctwcen tnusm to aaokl lopplmg i dommomg. The super"blao a( c-tion of ssa Shall be undo We ,Uaral of paaona tedcaml In We Lostnuadaa of b.me- daslonal ad.1-stun be •lX ght If.ceded. oteatnU— of mnsbuctlon Imd, g.mter n the dolgn loads s1uU not he appUcd to u at any Umc No loa.Ls olhcr tban tht - 'ght or Um ucdon shall be aPptid la aces now alley all fulenbrg and bmdng vmplctoL MONO VALLEY VALLEY TRUE COMMON VALLEY VALLEY TRUSSES 11 WO: VALLEY SET IF LESS THEN 3-0-o INEN MOVE DIAGONAL WEB TO NN,ExrPAIIEL Ea II � 11 11 SUPPORTI170 TRUSSES SUPPORTING TRUSS VALLEY TRUSSES ITYP.) COMMON OR GIRDER flm - COMMON TRUSSES (TYP] * VALLEY STRAPPING TO TRUSS BELOW USING MSTA12 @ 4` O.C. VALLEY TRUSSES CAN BE CANTILEVERED UP TO TWO FEET. " ► 214 OR 416 DIAGONALVIEBS 1 416 316 REQUIRED WITH SPAIIS GR 2X/ GREATER THEN 25-0-0 3■6 214 0-0.4 2X4 3X6 214 21-4 214 2X4 316 oa 1 416 516 i 2{4 OR 316 4110 2.4 30 316 on on { 6 2X4 u1Y:l Ill WIIEII DIGA011AL VIER PRESERr USE 4X6 PLATE Iq WHEN 110 DIAGONAL WEB PRESENT USE 7X4 PLATE VALLEY MEMBERS AT 24' 0.1;. IIYPI IX{ _ 316 2X4 I VANES ----12-1 UP TO I 214 214 316 MAX 6-0-0 O.C. ITYP) j X d 2X4 MAX. TRUSS SPACING MAX 6-0-0 O.C. ITYP) ® BELOW . 411• O.C. I® SPANS UP To so-o-o TOP CHORDS: 2X4 SP 92 IT IS NOT REQUIRED TO SHEATH TRUSSE5 BOT CHORDS: 2X4 SP'A2 BELOW VALLEY SET- VALLEY MEMBERS WE135: -2X4 SP 93 PROVIDE ALL 14ECESSARY TOP CHORD BRACING. VALLEY MEMBERS TO BE SET TIC MUST BE CONTINUOUSLY BRACED BY ROOF PERPENDIC III(R TO TRUSSES BELOW. SHEATHING UNLESS NOTED OTHERWISE. - WHEN VALLEY MEMBERS ARE 14AILED DIRECTLY TO TRUSS TOP CHORDS USE (2) 160 NAILS PER INTERSEC HON, OR TWO FEET ON CENTER. WHEN BELOW TRUSSES ARE SHEATHED FIRST USE (2) 1Od NAILS OR (1) 16d NAIL PER INTERSECTION , OR TWO FEET ON CENTER. 2X4 BRACING NAILED FLAT TO EDGE OF WEB WITH 12d NAILS AT s' O.C, OR A SCAB OF THE SAME DIMENSION AND GRADE AS WEB; NAILED TO FACE (S) OF WEB WITH 10d NAILS STAGGERED 8' O.C. SCAB OR TRANSVERSE BRACING TO EXTEND FOR 90% OF WEB LENGTH. ONE BRACE REQUIRED ON WEBS GREATER THAN 8' LONG 1. TWO 2X6 BRACES REQUIRED ON ANY WEB EXCEEDING 14' 1t EXCE' 17 AS S1101yN PLAj.Uj LE 17 ZO CA 1TSTt D pLit ANSY1111 1-1995 CDut. Support WARMING' READ Studs ® 6-0-0 o.c. �, a=Sste� r"�A . ALL NOTES ON THIS SI IEET. COPY OFTHIS DRAWING TO BE GIVEN Ll,g- T CONTRACTOR. O ERECTING uwg 4005 MARONDA ,JAY BRACING WARNING: USgor: TLYr Cult: SANFOTU), FL 32771 (407) 321-OOG4 Faz 4U7 t ) 321-3913 B"."'g shown on Uda drawing b not c ccUon hraun b • of Web g. wltnl brad. uading de d ratio, brae,, �, shoran Is for lateral suppott rd b9 b13r 1 ( Live 3 L I)P,a a 16.0 1jSF TOMAS PONCE P_E_ LICENSE #0050068 of trrmS to=bus only to itduee boc og building destg,<,: u,g node la anchor lxtrralbartng at tnd, arid. &Ting length liov$Ians musL be Addtae..I b.a.b.g of Ibe --.0 fxdl a11oaUo yy d.tumuaed by U,e BC Live 7.0 ILsf 0.0 7690 GREENBROOU LT,OVIEDO.Fl027S6 stria ,rc bwldWn dt, ftluss Pla[o 1LuUtutc, TPI, b loaltd a15W Dr 1. r�uvei �Ce HIB'91 ab Tlst. I g �'t'' OOoUto OUvr- 1dadlsau- %VLsmnstu !TC Deatl lisr 2.O 51,1719E F'zF — - '1'(1TAT. 7S N ncr �TrusS ID: VT Dale: 4-1-1-01 Durfac - Lbr. 1.25 DwFac - PIT: 1.25 . O.C. 5Paciflg: 24.0n L) essgrz Crflolio- -IPr Code' Desc_ uLSI(>N IN1=OPMATION This design is for all individual buddoig mnponent and loos been bI a1 on Inf-uon prmlded by the ellent. The designer dise.Ialms vq• rmF-tbbly lo, don.ag_. w _.I, or fatil(Ter Inconert bdomuuo, spcdll©Unns arld/or deslgna Iumbad to the tn-s deslgncr by the du,l and the correctness or aceuocy of Ihla 1Non—u— as it o-y relo. ate .o a sp cult protect and adepts no rmponsblUly or cscrc)ses no control Mth rega.d to labm- Ibn. 11ard14,/„ shrp,ncnt and b-tallauon ar Ir,oao. -rho n — I— Iwcn •leal6..ed .s an tndlvldu.l building colnponud In acmflbncCora IWS117PI 1-1995 and NOS-97 to be incorporated . part of the bollding d-ig„ 1�ra Dulldb,g Dclgncr Ircglztered arehlle K nr pl oloslonal nlglnecrl. when «.Iened for nppro.-al by the b,lldh,g desfg„cr, the design kodings sb— n—I be d.dted to be su,c lhnl U,e data shn.on re In agreemot iu, Ure tool b.Udb,g lssdes. tool dbn.lk omords lor,.4,d or loam I-ds. pmfcdspcdn-t1a,- or sp,eb1 -pplkd loads, unless sh--. In-s has not been dalgrned far slvlafe or oceupaner loads. The design assurance cmnpresslw, chords (top w bnttorol are -Unu- ously braced by sb-u,ing -0- our be sperincd. when boUon, choral. In tendon .,e ool fully 4raccd t,Im llY br a t..operll-appUd ngld edling, lhay should be b=d at a tnahuoun sP-blt of I V-0' o.•_ Connector places sh.11 Le mm-faelurd Inn. 40 gauge hot dlppcd gal.u,Ud sled mI'S AS-M(A 6S3. i Grade 40. unless orll-w. shoran. FABRICATION NOTES Prior to fabn-Uon. U,c raaftalnr shaU .e.lea Unb dm.in,g to —ur nut ll,b d'-wrtg la in mnlorma»ee..ith ma labiml..e. plat- anal I. raUc<. m.u,.a4,g—pa,.slbdlty for .uch ..e- liotbn. A„y dbncp.ndes ar< Io the pot h, ...I" W— cutting or (.bda U.n. rhles shall not be Installed ester knotholes, knoll or dbto.tcd groin- hl—bm shall be cul for light Illtb,g o.00d to good bcoring. Cou- Rior plates a11a11 t.c bealed .m bill rac-s or Ule inns with ruUs fully tmbcddd and s11a11 be arm. about U.<fotnl -otters olirernbe 111o1. A 5a1 pile 11 5- aide a 4- long. A 6-c9 plate b 6- a,ldc a fr Iong. Slots (hold .ran p.ralkl to the pile Icnpl, ap Ar.d• Donhle —u on ..rh cmt— shall .—t at 11" eent.old a the,.ebs o111ev ooh—be sl.o,r , Co11.1 ..tvr pfate sires are n.hIll— slao Issd on 11, in, shorn and may ned la bo t.—.ed far eutaln I-nd- 14,g and/or erecllon stresses. 11113 truss Is nor to be fabrlold'It"'I- rc1ar11a11l bested hunbcr older otl—t- shmvn_ For addlu...I hdom,.Uon on Quality Conti l refer to ANSI/Tpl 1-1995 PRECAUTIONARY NOTES All bneb,g and erccttan .c..an,mcnd.U._ are I- be (olloa'-1 b, a -.dance -Ith-H.ndling bubttb,g A Dradng-, HID.91. Trusses are to be handled .ill. parue..br o,e do.brg bandb,g and b—dlb,g, dcu. y and hmwlauon to scold daoage Teporary and pen,.anenl bruey,g for ,nholdtng I— In slralgl,( and plumb pos- bbn and (or' —hung bloat ., -. sI—U be designed and 1—ta1jd by others. Ca r.1 hand- ling is essenllal and erection bnelr,g Is ants tcquitcd- Nolnial picautlouaii action for bo:so rcyuUe such tcmporory brac4ng durtng klsta(buon balmeeo trusses to arold toppling and damtnotng. The superstsh.n of ereetlon of lnwo shall be under the control of persons rspule.m l In 11,t-L o uon of Ifvsses. Prolesslonal advice shall be sought tf needed. Caneen"lb„ of cor-tr ueuo,n loads g,ealer than the defg„ loads doll nest I-. applied to 1-.l any th- Nn UnI,.11-ll-n Ill.. -fight vi the rrcel.o,s .zhall L *.I.r0vl fe Inosza -oral obey all laxt<nW1; an•1 hmeing Is cun.pktd. I I I I J I1-IYIJ HIP GIRDER 2x OF VVO: 1-11I'DETAIL I BLOCKING ADDED TO TOP CHORD STEP HIP TRUSSES TO SHORTEN. OSB- NOT TO EXCEED 24''O.C.. -0 BE NAILED TO TRUSSES WI @ -12" ON CEN_ STAGGERED PIKE-ENG'0 TRUS TOP WALL OF BUILDING QTYA TYPICAL BLOC +f- J1� T V `LJ R OR SHE- ill. T 11 J�-.L V ON SATE- HfpS 1r�fARidl�iG: READ ALL NOTES ON THIS SHEET. alC011(�d Sj+$teAl1S A COPY OF 11-115 DRAWING 1.0 BE GIVEN TO ERECTING CONTRACTOR_ 4005 MARONDA WAY BRACING WARNING: SANFORD. FL.- 32771 (407) 321=0064 Fax 11ra1ng.1. rn on udi firs, Ing Is r,of cmruon blacbn Mnd b ad�g. p twl b,a h1 -lush b apart of the buliding dnlnln and lrhkh g m simllu bncb,g (407) 321-39131 TOMAS PONCE P.E. rams shmm tr for bhral snl l b^_ ausldercJ by Um buUd'u,g deslencr. Draeing Plod o(truss rneo-b- ..h to reduce 6uck14 g lrnglh. FmrL•Io,o ,nuzl k nmdC to anchor laleml bnCh,g LICENSE d0051H1G8 166U and specUld I-llo , detennb.ed try ILe buUdL,g dolgner- AddlUonal braeh,e vl Um overall aluetme mar Im r"ry E,d. 15" i11D-91 .11 11. i1 plot' 1.-tlfute. TPI, b tooled cftEFJIDROOK R.oV1ED0,FL31766 al 59] D'Ontirlo IM.< Abdbon, .v,aco.,arn 5]r IN1. n.,i,n- dfno-i, nn.•h.,(r Rug. Job: Dwg: Dsgta-: yLy TC Live 1.6.0 psC 'CC Dead 7.0 pcf 13C .Live 0.0 pSE IIC Dead 30-U psi TOTAL 33. Tn-1ss ID: HIP . Dale: 10-20-00 D111FC1C - Lbr: 1,2j Durfac -PII: 1.25 O-C_ Spacing: 24-0n Design Ctiletia: TPI Code Desc: V:0G.79 nn- DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the client. The designer diselauns any responsibility for damages as a result of faulty or incorrect Information. specifications and/or designs furnished to the lnrss designer by the client and the correctness or accuracy of this information as It may relate to a spe- clflc project and accepts no responsibility or exercises no control with regard to fabriea- lion, handling, shipment and Wtallation 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 Budding Designer (registered architect or profemlonal engineer). µ'hen 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, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) arc mnunu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Is In conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancles are to be put in writing before cutting or fabrication. Plates 3ha8 b not be utnlled Over knotholn. knots or distorted gram. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with =03 fully imbedded and shall be sym. about thejoint unless otherwise shown. A 5x4 plate is 5- wide x 4" long. A &8 plate Is 6" wide x 8- long. Slots (holes) nun parallel to the plate length specified. Double cuts on web members shall meet at the centruld of the webs unless otherwise shown. Connector plate size 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 Inlbmuatlon on guallty Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations arc to be foUmed in accordance with 'Handling Installing A Bracing". HIB-91. Trusses arc to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pm- Ilbn and far resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice sha8 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 trusses until after all fastening and bracing is completed. JB: SUNBURY I AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 2x6 SP #2 2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4 Wind Case- ASCE 7-98, C&C, V- 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type= Encl L= 40.0 ft W= 30.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.21" D=-0.22" T=-0.42" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.11" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.05" RMB = 1.00 T 4-3-2 04-3 I WO: SUNIV WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Design based on 1-ply laminated Bot chord. End verticals designed for axial loads only. End verticals that are extended above/below PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 920# Support 2 920# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -4144 0.63 10- 9 3655 0.61 2- 3 -5241 0.74 9- 8 3691 0.70 3- 4 -5241 0.74 8- 7 3690 0.70 4- 5 -4144 0.63 7- 6 3655 0.61 TI: A 9TY:1 =_ __=========Joint Locations=====__======== 1) 0- 0- 0 5) 30- 0- 0 9) 7- 0- 0 2) 7- 0- 0 6) 30- 0- 0 10) 0- 0- 0 3) 15- 0- 0 7) 23- 0- 0 4) 23- 0- 0 8) 15- 0- 0 ------------ TOTAL DESIGN LOADS ------------- Uniform PLF From PLF To TC Vert L+D -46 -1- 0- 0 -46 7- 0- 0 TC Vert L+D -100 7- 0- 0 -100 23- 0- 0 TC Vert L+D -46 23- 0- 0 -46 31- 0- 0 BC Vert L+D -20 0- 0- 0 -20 7- 0- 0 BC Vert L+D -43 7- 0- 0 -43 23- 0- 0 BC Vert L+D -20 23- 0- 0 -20 30- 0- 0 Concentrated LBS Location BC Vert L+D -429 7- 0- 0 BC Vert L+D -429 23- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 2087 0 -920 BOT PIN 29-10- 4 2086 0 -920 BOT H-ROLL 7-0-0 11 16-0-0 1 7 0-0 3 5 0 R 5X10 3X4 4Yln 110 9 8 2087# 3.50" 1-0-0 (RO-I 1-11) 430# 30-0-0 EXCEPT AS SHOWN PLATES ARE TL20 G TESTED PER ANSI/TPI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK Cr.OVIEDO.FL32760 wHKNIN(i: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or sbntlar bracing which is a pan of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members onh• to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations detennnined by the building designer. Additional bracing of the overall structure may be rerquhed. (See HIB-91 of TI ll. rrruss Plate Instltute. TPI, is located at 583 D'Onofrio Drive. Madison. Wiscomin 53719). -6 0000 R T 2087# 3.5I0'a" 100 430N (RO-11-11) scale = 0.2094 Eng. Job: Divg: Dsgv: 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 psf Truss ID: A Date: 6-18-02 DurFac - Lbr. 1.25 DurFac - PIt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA -- �..vvaauunrrnmvnrr 11CS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: B QTY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the ==============Joint Locations=============== This dcslgn is for an Individual budding BOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1) 0- 0- 0 5) 21- 0- 0 9) 21- 0- 0 component and has been based on Information WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 4- 9- 4 6) 25- 2-12 10) 15- 0- 0 provided by the client. The designer disclaims any responsibility for damages as a result of 2x4 SP #2 3,5 continuously braced unless noted otherwise. y 3) 9- 0- 0 7) 30- 0- 0 11) 9- 0-.0 faulty or Incorrect Information, specifications Wind Case- ASCE 7-98, C&C, V= 125mph, 4) 15- 0- 0 8) 30- 0- 0 12) 0- 0- 0 and/or designs furnished to the truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: H= 21.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 ----MAX. REACTIONS PER BEARING LOCATION----- bytheclientandthecorrectnessoraccumcy Support 1 734# Bld Type- Encl L= 40.0 ft W= 30.0 ft Truss X-Loc Vert Horiz Uplift Y-Loc Type of this information as It may relate to a spe- Support 2 765# in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf 0- 1-110360 -734 BOT PIN cNc project and accepts no responsibility ty or exercises no control with regard to fabAra- MAX LIVE LOAD DHFLECTION: Impact Resistant Covering and/or Glazing Req 29-10- 4 1035 0 -765 BOT H-ROLL' lion- handling, shipment and Installation of L/999 has trusses. This truss has been designed as an L=-0.08" D=-0.08" T=-0.16" ..TC... FORCE ... CSI ..BC ... FORCE ... CSI individual building in accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -1794 0.35 12-11 1568 0.47 ANSI/TPI 1-1995 and NDS-97 to be Incorporated T= 0.07" 2- 3 -1582 0.32 11-10 1371 0.43 as part of the building design by a Budding MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -1637 0.39 10- 9 1371 0.43 Designer (registered architect or professional engincerj. When reviewed for approval by the T= 0.03" 4- 5 -1637 0.39 9- 8 1568 0.47 budding designer• the design loadings shown RMB - 1.15 5- 6 -1582 0.32 must be checked to be sure that the data shown 6- 7 -1794 0.37 arc in agreement with the local budding codes• local climatic records for wind or snow loads. project specifications or special applied Inds. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are conUnu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension arc not fully braced laterally by a properly applied rWd ceding. they should be braced at a maximum spacing of IO'-0- o.c. Connector plates shad be manufactured from 20 gauge hot dipped gaWantwd steel meeting ASfM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shad review this drawing to verify that this drawing is in conformance with the fabrimtoes plans and to realize a continuing responsibility for such veri- ficallon. Any discrepancies arc to be put In writing before cutting or fabrication. Plates shad not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with mils fully Imbedded and shad be sym. about the Joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A US plate is 6' wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on w•eb members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sins 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 arc to be followed in accordance with "Handling Installing & Bracing", HIB-91. Trusses are to be handled with particular rare during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb poa- Ition and for restsung lateral forces shad be designed and installed by others. Careful hand. Ung is essential and erection bracing s always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shad be under the control of persons experienced In the installation of trusses. Professtonal 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 shad be applied to trusses until after all fastening and bracing is completed. r 9-0-0 12-0-0 9-0-0 1 2 4 6 6.00 R 4X8 2X4 4X8 30-0-0 R 4-10-3 0-4-3 T_ '12 11 10 9 81 1036N 3.50" 1-0-0 1036N 3.50" 30-0-0 -0 (RO-11-11) � I _ (R (RO-I1-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2094 Laronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK Cr.0"EDO.FL-7- WAKNINIU: 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 In a part of the budding design and which must be considered by the budding designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specllled locations determined by the budding designer. Additional bracing of the overall structure may be required. (See HIB-9I of TPII. rrruss plate Institute. TPI. s located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 psf Truss ID: B Date: 6-18-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA ungn: _cacti roaaysrr JUH PAfrr: L:I1tbLUKI/UBJl1L5MPHISUN1V HCS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: C 9TY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the ______________Joint Locations=============== This design Is for anindividual building BOT CHORDS: 2x4 SP #2 composite result of nwltiple loads. 1) 0- 0- 0 6) 23- 7- 4 11) 11- 0- 0 component and has been based on Information by WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 6- 4-12 7) 30- 0- 0 12) 6- 4-12 provided the client. The designer disclaims any responsibility for damages as a result of 2x4 SP #2 4 , 5 continuous) y braced unless noted otherwise. 3) 11- 0- 0 8) 30- 0- 0 13) 0- 0-.0 faulty or Incorrect information. specifications Wind Case- ASCE 7-98, C&C, V= 125niph, 4) 15- 0- 0 9) 23- 7- 4 and/or designs furnished to the trtusdesigner PROVIDE UPLIFT CONNECTION PER SCHEDULE: H= 21.0 ft, I= 1.00, Ecp.Cat. B, Kzt= 1.0 5) 19- 0- 0 10) 19- 0- 0 by the client and the correctness or accuracy Support 1 727# Bld Type= Enel L= 40.0 ft W= 30.0 ft Truss ----MAX. REACTIONS PER BEARING LOCATION----- ofthis Information as it may relate to a spe- clfk andaccepts neresponsibility or Support 2 769# in INT zone, TCDL= 4.2 elf, BCDL- 6. 0 p psf X0- Vert Horiz Uplift Y-Loc Type t-n exeroises no control with regard to fabrio• ric MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req 1 0- 1-12 1035 81 -727 BOT PIN lion, handling, shipment and Installation of L/999 29-10- 4 1035 0 -769 BOT H-ROLL trusses. This truss has been designed asnn L=-0.07" D=-0.07" T=-0.14" ..TC...FORCE ... CSI ..BC ... FORCE ... CSI individual building component in accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -1777 0.42 13-12 1536 0.40 ANSIrMl 1-1995 and NDS-97 to be Incorporated T= 0. 07" 2- 3 -1435 0.40 12-11 1534 0.43 as part of the building design by a Building MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -1240 0.25 11-10 1307 0.39 Designer (registered architect or professional engineer). When reviewed for approval by the T= 0.03" 4- 5 -1240 0.25 10- 9 1534 0.43 building designer, the design loadings shown Rplg 1.15 5- 6 -1435 0.40 9- 8 1536 0.40 must be checked to be sure that the data shown 6- 7 -1777 0.43 arc in agreement with the Merl budding codes. local c"tic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension arc not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of 10'-0- o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASr'M 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 contlnumg responslbWty for such veri- flcatlon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted gram. Members shall be cut for light titling wind to wood bearing. Con- nector plates shall be located on both faces of the truss with trails fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate Is 6" wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the cenlrold of the webs unless otherwise shown. Connector plate slur are minimum slur based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations arc to be followed in accordance with "Handling Instal8ng A Bracing". HIB-91. Trusses arc to be handled with particular care during banding and bundling, demery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Itlon and for resisting lateral forces shall be designed and installed by others. Careful hand- Wg is essential and crectlon bracing is allays required. Normal precautionary action for trusses requires such temporary bracing during Installation between lasses to avold toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to 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. Ilk 11-0-0 k 8-0-0 11 11-0-0 1 2 4 6 7 6.00 6-3-2 0-4-3 Tr� I 4X6 3X4 4X6 -6 0000 5-10-3 0-4-3 f1 F1 30-0-0 11 13 1036M 3.50" 12 11 10 9 1036N 3.50" 81 1-0-0-0 30-0-0 1-00 � (I RO-11-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2094 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK Cr.011ED0.FL32766 Design: Matrix Analysis WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or 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. Provwons 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. (Sec HIB-91 of TPq. (muss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 537191. JOB PATH: C:ITFF. LOKVORSU2.5MPHISUNIV 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 osf Truss ID: C Date: 6-18-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA TICS: 06.02.02 DESIGN INFORMATION This design Is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or inconecl Information. specifications and/or designs fumished 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 fabricn- lion, 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 pan of the building design by a Building Designer (registered architect or professional enginced. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown art in agreement with the local building codes, local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ce8mg. they should be braced at a maximum spacing of 10'-T o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASfM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication• the fabricator shall review this drawing to vertfy that this drawing b In conformance with the fabricators plans and to realize a continuing responsibility for such vert. ficallan. Any discrepancies arc to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted gram. Members shag be cut for tight filling wood to wood bearing. Can. neetor plates shall be located on both faces of the truss with nabs 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 (hales) 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 slip are minimum sizes based an the forces shown and may need to be increased for certain hand. ling and/or erection sinuses. This taus is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ali bracing and erect ton recommendations are to be followed inaccordance with -Handling Installing f4 Bmcing-, 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- Itiun 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 requites such temporary bracing during Installation between trusses to avoid toppling and dominomg. 77he 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 loads other than the weight of the erectors shall be applied to trusses until after all fastening and bmcmg is completed. JB: SUNBURY I AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #2 2x4 SP #3 1,7 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 716# Support 2 752# MAX LIVE LOAD DEFLECTION: L/999 L=-0.06" D=-0.07" T=-0.13" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.07" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" RMB = 1.15 7-3-2 0-4-3 WO: SUNIV WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type= Encl L= 40.0 ft W= 30.