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Home My WebLink About130 Pinefield Dr 03-2570 SFR• PERMIT ADDRESS "XI ls�o CONTRACTOR ADDRESS Maronda Homes 1101 N Keller Rd., Ste F Orlando, FL 32810 407-475-9112 PHONE NUMBER CRC 058496 PROPERTY OWNER ADDRESS PHONE NUMBER ELECTRICAL CONTRACTO] MECHANICAL CONTRACT( PLUMBING CONTRACTOR) MISCELLANEOUS CONTRACTOR PERMIT NUMBER MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE FEE t7 t7 l" SUBDIVISION LO PERMIT # - n0 DATE PERMIT DESCRIPTION z PERMIT VALUATION Ai\p1 d SQUARE FOOTAGE 3 a �g op COUNTY (IF C[MI|�OL[ IMPACT FEE OTAJEMENT ISEX&ED BY CITY OF SANFORD STATEMENT NUMBER 103-75593 DATE: DUILDING P[RMI (CITY) COUNTY NUMBER: __________ UNIT ADCRFSS: ��J -------------------------------------'---'-- TRAFTC ZONE: JU3ISDICTIU�: �� CITY OF �� _--- - - SEC: ___ 7WP RhG: PARCEL __3t~��0 SUBDIVISION: �_CT: PLAT BOOK: �OK PAG_'PE_C_______________ ONHER HAM[: f~~�- ��--------��-'' ADDRESS: APPLICANT NAME: ....................................................... ADDRESS: ` LAND USE CA7EEORY: 001 - Single Family Detached House TYPE US[L Reuideotzal WORK DESCRIPTION: Single Family House: Detached - Construction ��-------------- = --------------------------------------------------- \[[ BENEFIT RATE FEE UNIT RATE PER N & TYPE TOTAL DU[ TYPE DIST SCHEDULE DESC. UNIT OF [NITS — LIBRARY CO -WIDE O dwl unit $ 54.00 | 54.00 ' SCUOOLS CO -WIDE O dwl unit $1,384.00 ' ! �,39a.0) ' AMOUNT DUE * 2,285.0O �TAlIMENT ~- R[CLIV[D BY: L�� SIGUATURE (P|[��E PRINT NAM[) DAT[r NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWPFR AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. / � � DISTRIBUTION: 1-COUNTY 3-CITY 2-APPLICANT 4-COUNTY **N]TE*::t PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES WHICH ARE DUE AND PAYABLE PRIOR TO ISSUANCE OF A BUILDING PERMIT. P[RCOHC ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATIONS OF THE ROAD, LIBRARY SYSTEM AND/OR [DUCATIOHAU (SCHOOL) IMPACT FEES MUST BE EXERCISED BY FILING A WRI77EN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR [[CUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF TH[ COUNTY LAND DEVELOPMENT CODE. COPIES OF THE RULES GOVERNING APPEA'-S MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE-: 1101 [AST FIRST STREET, SANFORD, FLORIDA 32771; (407) 665-7474. PAYMENT SHOULD BE PADE TO: CITY OF SAKFORD DUlLDlKS l)FPAkTMmT 300 NORTH PA|ZK AV[NUF, SAN'OKD. \'i 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD R[FnP[NC[ 7i|[ STATEMENT NUMBER AND CITY DUILDIN8 F'ERMIT NUNi)ER AT THE TO.` *??THIS STATEMENT IS VALID ONLY IN COXJUXCTIOH WITH ISSUANCE OF A=* 'yT`>?*ATT*V*****7***SINGLE FAMILY BUILDING PERMIT***T*T?TTAT=>'>71'T&X -11 � , `� CITY OF SANFORD PERMIT APPLICATION 3 Permit #: �� v� O Date: July 14, 2003 Job Address: 130 Pinefield Drive Lot 15 Description of Work: Single Family Residence Historic District: Zoning: Value of Work: $120,698.00 Permit Type: Building X Electrical X Mechanical X Plumbing X Fire Sprinkler/Alarm Pool Electrical: New Service— # of AMPS 150 Addition/Alteration Change of Service Temporary Pole Mechanical: Residential X Non -Residential Replacement _ New X (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets 2 Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: 3,218 Construction Type: VI # of Stories: 2 # of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X) Parcel #: 32-19-31-515-0000-0150 (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes, Inc. of Florida 1101 N. Keller Road, Suite F Orlando, FL 32810 Phone: 407475-9112 Contractor Name & Address: Russell Keith Summers 1 101 N. Keller Road,Suite F Orlando, FL 32810 State License Number: CRC058496 Phone & Fax: (407) 475-91 12 Contact Person: Laurie Pellegrino Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Tomas Ponce Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford, FL 32771 Fax: (407) 321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate pen -nit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. 7/14/03 Signature AvW04gent Date /14/03 Signature of CoLt-...Wwgent Date Russell Keith Summers Russell Keith Summers PriZL t's Name (2; or/Agent's Name 7/14/03 7/14/03 Signature of Notary -State of Florida Date DEBBIE TIME My Comm Exp. 215/05 1(9 No. CC 999378 Penmaly Kn~ I 1 other I.D. Owner/Agent is _X_ Personally Known to Me or _ Produced ID Signature of Notary -State of Florida Date OF )IS DEBBIE TIME 1nPITA My Comm Exp. Z15/05 No. CC 999378 Contractor/Agent is _X_ Personally Known to Me or Produced ID APPLICATION APPROVED BY: Bldg 9-(.`o3Zoning: Utilities: (Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: SgOlp. 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: 130 PINEFIELD DRIVE Electrical Contractor: DANIEL G. PUGLISI Residential: _ Non -Residential - Lot: 15 Panel: 3 By Signing this application I am stating that I am in compliance with City of Sanford Electrical Code. plicant's Signature _EC0001663 YState 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: 130 PINEFIELD DRIVE Lot:15 Panel: 3 Mechanical Contractor: GARY CARMACK Residential ----- ___ Non -Residential By signing this application, I am stating that I am in compliance i(h City of Sanford Mechanical Code. pplicant Signature CAC043900 State License Number A, -�,- 4 11.1 1� CITY OF SANFORD PLUMBING PERMIT APPLICATION Permit Number: Date: The undersigned hereby applies for a permit to install the following plumbing: Owner's Name: Maronda Homes Inc., of Florida Address of Job: Plumbing Contractor: 130 PINEFIELD DRIVE WILLIAM T. SELF Residential: _� _ Non -Residential: Lot: 15 Panel: 3 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. I Applicant's Sign re CFC057039 State License Number aLronda Homes AN EASILY OBSERVABLE BETTER VALUE1 1101 NORTn KELLER ROAD, SUITE F • ORLANDO, FLONDA 32810 407-475-9112 • FAX: 407-475-9115 LETTER OF AUTHORIZATION ❑ CITY OF DELTONA ❑x CITY OF SANFORD ❑ VOLUSIA COUNTY ❑ SEMINOLE COUNTY I hereby name and appoint Lee Emerson, Joyce Stark and Silver Streak to sign his/her name 'on my behalf in order to apply for and/or pickup building permits for Maronda Homes, Inc. of Florida work to be completed at Lot 15, 130 PINEFIELD DRIVE at Celery Lakes. 11</45z:::k� RUSSELL KEItH-SAIMERS, CRC058496 MARONDA HOMES, INC. OF FLORIDA STATE OF FLORIDA COUNTY OF ORANGE Sworn and subscribed before me this 14TH day of JULY, 2003 by RUSSELL KEITH SUMMERS who is personally known to me. •��/ /lX/ (ev, DEBBIE TIME My Comm ExP• 2/9/05 No. CC 999378 NOTARY PUBLICPe—aly 14gwn 1 I ONv I.D. C:\Documents and Settings\pellegdnl\Desktop\PERMITTING\City of Sanford\LOA Keith Summers for City of Sanford.doc III loom Imsmawimsolmiuil MARYAI#E MORSE, CI.ERK OF CIRCUIT COURT U. W oLL oa U 2 ,Z., Ce O 1111 J O W W N f M Y t� 00, W Z Z Z 0 cc IS .4 i O a v a v a` WAINOLE COUNTY BK 04909 PG 0643 CLERK'S # 2003119700 RECORDED 07/15/2003 lisl5s4B AN RECORDING FEES 6.00 RECORDED BY N Bailey NOTICE OF COMMENCEMENT TAX FOLIO NO. 25-133-6949 PERMIT NO. STATE OF FLORIDA COUNTY OF SEMINOLE The UNDERSIGNED hereby gives notice that improvement will be made to certain and real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. DESCRIPTION OF PROPERTY (Legal Description and Street Address) Lot 15 130 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 (407) 644-2388 Persons within the State of Florida designated by owner upon whom notice or other documents may be served as provided by Section 713.13(1), (a), 7., Florida Statutes. Kampf Title, 200 W. 16` St., Sanford, FL 32771. Fax: 407-330-5062, Phone: (407) 322-9484. (Name and address) In addition to himself, Owner designates provided in Section 713.13(2), (b), Florida Statutes. or to receive a copy of Lienors Notice as Expiration Date of Notice of Commencement (The expiration date Is 1 year from the date of recording unless a different date Is specified.) RUSSELL KE MERS Maronda Homes, Inc. of Florida Vice President - Construction Sworn to and subscribed before me this 29TH day of APRIL, 2003. Notary Public 0 �j L,tt(11HLU COPI MARYA,MORSE CLE K I UIT RtT IDA N 4 L(ckrDEBBIE TIMEY o My Comm EAP. Z/5/05C NO. CC 999378 P11"ally K— I I oaw- I.o. CITY OF SANFORD BUILDING DMSION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 15 Subdivision: CELERY LAKES Property Address: 130 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: ❑O a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. ❑x 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. FX-1 h. Square footage table showing footages: Garages/Carports 389 S.F. Porch (s)/Entry(s) 11 S.F. Patio(s) S. F. Conditioned structure 2,818 S.F. Total (Gross Area) 3,218S.F. ❑x 3. Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97). Fx_1 4. Soil analysis and/or soil compaction report. If soils appear to be unstable or if structure to be built TO FOLLOW on fill, a report may be requested by the Building Official or his representative. N/A 5. Other submittal Documents: N/A a. Utility letter or approval when public water supply and/or sewer system connection to be made. N/A b. Septic tank permit to be obtained from Seminole County Health Department at: 400 West Airport Boulevard, Sanford, FL (407) 665-3600. N/A c. Arbor permit when trees to be removed from property. Contact the City Engineer for details regarding the arbor ordinance and permit. 0 6. Application to be completed thoroughly and signatures provided by a licensed and insured contractor. OWNER/BUILDER MUST APPEAR IN PERSONS TO SIGN APPLICATION AS PER FLORIDA STATE STATUTE 489. Subcontractor license numbers must be included on the application. If electrical, mechanical or plumbing permits have not been issued, inspections will be scheduled or made and subcontractors will be subject to penalty under the City Ordinances REQUIRED INSPECTIONS DURING AND UPON COMPLETION OF CONSTRUCTION Footer 2. Underground, electrical, mechanical and plumbing 3. Foundation elevation survey 4. Slab Lintel — tie beams — columns — cells Rough electrical Rough mechanical Rough plumbing Tub Set ® 5. 6. 7. 9. 10. 11. 12. 13. 14. 15. Framing Tenant Separation/firewall Insulation, walls and/or ceilings Electrical final, mechanical final and plumbing final Building Final Other DATE: Monday, July 14, 2003 SIGNATURE: (By Owner or Authorize Agent) not PLA-I' OF BOUNDARY SURVEY p for MARONDA HOMES Legal Description LOT 15, 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. C w 0 z a w J Q U Cn � � I 14 -I cv I I ' N 89*38'17" E 121.78' C/� 5.00' 5' DRAINAGE ESM'T j r----------- ----- ------------� O ~ l6 D V 11 9I 0 ; o�N i I w P O� 1 Q (n � Li >- I (� � Lnl Z 15 O 1)L a Q a. m w LL O r I r� I � m c° o O N I O N E P d 1�.0�P i O i9 �D O O43. 91'5' DRAINAGE ESM'T 5.00' 30.00 Oj N 89°38'17" E 121.92' j 16 SCALE: 1 "= 20' 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. REVISIONS: / CERTIFIEO CORRECT TO: KITNER SURVEYING, INC. R. BLAIR KITNER - P.L.S. NO. 3382 Post Office Box 823, Sanford, Fl. 32772-0823 (4O7) 322-2000 PROJECT NO: o3—(p Z5 SURVEY DATE: Ira M 0 O PLAT OF BOUNDARY SURVEY for Wt RONDA HOMES Legal Description LOT 15, CELERY LAKES PHASE 1, according to the Plat thereof Pages 75 and 76, of the Public Records of Senninole County, Florida. 14 N 89 *38' 17" E 121. 78' as recorded in Plat Book 62, 5.00' 5' DRAINAGE ESM'T --------------- ------------� N ; co , 0 N W Q 1 ; W >- II p N tY Z 15 0 O� a I" Q m m� Q Or W I o I orfQa- m a-m0 o CD N i Of � CL P Q 5' DRAINAGE ESM'T 5.00' 30.00 N 89°38'17" E 121.92' 16 SCALE: 1 "= 20' 0 w 0 z v7 a w, ..J Q U Cn C/") i O N5 L�. M Cn N I I Uj O CD I I I I I i CI f Y OF SANS --WD 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. REVISIONS: / "'� CERTIFIED CORRECT TO: KITNER SURVEYING, INC. R. BLAIR KITNER - P.L.S. NO. 3382 Post Office Box 823, Sanford, F1. 37n2-0823 (407) 322-2000 PROJECT N0: p3-(o Z5 1 SURVEY DATE: FORM 60OA-2001 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: BAYBURY Builder: MARONDA HOMES Address: lio 1P1.,,nM (d Prl w Permitting Office: City, State• ,it FL Permit Number: Owner: ELECTRIC Jurisdiction Number: Climate Zone: Central 1. New construction or existing New - 12. Cooling systems 2. Single family or multi -family Single family - a. Central Unit Cap: 35.4 kBtu/hr 3. Number of units, if multi -family 2 _ 4. Number of Bedrooms - 4 - b. Central Unit SEER: 11.00 _ Cap: 28.8 kBtu/by 5. Is this a worst case? Yes _ 6. Conditioned floor area (ft') - 2818 ft' c. N/A SEER: 11.00 - 7. Glass area & type - a. Clear - single pane 264.0 ft' _ 13. Heating systems b. Clear - double pane 0.0 fe - a. Electric Heat Pump Cap: 3 5.4 kBtu/hr c. Tint/other SI-IGC - single pane 0.0 ft' _ d. Tintlother SHGC - double pane - 0.0 W b. Electric Heat Pump HSPF: 7.40 _ Cap: 28.8 kBtu/hr 8. Floor types _ a. Slab -On -Grade Edge Insulation R=0.0, 198.0(p) ft c. N/A HSPF: 7.50 - b. Raised Wood, Adjacent _ R=1 1.0, 400.0ft' - c. N/A _ 14. Hot water systems 9. Wall types a. Concrete, Int lnsul, Exterior - a. Electric Resistance Cap: 50.0 gallons _ b. Frame, Wood, Exterior R=4.2, 1132.0 ft' - R=11.0, 1180.0 ft' b. N/A EF: 0.93 - c. Frame, Steel, Adjacent _ R=1 1.0, 180.0 fl' - d. N/A _ c. Conservation credits e. N/A _ (HR-I-leat recovery, Solar 10. Ceiling types - DHP-Dedicated heat pump) a. Under Attic R=19.0, 1680.0 fe _ 15. HVAC credits PT, b. N/A _ (CF-Ceiling fan, CV -Cross ventilation, c. N/A HF-Whole house fan, 11. Ducts _ PT -Programmable Thermostat, a. Sup: Con. Ret: Con. AH: Interior Sup. R=6.0, 150.0 ft _ MZ-C-Multizone cooling, b. Sup: Unc. Ret: Con. Ali: Interior Sup. R=6.0, 150.0 ft ML-H-Multizone beating) Glass/Floor Area: 0.09 Total as -built points: 33395 PASS Total base points: 38106 I hereby certify that the plans and specifications covered by this calculation are . compliance with the Florida Energy Code. PREPARED B A...,xf��' DATE: _ UN 13 2�#33 - I hereby certify that ' building, as designe,�- , is in compliance with t e to a e. OWNER/AUh� negy.Co, DATE: _u± r Review of the plans and specifications covered by this calculation indicates compliance pvith the Florida Energy Code. Before construction is completed this building will be inspected for compliance with Section 553.908 Florida Statutes. �UILDING OFFICIAL: DATE: EnergyGaugeO (Version: FLRCPB v3.21) FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned X BSPM = Floor Area Points Type/SC Overhang Ornt Len Hgt Area X SPM X SOF = Points .18 2818.0 25.78 13076.6 Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear E E E E E E S W W W W E E 1.0 6.0 1.0 6.0 1.0 6.0 1.0 14.0 1.0 14.0 1.0 6.0 1.0 14.0 1.0 16.0 1.0 12.0 1.0 14.0 1.0 6.0 1.0 6.0 1.0 6.0 16.0 16.0 16.0 16.0 10.0 24.0 30.0 40.0 10.0 24.0 30.0 16.0 16.0 59.31 59.31 59.31 59.31 59.31 59.31 44.66 53.47 53.47 53.47 53.47 59.31 59.31 0.97 0.97 0.97 1.00 1.00 0.97 0.99 1.00 1.00 1.00 0.97 0.97 0.97 920.8 920.8 920.8 945.0 590.6 1381.3 1330.3 2131.8 532.3 1278.4 1556.4 920.8 920.8 As -Built Total: 264.0 14350.3 WALL TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Adjacent 180.0 Exterior 2312.0 Base Total: 2492.0 0.70 1.90 126.0 4392.8 4518.8 Concrete, Int Insul, Exterior Frame, Wood, Exterior Frame, Steel, Adjacent As -Built Total: 4.2 11.0 11.0 1132.0 1180.0 180.0 2492.0 1.16 1.90 1.00 1313.1 2242.0 180.0 3735.1 DOOR TYPES Area X BSPM = Points Type Area X SPM = Points Adjacent 17.0 Exterior 20.0 1.60 4.80 27.2 96.0 Exterior Insulated Adjacent Wood 20.0 17.0 4.80 2.40 96.0 40.8 Base Total: 37.0 123.2 As -Built Total: 37.0 136.8 CEILING TYPES Area X BSPM = Points Type R-Value Area X SPM X SCM = Points Under Attic 1576.0 2.13 3356.9 Under Attic 19.0 1680.0 2.82 X 1.00 4737.6 Base Total: 1576.0 3356.9 As -Built Total: 1680.0 4737.E FLOOR TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Slab 198.0(p) Raised 400.0 -31.8 -3.43 -6296.4 Slab -1372.0 Raised -On -Grade Edge Insulation Wood Adjacent 0.0 198.0(p 11.0 400.0 -31.90 1.80 -6316.2 720.0 Base Total: -7668.4 As -Built Total: 598.0 -5596.2 EnergyGauge® DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCPB v3.21 FORM 60OA-2001 r , SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT INFILTRATION Area X BSPM =Points Area X SPM = Points 2818.0 14.31 40325.6 2818.0 14.31 40325.6 Summer Base Points: 53732.7 Summer As -Built Points: 57689.2 Total Summer X System = Cooling Total X Cap X Duct X System X Credit = Cooling Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (DM x DSM x AHU) 57689.2 0.551 (1.000 x 1.150 x 0.90) 0.310 0.950 10078.9 53732.7 0.4266 22922.4 57689. 57689?2 0.449 1.00 (1071.076l.150x��)0 310 0.950 18278.7 EnergyGaugeTm DCA Form 60OA-2001 EnergyGaugeOFIaRES'2001 FLRCPB v3.21 FORM 60OA-2001 s , WINTER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS:,,, PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned X BWPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X WPM X WOF = Point .18 2818.0 5.86 2972.4 Single, Clear E 1.0 6.0 16.0 9.96 1.01 160.8 Single, Clear E 1.0 6.0 16.0 9.96 1.01 160.8 Single, Clear E 1.0 6.0 16.0 9.96 1.01 160.8 Single, Clear E 1.0 14.0 16.0 9.96 1.00 159.8 Single, Clear E 1.0 14.0 10.0 9.96 1.00 99.9 Single, Clear E 1.0 6.0 24.0 9.96 1.01 241.2 Single, Clear S 1.0 14.0 30.0 7.73 1.00 231.1 Single, Clear W 1.0 16.0 40.0 10.74 1.00 429.5 Single, Clear W 1.0 12.0 10.0 10.74 1.00 107A Single, Clear W 1.0 14.0 24.0 10.74 1.00 257.7 Single, Clear W 1.0 6.0 30.0 10.74 1.00 323.0 Single, Clear E 1.0 6.0 16.0 9.96 1.01 160.8 Single, Clear E 1.0 6.0 16.0 9.96 1.01 160.8 As -Built Total: 264.0 2653.5 WALL TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Adjacent 180.0 1.80 324.0 Concrete, Int Insul, Exterior 4.2 1132.0 3.26 3690.3 Exterior 2312.0 2.00 4624.0 Frame, Wood, Exterior 11.0 1180.0 2.00 2360.0 Frame, Steel, Adjacent 11.0 180.0 2.60 468.0 Base Total: 2492.0 4948.0 As -Built Total: 2492.0 6518.3 DOOR TYPES Area X BWPM = Points Type Area X WPM = Points Adjacent 17.0 4.00 68.0 Exterior Insulated 20.0 5.10 102.0 Exterior 20.0 5.10 102.0 Adjacent Wood 17.0 5.90 100.3 Base Total: 37.0 170.0 As -Built Total: 37.0 202.3 CEILING TYPESArea X BWPM = Points Type R-Value Area X WPM X WCM = Points Under Attic 1576.0 0.64 1008.6 Under Attic 19.0 1680.0 0.87 X 1.00 1461.6 Base Total: 1576.0 1008.6 As -Built Total: 1680.0 1461.6 FLOOR TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Slab 198.0(p) -1.9 -376.2 Slab -On -Grade Edge Insulation 0.0 198.0(p 2.50 495.0 Raised 400.0 -0.20 -80.0 Raised Wood, Adjacent 11.0 400.0 1.80 720.0 Base Total: -456.2 1 As -Built Total: 598.0 1215.0 EnergyGauge® DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCPB v3.21 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #: BASE AS -BUILT INFILTRATION Area X BWPM = Points Area X WPM = Points 2818.0 -0.28 -789.0 2818.0 -0.28 -789.0 Winter Base Points: 7853.8 Winter As -Built Points: 11261.7 Total Winter X System = Heating Total X Cap X Duct X System X Credit = Heating Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (DM x DSM x AHU) 11261.7 0.551 (1.000 x 1.160 x 0.92) 0.461 0.950 3002.4 7853.8 0.6274 4927.5 11261.7 11261.7 0.449 1.00 (1.068 x 1.160 x 0.92) 0.455 1.103 0.458 0.950 0.950 2410.0 5412.2 EnergyGaugeI" DCA Form 60OA-2001 EnergyGauge®/FIaRES'2001 FLRCPB v3.21 FORM 60OA-2001 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT WATER HEATING Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 4 2564.00 10256.0 50.0 0.93 4 1.00 2426.15 1.00 9704.6 As -Built Total: 9704.6 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points = Total Points Cooling Points + Heating + Hot Water = Total Points Points Points 22922 4927 10256 38106 18279 5412 9705 33395 PASS THE ST4T ti F0�r am x � EnergyGaugeT"^ DCA Form 600A-2001. EnergyGaugeO/RaRES'2001 FLRCPB v3.21 FORM 60OA-2001 Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: 6A-21 INFILTRATION REDUCTION COMPLIANM= r1kiFr_1el ICT COMPONENTS Exterior Windows & Doors SECTION 606.1.ABC.1.1 REQUIREMENTS FOR EACH PRACTICE Maximum:.3 cfm/s .ft. window area .5 cfm/s .ft. door area. CHECK Exterior & Adjacent Walls 606.1.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at comers; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from and is sealed to the foundation to the top plate. Floors 606.1.ABC.1.2.2 Penetrations/openings >1/8" sealed unless backed by truss orjoint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed to the perimeter. penetrations and seams. Ceilings 606.1.ABC.1.2.3 Between walls & ceilings; penetrations of ceiling plane of top floor; around shafts, chases, soffits, chimneys, cabinets sealed to continuous air barrier; gaps in gyp board & top plate; attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is sealed at the perimeter, at penetrations and seams. Recessed Lighting Fixtures 606.1.ABC.