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Ixrpact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -1768 0.50 12-11 1525 0.41 2- 3 -1304 0.47 11-10 1522 0.41 3- 4 -1107 0.29 10- 9 1105 0.28 4- 5 -1308 0.48 9- 8 1522 0.41 5- 6 -1768 0.51 8- 7 1525 0.41 TI: D 61TY:1 ---=--==-=====Joint Locations=============== 1) 0- 0- 0 5) 23- 0- 0 9) 17- 0- 0 2) 7- 0- 0 6) 30- 0- 0 10) 13- 0- 0 3) 13- 0- 0 7) 30- 0- 0 11) 7- 0-.0 4) 17- 0- 0 8) 23- 0- 0 12) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1036 69 -716 BOT PIN 29-10- 4 1036 0 -752 BOT H-ROLL' 13-0-0 L, 4-0-0 L, 13-0-0 1 2 5 6 -6 00 4X6 4X8 6-10-3 0-41-3 R R 30-0-0 12 1036# 3.50" it 10 9 8 7 1-0-0-0 �e 30-0-0 1036N 3.50" 1-0-0- (RO-11-11) I EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSI/TPI 1-1995 (� RO-11-11) scale = 0.2094 WARNINGS READ ALL NOTES ON THIS SHEET. Eng. Job: WO: SUNIV Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING DWg: I Truss ID: D CONTRACTOR. Dsgnr: TLY Cldc: Date: 6-18-02 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psr Durfac - Lbr: 1.25 SANFORD, I.1_. 32771 Bmcmg shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bmcmg which is a part of the building design and which must be considered by the building designer. Bracing TC Dead 7.0 psf DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling lengh. Provisions must be BC Live 0.0 psr O.C. Spacing: 24.0n TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations detennmed by the building designer. Additional bracing of me overall structure may be required. (See HlB-91 of TPB, �C Dead d 10.0 psr Design Criteria: TPI LICENSE #0050068 n'mss Plate Institute. TPI, is looted at 583 D'Onofrio Drive. Madison, Wisconsin 53719). Code Dese: FLA 1890 GREENRROOK MOVIEDOXI-32765 ITOTAL 33.0 psf I V:06.02.02- 13801- 4 Design: Matrix Analysis JOB PATH: CATEE-LOKUOBSI125MPllIS1JNlV 11CS: 06.02.02 DESIGN INFORMATION This design is for an Individual building component and has been based on information provided by the client The designer disclaims any responsibility for damages as a result of faulty or incorrect Information, specifications d/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- . project and accepts no responsibility or exem"es 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 profess Loral 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 Inds. Unless shown. truss has not been designed for storage or occupancy Inds. The design assumes compression chords (top or bottom) are contlnu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension arc not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum 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 otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a continuing responsibility for such verl- 0catlon. 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 wool to wood heating. 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 Fab plate Is 6' wide x B- 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 sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- Iing and/or erection stresses. This truss is not to be fabricated with 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 arc to be handled with particular care during banding and bunding, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pw- Ition and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of I— shai 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 loads other than the weight of the erectors shall be applied to trusses mull after all fastening and bracing is completed. JB: SUNBURY I AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 3,4,5 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 680# Support 2 718# MAX LIVE LOAD DEFLECTION: L/999 L=-0.07" D=-0.07" T=-0.13" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.06" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.03" RMB = 1.15 WO: SUNIV WE: MULTIPLE LOADS -- This design is the composite result of nuiltiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125nph, H= 21.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 30.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -1746 0.34 12-11 1513 0.48 2- 3 -1570 0.31 11-10 1291 0.44 3- 4 -1144 0.30 10- 9 1291 0.44 4- 5 -1144 0.31 9- 8 1513 0.48 5- 6 -1570 0.32 6- 7 -1746 0.37 TI: E QTY:3 ----===--=====Joint Locations=============== 1) 0- 0- 0 5) 19- 9- 2 9) 21- 0- 0 2) 6- 3- 7 6) 23- 8- 9 10) 15- 0- 0 3) 10- 2-14 7) 30- 0- 0 11) 9- 0- 0 4) 15- 0- 0 8) 30- 0- 0 12) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1036 74 -680 BOT PIN 29-10- 4 1036 0 -718 BOT H-ROLL . 15-0-0 15-Ilk 0-0 1 2 3 5 6 6.00 4X6 6.00 7-10-3 0-4-3 __L T_ R R 30-0-0 12 11 10 9 g 1036# 3.50" 1-0-0 1036J/ 3.50" 30-0-0 �a (R(110- O-11-11) � (RO-ll-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2094 r WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: SUNIV (Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: E CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 6-18-02 TC Live 16.0 psf DurFae - Lbr: 1.25 4005 MARON DA WAY SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or sbnilar bracing which is a part of the buddbrg design and which must be considered by One building designer. Bracing for lateral TC Dead 7.0 psf BC Live DurFac - Pit: 1.25 O.C. Spacing: 24.0ar (407) 321-0064 Fax (407) 321-3913 shown is support of truss members only to reduce buckling length. Provisions most be 0.0 pSf TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may he reqied. (see HIB-9I of TPO. BC Dead 10.0 Pu $( Design Criteria: TPI LICENSE #0050068 (Truss Plate institute. TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). Code Dese: FLA 1890 GREENBROOK MOViED0.1`1_327W TOTAL 33.0 psf V:06.02.02- 13802- 4 ueSign: MMM Anary•SIS JOB PAT/1: C:ITEE-L0KU0BS1125AfPHISUN/V HCS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: El 9TY:3 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the ==============Joint Locations========___==== This design is for an Individual building BOT CHORDS: 2x4 SP #2 composite result of Multiple loads. 1) 0- 0- 0 5) 19- 9- 2 9) 21- 0- 0 component and has been based on Information WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 6- 3- 7 6) 23- 8- 9 10) 15- 0- 0 provided by the client. The designer dlsclatms any erdameg-a�result 2x4 SP #2 3,4,5 continuous) braced unless noted otherwise. 3) 10- 2-14 7) 30- 0- 0 11) 9- 0- D y rins erectility iof fault or incorrect Information. s glcallons Wind Case- ASCE 7-98, C&C, V= 125uph, 4) 15- 0- 0 8) 30- 0- 0 12) 0- 0- 0 and/or designs furnished to the truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: H= 21.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 ----MAX. REACTIONS PER BEARING LOCATION----- bythe client and the correctness or accuracy Support 1 616# Bld Type= Enel L= 40.0 ft We: 30.0 ft Truss X-Loe Vert Horiz Uplift Y-Loe Type of this information as it may relate to a spe- Support 2 714# in INT zone, TCDL= 4.2 sf, BCDL= 6.0 sf p p 0- 1-12 990 61 -616 BOT PIN clflc project and accepts no responsibility or exercises no control with regard to fabrfca- MAX LIVE LOAD DEFLECTION: IIfgJdct Resistant Covering and/or Glazing Req 29-10- 4 1036 0 -714 BOT H-ROLL Lion. handling. handling• shipment and installation of L/999 trusses. This truss has been designed as, an L=-0.07" D=-0.07" T=-0.13" ..TC... FORCE ... CSI ..BC...FORCE ... CSI individual building component inaccordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -1746 0.39 12-11 1513 0.48 ANSI/TPI I-1995 and NDS-97 to be incorporated T= 0. 06" 2- 3 -1570 0.34 11-10 1291 0.44 as par of the building design by aBuudmg MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -1144 0.30 10- 9 1291 0.44 Designer (registered architect or professional engineerl. When reviewed for approval by the T= 0 . 03 ^ 4- 5 -1144 0.30 9- 8 1513 0.48 building designer, the design loadings shown RMB = 1.15 5- 6 -1570 0.32 must be checked to be sure that the data shown 6- 7 -1746 0.37 art In agreement with the local building codes, local climatic records for wind or snrnv loads• project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are contlnu- ousy braced by sheathing unless otherwise specified. Where bottom chords in tension arc not fully braced laterally by a properly applied rigid « Wng. they should be braced at a 15-0-0 15-U-0 maximum spacing of 10'-0' o.c. Connector 1 plates shbe manufactured from 20 gauge hot all 2 3 5 6 dipped gahaniud steel meeting ASfM A 653, Grade 40. unless otherwise shown. 600 -6 00 FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's plans and to realize a continuing responsibility for such veri- Banion. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be mslaged over knotholes. knots or distorted gram. Members shall be cut for tight ratting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with malls fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is 6' wide x 8' long. Slots (hole) 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 slz arc minimum slur based on the forces shown and may need to be increased for certain hand. ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection rec^mmendatIons are to be followed In accordance with 'Handling InstaWng & 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- Itlon and for rnistmg lateral forces shag be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dommomg. The supervision of erection of trusses shag be under the control of persons experienced In the Wtallation of truss-. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shag not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing H completed. 4X6 8-3-2 0-4-3 7-10-3 04-3 _L i T_ R R 30-0-0 Ilk 12 11 10 9 8 990# 3.50" 1036N 3.50" io 30-0-0 L 00 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 (' (RO-11-11) (R scale = 0.2161 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: I Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Divg: Truss ID: E1 CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 6-18-02 TC Live 16.0 cast DurFac - Lbr: 1.25 4005 MARON DA WAY SANFORD. FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing• portal bracing or sundar bracing which Is a par of the building design and which must be considered by the building designer. Bracing TC Dead 7.0 psf DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psi O.C.Spacing: 24.0" p TOMAS PONCE P.E. made to anchor lateral bracing at ends and specfied locations determined by the buudtng designer. Additional bracing of the overall structure may be required. (see HIB-91 of TPI). BC Dead 10.0 f Ps Design Criteria: TPI LICENSE #0050068 rrmss Plate Institute, TPI• Is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). Code Desc: FLA 1690 GREENBROOK Cr.0VIED0.FL31766 COTAL 33.0 psi V:06.02.02- 13803- 4 -'a••• r•ra u r, . r >Un VAIII: C:IIGt-1.UAUUIiS11L3MPHISUNIV TICS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L.. WO: SUNIV WE: DESIGN INFORMATION This design Is for an individual building component and has been based on Information provided by the client. The designer disclalms 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- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling. shipment and installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as 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 specdlcaUons or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assurnes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of 10'-0" o.c. Connector pLales shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASfM A 6". Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's plans and to realize a conunuing responsibility for such veri- fication. Any discrepancies are to be put In writing before cutting or fabricator. Plates shall not be InXtled Over knothoies• knots or distorted grain. Members shall be cut for tight (thing 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 Sx4 plate is 5' wide x 4- long. A 6X8 plate is 6- wlde x 8' long. Skis (holesl 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 sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional W.—it— 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'. HI11-91. Trusses are to be handled with parUculax can: 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 erection bracing is allays req,dr d. Normal precautionary action for trusses requites such temporary bracing during wtalbtlon between trusses to avoid taPPwg and dominoing. The supervision of emellon of trusses shall be under the control of persons experienced In the installation of trusses. Professional advice shalt be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any [line. No loads other than the weight of the erector shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 580# Support 2 340# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 275# MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" D= 0.00" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" RMB = 1.00 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H- 21.0 ft, i= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L. 40.0 ft W= 9.9 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 635 0.54 5- 4 -782 0.42 2- 3 -55 0.42 TI: F 9TY:2 ==============Joint Locations=============== 1) 0- 0- 0 3) 9-10-13 5) 0- 0- 0 2) 5- 4- 1 4) 9-10-13 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D 0 0- 0- 0 -88 9-10-13 BC Vert L+D 0 0- 0- 0 -38 9-10-13 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 2- 8 208 275 -580 BOT PIN 9- 9- 0 423 0 -340 BOT H-ROLL 9-10-13 11 1 2 3 r4 24 0-3-14 3-9-14 I I le 9-10-13 5 4 209# 4.95" 423# 2.50" 1e (111-620) la 9-10-13 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANS11TPI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROON Cr.OV1EDO.PL32766 WAKNIN(G: READ ALL NOTES ON THIS SHEET. Eng. Job: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgnr: TLY I Chk: BRACING WARNING: TC Live 16.0 psr Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is n part of the bu8dbng design and which must be considered by the building designer. Ilracing TC Dead 7.0 psr 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. BC Live 0.0 Psf Additional bracing of the Overall structure may be required. (Sce HID-91 of"MI). BC Dead 10.0 PSf frruss Plate institute. TPI. is located at S8a D'Onofrio Drive. Madlson. Wisconsin 53719). TOTAL 33.0 scale = 0.4873 Truss ID: F Date: 6-18-02 DurFac - Lbr: 1.25 DurFac - PIt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA - ... , ,tin rn, n. t-.-ni cc -bun t/l/nJti Obrr(nJUA'/v HCS: 06.02.02 I I JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: F1 QTY:2 DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the client. The designer disclaims any responslbli ty 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- clllc project and accepts no responslbWly or exercises no control with regard to fubrica- lbn, handling• shipment and Installation of trusses. This truss has been designed as an individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated ns part of the building design by a Budding Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the bell building coda, local climatic records for wind or snow loads. project specf lmuons or special applied loads. Unless shown, truss has not been designed for storage or Occupancy bads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of 10'-O' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASfM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a continuing responslbWty for such veri- Bcatlon. Any discrepancies are to be put In writing before cutting or fabrication. Plat " ltes shad not be installed Over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4- long. A Ull plate is 6' wide x 8' long. Slots (holes) runt parallel to the plate length specified. Double cuts on web members shall meet at the cenlrold of the webs unless otherwise shown. Connector plate slur 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 flee retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to AN51/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to anm be followed In accordwith "Handling Installing S 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- IUon and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requites 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 losses. Professional advice shall be sought ti 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 shag be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 594# Support 2 326# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 275# MAX LIVE LOAD DEFLECTION: L/999 L--0.01" D= 0.00" T=-0.01" MAX HORIZONTAL 'DOTAL LOAD DEFLECTION: T= 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.02" RMB = 1.00 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mtph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 9.9 ft Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 606 0.48 5- 4 -748 0.40 2- 3 -55 0.38 ==----========Joint Locations========-=--=== 1) 0- 0- 0 3) 9-10-13 5) 0- 0- 0 2) 5- 4- 1 4) 9-10-13 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D 0 0- 0- 0 -88 9-10-13 BC Vert L+D 0 0- 0- 0 -38 9-10-13 ----MAX. REACTIONS PER BEARING LOCATION------ X-Loc Vert Horiz Uplift Y-Loc Type 0- 5-11 214 275 -594 BOT PIN 9- 9- 0 417 0 -326 BOT H-ROLL 9-10-13 zk Ilk 1 2 3 24 0-3-14 1 3-9-14 M k 9-10-13 '15 4, 215H 11.31" 417# 2.50" 9-10-13 �� (R1-6-0)) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.4873 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: I Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: F1 CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 6-18-02 TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARON DA WAY SANFORD. FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 3_1-0064 Fax 321-3913 which is a part of the building design and which must be considered by the building designer. Bracing shown s for lateral support of truss members on to buckling length. Provisions be BC Live 0.0 f O.C.Spacing: rf A On h g. 24 (407) (407) TOMAS PONCE P.E. reduce must l bracing fi term �'' made to anchor latof t bracing at ends and specified locations ( determined by the building designer. AddRlanalbraeingarthewera95tructtrremayberequfired. (See HIB-91 ar77'I). BC Dead 10.0 � f Design Criteria: TPI LICENSE #0050068 rrruss Plate Institute. TPI, IS located at 583 D'Onofrlo Drh•e, Madison, Wisconsin 53719). Code Dese: FLA IB90GREEN BROOK Cr.Ov1EDO.F"2766 I TOTAL 33.0 psf V:06.02.02- 13807- 4 Design: Afarrir Analysis JOB PATH: CATEE-LOKUOBS1125MPHISUN/V 11CS: 06.02.02 DESIGN INFORMATION This design Is for an indMdual building component and has been based on information prm ldcd by the client. The dcmgner 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 or this mformaUon as it may relate to a spe. ctne project and accepts no responsibility or exeroises no control with regard to fabria- Uon. handling, shipment and installation of truss-. 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 professtorwl enginceri. When reviewed for approval by the building designer, the design loadings shown most be checked to be sure that the data shown am In agreement with the local building codes. local climatic records for wind or snow loads, Project specifications or special applied loads. I Inless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are anUnu- t usly braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rfgld rxWng. they should be braced at o ma)(lrman spacing of 10'-O' o.e Connector plat- shall be manufactured from 20 gauge hot dipped gah'anized steel meeting ASIM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrtation, the fabricator shall review this drawing to verify that this drawing is inconformance with the fabrialofs plans and to r-Ilze a continuing mPwulbWty for such nrl. 1lcn91on. Any diserepancles are to be put 1n wrtUng before cutting or fabrtca Wm. Males shall not be installed wcr knotholes. knots or distorted grain. Members shall be nil for tight fitting wood to woof bearing. Can. nector plat- shall be looted on both faces of the truss with nails fully imbedded and shag be sym. about the joint unless otherwise shown. A 5x4 plate b 5' wide x 4' ling, A 6x8 plate is B' wide x 8' long. Slots (holm) 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 sues ate mtlnlmum sizes based on the fortes shown aad may need to be Increased for certain hand- ling and/or emcuon stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. Far addition.] Information on Quality Control refer to ANSIfTPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed Inaccordance with 'Handling InstaWng h Bracing'. H18.91. Theses arc to be handled with particular an during binding and bundling delivery and installation to avoid damage. Temporary and penranenl bracing for holding misses In a straight and plumb pos. Itlon and for resisting Lateral forces shall be designed and installed by others. Careful hand- ling . e _Wd and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between inmes to avoid toppling and dondnoing. The anpervblan of erection of huves 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 m any time. No Inds other than the weight of the erectors shag be applied to truss- until after all fastening and bracing is completed. JB:SUNBURYI AC: 10# UPLIFT D.L. WO: SUN TOP CHORDS: 2.4 SP #2 D BOT CHORDS: 2x4 SP #2 A11 COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C4C, V= 125mph, H= 21.0 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 Inquest Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/257 at Mid -panel # 1 L=-0.33" D= 0.05" T=-0.28" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.00" RMB - 1.15 4-3-15 0-4-3 ON WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of rmnttiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 433# Support 2 355# Support 3 51# TC... FORCE ... CSI BC... FORCE ... CSI 1- 2 69 0.99 4- 3 -2 0.84 TI: G 9TY:9 -Joint Locations==e_==_... 1) 0- 6- 8 3) 7- 0- 0 2) 7- 0- 0 4) 0- 6- 8 -- —MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Lot 6-10-12 151 167 -355 TOP PIN 0- 1-12 280 197 -433 BOT PIN 6-10-12 81 0 -51 BOT H-ROLL 7-0-0 1 2 6 0000 3-10-3 7-0-0 4 281# 3.50" 3 1-1_9 i 151k 2.50" I 7-0-0 (R1i-7)°Ta — 82N .50'1 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 C/L: 6-10-12 Over 3 Supports Fmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 n flail UgP.ENRROOK CT.ONEDO.rL as lees Design: Alfurir Analysis TMKI 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, wad bracing, portal bracing or similar bracing which is a pan of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions roust be made to anchor lateral bmcmg at ends and specified l0mt ors determined by the building designer. Additional bracing of the weran structure may be required, (Sea HIB-91 of TPO. (Truss Plate Institute. TPI, Is looted at 583 D'Onofrio Drtvc. Madison, wisconstn 53719). JOB PATH: C:I7'EE-LOKUOBSIf1jAfpHlSUN/V Eng. Job: Dwg: Dsgnr: TLY Cltk: TC Live 16.0 psf TC Dead 7.0 psf tic Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf Allach With (j) 10d Toe -Nair Attach with (2) 10d 'roe -Nails scale = 0.4854 WO: SUNI Truss ID: G Date: 6-18-02 DurFa : - Lbr: 1.25 DurFac - pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA V:06.02.02- 13808- 4 urc. rvr n, JB: SUNBURY I AC: 10# UPLIFT D.L. DESIGN INFORMATION This design is for an Individual building component and has been based on Inforinatbn provited by the client. The designer disclaims any responsibWty for damages as a result of faulty or Incorrect Infomwtbn, specdlcatlons and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Infornmtlon as it my relate to a spe- cNc project and accepts no responsibility or exercises no control with regard to fabrlm- tion, handling. shipment and installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated ns 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 ebmatb records for wind or snow Inds. project speeBlmitons or special applied bads. Unless shown. truss has not been designed for storage or occupancy Inds. The design assumes compnsalon 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 rfgld "Utog, they should be braced at a maximum spacing of lOr-O' 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 Poor to fabrtcation, the fabricator shall review this drawing to verify that this drawing is in confomtance with the fabncatoes plans and to realize a continuing nrsponsfblllty for such ven- Dmtlun. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knothole. knots or distorted grain. Members shall be cut for light filling wood to wood bearing. Con. nector plates shag be looted on both faces of the thus with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4' tong. A W plate is E wide x B' long. Slots fholes) run parallel to the plate length specifled. Double cuts on web members shall meet at the centrokl of the weln unless otherwise shown. Connector plate sires 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 Me 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 an: to be followed in accordance with 'Handling Installing & Bracing'. HIB-91. Trusses are to be handled with partlndar care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- It"' and for resisting lateral forces shall be designed and installed by others. Careful hand. ling is essential and ereclbn bracing is always requited. Normal precautionary action for trusses requires such temporary bracing during Insta[lation between trttsses to avoid toppliiong and dornimarg. The supervision of erectn a< trusses shall be under the control of Persoru experienced in the installation of trusses. Professional advice shall be sought 0 needed. Concentration b of construction ads 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 trusties until after all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 D BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are asstmled to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H- 21.0 ft, I= 1.00, Exp.Cat. B, Xzt= 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/257 at Mid -panel # 1 L=-0.33" D- 0.05" T=-0.28" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB - 1.15 4-3-15 0-4-3 WO: SUNIV WE: Analysis based on Siatplified 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 1 433# Support 2 355# Support 3 51# .-TC ... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 69 0.99 4- 3 -2 0.84 TI: GI 9TY:5 _== = = == ====____ ===Joint Locations=______ 1)0 6- 8 3) 7- 0- 0 2) 7- 0- 0 4) 0- 6- 8 --MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 6-10-12 151 167 -355 TOP PIN 0- 4- 0 280 197 -433 BOT PIN 6-10-12 81 0 -51 BOT H-ROLL 7-0-0 Ilk 1 1 2 3-10-3 Attach with (3) 10d Toe-Nailt Attach with (2) 10d Toe -Nails I 1 11 7-0-0 4 281# 8.001t 151N 3 2.50" 1-1-9 .1. 7-0-0 82N .50a 10-12 EXCEPT AS SI10WN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 0.4854 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOR CI'.OVIEDOYL32766 WAKNIN(i: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erecllon 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 shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and speclned locations determined by the building designer. Additional bracing of the overall structure may be required. (Sce HIB-91 of TPI). (Truss Plate Institute. TPI, is located at 593 D'Onofno Drive. Madison, Wisconsin 53719). Eug. Job: WO: SUNKDwg: Truss ID: G1 Dsgnr: TLY Chk: Date: 6-18-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:06.02.02- 13809- 4 •- , ". 1—. e.:r1ee-LUAVU03111JMYmJUl17V HCS: 06.02.02 ' JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: H QTY:4 DESIGN INFORMATION This design is for an mdMdual 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 tntss designer by the client and the correctness or accuracy Of this Information as It may relate to a spe- cinc pmjmt and accepts no responsibility or exercises no control with regard to fabrica- tion, handling. shipment and Installation of trusses. This truss has been designed as an individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engmeerl. When reviewed for approval by the building designer. the design loadings shown must be checked to be sun that the data shown art In agreement with the local building codes. local eltinatic records for wind or snow Inds. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are conllnu- otsly braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a property applied rigid ceiling, they should be braced at a maximum spacing of 10'-0-o.c Connector plates shall be manufactured from 20 gauge hot dipped gahantt d steel meeting ASrM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator`s plans and to realize a continuing responsibility for such ved- ficatlon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes. knos or distorted gram. 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 Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A Gx6 plate is 6' wide x g' 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 m ndmum sizes based on the (ones 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. Far additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AB bracing and erection recommendations are to be followed inaccordance with 'Handling InstaWng A Bracing, HIB-91. Trusses an to be handled with particular can during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pm - room and for resisting lateral forces shall be designed and install 'it by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dommoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trussm. Profesalonal 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 Inds other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 5.1 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/643 at Mid -panel # 1 L=-0.10" D= 0.01" T=-0.08" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB - 1.15 0-4-3 4 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 399# Support 2 278# Support 3 43# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 50 0.65 4- 3 -2 0.50 ==============Joint Locations--------------= -------------- 1) 0- 6- 8 3) 5- 1- 8 2) 5- 1- 8 4) 0- 6- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 5- 0- 4 110 141 -278 TOP PIN 0- 1-12 219 184 -399 BOT PIN 5- 0- 4 60 0 -43 BOT H-ROLL 5-1-8 Ilk 1 2 2-10-15 CR k _ $-1-8 4 3 219# 3.50" 110# 2.50" 1-1-9 L>le 5-1-8 61# 50" ) (RI-1-7) C/L: -0-4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: Imaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgnr: TLY Chk: 4005 MARON DA WAY BRACING WARNING: TC Live 16.0 psf SAN FORD, FL. 32771 Bracing shown on this drawing is not erection 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 TC Dead 7.0 psf (407) 321-0064 Fax (407) 321-3913 shown Is for lateral support of truss members only to reduce buckling length. Provisions must be QC Live 0.0 f p5 TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be requbed. (See IIIB-91 of TPI). BC Dead 1..0 psf 0 LICENSE #0050068 !miss Plate Institute. TPI, is located at W D'Onofrio Drive, Madison. Wlsconsm 53719). 1890 GREENBROOK Cr.OVIEDOXI-327M TOTAL 33.0 psf Attach with (4) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.6197 Truss ID: H Date: 6-18-02 DurFac - Lbr: 1.25 DurFac - Plt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Veslgn: Matrix Analysis JOB PATH: C:17EE-LOK1JOBS112.41PIRSUNIV HCS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: H 1 9TYA 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- cific pmJeet and accepts no responsibility or eneroises 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 Deslger (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 specdicatlom or special applied bads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) arc continu. ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceWng, they should be braced at a maxbnurn 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 is in conformance with the fabricators plans and to realize a continuing responsibility for such veri. fication. Any discrepancies arc 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 light fitting 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 otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is 6' wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum slats based on the forces shown and may need to be Increased for certain hand. ling and/or crecllon stresses. This thus 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 9 Bmctng', HIB-91. Trusses are to be handled with particular caro during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding muses in a straight and plumb pos. ition and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is allays required. Normal precautionary action for trusses requires such temporary bracing during InsUdIallon between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. professional advice shall be sought If needed. Concentration of construction loads greater than the design bads 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 fastenbng and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl L= 40.0 ft W= 5.1 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/643 at Mid -panel # 1 L=-0.10" D= 0.01" T=-0.08" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB - 1.15 0-4-3 1 Ed Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 399# Support 2 278# Support 3 43# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 50 0.65 4- 3 -2 0.50 =====-========Joint Locations=============== 1) 0- 6- 8 3) 5- 1- 8 2) 5- 1- 8 4) 0- 6- 8 ----MAX. REACTIONS PER BEARING LOCATION—_ X-Loc Vert Horiz Uplift Y-Loc Type 5- 0- 4 110 141 -278 TOP PIN 0- 4- 0 219 184 -399 BOT PIN 5- 0- 4 60 0 -43 BOT H-ROLL 5-1-8 1 2 Q 2-10-15 F1 5-1-8 4 3 219# 8.00" 110# 2.50" 1-1-9 I 5-1-8 61# 50" EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 I890 GREENBROOR Cr.01VIEDOYL-32766 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 erection 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. Provisions nhust be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be requbed. (See HIB-91 of TPI). (Truss Plate Institute. TPI. Is located at 583 D'Onoftlo Drive. Aladison. Wisconsin 53719). Attach with (4) 10d Toe -Nails Attach with (I) 10d Toe -Nails scale = 0.6197 Eng. Job: WO: SUMO Dwg: Truss ID: H 1 Dsgnr: TLY Clik: Date: 6-18-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 osf v•nA no no3_ 1921 1 A — ,..,,.. a.. c. u.. vv _,rim uUlvry lfCS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: I 9TYA 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- cific project and accepts no responsibility or exeretses no control with regard to fabrim. lion, handling, shipment and Installation of trusses. This truss has been designed as an individual building component In accordance with ANSI/TFI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engincerl. when reviewed for approval by the building designer, lire design loadings shown must be checked to be sure that the data shown are in agreement with the local budding codes, to©I climatic records for wind or snow loads. p Ject specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design "ssumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceding, they should be braced at a maximum spacing of 10'-(' 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 realize a continuing responstbflty for such veri- fication. Any discrepancies are to be put In wiling before cutting or fabrication. Plates shad not be installed met knotholes. knots or distorted grain. Members shall be cut for tight Atting wood to wood bearing. Con- nector plates shall be located on both faces of tine truss with raft, fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate Is 6' wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate 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/'IPI 1-1995 all rAlIK91► , XAM91119 Ali bracing and erection recommendations are to be followed in accordance with "Handling Instading h Bracing'. HIB-91. Trusses arc to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- It1on and for resisting lateral forces shad be designed and Installed by others. Careful hand- ling isesscntlal and erection bracing s allays required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominotng. The supervision of erection of trusses shall be under the control of pennons experienced in the Installation of trusses. Professional advice stall be sought If needed. Concentration of construction loads greater than the design lands shall not be applied to I.— at any time. No loads other than the —fight of the erectors had be applied to trusses until after all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L= 40.0 ft W= 3.1 ft Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D- 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 2-4-11 0-4-3 t 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 1 288# Support 2 176# Support 3 26# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -29 0.25 4- 3 -2 0.19 ==============Joint Locations=============== 1) 0- 6- 8 3) 3- 1- 8 2) 3- 1- 8 4) 0- 6- 8 ----MAX. REACTIONS PER BEARING LOCATION---: - X-Loc Vert Horiz Uplift Y-Loc Type 3- 0- 4 67 86 -176 TOP PIN 0- 1-12 154 111 -288 BOT PIN 3- 0- 4 36 0 -26 BOT H-ROLL L 3-1-8 1 L 2 3-1-8 F 1 4 3 154# 3.50" 67# 2.50" 1-1-9 101. 3-1-8 37# 2 0" (RI-1-7) C/L: -04 EXCEPT AS SI10"`?N PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgrr: TLv Chk: 4005 MARONDA WAY BRACING WARNING: TICLive 16.0 psf SAN FORD, FL. 32771 Bracing shown on this drawing is not erection 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 TC Dead 7.0 psf (407) 321.0064 Fax (407) 321-3913 shrnvn Is for lateral support of truss members only to reduce buckling length. Provisions must to BC Live 0.0 psr TOMAS PONCE P.E. "adt to anchor lateral bracing at ends and specified locations determined by the building designer. Addielonal bracing of the m 11 structure may be required. (See IIIB-91 of TPI). BC Dead 10.U pisr LICENSE #0050068 rrrtss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). 1890 GREEN©ROOK C7r.0"E1O,PLa 766 TOTAL 33.0 psf Attach with (3) 10d Toe -Nails Attach with (1) IOd Toe -Nails scale = 0.8792 Truss ID: I Date: 6-18-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Aforru Arrdfysis JOB PATH: C.ITEE-L0KV0BSIl25AlPHISUN/V HCS: 06.02.02 DESIGN INFORMATION This design is for an Individual budding component and has been based on Information provided by the client. The designer discla urns 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 If this Information as It may relate to a spe- clflc protect and accepts no responsibility or exercises no control with regard to fabrica- tion. handling, shipment and Installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (mastered architect or professional engtneert. 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. protect specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compresslon chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rtgld ceding. they should be braced at a maximum spacing of 10'4r o.e. Connector plates shall be manufactured from 20 gauge hot dipped galvanized 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 fabricators plans and to realize a continuing responsibility for such ven- ficatlon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shaU 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 looted on both faces of the truss with nalls fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6x8 plate is 6' wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on wcb members shall meet at the aentrold of the webs unless olherwtse shown. Connector plate sizes ate minimum sizes based on the forces shown and may need to be increased for certain hand- Iing and/or erection stresses. This truss is not to be fabricate d 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 election recommendations arc to be followed in accordance with -Handling InstaWng & Bracing*. HIB-91. Trusses arc to be handled with particular are during banding and bundling• delhery and installation to avoid damage. Temporary and permanent bracing for holding tntsses in a straight and plumb pos. Ilion and for resisting lateral form shall be designed and installed by others. Careful hand- Ung is essential and emcUon bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the Installation or trusso. Professional advice shall be sought If needed. Concentrallon 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: SUNBURY I AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, CSC, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W- 3.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D= 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 2-4-11 0-4-3 _t WO: SUNIV WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 288# Support 2 176# Support 3 26# ..TC... FORCE ... CSI ..BC...FORCE ... CSI 1- 2 -29 0.25 4- 3 -2 0.19 TI: 11 QTYA ===__=========Joint Locations=======-======= 1) 0- 6- 8 3) 3- 1- 8 2) 3- 1- 8 4) 0- 6- 8 ----MAX. REACTIONS PER HEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type' 3- 0- 4 67 86 -176 TOP PIN 0- 4- 0 154 111 -288 BOT PIN 3- 0- 4 36 0 -26 BOT H-ROLL Ilk _ 3-1-8 I, 1 6.00 3-1-8 4 3 154# 8.00" 67N 2.50" IQ 1-1-9 Die 3-1-8 37# 2 50" (111-1-7) C/L: -04 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports ' WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg' CONTRACTOR. lBmctng Dsgar: TLY Chk: 4005 MARON DA WAY BRACING WARNING: TC Live 16.0 psf SAN FORD, FL. 32771 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 TC Dead 7.0 psf (407) 321-0064 Fax (407) 321-3913 shown is for Lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf TOMAS PONCE P.E. made in anchor lateral bracing at ends and specifled locations determined by the budding designmr. Additional bracing of the overall structure may be required. (See H10-91 of'IPn. BC Dead 10.0 psf LICENSE #0050068 rrruss Plate Institute. TPI, Is localed at 593 D'Onofro Drive, Madison. Wisconsin 53719). Attach with (3) 10d Toe -Nails Attach with (t) 10d Toe -Nails scale = 0.8792 Truss ID: 11 Date: 6-18-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA TOTAL 33.0 uesign: AM= Awlh-sts JOB PATH: C:ITEE-L0KlJ08S1125AfPHISUNIV HCS: 06.02-02 l I I JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: J 61TY:4 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclaim any responsibility for damages as a mull 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 exercises no control with regard to fabrio- 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 engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sum that the darn shown arc In agreement with the lonl building codes, local eLt—tic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords lot tension are not fully braced Literally by a property applied rigid ceiling. they should be braced at a maximum spacing of 101-T o.c. Connector plates shall be manufactured from 20 gauge hot dipped gat anlzed steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. tie fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such vert- ficallon. 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 tearing. Con- nector plates shall be located on both faces of the truss with nabs fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4- long. A 6x8 plate is G wide x 8' long. Slots (holes) run pamllel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabr/caled with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to A,NSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with 'Handling Installing B Bracing'. HIB-91. Trusses are to be handled with particular care during handing and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Itlon and for resisting lateral form shall be designed and Installed reby others. Careful hand- ling is essential and ection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced 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 I-- at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V- 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl L. 40.0 ft W= 1.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D= 0.00" T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB = 1.15 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on 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 1 166# Support 2 65# Support 3 6# ..TC...FORCE ... CSI ..BC...FORCE... CSI 1- 2 -9 0.03 4- 3 -2 0.02 ==============Joint Locations=============== 1) 0- 6- 8 3) 1- 1- 8 2) 1- 1- 8 4) 0- 6- 8 ----MAX. REACTIONS PER BEARING LOCATION— - X-Loc Vert Horiz Uplift Y-Loc Type 1- 0- 4 24 26 -65 TOP PIN 0- 1-12 88 31 -166 BOT PIN 1- 0- 4 12 0 -6 BOT H-ROLL 1 L' Q 0-10-15 IL___ 1-1-8 L 4 3 89# 3.50" 25# 2.50" I 11-1- 1 1-1-8 l�mm a (R1-1-7) "j" C/L: 1- -4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports (Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321.3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK CLOVIEDOXI-32766 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not crectlon bracing, wind bracing• portal bmcing or stmilar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See IIIB-91 of TPI). frruss Plate Institute, TPI, is located at 583 D'Onofrio Drn•e. Madison, Wisconsin 53719). Attach with (1) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 1.5123 Eng. Job: WO: SUNIV Dwg: Truss ID: J Dsgnr: TLY Chk: Date: 6-18-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TIC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 1o.o psr Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:06.02.02- 1381A- 5 Uelign: MWnX AltdrySIS !UH FA/II: C:ITEL=LOKVUBSI125AfPHISUAIIV IfCS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: DESIGN INFORMATION This design is for an LmUvidual budding component and has been based on Information Provided by the clidisclaim ent. The designer disclai any responslbdity for damages as a result of faulty or Incorrect Information- specificatons 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 exerelses no control with regard to fabricn- tbn, handling, shipment and installation of trusses. This truss has been designed as an IndMdual building component In accordance with ANSI/7PI 1. 1995 and NDS-97 to be Incorporated ns part of the budding design by a Budding Designer (registered architect or prufoeslonal englneed. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local budding codes, local cWr =Uc records for wind or snow loads, project speclflcrUons or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension arc not fully braced laterally by a properly applied rigid ceding, they should be braced at a maximum spacing of I V-T o.c. Connector plates shad be manufactured from 20 gauge hot dipped gaihaniwd steel meeting ASIM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrluW -un. the fabricator shad review this dmwing to verify that this drawing is In conformance with the fabricatoes plans and to realize a continuing r ponslbdity for such veri- fication. Any discrepancies arc to be put In writing before cutting or fabrkation. Plates shad not be Installed over knotholes. knots or distorted gram. Members shall be cut for tight flttmg wood to wood bearing. Con- nector plats shad be located on both faces of the truss with nails fully imbedded and shad be sym. about the Joint unless otherwise shown. A 5x4 plate 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 sizes are minimum sizes based on the forces shown and tray 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 AN51/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations an to be followed In accordance with 'Handling InstaWng & BmcLnr. HIB-91. Trusses an to be handled with parlcular care during banding and bundling. deWery and lnstallaUon to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos. Ition and for resWing lateral fore,es shag be designed and installed by others. Careful hand - Ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dommomg. The supervision of erection of trusses shag be under the control of persons experienced in the Installation of wsses. Professional advice shad be sought If needed. CommntmUon of construction loads greater than the design loads shag not be applied to trusses at any lime. No loads other than the weight of the erectors shag be applied to trusses until after ad fastening and bracing I, completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D= 0.00" T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 Analysis based on Siziplified Analog Model. MULTIPLE LOADS -- This design is the Composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 1.