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3" from insulation; or Type IC rated with < 2.0 cfm from conditioned space, tested. Multi -story Houses 606.1.ABC.1.2.5 Air barrier on Perimeter of floor cavity between floors. Additional Infiltration reqts 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. RA-22 nTHFR DRGcrornrrvr RMMAQI ICcn .—.— ___ COMPONENTS SECTION n"Ga %Jl CAGCCuuu gJy an resiaences. REQUIREMENTS Water Heaters 612.1 Comply with efficiency requirements in Table 6-12. Switch or clearly marked circuit CHECK breaker (electric) or cutoff (gas) must be provided. External or built-in heat trap re wired. Swimming Pools & Spas 612.1 Spas & heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficient of 78%. Shower heads 612.1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and installed in accordance with the criteria of Section 610. Ducts in unconditioned attics: R-6 min. insulation. HVAC Controls 607.1 Separate readilyaccessible manual or automatic thermostat for each system. Insulation 604.1, 602.1 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling &floors R-11. EnergyGaugeT"I DCA Form 60OA-2001 EnergyGauge(VFIaRES'2001 FLRCPB v3.21 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 85.5 The higher the score, the more efficient the home. ELECTRIC.... 1. New construction or existing New 12. Cooling systems 2. Single family or multi -family _ Single family _ a. Central Unit 3. Number of units, if multi -family 2 4. Number of Bedrooms _ 4 _ b. Central Unit 5. Is this a worst case? Yes 6. Conditioned floor area (ft2) _ 2818 fr' c. N/A 7. Glass area & type a. Clear - single pane _ 264.0 ft' _ 13. Heating systems b. Clear - double pane 0.0 ft' _ a. Electric Heat Pump c. Tint/other SHGC - single pane 0.0 ft2 _ d. Tint/other SHGC - double pane 0.0 ft2 b. Electric Heat Pump 8. Floor types _ a. Slab -On -Grade Edge Insulation R=0.0, 198.0(p) ft _ c. N/A b. Raised Wood, Adjacent R=11.0, 400.0W _ c. N/A 14. Hot water systems 9. Wall types _ a. Electric Resistance a. Concrete, Int Insul, Exterior R=4.2, 1132.0 W b. Frame, Wood, Exterior _ R=11.0, 1180.0 fe _ b. N/A c. Frame, Steel, Adjacent R=11.0, 180.0 ft2 _ d. N/A _ c. Conservation credits e. N/A (HR-Heat recovery, Solar 10. Ceiling types _ DHP-Dedicated heat pump) a. Under Attic R=19.0, 1680.0 W _ 15. IIVAC credits b. N/A _ (CF-Ceiling fan, CV -Cross ventilation, c. N/A HF-Whole house fan, 11. Ducts _ PT -Programmable Thermostat, a. Sup: Con. Ret: Con. Ali: Interior Sup. R=6.0, 150.0 ft _ RB-Attic radiant barrier, b. Sup: Unc. Ret: Con. AH: Interior Sup. R=6.0, 150.0 ft MZ-C-Multizone cooling, MZ-H-Multiaone 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 pompkant feaLurgs, _ "-' JUh 13 ?;s�3 Builder Signature: Date: Address of New Home: City/FL Zip: Cap: 35.4 kBtu/hr _ SEER:11.00 _ Cap: 28.8 kBtu/hr _ SEER: 11.00 Cap: 35.4 I Bm/hr _ HSPF:7.40 _ Cap: 28.8 kBtu/hr _ HSPF: 7.50 Cap: 50.0 gallons _ EF: 0.93 PT, STglFOr, * a r,1,CO0 WE *NOTE: The home's estimated energy performance score is only available through the FLARES computer program. This is not a Building Energy Rating. If your score is 80 or greater (or 86 for a US EPA/DOE EnergySta7mclesignation), your home may qualify for energy efficiency mortgage (EEM) incentives ifyou obtain a Florida Energy Gauge Rating. Contact the Energy Gauge hotline at 3211638-1492 or see the Energy Gauge web site at www.fsec. ucf edu for information and a list of certified Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of Community Affairs at 8501487-1824. EnergyGauge® (Version: FLRCPB v3.21) 'Maronda Systems Maronda Systems 4005 Maronda Way Sanford FL 32771 (407) 321-0064 Engineer of Record: Tomas Ponce, P.E. 1005 Vannessa Dr. Oviedo, FL 32765 Design Criteria: TPI Design: Matrix Analysis TEE-LOK software PLAN JOB # LOT ADDRESS DIV/SUB MODEL 6CLO1501 15 130 PINEFIELD DR ORLN-CEL BBRC4 LEFT Page 1 Of 3 Fax (407) 321-3913 FL PE # 50068, BAYB U RY C & J 4 BAYBURY FLOOR This structure was designed in accordance with, and meets the requirements of TPI standards and the FLORIDA 2001 BUILDING CODE for 125 M.P.H. Wind Zone. Truss loading is in accordance with ASCE 7-98. These trusses are designed for an enclosed building. Truss ID Run Date Drawing Reviewed Truss ID Run Date Drawing Reviewed No. of Eng. Dwgs: 43 Truss Layout 05-01-01 Floor Layout //-/3-O/ 4-08-02 �/ Roof Loads - VT 4-11-01 F1 V TC Live: 16.0 psf TC Dead: 7.0 psf BC Live: 0.0 psf BC Dead: 10.0 psf HIP 10-20-00 F11 2-25-02 A 6-27-02 F2 1-3-02 Al 6-27-02 F21 2-4-02 A2 6-27-02 F23 1-3-02 Total 33.0 psf A3 6-27-02 F3 3-14-02 DurFac- Lbr: 1.25 DurFac- Pit: 1.25 O.C. Spacing: 24.0" A4 6-27-02 C/ F31 1-3-02 A5 6-27-02 F33 2-25-02 �/ A6 6-27-02 F4 1-3-02 Floor Loads- B 6-27-02 F5 1-3-02 C/ 131 6-27-02 i/ F6 3-14-02 TC Live: 40.0 psf TC Dead: 10.0 psf BC Live: 0.0 psf BC Dead: 5.0 psf B2 6-27-02 F7 3-14-02 L/ B3 6-27-02 F8 3-14-02 134 6-27-02 F9 3-14-02 ✓ H 6-27-02 F91 3-13-02 t/ Total 55.0 psf H1 6-27-02 DurFac- Lbr: 1.00 DurFac- Pit: 1.00 O.C. S acin : 24.0" I 6-27-02 J 6-27-02 J1 6-27-02 �,��:.. rpi�'� a � � OF SAIM'c J2 1 6-27-02 J3 6-27-02 J4 6-27-02 J7 6-27-02 J8 6-27-02 J9 6-27-02 INV # DESC QNTY - - e DATAL 1 6 2003 JA 6-27-02 18331 EHUH26 3 18330 EHUH28 18360 SKH26R 18361 SKH26L 18362 SUH26 18370 THJ26 5 1 FLOOR SEAT PLATES 52 : 1YD 0 to C7 40-0 J8 J6 J3 0 � JI JI J< I THJ26 HANGER, --,"'\ A5-2PLY ANGER A4 \THJ26 HANGE R1 1 \ A3 / I 1 \ / A2 \ Al / A ?A / Al \ / A2 / A3 \ / A4 Vf66 I I 1 I I I THJ26 HANGER HUH26 HANGER � / A6 � vrsl 1,13 I Jql I J8 min' —� j - �. - o ti - -� � —d _, a d 5 5 5 , NI I �= i B4 I1 20-0 B4 I d —� -I I B3 x w 62 VOLUME CEILING —1 B2 I I &Too a Ry=TgsMSJ 1 JOB NUMBER: BBRC4 I 1 1,14 Bl _ I THJ26 HANGER THJ26 HANGER B J41 1 J7 J9 CUSTOMER: 1 JOB NAME: BAYBURY C & J 4 J71 DRAWN BY: UZD DATE: 5-1-01 I AG PITCH: 5/12 O.H.: 12" BEARING: 3.5' LOADING: 33psf 12-4 I _ 5-8 _ �-0 _ , _ 20-0 JUL 1 h 2003 0 CD M 0 0 GV O C Cl) O 40-0 -11-19 A n An 4 n 4^ 12-4 5-8 2-0 _ 20-0 JUL 2003' r i-h s i,safety� aler ILiS tt,erl to attn a: t yaur r r z 3 en#iantt=PE SrQfVA t' nA' = ? r' IS �NVQ�WU�I ! VVh st/'r�v-„r n� iwMt t;Cth►IESSA ,GA'UTION �'r�F, `CAid i l(�N identifies'safep ra'tin G' Rract►ces otFi d►cates unsaft= conditions that cbu! , rgsult ampersonatrinjury or damage to structures: I LB-91 Sum cart' Sheef. COMMENTARY i ARY and M�CGIV MENDATION`z for HANDLING, INS TI ALLING & BF,!ACING Mi =-FAL L A { E CONNECTED WOOD TRUSSES aSJCS ;J sfherpsponsrbilitvoftheinstalier(builder buddinocontractor, licensed contractor, ectororerection contractor) to properlyreceiyB unload store handle. install and ace metal mare connected wood trusses to ioroterF life and property, The installer List exercise the same high degree of safety awareness as with any other structural aierial. TPI does not intend these recommendations to be interpreted as superior the proiec'. Architect's or Engineer's design specification for handling, installing bracing wood trusses for a particular roof or floor. These recommendations are uoen the collective experience of leading technical personnel in :he wood _r CAUTION` The builder, building contractor, kell-sed conTractor, erectoro`rerectiorrcontractoris ad used to cabtiin and'read the entire booklet "Commentary ar d con- ndlinnInStalllf11Q . oracinrd P:fie al Plate Connected Wood Trusses YIB= 91".frc�tr t3,r -� riiss r late lnstitu�e. DANGER ' A'l3ANGER des►ghates ,a ,condition '_ efalluretofollawansfruct!orrsorheGdwarn a r 'err. ' lrc iR ^.b; most-like:�y result to seraous;;ipe�o��af''r injury or death or d rnc�Cte'tC� StrlJCtllrL'SY4f'.l AL,,VVARNIRG: M V'�°ARNING,idescri;bes a -con'ditibnX-wherefailuretoiollaJgs,I'Q6t►ons,cauld rest 4t!n `�r uv seve..�,• r. re personal injury or damage to structures 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 forthe use of a qualified building designer or installer. Thus, the Truss Plate Institute, Inc. expressly disclaims any responsibility for damazles arising from the use, application or reiiance on the recommendations and information contained here r by building designers. installers. and others. Copyright 0 by Truss Plate Institute, Inc. All rights reserved. This document or any pan thereof must not be reproduced in any form without written perm!ssior7 c{ tr:e publisher. Printed in the United States of America. CA rilClf«: All temporarybmcingshouldbenoless th�.n 2,4 t';a�'e rnc'k,d lumber. All connections should be made wit' i minimum of 2-16d; a!Is: All i usses assumed .":' on center or less. All'nnrjlt; ply !trusses should be,Connected togother ih abcor- dance with lesion dravvings ;prior:to instaitction: TRUISS r Q,RA�G7 _l C,^,IJI"101V:,:Tr.ussesshould notbe unloaded on rough terraan or`un even surfacesvvhich could cause A.. damage to.th6 trusS, CAUTION-:Tr-Lisses stora,d horiiontally shoufd,'be'; .....'tI.'S.,�. ,.: l :t`.}a.� :aec,V;1.:m:i:(..IIfcI,ig. �tO �•.J. h.vd,'}�'!>..r I yft., r"^TtSBS.fSO,Od;Verfk ;flj sht, 7LPC .lCtp 2XOupporteMonilojoCjE1Vs al ` ben inganalravCC-kC r�rctoPp!n'inCVntle5Ortti ;i,•r^. 5 L� tLt, WARNING`' Do not breakbanding until installation _ ,�' C`r ; P!c, riot store biai�dles.upriglit unies )�GinS l i9i Should bo eXer.tSnd �n_'banding re ++ rCperiy b aced.Donathr'eak � 1 .'' L'V i! }und,'CS l , t io ral o,avoidsf iftinq of individual busses: 1,� _. serg placed in a stable-heriztonial pisit,o.l: a-- - r tOR4�h�t��'r"DANGER Walking on crusS�s wn t3 are i} t l ¢G Dr)riot' lift bundled trusseswb}r i��i ? �i5� G s -iii �t �a a' t .� wais gxtreme.Iy�g a�ngerouS "arad�tshtuil�� l�:_'. ro,,:, E)U n r t be danicag+ a trL`� es - nU4+ k v a+ � ° t(�,�v �p _ i' '^f lU:'si�i5i M67 4Ae .�„�s"�F"�,Pa.t:?-m��r;��.J�ii; r Frame 1 600 S\ \7 1 / or less or less' Z, Approximately 11/ft proximately Tag % truss length russ length Line Truss spans less than 30'. Llfth the t Spreader Bar attac sling Toe In Toe In etc. Approximately Yz to 35 truss length Less than or equal to 60' Less than or equal to 60' •!'��'r s� '` I�r .,P�1I' . , � , �w0romw c.�IDN, �s �'1M+s�ar4. �css u! ..� a h rs r_ 7�i=�HANICHL�N� I; iiVST�� 0NY �_ Tag Line Strongback% SpreaderBar At or above mid -height Tag Line Typical horizontal tle member with multiple stakes (HT) ,"ru" of bra. oup of trusse (EH) Frame 2 WARNING: Failure tofo low.theses ecomrnendationseouid:resul, in; severe personal injury or.darrnage to -trusses or. buiidirigs. f — "'TOP CHORD i II� Mlii1�'t�DIAGONALBRC,CE MINiMUTOP CHORD It ilG Iip�i'Inr� ui,,�I PITCH�II ill l�ly�� l �A rER L BPACE SPACING (DB_) SP,GD1 I DIFFERENCE SPACINGiLBS), [}p trusses] SP/DF. SPF!HF UV to 2f3' 2.5 7' 17 12 Over 28' - 42' 1 3.0 6' 9 6 Over 42' - 60' 3.0 5' 5 3 Over 6o,— See a registered professional engineer DF - Douglas Fir -Larch SP - Southern Pine HF - Hen --Fir SPF - Spruce -Pine -Fir Ccnc nuous `op Chord _Metal B-BCE. — f` All lateral braces F;ecuired ?� �% lapped at least 2 <, trusses. 1 Or Grr-ater jj/�y� i :,:ta�hrnent � �� Required -� 12 5 I-- •. t G' ^l• �y ,Z,Q Top chordethat are latr_rally bracrd can bu❑kle /y6 Q�� togethorandcaisecollepaeiflhereianodiago- �t`� 5 nal bracing, Diagonal bracincn„ouldbenailed to the underside of'he top c^ -d when puri;n: are attached to the topside of the -op cno,d. _ I. l: SCISSORS TRUSS i t Frame 3 t�S.rN it S 3p S xY i' i QC .�I Ir I I I 1\ , 30tiom chord diagonal bracing repeated at each end of the building and gat same I rrl { pacing 3� top chord ca'iagarlal bralcng I '"'rl uGruu��l;wlGho Itkl�G�� ' I��I illy III I��,II 1IIV I�I�IA�IdCE r1`„ q8O OM CHt�Rd�^ BOf �rrrORD'AGDrJAL'rBFi4CE F II n wu lr �: rMnw r I p��I I111 + S ACING,�pE N NI ' rl ua r I I Ir4r !I Ilrli !I I 'f1� '�`"trusses 17a II' II In�l"{� 1 rh I I r7i p Up to 32' 4/12 15' 20 15 Over 32' - 48' 4/12 15' 1 p 7 Over 48' - 60' 4/12 15' 8 q Over 60' See a registered professional engineer - r, uF Douglas Flr Larch SP Southern'Plne !EH Herr Fir i SPF Spruce -Pine Ir io I � ' r Rll,laterai braces N� rv�;lapped at least 2 trusses. p � r :i � f � r'�V,.�Pi.�f2�t r,8ra✓d:Il r'rF �u �.:.a 111141pMIpIINYI uw rI��IImulrh ! ,..t+°"illgk''?'✓I' r�vmmwllrr�auWm,pnTwrO'R D p m®ri, -i M �. Ye?` �'1 NII II 'I'�"'!I I� I ��)j i'll'I +II I f ��I ��I"�. ry9 ill If,:l !1 �'l�l II :III!�I IIIIIIi h j��Iilllli'IIll�li I��Iu�! I lu�'4�II��u: ORp Iryf7 I�� I� I 'I..,' Il'��l 'rIIInx2XLPARALLELIIII Illf�ild Illul' ltl'II II Illl.11'frdlllpllNl llI tl� Continuousf• ,f 4�� III�I,I�I�� i f QiFid�C �R.I,,I��a'DIA''OrJALAC ' Il I i�CHORD�:TRUSS'��lpli T0pGhordpry NI L_M7_1 ff:.P,AN V WMIIMU�I �. f:, �n ry a,l L1�TERALBRACEISPACINv^ I•SPIIIICIf�G(L'B61j1 'OB);I s ateralBrace1 II�I� III II I�4 II �fl.l.lfl II Ill;I� III.�I �il,l,..liY�ll�l:llll�l:I�f711lffllllllfll IDEPTHII711 I ° I l ylM. I p II I pI' �f�n�� I'.W !� q ; ryll ,I, $; �I�� Tooehorda thatare l9lera u,'❑re"t'—an paK le q Re ulredtlll'h pl1y1tt >�7 JIII�'1�I�i11II�NtUCI�Iffl'f�llliy�ll',I1111J�GIIWIIlli1 7rS P D F roll. ;5 P FJH F '' togetherand cauaecolieoaelfthere ienodiago-.. 1 �° cr Greater U t0 32' 30" $' 16 10 nalbracing. Dla9onalbracingshouldbenaiied Over 32' - 4$' 42" 6' 6 q to the underslde of the top chord when purlins ! Over 4 B' - 60' 48" 5' q 2 - are attached to the topside of the top chord. _�_-,^ i Over 60' See a registered professional engineer _ Attachment I DF -Douglas Fir -Larch SP = Sou{nern Pine,,: I r Pequ ed F _ Hem -Fir li it SPF. Spruce Plnls-Fir ':Ij I - lb 1DD SJ s� 9�-I /ltur?�� t� 4J. J�;ylpa�.f'-.-�t! r= `��-1 a a• a�;�.raL.l�'� , �i f r • • +�!' i ' '�Siz I•j� 51'T ry4� 4K 2 II -I -ifC mil ayll Ip " n I'll N Pl�RA,LLEL �iORD��ITr�US� TCIPICH To chords that are laterally braced can buckle p' log ether and ca use collapse ifthere is no dlago• nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlms arc attached to the topside of the top chord a� r I ?I „_ 11�7 J� �I Ili ' � M .•li) rl lk Al tin"'-d'+�i Plry',Try11NjMM� yy `11E $ 7 1 r 1 r 1y�"�'�li{�.' d -I flr't-IN " i f�l uijf'i rf,C-j�fi-T,?,� 11'!r :r••- 'M-e�i�;,j:Ly7,� i; Continuous lop Chord I ate ral Brace Required 10" or Greater i Attachment 111 >I Rrq ured I 11 U - I ' 1 Up to 24' Over 24'- 42' 1 KIM.! ,4��'��t� r1P TCH 4 ��I i 3112 3112 l9 Ni�a DI(4GON1L BRACE }�PAN SPS�a, .I.t4MI l i"n' !m. SPACING(LB �[# truss"eR. 8' 17 12 10 6 Over 42'- 54' 3/12 H7' 6 4 Over 54' See a registered professional enniner±r DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir @/, tia � 5�1 \ Diagonal brace also rewired on end verticals. `. MONO TRUSS''." PLUMB I t Truss Depth D(in) I ILeaser "f D/50 or 2" 4aximum 4isPlacement Plumb Line 1NSTALLATI0N'T0LERANCES,. D(in) D/50 12" 1 /4" 24" 1 2° 2. 36" 3/4" 3' 48" 1„ 4' 601. 12 7 3 or \gre fer r\�' B• All lateral braces lapped at least 2 trusses. BOW L(in) I L(In) --% WIM2N: tRs, 50" 1 1 4" 4.2' 00" 1 2" 8.3' ] 50" 3/4" 112.5' Lesser of L/200 or 2" _L(in) L/200 L(t1) 1 �200" i 1 16.7' 250" 1-1 /4" 20.8' 300 1-1 /2" 25.0' OUT -OF -PLUMB INSTALLATION TOLERANCES. OUT -OF -PLANE INSTALLATION TOLERANCES. � �^ ,kG! •, ;Mn h' _ �ji.�z,.". � �� 4'.`-- �� I�{�F �-..: '�°'"M� , j S" � C a, `,5,!f -fs'1 hoWrtANtttih�.;,�n1a 5fK'i�"iko •R- (i�. Y p X?I 3.^ ,,,�,��rr"�- �, rlC �I 1` I'3{+.p _ 'N k�At '777(1y tiAW, JL;;_../�4:��Gp'.1:7YM1"iY1.u4'IliUii�jY ! ,�.F1n�11 A;L. 41tn �k,iu.�3'M1.• T - ry �,.1 ,L.tif= R:� -wF'+4N4ibi I..I .SL.j.0 Frame 6 .` ' �` '� `� .� a ~`': a �' t(�;� .,fir'- ' tl '� r ,i�•` � MARONDA SYSTEMS 4005 Maronda Way Sanford, FL 32771 (407) 381.0064 Far (407) 321.3913 Date: March 5, 2003 To: Building Department From: Maronda Systems Tomas Ponce Professional Engineer State of Florida #0050069 Subject: Valley 'Trusses All valleygrusses labeled V'fl-1 thru 100 are covered under the general valley sheet provided in the truss package signed and sealed by the engineer of record-' connections are noted on the structural info sheet of the plans. All criteria of the valley trusses are noted on the general sheet. 1f You have any questions please feel free to call at 407-321-0064. Si,ncerely Tom s Ponce, P.E. Date: 315(03 No. C10 r�0ifa Xt�' - STA T E &- _ r`` f Onto. •! ` w �_ fi� •.,, i N. 'fr;r IONAL •1 �L DESIGN INrORMAT►ON Thin dtslgu B (or an Indlvidnal hwldtr.g P_aO noer,tand Iru been tarred on ndeon ',o,4Aed by W<d1<.L l'h< dalgnv dl'data.' . fain respausB"NLq (ou damages as a tool[ of and/ designs (urn[ Ish ia(U.,� P'eUle.Uona by Lh d4 f t and We mneet. 1y tr 1. d-Ig.- or Ibis tnfmmallon as N may o_0.o to corm clne P"n t and ol—pt' om resp t. 1. a ty or �wJu no coot nl wnb oep.A to fabnm- b- stufna— and Uostanatlon of Inls�ts. Tills Inm has I)etn dtslgUed °s an onl b.Dd,ngMIS1component "n a„mnlance a.0 /lTi 1-1995 and 1/nS-97 to bo tnrorponl q s F of We AnUdtng datgn by a Bondi. nclgner begfsleroal arcb,l¢t or prdnslooul rr'tMeed. 7Vben Ie.,tea,w r r approval by.ta< ImJId log design-. the deign loadings almwn are In a cb,cked to be sure th21 the dal. shown E,--( Mtb the local b.Udu,g ond_ P JIn edge � record, 1'or wind or a. anoImds, UWeas tdlo r Itloo.s or ap-Ld appued Imds. zto,aor Mnn hu not been d-i,,,w for tom css Panty inch. The deslp, a a 6 ton dwods (to,s.unea p or bottom) are o.nUno- nY .acw by sh—thln, unless oWm.tse -rc toed. R'herc LOU, danws lot Ic.alon a,e t fully booed UI m bm,an g- they eh" d t.e Marl alia PF�w PI-L r abag boom n nr 1 a-o- e.a Conneeor - ..Itfaa al frw. 20 gang° hot dlppcd ,alvanered sled ..cdIng ASTFI A ra53. Glaac.l0, ®t cs wbc.wtse sI, FABRICATION NOTES Pnnr m (ahr141tnnWe fab,Im,nrshan rehear Wb anwng to, lc, a-, Ud ,haadng 6 In mnr rmanee adR, the hlnjui alnr, Gran, .na In "'" a e..ua.mg teap.n'mtury r r°.e-h" It- t Ilhl a Any dtsQcP-0- are to he P'd• to tvrlth,g Ixf ne ciotti.g a fab,t—u—. Phto aban not he tnstallw Over 1moUnd_ Imnts or dtstn,tw grab,. Ma°be , ahaL be cut I"ilgbl nrUng moor) In Wood b�a,6,,. cnn- nenor p/,Iea awn be Ioolc t on how rCo.. d- We p„y adlh nerds CWIy l.ob5ddcd and slow)) be s}•m, about the J.1ut codas °thcoadse shown. q sxa prate u 5' mlde a 4-,mog, A Gr8 pble L, t3 Md. a e' tong. Slots p,.1-1 on 9d to W e plate length Para spceUlcd. DmoWe mu on inch mvnh-s shag wed of the c_tmht of.tbe web' ,uiloa oW-al+e shown. Connector plat<'Ire e minlmmn st.— ba'w on We f.,t shown, and wry need m T,e Ineiesod for Q," fit hand- IooT,e fab ,yye� nth tbo �L lhla I— to not lumlov unless ....... lm datot t—,� d Informannn ran ddlllwal go -lay Control ref- to ANS11Tp1 I-t995 PRECAUTIONARY NOTES �dog and �mn ,Roma -,damn' are aa'Cd In accord.', adth lla.dlto be ban 1& A"dDC . "IB-91. Tr.rssca Dreg. m1W palltcadar rare d,utn aa,aar�ll"F- d`1v 7 and t—t.miro, 11n'e as for I, �g t__ I and P-marocnt bracing a "r a'ea 1n a alralght and pinmb p— tlkm and formtath,g htcral fo.a-a slull bra b' s' d "nsta9w hy.0 n - card.) band- ftng weal'd accLr011 blacing Ls always rrq Bred. Nmvu► pl..U..ry atom" for o.ssa ,[slobs such temporary busing durl.g InsfaBaflnn bdnieen bosses to .sold toppling WssOi°� 0 g. The suPc Dan or cnxlTre, of he rind —the oo err t nr per'.na pmlfo t ..I,n We t sslollaif.n nr tr1» _. Pn.facstonal advlm slu0 be —,gilt 7needw. Concc.hatloa .f mnsh mUnd Imds grca if--- We design toad' ab.0 net .,,, r tou r— at any on,_ If- loads oU.cr 11+anWe "sled of We e,eet.� ,hall be aPPucd 1. - tntcsrs ,mW alter all fast.",g and bract., b coutplaes, Iv1tAI;vI'4UA SYSTEMS 140110 VALLEY VALLEY 7RU6 COMMON VALLEY I VALLEY TRUSSES (TYPI II II TRUSSES N10: VALLEY SEA IF LESS THEN 3-0.0 THEN I.IOVE OIAGOHAL IVEE/B/T�O NEXT PAIIEL ES, DIAGONAL WEBS REQUIRED WITH SPANS GREATER THEN 16.0-0 3"6 2x4 0-0-/ 214/ 3x6 2x4 2x4 3.6 1 214 on 516 416 2x4 OR t 415 7�1 OR 3x6 4110 214 316 3x6 .R 2x4 TI. VT QTY:1 111 WHEN DIGAOIIAL WEB PRESEIII USE 4X6 PLATE (1) WHEN 110 DIAGONAL WEB PRESENT USE 2X4 PLA VALLEY LIELIBERS AT 24 . D.C. (TYP) k2x4 VARIES 11 UP for 2x4 Ito hir MAX 6-0-0 D.C. (TYPI a 2.4 1116 MAX TRUSS SPAr.INO MAX 6-0-0 o.C. (TYPI f I BELOW . ae • CC. .® - � I® SPANS UP TO 60-0-0 �J TOP CHORDS: 2X4 SP 92 BOT CHORDS: 2X4 Sp #2 IT IS NOT REQUIRED TO Sf)EATF1 TRUSSES WEBS: BELOW VALLEY SET. VALLEY MEMBERS .2%d SP N3 PROVIDE ALL NE CESSARY T'OP CHORD BRACING. VALLEY MEMBERS TO BE SET TIC MUST BE CONTINUOUSLY BRACED BY ROOF PERPENDICULAR TO TRUSSES BELOW. SHEATHING UNLESS NOTED OTHERWISE. WHEN VALLEY MEMBERS ARE NAILED DIRECTLY TO TRUSS TOP CHORDS USE (2) 161) NAILS PER INTERSECTION, OR TWO FEET ON CENTER. WHEN BELOW TRUSSES ARE SHEATHED FIRST USE (2) 10d NAILS OR (1) 16d NAIL PER INTERSECTION OR TWO FEET ON CENTER, 2x4 BRACING NAILED FLAT TO EDGE OF WEB WITH 12d NAILS AT 6' O.C. OR A SCAB OF THE SAME DIMENSION AND GRADE AS WEB; NAILED TO FACE (S) OF WEB WITH 10d NAILS STAGGERED 8' O.C. SCAB OR TRANSVERSE BRACING TO EXTEND FOR 90% OF WEB LENGTH. ONE BRACE REQUIRED ON WEBS GREATER THAN 8' LONG t. TWO 2 X 6 BRACES REQUIRED ON ANY WEB EXCEEDING 14'.tt 1 CLJYi' AS SfIOWN PU'1IsS.AIZE, TL20 CA Tt:S-1TD 11LR ArVStrn T 1-1995 CODI 0 Maronda Systei>I>!s 4005 ►1AARONDA WAY SANFORD, FL- 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE k0r150068 91RUSSES RUSSES (TYp� SUPPORTING TRUSS COMMO\ 3 COMM(IYF!) * VALLEY STRAPPING TO TRUSS BELOW USING MSTA12 @ 4' O.C. VALLEY TRUSSES CAN BE CA14TILEVERED UP TO TWO FEET WA MR I T�i G aS ON II1111DCt A COPY OF TIJIS ID AWING O BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Brardng'hmsn on this tltamfng Li not .-Jl.n btadng. a4nd bndng, portal bract, .r s,mtlar hn Wig, whleb k ■ r h d the butlding dang. and Whi h mast be eo,r.arde,e,t by the WWI. I.g deli s ode L- for bteral support ,of truss mcmbcrs only,° ,wuce huchllnp ten .. de 1. ao,chor 6telal bneb, t e PAeo- Bndng Adtlloo0al brae a a nd, el,a specU m I-Imilnns p ""sl"ns muse be bracing of ILe Overall sfrt" dcIUUllDttl b}' We bltDdhi des (-1aPmtehwma..IPl.k1."tedclumo"IL, ,d.Iseethe-91or-mu. g der, Studs 0 6-0-0 o.c. Log. Tab: lllrg. W : VA LEY SET Truss ID- VT Dsg-: TT.1' CIt1L: Dcjfe: 4-1.1-01 TC Live 16.0 ter DurFC - Lbr_ 1-25 rC neaLt 7.0 psr DUIFCIC - 1711: 1.25 Rc T �y� ).0 11sC O.C, SI)L7CIflg: 24.U° IiC Dealt 7 n .,rr Desirtn f�Yi1r .i - TnI DESIGN INFORMATION TliLs drslgil L fir an Illdnidual builduig ea nponcnt nirnd has been ba-ad on Wonmat(cn pfmWcd by the elient-'flne designer ellselaims any respon3wity for dw,mg--, os a r-.It of faulty or Incoweet Unr miles Uon. speclncou.— and/or dcslgns furnished to the tnaa designer b)• the court and the e*nectness or accuracy of U,b bdam,atton as tt may rrlwle no • ape - elf lum-L and accepts no rop.m1bNl-y or ceretso no cm,uul ,villa rega,d to labn®- lion. handling, shipment and 1mta1laUnn of /r .— Thb t,r,aw hu been ,In,gned wa an IndMdual building component In aecord.nee MU ANSI/ITT 1.1995 and NEIS-97 to be Incorporated as lurt of the bullding dolgn I.•y a Building Designer Iregisler.. mc"-" et ,s profess tonal englmerl. When revlewed for.,pproral by the bullding doig,mr. Um design nodtn8, s1— mwt be ebeked to be sure hhnl We dal. Ml.ml are In agreement tvah the loci buiidtng codes, brill dhnalle, reeafds for wend or snow Inds. pnjed apeelflml""' or ypechl applied loads• Unless shown- buss has not been deslgtted for storage nr occupancy loads. The design assumes mmprvsk- d,ords Itop or holloml are *ontlnu- ously braced by sh-U.b,g unless oLf,—,ue sp"Mcd, lvhe,e button, chonls In Icnslon are not fully braced bterally by a properl). appU<d rigid «Uhng, they should be bn,ecd It nnadmm spa eh,g uof 10'-IT o- Connector pules'ball be manufactured Irani 20 gauge hot dipped ft-l—taed steel meetb,¢ AST -NJ n 65d. Grade 40. unleaa other,vise a1,_. FABRICATION NOTES prtnr Ia fatnleauan. the fabd aJ,,r s1,a0 _0_ Z. draob,g I.it, Ilul Urb drawing is In nfonna, c -Ill, the Iabr7eob,Ys pbns and to rvUrc a eenunuu,g reslnral6,U4 for suN, vcrl- Ikillon, Any 1 L• Uepancics me to be put In wnitng before " -9 or fabdcullon, dales shill not be to -'abed over knolhalo• knots ar dblorted grain. Members ahaU be cut ht t for tigilting wood to woad bcadng, Can. nednr Pbto ah-U he booted ran tvrth fain of the Ines wllh rulb fully Imbedded and shall be s)m. about the Jobd unless olhenvtse shown, A 5.4 pkI- l ,tc 1s 5- a•1de a ong. A 6a6 plate La6- Mde a e- long. Slats tho1�J n,n paragel to the plateen knglh spee0ied. Ovnhk cuts on web nnbshall meet al the ecntrold of the webs mtkss "'berwbe shmim. Connector plate slze7 arc mlnbnum -It- lased an the (ineo sImm and may need to be bQeased for Zd.L. hand - to :nd/or crttilon aues,es. Thb I-- is not to (fabn—ted ..L" the reta„lane booted lumber mdess oWerwbe shown. For addIU.—I Inlomuuou ran gualtly Conhul refer to ANS1lTFI I-1995 PRECAUTIONARY NOTES All bracu,g wild erceuon r�n,mend.Uona are lv be fell—, In accordance ..Ith'H.ndling_ In,sblling P Bradng-, IIIB-91. T'russo are to be handled mils panleubr our d—t g banding and buodLb,g, deLvcry and b,staUarlon to derail damage T—porwry and pen,nncnt bracing ror holding t_- In a stralght and plumb peso. Uton and for resbtb,g lateral brreea shill be J.1gued and l,at.Ued by -lb-- Corefui hand- �ng Is essential and erection bracing isal�)a Icqutrtd- Normal Plm Ummry *clan for '.mess* rryulrm such lempora., bracing during hslaUaUun betweeo tnrsses Io arald loppUng ,n4 dmntnab,g. The supervblun, of c.cclon of ntsscs shall be tinder the ea tfe4 of Persons _�penenecd to U,e t atalt2li_ of truss traresslunal nd,•Iee -hull Inc sought- U needed. en[r.Ib„ of rnratrueUm, loads greater hail the Anlbm IoadsslnU not be applied to ml— at nuy ILnte No wads olhcr llwn the ,eight- rl the rf- . -lull lr_ appUed Ip „dill niter all licnb�,; amd h,aclag , _ as npletcd. lvltmK%JIVIJ/{ 6YSIEMS HIP GIRDER W(')- I41DI-WETA 11 2t+m 2x BLOCKING ADDED TO TOP CHORD OF STEP 'HIP TRUSSES TO SNDRTEN T 11 P C 1t-L BL 0,1./-rl 71.�{'-�. V •Y1r — OR �Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE N0050068 1990 GnEE1181100tt Cr.0v1E110,F1-127GA OSB' NOT TO EXCEED 24 "O.C. rO BE NAILED TO TRUSSES w/ @ 12't. ON CEN. STAGGERED PRE-ENG'D TRUSS TOP WALL OF BUILDING U 11:I SIMA THING ON S TEP'Hjp,5 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACINGWARNING: Bndng shown *m this drawling Is noI crc.;Uon hrarin¢, wind bracng, pnr Lsl bndnF nr shnlhr boctng nhkh is a pert of the bullding design and .rldeh must be mnsidned by Um -in dvlgnv. Uracl,g shnnm b foe hleral support .d In.- member .1,h- In reduce burl;Iltg Irngih. F1v,ss(ons must- F.e made to anchor tsleral bracing al end, and specUlM'Z' -ns detcnnlned h)• the building designer, AddlUooal bracing to the overall shudure may la ncqubed. t$ee lll0-yl of 1pq, U"russ Pb:e Insulate. TPt, b totted at 58J O'Unul do G,tea ilia disnn, tt9sco„sin 5-11191. J08 Ir,{jp: [';11FF..1.nF"Ur)nGf lirc.r,t�rhr�� Fug- Job: Dwg: Dsglt-: TLY cbl(: TIC Live 16.0 lisf TC Dead 7.0 I)sf BC .Live U-0 psf BC Dead 111.0 psf L 33.1 Tfuss ID: HIP Dale: 10-20-00 DmFac - Lbi ' 1.25 DufFcic - Pil: 1.25 O.C- Spacing: 24.0" Design Cliielia: TPI Code Desc: 558- 90 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responslbWry• for damages as a result of faulty or Incorrect Information. speciflcatlons and/or designs fumished to the truss designer by the ellent and the correctness or accuracy of this Information as It may relate to a spe. edle project and accepts no responsibWty, or exercises no control with regard to labrtca. tlon. handling, shipment and installation of musses. This truss has been designed as an In ilvidual building component In accordance with ANSI/1PI 1.1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer Imillstered architect or professional engineerl. When reviewed for approval by the building designer, the de5lgn loadings shmvn must be checked to be sure that the data shown arc In agreement with the local building coda, local climatic records for wind or snow loads, pro)eet specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes comprmlon 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 rtgd ceding. they should be braced at a machnurr spacing of I9-Q o.c Connector plafn shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40, unl= otherwise shown. FABRICATION NOTES Prior to fabrimllon, the fabricator shall review this drawing to vertry that this drawing is In conformance with the fabrlcitors plans and to mail= a conunumg rmponstbWty for such vert- flcatlon. Any discrepancies are to be put In writing before cutting or fabrtcatlon. Plates shall not he Installed over knotholes. knots or distorted grain. Members shall be cut for light filling wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nads fully imbedded and shall be sym. about tine Joint unless otherwise shown. A 5x4 plate Is 5' wide x 4' long. A &x6 plate is 6- wlde x W long. Slots (holes) run pamllel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes m are mintmuaucs based on the force 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 unfesa otherwise shown. Fir additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection mcommendatIons are to be followed Inn accordance with -Handling Installing & Bmclng-, 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. Ilion and for reshang lateral forces shad be designed and Installed by others. Careful hand - Ling b =sentlal and erection bracing is always required. Norval precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The 5"Petvtsfon 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 Inds shall not be applied to trusses at any Ilene. No loads other than the weight of the erectors shall be applied to trusses until after ail faslenmg and bracing is completed. JB: BAYBURY C 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #2 2x4 SP #3 1,2,8,9 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 476# Support 2 149# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 263# MAX LIVE LOAD DEFLECTION: L/999 L=-0.17" D=-0.17" T=-0.34" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.13" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.07" RMB = 1.15 �O 7-9-4 0-4-1 114 13 1366// 3.50" 1-0-0 EXCEPT AS SHOWN, PLATES ARE TL20 GA Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 CREENBROOK CT.OVIEDOX1.32766 WO: BBRC4 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, CSC, V= 125mph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type= Encl L= 40.0 ft W= 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req _TC... ..BC... FORCE ... CSI 1- 2 -2852 0.32 14-13 2589 0.67 2- 3 -2654 0.28 13-12 2212 0.60 3- 4 -2008 0.24 12-11 1807 0.49 4- 5 -1809 0.27 11-10 2212 0.61 5- 6 -2003 0.24 10- 9 2589 0.67 6- 7 -2654 0.26 7- 8 -2853 0.32 SX8 4X6 W 40-0-0 TESTED PER ANSI/TPI 1-1995 VYHKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this dmuing Is not erection bracing, wind bracing, portal bracing or similar bracing which Is a part of the budding deign and which must be considered by the building designer. Bracing shmvn is for lateral support of truss members onN to reduce buckling length. Provisions must be made to anchor lateral bmebng at ends and specified locations,delemntned by the building designer. Addlllonal bracing of the overall structure may be rNuicd. (See 11I8-91 of TPI). rrmss Plate institute, TPI. Is located at 583 D'Onofno Drive. Madison, Wisconsin 537191. TI: A QTY:2 ==============Joint Locations======_======== 1) 0- 0- 0 6) 28- 5- 7 11) 23- 0- 0 2) 6- 1- 3 7) 33-10-13 12) 17- 0: 0 3) 11- 6- 9 8) 40- 0- 0 13) 8- 9-14 4) 17- 0- 0 9) 40- 0- 0 14) 0- 0- 0 5) 23- 0- 0 10) 31- 2- 2 ----MAX. REACTIONS PER BEARING LOCATION--- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1366 263 -476 BOT PIN 39-10- 4 1366 0 -149 BOT H-ROLL Q 10 T 7-5-1 044-1 Y JX6 1366# 3.50" 100 (RO-I I-9) scale = 0.1595 Eng. Job: W : BB Owg: Truss ID: A Dsgur: TLY Chk: Date: 6-27-02 TC Lime 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 RC live 0.0 psr O.C. Spacing: 24.011 13C Dead 10.0 psf Design Criteria: TPI Code Desf-- FI A Design: Matrix Analysis JOB PATH: CATEE-LOK1JOBS1125MPHIBBRC4 TOTAL 33.0 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 resporulblhty, 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 information as it may relate to a spe- d0c project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and brslaMthm of trusses. This truss has been designed as an Individual building component In accordance with ANSlrr?l 1-19% and NDS-97 to be Incorporated es part of the building design by a Building Designer (registered architect or pmfessloml engtn-fl. 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. toed climatic records for wind or snow Imds. 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 aLb-use specified. Where bottom chords in lesion are not fully braced laterally by a properly applied right ceiling. they should be braced at a maximum spacing of 10.4r o.c. Connector plates shag be manufactured from 20 gauge hot dipped galvanized steel meeting ASMI A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's plans and to reolize a continuing responsibility for such veri- fleatlon. Any discrepancies are to be put In writing before cutting or fabrtcatlon. Plates shall not be Installed over knotholes• knots or distorted grain. Members shall be cut for light filling wood to wood bearing. Con- nector plates shall be located on both faces of the truss with 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 (holes) run parallel to the plate length specified. Double cuts on web -embers -hail meet of the centrotd of the webs unless otherwise shown. connector plate sloes are minbnum sties based on the fomesshown end may need to be Increased for certain hand - Wig and/or erection stresses. This truss is not to be fabricated with Ore retarlmnl 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 -f landling Installing @ Bmcing-. 1-1I8-91. 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 easerltial and erection bracing is ahvays required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avold toppling and domfnoing. 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 foods other than the weight of the erectors shall be applied to busses until after all fastening and bracing I, completed. JB: BAYBURY C 4 AC: 10 -UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #2 2x4 SP #3 1,2,9,10 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 521# Support 2 1994 MAX LIVE LOAD DEFLECTION: L/999 L=-0.17" D=-0.18" T=-0.36" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.14" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.07" RMB = 1.15 115 1366# 3.50 1-0-0 (110-11-9) I EXCEPT AS SHOWN I 5.00 WO: BBRC4 WE: IM continuous lateral bracing attached with 2- 10d nails each member where shown.Bracing MUST be positioned to provide equal unbraced segments OR 2x4 "T" brace may be nailed flat to edge of web with 12d nails spaced 8° o.c. Brace must extend at least 90% of web length 2x6 Brace required on any web exceeding 141. Wind Case- ASCE 7-98, C&C, V= 125ruph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 40.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Fact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI 1- 2 -2874 0.26 2- 3 -2707 0.27 3- 4 -2171 0.24 4- 5 -1971 0.26 5- 6 -1971 0.23 6- 7 -2171 0.20 7- 8 -2707 0.22 8- 9 -2874 0.25 ..BC...FORCE ... CSI 15-14 2611 0.62 14-13 2308 0.67 13-12 2064 0.63 12-11 2308 0.67 11-10 2611 0.62 4X6 3X4 dv6 40-0-0 PLATES ARE TL20 GA TESTED PER ANSI/-1'PI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1990 CREENBROOK MOMDOXI-32766 Design: Almri.c Analysis 12 YYAKNIN(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 emcllon 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 trussmembers only membonly 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 Ure overall structure may be required. (See 1II8-91 of TPI). frruss Piste Institute, TPI, n located at 583 D•Onofrio Drive, Madison, Wisconsin 53719). JOB PATH: CATEE-L0KV08S1125AfPHI8BRC4 TI: Al 9TY:2 ==============Joint Locations============-== 1) 0- 0- 0 6) 25- 0- 0 11) 32- 2- 2 2) 5- 5- 3 7) 29- 9- 7 12) 25- 0- 0 3) 10- 2- 9 8) 34- 6-13 13) 15- 0- 0 4) 15- 0- 0 9) 40- 0- 0 14) 7- 9-14 5) 20- 0- 0 10) 40- 0- 0 15) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----= X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1366 231 -521 BoT PIN 39-10- 4 1366 0 -199 HOT H-ROLL PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 231# JAD 11 la 1366H 3.50" 00 (I20-11-9) scale = 0.1595 Eng. Job: Dwg: Dsgnr: TLY Cbk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf 13C Dead 10.0 psf TOTAL 33.0 nsf Truss ID: Al Date: 6-27-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA 1/CS: Q5.02.01 DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the client. The designer disclaims any responsfblbr• for damages as a mull of faulty or Incorrect Irdnmhation• specifications and/or designs furnished to the truss designer by the client and the correctiress or accuracy of this Infor .11- as it may r.Late to a spe- cific pmjcet and accepts no responsibility or ercbes no control w th regard to fabrio tJnn. handling. shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/7P1 1-1995 and NDS-97 to be Incorporated as pan 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 agleemenl with the meal building cafes. local cbrnatic records for wind or snow loads. project specifications or special applied loads. Unless shown. thus has not been designed for storage or occupancy loads. The design asshunes 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 ceNng. they should be braced at a maxbnum spacing of 10'4r o.e. Connector plates shag be manufactured from 20 gauge but dipped gahan@ed steel meeW hg ASTAI A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shag review this drawing to verify that this drawing is In conformance Mill the fabn©lor's plans and to realize a continuing responsibility for such veri. µcation. Any discrepancies are to be put In writing before cutting or fabrication. Plates shag not Ix Installed over knotholes. knots or distorted grain. Members shall be cut for light µ$ling wood to wood beating. Con- nector plates shag be located on both faro of the truss with nags fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5- wide x a- long. A &S plate Is 6' wide x 8- long. slots (holes) run parallel to the plate length specified. Double cuts on web members shag meet at the cenlrold of the webs unless otherwise shown. Connector plate sixes are mintmum sizes based on the forces shown and may need to be Increased for eertaln hand- ling and/or cmctlon stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Infonnatlon on (suably Contra] refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AD bracing and erection recommendations are to be followed In accordance with 'Handling Installing & Bracing-. HIP-91. Trusses are to be handled with particular care during handling and bundling. delivery and Installation to avold damage. Temporary and permanent bracing for holding trusses In a straight and plumb p-- Itlon and for resisting lateral forces strait be designed and Installed by others. Careful hand- ling is essential and erect ton bracing is always fequbed. Normal preoutlonary action for trusses requires such temporary bracing during Installation between trusses to avald toppling and dominoing. The supervision of erection of titissea shall be under the control of persons e.