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Fact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -9 0.03 4- 3 -2 0.02 TI: J 1 QTY:4 ==-=-=========Joint Locations=============== 1) 0- 6- 8 3) 1- 1- 8 2) 1- 1- 8 4) 0- 6- 8 ----MAX. REACTIONS PER BEARING LOCATION---.-- X-Loc Vert Horiz Uplift Y-Loc Type 1- 0- 4 24 26 -65 TOP PIN 0- 4- 0 88 31 -166 BOT PIN 1- 0- 4 12 0 -6 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 166# Support 2 65# Support 3 6# 1-1.-8 L 1 2 Attach with (1) 10d Toe -Nails 0-10-15 Attach with (1) 10d Toe -Nails 1-1-8 4 3' 89# 8.00" 2511 2.50" ta 1-1-9 � 13// 1-1-8 '{0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports WAKNINU: 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: TIC Live 16.0 psf SANFORD, FL. 32771 Bracing shown on this drawing Is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the budding dolgn and which must be considered by the budding designer. Bracing TC Dead 7.0 psf (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provblons must be BC Live 0.0 psr TOMAS PONCE P.E. made specified to anchor lateral bracing at ends and specified locations determined b y the budding designer. Additonal bracing of the overall structure may be required. (See HIB-91 of TPg. BC Dead 10.0 psf LICENSE #0050068 rrmss Plate Institute. TPI, is locoed at 583 D'Onofria Drive. Madison. Wisconsin 53719). 1890 GREENBROOK Cr.0VIED0.FL32766 I TOTAL 33.0 psf scale = 1.5123 Truss ID: J1 Date: 6-18-02 DurFac - Lbr: 1.25 Durfac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA •w•s••- •"W�h �•�n•• wn rnlH: L:11Ge-LUAUU8311OAfPHI3UN1V HCS: 06.02.02 JB: SUNBURY I AC: WO: SUNIV WE: TI: K 9TY:1 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer discinlim any responsibility for damages as a result of faulty or Incorrect Information, specifications and/or deigns furnished to the truss designer by the client and the coreclness 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 fabrica- tlon. handling. shipment and installation of trusses. This truss has been designed as an mdtvldual building component in accordance with ANSI/7PI 1-1995 and NDS-97 Lobe incorporated as par of the building design by a Building Designer (registered architect or professional engmeed. When reviewed for approval by the building designer. the design loadings shown 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 tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of 10'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped gahanized 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 fabrlmtors plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put In writing before cutting or fabrication. Plato shall not be tnstalled over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates slull be located on both faro of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A Sx4 plate is 5' wide x 4' long. A 6x6 plate is 6' wide x B' long. Slots (holes) nun parallel to the plate length specified. Double cuts on web member shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes arc minimum sizes based on line 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 puabty Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations arc to be followed in accordance with 'Handling Installing A Bracing'. 11I0-91. Trusses are to be handled with particular care during banding and bundling. delh-ery and WtnOation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Ition and for resisting lateral form shall be designed and installed by others. Careful hand - Ling is essential and erection bracing is allays required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominomg. The supervision of erection of trusses shall be under the control of persons experienced In the Wtallation of trussp. Professional advice shall be sought U needed. Concentration of construction Imds greater than the design Imds shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing I. completed. TOP CHORDS: 2x4 SP #2 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 Wind Case- ASCE 7-98, C&C, V- 125mph, H- 21.0 ft, I= 1.00, Ebcp.Cat. B, Xzt= 1.0 Bld Type= Encl L- 40.0 ft W= 21.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.06" D=-0.06" T=-0.12" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.02" RMB - 1.00 T 4-3-15 0-4-3 T7� I MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Design based on 1-ply laminated Bot chord. End verticals designed for axial loads only. End verticals that are extended above/below PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 674# Support 2 674# ..TC... FORCE ... CSI ..BC... FORCE ... CSI 1- 2 -2600 0.28 11-10 2280 0.40 2- 3 -2522 0.42 10- 9 2257 0.39 3- 4 -2385 0.68 9- 8 2257 0.39 4- 5 -2522 0.42 8- 7 2280 0.40 5- 6 -2600 0.28 ======-=======Joint Locations=============== 1) 0- 0- 0 5) 17- 0-12 9) 10- 6- 0 2) 3-11- 4 6) 21- 0- 0 10) 7- 0- 0 3) 7- 0- 0 7) 21- 0- 0 11) 0- 0-,0 4) 14- 0- 0 8) 14- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 1- 9 -46 7- 0- D TC Vert L+D -100 7- 0- 0 -100 14- 0- 0 TC Vert L+D -46 14- 0- 0 -46 22- 1- 9 BC Vert L+D -20 0- 0- 0 -20 7- 0- 0 BC Vert L+D -43 7- 0- 0 -43 14- 0- 0 BC Vert L+D -20 14- 0- 0 -20 21- 0- 0 Concentrated LBS Location BC Vert L+D -429 7- 0- 0 BC Vert L+D -429 14- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1446 0 -674 BOT PIN 20- 8- 0 1446 0 -674 BOT H-ROLL 7-0-0 7-0-0 11 7-0-0 1 2 5 0 MO 5X10 0 3-10-3 0-4-3 T�7 1 21-0-0 I1 10 9 8 1447# 8.00" 1-1-9 1447# 8.00" (RI 1-7) I 21-0-0 L 1'1-9 EXCEPT AS SHOEd WN PLATES ARE 430N 430N TL20 GA TESTED 'R ANSI/TPI 1-1995 scale = 0.2880 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job:SUN IV (Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: I Truss ID: K CONTRACTOR. BRACING WARNING: Dsgnr: TLY CU: Date: 6-18-02 TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARONDA WAY SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing. portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer.. Braemg TC Dead 7.0 psf DurFae - PIt: 1.25 (407) 321-0064 Fax (407) 321-3913 shown Is for Lateral support of tnuss members oniv to reduce buckling length. Provisions must be BC Live o.o p O.C. Spacing: p g. 24.0" TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the Overall structure may be required. [See HIB-91 of M). BC Dead 10.0 f Design Criteria: TPI LICENSE #0050068 (truss Plate Institute. TPI, is located at 583 D'Onoftto Drive. Mat tson. Wisconsin 53719). Code Dese: FLA 1890 GREENBROOR C17.0"EDO.FL377W TOTAL 33.0 psf V:06.02.02- 13817- 5 +moo r mrr. t.:uccr.vAvvn�lfonfrnuuu'vfv HCS: 06.02.02 I JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: L QTY:1 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responslbdlty for damages as a result of faulty or Incorrect Information, speelfications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as II may relate to a spe- clfic project and accepts no responsibility or exercises no control with regard to fabricn- llon, handling, shipment and Installation of trusses. This truss has been designed as an mdhidual 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 —1—ed 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, truss has not been designed for storage or occupancy 11s. 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 ceWng. they should be braced at a maximum spacing of 10'-0• o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTNI A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a contmuing responsibility for such vert- ficatlon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted gram. Members shall be cut for tight Biting wood to wood beating. 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 Sx4 plate is 5• wide x 4' long. A 6x6 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 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 erecllon stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For addluonal Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling InstaWng A Bmcing", 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- Itlon and for resisting lateral forces shall be designed and installed by others. Careful hand - Ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of er U" of trusses shall be under the control of persons experienced in the Wtallatlon 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 bradng is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 565# Support 2 597# MAX LIVE LOAD DEFLECTION: L/999 L=-0.03" D=-0.03" T--0.06" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB - 1.15 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V. 125mph, H- 21.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type= Encl L= 40.0 ft W= 21.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -1107 0.35 10- 9 952 0.39 2- 3 -896 0.26 9- 8 756 0.29 3- 4 -757 0.19 8- 7 952 0.40 4- 5 -893 0.27 5- 6 -1107 0.38 ==___=======:aJoint Locations---------====== 1) 0- 0- 0 5) 16- 2-12 9) 9- 0- 0 2) 4- 9- 4 6) 21- 0- 0 10) 0- 0- 0 3) 9- 0- 0 7) 21- 0- 0 4) 12- 0- 0 8) 12- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 744 60 -565 BOT PIN 20- 8- 0 744 0 -597 BOT H-ROLL 9-0-0 3-0-0 9-0-0 11 1 2 5 6 60 4X8 4X6 0 21-0-0 10 9 8 745# 8.00" 745N 8.00" (R1-1-7) I le 21-0-0 EXCEPT AS SIIOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK (71'.0VIEDOX1.32766 WAKNIN(a: READ ALL NOTES ON THIS SHEET. Eng. Job: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgnr: TLY Giles: BRACING WARNING: TC Live 16.0 psf Bracing shown on this drawing is not erect.lon bmcing, wind bracing. portal bracing or slmllar bracing TC Dead 7.0 psf 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 BC Live 0.0 psf made to anchor lateral bracing at ends and specified IocaUuns determined by the building designer. BC Dead 1UU f Additional bracing of the overall structure may be required. (See HIB-91 of TPI). ea.p5 (truss Plate Institute. TPI, b located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). TOTAL 33.0 psf 4-10-3 0-4-3 scale = 0.2880 Truss ID: L Date: 6-18-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA .. u.6,. ... u..0 n•uula � zvo rnrn: L:Iirr-LVAUV11311lJAfYlfl3t/iV/$' 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. speeiflcatlons 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 fabrlca- tion. handling, shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as pan of the building design by a Building Designer (registered architect or professional engineert. 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 bottom) are mnUnu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceWng, they should be braced at a maximum spacing of IO'-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 drawl" to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such vert- Bcatlon. 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 hearing. Con- nector pates shall be located on both fain of the truss with nalis fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate s 5- wide x 4' long. A 6x8 plate is 6' wide x 8- long. Slots (holesl nun parallel to the plate length specified. Double cuts on web members shag meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This Iruss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations arc to be followed In accordance with 'Handling Installing A Bracing% HIB-91. Trusses are to be handled with particular care during banding and bundWg delivery and Installation to amid damage. Temporary and permanent bracing for holding trusses in a straight and plumb I- Itlon and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is allays required. Normal precautionary action for trusses requires such temporary bracing during Wtallatlon 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 trusses. Professional advice shall be sought U needed. Concentration of construction Inds 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: SUNBURY I AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 549# Support 2 581# MAX LIVE LOAD DEFLECTION: L/999 L=-0.03" D=-0.03" T=-0.05" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB = 1.15 6-0-15 0-4-3 T7� I WO: SUNIV WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L= 40.0 ft W= 21.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -1083 0.37 8- 7 927 0.50 2- 3 -827 0.27 7- 6 927 0.50 3- 4 -827 0.27 4- 5 -1083 0.40 TI: M 61TY:5 ==============Joint Locations=============== 1) 0- 0- 0 4) 15- 5-12 7) 10- 6- 0 2) 5- 6- 4 5) 21- 0- 0 8) 0- 0- 0 3) 10- 6- 0 6) 21- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 745 60 -549 BOT PIN 20- 8- 0 745 0 -581 BOT H-ROLL 10-6-0 10-6-0 1 2 4 5 6.00 4X6 21-0-0 8 7 745# 8.00" 745N 8.00" 11-1-9-9 1.0 21-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 �M—aronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 OREENRROOK Cr.OVIEDO.FL32766 n.r:nn. Al..r.:. .....L..:. WAKNIN(i: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified lorations determined by the budding designer. Additional bracing of the overall structure may be required. ISee HIB-91 of Tpn. (Truss plate Institute. TPI, Is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). Eng. Job: Dwg: Dsgnr: TLY Chk: TIC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 PSI` TOTAL 33.0 5-7-3 0-4-3 4 T I scale = 0.2880 Truss ID: M Date: 6-18-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA TICS: 06.02.02 I I JB: SUNBURY I AC: WO: SUNIV WE: TI: P QTY:4 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- cific pmfect and accepts no mponsibitly or exenbes no control with regard to fabrica- tion. handling, shipment and Installation of muses. This truss has been designed as an Individual building component In accordance with ANSI/lPI 1-1995 and NDS-97 to be incorporated as Part of the building design by a Building Designer (registered architect or professional englntttj. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data sh— am 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 oc-q;anty loads. The design assumes compression chords (top or bottom) are contlnu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maxdmura spacing of 10'-0- o.e Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meet Ing ASIM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Is in conformance with the fabricators plans and to realize a continuing responsibility for such ver- ficallon. Any discrepancies an 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 flitting wood to wood bearing. Con - nectar plates shall be located on both faces of the truss with nags fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5' wide x 4- long. A 6x8 plate is 6' wide x 8' long. Slots (holes) run parallel to the plate length specllled. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate slus an ndinn nurn sizes based on the forces shown and may need to be increased for certain hand. Iing and/or erection stresses. This truss is not to be fabricated with floe 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 Bracing'. HIB-91. Trusses am to be handled with particular care during banding and bundling. delivery and Installation to avoid damage. Temporary and pernmnent bracing for holding trusses In a straight and plumb pos- ltion and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses ahab be under the control of pers ons experienced in the butallation of trusses. Rofessiomal advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses unto after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x8 SP #2 1 2x4 SP #2 2 0: Plate(s) OFFSET from joint center. The Joint Detail Report mist be included with any submittal, inspection, and/or fabrication documentation. design considerations (by others) for lateral forces due to wind or seismic loads on buildings. CAUTION!!! Bearing block ends must meet requirements of ANSI/TPI 1-1995, Table 10.2-2 for maximum reactions and proper MAX LIVE LOAD DEFLECTION: L/999 L- 0.00" D= 0.00" T- 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB = 1.15 1X4 continuous lateral bracing attached with 2- lOd 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 8" o.c. Brace must extend at least 90% of web length 2x6 Brace required on any web exceeding 141. MULTIPLE LOADS -- This design is the composite result of multiple loads. Wind Case- ASCE 7-98, c&c, v= 125mph, H- 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Part L= 31.0 ft W= 4.1 ft Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf .TC...FORCE...CSI ..BC...FORCE ... CSI 1- 2 165 0.54 4- 3 0 0.12 (3X6JZ T 3-1-3 8X14 2X 4 2X4 1_ _7 3X4 11-2-3 8-1-0 8X14 0-74 3-6-4 65 4 3 1518N 15.00" 144# 1.50" �0 ill GABLE STUD PLATES (0) 2X4 (RL-1-7) 1� 4-1-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 = ==Joint Locations=====__________ 1) 0- 0- 0 3) 4- 1- 8 2) 4- 1- 8 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 7- 8 188 284 -246 BOT PIN 4- 0-12 155 0 -425 BOT H-ROLL All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 246# Support 2 425# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 284# WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: (Maronda System A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: y CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: TIC Live 16.0 psr 4005 MARON DA WAY Bmctng shown on this drawing is not cmcton bracing, wind bracing, portal bracing or similar bracing TC Dead 7.0 psr SANFORD. FL. 32771 which is a part of the building design and which mist be considered by the building designer. Bracing is for lateral buckling BC Live O0 Sr p (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. shown support of toss members r s only to reduce length. Plons rnu't be made to anchor lateral bracing at ends and specified docaUons determined by the building designer. AddWonad bracing of the overall structure may be required. (See HIB-91 of'IPII. . BC Dead lo.o sf P LICENSE #0050068 Muss Plate Institute, TPI- is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). 1890 GREENBROOK Cr.0I1ED0.FL32768 0 TOTAL 33.0 psf scale = 0.1878 Truss ID: P Date: 6-18-02 DurFac - Lbr: 1.25 DurFac - PIt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Marro Analysis JOB PATII: C:17EE-LOKVOBSU25MPIIISUNIV HCS: 06.02.02 JB: SUNBURY I AC: 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. spec8icatlons and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as h may relate to a spe- clfic project and accepts no responsibility or exerelses no control with regard to fabrica- tion, handling, shipment and Wtallallon of trusses. This truss has been designed as an Individual budding component In accordance with ANSI/-IPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered archlleci 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 budding codes. local climatic records for wind or snow bads. project specifications or special applied loads. Unless shown. taus 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 nod ceNng, they should be braced at a maximum spacing 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 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- ncanon. My discrepanet- arc to be put in writing before cutting or fabrication. Mies shall not be Installed over knotholes. knots or distorted grain. Members slall'he 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 shall be syrn. about the joint unless otherwise shown. A 5.x4 plate is 5" wide x 4- long. A 6x8 plate is 6" wide x 8" long. Slots fholesl 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 styes are rnlnimwn 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 Iwnber unless otherwise shown. For addltlnnal Information on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed In accordance with "Handling Installing & Bracing. Hm-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 pm- Ilton and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid t ling and dominotng. The supeMslon of erettbn 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 stall not be applied to trusses at any time, No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x8 SP #2 1 2x4 SP #2 2 Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. design considerations (by others) for lateral forces due to wind or seismic loads on buildings. CAUTIONII! Bearing block ends must meet requirements of ANSI/TPI 1-1995, Table 10.2-2 for maximum reactions and proper MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D= 0.00" T- 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB - 1.15 WO: SUNIV WE: ®3X4 continuous lateral bracing attached with 2- 10d nails each member where shown.Bracing MUST be positioned to provide equal unbraced segmenL-s OR 2x4 "T" brace may be nailed flat to edge of web with 12d nails spaced 8" o.c. Brace must extend at least 90% of web length 2x6 Brace required on any web exceeding 141. MULTIPLE LOADS -- This design is the composite result of multiple loads. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Part L= 31.0 ft W. 4.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf ..TC...FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 165 0.54 4- 3 0 0.12 I 3X TI: P QTY:4 = ==Joint Locatio___ ns=====_=_____ 1)0 0- =0 3) 4- 1- 8 2) 4- 1- 8 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION-.--- X-Loc Vert Horiz Uplift Y-Loc Type 0- 7- 8 188 284 -246 BOT PIN 4- 0-12 155 0 -425 BOT H-ROLL All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 246# Support 2 425# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 284# 1 418 4-1-8_ I, 3 COMINOUS 1 6.00 711V OSB SHEATHING 'lYA IYA U=92 0-742 1 34-3 4 1-0-7 NOTE: TR66S SHIPPED TO FIELD IN TWO SEGMENTS - ATTACH IN FIELD USING 7/16" OSB SHEATI ZING NAILED W18d NAILS @4.0" O.C. AT ALL CONTACT SURFACES 0-7-4 _I II I 0-7-4 - . �7-0-8�7-0-88 6� 5 4 324# 15.00" 324# 1.5.00" 1-1-9 �f lo- 8-3-0 11-9 GABLE STUD PLATES (0) 2X4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1878 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: NI (Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: P CONTRACTOR. Dsgnr: TLY Chk: Date: 6-18-02 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psf DurFac - Lbr: 1.25 SANFORD, FL. 32771 Bmcbrg 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 TIC Dead 7.0 psr DurFae - PIt: 1.25 (407) 321-0064 Fax (407) 321-3913 shown is for Lamm) support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C.Spacing: 24.0" p TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bracing of me overall structure may be required. (See HIB-91 of 7Pd. BC Dead 10.0 f ps Design Criteria: TPI LICENSE #0050068 (Truss Plale Institute, TPI, is located at 583 D'Onufno Drive, Madison, Wisconsin 53719). Code Desc: FLA 1890 GREENBROOK Cr.0V1ED0.F1.327me TOTAL 33.0 psf V:06.02.02- 13820- 5 Design: Alairit Analysis JOB PATH: C.177F-LOKVOBSII25AIPHISUNIV HCS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: DESIGN INFORMATION This design is for an Individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information. specNcatlons 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 regand to fabrlm- 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 Lobe Incorporated as part of the building design by a Budding 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 arc In agreement with the local building codes. local climatic records for wind or snow Inds, project specifications or special applied bads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) are continu. ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid ceiling. they should be braced at a maximum spacing of 10'-0' o- Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrtmuon, the fabricator shall review this drawing to verify that this drawing is in conforonance with the fabricators plans and to realize a continuing responsibility for such ven- Bcallon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both fates of the truss with nabs fully Imbedded and shall be sym. about the Joint unless otherwise shown. A Sx4 plate is 5' wide x 4' long. A 6x8 plate is 6' wile x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate slur are minimum sizes lived 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 Me retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES All bracing and erection recortmnendations are to be followed In accordance with 'Handling InstaWng & Bmctng-. HIB-91. Trusses arc to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pm- Itlon and for reslsung lateral forces shall be designed and Installed by others. Careful hand. ling is essential and erection bracing is always required. Normal precautionary action for hisses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought B needed. Concentration of construction bads greater than the design bads shalt not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 764# Support 2 803# MAX LIVE LOAD DEFLECTION: L/999 L--0.25" D--0.26" T=-0.51" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.37" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.18" RMB = 1.15 7-3-15 0-4-3 0-3 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125uph, H- 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 30.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -3229 0.60 12-11 2925 0.70 2- 3 -2456 0.56 11-10 2925 0.68 3- 4 -2156 0.43 10- 9 2158 0.47 4- 5 -2455 0.56 9- 8 2925 0.68 5- 6 -3229 0.61 8- 7 2925 0.70 TI: U QTY:1 ____=_==_=====Joint Locations======--=-=-=== 1) 0- 0- 0 5) 23- 1- 1 9) 16-10- 8 2) 6-10-15 6) 30- 0- 0 10) 13- 1- 8 3) 13- 0- 0 7) 30- 0- 0 11) 6-10-15 4) 17- 0- 0 8) 23- 1- 1 12) 0- 0- 0 ---- MAX . REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1041 77 -764 BOT PIN 29-10- 4 1041 0 -803 BOT H-ROLL' 13-0-0 4-0-0 13-0-0 1 2 5 6 6 0000 6 00 3.00 I 5X6 5X6 13.00 0-38 12-10-0 3-9-0 il12-10-0 I I 11 10 8 I 11-9 1042N 3.50" 1042N 3.50 �1-1-9 30-0-0 (7) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 scale = 0.2077 6-10-3 0-4-3 4 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #005W68 1890 GREENBROOK Cr.0VIEDOXI-3276G WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing. portal bracing or similar bracing which Is a pan of the building design and which must be mnsldered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions most be made to anchor lateral bmcing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPl). rrruss Plate Institute. TPI, Is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). Eng. Job: Dwg: Dsgiv: 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 psf Truss ID: U Date: 6-18-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA TICS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: V QTY:1 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. speclfiet0ons 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 -misty no control with regard to fabrlo- Lion, handling, shipment and Installation of trusses. This truss has been designed as an individual bulldog component In accordance with ANSI/lPI 1-1995 and NDS-97 to be Incorporated as pan of the building design by a Building Designer (registered architect 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 are in agreement with the local budding codes. local climatic records for wind or snow loads, pmjmt speciflcotlons 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 units otherwise specified. Where bottom chords In tension arc not fully braced laterally by a property applied rigid ceiling. they should be braced at a maximum spacing of 10'4r o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASfM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is N conformance with the fabricators plans and to maltze o contbaumg responsibility for such vert- Bambn. Any discrepancies are to be put N writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with palls fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4- long. A 6x8 plate is 6- wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the cenlrold of the webs unless otherwise shown. Connector plate sizes are minimum size 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 addt0orud 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 BmcinC. HIB-91. Trusses are to be handled with particular care during banding and bundWng, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- (tlon and for resisting Lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominotng. The supervision of erection of trusses shall be under the control of persons experienced N the Wlallatlon of trusses. Professional advice shall be sought If needed. Concentration of construction bads greater than the design bads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses -mill after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 778# Support 2 818# MAX LIVE LOAD DEFLECTION: L/999 L=-0.26" D=-0.26" T=-0.52" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.37" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.19" RMB = 1.15 6-3-15 0-4-3 0-3 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 30.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Fact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE...CSI 1- 2 -3245 0.57 13-12 2937 0.74 2- 3 -2719 0.54 12-11 2948 0.70 3- 4 -2413 0.43 11-10 2536 0.65 4- 5 -2412 0.43 10- 9 2947 0.70 5- 6 -2718 0.54 9- 8 2936 0.74 6- 7 -3244 0.60 -=-====-======Joint Locations=============== 1) 0- 0- 0 6) 24- 1- 1 11) 11- 1- 8 2) 5-10-15 7) 30- 0- 0 12) 5-10-15 3) 11- 0- 0 8) 30- 0- 0 13) 0- 0- .0 4) 15- 0- 0 9) 24- 1- 1 5) 19- 0- 0 10) 18-10- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1041 100 -778 BOT PIN 29-10- 4 1041 0 -818 BOT H-ROLL 11-0-0 8-0-0 11-0-0 1 2 4 6 7 Q 3.00 1 5X6 3X4 5X6 3.00 5-10-3 0-4-3 10-10-0 7-9-0 10-10-0 113 12 11 10 9 10421/ 3.50m 30-0-0 1042# 3.50" 1-1-9-9 � 1-1-9 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2077 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBRGG( Cr.GVIt_Ib. FI_: 9- WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing. portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. nracing shown is for lateral support of truss members only to reduce buckling length. P-1sions must be made to anchor Lateral bmcing at ends and specified locations determtned by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of 1I10. rr uw Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). Eng. Job: WO: SUNIV Dwg: Truss ID: V Dsgnr: TLY Chk: Date: 6-18-02 TC Live 16.0 psr DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:06.02.02- 13822- 5 uestgn: marnx Anafysis JOB PATH: C:ITEE-LOKUOBSI]25A4PI11SUNIV UCS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: W QTY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the =_ =__= =====Joint Locations=============== This design is for an Individual budding BOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1) 0- 0- 0 5) 21- 0- 0 9) 20-10- 8 component and has been based on Information WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 4-10-15 6) 25- 1- 1 10) is- 0- 0 provided by the cdenL The designer disclaims any responsibility for damages as a result of 2x4 SP #2 3,5 continuous) braced unless noted otherwise. Y 3) 9- 0- 0 7) 30- 0- 0 11) 9- 1-•8 faulty or incorrect information, si'miflations Wind Case- ASCE 7-98, CSC, V. 125mph, 4) 15- 0- 0 8) 30- 0- 0 12) 0- 0- 0 and/or designs furnished to the truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: H. 21.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 ----MAX. REACTIONS PER BEARING LOCATION----- bytheclientandtheconectnessoraccuracy Support 1 781# Bld Type= Encl L= 40.0 ft W= 30.0 ft Truss X-Loe Vert Horiz Uplift Y-Loc Type of this information as It may relate to a spe- Support 2 819# in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf 0- 1-12 1042 92 -781 BOT PIN cinc project and accepts no responsibility or merebes no control with regard to fabrica- MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req 29-10- 4 1042 0 -819 HOT H-ROLL ' lion, handling, shipment and Installation of L/999 trusses. This truss has been designed as an L--0.30" D--0.31" T--0.60" ..TC...FORCE ... CSI ..BC...FORCE ... CSI individual building component in accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -3247 0.66 12-11 2955 0.76 ANSIrM 1-1995 and NDS-97 to be Incorporated T- 0.38" 2- 3 -2946 0.54 11-10 2629 0.59 as part of the building design by a Budding MAX HORIZONTAL LIVE LOAD DEFLECTION: 3 - 4 -3163 0.56 10- 9 2629 0.59 Designer (registered architect or professional engineer). When reviewed for approval by the Z,= Q . 19 4- 5 -3163 0.56 9- 8 2955 0.76 building designer, the design loadings shown RMB 1.15 5- 6 -2945 0.55 must be checked to be sure that the data shown 6- 7 -3246 0.68 are In agreement with the local building codes. local 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 (top or bottom) arc commu- ously braced by sheathing unleas otherwise specllled. Where bottom chords In tension are not fully braced laterally by a property applied rigid ceding, they should be braced at a maximum spacing of 10'4r o.c. Connector plates shad be manufactured from 20 gauge hot dipped gahvant-d steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shad review this drawing to verify that this drawing is In conformance with the fabricators plans and to realize a continuing responsibility for such ven. Batton. Any dlscmpancles are to be put In writing before cutting or fabrication. Plates shad not be installed over knotholes. knots or distorted grain. Members shad be cut for tight Biting wood to wood bearing. Con- nector plates shad be located on both faces of the truss with nails fully Imbedded and shad be sym. about the Joint unless otherwise shown. A 5x4 plate Is 5' wide x 4' long. A 6x8 plate is W 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 sizes are mInlmurn 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 tnformation on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed In accordance with "Handling Insulting & Bracing'. HIB-91. Trusses arc 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- Illon and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is allays required. Normal precautionary action for trusses requites such temporary bracing during wudation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shad be under the control of persons experienced In the Installation of trusses. Professional advice shad be sought If needed. Concentration of construction bads greater than the design lads shad not be applied to trusses at any lime. No Inds other than the weight of the erectors shad be applied to trusses until after all fastening and bracing is completed. T 5-3-15 0-4-3 T7� I 9-0-0 12-0-0 9-0-0 1 2 4 G 7 0 3.00 1 5X6 2X4 5X6 0 1 3.00 0-3 8-10-0 11-9-0 118-10-0 1 11 10 1042N 3.50" 1-1-9 30-0-0 1042/! 3.50" 1-1-9 (R1-1-7) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSU7'Pl 1-1995 scale = 0.2077 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK Cr.OVIEDO.FL37766 WAKNIN(i: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the budding design and which must be considered by the budding designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPB. 171' uss Plate Institute, TPI, is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). Eng. Job: Dwg: Dsgnr. TLY Chk: TIC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf Truss ID: W Date: 6-18-02 DurFac - Lbr: 1.25 DurFac - PIt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Marrix Analysis JOB PA771: CA7EE-LOAVOBSU25MPHISUNlV HCS: 06.02.02 DESIGN INFORMATION This design Is for an indlvldual building component and has been based an rm infoation prrnhded 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- cdle project and accepts no responsibility or exeretses no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This truss has been designed as an indlvldual building component in accordance with ANSI/TPI 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 clinaUe records for wind or snow lends, project specifications or special applied bads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (rap 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 IOr-0- o.c. Connector plates shall be manufactured from 20 gauge hot dipped gah-Lzed steel rn"Ung ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any dserepancles art 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 Biting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and stall be sym. about the Joint unless otherwise shown. A Sx4 plate is 5- wide x 4' long. A 6x8 plate is 6' wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erecton stresses. This tntss 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 d Bracing-, HIB-91. Tresses arc to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding misses in a straight and plumb pos- IUon and for resisting lateral forces shall 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 busses to avoid toppling and dominotng. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice stall 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: SUNBURY I AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #1 D 2x8 SP #1 D 2,3 BOT CHORDS: 2x6 SP #1 D WEBS: 2x4 SP #3 2x4 SP #2 2,4 2-PLY TRUSSI fasten w/3"X 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 766# Support 2 766# MAX LIVE LOAD DEFLECTION: L/707 at JOINT # 8 L=-0.50" D=-0.51" T=-1.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.29" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.14" RMB = 1.00 3-3-15 0-4-3 WO: SUNIV WE: MULTIPLE LOADS -- This design is the composite result of Bnsltiple 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 Wind Case- ASCE 7-98, C&C, V= 125mph, H- 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 30.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCS...CSI ..BC ... FORCE ... CSI 1- 2 -6390 0.22 10- 9 5873 0.33 2- 3 -10679 0.51 9- 8 6405 0.54 3- 4 -10679 0.51 8- 7 6407 0.54 4- 5 -6391 0.22 7- 6 5874 0.33 TI: X 9TY:2 == __ === _ ==Joint Locations=========_=_ == 1) 0- 0 0 5) 30- 0- 0 9) 5- 3- 0 2) 5- 0- 0 6) 30- 0- 0 10) 0- 0- 0 3) 15- 0- 0 7) 24- 9- 0 4) 25- 0- 0 8) 15- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 1- 9 -46 5- 0- 0 TC Vert L+D -77 5- 0- 0 -77 25- 0- 0 TC Vert L+D -46 25- 0- 0 -46 31- 1- 9 BC Vert L+D -20 0- 0- 0 -20 5- 0- 0 BC Vert L+D -33 5- 0- 0 -33 25- 0- 0 BC Vert L+D -20 25- 0- 0 -20 30- 0- 0 Concentrated LBS Location BC Vert L+D -195 5- 0- 0 BC Vert L+D -195 25- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1684 0 -766 BOT PIN 29-10- 4 1685 0 -766 BOT H-ROLL 2-PLYS REQULRED 5-0-0 11 20-0-0 5-0-0 1 3 5 6 0000 8X10 I0X10 Rxln O T 04-3 2-1I0-3 _ L 1 T --LL -3.00 1 3.00 0-3 038 4-11-8 19-6-0 4-11-8 10 g 1685N 3.50" 1-9 10 1685# 3.50" 30-0-0 196# L 1 1-9 EXCEPT AS SHOWN PLATES ARE L20 GA TESTED PER ANSI/TPI 1-1995 196N scale = 0.2077 WARNINGS READ ALL NOTES ON THIS SHEET. Eng. Job: WO: SUNIV Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: X CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 6-18-02 TC Live 16.0 psf DurFae - Lbr: 1.25 4005 MARON DA WAY SANFORD. FL. 32771 (407) 321-0064 Fax 321-3913 Bracing shown on this drawing is not erection bracing, whmd bracing, portal bracing or similar bracing which Is a pan of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss TC Dead BC Live 7.0 psf 0.0 DurFac - PIt: 1.25 O.C.Spacing: 24.0" P (407) members only to reduce buckling length. Pnn talons must be psf g: TOMAS PONCE P.E. made to anchor Lateral bracing at ends and specified locations determined by the building designer. Additional bmctng of the overall structure may be required. (See HIB-91 of TPI. BC Dead 10.0 r Design Criteria: TPI LICENSE #0050068 ffross Plate Institute. TPI. is located at 593 D'Onofrio Drive Madison, Wisconsin 53719). Code Desc: FLA Ia900REENBROOK Cr.0VIED0.FL3276e TOTAL 33.0 psr V:06.02.02- 13827- 6 Design: Afxrir Ana/pis JOB PATH: C:17EE-L0KV0BSU25MPHISUN1V HCS: 06.02.02 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 f.—Ished to the truss designer by the client and the correctness or accuracy of this bnfornatian as it may relate to a spe- cific project and accepts no responsibility or exemb"' no control with regard to fabrica- tion. I' dling, shipment and Installation of trusses. This taus has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as pan of the budding design by a Building Designer Ireglstered architect or prof"stonal engineer). When reviewed for approval by the budding 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 toads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are conlmu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceding, they should be braced at a maximum spacing of la-O' o.c Connector plates shall be manufactured from 20 gauge hot dipped galanlad steel meeting ASfM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing b 1n conformance with the fabricatoes piuts and to realize a continuing responsibility for such ved- fleatlon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con. nectar plates shall be located on both faces of the truss with nalls fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A Bx8 plate is 6' wide x 8- long. Slots (holes) run pamilel 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 mintrium sizes based on the forces shown and may need to be Increased for certain hand - Wig and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional ,of .not.Ito n on Quality 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 care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding truwm In a straight and plumb pos- ilbn and for r-LstLng lateral form shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominotng. The supervision of erection of trusses shall be under the control of persons ttgxrienced 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 tnsses at any lime. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: SUNBURY I AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 512# Support 2 266# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 226# MAX LIVE LOAD DEFLECTION: L/999 L=-0.04" D= 0.00" T=-0.04" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.09" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.09" RMB - 1.00 0-3-15 0-4-15 WO: SUNIV WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 7.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ,.BC ... FORCE ... CSI 1- 2 -64 0.85 4- 3 -12 0.73 TI: Y BTY:2 ==============Joint Locations========_====__ 1) 0- 0- 0 3) 7- 0-14 2) 7- 0-14 4) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D 0 0- 0- 0 -56 7- 0-14 BC Vert L+D 0 0- 0- 0 -24 7- 0-14 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 2- 8 94 226 -512 BOT PIN 6-11- 1 193 0 -266 BOT H-ROLL 7-0-14 1 2 4 2424 I 4 1 95N 4.95" 212 L 1-6-2 (R1-G-0) e1 7-0-14 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANS11TPt 1-1995 '] 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: SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing, portal bmcing or similar bracing which is a pan of the budding design and which must be considered by the building designer. (407) 321-0064 Fax (407) 321-3913 Bracing shown is fur lateral support of uusa members only to teduce buckling le Prrntslons must be TOMAS PONCE P.E. mngth. made to anchor lateral bracing at ends and specified locations deterined by the building designer. Additional bracing of the merall structure may be required. (See 11IB-91 of TPI). LICENSE #0050068 (rruss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconaln 53719). 1890 GREENBROOK Cr.OV1EDOXI-32766 Derign: Afarfir .4nahsis ran Peru. r.arrr-,.,..,.....r,,,..,.............. Eng. Job: Dwg: Dsgiu•: TLY TC Live TC Dead BC Live BC Dead TOTAL Attach with (3) 10d Toe -Nails Attach with (3) 10d Toe -Nails 193# 2.50" scale = 0.6346 -- w [,,Date: russ ID: Y Chk: 6-18-02 16.0 psf 7.0 psf 0.0 psf 10.0 psf 33.0 Dsf UurFac - Lbr: 1.25 DurFac - PIt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA V:06.02.02- 13831- 6 11CS. 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: Z QTY:11 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 Analysis based on Simplified Analog Model. = _==_ ====Joint Locations_______________ This design is for an Individual building BOT CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the 1) O- -15 3) 5- 0- 0 component and has been based on Information All COMPRESSION Chords are assumed to be composite result of multiple loads. 2) 5- 0- 0 4) 0- 9-15 provided by the client. The designer disclaims continuously braced unless noted otherwise. This truss is designed to bear on multiple ----MAX. REACTIONS PER BEARING LOCATION--- anyresponsibilityrnpons meet or damages as a result of faulty or Incorrect Information, specifications Shim or wedge if necessary to achieve full supports. Interior bearing locations should g �' PPo g X-Loc Vert Horiz Uplift Y-Loc P 17'Pe and/or designs furnished to the truss designer bearing. be marked on truss. Shim or wedge if 4-10-12 107 141 -274 TOP PIN by the client and the correctness or accuracy necessary to achieve full bearing. 0- 1-12 215 191 -390 BOT PIN of this information as It may relate to a spc- PROVIDE UPLIFT CONNECTION PER SCHEDULE: Wind Case- ASCE 7-98, C&C, V= 125mph, 4-10-12 58 0 -43 BOT H-ROLL cNepro)eetand accepts norespomlbWtyor Support 1 390# H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 uencises li control with regard to fabnn- Lion, handling, shipment and installation of Support 2 274# PPO Bld = Enel L= 40.0 ft W= 5.0 ft Truss TyPe trusses. This truss has been designed as an Support 3 43# in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf individual building component In accordance with MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req ANSIMI 1-1995 and NDS-97 to be Incorporated L/684 at Mid -panel # 1 as part of the building design by a Building L=-0. 09" D- 0. 01" T=- 0. 08" • • TC • • • FORCE... C$I ..BC ...FORCE ... CSI Designer (registered architect or professional enginced. when reviewed for approval by the MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -49 0.63 4- 3 -27 0.48 building designer. the design loadings shown T= 0 • 00" must be checked to be sure that the data shown MAX HORIZONTAL LIVE LOAD DEFLECTION: are in agreement with the local building codes. T= 0. 