<pertenced In the Installation of trusses. Professional advice shag be sought If needed. Concentration of construction loads 91 enter than the design loads shall not be applied to trusses at any time. No loads other than the weight of the emclors shall be applied to uv ses unlit after all fastening and bracing b comp ld ed. JB: BAYBURY C 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP 43 2x4 SP #2 2,4,6,8 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 562# Support 2 254# MAX LIVE LOAD DEFLECTION: L/999 L=-0.19" D=-0.20" T=-0.39" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.14" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.0711 RMB = 1.15 r R �O WO: BBRC4 WE. MULTIPLE LOADS -- This design is the composite result of multiple loads. A11 COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125rnph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type= Encl L= 40.0 ft W= 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC...FORCE ... CSI 1- 2 -2854 0.39 2- 3 -2355 0.36 3- 4 -2430 0.43 4- 5 -2430 0.43 5- 6 -2355 0.31 6- 7 -2854 0.39 ..BC ... FORCE ... CSI 14-13 2584 0.59 13-12 2580 0.61 12-11 2116 0.53 11-10 2116 0.53 10- 9 2580 0.61 9- 8 2584 0.59 5X8 2X4 '14 13 12 11 1366# 3.50" 1-0-0 (110-11-9) I 40-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSU7'PI 1-1995 Imaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1990 CREENBROON Cr.OVIEDOSL32766 Detign: Afmrix Analrtis rVQ 0 YVAKNINIi: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drauing (s not election bracing. n1nd bmcing. portal bracing or similar bracing which is a pan 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. Pro•tslons must be made to anchor lateral bracing at ends and decried loot ons determined by the building designer. Additional bracing of the m•emil structure may be required. (See 11111-91 of TPg. (Russ Plate Institute. TPI, is located at 583 D'Onofdo Drive, Madison. Wisconsin 537191. JOB PATH: CATEE-LOKUOBS112SAfP111BBRC4 TI: A2 9TY:2 ==============joint Locations=========__==_= 1) 0- 0- 0 6) 33- 2- 2 11) 20- 0- 0 2) 6- 9-14 7) 40- 0- 0 12) 13- 0-' 0 3) 13- 0- 0 8) 40- 0- 0 13) 6- 9-14 4) 20- 0- 0 9) 33- 2- 2 14) 0- 0- 0 5) 27- 0- 0 10) 27- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION------ X-Loc Vert Horiz Uplift Y-LoC Type 0- 1-12 1366 199 -562 BOT PIN 39-10- 4 1365 0 -254 BOT H-ROLL 5.00 Eng. Job: Dii'g: Dsgur: TLY ICU: TIC Live 16.0 psf TC Dealt 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 nsf R 1366N 3.50" 1100 (RO-ll-9) scale = 0.1595 Truss ID: A2 Date: 6-27-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA V,OA ni nq_ I r, I AA_ -3 HCS: 06.02.02 DESIGN INFORMATION This design is for an Individual building component and has been based on Infomtollon provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect information. specifications and/or designs furntshed 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 rcgard to fabrica• lion, handling. shipment and installation of trusses. This ass has Ixen designed as an individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the budding design by a Building Designer Iregistemd architect or professional engineer{. When reviewed for approval by lire building designer, the design loadings shwa must be checked to be sure that the data shown are br agreement .1th tire loco) Indicting codes. local climatic records for %Ind or snow loads. Project speciflotlons or special applied loads. Unless shown, truss has not been designed for storage or occupancy Inds. The design assumes compression chords hop or bottom) are conllnu- ously braced by sheathing unless othemUe specified. t54tere bottom chords In tension arc not fully braced latently by a properly applied rtgd telling, they should be braced at a mnxlrolun spaeOng of 10'-0' o.e. Connector plates shall be manufactured from 20 gauge hot dipped givanhed steel meettng ASfM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication• the fabricator shall review Iho drawing to verify that this drawing is In conformance with the fabricator's plans and to malhe a continuing responsibility for such verl. neation. Any disampancles are to be put In writing before cutting or fabrication. Plates shall not be Installed Over knotholes. knob or distorted grain. Members shall be cut for light fitting wood to wood bearing. Con. nector plates stall be located on both faces of the truss with nails fully Imbedded and shall be sym,. about the joint unless otherwise shown. A 5x4 plate Is 5- wide x 4- long. A 6x8 plate is 6, wide x 8- long. Slob (holed run parallel to the plate length specified. Double cuts on web members shall meet at the cent-ld of the weln unless oth-Ase shown. Connector plate sties are minimum sizes based on the forces shown and may need to be Incased for -,lain 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 gustily Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with -Handling InstaWng & Bracing HIB-91. Trusses arc to be handled wllh particular care during banding and bundling• dellvc,y 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- nng is essenllal and erection bracing is aluaya required. Normal prceautlOnary -UOn for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dommoing. The supervision of erection of Inures shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought If needed. Concentration of constrmclron loads greater than the design loads shall riot be applied to trusses at any time. No loads other {tun file weight of the erectors shall be applied to trusses unlB after all fastembng and bracing is eornpleted. JB: BAYBURY C 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP 02 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 4,6,8 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 599# Support 2 313# MAX LIVE LOAD DEFLECTION: L/999 L=-0.22" D=-0.22" T=-0.44" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.15" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.07" RMB - 1.15 WO: BBRC4 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC...FORCE...CSI ..BC...FORCE ... CSI 1- 2 -2884 0.33 16-15 2617 0.59 2- 3 -2498 0.30 15-14 2614 0.58 3- 4 -2771 0.36 14-13 2257 0.52 4- 5 -2781 0.35 13-12 2785 0.60 5- 6 -2781 0.35 12-11 2257 0.52 6- 7 -2498 0.27 11-10 2614 0.59 7- 8 -2884 0.26 10- 9 2617 0.59 TI: A3 9TY:2 ==============Joint Locations=========== 1) 0- 0- 0 7) 34- 2- 2 13) 17- 0- 0 2) 5- 9-14 8) 40- 0- 0 14) 11- 0- 0 3) 11- 0- 0 9) 40- 0- 0 15) 5- 9-14 4) 17- 0- 0 10) 34- 2- 2 16) 0- 0- 0 5) 23- 0- 0 11) 29- 0- 0 6) 29- 0- 0 12) 23- 0- 0 --MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1365 167 -599 BOT PIN 39-10- 4 1365 0 -313 BOT H-ROLL r S.UO Q 5X8 3X4 6YR CVO a.,» JA0 r 116 1366# 3.50" 14 l3 12 it 10 9 1-0-0-0 1366k 3.50" (RO-I1-9) I I EXCEPT AS 40-0-0 11_0_Q �(R0-11-11-9) SHOWN PLATES ARE T1..20 CA TESTED PER ANSI/TPI 1-1995 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: scale = 0.1595 : BBR 4 (!Iaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: A3 CONTRACTOR. Dsgur: TLY Chk: Date: 6-27-02 4005 MARONDA WAY BRACING WARNING: TIC Live 16.0 psf DurFac - Lbr: 1.25 SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 Bracing shownn on this drawing Is not erection bracing, %Ind bracbig, portal bratlngorsimilar bracing which Is a part of the bugdmg design and u1,1eh must !>c considered try the bracing dsimilar erring shwas is for tateml support of thus TIC Dead 7.Q psf DurFae - Pit: 1.25 TOMAS PONCE P.E. members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations detemdned by the building designer. Additional BC Live Q,Q psf O.C. Spacing: 24.0" LICENSE #0050068 bracing of the Overall structure may be required. see HIB-91 of TPII. frm" Plate Institute, TPI, Is located at 583 D'Onoftio Drive, 11C Dead 10.0 psf Design Criteria: TPI 1890 CREENORr01t C .0v1EDO.PLa]r00 Madison, Wisconsin 53719j. Code Dese: FLA Design.-Afruru Analysis J08 P.aTH.• C.•ITF.E-LORUOIfS1125A1PHIRBRC4 I'OTAL 33.0 psf V:06.02.02- 15167- 2, 11CS: 06.021)7 DESIGN INFORMATION This design Is for an Individual building component and has been based on Information provided by the ch-L The designer disclaims any responslbWty for damages as a result of faulty or incorrect information. specglollons and/or designs furnished to the truss designer by the client and the conectness or accuracy of this Information as It may relate to a spe- e1Bc project and accepts no responsibility or eacrelses no control with regard to fabrica- tion. handling, shipment and Istagallan of in -es. 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 engin"il• When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are I. agreement with the local building codes. 1-1 climatic records for wind or snow• loads. project specifications or special applied loads. Unless shown. truss has not beery designed for storage or Occupancy bads. The design assurnes compression chords (top or boltoml 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 maxtmmun spacing of 10'-Q' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting AS IA A 653. Grade 40. unless otherwise shmvn. 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- flealion. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed Over knotholes. knots or distorted grain. Members shall be cut for Light fining wood to wood bearing. Con. nector plates shag be located on both faces of the truss with nags fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 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 cenlroid of the webs unless olherwys< shown. Connector plate sizes ore mlimwun arms based an the force shown and may need to be Increased for certain hand- ling and/or erection stress". This buss Is not to be fabricated with fire retardant treated lumber silks otherwise It,-. For oddiUonol information on Quality Control refer to ANSI/T?l 1.1995 PRECAUTIONARY NOTES All bracing and ereetlon reconvnendatlons are to be follmed I accordance with 'Handling I-LrWng A Bracing". HIB-91. Truss art to be handled with particular are during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding truss I a straight and plumb pos- Illon and for rststmg lateral fo¢s shag be designed and (stalled by other. Careful hand. Iing is essential and erection bracing Is allays required. Normal precauUonary action for truss requifs such temporary bracing during installation between brasses to avoid toppling and domloing. The supervision of erection of trusso shag be under the control of persons experienced In file installation of brasses. Professional advice shag be sought if needed. Concentration of construction loads greater than the design bads shag not be applied to trusses at any lime. No loads Other than the weight of the erectors shall be applied to trusses untll after ail fastening and bracing Is completed. JB: BAYBURY C 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 130T CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 3,5,7,9 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 630# Support 2 376# MAX LIVE LOAD DEFLECTION: L/999 L=-0.28" D=-0.29" T=-0.57" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.16" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.08" RMB = 1.15 T 4--5-4 04-1 JL Tr I WO: BBRC4 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W- 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf o Impact Resistant Cvering and/or Glazing Req .TC...FORCE ... CSI 1- 2 -2878 0.33 2- 3 -2647 0.27 3- 4 -3174 0.38 4- 5 -3462 0.39 5- 6 -3462 0.39 6- 7 -3174 0.36 7- 8 -2647 0.26 8- 9 -2879 0.23 ..BC ... FORCE ... CSI 16-15 2620 0.67 15-14 2401 0.59 14-13 3203 0.67 13-12 3203 0.67 12-11 2401 0.59 11-10 2621 0.67 TI: A4 BTY:2 ==============Joint Locations=============== 1) 0- 0- 0 7) 31- 0- 0 13) 20- 0- 0 2) 4- 9-14 8) 35- 2- 2 14) 14- 6- 0 3) 9- 0- 0 9) 40- 0- 0 15) 9- 0- 0 4) 14- 6- 0 10) 40- 0- 0 16) 0- 0- 0 5) 20- 0- 0 11) 31- 0- 0 6) 25- 6- 0 12) 25- 6- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1365 136 -630 BOT PIN 39-10- 4 1365 0 -376 BOT H-ROLL ,t 2 � , 4 5 6 8 9 0() --� 5.00 5X8 3X4 19 '116 15 14 'V13 V 12 1366N 3.50" 11-0-0-0 (RO-11-9) 1 I 40-0-0 EXCEPT AS S110%VN PLATES ARE TL20 CA TESTED PER ANSI/TPI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 CREENBROOK Cr.0t1ED0.FL32766 Design: Mdrrir Analysis YYHKIVING: 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 Ls a (ran 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 specNed laealtons determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). (Truss Plate Institute. TPI, Is looted at 563 D'Onof to Drive. Madison, Wisconsin 53719). JOB PATH: C.•17EE-L0KU08S1125A1PIII8RRC4 Etig. Job: Divg: 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 msf T 0-4-1 4-1-1 JA() it 13661# 3.Ij -50"" I I (RO-1 l-9) scale = 0.1595 Truss ID: A4 Date: 6-27-02 DurFac - Lbr. 1.25 DurFac - pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA V_06.02 n2- 151 AA- '7 ffC5: 06.02.02 DE51GN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclaims any tesponsibWty 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 cacrcbes no control with regard to iabrica- lion. handling. shipment and Installation of lnrsaes. This truss has been designed as an Individual 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 Iregblered architect or professional engtnccr!. 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 Ux local budding codes. tool climatic records for wind ar snow loads. protect spectfiallons or special applied loads. Unless shown, truss has not been designed for storage or occupancy Loads. The design asmunes 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 maxtrnum spacing of 10'-W o.e. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel treeWng ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall revtew this drawing In verify that this drawing Is in conformance with the fabricator's plans and to realize a continuing responsibility for such veA- fiation. Any dbempancies are to be put In writing before cutting or fabrication. Plates shall not be i slallcd Over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con. nector plal" shall be looted on both faces of the I.- with -its 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) not parallel to (lie plate length specified. Double cuts on web manbers shall meet at the centroid of the wa:bs 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 Womration 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 A Bracing". 1118-91. Trusses are to be handled with parUcular are during banding and bundling. delivery and installation to avoid damage. Temporary and Permanent bracing for holding trusses in a straight and plumb pos- Ition and for resisting lateral forces shall be designed and Installed by others. Careful hand. Wag Is essential and erection bracing is always requled. Normal precautionary action for trusses requires such temporary bracing during Installation between Istisses to avoid toppling and dominobig. The supervision of erection of tnwes shall be under the control of persons ccperlcnccd 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 electors shall be applied to truss" uu111 after all fastening and bracing is completed. JB: BAYBURY C 4 AC: 10# UPLIFT D.L. TOP a oRDS: 2x4 SP #2 2x6 SP #2 2,3 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 3,5,7,9 2-PLY TRUSS! fasten w/3"X 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 657# Support 2 444# MAX LIVE LOAD DEFLECTION: L/999 L=-0.36" D=-0.3811 T=-0.74" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.14" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.07" RMB = 1.00 U0 T 0_l-1 3-7-4 WO: BBRC4 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. 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= 22.0 ft, I= 1.00, FStp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 40.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC... FORCE ... CSI 1- 2 -6655 0.23 16-15 6102 0.49 2- 3 -6580 0.20 15-14 6070 0.51 3- 4 -9403 0.34 14-13 9567 0.76 4- 5 -10569 0.32 13-12 9567 0.76 5- 6 -10569 0.32 12-11 6070 0.51 6- 7 -9403 0.34 11-10 6103 0.49 7- 8 -6581 0.20 8- 9 -6655 0.23 2-PLYS REQUIRED TI: A5 - QTY:2 -=====------==Joint Locations====tea=====__=_ 1) 0- 0- 0 7) 33- 0- 0 13) 20- 0- 0 2) 4- 0- 4 8) 35-11-12 14) 13- 6-- 0 3) 7- 0- 0 9) 40- 0- 0 15) 7- 0- 0 4) 13- 6- 0 10) 40- 0- 0 16) 0- 0- 0 5) 20- 0- 0 11) 33- 0- 0 6) 26- 6- 0 12) 26- 6- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 0- 0 -46 7- 0- 0 TC Vert L+D -100 7- 0- 0 -100 33- 0- 0 TC Vert L+D -46 33- 0- 0 -46 41- 0•- 0 BC Vert L+D -20 0- 0- 0 -20 7- 0- 0 BC Vert L+D -43 7- 0- 0 -43 33- 0- 0 BC Vert L+D -20 33- 0- 0 -20 40- 0- 0 Concentrated LBS Location BC Vert L+D -429 7- 0- 0 - BC Vert L+D -429 33- 0- 0 --MAX• REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-LOC Type 0- 1-12 2805 106 -657 BOT PIN 39-10- 4 2805 0 -444 BOT H-ROLL 6X12 4X6 auto 5.00 "16 YU-U-u 2805# 3.50" IS 14 13 1-0-0 (li0-I1-9) I I 40-0-0 43-0 EXCEPT AS S11011rN PLATES ARE 120 GA TESTED PER ANSUTPI 1-1995 �Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Afafri.r Analysis 12 VTAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing. portal bracing or similar bracing which is a part of the building design and which must be considered by the budding designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the bu6dbng designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). D' ❑'Fuss Plate Institute. TPI, is located at 583 Onofrlo Drive. Madison. Wiscansfn 53719). JOB PATH: C:ITEE-L0KU0BSU25,VPHIBBRC4 4X6 1.1 1 d 2806# 3.50" -� 1-0-0 4301 (RO-ll-9) scale = 0.1595 Eng• Job: WO: BURN Dwg: Truss ID: A5 Dsgfir: TLY Clik: Date: 6-27-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf I V:06.02.02- 15169- 2 HCS: 06.02.02 DESIGN INFORMATION This design is for an Individual building component and has been based on information provided by the cdenl. The designer disclaims any 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 conectness or accuracy of this Information as It may relate to a spe. edit project and accepts no responsibWty or --ism no control with regard to fabrien- llon. handling, shipment and Installation of trusses. This Iruss has been designed as an individual building component in accordance with ANSifTPI 1-1995 and NDS-97 to be Incorporated as pan of the building design by a Building Designer Impslered architect or professional engineed. When reviewed for approval by the building d-1gncr, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local climatic rccords for wind or snow loads. project speeffZions or special applied loads. Unless shown• truss has not been designed for storage or occupancy lands. The design assumes compression chords Itop or bottom) are contlnu- oruly 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 19-0" o.c. Connector plates shad be manufactured from 20 gauge hat dfpped g.Ianized 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 fabricator's plans and to reallzc a net responsibility for such vert- flcation. Any discrepancies are 10 be put in writing before cutting or fabrication. Plaits shall not be installed wcr knotholes. knots or distorted grain. Members shall be cut for tight Oiling wood to wood bearing. Con- nealor plates slmd be located on both fain of the truss with nabs fully Imbedded and shall be s5tn. about the Joint unless otherwise shown. A 5x4 plate is 5- wide x 4' long. A 6.x8 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 cenlrold 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 the retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TM 1-1995 PRECAUTIONARY NOTES Ali 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, ded-y and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Itlon and for resisting lateral forces shad be designed and Installed by others. Careful hand - Ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during ttislallalion between muses to avoid toppling and dominoing. The supenision of erection of trusses shad be under the control of persons experienced In the Installation of trusses. Professional advice shad 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 shad be applied to trusses until after all fastening and bracing I, completed. JB: BAYBURY C 4 AC: 1 Obi UPLIFT D.L. TOP CHORDS: 2x6 SP #2 2x4 SP #2 1,5 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,7 Wind Case- ASCE 7-98, C&C, V= 125mph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl L= 40.0 ft W= 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.40" D=-0.42" T=-0.82" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.14" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.07" RMB = 1.00 T 0-4-1 3-7-4 WO: BBRC4 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. 2-PLY TRUSS, fasten w/3"X 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 657# Support 2 444# ..TC...FORCE ... CSI 1- 2 -7210 0.40 2- 3 -11202 0.69 3- 4 -11826 0.55 4- 5 -9980 0.36 5- 6 -5610 0.40 2-PLYS REQUllZED ..BC ... FORCE ... CSI 13-12 6610 0.52 12-11 6659 0.61 11-10 11375 0.87 10- 9 10197 0.79 9- 8 5142 0.45 8- 7 5126 0.44 TI: A6 9TY:2 =a==--- -- ====Joint Locations=====--===-==== 1) 0 0- 0 6) 40- 0- 0 11) 15- 8- 0 2) 7- 0- 0 7) 40- 0- 0 12) 7- 1:12 3) 15- 8- 0 8) 32-10- 4 13) 0- 0- 0 4) 24- 4- 0 9) 24- 4- 0 5) 33- 0- 0 10) 19-11- 4 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 0- 0 -46 7- 0- 0 TC Vert L+D -100 7- 0- 0 -100 19-11- 4 TC Vert L+D -46 19-11- 4 -46 41- 0- 0 BC Vert L+D -20 0- 0- 0 -20 7- 0= 0 BC Vert L+D -43 7- 0- 0 -43 19-11- 4 BC Vert L+D -20 19-11- 4 -20 40- 0- 0 Concentrated LBS Location BC Vert L+D -429 7- 0- 0 BC Vert L+D -1254 19-11- 4 - ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 3010 106 -657 BOT PIN 39-10- 4 2400 0 -444 BOT H-ROLL -0 5.00 , 6' Q 6X12 xx In ".,.,. 13 12 ll 10 3010# 3.50" 1-0-0 (RO-11-9) I 40 0-0 EXCEPT AS SHOWN PLATES ARE 'L20 GA TESTED PER ANS1/TP1 1-19 51254# [Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Afafsir Annlvsis YVAKIV114lt: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 8mcng 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 roust be considered by the budding designer. Bracing shown is for lateral support of truss members only to reduce buckling length. P-isions must be made to anchor lateral bmctng at ends and specified locations determined by Ute building designer. Additional bracing of the wend structure may be required. (See IIIB-91 of TPll. (muss Plate Institute, TPI, is located at 593 D'Onofrio Drive. Madison. Wisconsin 53719). JOB PATH: C:ITEE-L0KU0B51125A1P111BBRC4 240t# 3.50" (RO-11-9) scale = 0.1595 Eq. Job: O: BBR 4 D1vg: Truss ID: A6 Dsgnr: TLY Chk: Date: 6-27-02 TC Live 16.0 psf DurFac - Lbr. 1.25 TC Dead 7.0 psf DurFac - PIt: 1.25 BC Live BC Dead 1'U'I'A1., 0.0 psf 10.0 psf 33.0 psf O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA V:06.02.02- 15170- 2 11C:S: 06.02.02 JB: BAYBURY C 4 AC: 10# UPLIFT D.I. DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclaims any ,esponslbWty for damages as a result of faulty or Incorrect inform.U... speclllcatlons and/or designs furnished to the truss designer by the client and the correctness or accuracy of Ihls W., ,at as It may relal. to a spe- edic project and accepts no respomlbWly or exercises no control with regard to fabrica- tion. handling, shipment and inslatlaUon of trusses. This truss has been designed as an Individual budding component in accordance with ANSI/TPI 1-1995 and NOS-97 to be Incorporated as part or the building design by a Budding Designer (registered architect or professional engmeerl. When reviewed for approval by the budding designer; the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. 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- usly braced by sheathing unless other-,. specified. Where bottom chords in tension are not July hmeed laterally by a properly applied rigid celW,g. they should be braced at a maximum spacing of 10*.T o.c Connector plates shad be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Cmde 40. unless otherwise shave. FABRICATION NOTES Prior to fabrication, tin fabricator shad ,Mew this drawu,g to verily that this drawing Is In conformance with the fabricators plans and to realize a continuing responsibility for such verl- fieation. Any discrepancies are to be put In writing before cutting or fabrication. PWIes shad not be installed over knolholes. knots or dtstorted gram. Members shad be cut for light filling wood to wood bearing. Con- nector plates shall be located on both faces of the truss with naiW fuly imbedded and shad be sym. about the Joint unless otherwise shown. A Sx4 plate is 5- wide x 4- long. A 6x8 plate Is 6- widc 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 dens are minbnum sizes teased on the forces shown and may need to be increased for certain hand- ling and/or erection stressea. This truss is not to be fabricated with The retardant treated lumber unless otherwise shown. For additional Wortna M1llon on Quality Control refer to 1*1TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -Handling ImlaWng @ Bmemg'. 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 pm- Itlon and for resisting lateral forces shad be designed and installed by others. Careful hand- ling is essential and erection braemg Is a Way. required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervblan of erection of trusses shad be under the control of persons experienced In the Installation of trusses. Prafesslonal 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. 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= 125>r>ph, H- 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 20.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/748 at JOINT # 9 L=-0.31" D=-0.32" T=-0.63" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.33" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.16" RMB = 1.00 3-7-4 0-4-1 WO: BBRC4 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Design based on 1-ply laminated Bot chord. End verticals designed for axial loads only. End verticals that are extended above/below PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 319# Support 2 161# ..TC...FORCE ... CSI ..BC...FORCE ... CSI 1- 2 -5452 0.70 10- 9 5109 0.91 2- 3 -5560 0.66 9- 8 5378 0.90 3- 4 -5403 0.85 8- 7 5108 0.91 4- 5 -5584 0.70 5- 6 -5453 0.72 6X12 6XR TI: B QTY:1 -=============Joint Locations=========__==_= 1) 0- 0- 0 5) 15- 6-15 9) 7- 1- 8 2) 4- 5- 1 6) 20- 0- 0 10) 0- 0--0 3) 7- 0- 0 7) 20- 0- 0 4) 13- 0- 0 8) 12-10- 8 ------------ TOTAL DESIGN 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 13- 0- 0 TC Vert L+D -46 13- 0- 0 -46 21- 0- 0 BC Vert L+D -20 0- 0- 0 -20 7- 0- 0 BC Vert L+D -43 7- 0- 0 -43 13- 0-.0 BC Vert L+D -20 13- 0- 0 -20 20- 0- 0 Concentrated LBS Location BC Vert L+D -429 7- 0- 0 BC Vert L+D -429 13- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION- -- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1368 106 -319 BOT PIN 19-10- 4 1368 0 -161 BOT H-ROLL 0 T -JI 2.50 0-3-8 li 6-10-0 5-9-0 640-0 1 1 1369# 3.50" 7 1-0-0 1368# 3.50" (R041-9) I r j 20-0-0 1-0-0 EXCEPT AS SHOWN PLATES ARE 1120 GA TESTED PER ANSI/TPI 1-1995 430# (RO-11-11-9) scale = 0.3045 WARMING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: BBRCr- Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Divg: Truss ID: B CONTRACTOR. Usgllr: T1.Y Cltk: Date: 6-27-02 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psr DurFac - Lbr: 1.25 SAN FORD, FL. 32771 Bracing shown on this drawing Is not ercelmn bracing, wind bracing, portal bracing or sindlar bracing which Is a part of the budding design and which must be TC Dead 7.0 psr DurFae - PIt: 1.25 (407) 321-0064 Fax (407) 321-3913 considered by the building designer. Bracing shown Is for lateral support of truss mcuibers only to reduce buckling length. I-r-Isions must be BC Live 0.0 psf O.C. Spacing: 24.0" TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bmeD ing of the overall structure may be required. (See HIB-91 of TPII. 13C Dead 10.0 psf Design n Criteria: TPI LICENSE #0050068 Rmss Plate Institute. TPI. Is located at 563 O'Onofrio Drive, Madison. Wisconsin 53719). Code Desc. FLA 1890 GREENBROOR C .0VIE-.FL32] TOTA L 33.0 psf V:06.02.02- 15171- 2 Design: Matrix Analysis JOR PATH: C.ITF£-L0AU08S1125.1fP1118RRC4 HCS: 0.6.03.02 DESIGN INFORMATION This design is for an Individual building component and has been based on information Provided by the client. The designer disclaims any resporuibWty for damages as a result of faulty or Incorrect Information. specifications and/or designs furnished to the truss designer by the client and the coreclness or accuracy of this Information as It may relate to a spe. cine project and accepts no responsibWly or exercises no control with regard to labrica- l1on, handling, shipment and installation of trusses. This truss has been designed as an individual budding component In accordance with ANSI/TPI 1.1995 and NDS-97 to be Incorporated as pan of the building design by a Bundh,g Designer (registered architect or professional engincerl. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that (lie data shown are in agreement with the local building codes. local cltmatic records for wind or snow loads. proJect specifications or special applied loods. Unless shown, truss has not been designed for storage or occupancy loads. The design assume compression chords pop or botloml are continu. ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceWng, they should be braced at a maximum spacing of 10'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped gahmnized steel mceUng ASTM A 653. Gradc 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing msponsWWly for such veri- flcallon. Any diserepanclea are to be put in writing before cutting or fabrication. Plates shall not be installed over iumotholes. knots or distorted gram. Members shall be cut for light fiWng wood to wood bearing. Con. nector plates shall be located on both laces of the truss with nails fully imbedded and shall be syrn. 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 -ntrofd of the webs unless otherwise shown. Connector plate sues are minlmuln sizes based on the forces shown and may need to be increased for -rtafn hand- ling and/or erection stresses. This I-" Is not to be fabricated with the relerlant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -Handling Installing & Bracing', HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and instanaUon to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- IMn and for resisting lateral forces shall be designed and Installed by others. Careful hand. Ling is essential and erection bracing Is always required. Nuuna[ precautionary aeuon for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dautlinoing. The supervision of erection of trusses shall be under the control of persons e�perlenced in thenstallaton of truss tes. Profaslona] advice shall be sought If needed. Concentration of conslrueton Inds greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the electors shall be applied to trusses until after all fastening and bracing Is completed. JB: BAYBURY C 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 274# Support 2 ill# MAX LIVE LOAD DEFLECTION: L/999 L=-0.13" D--0.13" Te-0.26" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.16" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.08" RMB = 1.15 4-5-4 0-4-1 WO: BBRC4 WE: MULTIPLE LOADS -- This design is the composite result Of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H. 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bid Type= Encl L. 40.0 ft W= 20.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI 1- 2 -2229 0.22 2- 3 -1791 0.17 3- 4 -1645 0.08 4- 5 -1791 0.17 5- 6 -2229 0.22 .13C...FORCE ... CSI 10- 9 2085 0.57 9- 8 1645 0.33 8- 7 2085 0.57 TI: B 1 9TY:1 ===== -===Joint Locations=========_ === 1) 0- 0- 0 5) 14-11-13 9) 9- 1- 8 2) 5- 0- 3 6) 20- 0- 0 10) 0- 0--() 3) 9- 0- 0 7) 20- 0- 0 4) 11- 0- 0 8) 10-10- 8 -MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-LOC Type 0- 1-12 706 136 -274 BOT PIN 19-10- 4 706 0 -111 BOT H-ROLL 5.00 0 4X6 4X6 2.50 I 0-3L-2.50 706# 3.50" y 1-0-0 L� (RO-1( 20-0-0 EXCEPT AS S1101NrN PLATES ARE '1'L20 GA TESTED PER ANSVIT'l 1-1995 WAKNING: READ ALL NOTES ON THIS SHEET. (!M!aronda Systems j A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING I CONTRACTOR. 4005 MARONDA WAY BRACING WARNING: SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 Bracing shown on this drawing is not election bracing, wind bracing, portal bracing or shnnnr bracing which Is a part of the building design and which must be considered by the budding designer. Bracing shown is for lateral support of truss TOMAS PONCE P.E. members only to reduce buckling length. Pru lsions must he Adantavalneracing`of the bracingat strr may be required�r(See dof TPi� a banding designer. LICENSE #0050068 1890 CREENBROOK CI'.OVIEDOYL32764l ucture HID 9h1 ri'mas Plate Irutlute. M. Is located at 583 D'Onafrio Drive. Madison. Wisconsin 53719). Design: Afaffir Artdlyris JOB P.M: QITf£-L0K1J08S1125AlP/fIB8RC4 Eng. Job: Dwg: Dsgnr: TLY ICU: TC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 1o.0 psf TOTAL 33.0 usf 1 7 706N 3.50" 0-0 (Rai 1-9) scale = 0.3045 Truss ID: B1 Date: 6-27-02 DurFac - pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 06.02.02 DESIGN INFORMATION This design Is for an individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information. specifications and/or designs fmnLshed to the truss designer by the client and the correctness or accuracy of this lnformailon as It may relate to a spe- einc project and accepts no responsiblhly or ercisea no control with regard to fabner- tlon. handling, shipment and Installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as 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 tie In agreement wlLh the local building codes. local climatic records for wind or snmv loads. Project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu. ously braced by sheathing unless otherwise specified. where bottom chords In tension are not fully braced laterally by a property applied rigid ceiling, they "should be braced at n mmimum spacing of 10'-0' o.e. Connector Plates shag be manufactured from 20 gauge hot dipped gaham ed -feel meeting ASTM A 653. Crade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator slall review this drawing to rer1fy that this drawing is in conformance with the fabricalor's plans and to realize a continuing rmponslbWty for such veri- fication. Any diserepancles are to Ire put in writing Wore cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shaft be cut for tight fitting wood to wood hearing. Con. nector plat" shaft be located on both faces of the truss with naffs fully Imbedded and shall be sym. about Ue Joint unless otherwise shown. A 5x4 plate Is 5- wide a 4' long. A 6x8 plate is 6- wide x 8- long. Slots (holes) run parallel to the plate length speedled. Double cuts on web members shall meet at the ""mid of the webs unless otherwise shown. Connector plate sues are mmbnum sues lased on the forces shown and may need to be Increased for certain hand- ling and/or a Uorr stresses. This truss is not to be fabricated with lie retardant treated lumber unless otherwve 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'. IIIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding tnussea 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 ohvays required. Normal puecauuonary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and domhnoing. The supervision of erection of trusses slab be under the control of persons experienced in the Installation of (russes. Professional advice shaft be sought If needed. ConcenInUon of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the %weight of [lie erectons shall be applied to trusses unit] after oft fastening and bracing is completed. JB- BAYBURY C 4 AC: 10# UPLIFT D.I. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 359# Support 2 359# MAX LIVE LOAD DEFLECTION: L/999 L=-0.13" D=-0.13" T=-0.26" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.16" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.08" RMB = 1.15 TI: B2 QTY'2 ==- ==========Joint Locations============_== 1) 0- 0- 0 4) 14- 5-13 7) 10- 0- 0 2) 5- 6- 3 5) 20- 0- 0 8) 0- 0= 0 3) 10- 0- 0 6) 20- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert 1loriz Uplift Y-LOc Type 0- 1-12 705 0 -359 BOT PIN 19-10- 4 705 0 -359 BOT H-ROLL WO: BBRC4 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are asstmted to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, CSC, V= 125fitph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 20.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req .TC... FORCE ... CSI 1- 2 -2194 0.28 2- 3 -1685 0.18 3- 4 -1685 0.18 4- 5 -2194 0.28 ..BC ... FORCE ... CSI 8- 7 2053 0.59 7- 6 2053 0.59 5.00 4X6 1 0-3-8 2.50 1 -2.50 �. noes 706# 3.50" 100 (RO-11-9) I ( 20-0-0 EXCEPT AS SHOWN PI,A'TI?S 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 Design: Almrir AMl,ni, YYMKNINV: 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 but]dmg designer. Bmcing shown is for lateral support of tress members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified 1c tlons detemilned by the building designer. Additional bracing of the overall structure may be required. (See HIB-9i of Tell. (Truss Plate Institute. TPI, is located at 583 D'Onofrlo Drive, Madison. Wisconsin 53719). Eng. Job: Dwg: Dsgnr: TLY Chk: 1'C Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC !lead 10.0 psf '1'0'1'AL 33.0 ref 161 706# 3.50" (RO-it.-9) scale = 0.3045 Truss ID: B2 Date: 6-27-02 Durfac - Lbr: 1.25 DurFac - pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA JOB PATH: C.'IT££-L0KU0BS1125A1P111BBRC4 11CS: 06.02.02 DESIGN INFORMATION This design is for an Individual building component and has been based on bdormauon prrnlded by the client. The designer disclaims any responslbWly for damages as a result of faulty at Incorrect Information. specifications and/or designs furnished to the I.— designer by the client and the correctness or accuracy Of this infonmuon as It may relate to a spe- cific project and accepts no reaponsibility, or exercises no control with regard to fabnca- llon. handling. shipment and Installation of trusses. This truss has been designed as an indhidual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the budding design by a Building Designer (registered architect or professional engfneed. When reviewed for approval by Ule budding designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the local budding codes. local cltmatic tecords for wind or snow loads. project speciflmllons or special applied loads. Unless shown. truss has not been designed for storage or occupancy bads. The design assumes, compression chords Ilop or bottom) arc continu- ously bmced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid eedirtg. they should be braced at a maximum spacing of I o'-0- o c. Connector plats shad be manufactured from 20 gauge hot dipped gahanlzed steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabnatlon. the fabricator shad review this drawing to verify that this drawing Is In conformance with the fabn©tor's plans and to eallze a continuing responsibility for such cen- ficotlon. Any discrepancies are to be put In writing before culling or fabrication. Plates shad not be Installed over knotholes. knots or distorted grain. Members shall be cut for light fitting wood to wood bearing. Can. n-I., plates shall be located on both faces of the truss with nalb fully anbedded and shad be sym. about the Joint unless otherwise shown. A 5x4 plate b 5' lade x 4' long. A 6x8 plate is G wide x 8' long. Slits (holes) run parallel to the plate length specified. Double cuts on web members shad meet at the centrold of the webs unless otherwise shorn. Connector plate sizes are mfnlmum sir= based on the fore= shown and may need to be Increased for certain hand. Iing and/or erection slr cs. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. Far additional Informalbn on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with -Handling Inataliing h Bracing% I{IB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to .,old damage. Temporary and permanent bracing for holding trusses In a straight and plumb poa. Ition and for resisting lateral Inrces shall be designed and Installed by others. Careful hand. ling is essential and erection bracing is always required. Normal Prenuvonary acuon for tress= requires such temporary bracing during Installation between trusses to avoid toppling and dominotng. The supervlslon of erection of ttnsses shall be under the control of persons experienced in the Instalation of tnrsss. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shad not be applied to trues at any time. No loads nther titan the weight of the erectors shall be applied to trusses ul after all fastening and bracing is completntied. JB: BAYBURY C 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP 92 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support-) 262# Support 2 359# MAX LIVE LOAD DEFLECTION: L/999 La-0.13" D=-0.13" T=-0.26" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.16" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.08" RMB = 1.15 �5 00 2.50 0-3-8 I Fl— 659# 2.50" WO: BBRC4 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 20.