00" local climatic records for wind or snow loads. project specifications or special applied Inds. RMB - 1.15 Unlcsz shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are conUnu- 5-0-0 ualy braced by sheathing unless otherwise IlI k specified. Where bottom chords In tension are j 2 not fully braced laterally by a properly applied rigid ceiling. they should be braced at a �— 6.00 maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Attach ivith (4) Grade 40. unless otherwise shun. Toe- ai FABRICATION NOTES Prior to fabrication. the fabricator shall review fflppplli {may this drawing to verify that this drawing is in conformance with the fabricator's plans and to Il�yl realize a continuing responsibility for such verl- ftcntlon. Any discrepancies are to be put in writing befom cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight flitting wood to wood bearing. Con- 3-3-15 nector plates shall be located on both faces of the truss with natis fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 0-4-3 5x4 plate is 5" wile x 4" long. A &e8 plate is G" wide x 8' long. Slots (holes) run pamild to 1-2-2 the plate length specified. Double cuts on web members shall meet at the centrofd of the webs unless otherwise shown. Connector plate sizes are nninimum sizes based on the forces shown and may need to be Increased for certain hand- 3X4 Attach With (1) 10d Toe-Nails Iing and/or erealon stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional InformaUon on Quality Control refer to ANSI/TPI 1-1995 3.00 I PRECAUTIONARY NOTES 0-3-8 All bracing and erection recommendations are to be followed in accordance with "Handling 4-8-8 Installing & Bractirg", HIB•91. Trusses arc to ^ ( - Ilk be handled with particular care during banding 1 Q and bundling• deUvery and Installation to avoid 215# 3.50" 108# 2.50" damage. Temporary and permanent bracing 1-1-9 1-1-9I 59# 2F50" for holding trusses In a straight and plwnb pos- fll}A 5-0-0 Itlon and for resisting lateral forces shall be f��• 1 ( 7 ) designed and Installed by others. Careful hand- lag is essential and erection bracing Is always EXCEPT AS SHOWN PLATES ARE T1.20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports C/L: 4-10-12 scale = 0.6314 required. Noma) precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons Laronda Systems WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO EREC Eng. Job: Dwg: NI Truss ID: Z experienced in the installation of trusses. Rbe sought nfesslonal advice shall be sought if needed. CONTRACTOR. Dsgiir: TLY Chk: Date: 6-18-02 Concentration of construction loads greater than the design Inds shall not be applied In BRACING WARNING: TC LIVC 16.0 1 >Sf DurFae - LIJr: 1.25 trusses at any time. No loads other than the 4005 MARONDA WAY Bracing shun on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 weight of the erectors shall be applied to trusses until after all fastening and bracing SA N FORD, FL. 32771 which is a part of the building design and which must be considered in, the building designer. Bracing BC Live 0.0 O.C. Spacing: 24.0" (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members onh• to reduce buckling length. Provisions must be psf I.completed. TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing BC Dead 10.0 psf Design Criteria: TPI of the overall structure may be required. (See 1IIB-91 of TPd. Code LICENSE #0050068 r1russ Plate Institute. TPI. Is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). Desc: FLA I(192 GREEN13ROOK MOVIEDOXI-32766 TOTAL 33.0 psf V:06.02.02- 13832- 66 Deign: Mwr& Andfytis JOB PATH: C:I7££-L0KUOBSil25AfPHISUV1V 11CS: 06.02.02 DESIGN INFORMATION This design is fur an Indvival building component and has been based on Information provided by the client. The designer disclaims any respom1bUily for damages as a [mull of faulty art Incorrect Information, specificationsrid/or designs furnished to the truss designer by the client and the mmCtness or accuracy Of this Information as It may relate to a spe- ellle pmleet and accepts no responsibility or exercises no control with regard to fabit a- tion, handling, shipment and Installation of trusses. This truss has been designed as an Individual building Component in accordance with ANSI/'IPI 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 ano , loads, Pau[-t aPee8leatloru or special applied loads. Unless shown• truss has not been designed for storage or occupancy loads. The design assumes mmpresslon chords (top or bottom) are contlnu- -ly braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of 10'-0' o.c Connector Plates shag be manufactured tram 20 gauge hot dipped Pivanlzed steel meeting AS`rM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior in fabrication• the fabricator shall review this drawing to verify that this drawing is in conformance with the labricators plans and to realb< a continuing responalbUlty for such ved- Bcatlon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed Over knotholes, knots or distorted gain. Members shall be cut for tight fitting wood to wood bearing Con- nector plates shag be neated on both faces of the truss with nails fully Imbedded and shag be sym. about the Joint unless otherwise sboa— A 5x4 plate is 5' wide x 4' long. A BxS plate is 6- wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold o! the webs unless otherwise shown. Connector plate slur are minimum sizes based on the forces shown and may need to be Increased for certain hand- Wng and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For addWonal hdormation an Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ali bracing and crectlon retxaamendatom are to be followed in accordance with -Handling InstaWng Q Bracing-, HIB-91. T-cs; 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 phunb pos- Ition and for resisting lateral forty shall be designed and installed by other. Careful hand- Iing is essential and erection bracing is always regwrcd• Normal precautionary action for trusses requires such temporary bracing during installation between busses to avoid toPPUag and dominoing. The supervision of' of . trusses shall be under the control of persons eaperienud In the installation of tnysaes. Professional advice shall be sought if needed. Concentration of Construction loads grcater than the design loads shall not be applied to trusses at any Lima No loads other than the weight of the erectors shag be applied to trusses until after all fastening and bracing is completed. JB: SUNBURY I AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 163# Support 2 65# Support 3 6# MAX LIVE LOAD DEFLECTION: L/999 Lc 0.00" D. 0.00" Tc 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.00" RMB a 1.15 WO: SUNIV WE: Analysis based on Simplified Analog Model. MULTIPLE IAADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type= Encl L= 40.0 ft W= 1.1 ft Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -9 0.03 4- 3 -6 0.02 TI: Z 1 BTYA __-------- c==Joint Locations=c=== ===___ 1) 0- 9 5 3) 1- 1- 8 2) 1- 1- 8 4) 0- 9- 5 ----MAX. REACTIONS PER BEARING LOCATION----- X-L.oc Vert Iloriz Uplift Y-LOC Type 1- 0- 4 24 28 -65 TOP PIN 0- 1-12 88 37 -163 BOT PIN 1- 0- 4 12 0 -6 BOT H-ROLL 1-1-8 1 2 6.00 3.00 I 0-3-8 0-10-0 4 3 89N 3.50" 25N 2.50" 1-1-9 13 7) 1-1-5 EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports C/L: Imaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK Cr.OVIEDOXI-32768 Design: Marais Analysis WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a pan of the building design and which must be Considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and spect led locations determined Icy the building designer. Additional bracing of the memll structure maybe required. [See HIB-9l Of TPq. frruss Plate lmtllute. TPI• is 83 located at 5D'Onofdo Drive, Mall—. Wlseonsin 53719). JOB PA771: C:ITEF-L0KU08S1125AfPtfISUNIV Attach with (1) 10d Toe -Nails 0-8-9 0-2-8 —� Allach with (1) 10d Toe -Nails Eng. Job: Dwg: Dsgnr. TLY Clik: TC Live 16.0 lxsf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf scale = 1.5123 Truss ID: Z1 Date: 6-18-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA V:06.02.02- 13833- 6 H/•e- r M m DESIGN INFORMATION This design is for an individual building component and has been based on Inlonnatian provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect Information, specai tints and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Wor ation - it may relate to a spe- clnc project and accepts no responsibility or exercises no control with regard to fabricn- tion, handling. shipment and Installation of trusses. This truss has been designed as an Individual building component in accoidance with ANSI/17`1 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engtneed. when reviewed for approval by the building designer, the design loadings shoam must be checked to be sure that the data shown are In agreement with the local building codes. local cllmatic records for wind or snow loads. prolect sp-iftmtlons or special applied loads. Unless shown, truss has not been d—Igned for storage or occupancy loads. The design assumes compruslon chords (top or bottom( are continu- ously braced by sheathing unless otherwise specified. where bottom chords in tenslon are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 1 U-0" o.c. Corrector plates shall be manufactured from 20 gauge hot dipped gahanized steel meeting ASTM A 653. Grade 40. -Ness otherwise shown. FABRICATION NOTES Prior to fabrlmllon. the fabricator shall review this drawing to verily that this drawing is In conformance with the fabricator's plans and to maBze a continuing raPonslbWty for such vert- fimtion. Any discrepancies are to he put in m1Ung 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- neclor plates shall be located an both faces of the truss with nails fully Imbedded and shall be sym. about the joint odes otherwise shown. A 5x4 plate is 5- wide x 4- long. A &B plate is 6- wide x 8' Long. Slots (tnolesl run parallel to the plate length sPecnled. Double cuts on web members shall meet at the eentrold of the wets unless otherwise shown. Connector plate sins are mintmum sfz- based on the farces shown and may need to be Inemased for certain hand. ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwtse shown. For additional Information on Quality Control refer to ANSIfM 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In ae-rdance with'fitmWing Installing Q Bmcing-. I IIB-91. Trusses are to be handled with particular care during banding and bundilng. delivery and Installation to avoid dar aga. Temporary and permanent bracing for holding lrusse_s in a straight and plumb pas- IUon and for resisting lateral forty shall be designed and Waged by others. Careful hand- ling is essential and erection bracing Is always required. Nnma1 precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoag. The supervision of erect Ion of trusses shall be under the control of persons experienced In the installation of trusses. Professional advice stall be sought If needed. Concenlmilon of eonstn¢Uon Inds greater than the design loads shag not be applied to trusses rot any time. No loads other than the weight of the weerectors stall be applied to Ira - until after au fastening and bracing is completed. JB: SUNBURY I AC: 10# UPLIFT D.L TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise Shins or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 284# Support 2 176# Support 3 27# MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" D= 0.00" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB a 1.15 24-11 0-4-3 WO: SUNIV WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of 1tn11tiple 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= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl L= 40.0 ft W= 3.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Iffpact Resistant Covering and/or Glazing Req ..TC...FORCE... CSI ..BC ... FORCE ... CSI 1- 2 47 0.25 4- 3 17 0.19 TI: Z2 BTYA =_ ==Joint Locations====_=a=====_ 1) 0- 9-13 3) 3- 1- 8 2) 3- 1- 8 4) 0- 9-13 t ------------ TOTAL DESIGN LOADS ---------- Uniform PLF From PLF To TC Vert L+D -46 -1- 1- 9 -46 0-10-11 TC Vert L+D -82 0-10-11 -82 3- 1- 8 BC Vert L+D -20 0- 0- 0 -20 0-10-11 BC Vert L+D -38 0-10-11 -38 3- 1- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift y-LOc Type 3- 0- 4 114 88 -176 TOP PIN 0- 1-12 198 119 -284 BOT PIN 3- 0- 4 65 0 -27 BOT H-ROLL 3-1-8 I 2 I 6.00 1-2-7 0-8-8 I 3.00 I 0-3-8 2-10-0 4 3 199k 3.50" 115(/ 2.50" 3-1-8 65N 2 50" EXCEPT AS SHOWN PLATES ARE T1.20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports C/L: -0-4 7 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK CT.OVIEDO I-327rn6 Design: Afatrix Analpsis rYHK1V1Nlj: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shun on this drawing is not erection brocing. wind bracing, portal bracing or stra1hr bmcag 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. made tom anchor lateral bracing at ends and specified louProvisions must lore ors determined by the building us ben. Additional bmcbng of the Overall structure may he required. (See 111E-91 of TP11. ffruss Plate Institute. TPI, Is located at 583 D'Onofrlo Drive. Madison. Wisconsin 53719). JOB PATH: QITEE-I.OKU08SI12SAlPHISUNIV Attach with (3) 10d Toe -Nails Attach with (1) ]Oct Toe -Nails Eng. Job: D Wg: DSgor: 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 psf scale = 0.8792 Truss ID: Z2 Date: 6-18-02 DurFac - Lbr: 1.25 DurFac - pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Master Fife #7 Central Florida B.O.A.F Exterior Window and Door Master Filing Checklist I. Sufficiency Review Manufacturer Name: Norandex/Revnolds Distribution Model Number(s): 1 "x4" and 1 "x3" Aluminum Mullions Contact Name & Number: Christopher M Fuertsch — (407) 667-9390 Please ensure the following are contained in your submittal: X Two (2) signed and sealed engineered installation details. One (1) signed and sealed test report. One (1) signed and sealed engineered calculations for alternate fastening method, if applicable. II. Governmental Product Approval: AgencV Initials/Date Agencv Initials/Date Brevard, County of Melbourne, City of Cape Canaveral Mt. Dora, City of Cocoa Beach, City of Orange, County of ACP 3/15/02 Eustis, City of Port Orange, City of Indialantic, City of Rockledge, City of Indian Harbour, City of Satellite Beach,. City of Lake, County of SN 3/26/02 Seminole, County of Lake Mary, City of RJ 4/05/02 Tavares, City of Leesburg, City of SS 3/26/02 Titusville, City of Maitland, City of West Melbourne, City of Malabar, City of Winter Park, City of LP 3/26/02 Melbourne Beach, city of PLANS IoEMWFD CITY OF SANFORD Scan Date 4-4-02 Created on 02/04/02 Page 1 of 2 NORANDEX PAGE 29 CAULK TOP .OF MULL #10•X 3/4" TEK SCREW - i WINDOW)/ JAM 1g3 MULLION (XFLA-26-1) lx4 MULLION (XFLA-39) WINDOW JAMB #10 x 3/4` TEX SCREW CAULK BOTTOM OF MULL PRECASTED SILL SEE CHART FOR FASTENERS FLA- 45 MULLION ANCHOR CLIP 16 GA- GALV. SHEET METAL 600 LB. MAX CAPACITY lx3 MULLION (XFLA-26_1) IX4 MULLION XFLA-39) -- 3/4"MAX SEE CHART FOR FASTENERS. MAP�1Nij1.�r.�. A)ACTURER NAME: oRA 1^ wX MASTER FILE # CHARLES A ' PA ESN, P.E. FL REG. ENG.. # 40121 DATE: 3/21/02 NOTES: 1) ALL ALUMINUM EXTRUSIONS' ARE ALLOY 6063 T6, OR 6083 T5. 2) WHEN THERE IS ONE TAPCON (1/4f7" X 1-1�2") ON EACH ANGLE LEG THE TAPCON SHALL E PLACED ON MULLION CLIP CENTERLINE. 3) CONCRETE COMPRESSIVE STRENGTH = 3,000 PSI AT 28 DAYS. NORANDEX PAGE 30 au 1 CJ; 1) ALL AL OR 606 2) WHEN ON EAC PLACEII 3). CONCRE AT28, CRAB M FL REG DATE DW SILL SH HEAD maulmloommong �111111 iH HEAD hv'a 1 lq q t NORANDEX PACE 24- MA ACTURE NAME. s --•teI��-%wa=er=R�3—Pun m i -0�$'r i a o ueir +S I (2) ®10 x 1 3/4 PH SMS INTO 2 x H OR 3/16"0 x 2-3/4" TAPCON THRU 1 BY BUCK, (SHOWN) WITH A 1-1/4" MIN. EMBEDMENT INTO MASONRY. SEE ELEVATION FOR ANCHOR SPACING. (2) #10 x 1-3/4" FIi-SMS INTO x BUCK SEE ELEVATION FOR ANCHOR SPACING. (2) B10 x 1 3/4" PH -SIBS INTO 2 BY BUCK WITH 1-1/2' MIN. EMBEDMENT. SEE ELEVATION FOR ANCHOR SPACING. I (- WOOD BUCK SALL IRE' 0' PANELS k 60.0 D_ P.. SHIM AS REt�U1RED TYP. JAMB. SE( WOOD S11T1d SHOWN) OR MUDD TRACK A5_ REQUIRED 1 BY 2 BY (2) 3/16 0 x 2-1/4' TAPCON OR MIAMI DADE APPROVED CONC. FASTENER SEE ELEVATION FOR ANCHOR SPACING. NOTES: I SHTM AS REQUIRED,. MAX SHIM STACK 1/4 2; ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063-T6• OR T6 WITH 3 USE: HIGH QUAUTTYPICAL -CA LK BEHIND �7�pOW FLANGE. 4; GLASS THICKNESS BASED ON TABLE E1300 GLASS CHARTS, AND MAY VARY DEPENDING ON SIZE. S) THE RESPONSIBIUW FOR SEI,ECIION OF NORANDEX PRODUCTS TO MEET ANY APPLICABLE -LOCAL LAWS, BUILDING CODES, ORDINANCES OR OTHER SAFETY ECTION REQUIREMENTS EARDING OWNER OR CONTRACTOEL ST SOLELY WITH THE ARCHITECT, K 7) CONCRETE COMPRESSIVE STRENGTH - 3.000 PSI AT 26 DAYS. t'ANEL SIZE IN mT. 1/4' SHIM MAX (2BY2) rrpxAL zwowN No. OP ANCHORS No: OF ANCHORS O W O wa wa (a a 'aC HBAD 8 SILT. FRANB q 30 e q 24 a IS 1e It o R� 10 10 � c, Cij 1e 24 10 Q Q 10 10 to t C le 10 zo 10 to 10 °o C y y yw. 1e1 3/16-0 x 2-3/4" y F� e- b TAPCON OR MIAMI 44 w' i DADE APPROVED CONC. q FASTENERS, u SEE_ ELEVATION FOR ING.� a a'. a e` �� vl X PANEL I X PANEL X PANEL .ua .. (4BY2)rmuu. asyjaSON NORANDER PAGE 23 (2). 00 x 1-3/4" PH-SMS INTO 2 BY BUCK OR 3/16'0 x 2-3/4" TAPCON THRU I BY BUCK, (SHOWN) WITH A 1-1/4" MIN. EMBEDMENT INTO MASONRY. e SEE ELEVATION FOR ANCHOR SPACING. ° (2) �10 x 1-3/4' FIi-SMS INTO 2 x BUCK d SEE ELEVATION FOR ANCHOR SPACING. -ca LOPTIONAL 2 BY WOOD BUCK (2) 010 z 1 3/4" PH-SMS INTO 2 BY SEE ELEVATION FOR MFORikHOR SPA NG. 2 x WOOD BUCK s CAIZ F0 $ 1� I OR ° J n d P- .e HEADER AND. SILL SECTION TYP, 1 BY BUCK 3/16 TEMPERED GLASS PANEL .SIZE INCHES DESIGN LOAD CAPACITY-PSF NO. OF ANCHOR SCREWS IN FRAME HEAD AND SILL IAMB WIDTH/HEIGHT EXTERNAL INTERNAL XX ' XXX )om ALL 30 %j" x 591/2 " 53.3 55.8 10 16 18 361/16" x 591/2 " 49.8 49.8 12 18 22 6 1, 30 �18" x .791/2 " 49.7 49.7 10 16 20 6 36 %6" x 791/2 .. 45 45 12 8 .18 22 8 SERIES .600 ALUMINUM SIIDHNG GLASS DOOR ALL OPERABLE PANELS FASTENER CHART �*�, RADA B.O,h,F.. (2) 3/16'0 x 2-3/4" TAPCON OR MIAM1 e WIDTH btANIIFAC�ER Nam: 1 x WOOD BUCK DAFT ENERS. APPROVED CONC. Iq) •MASM.. ME SEE ELEVATION FOR ANCHOR SPACING. As RE umEnp� TYP. HORIZONTAL SECTION SIN SHIM gSHO TRACK AS` REQUIRE 1 BY 2 BY BUCK (2) 3/16"d x 2-1/4' TAPCON OR MIAMI DADE APPROVED CONC. FASTENER SEE ELEVATION FOR ANCHOR -SPACING. /NOTES; ;a 'r 1) SHIM A3 REQUIRED, MAX SHIU STACK 1/4'. 2 ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063-T5 /0 OR T6 WITH TYPICAL WALL THICKNESS OF 0.62" 3) USE HIGH QUALITY CAULK BEHIND WINDOW I c FLANGE. 4) GLASS THICKNESS BASED ON TABLE E1300 GLASS x X lk- CHARTS, AND MAY VARY DEPENDING ON SIZE. 6) THE RESPONSIBILITY FOR SELECTION OF NORANDEX trE PAN PANEL PRODUCTS TO MEET ANY APPLICABLE LOCAL..LAWS, BUILDING CODES, ORDINANCES OR""OTHER'SAFETY T SOLELY WITH THE ARCHl7 ECT. OWNERR . BUIILDING pR CONTRACTOR 6) CAT R AYCSOMPRESSIVE STRENGTH - 3,'000 PSI r -� (2BY2).>mc I AlL_131trAt M u 1/4 SHIM�I� MAX X XPANEL FNMEL _ meu PANELL uu e (4BY2)y�� mox L. Ll r � a O a4w K6 to a 4 yy O"ya b Wa y j 0 4 } NORANDEX PAGE 22 1 10 X 1-3/4" P.H. S.M.S W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. 0 ID 10 X 1-3/4" P.H. S:M.S: W/1-1/2' MIN. EMBEDMENT. SEE ELEVATION FOR -ANCHOR SPACING. m ALT. FIN ATTACHMENT `t9 o UNDER SHEATHING �AE CENTRAL FLORMA B O . A.I' . MAI�WACTUREIL NAME MASTER FILLS ## 3 NOTES: 1) :SHIM AS REQUIRED, MAX SHIM STACK 1/4". 2) ALL ALUMINUM;EXTRUSIONS ARE ALLOY 6063-T5 3) USE*. HIGH.:QU LITy CA'ULKXjBEHIND AINDo}gOF NEE 4 ' GLASS: THICKNESS-.13�ASED ON TABLE E1300 (IN( GLASS CHARTS; AND?:!MAY`VARY DEPENDING ON SIZE 5) TH&TESP04StILITY.:FOR SELECTION OF 18- NORANDEX PRODUCTS:.;TO: MEET.:ANY APPLICABLE LOCAL LAWS. BUII UING.iCODES, :O1tDINANPES .OR OTHER SAFETY 5— REQUU?'EMEM, ?EST.'SOLELY WITH THE ARCHITECT. BUILDING OWNER'. 01i';CONTRACTOR. 36" 52— 8) NOTE '• '-INDICATE$ ' THAT E�jUAL. FASTENERS AT HEAD'' AND ::SiLL .ARE' REQU(IRRED_ 8_ 1 t U10 X 1-3/4" W/1-1/2" MIN. EMBEDMENT SEE. ELEVATION FOR ANCHOR SPACING. KID � � p ® TYP. JAMB SECTION WOOD FRAME- -1/4- MAX. (TOP AND BOTTOM) ® Wooers , I HEADER AND SILL SECTION W/101j21 MIN. EMBEDMENT FN. p CIIARLES" A. E..'' SEE_ ELEVATION FOR FL REG.. ENG.. *# 49121 WOOD FRAME ANCHOR SPACING. DATE , :0/?7/QZ•' WINDOW IMENSIONS WINDOW FASTENER. SCHEDULE rH HEIGHT iJO. ANCHORS 8 NO. JAAMBBHORS I SEENOT 35 45 60 95 45 60 PSF q L8. PSF PSF PSF PSF PSF 2 c 25 _2 2' 2 2 2 • 2 2 2 2 2 , Eq. .� A C'i V _2 3 3• 2 2 ' . (K L2. 37-1/4 2 2 2• 2 3 3 2 2• 2 3 3 C~t, /8' 3 3 3 4• '� 3 3 M 49-5/8. 2 2 2• 3 3 3 2 _2-__3 3 3 't G] 'g' 3_iL8" �— 6" ___ 2 3- 2 3 q• 2. 30 4• 3 3 3 4 —� _ 4 4 3 4 4 4 0 b i—lz6" 2 2 2 3 4 5 qt 1e Its h �--!Z2l 76=3/4- 2 2 2• 3 4 6 p. b O � 9b9:6 TTP. T I6a0 L r � O Au—C N NORANDEX PAGE 10 y 10 X 1-3/4" P.H. S.M.S. W/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. 0 # 10 X 1-3/4' P.H. S.M.S. W/1-1/2" ?SIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACI 1�G �UF � MMIt MATE: �j FRX # ll� � ALT. FIN ATTACHMENT 0 10 X 1-3/4" P.H. S.M.s. W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR UNDER SHEATHING FOR ANCHOR SPACING. -- CALL, SIZE WIDTH TYP. JAMB SECTION O WOOD FRAME 1/4" MAX - SHIM (BOTH NOTES: 1) SHIM AS REQUIRED, MAX SHIM STACK 1/4". 2) ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063—T5 OR T6. WITH TYPICAL WALL THICKNESS OF 0.62" . $ 10 X 1-3/4' L S.M.S. 3) USE- HIGH-QUAUTY'.CAUL.K ,BEHIND WINDOW FLANGE. W/1-1/2' MIN. EMBEDMENT 4 GLASS THICKNESS; BASED 'OEPENDIN —OR ON SIZE. ANCHOR SPACING. HE RESPONSIBILITY FORLE E1300 CLASS O Doue�z SEE. ELEVATION FOR CHARTS, AND-MAY'VARY D I 5) TSELECTION OF NORANDEX HEADER AND SILL SECTION WOOD .FRAME PRODUCTS"TO -MEET ANY APPLICABLE LOCAL LAWS, BUILDING .:CODES; ORDINANCES OR OTHER SAFETY .REQUIREMENTS REST SOLELY WITH THE ARCHITECT, BUILDING'"OWNER OR CONTRACTOR CHARIES A PA 'p,E •6) NOTE • INDICATES -"THAT EQUAL FASTENERS AT + FL REG. ENG. J. ,4912L• HEAD AND SILL ARE REQUIRED. DATE; 3/27/02 LJ TTP. AT DEAD e 24- O.C. VAR /i�AIL—A ��DETAIL—C SASH7 DETAIL=B . f NORANDEX PAGE 21 t6- TAPCON WITH A N. 1-1/4" MIN. EMBEDMENT # 10 F.H. S.M.S. SEE ELEVATION FOR W/1-1/2" MIN. EMBEDMENT NOTES: ANCHOR SPACING. SEE ELEVATION FOR 1) SHIM AS REQUIRED, MAX SHTM STACK 1/4". ANCHOR SPACING. 2) ALL ALUMINUM EXTRUSION o 73m C S ARE ALLAY 6063-T5 THICKNESS �WINDOWOFLANGp 3) USE HIGH QUAUTYACAwULK 4> GLASS THICKNESS BASED ON TABLE E1300 GLASS CHARTS,- AND MAY VARY DEPENDING ON SIZE. `RESPONSIBILITY 6) THE' FOR 'SELECTION: OF NORANDEX PRODUCTS TO MEET ANY APPLICABLE LOCAL LAWS, BUILDING CODES. ORDINANCES OR OTHER SAFETY REQUIREMENTS' REST SOLELY WITH THE ARCHITECT; BUILDING OWNER OR CONTRACTOR . 8) A PRESSURE TREATED: WOODEN •BIJCK:OR MARBLE SILL SHALL BE.ADDED`UNDER THE PRODUCT TO FULLY SUPPORT UNIT.. •THIS:'SUPPORT SHALL BE FIRMLY °1 ATTACHED INTO MASONARY AND SUPPORT THE PRODUCT OVER ITS PULL LENGTH (SUPPLIED BY OTHERS). 7) CONCRETE COMPRESSIVE STRENGTSTRENGTH3,OOD AT 26 DAYS. PSI ALT. HEADER SECTION 8) NOTE • INDICATES THAT' EQUAL FASTENERS AT TYR 2 BY BUCK Maw MOW B.0.A.F.- 3/18- TAPCON "'-''WAC I`MR NAME: W/1-1/4- MIN. EMBEDMENT _ _ Alo.IJA/el xl (SEE ELEVATION FOR ANCHOR SPACING) MAST ' ---- -# e a I CALL SIZE WIDTH t 0 • L BY BUCK O 2 BY BUCK sxrM TYP. JAMB SECTION )TH JAMBS).' I By / 2 BY BUCK SEE NOTE 6 HEADER AND SILL SECTION TYR I BY BUCK CHARM FL REG. LNG. $ .49121 DATE. 12/LTloll 1 10 F.H. S.M-S. W/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. Ituc uNrr vmn� 4r- 24' 0.G AIL -A IFF DETAIL-C / DETATL-B I�_Lea�L�- ilw 0 U 4 NORANDEX PAGE 9 3/16' TAPCON WITH A OIN-MM1-1/4' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. G A 4 4 4 4 -1 750 TYp 1. 10 F.II. S.M.S. WITH A IN. 1-1/2' MIN. EMBEDMENT SEE ELEVATI0II FOR ANCHOR RPArR.re T NOTES: 1) SHIM AS REQUIRED, MAX SHIM STACK 1/4-. 2) ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063-T5 OR 3) USE HIG HTQUALITIYCAUWALL (B HIND ��OW p6LANGE. 4) GLASS THICKNESS BASED ON. TABLE E1300 GLASS CHARTS, AND MAY VARY DEPENDING ON SIZE 5) THE RESPONSIBILITY FOR SELECTION OF NORANDEX PRODUCTS TO MEET ANY APPLICABLE LOCAL LAWSBUILDING CODES , REQUIREMENTS RESTS SOLELY WITH THE ARCHIOR OTHER TECT, BUILDING OWNER OR CONTRACTOR 6) A PRESSURE TREATED WOODEN BUCK OR MARBLE SILL SHALL BE ADDED UNDER THE PRODUCT TO FULLY BE FIRMLY ATTACHED INTO MASON RY AND SUPRT UNIT. THIS SUPPORT PORT THE PRODUCT OVER ITS FULL LENGTH (SUPPLIED BY OTHERS). 7) CONCRETE COMPRESSIVE STRENGTH - 3 DOO P AT 26 ALT. HEADER SECTION TYP. 2 BY RUCK CENTRALFLoRMA B 3/16' TAPCON W/1-1/4' MIN. EMBEDMENT SEE ELEVATION FOR FOR ANCHOR SPACING. 