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC...FORCE ... CSI 1- 2 -2212 0.29 2- 3 -1693 0.18 3- 4 -1692 0.18 4- 5 -2201 0.28 4X6 ..BC ... FORCE ... CSI 8- 7 2072 0.60 7- 6 2060 0.59 1- 20-0-0 EXCEPT AS S1101VN 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 CREENBROOK Cr.OInEDOYI-327W Deign: Almrir Anahrir YYAKNINb: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shoe on this drawing is not election bracing. wind bracing. portal brachig or slntdar bracing which Is a pan of the budding design and which must be considered by the building designer. Brachag shown is for lateral support of truss members only to reduce buckling length. Provisions must be matte to anchor lateral bracing at ends and speclfled locations determined by the budding designer. Additional bracing of the overall structure may be required. ISee 11IB-91 of TPd. rrmss Plate Institute. TPI. 15 located at 583 D'Onofrlo Drive. Madison, Wiscoruha 53719)• TI: 63 QTY' 1 __Joint Locations========____=== 1) 0- 0- 0 4) 14- 5-13 7) 10- 0- 0 2) 5- 6- 3 5) 20- 0- 0 8) 0- 0-'0 3) 10- 0- 0 6) 20- 0- 0 --MAX. REACTIONS PER BEARING LOCATION----- X-I,oc Vert Horiz Uplift Y-L:rOC Type 0- 1- 4 658 0 -262 BOT PIN 19-10- 4 707 0 -359 BOT H-ROLL .50 Eng. Job: Dtvg: 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 1 6 707# 3.50" 00 (RO-11-9) scale = 0.3190 Truss ID: B3 Date: 6-27-02 DurFac - Lbr: 1.25 DurFac - Plt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA JOB PATH.- C:ITEE-LOA'V08J1125AfPHIBBRC4 11CS: 06.02.02 DESIGN INFORMATION This design Is for an Indh1dual budding component and has been lased 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 If this Information as It may relate to a spe• edit project and accepts no responsibility or e cmbes no control with regard to fabrica• 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 par of the building destgn 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 budding tales, local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, Iruss has not been designed for storage or occupancy loads. The design assumes compression chords Bop or bottom) are continu• ously braced by sheathing unless otherwise spectiled. Where bottom chords hi tension are not fully braced laterally by a properly appUed rigid ceding, they should be braced at a maximum spacing of 10'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped gahanlzed steel mccUng ASfM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabrtcalor 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 vcn- BcaUon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shad not be Installed over knot -holm. knots or distorted grain. Members shad be cut for tight fitting wood to wood bearing. Con- ncotor plates shall be located on both faces of the truss with nalls fully Imbedded and shad be sym. about the joint unless otherwise shown. A 5x4 plate b 5- wide x 4' long. A fxc8 plate is 8- 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 the—. shown. Connector plate sues are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to . ANSI/TPI I-1995 PRECAUTIONARY NOTES AU bracing and erection recommendations are to be followed In accordance with'Handling InsuWng & Bracing'. 1118-91. Trusses are to be handled with particular care during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pas. 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 far trusses requires such temporary bracing during installation between trusses to avoid toppiing and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the installation of misses. Professfonal advtee ahaU be nought If needed. Concentration of construction loads greater than lire design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors stall Ie applied to trusses until after all fastening and bracing is completed. JB: BAYBURY C 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP 92 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 262# Support 2 359# MAX LIVE LOAD DEFLECTION: L/999 L=-0.13" D=-0.13" T=-0.261' MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.1611 MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.08" RMB = 1.15 �- 4-10-4 0-4-1 2.J0 1 0-3� 659# 2.50" WO: BBRC4 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 20.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC...FORCE...CSI ..BC...FORCE ... CSI 1- 2 -2212 0.29 8- 7 2072 0.60 2- 3 -1693 0.18 7- 6 2060 0.59 3- 4 -1692 0.18 4- 5 -2201 0.28 4X6 COSMETIC PSI ATES (16) 2X4 20-0-0 EXCEPT AS S1IO%VN 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 CT.0%IEDOXE-327ma Design: Almrir Arrelytit 14-0-8 IIY/HKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing b not erection bracing, wind bracing, portal bracing or similar bracing which I% a pan of the budding design and which must be considered by the budding designer. Bracing shmvn Is for Lateral support of truss members only to reduce buckling length. Pnnislons 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. ISce 11IB-91 of TPI(. n'uss Pate institute. TPI. is located at 583 D'Onoblo Drive, Madison, Wisconsin 537191. TI: B4 QTY:2 == -==:=Joint Locations======-======== 1) 0- 0- 0 4) 14- 5-13 7) 10- 0- 0 2) 5- 6- 3 5) 20- 0- 0 8) 0- 0-'0 3) 10- 0- 0 6) 20- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1- 4 658 0 -262 BOT PIN 19-10- 4 707 0 -359 BoT H-ROLL Q Eng. Job: Dwg: Dsgilr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf 13C Dead 10.0 psf TOTAL 33.0 nsr --461 707# 3.50" (RO-11-9) scale = 0.3190 Truss ID: B4 Date: 6-27-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA JOB PATH: C:ITEF-L0KU0BS112SMP111BBRC4 HCS: 06.02.02 DESIGN INFORMATION This design Is for an Indivdual 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 deslyms furnished to the Iruss designer by the client and the correctness or accuracy Of this Wormauon as It may relate to a spe- cinc project and accepts no responsibility or exercises no control with regard to fabrten- llon, handling, shipment and Installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1.1995 and NDS-97 to be Incorporated as pan of the building design by a Building Designer Iregtstered architect or professional engln-rl. when revImed for approval by the butldng designer, the design loadings shown must be checked to be sure that the data shown re In agreement with the local building codes. local climatic records for wind or snow Inds. project specmcatlors or special applied roads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compresslon chords flop or bottom) are continu- ously braced by sheathing unless otherwise specified. where boltorn 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.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 Ihat this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- f ention. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Can- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate Is 5- wide x 4- long. A 6x8 plate is IT wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cub on web members shall meet at the cunrold of the webs unless otherwise shown. Connector plate sties are minimum sues based on the forces shown and may need to be Increased for certain hand- Bng and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For addlU ..I information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection rccommendatlons are to be followed in accordance with'Handling Installing A Bracing'. H18-91. Trusses are to be handled with particular care during banding and bundling• delivery and Installation to avoid damage. Tenlpony n and permanent bracing for holding trusses in a straight and plumb pm- 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 dombioing. The supervision of erection of trusses shall be under the central of persons esperlenced 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. JB: BAYBURY C 4 AC: 10#f UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 591# Support 2 32711 PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 231# MAX LIVE LOAD DEFLECTION: L/999 L=-0.03" D= 0.00" T=-0.03" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" RMB = 1.00 3-7-6 0-3-13 15 209# 4.95" WO: BBRC4 WE: MULTIPLE LOADS -- This design is the Composite result of Multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 1251nph, H= 22.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 9.9 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering slid/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 756 0.56 5- 4 -878 0.43 2- 3 -46 0.39 3.54 L 1-5-0 (R1 4-I1) 9-10-13 EXCEP-r AS SIIO%NrN PLATES ARE TL20 GA TESTED PER ANSITITI 1-1995 fmaronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Afmrit Analysis YYAKNIN(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 of similar bracing which Is a part of the building design and which must be considered by the budding designer. Bracing shown Is for lateral support of suss members only to reduce buckling length. Plotislons must be made to anchor lateral bracing at ends and specified locations detemrined by the budding designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). frnnss Plate Institute. TPI, is located at 583 D'Onofno Drive. Madison. Wisconsin 537191. TI: H QTY.3 =_ =======Joint Locations=====___======= 1) 0- 0- 0 3) 9-10-13 5) 0- 0- 0 2) 5- 5- 0 4) 9-10-13 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D 0 0- 0- 0 -88 9-10-13- BC Vert L+D 0 0- 0- 0 -38 9-10-13 ---- MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 2- 8 208 231 -591 BOT PIN 9- 9- 0 423 0 -327 BOT H-ROLL Eng. Job: Dwg: Dsglir: 7'LY Cllk: TC Live 16.0 psf TC Deaf) 7.0 psf BC Live 0,0 psf BC Dead 10.0 psf '1'01'AL 33.0 usf 3-2-13 JA4 —44 423# 2.50" scale = 0.5812 Truss ID: H Date: 6-27-02 DurFac - Lbr: 1.25 DurFac - pit: 1.25 O.C. Spacing: 24.01, Design Criteria: TPI Code Desc: FLA JOB PATH: C.'IT££-LOKUOBS1125,tipHI88RC4 HCS: 06.02.02 DESIGN INFORMATION This design Is for an individual building component and has been based on tnformallon provided by the client. The designer disclaims any mspo Itdllty for damages as a result of faulty or Incorrect information. speelfle2Hans and/or designs fumbhed la the truss designer by the client and the correctness or accuracy of this infomation as It may relate to a spe- cific project and accepts no responsibility or relses no control with regard to fabda- tion, handling, shipment and Installation of trusses. This truss has been designed as an Individual building component fit accordance with ANS1 I/TPI -1995 and NDS-97 to be incorporated as fart of the budding design by a Building Deslgnen (registered architect or professional engtneerl. when reviewed for approval by the building deslgner, the design loadings shown, must be checked to be sure Ulal the data shown are In agreement with the local building codes, local cUntatic 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- usly braced by sheathing unity otherwise specified. Where bottom chords in tension art not fully braced literally by a property applied rigid ceWng, they should be braced at a maximum spacing of 10'-0- o.e Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless aUmerwlse 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 reahu a continuing nesponslbtlity for such veri- fication. Any discrepancies are to be put In writing before culling or fabrication. Plates shall not be Installed over knotholes, knots or distorted gmin. Members shallbe cut for light fitting wnod to wood bearing. Can- nector plates shall be located on both lam of the truss with rugs 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 speclfled. Double cuts on web members shall meet at the eentrold of the webs unless otherwise sham. Connector plate size are minm,mn sizes based an the I.-- shown and may need to be Increased for certain hand- ling and/or erection stresses. ThLs truss b not to be fabricated with fire retardant treated hunber unless otherwise shown. For additional information on Quality Control refer to ANSI/7P1 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 trutallatimn to avoid dannage. Temporary and permanent bracing for holding trusses In a stralghl and plumb pos. Ilion and for twisting 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 ILitlllail011 between trusses to avold lopplIng and domino"rg. The supervision of erection of tresses shall be under the control of persons experienced lit the Installation of t-"_. Pmfesstenal advice shall be sought If needed. Concenlratlon of construction loads greater than the design loads shall not be applied to )roues at any time. No loads other than the weight of the erectors shall be applied to I— wild after all fastening and bracing Is completed. JB: BAYBURY C 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2.4 SP #1 D WEBS: 2x4 SP #3 BEAR. BLK: 2x6 SP #2 Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 596# Support 2 306# PROVIDE HORIZONTAL CONNECTION PER SCHIDULE Support 1 225# MAX LIVE LOAD DEFLECTION: L/999 L=-0.08" D= 0.00" T=-0.08" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.03n RMB = 1.00 3-7-6 0-31x-13 —L I $ I /r— 201# 4.95" WO: BBRC4 WE: Analysis based on Simplified Analog Model. MULTIPLELOADS -- This design is the composite result of multiple loads. AllCOMPRESSION Chords are assumed to be continuously braced restless noted otherwise. Wind Case- ASCE 7-98, C&C, V- 125mph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L. 40.0 ft W= 9.4 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Inpact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI 1- 2 1512 0.78 2- 3 -136 0.36 ..BC...FORCE ... CSI 5- 4 -1601 0.88 F 3.54 1.77 1 1-5-0 (R1-4-11oil. 9-4-8 EXCEPT AS SHOWN PLATES ARE TL20 GA 'TESTED PER ANSI/TPI 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1690 GREENBROOK CT.0VIED0.FL37768 Design: Mmtir Analysis TI: H 1 QTY:2 ========== ===Joint Locations====___==__ _== 1) 0- 0 0 3) 9- 4- 8 5) 0- 0- 0 2) 5- 5- 2 4) 9- 4- 8 ------------ TOTAL DESIGN LOADS -------- Uniform PLF From PLF To TIC Vert L+D 0 0- 0- 0 -83 9- 4- 8. BC Vert L+D 0 0- 0- 0 -36 9- 4- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 9- 9- 4 352 0 -306 TOP H-ROLL 0- 2- 8 200 225 -596 BOT PIN 0-1-3 i T 1-3-14 1 f352# 1.50" 064 I i (RO-5-8) scale = 0.5813 WRKIN1114ti: READ ALL NOTES ON THIS SHEET. Elig. Job: WO: ggR A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dvvg: Truss ID: H 1 CONTRACTOR. Dsgnr: TLY Cltk: Date: 6-27-02 BRACING WARNING: TC Live 16.0 psi DurFac - Lbr: 1.25 Bracing shown on this dmwtng is not erection bracing, wind bracing, portal bracing or slm8ar blaring which Is a part of the building design and which be TIC Dead 7.0 psf DurFae - Pit: 1.25 must considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Peel-Wons must be made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Live 0.0 psf O.C. Spacing: 24.0" Additional bracing of the overall structure may be required. (See HIB-91 ofTPI). frmss BC Dead 10.0 psf Design Criteria: TPI Plate Institute. I'M. is located at 583 D'Onohio Drive, Madison. Wiscmnsin 53719). Code Dese: FLA 1'01'AL 33.0 psf I V:06.02.02- 15220- 6 JOB PA7/1' C.ITEE•L0KV0BSV25AfPlllR8RC4 ucS: 06.02.02 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provlded 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. e01c project and accepts no responsibility or --raises no control wllh regard to fabri-- tlon, handling, shipment and Installation of truces. This truss has been designed as an individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as tan 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 arc In agreement with the local building codes, local climatic records for wind or an— loads. pmjeet specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy Inds. The design assumes compression chords (top or bottom) are eontinu- cusly braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a propetly applied rigid ceiling. they should be braced at a mactmum spacing of 10'-(r o.e Connector Plates shall be manufactured from 20 gauge hot dipped ga vanimil steel meeting ASTs1 A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall -vim this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such veA• flcauon. Any discrepancies are to be put in writing before cutting or fabrication. Pisles shall not he installed over knotholes. knots or distorted grain. Members shall be cut for tight filling wood to wood bearing. Can. 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 5s4 plate is 5' wide s 4- long. A 6.8 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 -ntrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the fort- shown and may need to be Increased for ccrain hand. ling and/or erection stresses. This truss is not tube fabrl=ted with fire retardant treated lnber unless otherwise shown. Per sddiLlonal 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 bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding truss- in a straight and plumb pm - Ilion and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always requited. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supenislon of erection of tnua- shall lb under the control of persons experienced in the Installation of trusses. Professional advice shall be sought If needed. Concentration of com1mcUon loads greater than the design loads shall not be applied to trusses at any time. No loads other than the wclgtht of the erectors shall be applied to truss- until after all fastening and bneing Is mmpleled. JB: BAYBURY C 4 AC: 10 -UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x8 SP #1 D WEBS: 2x4 SP #3 This 1-PLY truss designed to carry 20' 0" span framed to BC one face 2' 0" span split -framed to opposite face PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 209# Support 2 2909 MAX LIVE LOAD DEFLECTION: L/999 L=-0.08" D=-0.08" T=-0.16" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.09" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.04" RMB - 1.00 3-3-1 0-4-1 17540-11 1254# 3.50" WO: BBRC4 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 7.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 =79 0.58 4- 3 0 0.77 r' 7-0-0 EXCEPT AS SliOWN PLATES ARE TL20 CA TESTED PER ANSI/'CPI 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 CT.OVIEM.FL32766 Dejign: Metric Aeajejif YYHKNINIJ: 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 nut erection bracing, wind bracing, ponal 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 buss members only to reduce buckling length. Pro islons 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 requited. (See H(B-91 of TPI). frruss Plate Institute. TPI. is located at 583 D'Onofriu Drive. stadison. Wisconsin 53719) JOB PATH: C:ITEE-L0K1J0851I25AfP11IBBRC4 TI: I QTY:1 =_ ====Joint Locations======__=====_= 1) 0- 0- 0 3) 7- 0- 0 2) 7- 0- 0 4) 0- 0- 0 ------------ TOTAL DESIGN LOADS Uniform PLF From PLF To TC Vert L+D -46 0- 0- 0 -46 7- 0- 0' BC Vert L+D -312 0- 0- 0 -312 7- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1253 169 -209 BOT PIN 6-10- 4 1253 0 -290 BOT H-ROLL 3-3-1 3X6 1254# 3.50" Eng. Job: Dlvg: 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 usf scale = 0.6451 Truss ID: I Date: 6-27-02 DurFac - Lbr: 1.25 Durfac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA frrc• rat n, rn DESIGN INFORMATION This design Is for an Individual! building component and has been based on Information provided by the client. The designer dlscialms any responsibility for damages as a result of faulty or Incorrect information. specifications and/or designs fumis u,d to the truss destgner by the client and the correctness or accuracy of this Information as h may relate to a spe- chdc project and accepts no responsibility or exemises no control with regard to fabrica- tion. handling, shipment and installation of misses. This truss has been designed as an individual 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 .,chit-t or professional engineer). %Vhcn reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown ale in agreement with the local building codes, local climatic records for wind or now loads, project specifications or speclal applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are callUnu- ousty braced by sheathing unless othervlse specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceding, they should be braced at a maximum spacing of 10'-O- o.c. Connector plates shall be manufactured from 20 gauge hot dipped gahani-d steel meeting ASTM A 653. Crade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's plans and to reahze a continuing responsibility for such -a- fl=tlon. Any discrepancies are to be put in willing Wore cutting or fabrication. Plain shall not be installed over knotholes. knots or distorted gram. Members shah be cut for tight fitting wood to wood bearbig. Con- nector plates shag be located on both faces of the truss with nads fully Imbedded and shall be sym. about the Joint unless otherwise shown. A Sx4 plate B 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 an web members shag meet at the centro(d of the webs unless otherwise shown. Connector plate sizes re m(Nmum siz es based on the fortes sham and may need to be Increased for certain hand. Wig and/or erectlon stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shaven. For additional Information on Qua lily Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with'Handling Instahing & Bracing', HI8-91. Trusses are to be handled with particular cam during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pm. Ilion and for resisting lateral force shall be designed and installed by others. Cafefid hand- ling Is essential and erection bracing b always requbcd. Normal precautionary action for tnis im requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supen1sion of erection of trusses shall be under the control of persons experienced In the lrislallation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shah not be applied to trusses at ally time. No loads other than the weight of the erectors shall be applied to lmsses until after all fastening and bracing Is completed. JB: BAYBURY C 4 AC: 10# UPLIFT U.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl L= 40.0 ft W= 7.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/608 at Mid -panel # 1 L=-0.14" D=-0.14" T=-0.27" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 3-7-4 0-4-1 WO: BBRC4 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on nMltiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 198# Support 2 99# Support 3 7# TC...FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -59 0.44 4- 3 -1 0.32 TI: J QTY:18 = --- ---- ==Joint Locations=============== 1) 0- 7-12 3) 7- 0- 0 2) 7- 0- 0 4) 0- 7-12 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-LOc Type 6-10-12 ISO 51 -99 Top PIN 0- 1-12 275 66 -198 BOT PIN 6-10-12 82 0 -7 BOT H-ROLL 3-3-1 7-0-0 I I 4 275# 3.50" 3 L I 1-0-0 150# 2.50" (RO 7-0-0 82# .50" EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Stipport-SG-10-12 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK CT.011IEDOXI-327M Design: Afdfrix Analysis YVAKNINU: 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 riot 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 roust In made to anchor lateral bmeing at ends and specified locations determined by the building deslgurer. lllonal bracing of the overall structure may he required. (See HIB-91 of TPh. Drive', plate Instilute. TPI, is located at 583 D'Onafdo Dr. Madison. Wisconsin 53719). JOB PA7/1: C:ITEE-LOKU08511253fPHIB8RC4 Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf 13C Live 0.0 psf 13C Dead 10.0 psf TOTAL 33.0 nsf Attach n-lth (2) lOd Toe -Nails Attach with (2) 10d Toe -Nails scale = 0.5829 Truss ID: J Date: 6-27-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.011 Design Criteria: TPI Code Dese: FLA 9- 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 responslbiWy for damages as a result of faulty or Incorrect Inforrnatlon. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as it may reiate to a ape- eWe pmjeci and accepts no responslblllty or ecemises no control with regard to fabrica- tion• handling, shipment and installation of trusses. This buss has been designed as an Individual building component In accordance with ANS I/TPI 1-1995 and NDS-97 to be Incorporated ' psri of the budding design by a Budding Designer (registered architect or professional engineer). When re"c"d for approval by the budding designer• the design loadings shown must be checked to be sure that the data shown are Inagreement with the local budding codes. oral climatic records for wind or snow Inds. Project spect lmtlons or speclal applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords Itop or bottom) are continu- ously braced by sheathing unless otherwise specified. where bottom chords In tension are not fully braced laterally by a properly applied rigid ceding• they should be braced at a maximum spacing of 10• 0- o.c. Connector plates shad be manufactured front 20 gauge hot dipped galvanized steel meeting ASIM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall re"ew this drawing to verify that this drawing Is in conformance with the fabritatora plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in uniting before cutting or fabrication. Plates shad not be Installed over knotholes• knots or distorted grain. Members shall be cut for tight filling wood to wood bearing. Con- nector plates shall be located on both faces of the truss with 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 Iholesl 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 slurs arc minimum sizes based on the forces shown and may need to be Increased for ecrlam h—d- ling and/or erection st—cs. 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 bmcing and erection recommendations are to be followed In accordance with'liandiing InstaWng dr Bracing% n18.91. Trusses are to be handled with partleular care during banding and bundling delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos. Illon and for resisting lateral forces shad he designed and installed by others. Careful hand. ling is —mial and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during insta1121101; between trusses to avoid toppling and dominoing. The supervision of erection of I—cs shad be under the ecntrol of persons experienced In the Inslailation of trusses. Professional advice shad 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 shad be applied to busses u 11 after all fastening and bracing is completed. JB: BAYBURY C 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 198# Support 2 99# Support 3 7# MAX LIVE LOAD DEFLECTION: L/603 at Mid -panel # 1 L=-0.14" D=-0.14" T=-0.28" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.001, RMB = 1.15 3-7-4 0-4-1 WO: BBRC4 WE: Analysis based on Sinplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type- Encl L= 40.0 ft W= 7.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC...FORCE ... CSI 1- 2 -59 0.44 4- 3 -21 0.32 TI: J 1 QTY:2 == _=_= ==Joint Locations=_==__=______== 1)= lc 0-6 3) 7- 0- 0 2) 7- 0- 0 4) 1- 0- 6 ----MAX- REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift y-Loc Type 6-10-12 150 51 -99 Top PIN 0- 1-12 275 67 -198 BOT PIN 6-10-12 82 0 -7 BOT H-ROLL 7-0-0 1 2 .00 2.50 1 0-3-8 CEKI ' 6-8-8 I I 4 27511 3.50" 3 1 I --11� (RO-11-9) 7_0_0 151N 2.SOtr 82// .50° EXCEPT AS SHOWN PLATES ARE 'm20 GA TES-rED PER ANSI/TPI 1-1995 ■ Over 3 Supports C/L: 6-10-12 WAKNING: READ ALL NOTES ON THIS SHEET- Eng. Job: (Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Divg: CONTRACTOR. Dsgnr: 'rLY Clik: 4005 MARONDA WAY BRACING WARNING: TC 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 bu8ding design and which must be TIC Dead 7.0 psf (407) 321-0064 I-ax (407) 321-3913 consfdered by the buildm des shown is for lateral support of truss memten only to reduce buckling length. Provisions must be Bracing made to anchor Lateral bracing BC Live U.0 TOMAS PONCE P.E. LICENSE #005U068 at ends and specified locations determined by the budding designer. Addlllanalbracingofthemcnillstmcturcmavberequired. IS" IB-91ofTPl1. BC Dead psf 10.0 1890 GREENBROOR CT.0"EDO.F1_32766 Alias Plate Institute, TPI, is located at 583 D•Onoftio Drive, Madison. Wisconsin 53719)• psf Design: Matrix Analysis JOB PATH, C:ITEE-L0KU08SIj25MPHIRBRC4 "1'OTA1. 33.0 psf Attach is -ill) (2) 10d Toe -Nails Attach with (2) 10d Toe -Nails scale = 0.5829 Truss ID: J 1 Date: 6-27-02 DurFac - Lb r: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA 11 S.• 06.02.02 DESIGN INFORMATION This design is for an IndMdual building component and has been based on mformaUon provided by the Client- The designer dlsela ens any responsibility for dam ges as a result of faulty or Incorrect infomlation, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It my relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrtca- tlon, handling, shipment and installation of tntsxs. This Uuss 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 am In agreement with the tool 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 ex.opresslon chords (top or bolloml are continu- ously braced by sheathing unless otherwise specified. When bottom chords In tension are not rutty braced laterally by a property applied rigid ailing, they should be braced at a masbnum spacing of 10'-0• o- connector Plates shad be manufacltued from 20 gauge hot dipped gat —fired steel meeting AS IVI A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabricatlon, the fabricator shall raiew this drawing to verify that this drawing is In confoman- with the fabri-L e. plans and to rea ize a conunuing responsibility for such veri- fication. Any discrepancies are to be put In writing before cutting or fabNcatlon. Plates $hall not be In$IBBed over knotholes. knots or distorted grain. Members shad be cut for tight fitting wood to wood beating. Can - nectar plates shag be located on both faces of the truss with nails fully Imbedded and shag be sym. about thejolnt unless otherwise shown. A 5x4 plate is 5' wide x 4- long. A 8x8 plate is tT wide x 8• long. slats tholes) run parallel to the plate length cop-lded. Double cuts on web members shall meet at the eentroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based an the forces shown d my need to be Increased for certain hand- ling and/or mci lon stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Informton on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erecuan recommendations are to be followed In accordance with "Handling ImisOog S BractnC. HIB-91. Trusses are to be handled with particular care during banding and bundUng. delivery and Installation to avold damage. Temporary and permanent bracing for holding trusses In a straight and plumb pats. IUon and fro restsung lateral forces shall be designed and Installed by other. Careful hand- ling is essential and erection bracing is always required- Normal precautionary action for trusses requi o such temporary bracing during tnstallallon between trusses to avoid lopplirig and daminumg. The supervision of erection of trusses shad be under the control of persons expertenced In the Installation of trusses. Prafesslnnal advtrs shall be sought V needed. concentration of construction loads greater than the design loads shad not be applied to trusses at any lime. No loads other than one weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: BAYBURY C 4 AC: 10# UPLIFT D.L. WO: TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 BEAR. BLK: 2x4 SP #3 Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" D= 0.00" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB - 1.15 3-7-4 0-4-1 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the cenIpOsite result of tmtltiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, CSC, V= 125wph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type- Encl L- 40.0 ft W= 6.7 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -149 0.42 4- 3 -123 0.30 5 00 2.50 I TI: J2 QTY:2 ==Joint Locations=====__________ 1) 0 0-=0 3) 6- 8- 8 2) 6- 8- 8 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 6-10-12 225 0 -266 TOP H-ROLL 0- 1-12 273 180 -307 BOT PIN PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 307# Support 2 266# Attach with (2) 10d Toe -Nails T 1-1 l-0 0-1-0 T 14-1 Attach with (2) i10d Toe -Nails 0-3-8 CE�3 4 273# 3.50" 3 1-0-0 226# 2.50" (R0-11-9) 6'8-8 — �e0.3_8 EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSI/TPI 1-1995 I (RO-2-14) (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407)321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 CREENBROOK Cr.OVIEDO.f132766 Design: Afarrir Anatyris YYAKNIN(i: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown an this drawing is not erection bracing. wind bracing. portal bracing or similar brmtdn is 9 which Is a part of the budding design and which must be considered by the budding designer. Bracing ng shoran (ar Lateral support of truss members only to reduce buckling length. Provtsom must be made to anchor lateral bracing at ends and specdied locations determined by the building designer. Additional bracing of the Overall structure may be required. (See HIB-91 of TPI). rrm- Plate Institute. TPI. Is located at 583 D'Onofrio Drive. Madison, Wbmnsm 53719). JOB P.4771: C:17EE-LOKU08S1125MP11188RC4 Eng. Job: Dwg: Dsgnr: TLY Clik: TC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf scale = 0.5829 Truss ID: J2 Date: 6-27-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Nrc. nl m M DESIGN INFORMATION This design is for an Individual building component and has been based on information provided by the client. The designer disclaims any responsibility for darnages as s result of malty or incorrect information, specifications and/car designs furnished to the truss designer by the c8ent and the correct— or accuracy of this Information as It may uelale to a spe- cific project and accepts no responslbNly or elses no control with regard to fabAea. non. handling. shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI F 1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown most be checked to be sure that the data shown are in agreement mvnb the local budding codes. local climatic records for -wind or snow loads. p Jett 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 cuntinu. ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced Literally by a properly applied lipid eeWng, they should be braced at a rumimum spacing of 10'4r o.e. Connector plates shad be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Cmdc 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the f 8 brlatar shareview this drawing to verify that this drawing is In conformance with the fabricator's plans and to reallze a continuing responsibility for such veri- fication. Any discrepancies are to be put In wrlbug before culling or fabrication. Plates shall not be Installed over knothole, knots or distorted grain. Members shad be cut for tight fitting wood to wood bearing. Con. nector plates shall be located on both faces of the truss with rodis fully imbedded and shad be syrn. 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) nun parallel to lie plate length specified. Double cuts on web members shall meet al the cenlmld 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 ca be fabrited with Ill. ret—hu-tt treated lumber unless otherwise shown. For additional Information on guadty Control refer to ANSI/TPI I -1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with'Handling Installing & Bracing'. HIB-91. Trusses ere 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 shad be designed and Installed by others. Careful hand. Iing is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of election of I.--- shad be under the control of persons experienced In the Installation of trusses. Professional advice shad be sought If needed. Concentrallon of construction loads greater than the design loads shad not be applied to truss- at any lime. No loads other than the weight of the erectors shag be applied to trusses until alter all fastening and bracing is campleted. JB: BAYBURY C 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl L= 40.0 ft W= 5.1 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.04" D=-0.041' T=-0.08" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB = 1.15 2-9-14 0-4-1 I WO: BBRC4 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 173# Support 2 75# Support 3 5# .TC...FORCE...CSI ..BC...FORCE...CSI 1- 2 -42 0.23 4- 3 -1 0.17 TI: J3 QTY:6 ==-------- ===Joint Locations============_ 1) 0- 7-12 3) 5- 1- 8 2) 5- 1- 8 4) 0- 7-12 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 5- 0- 4 110 37 -75 Top PIN 0- 1-12 213 49 -173 BOT PIN 5- 0- 4 60 0 -5 BOT H-ROLL 5-1-R 1 2 F 5.00— M 1 -1-8 4 3 1 0 Q 21411 3.50" 110# 2.50" I� (110-11-9) 5-1-8 60N 2 50" EXCEPT AS S1IONVN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports C/L: -04 �►VAKNIN(i: READ ALL NOTES ON THIS SHEET. Eng. Job: Maronda Systems ] A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D`vg: CONTRACTOR. Dsgnr: 7'LY Chk: I 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psf SANFORD. FL. 32771 Bracing shown on this ding is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which be 'IBC Dead 7.0 psf (407) 321-00&1 Fax (407) 321-3913 must considered by the buildtg designer. Bracing shown is for lateral support or truss members only to reduce buckling length. Provg deliions nurse r made to lateral BC Live O.Q TOMAS PONCE P.E. anchor bracing at ends and specified locations determined by the building designer. Addillonal hmcing of the overall structure may be required. (See HIB-91 or TPii. BC Dead hSf 10.0 LICENSE #0050068 rrmss Plate Itstitutc, TPI, is looted at 583 D'Onorrio Drive. Madison. Wisconsin 53719). psf 1890 OREENBROOK Cr.OVIEDOXI-327G6 TOTAL 33.0 psf Design: Alarris Analysis JOB P.4T11: C.'ITEE-LOKVOBS1125A1PNIBBRC4 Attach with (2) 10d Toe -Nails Attach with (1) l0d Toe -Nails scale = 0.7443 Truss ID: J3 Date: 6-27-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 06.02.02 DESIGN INFORMATION This design Is for an individual building component and has been based on Womnatlon prmided by the client. The designer disclaims any responslbWly for damage as a result of faulty or Incorrect Information. speclflatlons and/or designs furnished to the truss designer by the client and the correctness or aceumcy of this Information as It may relate to a spc- cific project and accepts no responsibility or er<,e� no eon with ith repel to fnbrlca- llon, handling. shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1.1995 and NDS-97 to be Incorporated as pan of the budding design by a Budding Designer (registered architect or professional engineer). When reviewed for approval by the budding designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes• local clirmlic records for wind or snow loads. Project sp-81aitlons or special applied loads. Unlos shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) are continu- usly braeed by sheathing unless othrnmse specified. Where bottom chords in tension are not fully braced laterally by a properly applied rlgk1 ceding, they should be braced at a maximum, spacing of 10'-0- o.c. Connector plates shall be manufactured from 20 gauge hot dipped gahanlzed sicel meeting AS NI A 653, Cmde 40, unless otherwise shown. FABRICATION NOTES Fodor to fabrication. the fabricator shad review this drawing to verify that this drawing is in Conformance with the fabricator's plans and to reallze a continuing responsibility for such veri- fication. Any dberepancles are to be put in writing before cutting or fabrication. Plates shad not he Installed over knotholes. knots or distorted grain. Members shall be cut for Light filling wood to wood bearing. Con. nector plates shad be located on both faces of the truss with nails fully Imbedded and shall be sym. about the Joint unless otherwise sham. A 5x4 plate Is 5- wide x 4' long. A 6x8 plate is 6' whit x 8- long. Slots (holes) nun parallel to the plate length specified. Double cuts on w<b members shad meet at file centroid or the wet, unless otherwise shown. Connector plate sizes are minimum sizes based on the Pomp shoe and may need to be Increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with Itre retardant treated Iurfiber unless otherwise shown. For additional tnformoflon on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and ereellon recommendatlons are to be followed In accordance with -flandling InstalWtg & Bracing-, IIIB-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 strafght and plumb pos- Ilbn and for resisting lateral forces shall be designed and Installed by others. Careful hand- Iing b essential and euecllon bracing Is always requited. Normal preoullonary cello. for trusses requires such temporary bracing during tnstalLltlon between trusses to avoid Ioppfing and dominoing. 