4 4 I 6 - o-p X1NUFACT�It NAME: MASTER FT L • il" SIZE WIDTH 1 BY BUCK O 2 BY BUCK TYP. JAMB SECTION SHIM I BY 2 .BY BUCK - (BOTH (BOTH JAMBS) ff 10 F.H. S. DL S. D W/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR 3 IN SEE NOTE 6 ANCHOR SPACING. HEADER AND SILL SECTION FL RE�G. ENGA#'49121E TYP. I BY BUCK DAT& 3/21/02 1/4 M MAX um ymnu TTP. T 'T—� I .imAO Rl. 0 SASH OF DETABr B A C M[AM IDADE PRODUCT CONTROL NOTICE OF ACCEPTANCE Prenldor Entry Systems 911 E. Jeferson, P.O. Box 76 Pittsburgh ,KS 66762 N11AMI-DADE COUNTY. FLORIDA METRO-DADE FLAGLER BUILDING BUILDINC CODE•CONIPLIANCE OFFICE MI.IRO-DADE FLAGLER 13UI1.1)ING 140 WEST FLAGLER S'[10*171% SIJI'11: 1603 MIAM1, FI.ORIDA 33130-1563 (305) 375-29U I FAX (305) 375-2905 C:O\TILIC'7.01: 1.IC:ii\tit.N(. SEC-1'10N (JUS) 375•?5Z7 CO. I'1LAC"rOR XN VOILC'1'. \'1' i)I\"1S1U.N (3U5) 375.21)G(, FAX (305) 375-29OR 1'IIUllCC:f' C:UN'r1I01, nIVISION YC)Ur application for Notice of Acceptance (NOA) of'(305) 375�2902 FAx (.NJS) 372-6.1.19. Entergy 6-8 S-W/E Inswing Opaque Double �r/sidclites Resi(lcuti:ll Insul:ttcd Steel Door under Chapter 8 of the Code of Miami -Dade County governing the use of Altcrnatu Mliterials and Types of Construction, and completely described herein, has been recommended for acceptance by the Miami -Dads; County Building Code Coinpliance Office (BCCO) under the conditions specified herein. This NOA shall hot be valid after the expiration date stated below. BCCO reserves the right to secure this product or material at any time from a jobsite or manufacturer's plant for quality control testing. If this product or material fails to perform in the approved manner, BCCO may revoke, modify, or suspend the use of such product or material immediately. BCCO reserves the right to revolve 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 Koarnwcz Chief Product Control Division THIS IS THE COVERSHEET. SEE .ADDITIONAL P,1GES FOR SPECIFIC AND GENERAL CONDITIONS BUILDING CODE S—PRODUCT REVIEW CO3\i,�IITTEE This application for Product Approval has been reviewed by.tile BCCO and approved by the Building Code and Product Review Committee to be used in Miami -Dade County, Florida under the conditions set fortis above. APPROVED: 0 G/05/200 I I'nncisco J. Quintana, R.A. Director I'•liami-Dads; CO(Int1' Building Codt: Coml)liance Office \1s0450001\pc2000\\templates\notice accepmce cover page.dot Internet mail addre~x: postmaster-, )uildin;;cadeanIine.com Itnm(pa;c: hall:/h�tr`v.buildinhco(Jeunli'ne com Premdor Ehtry Systems ACCEPTANCE No.: 01-0314.24 APPROVED JUN 0 5 2001 EXPIRES 'April 02. 2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS I. SCOPE 1.1 This renews the Notice of Acceptance No. 00-0321.26 which was issued on April 28, 2000. It approves a residential insulated door, as described in Section 2 of this Notice of'Acceptance, designed to comply with the South Florida Building Code (SFBC), 1994 Edition for Miami -Dade County, for the locations %vhcrc the pressure requirements, as determined by SFBC Cbaptcr 2 ;. do not exceed the Design Pressure Rating values indicated in the approved drawings. 2. PRODUCT, DESCRIPTION 2.1 The Series Enterer 6-8 S-NV/E Inswinb Opaque Double Residential Insulated Steel Doors with SideIites-Impact Resistant Door Slab Only and its components shall be constructed in strict compliance with the following documents: Drawing No 31-I029-E11'-1, Sheets I through 6 of 6, titled "Premdor (Entergy Brand) Double Door with Sidclites in Wood Frames with Bumper Threshold (Inswing)," prepared by manufacturer,- dated 7/29/97 «•ith revision C dated 01 /1 1 00, bearing the Miami -Dade County Product. Control approval stamp with the Notice of Acceptance number* and- approval date by the Miami -Dade County,Product Control Division._ These documents shall hereinafter be referred to as the approved drawings. 3. LIMITATIO,N'S 3.1 This approval applies to single unit applicatiogs of pair of doors and.singie door only, as sho%%,n in approved drawings. Sin -lc door units shall indlu.de all components described in the activc leaf of this approval. 3.2 Unit shall be installed only at locations protected by a canopy or overhang such that the ankle between tlic edge of canopy or overhang to sill is less than 43 degrees. Unless unit is installed in non -habitable areas whcre the unit and the area arc designed to accept water infiltration. 4. INSTALLATION 4.1 The residential insulated steel door and its components shall be installed in strict compliance ith the approved drawings. 4.2 Hurricane protection system (shutters): 4.2.1 Door: the installation of this unit will not require a hurricane protection sysicni. 4.2.2 Sidelite: the installation of (his unit will require a hurricane protection system. S. LABELING 5.1 Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved". 6. BUILDING PERiYIIT REQUIREMENTS 6.1 Application for building permit shall bd accompanied by topics of the following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies of the approved drawings, as ideritificd in Section 2 of this Notice of Acceptance, clearly marked to show the components selected for the proposed installation. 6.1.3 Any other documents required by the Building O icial or the South Florid:g3uilding Code (SFBC) in order to properly cvaluatc the installation o ti s stem. _ Manuel crcz, P.E. Product Con r� xamincr Product ntrol Division Premdor Entry SvStemS ACCEPTANCE N0.: 01-0314.24 APPROVED : JUN O 5 2001 EXPIRES April 02.2006 NOTICE OF ACCEPTANCE: STANDARD CONDI'T'IONS 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 docurncn!s, are no older than eight (8) years. 2. Any and all approved products shall be permanently labeled with the manufacturer's nam.u, city, state, and the following statement: "Miami -Dade County Product Control Approved", or as specifically stated in the specific conditions of this Acceptance. 3. . Renewals of Acceptance will not be considered if. a. There has been a change in the South Florida Building Code affecting the evaluation of this product and the product is not in compliance with the code changes. b. The product is no longer the same product (identical) as the one originally approved. C. If the Acceptance holder has not complied with all the requirements of this acceptance, including the'corrcct installation of the product. d. The cnginccr who originally prepared, signed and scaled the required documentation initially submitted, is no longer practicing the engineering profession. 4. Any revision or change in tiic materials, use, and/or manufacture -of the product or process shall automatically be cause for termination of this Acccptancc, unless prior written approval has been requested (through the filing of a revision application 'with appropriate fee) and granted by this off ice. 5. Any of the following shall also be grounds for removal o.f this Acceptance: a. Unsatisfactory performance of this product or process. b. Misuse of this Acceptance as an endorsement of any product, for sales, advertising or any other purposes. 6. The Notice of Acceptance number preceded by the words Miami -Dade County, Florida, and .followed by the expiration date may be displayed in advertising literature. Ifany portion of the Notice of Acceptance is displayed, then it shall be done in its entirety. 7. A copy of this Acceptance as well as approved drawyings and other.documcnts, where it applies, shall be provided to the user by the manufacturer or its distributors and shall bc*availablc for inspection al the job site at all time. Tile cnginccr needs not-rescal the copies. 3.• Failure -to comply with any section of this Acceptance shall be cause for termination and removal of Acceptance. 9. This Noticc of Acceptance consists of pages 1, 2 and this last page 3. EtiD OF TIiIS ACCEPT NCE ti Manucl crcz, P.E., Product Contro - . imincr Produc Control Division Yt rf .M:DI PREMDOR (ENTERGY BRAND) DOUBLE ' DOOR WITH SIDELITES IN WOOD- FRAMES WITH A BUMPER THRESHOLD (INSWING) ' .Ip II/�roMINtN`ULf CL (ry�JMI • AL2fCr�f[7/16 sIN11ftMCp4 /1 IR' MWW1M CM/CP4M1 •A1 I/r 07 1/4' MAX 77 I/.• . • MAx hnx MAX Wr . r LD4 /TeILD IML - MAY. IUX uc we 3 Na MAX 3" NA% MAX ^'•i Is' 13• DL is 13. 0.G IS' O.G 15, DC. is, EL 13' • MAX F MAX MAX MAXMAX IIAR MAX 1 MAX A. C rr n i [Ad`VOI4 1 1 R I I a¢ 17 1/1• MAY ' O.G SPACING le• D,G .• a aha rnd 17 1/ "MAz to, QL TOP or Mon 1• i0 i LOCK � 1. "� wi11K J+xI . OL SPACING I 22• 64, J I/r MAX OLD _ BO 1 /16• j MAX D.L SPACING ' IB• DL ,xrm W .nrtL ,arc. M • 17 1/ MAX . aL SPACING A O.C. mnu L(sun TRC GIOO.CC.IC6 • 6' X ,00ct Is I - I _ IIE r 77 1/r MININN [M[(pgMl tIM RA ICgO (Sll.l. LL ICI !w 4.� IJ [J ilwxugi CM[[lolNr C •' �IS• 0.L 17' aC. ts• OC IS• DG 13. OC 13' DC_ 13' DC 13. O.C. • IrAi MAK NA; MAX MAX MA NAI MA% MAX _ c• MA; 3• MAX MAX r,.a [• Max .. 1LVd1 Vt' . V LD , ITA CS YCC NNTC ! ATTACH ASTRAGAL THROW BOLT 18 x V LONG STRIKE PLATE TO THE HEADER IN ALL REMAINING AND THRESHOLD WITH 110 % 1 3/4' HOLES FLATHEAD SCREWS` NpiESr l.) VppO BUCKS BY OTHERS. RUST BE ANCHORED - 18 z 13/4•• LONG PROPERLY,.TO!TRANSFER.LDAOS TO THE STRUCTURE. 'rLATHE SCREWS 2a THE PRECEDING DRAWINGS ARE INTENDED TO Lx INSWING R.H. INSWING DUALIFY THE FOLLOWING INSTALLATIONS. A. WOOD FRAME CONSTRUCTION WHERE DOOR SYSTEM 1S ANCHORED TO A MINIMUM TWO BY WOOD' OPENING. ASTRAGAL B. MASONRY OR CONCRETE CONSTRUCTION WHERE _ DOOR SYSTEM 1S ANCHORED TO A MINIMUM TWO BY APPROVEDASCV•I .-,ae, %Ill. J STRUCTURAL'WOOD BUCK. soun+rL��gq.pp�_- NGCODE C. MASONRY OR CONCRETE CONSTRUCTION WHERE t N A G JU7V':I -,. DOOR SYSTEM IS ANCHORED DIRECTLY TO CONCRETE VHERC VAIER UTFILIRATTDN VHERE VAIER INFILTRA[IDN er OR MASONRY WITH OR WITHOUT A NON-STRUCTURAL QUIREMENI IS NEEDED K REQUIREMENT IS NOT NEEDED PRovl coN7aDL15rnsloN ' ONE BY WOOD BUCK. I Positivpx + 3. ALL ANCHORING SCREWS TO BE 110 WITH _ euLLDC..COD'eC^`IPUA7CEOF. c MINIMUM 1 1/2' EMBEDMENT INTO WOOD SUBSTRATE ACCEPTANCE rio.D 1• U 311{.L OR 3/16' PFH TAPCONS WITH 1 1/2' MINIMUM EMBEDMENT I UNITS SMALL BE INSTALLED ONLY AT LOCATIONS PROTECTED BY A CANOPY OR INTO MASONRY. OVERHANG SUCH THAT THE ANGLE BETWEEN THE EDGE OF CANOPY OR OVERHANG 4. UNIT MUST BE INSTALLED WITH 'MIAMI-DADE COUNTY TO SILL IS LESS THAR 45 DEGREES. UNLESS LINT 1S INSTALLED IN APPROVED' SHUTTERS NON-HARITABLE AREAS VHERE THE UNIT AND TIC AREA ARE DESIGNED TO 5. THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES ACCEPT VAIER INFILTRATION, AND DOOR, THREE STAPLES PER JAMB INTO THRESHOLD 'ON SIDELITES AND DOOR C DACE MUNIT AOD1r1CAn1la hA, o0 6. LATEX SEALANT TO BE APPLIED AT SIDE BY SIDE LOUIS-IN-",cc1A�Y' 6 P 1 1 vT JAMBS AND SIDELITES. f3106RM IRIS H]IT4 i1.on mix oaw mrlru+Auwl Itnent 7. DOOR/SIDELITE HEADER, DOOR/SIDELITE JAMBS, AND SIDELITE BASE ` VI µ 11 PA4 I .ere. ,.m. txu o.c av •.uzuer CORNERS ARE COPED AND BUTT JOINED. !r r LI v.t.S. B. DOORS SHALL HE PRE -PAINTED WITH A VATER-BASED EPDXY RUST INHIBITIVE PRIMER PAINS WITH A DRY FILM THICKNESS OF D.B TO 1.2 MIL. M Nms 31-1029-EW-1 9. FRAMES SHALL BE PRE -PAINTED WITH AN ACRYLIC LATEX VATER-BASED/ qu E E ¢ T� SHEET 13F 5 VATER-REDUCIBLE WHITE PRIMER VITH A DRY FILM THICKNESS OF U TO 1.2 MIL. Rwo LEiiZ GLAZING DETAIL 1/2' ! GLASS BITE TEMPERED BATS INTERIOR .INSWING OTHER CONFIGURATIONS ))I 1/.' NCR )II 1/R' _ g AR Lei o � xxn 74 3/4' MAR APPROVED AS COUPLYING MTH 1NE SOLTM FLBWAINO COO, w - Jul FROOU COC OMSION 60ILoula CODE COMPUMM OPME -CEPTAna Ito 0/ _ ° 3 /Y. z y 3 iu/�RiA411U1T -,t 1• _1gSL• _HIS— 1-1029—EV-1 SHEET 2 OF 6 Sf®I U14 C_ 1/4' SHIM MAX .r- 3/4' 80 11/16' MAX INTERIOR 79 5/16' MAX } SECTION B-B 2 BY WOOD BUCK EXTERIOR MA I LRIALS LIST IIEH No O DESCRIPTION PAR) NUMBER COMMENTS O WOOD HEAD JAMB CV-14 11/4• X 4 9/16' Hll. TO BE PINE OR EOUIVALCNI O COMPRESSION WEATHERSTRIP ALUMINUM V- RE N CK X A SC E B RAN p $ 9650 (BRONZE) 4 ASTRAGAL W- PREH OOR BRAND OR CO V - UI ALEHi S/8' ALUMINUM ASIRAG I 1 / q.• ALUHII$IH-BUMPER THRESHUtp TOP EV-IS PREHDOR BRAND OR EQUIVALCNT - 1 1/4' x 4 9/16' © CHANNEL EV-08 PREHDOR BRAND - i 11/16' - 20 GA STEEL O STILL SKIN Ba (017 TO �iB NI Owl III ITQI B Er 1 A F A R BASF FOAM -DENSITY 2.0 i0 2.5 IbS./Ft' 9O BOTTOM CHANNEL EV-07 PREMBOR BRAND - 111/16' - 20 GA STEEL to vOOO LOLK LOCK STRIKE STILE EW_09 _ 4' X 9 I/2' MIL. TO BE PINE OR EaUIVAI[Nf 11 HINGE STILE EV-06 15/16' X 1 II/16' HTL. TO BE PINE OR EDUIVALENT 12 LOCK PREP FILLER PLATE EV-05 15/16' X 1 II/16' NIL. TO BE PINE OR EQUIVALENT 13 4'x4' HINGE EV-10 PREMOOR•BRAND - .050' THICK- MIL. TO BE POLYEIFIYLE 14 AMB WOOD NINGE JV.S CV-16 HAGER BRAND. HINGE OR EQUIVALENT - A91 THICK (ST[I 15 91D x 3/4' F1T.V.$. 1 1/4' X 4 9/16' NIL. TO BE PINE OR EQUIVALENI 16 BID X 2' FJiV.$. r (4) SCREWS PER HINGE INTO DOQR ) S ' VS H JAH k10 L JAH N R HAX IB' hr IIM[REAf IER _ 10) SCREVS Ila$ ' s)RI[E JAMB ViTO SIDELITE Mxl. 4- DDT rRw X D' Of IIIEREArTER ' 61 SCREVS DImuGN EACH SIDELIIE JANI INTO SIWLIIL 4• (OV11 ream UP, HAK 15' aL HIEREArTER. 17 Ie LIB' PTO IA.KM VnRhTNAB BMFtl RETER 10 ELEVATION VICV fDR 18 19 ' BID X 3/4' F.H.V.S. BB x 2' FHV.S. LOCKSET e 0r SCREWS USED AND LOCATIONS (2) SCREVS PER HINGE INTO JAHD (2) SCREWS AT CACTI STRIKE PLATE KVIKSET BRAND 200 LOCK OR HARLOC BRAND 100 LOCK (2) SCREWS PER HINGE INTO JAMB I ® 1 1/4• - ® © ' ' B10 X 1 3/4' FHV.S. WOOD SIDELITE JAMB 22' X 64 SSIN6LE PANEL GLASS SIDELITE TRIM (WOOD) VOIID CASING WOOD SIDELITE HEAD JAMB WOOD SIDELITE BASE POLYPROPYLENE LITE FRAME 16 X 1 I/2' PAN HEAD SCREWS SIDELITE STILES PIN NAIL EV-19 EV-20 EV-21 EV-22 EV-23 EV-24 -1647, ODL-2 18 CV 26 1 1/4' X 4 9/16' HTL TO BE PINE DR EQUIVALCNi T HP E GLASS N POLYPROPYLEN RWF- pC_i 43 _ (ODL IL0'--CLEAR TEHPERrO rLAcc 5/16 x 1/2' WL. TO BE PINE OR, EQLIIVALEN fOR SN IpEBY SIpE JiWel� AS MWLEIlx1SN1 ITCNSI 1mL PINGS U 1 1/4' X 4 9/16' MIL. TO RC PINE OR EIXIIVALENT 1 1/4' X 4 9/16' HTL. TO BE PINE OR COUIVALENI HP Polypropylene by ODL PER FRAMEsER v M To SE D 1A N ArI R 15/16' X 1 11/16' MIL. TO DE PINE OR EQUIVALENT /4' LSPG MAIL, 4• pi rem( TUB, NAT B• aL 11ERArlaR USTI DR Iatm Nit I , DOW SILICONE 0995 APPROVED alSj�CIO�>(.IRP�LLYIlp{(;G, N%ITDH THE nSmTFSFI ffi U J LUULE PBoou ,PRTRDL OlVlslal C BUDDING CODE C011PUANCE OFn ACCEPTANCE NO. 1-031 Y. Z 'JKEMUIIR ENTRY SYSTEMS 911 LTT(2S 31-1029-EW-I .IIW ' PRISM, 16fi1fi? A SHEET 3 OF 6 ' R(VISDI LOIN B 2 BY WOOD BUCK 1/4' SHIM MAX 3/4` Yn INTERIOR I 79MAX16" 80 11/16' MAX 2 BY WOOD BUCK PLEASE SEE °GLAZING DETAIL' DRAWING #31-1029-EW-I SHEET 2 OF 6 DOW SILICONE 4995 l.Pp'tDM AS CN.SP "lG %,;M nM I X l: 1 1-1029-EW-I SHEET.4 OF 6 aVI 11M MMIER D OTHER DOOR •CONrt6UR� TIONS --- - ------------- mw OLT— y'��. a1 u. W _ m• •' w W• I. 1 r...'L '. ° � u,,.'iL r...°G �',.°. • e[ r W Ij1''LL'J'�T 1 �O[�w[ 11 '�•sL w' w • r• W _ • 1 I I 1 1 1 I l w at v.cw _ tl Ilq• � Y r M r Ir yr w O tl Mnl• b Yna O aL VKF N I 1 1 1 1 1 ww �y^ ^.y w�•V� � •••. r wL r� �r 1 1 O• 1 1 w [ w ww �r W�w 1r .•r I w r ... oxx A A I I w ® Ir�rw .Ir V w a Ye �•.cic L• xn I IIllss NOI[A• rrnc C[c AG rsIRM. @drSS IQIEB. sit [OR. IRS APPALLED AS CONPLYMG W., THE SOIRH FL nfU BU0.Ow. CODE nv� �N 0 imp PRf P�T ROL DINSIOH -911 L BUILDPIGCODE Co"FLLWCEOFF PIIISI ACLEPVJICE ArO. 01- 0�! u 31-1029-EW-1 SHEET 5 OF 6 LSYISNN LLIILR J M T 1 i r— r-n -n r-1 ► LK lJuuK I—)ONLL STYLES 36" F/J�� [—MAX 79 g0 013 a IOU o00 OD ❑❑ nail BLANK TOP 6-PANEL 4-PANEL 9-PANEL 10-PA11EL 4-PANEL IB-PANEL OTHER SIDELITE STYLES 36" MAX 79 F 16 fl 0 MIQX �. o 0 J` SL-10 SL-20 SL-30 �• SL-60 SL-50 ' SL-50B SL-69A SL-69B C] D 00 on.• u® GG �� 8B �� ao ao nn . oo na al, oa oil PD-1 PD-2 PD-3 PD-4 PD-5 PD-6 PD-7 PD-8 0� PD-10 PD-19 PD-20 PO-21 PO-22 PO-23 o ❑ o ❑ �� uoa nail 000 PD-35 PD-36 PD-37 PD-38 PO-39 PD-40 I A P0-24 PD 25 �I� EL�00 PD-41 PO-42 00 © o BOB Qa o© ❑a oo _ FLUSH B PANEL [ROSSBUCK 12-PANEL 4-PANEL5-PANELall EYEBROV S RC L EYEBROV ANEL 5 PANCL 5-PANEL V/SCROLL �YEDROV SL-69C SL-25 SL-55 SL-JOD SL-4D do ao 00 'oil PD-9 PD-10 PD-11 PD-12 SL-90A oa PD-13 I SL-908 PD-14 11 m r r ni iii iii IIPD-. iii 111 1 0-30 SL-90C SL-300 SL-30C SL-70 SL-80 �0 ❑a a❑ PD-15 PD-16 PD-17 10111 W II N O � A � o o ono) �.a two 00 w PO-32 PO-33 PO-34 i a m a in 4 31-1029-EW-1 SHEET 6 OF 6 $YISM L(II(P e ,• M I A M I.OADE PRODUCT CONTROL NOTICE OF ACCEPTANCE Prenlclor Entry Systems 911 E. Jeferson, P.O. Box 76 Pittsburolt ,KS 66762 •NIIANII-DADE COUNTY, FLORJDA N1E•:TRO-DARE FLAGLER SUILD.ING 13UILDING CODE CONIPLIA,YCE OFFICE MI'IRO-DAI)ti FLAGLER DUILDING 140 cv1iS'r FI.AC)1.liR S-I•lZI.I, I', SUfI'i: IGU 3 MIAM1, 1'1.OR11)A 331 ,O-1563 (305)375-2901 FAX (305) 575-2908 C:OY1,10C.70E2 I'lm..NsiNC: sl•:C710N (30)375-2527 P:t�(.�us)175.�cSti co-, r1LkC"roil F:NFC)IZCI:\11{1 r Ill visjo.Y (.1U5)J75-29GG 1�:�.\'(.tUS)375-'')Ux I'ItUnL U1, C:U .I•U()1. Ill VI I()N Your application for Notice of Acceptance (NOA) of: (3us)37s•2�)u2 I:L% (au5)172.61.1) Enter'gy 6-8 S-W/E Outswing Opaque Single Nv/sidclites Residential Insulated Steel Door under Chapter S of the Code of Miami -Dade County governing t11e use of Alternate Materials and Types of Construction, and completely described herein, has been recommended for acceptance b}' the Miami -Dade County Building Code Compliance Office (BCCO) under the conditions specified herein. This NOA shall not be valid after the expiranon-date stated below. BCCO reserves the ri"ht to secure this product or material at' any time front a jobsite or manufacturer's plal1t for 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. BCCO reserves the right to revoke this .approval, if it is determined by BCCO that this product or material• fails to meet the requirements of the South Florida 'Building Code. The expense ofsuch testing will be incurred by the manufacturer. :kCCEPTANCE NO.: 01-0314.21 EXPIRES: 04/02/2006 RaLli KOCIMI icz Chief Product Control Division THIS 'IS THE COVERSHEET SEE ADDIT10NAL PACES I•'OR Sj'ECIFIC.AID GENERAL CONDITIONS BUILDING CODE & PRODUCT RE1'1EW CONINIITTEE This application for Product Approval has been reviewed by tite BCCO and approved by the Building Code and -Product Review Committee to be used in Miami -Dade COLInty, Florida under the conditions set forth above. APPROVED: 06105/2001 Francisco J. Quintana., R.A. Dirtxtor '1IN11:11111-Dadt, COLHILN' 1311ilding Codc; Compliance Oflicc: tts04S000I1pc2000%CmplacnslnoLice acceptance cover page.dot Internet nlnil address: postrn;rateuildill "codconlinc.cont ' Ifonrelta�e: Itttp://tattitN.builtJinucotleanlinc.corn Premdor Entry Systems ACCEPTANCE No.: 01-03I4.21 APPROVED JUPi 0 5 2Qj EXPIRES April 02 2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS . 1. SCOPE 1A This renews the Notice of Acceptance No. 00-0321.23 which was issued on April 28, 2000. It approves a residential insulated door, as described in Section 2 of this Noti-ce of At-ccptancc, designed to comply with the South Florida Building Code (SFBC), 1994 Edition for Miami-Dadc County, for the locations where the pressure requirements, as determined by SFBC Chapter 23. do not exceed the DesiZj gn Pressure Rating values indicated in the approved drawings. 2. PRODUCT DESCRIPTION 2.1 The Series Entergy 6-8 S-W/E Outswina Opaque Sinald Residential Insulated Steel Door �ti itlt Sidelites- Impact Resistant Door Slab Only and its components shall be constructed in strict compliance with the following documents: Drawing -No 31-1020-EW-0, Sheets 1 through 6 of 6., titled "Premdor (Entergy Brand) Wood Edge Single Door with Sidelites in a Wood Frames %vitli 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 tic Miami-Dadc County Product Control Division. Thcsc documents shall hereinafter be referred to as the approved drawings. 3. LIIIIITATIOtNS 3.1 This approval applies to single unit applications of single door only, as shown in approved drawings. a. INSTALLATION -4.1 The .residential insulated steel door and its components shall be installed in strict compliance with the approved drawings. . 4.2 Hurricane protection system (shutters): 4.2.I Door: the installation of illis unit will not require a hurricane protection system. 4.2.2 Sidclitc: the installation of this unit will require a hurricane protection system. S. LABELING 3.1 Each unit shall bear a permanent label with the manufacturer's name or logo, city, -state and following statement: "Miami-Dadc County Product Control Approved". 6. BUILDING PERMIT REQUIRENIEN'TS 6.1 Application for building permit shall be accompanied by copies of the following: 6.1.1 This Notice of Acccptancc 6.1.2 Duplicate copies of the approvcd drawings, as identified ill Section 2 of this Notice of Acccptancc, clearly marled. to show the coirtponents 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 cvaluaie the installatInoirthis system. Manucl Perez, P.E. Product Con •rol •xamincr Product ontrc Division Premdor Entry Systems ACCEPTANCE No.: 0I-03I4.21 APPROVED JUN 0 5 EXPIRES April 02, 2006 NOTICE OF ACCEPTANCE: STANDARD CONDITIONS 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. 2. Any and all approved products shall be permanently labeled with the manufacturer's name, city, state, and the following statement: "Miami -Dade County Product Control Approved",'or as specifically stated in the specific conditions of this Acceptance. 3. Renewals of Acceptance will not be considered if. a. There has been a changc in the South Florida Building Code affecting the evaluation of this product and the product is not in compliance with the code changes. b. The product is no longer the same product (identical) as the one originally approved. C. If the Acceptance holder has not'complied with all the requirements of. this acceptance, including the correct installation of the product. d. The engineer who originally prepared, signed and scaled the required documentation initially submitted, is. no longer practicing the engineering profession. 4. Any revision or change in [lie mdterials, use, and/or manufacture of the product or process shall automatically be cause for termination of this Acceptance, unless prior written approval has been requested (through the filing of revision application with appropriate fee) and granted by this office. 5. Any of th'c following shall also be grounds for removal of this Acccptancc: a. Unsatisfactory perfomlance of this product or process. b. Misuse- of this Acceptance as an endorsement of any product, for sales, advertising or any other purposes. 6. The Notice of Acceptance number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the Notice of Acceptance is displayed, then it shall be done tin its entirety. 7. A copy of this Acccptancc as well as approved drawings and other documents, where it applies, shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at all time. The engineer needs not reseal the copies. S. Failure to comply with any section of this Acceptance shall be cause for teriiiination and removal of Acceptance. 9. 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' 4MAX 15' MAX O.C. 15' MAX olc. IS' -MAX 15' MAX o.c. 15' MAX rKLMUUK .. (LN I LHUY EHAND) WUOD EDGE SINGLE DOER WITH• SIDELITES IN WOOD FRAME WITH BUMPER .THRESHOLD (OUTSWING) 00' MAX 4' MAX MAX q• MAX MAX 3' MAX 3' MAX IS'� 7' MAX 14' i- 3' MAX MAX 'C' ,A, _ MAX I 4' MA e Tn6' 1; 14' Ix IsL T"�NnK I'WA � IS'-„rJ 1'InA MAX 47 TOP OF DOOR a vl6• c : %r TO 4 0 LOD KVIKSCT DEA01101. MDVCL 6" SCRICS 'z. I �' MODCL 820' HARLDC DEAOSOLI - MAX, DLO OR NnItL[1C LOCK n �nB• i •"0Da I00 Di IIIK MAX. 6' AX HAX�MAX HAX MAX =.15A_� -P 'B i5• 4' M `MAX N10 K 1/2' MINIMUM EN Qi DMENT 514) PE HEAD 1 SILL• Em PER y�Hp LTERNnTC1 0/16' PFH TAPLf)F6 r/1 1/2' MINIMUM EMBEDHEHI i jrA LES A 80 I1/16' AX NDTESI 3' MAX —7' MAX 3' MAX r —q- MAX .) V000 BULKS BY OTHERS MUST DE ANCHORED 3' MAX 4' MAX MAX 4' MA MAX 'ROPERLT TO TRANSFER LOADS TO THE STRUCTURE. RB x 1- 3/4' F.H.V.S ) THE PRECEDING ORAViNGS ARE INTENDED TO 3) PER SIDE FROM �UALiFY THE FOLLDVING INSTALLATIONS WOOD FRAME CONSTRUCTION WERE DOOR �� I� j� JAMB INTO THRESHOLD YSTEM IS ANCHORED TO A MINIMUM TVO BY VOOD V V PENING. MASONRY OR CONCRETE CONSTRUCTION VHERE R.N. OUiSVING LA OUTSVING OOR SYSTEM iS ANCHORED TO A MINIMUM TVO BY TRUCTURAL VOOD BUCK. MASONRY OR CONCRETE CONSTRUCTION WERE MR SYSTEM IS ANCHORED DIRECTLY TD CONCRETE VAICR D641RAT1[eT VItRE VAffR OGILfWfIOY ?MASONRY VIiN OR VITHOUT ANON -STRUCTURAL MRE>DBT IS KEDEE I REDUIRGINI IS N01 NEEDED CE ,BY VOOD BUCK. IV ALL ANCHORING SCREVS TO BE 110 WITH HIMUM I I/2' EMBEDMENT INTO VODD SUBSTRATE[iI!QntwvPX - 7/16' PFH TAPCONS'VITH 1 1/2' MINIMUM EMBEDMENT TO MASONRY. I UNIIS SHALL BE WALLED ONLT AT LOCATIONS PRD}ECiED of A CAIRPY OR UNIT MUST BE INSTALLED VITA 'MIAMI-DACE COUNTY OVERNN6 SUCH THAT IIf AATdE BEIVEEN IME EDGE Or• CANVT OR DVERIw& PROVED' SHUTTERS 10 SILL 11 LESS NUN 45 tECREES. IPPESS MIT iS INSIALLED IH THREE STAPLES PER SIDE .IAMB INTO HEADER ON SIDELITES KII1,11AVIABLE AREAS VHERE THE UNIT AND IYE AREA ARE DESIUIED-TO D DOOR, THREE STAPLES PER JAMB INTO BASE ON SIDELITES. ACCEPT VASER IID•DIRAIION LATEX SEALANT TO BE APPLIED AT SIDE BY SIDE ADS AND SIDELITES. DOOR/SIDELITE HEADER, DOOR/SIDELITE JANBS, AND SIDELiTE BASE Ini� TNERS ARE COPED AND BUTT JOINED. OWRS SHALL BE PRE -PAINTED. VITH A VATER-BASED EPDXY RUST ISITIVE FRAMES SMALL RBEAPRE-PAINTED OVITA AN ACRYLiCSLATTEEXOVATDERT -BASED/ • ' flLN EN T DUR SY TER -REDUCIBLE VNITE PRIMER VITH A DRY FiLM INICKNCSS OF CB TO 12 MIL nrt a sl APPROVED AS CO),IRLYRIG R71 i1 i— SJV TH P��+Ij:A1A 9UILD1110 COG: O.:T- j(J� 1 DY J H PAODL' T C CTROL CI'.1S:7N BUILMI CODE CD:.IPLLLV_° CFF;:= ACCEPTAIME HO. Q1- of /Y. 2 1 1-1020 EW SHEET I Q;. 5 Ir m ti1V7 112' ;LASS BITE 293141 MAX SECTION A -A GLAZING DETAIL 0 U T S W I I V Cj OTHER CONFIGURATIONS a CLASS Z--n--7 1 APP8O'.1cO fv^ ccupLTWL 1'ATH THE m 1��t D10 RY PRO T IIROLOPASIOH IiU0.01HG CODE C%!PLWM.EJOWIL, ACCEPUI:CF 110. O 1- G 3 1 v. L 1 m 1-1020-EW-0 S1[ET. 2 or 6 II�apl Ulal c 80 11/16' MAX EXTERIOR 79 5/16' MAX SECTION B-B 0 WOOD HEAD JAMB eAKI NUMULR3 COMMENTS 2O COMPRESSION WEATHER$1RIP CV-iZ 1 1/4' X 4 9/16' MiL. 10 BE PING OR EQUIVALENi 1 1/4' 3O V000 STRIKE JAMB u_ q LOLK N R XS A p( R ALUMINUM -BUMPER THRESHOLD EV-13 11/4' X 4 9/16' HTL TO BE PINE VALENT OR EQUI Q TOP CHANNEL PR[MDOR BRAND OR EOUiVALENi - 1 I/4' 4 9/1 6 STEEL [Wj5a JPREMDOR BRAND - I II/16- - 20 GA STEEL T N AM R 26 91 till 101 BASF FOAM - -mn ' 441 DCN$I iY �®(1SRt 4att 4114NZ1 B Er 2.0 10 0 O BOTTOM CHANNEL WOOD EV-04 2S Ibs/fit PREHOOR DRAND - I II/16- - 20 GQ SiECL l0 OCK BLOCK STRIKE STILE Ev-DB 4' x 9.1/2' HTL TO BE PINE OR IIUIVALENT II HINGE STILE EV-07 15/16' X 1 II/16' HTL TO DE PINE OR EDUIVALENi 12 LOCK PREP FILLER. PLATE EW-06 15/16' X 1 11/16• MiL. TO DE PINE OR EQUIVALENi 13 EV-09 PREMDOR BRAND - J)50' TH N 4 x4' HINGE V-15 It- HTL TO BE PULYETHYLE HALER DRAND HINGE OR EQUIVALNT E- WOOD HIND[ JAMB - •097 THiCK (ST[[ IS 610 x 3/4' F.1LVS. I I/4' X 4 9/16' MTL TO BE PIN[.OR EQUIVALENT INTERIOR 16 010 X 2' FHVS. IRVI VAI,RBM (4) SCREWS PER HINGE INTO DOUR 61 SCR1 65 1111i�fj1 CACH 310ELItC JAMB 8110 SIRLIIC, 4 DIIYH rR@1 i� IUBc Is' at NERLArILR le �� 6 LlPrH UP(W vA111BNa 1 NI SIDELITE WOOD STILE REfLR 10 CUVAf10N VIEV. TOR x U SE1tEvs US[O AHp IOCniIORS 19 18 x'2' F}LW S. EV-07 15/16' X 1 ll/16' MTL. TO BE PINE OR -EQUIVALENT LOCKSET (2).SCREVS AT EACH STRIKE PLATE (�l 010 x 1 3/4' FHWS. KWIKSET BRAND 200 L CK OR NARLOC BRAND.100 LOCI( (5) SCREVS Itpj=j HIHGE _ AP 6' INfO rlOCllt[ JARS• iIDVN rllipi tl NAx IB• OC )HEREAFTER 101 VS iEAr ERIx1; �ZJAMB INTO SIBELIIE JA"B, 4' BM fRON I SCREVHIER S IIHRiWj (EACH HINGE INTO in JIWB 1/4' VDU➢ SIDELITE JAMB 22' X 64• SINGLE PANEL GLASS EV-iB EW-19 1 1/4 X 4 9/16' MTL. TO BE PINE OR i GLAS N PpLEQUIVALCNT © SIDELITE TRIM (WOOD) EW-20 YPRQPYt --1643 - t q _ 5/16 x 1/2 ® WOOD CASING ' WOOD EW-21 MTL. TO BE PINE OR•EDUIVALENY lie . 1• L rpR SIB[ BY SIRE 1+ '' nI - 1 © SIDELITE HEAD Jaffe WOOD EV-22 _A N11LlH➢�ii S 1 I/4' X 4 9/16' MIL. TO BE PINE SIDELITE BASE POLYPROPYLENE EW-23 OR EQUIVALENT 1 1/4' X 4 9/16' HTL. TO BE PittE LITE FRAME OC-1643, 16 DOL-2 OR EQUIVALENT HP Polypropylene b ODL y X 1 1/2' PAN HEAD SCREWS 18 I PER FRAME IO 0[ " DOW SILICONE PIN Nall 4995 7/4' XL H t lTx& IIAIt, P IN rRRIB, WIZB' BL N[iRNi�=11 MD ITT "PPNt C'JASCOWLYR1GK7r1111BT SOUTH P(j1dT11 U ;1 (4 1(('1r� BR. E I BY PRtxll rsc,ro,....,,..�,,.� 911 Bu'wm c-E COLIPWV{CE OFTI E t . ACC.eP1AHCE HO_0 sia 31-1020—EW-0 SHEET � OF 6 Rlv�istmullli 0 1/4" SHIM MAX �TERIOR I 80 11/16' MAX 2 BY WOOD BUCK SECTION PLEASE SEE °GLAZING DETAIL' DRAWING 431-1020-EW-0 SHEET 2 OF 6 DOW SILICONE 4995 f"UVrn"s CMP rwc "Mi me oun,r4mmAwp xwF .UuuI\ �uivi lUUr\H I JUJI \J. r 6' 1Ni RF. �.��•�x5 ;:4'✓IYWG YhTH THEINA MY l4UTHR LAIE MAX h, PR( PRUT a 9I1 G bUtCc- OUPLW(COt PIIISIT Ak CEMICE MJ. o f - 03, X 31-1020-EW-p SHEET 5 OF 6 21YISM1 UII[R u I HLK DUUK FANEL STYLES- 36'v - MAX ,9 /16p pp ®�� 0� 00 DDD MAX rr77 00 [Duo �Q� 00 DOD ❑❑ oao 1 PANELBLANK S 6-PANCL 4-PANEL 9-PANEL 10-PANEL IB-P . ANEI OTHER SIDELITE STYLES 300 � I�MAX M 79 1/- 16 . . t� /1X •• SL-10 SL-20 SL-30 SL-60 SL-50 SL-500 SL-69A SL-69B 0o an an 9 no nn °n °° 9 0 PO -I PD-2 PD-3 PD-4 PD-5 PD-6 . PD-7 PD-s I--# I U1.9 9 1 PD-10 PD-19 PO-20 PO-21 PO-22 PP-23 PO-24 0 o �9U Op 0 0 0 0 �0� o00 oao aao O o PO-35 PD-36 PD-37 . PD-30 PD-39 P➢-40 PD-41 113131 0. oe got) Ij6O QQrLUS11 B-PANCL CROSSBUCK 12-PANEL 4-PANEL CYCBROV 5-PANCL 5-PANCL 5-PANEL LW SCULL EYEBROV 5-PANEL V/SCROLL EYEBRBV d [01 U . I. SL-63C SL-25 SL-55 oa ao 00 PO-9 PO-10 Pp 11 0 Q SL-300 SL-40 A PD-12 SL-90A A PO-13 djFIM j1= ��' Iil rili .1 �' � tti 111 flltl1lI 111 1� ill rrr 111 trill -- ttt 111 i.�1 111 I " D SL"�B SL-90C SL-30B f SL-30C SL-70 SL-OO PD-14 PO-15 PD-16 PO-17 Erh G O 1O i PD-31 P D-32 PO-33 PO-34 31-1UK-EW 0 SHEET 6 OF 6 ilium t( c0 N rn N 0 a *Ignc WINDL OAD SPECIFICATION 0108 Dalton APPROVED SIZES: MODEL: WAYNEMARK 8000 & 8100 9'-0' MAX WIDTH x 14'-0- MAX HEIGHT STYLE: RAISED PANEL MAXIMUM SECTION WIDTH 21' TEST PRESSURE: POS./NEG. 44 PSF DESIGN PRESSURE: POS./NEG. 29.3 PSF 1 NOTES: 13 CA HORIZ ANGLE 1. GLASS DISCLAIMER "NO } CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR I INADEQUACY OF THE GLASS IN 054" HORIZ TRACK-, THE TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). 2. GLAZING OPTIONS - TOP OR (2) 1/4-20x9/16" i INTERMEDIATE SECTION, .090 SSB TRACK BOLT & (2) GLASS WITH OPTIONAL INSERTS. 1/4-20 HEX NUT 3. VINYL OR WOOD DOOR STOP (NAILED ON 6" CENTERS) MUST I or, OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16" TO MEET „ 4 v NEGATIVE PRESSURES. 4. U-BAR TO HAVE A MINIMUM OHOR 9/3 HO IN OLE N TRACK FOR ' YIELD OF 80 KSI JB—US BRACKET ATTACHMENT' `•' 5. TRACK, AND DOOR STEEL TO HAVE A MINIMUM YIELD OF 33,000 -' PSI. (i) JB-US BRACKET LOCATED �-r -• AT EACH ROLLER LOCATION 6. OPTIONAL - (MIN) EXCEPT TOP BRACKET ROLLER q �= .080" ALUMINUM LOUVERS WITH HIGH (P/N 125139). 0111 r IMPACT STYRENE FRAME MAY BE= LOCATED IN THE END PANELS OF THE BOTTOM SECTION. 7. LOCK OR OPERATOR IS REQUIRED. i 5/1.6xt-5/8" 8. THE DESIGN OF THE LAC SCREW i <. SUPPORTING STRUCTURAL AT EACH is -us ELEMENTS SHALL BE THE BRACKET o RESPONSIBILITY OF THE r « PROFESSIONAL OF RECORD .FOR THE BUILDING OR STR1i.,CTURE AND RFNT .054" vERT TRACK � C`9 • IN ACCORDANCE- 01TH,igUR, BUILDING COPES F�f4I�L��%;LOADS I � LISTED ON :Ti-f S;�D�'awl�1�?r �-;�� ': 1 /4-20x9/16" TRACK ' O 'f •-' BOLT & 1/4-20 HEX NUT AT EACH J8-US Approved:' _ _ ;; - BRACKET ' 3395 A06SON OR:�PfNSACOLJ�' FL 42514 _ - 4. ..: FLdRiDk' ERnF�Fkh0Nfib: 0048489•=•'`: *,''..• ::',' � P�r"jl1�d GEORGU1A.Er�iFICAPON NO-'0j8519�;t1/,� NORhLGROLJNp, ERitFlG.110N'NC�`0�3636 .. �... Date: �:3'h.5•=0f. - .�.. C)F CITY SANFORD OPTION CODE.' b.108 REV. P WM 9 x 14 ' MAX 44 PSF _ 1 OF 4 TRACK E-ND HINGE TOP BRA CKE-T RE -QUIRE -MEN TS 1/4-20x9/16" TRACK \ BOLT & 1/4-20 HEX NUT THROUGH ANY t2nF� TWO ALIGNING HOLES TOP BRACKET (P/N 108077) (5) 1/4-20x5/8•• TEK SCREWS (P/N 141668) 14 GA Nn0E BODY HINGE $o (a) 1/4-20x5/8•' SELF —THREADING SCREWS (P/N 100320) 1 /4-20x5/8" SCREWS END HINGES 9. 20 GA BAR WIDE BODY HINGE (P/N SEE BILL OF MAT'L) LH N{fl HII'0 RH END HINGE NYLON -ROLLER (PTV s 70791) ® \ BOTT BRACKET \ h (P/ H—W0;54 & LH-2-103'55) ,•.ITEK CREWS ,(P/N 100507. Approved: - W.S. Mson, P.E. 3395 AOOISON DR., PENSACOIA . FL 32514 FLORIDA CERTIFICATION No. 0048489 CEORCU CERTIFICATION No. OI8519 NORTH CAROUNA CERTIFICATION No. 023836 Dote: 3 - 5'- o ( 16 GA END STILES (20 GA CENTER STILES) op rroN cooE 0 108 REV... P I - WM 9 " x 14 ' MAX 4 4 PSF 2 OF 4 c' NOTE: ,. MAXIMUM SECTION WIDTH IS 21" U-BAR L OCA IONS 12'-6" THRU 14' HIGH DOORS W/ (7) 20 CA 80 KSI U—BARS LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (6) 20 GA 80 KSI U—BARS LOCATED AS SHOWN b 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 tt9rc :;7r;.' Approved: r 14s. ]395 /dOtS�ti' OR'. 'P jBStCou� fL�325,j;r•, FLORIDA CERT1FlG110N N0. 004848§ OEOI:aiA CERnf)CATION ?+C11¢t85Il �y '": :? �ORM'.C,+ROUNA CERTiF1 nON NO ; E11393fi Date:16 ' '-3:'._�S=ca'!. • .�,�t��____r� - 0P TION CODE ..,0V 00'l REV.' P WM 9 ' x 14 ' MA 44 �F 3 OF4 Wind Load Test Report Report # 0108P February 1, 2001 TES-i REQUIREMENT: The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29.3 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola,`FL. Product was installed with tools and hardware as normally done in the field and per specificatiTs outlined in the attached drawing. Two 5/8" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. (1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 2.51. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .31 or 12%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at-44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 1.59. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .10 or 1 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 DESCRIPTION: 1. Waynetvlark Model 8000, 90, 4 section. 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSL 3. Standard bottom astragal and retainer. 4. 2" nylon roller with 5" stems. 5. 14 gauge end hinges and center hinges. 6. Three 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 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;:GAI8(Q127). APPROVED•dPT30NSIl•� `iestsC(Do qu7�ale#}t_:Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. Based on offi't-e� Name: ' i,�GE COJ N A rOiy I NTY UILD11 �� ar �Jj W.S...W[ son,;Es.E�: -j- 6(:::'�• :•� 3395.Addisori Drr, Pr,*col�a;.F[:4' ,r0 Florida Cer4•;rl.or, 0�S.98�. .•' -� ��•�a`t Georgia Cert No��7t85(\` - - North Caroling Cyri Nd. 0?3�,36� lllllilli cfll rn N oI a i Wayne 11anon MODEL: S TYLE: DESIGN PRESSURE: DESIGN PRESSURE: WINDL CAD SPECIFICA PON 01 /0 APPROVED SIZES: WAYNEMARK 8000 & 8100 RAISED PANEL 16'-0" MAX WIDTH x 14'-0" MAX HEIGHT POS. 27 PSF MAXIMUM SECTION WIDTH 21" NEG. 29 PSF , NOTES: 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). 2. GLAZING OPTIONS - TOP OR INTERMEDIATE SECTION, .090 SSB GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP (NAILED ON 6" CENTERS) MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 4. U-BAR TO HAVE A MINIMUM YIELD OF 80 KSI A653 G-40 5. TRACK TO HAVE A MINIMUM YIELD OF 33 KSI A653 G-40 6. 26 GA DOOR FACER STEEL TO HAVE A MINIMUM YIELD OF 57 KSI 7. OPTIONAL - .080" (MIN) ALUMINUM LOUVERS WITH HIGH IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF THE BOTTOM SECTION. 8_ LOCK OR OPERATOR IS REQUIRED. 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CUf RENT BUILDING CODES FOR'`THE LOADS LISTED ON 13 GA HORIZ ANGLE 1• 067" HORIZ TRACK (2) 1/4"-20x9/16" TRACK BOLT '& (2) 1/4"-20 HEX NUT 5/16"x1-5/8" LAC SCREW AT EACH JS—US BRACKET DRILL .281 OR 9/32"0 HOLE IN TRACK FOR JB—US BRACKET ATTACHMENT 1 /4"-20x9/16" TRACK BOLT & 1/4"-20 HEX NUT AT EACH J9—US BRACKET (1) JB—US BRACKET LOCATED AT THE MIDDLE OF EACH SECTION EXCEPT TOP SECTION. 067" VERT TRACK (1) JB—US BRACKET LOCATED Approved: _ t tf :,�i' •" AT EACH ROLLER LOCATION w.Wilso , r r_ EXCEPT TOP BRACKET ROLLER D r' P(P/N 125i39). 3.i85 •AO ONpR' EN 0 FL' �2514 =' a, 9JL'' da F QA �c"Ai1�1?Ibti1 NC2J OOc�f89' � y� �^ --- G=Raa•L5z ncAT10N f(6. 018519 ' �,• - . ;:r' NGtT}ir NS €fRQftArom No. 021E3� Date: `�-28-0�,:.' <<1� - OPTION COUI`:�,;:REV. P1 WM 16 x 14 MAX, f27 -29 PSF 1 OF 4 i::� TRA CK END HINGE; TOP BRA CKET REOUIREMEN TS 1 /4"-20x9/16" TRACK BOLT & 1/4-20 HEX i NUT THROUGH ANY TWO ALIGNING HOLES ( •� TOP BRACKET 1.• (P/N 108077) (5) 1 /4"-2Ox5/8" TEK SCREWS (P/N 141668) _ yy � � 1 y C � • 4 VjY ARROW BOGY HINGE (4) 1/4"-2Ox5/8" SELF -THREADING SCREWS ij \ • , •(2) 1 /4"-20x5/8" T TEK SCREWS ALL / o ? END HINGES 0 \ ;'7/16" PUSH NUT AT EACH } t ,TROLLER (P/N 243341) t• LOCATED .25 MAX BETWEEN ,.. PUSHNUTS AND BRACKETS 1 ram' OR HINGES H HIN 2" NYLON ROLLER \ I \ W/ 4 1/2" STEM 11 (P/N) 108135 ao \=I WIDE BODY —� HINCE (P/N SEE BILL OF MAT'L) 3" 20 CA U-BAR RH END HINGE (3) 1/4"- 2Ox7/8" Tf*V Cl'�CiC Approved: 2A CENTER ws0 G. Mason, P.F SCS 3395 ADOISON OR. PE1F. ACO" FL 32514 FLORICA cunFCATION NO. 0048.489 - 0 ' CEORc%A CFrTiT1FIC1710N N0. 018519 \ BOTTOM BRACKET 16 CA ENO STILES NORTH CAROUNA CERTIFICATION NO. 023836 (P/N RH-270354 Date: 4 —.Z 8— o & LH-270355) OPTION CODE.' 0110 REV.' P1 WM 76' x 14' MAX, -{-27 -29 PSF 1 2 OF. 4 U-BAR L OCA BONS 12'-6" THRU 14' HIGH DOORS NOT 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 0 f 9'-0" THRU 10'-6" HIGH DOORS W/ (12) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (10) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (8) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN v— �. I I (2) 1/4"-20x5/B" TEK SCREWS ATTACH AT EACH STILE , rt:tttJt�7• A roved• ,,,.W Kiso1i ;t%fir..: • ••d', .A 3395 110D150N DR `P£Hi�C0tFG`325,15�'.. _ RORILU;C- "'.;CEORCL1;C�r�1S.�bt$5�- :'.��'";' N4RTy'd!RQU�CERiI 7lQN}N0; 023836 ,-) r E o,� F q o Date"::; _2�-v(. •�� :;' :.rr,, �'• ��Cc �$ REV.• P1 WADI 16 x 14 MAX, 4-27 -29 PSF 3 OF 4 . CENTER 5 TIZ E & IN TERMEDIA - TF HINGE Z OCA TIONS 16' IN v 14' 12' 10, Approved: G� ORANGE COUNTY BUILDR�tri mv W.S. Wilson, Pi. 3395 ADDISON DR.. PDr-,AaLA, FL 32514 FLORIDA CE;MFMT)oN No. ooQ489 CEORM CEFMFr-kTION No. 018519 NORTH CQMM CERTIFICATION NO. 023836 Date:-.-. OPTION. -CODE- 0710 1 REV_ pi I Wlvl 15' x 14' MAX, -1-27 -29 PSF 1 4 OF 4 Wind Load Test Report Report # 0110P 1 TEST R.EOUTREMENT: February 22, 2001 The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29 PSF. The door must remain intact and safely operable after enduring test pressures of bout 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 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 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 .I I or 3%. (3) Upon inspection after test procedure, the door showed no damage. The door was shown to be safely operable. DRAWING NUMBER• 0110 P TEST DATE: February22, 2001. Temp -71° F. PRODUCT DESCRIPTION: 1. WayneMark Model 8000, 16x7, 4 section. 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. 3. Standard bottom.astragal and retainer. 4. 2" nylon roller with 4 1/2" stems. 5. 14 gauge end hinges and 18 gauge center hinges. 6. Eight 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and five 20 ga center stiles per section. 3..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 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 Jess loading at equivalent pressures due to the decrease in area. Doors heights are apprgyed io 3. times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Questiop �P s�drs;/,GA l8(Q 127). APPROYEaOP'I;IOiidS IFIC sod Based ono- er tts b uiGillo 'Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. _ •� ;jam.: ;i, =i �C.ln.e i7 L:.irc,�„t'd` �� _ �•`' ..�:; W.S. Wilson,E, 3395 Add•'is61n.I3r, Pen�Col'a; FL,a25[4 s it 7" j' �� Florida Cert Nroril 644r�gB Georeia Cert'No. 0 r1 �J cn CN Ln M CM CN d z a a_ Wayne Dal#on MODEL S TYLE DESIGN PRESSURE WINDL OA0 51'-CIFICA TION 0108 APPROVED SIZES: WAYNEMARK 8000 & 8100 9'-0' MAX WIDTH x 14'-0" MAX HEIGHT RAISED PANEL MAXIMUM SECTION WIDTH 21" POS./NEG. 29.3 PSF SCC # OZ- aoCo 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 , 2. GLAZING OPTIONS — TOP OR INTERMEDIATE SECTION, .090 SSB GLASS WITH OPTIONAL INSERTS. a fElii 3. VINYL OR WOOD DOOR STOP TRACK BOLTTx&/(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. 4. U—BAR TO HAVE A MINIMUM YIELD OF 80 KSI A653 G-40 5. TRACK TO HAVE A MINIMUM YIELD OF 33 KSI A653 G-40 6. 26 GA DOOR FACER STEEL TO HAVE A MINIMUM YIELD OF 57 KSI. 7. OPTIONAL — .080" (MIN) ALUMINUM LOUVERS WITH HIGH IMPACT STYRENE FRAME MAY BE LOCATED IN' THE END PANELS OF THE .BOTTOM SECTION. 8. LOCK OR OPERATOR IS REQUIRED. 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CURRENT BUILDING -CODES FOR THE LOADS LISTED ON THIS DRAWING. Approved: 5"., �, W.S. Wilson, P.E 3395 ADOISON OR., PENSACOLA FL 32514, FLORID CERTIFICATION N0. GOQ489 GEORGIA CERTIFICATION NO. 018519 NORTH CAROUNA CERT1f1CAT10N N0. 023836 Date: Y —, 8 -o l DRILL .281 OR 9/32"0 HOLE IN TRACK FOR JB—US BRACKET ATTACHMENT (1) JB—US BRACKET LOCATED AT EACH ROLLER LOCATION EXCEPT TOP BRACKET ROLLER (P/N 125139). 5/16x1-5/8" LAC SCREW AT EACH 1 is —us o BRACKET c 054" VERT TRACK 1/4-20x9/16" TRACK BOLT & 1/4-20 HEX NUT AT EACH JB—US BRACKET •, OPTION cooE 0108 REV. P 1 I-WM 9 ' x 14 ' MAX 44 PSF 1 OF 4 TRA C!( END HINGE; TOP BRA CIKET RE01 1IREME1i TS 1/4-20x9/16" TRACK_ BOLT & 1/4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES I TOP BRACKET ---- (P/N 108077) (5) 1/4-20x5/8"- TEK SCREWS (P/N 141668) SCC # o -00 MA I I I I I I ••\ i I ,11 14 GA WIDE BODY HINGE i (4) 1/4-204/8" SELF -THREADING SCREWS (P/N 100320) (2) 1/4-2Ox5/8" TEK SCREWS • q ALL END HINGES q . •�' 3" 20 GA '0• _ '�"�• U—BAR WIDE BODY HINGE (P/N SEE BILL OF MAT'L) NYLON ROLLER (P/N 270791) ® \ � 9 BOTTOM BRACKET ` f� (P/N RH-270354 — & LH-270355) (3) 1/4-20x7/8" TEK SCREWS (P/N 100507 Approved: WS, Wason, P E 3395 ADDISON DR.. PENSACOLI, FL 32514 FLORIDA CVMFICATION NO. 00484a9 GEORCIA CE nCATION NO. 016519 NORTH CAROUNA CERnF1CATION NO. 023U6 Date: - -q -Zg - p/ OP TION CODE.' 0108 1 REV.' P 1 Z ' (20 GA CENTER 16 GA ENO STILES STILES) WM9'x 74' MAX44PSF 2OF4 U-BAR L OCA TIONS V1.1-L-7 NOTE: MAXIMUM SECTION WIDTH IS 21" 12'-6" THRU 14' HIGH DOORS W/ (7) 20 GA 80 KSI U—BARS LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (6) 20 GA 80 KSI U—BARS LOCATED AS SHOWN S� 0"^1�}iU 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 G—BARS LOCATED AS SHOWN (2) 1 /4-20x5/8" TEK SCREWS ATTACH AT EACH S71LE Approved: ws Wilson, P E 3395 ADDISON OR.. PENSACOLA. FL 32514 FLORIDA CERTIFICATION NO. 0048489 GEORGIA CERTIFICATION NO. 018519 NORTH CAROUNA C"-T1F1CATIGN NO. 0=6 Date: T- Z g of OPTION CODE 0108 1 REV.- P1 I WM 9' x 14' MAX 44 PSF I i OF 4 Wind Load Test Report Report # 0108P1 February 1, 2001 ®TEST REQUIREMENT• 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 The reading. (1) e door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 2.51. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .31 or 12%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 1.59. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .10 or 11 %. (3) Upon inspection after test procedure, the intermediate section had creased at the hinge location. The door was shown to be safely operable. DRAWING NUMBER: 0108 P *7QDUCT TEST DATE: January 25, 2001. Temp 64° F. DESCRIPTION. O _ Ob 1. WayneMark Model 8000, 9x7, 4 section. S� G 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. ER p GCS PLAN 3. Standard bottomastragal and retainer. MAST 4. 2" nylon roller with 5" stems. 5. 14 gauge end hinges and center hinges. 6. Three 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and three 20 ga center stiles per section. 8..054 vertical and horizontal track. 9. Four JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY SIMILARITY: Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have less loading at equivalent pressures due to the decrease in area. Doors heights are approved to 3 times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Question and Answers, GA18(Q127). APPROVED OPTIONS Based on other tests beuige uivale t. Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. Lme: W.S. Wilson, P.E. 9-28-0/ 3395 Addison Dr.; -.Pensacola, FL 32514 Florida Cert No. 0048489 Georgia Cert No. 018519 North Carolina Cert No. 023836 wagne j�alton ® MODEL: STYLE: DESIGN PRESSURE: DESIGN PRESSURE: WINOL OAD SPECIFICA %ION 0110 U/AYNEMARK 8000 & 8100 APPROVED SIZES: RAISED PANEL 16'-0" MAX WIDTH x 14'-0" MAX HEIGHT POS. 27 PSF SCC # O� _ MAXIMUM SECTION WIDTH 21" NEG. 29 PSF NOTES. 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). 2. GLAZING OPTIONS — TOP OR INTERMEDIATE SECTION, .090 SS8 GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP (NAILED ON 6" CENTERS) MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 4. U—BAR TO HAVE A MINIMUM YIELD OF 80 KSI A653 G-40 5_ TRACK TO HAVE A MINIMUM YIELD OF 33 KSI A653 G-40 6. 26 GA DOOR FACER STEEL TO HAVE A MINIMUM YIELD OF 57 KS1 7. OPTIONAL — .080" (MIN) ALUMINUM LOUVERS WITH HIGH IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF THE BOTTOM SECTION. 8. LOCK OR OPERATOR IS REQUIRED. 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE cn THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN c,4 ACCORDANCE WITH CURRENT BUILDING CODES FOR THE LOADS dz LISTED ON THIS DRAWING. Q. > r Approved: W.S. Wilson, P.E. 3395 ADDISON DR.. PENSACOLA. FL 32514 FLORIDA CERTIFICATION NO. 0048489 GEORcLA CERIIRCAnoN No. Ot85t9 NORTH CAROUNA CERIIFlCA110N No. 023836 Date: 1MAI$TzE 067" HORIZ 7 (2) 1/4"-20xS TRACK BOLT 8 1/4"-20 HEX 5/16"xt-5/8" L SCREW AT Ed J8—US BRACk DRILL .281 OR 9/3: HOLE IN TRACK F JB—US BRACK ATTACHME 1 /4"-20x9/16" TRACK SOLT & 1/4"-20 HEX NUT AT EACH J8—US •BRACKET (1) JB—US BRACKE LOCATED AT THE MIDDLE C EACH SECTION EXCEPT TC SECTIQ 067" VERT TRAI (1) JB—US BRACKET LOCATE AT EACH ROLLER LOCATIC EXCEPT TOP BRACKET ROLLE (P/N 125135 OPT/ON CODE- 0110 1 REV' P 1 1 WM 15 ' x 74 ' MA X, -/- 27 - 29 PSF I 1 OF 4 TRA CK END HINGE TOP BRA CKET REQUIRE -MEN TS SCC # •.. 02-02�4 MASTER PLAN 1/4"-20x9/16" TRACK — BOLT & 1/4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET — (P/N 108077) (5) 1/4"-20x5/8" TEK SCREWS (P/N 141668) NARROW BODY HINGE (4) 1/4"-20x5/8- SELF—THREADING SCREWS (2) 1 /4"-20x5/8" TEK SCREWS ALL END HINGES 7/16" PUSH NUT AT EACH' L ROLLER (P/N 243341) LOCATED .25 MAX BETWEEN PUSHNUTS AND BRACKETS OR HINGES L H ENO HINGE Approved: W S. Wilson, P 3395 A001SON OR., PD?JSACOLA, FL 32514 FLORIOA CVMFICATION N0, 0048489 GEORGU CERTIFICATION NO. 018519 NORTH CAROUNA CERTIFICATION NO. 0=6 Date: 4'-2 9— o OP 71ON CODE- 017 0 • 1 , 2" NYLON ROLLER W/ 4 1 /2" STEM (P/N) • 108135 \� WIDE BODY HINGE (P/N SEE BILL OF MAT L) 3" 20 GA U—BAR RH ENO HINGE (3) 1/4"-20x7/8" ,mv crrocwc L 20 GA CENTER STILES 16 GA END STILES (P/N RH-270354 & LH-270355) REV.' P1 I WM 16' x 14' MAX, *27 -29 PSF 1 2 OF 4 U-BAR L OCA TIONS Li--sl PIRIF 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 # 6 MASTER PLAN 9'-0" THRU 10'-6" HIGH DOORS W/ (12) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (10) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (8) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN I � (2) 1/4"-20x5/8" TEK SCREWS ATTACH AT EACH STILE Approved: W.S. Wilxn, P.E 3395 ADDISON DR., PENSACOIA, FL 32514 FLORIDA CERTIFICATION. NO. 0048489 GEORGIA CERTIFICATION No. 018519 NORTH CAROUNA CERIIFICAION NO. 023836 Date: 9 -.2g- 01 OP77ON CODE:' 0110 1 REV- P1 I WM 16' x 14' MAX, +27 -29 PSF 3 OF 4 CENTER STILE & INTERMEDIA TE HINGE L OCA TIONS khASTER PLAN 14' 10' Approved: W! WOson, P. 3395 ADDISON OR., PENSACOIA FL 32514 FLORIDA CMnFrAT10N N0. 0048489 G£ORGIA CERTIFIcknON N0. 018519 NORTH CAROLINA Cif TIMAT10N NO. 023836 Date: Q-ze-o( OP TION CODE:- 0110 1 REV' PI I WM 7 6 " x 14 ' MAX, f 27 - 29 PSF I 4 OF 4 Wind Load Test Report Report # 0110P1 February 22, 2001 0 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 513" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. (1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The 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 A I or 3%. (3) Upon inspection after test procedure, the door showed no damage. The door was shown to be safely operable. DRAWING NUMBER: 0110 P ® TEST DATE: February22, 2001. Temp 71° F. ?RODUCT DESCRDMON• S Anv 1. WayneMark.Model 8000, 16x7, 4 section. MASTER P 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. �t V 3. Standard bottom astragal and retainer. 4. 2" nylon roller with 4 1/2" stems. 5. 14 gauge end hinges and 18 gauge center hinges. 6. Eight 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and five 20 ga center stiles per section. 8..067 vertical and horizontal track 9. Seven JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowelI (Report Author), Sid Wilson, P.E. APPROVAL BY SI1NIILARITY• Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have less loading at equivalent pressures due to the decrease in area. Doors heights are approved to 3 times the height tested per standard practice accepted in Miami -Dade Co. Refer to. Product Control Division, Question and Answers, GAIS(Q127). APPROVED OPTIONS Based on offer test b ' uivai ?,ltuninum Louvers and Styrene Window Frame Assembly per test number 020501. dame: �• W.S. Wilson, P.E, 3395 Addison Dr., Pensacola, FL 32514 Florida Cert No. 0048489 Georgia Cert No. 018519