111e supervlslnn of erection of tenses shad be under the Control of persons experienced In the installation of trusses. Professional advice shall be sought If needed. Concentration of const ruellon Imds greater than the design Imds shall not be applied to trusses at any Ilene. No Imds other than the weight of the erectors shall be applied to truss" until after all fastening and bracing 1s ComPlel ell. JB: BAYBURY C 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 173# Support 2 75# Support 3 5# MAX LIVE LOAD DEFLECTION: L/999 L=-0.04" D=-0.04" T=-0.08" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 2-9-14 0-4-1 1 WO: BBRC4 WE: Analysis based on Sinplified Analog Model. MULTIPLE LOADS -- This design is the composite result of tmfltiple 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= 125irph, 11- 22.0 ft, I- 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L= 40.0 ft W= 5.1 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC...FORCE ... CSI--RC...FORCE ... CSI 1- 2 -43 0.24 4- 3 -16 0.17 TI: J4 9TYA ======= ====Joint Locations=============== 1) lc 0- 6 3) 5- 1- 8 2) 5- 1- 8 4) 1- 0- 6 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-LOC Type 5- 0- 4 110 38 -75 TOP PIN 0- 1-12 213 49 -173 BOT PIN 5- 0- 4 59 0 -5 BOT H-ROLL 1 2 0 2.50 I 0-3-8 214# 3.50" L 1-0-0 t, (RO-11-9) I EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 FMaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-OW Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK Cr.0l1ED0.FL32766 Design: Marrir Aimfvsis 110# 2.50" 5-1-8 60# 2 50" fir, -n-A Over 3 Stipports VVAKr4114li: 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 stm8ar bracing which is a part of the budding design and which must be considered by the buddhtg 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 detamined by the budding designer. Addltlonal bmeing of the orerad structure may be required. I.See HID-91 of TPII. Muss Plate Institute. TPI. Is located at 583 D'Onofrio Dri-. Madison. Wisconsin 53719). JOB PATH: C'ITEE-L0KU0RS1125AtPHIBBRC4 Attach Nvith (2) 10d Toe -Nails Attach with (1) lOd Toe -Nails scale = 0.7443 Eng. Job: W : BBR 4 Divg: Truss ID: J4 Dsgnr: TI.,Y Cltk: Date: 6-27-02 TIC Live 16.0 psf DurFac - Lbr. 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psr Design Criteria: TPI Code Desc: FLA TUFAL 33.0 psf V-06.02.02- 15183- 4 HCS: /IA m m DESIGN INFORMATION This design Is for an Individual building component and has been based on Wornallon provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information, specdlc llons rid/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a ape. edk project and accepts no responsibility or exercises no control with regard to fabnea- lion, handling, shipment and Installation of trusses. This truss has been designed as an Indbidual budding component In accordance with ANSI/TPI 1.1995 and NDS-97 to be Incorporated as pan or 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 data shown are In agreement with the local budding codes. local eWnatle records for wind or snow loads. project spec8lcaltons or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords hop or bottom) are continu- ously- braced by sheathing unless otherwise specified. Where bottom chords to terulon arc not fully braced latemlly by a properly applied rigid ceding, they should be braced at a maxlmum spacing of ID-O- o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shag r—few this drawing to verify that this drawing Is In conformance with the fabricator's plans and to realize a continuing respomibdily for such veri- flntlon. Any discrepancies are to be put In writing before cutting or fabrication. Pill- shag not be Installed over kro[holes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall he looted on both faces of the truss with naps 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 of the cem-ld of the webs unless otherwise shown. Connector plate sizes are minimum sies based on the forces shown and may need to be increased for certain hand. hng and/or erection stresses. TAU buss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Wonnation on 8uallly Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with -Handling Installing @ Bracing', HIB-91. Trusses are to be handled with particular cart during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos. Ilion and for resisting lateral forces shall be designed and Installed by others. Careful hand. ling is essential and erection bracing Is always "Edred. Normal pre—tMnary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dambloing. The supetvlslon of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional ad.ice shall be sought if needed. Cone nimilon of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. JB: BAYBURY C 4 AC: I UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 A11 COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125nph, H= 22.0•ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 3.1 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Inipact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D= 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 WO: BBRC4 WE: Analysis based on Siuplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on Blultiple supports. Interior bearing locations should be warked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 303# Support 2 124# Support 3 15# TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -25 0.17 4- 3 -2 0.13 TI: J6 QTY:6 == -- ==Joint Locations=============== 1) 0- 7-12 3) 3- 1- 8 2) 3- 1- 8 4) 0- 7-12 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-LOC Type 3- 0- 4 67 51 -124 TOP PIN 0- 1-12 148 65 -303 BOT PIN 3- 0- 4 36 0 -15 BOT H-ROLL 3-1-8 1 2 5.00 19 ---1— 3-1-8 r / 4 3 148# 3.50" 1-0-0 671! 2.50" (110-11-9) 3-1-8 37# 2. 0" EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 O I C/L: 3-04 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Dnign: UarA, Anol)•rit Attach svltll (2) lOd 'lie -Nails Attach with (1) 10d Toe -Nails per 3 Slipports scale = 1.0563 WHKNINU: 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 sinrlty bracing which is a part of the budding design and which must be considered by the bulIdung designer. Bracing shown is fur lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the budding designer. Addlllonal bracing of the overall structure may be required. is- 1118-91 of TPII. (Truss Plate Institute, TPI, Is located at 583 D'Onotdo Drive, Madison. Wisconsin 53719). JOR PATII.• C:ITEE-L0KU0RS1125d1P111RRRC4 Eng. Joh: D'vg: Dsgitr: TLY Clik: WO: BBR 4 Truss ID: J6 Date: 6-27-02 TC Live 16.0 psf DurFac - Lb r: 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- 15164- 4 UCS: 06.02.0? DESIGN INFORMATION lhls 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 rwull of faulty or Incorrect Information, specifications and/or designs furnished to the Truss designer by the client and the rnrreclness or accuracy If this Infonnatlon as it may relate to a spe- cele project and accepts no responsibility or exemises no control vith regard to fabrica- tion, handiing. shipment and hntallation of trusses. This truss has been designed as an indn'idual 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 (regWered 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 specification. 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 aiherwise specified. Where bottom chords In tension are not fully braced laterally by a pmperly applied rigid ceiling, they should be braced at a nratlmtmr spacing of 10'4r o.c. Connector plates shall be manufactured from 20 gauge hot dipped galtanUed steel meeting ASfM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall 2vie,, this drawing to vutfy that this drawing Is in confamranee with the fabric tors plans and to reatim a continuing responsibility for such ven- fi ation. Any discmpanctes 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 Bittng 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 shmvrt. A 5x4 plate is 5' wide x 4• long. A 6.a6 plate is 6' wide x a- long. Sloes (holes) run parallel to the plate length specified. Double cuts on welt members shall meet at the cenL-ld or the welt unless otheiuise shotm. Connector plate sixes are minimum sills Rased on the forces shown and may need to be increased for certain hand. Bng and/or erection stresses. This truss is not to be fabricated with (Ire retardant healed lumber unless otherwise sit—. For additiond information on guallly Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed In accordance with "Handling Installing & Bracing% HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and pear anent bracing for holding trusses In a straight and plumb pos- ition and for twisting lateral forces shall be designed and Installed by others. Careful hand. ling is essential and erection bracing is ahsays required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominning. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Pmf—tonal advice shall be sought If needed. ConuntraUnn of construction loads greater than the design loads shall not be applied to truss- al any lime. No I-ds other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. JB: BAYBURY C 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP 112 All COMPRESSION Chorus are assumed to be continuously braced unless noted otherwise Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 303# Support 2 124# Support 3 15# MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D= 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION T= 0,00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.00" RMB = 1.15 WO: BBRC4 WE: Analysis based on Siniplified 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 (narked on truss. Shim or wedge if necessary to achieve full bearing. wind Case- ASCE 7-98, C&C, V= 125mph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 3.1 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI-13C... FORCE ... CSI 1- 2 -25 0.17 4- 3 -13 0.13 TI: J 7 QTY:4 __-'---=======Joint Locations=====_____====_ 1) 1- 0- 6 3) 3- 1- 8 2) 3- 1- 8 4) 1- 0- 6 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3- 0- 4 67 52 -124 TOP PIN 0- 1-12 148 67 -303 BOT PIN 3- 0- 4 36 0 -15 BOT H-ROLL 3-1-8 I 2 Q 2.50 0-3-8 2-10-0 4 3 148// 3.50" 1-0-0 I 67# 2.50" f r 34B 2 0" i (RO-11-9) 3-1-8 ' EXCEPT AS SIIOV%N PLATES ARE TL20 CA TESTED PER ANSI/TPI 1-1995 C/L: 3-04 Over 3 Supports WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: (Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D`t•g: CONTRACTOR. Dsgnr:7'LY Cldl: 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psf SAN FORD, FL. 32771 (407) 321-17064 Fax (407) 321-3913 Bradng shown on This dilding Is not erection bracing, a%Ind which b a part er the building design and ers o must co bracing, portal bmctng or similar bracing considered by the building designer. Bracing shouat V for lateral support of truss members wing to reduce buckling TC Dead 7.0 f TOMAS PONCE P.E. reduce length. Pro.-tsioru must be made to anchor lateral bracing at ends and specified locations detennined by the building designer. Additional bracing of the overall QC Live U•0 psf LICENSE #0050068 1890 GREENBROOK CT.OVIEDO.FLa2766 structure may be required. (see HIB QI of TPI) frruss Plate Imultute, TPI. Is located at 583 D'Onofno D he, Madison, t\'Iseonsln 537191. BC Dead 10.0 psf Design: Matrix AnalysU JOB PATH: C:ITEE-L0KU0RSl1Z5AfPHIBBRC4 TOTAL 33.0 psr Atlach with (2) lOd Toe -Nails Atlach Will, (1) 10d Toe -Nails scale = 1.0563 Truss ID: J7 Date: 6-27-02 DurFac - Lbr: 1.25 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 budding component and has been based an Information provided by the client. The designer disclaims any responsibility for damages as a mull of faulty or Incorrect information. specifint ins and/or designs furnished to the lnrss designer by the client and the co,metness or accuracy of this Informathm as it may relate to a spe• cede project and accepts no responslbtllly or exercises no control with regard to fabrica. Uon. 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 budding design by a Building Designer (registered architect or professional engineer). When reviewed for approval by lire building designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the local building cod-. local climatic records for wind or snow loads. pmj=t specifications or special applied foods. 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. Whcre bottom chords In tension are not fully braced laterally by a properly applied rigid c.". they should be braced at o maximum spacing of 10'-0- owe Connector plates shall Is manufactured from 20 gauge hot dipped gatmil(md steel meeting ASTM A 653. Crade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fnbricalor shall review this drawing to verify that this drawing is In conformance with the fabricators plans and to ralue a continuing responslbWly for such verf- fkallon. Any discrepancies are to be put In writing before cutting or fabrication. Plat- shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight titling wood to wood bearing. Con. nectar plates shag be locatedboth faces on bof the truss with nails fully Imbedded and shall be sym. about the Joint unless otherwlseshown. A 5x4 plate is 5- wide x 4' long. A 6.s8 plate Is 6- wide x 8- long. Slots Iho1-1 run parallel to the plate length specified. Double cuts on web members shag meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Incnased for certain hand. ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with -Handling Installing A Braclmg'. HIB-91. Truss- 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 plunb pas. Itfon and for resisting lateral forty stag be designed and Installed by others. Careful hand• ling is essential and erection bracing is always required. Normal precautionary action for truss- mqubes such temporary bracing during bstallatlon between trusses to avoid toppling and dominoing. The superision of erection of truss- shall be under the control of persons experienced In the Installation of trusses. Professional advice shag be sought B needed. Concentrationra of construction loads gter than the design loads shall not be applied to trusses at any Hme. No bads other than the weight of the erectors shall be applied to trusses until offer all fastening and bracing I. completed. JB: BAYBURY C 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125nph, H= 22.0 ft, I- 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type= Encl L= 40.0 ft W=' 1.1 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Ltgpact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D= 0.0011 T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 WO: BBRC4 WE: Analysis based on Siiilplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on nmltiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 217# Support 2 46# Support 3 3# .TC...FORCE ... CSI ..13C... FORCE ... CSI 1- 2 7 0.02 4- 3 -2 0.01 1-0-0 O EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER )ANS1f7-Pl (!aronda Systems .r. 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK CT.OVIEDO.FL32166 Design: Afardr Analysis TI: J8 QTY:6 =_ =====Joint Locations============_ 1) 0-7-12 3) 1- 1- 8 2) 1- 1- 8 4) 0- 7-12 '---MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-IOC Type 1- 0- 4 24 14 -46 TOP PIN 0- 1-12 83 18 -217 BOT PIN 1- 0- 4 12 0 -3 BOT H-ROLL 1 2 Q 0-9-11 3X4 1-1-8 4 3 83N 3.50" 25N 2.50" +--- 1-1-8 13N 2.5 " 1-1995 C 1- -4 Over 3 Supports L- YYHKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on tilts drawing is not erection bracing. wind bracing, portal bracing or stmihr bmcblg 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 nnadc to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bracing of the overall structure may be requbed. (Sec 1II13•91 of TPI(. (Truss Plate Institute. TPI. Is loafed at 583 D'Onofrio Drive. Madison. Wisconsin 53719). Eng. Job: Divg: Dsgur: TLY Clik: TIC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL_ 33.0 t.ef Attach ivilb (1) 10d Tue-Nails Attach with (1) IOd Toe -Nails scale = 1.8187 Truss ID: J8 Date: 6-27-02 Durfac - Lbr: 1.25 Durfac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA JOB P.4TII: C:ITEE-L0RU08SI125MPNIR8RC4 HCS: 06.02.02 DESIGN INFORMATION This design Is for an Indhidual budding component and It" been based on InformaUon provided by the client. The designer disclaims any tesponsibWty 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 aecumey of this Infonnallon as it may relate 10 a spe- cific project and accepts no responsibility or e ercbm 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/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 t bulking designer, the design loadings shown must be checked o be sure that the data shown are in agreement with the local building codes• local climatic records for wind or snow loads. PMect specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords pop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceding, they should be braced at a mastmum spacing of I0'-0' o.e Connector Plates shall be manufaclurml from 20 gauge hot dipped galvanized steel meeting ASIM A 653. Grade 40, unless otherwise shown, FABRICATION NOTES Prior to fabrication, the fabriatar sflat] review this drawing to verify that this drawing is In conformance with the fabrtator's plans and to reabre a continuing responsibility for such veri- fication. Any discrepancies are to be put in willing before cutting or fabrication. Plates shall not be installed Over knolholes. knots or distorted grain. Members shall be cut for tight filling wood to wood bearing, Con- nector Plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the jobs unless otherwise shown. A 5z4 plate is 5' wide .< 4- long. A 6r8 plate is 6- wide a 8- long. slots (holes) nun parallel to the plate length specified. Double cuts on web members shall meet at the e1mroid of the webs unless otherwise shown. Connector plate sues are minimum sizes based on the forces shown and may need to be Increased for certain hand- ung and/or erection stresses. 11u3 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 Mill-landling Installing & Bracing', NIB-91. Trssm are to be handled with particular are during handing and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Ilion and for resisting lateral forces shall be designed and Installed by others. Careful hand- nng is essential and erection bracing is always required. Normal Pmouvonary action for tresses requires such temporary bracing during installation between busses to avoid toppling and dominoing. Thc supervision of erection of trusses shall be under the control of persons cepedeneed 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 tresses at any time. No loads other than the weight of the electors shall be applied to trusses until after all fastening and bracing Is completed. JB: BAYBURY C 4 AC: ION UPLIFT D.L. TOP CHORDS: 2x4 SP tt2 BOT CHORDS: 2x4 SP 42 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 216# Support 2 46l# Support 3 3# MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D= 0.00" T- 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 WO: BBRC4 . WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. Wind Case- ASCE 7-98, CSC, V= 125nph, H= 22.0 ft, I. 1.o0, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 1.1 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req .TC...FORCE ... CSI ..BC...FORCE ... CSI 1- 2 -8 0.02 4- 3 -4 0.01 TI: J9 QTY:4 ==============Joint Locations==_===_______ 1) 0- 7-14 3) 1- 1- 8 2) 1- 1- 8 4) 0- 7-14 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1- 0- 4 24 17 -46 TOP PIN 0- 1-12 82 21 -216 BOT PIN 1- 0- 4 12 0 -3 BOT H-ROLL --� j ZI5.00 1 0-8-9 0-2-1 t 2.50 I 0-3-8 0-10-0 83N 3.50" 4 25N 2.50" 1-0-0 I3N 2.5 " (RO-ill-9) 1-1-8 EXCEPT AS SHOIVN PLATES ARE TL20 GA TESTED PER ANOver 3 Supports SI/TPI 1-1995 CIL. 1- 4 WARNING: READ ALL NOTES ON THIS SHEET. Job: Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. : TLY TT Clik: 4005 MARONDA WAY BRACING WARNING: Live 16.0 1.1' SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or sinlar bratwhich Is a partof the building design and which must be Dead 7.0 psf (407) 321-0064 Fax (407) 321-3913 conaldemd by the bulking deslgntt. Bracl�rng shown is for Lateral support of In, members only to reduce buckling length. Pmvisions must he made to anchor lateral bracing BC Live 0.0 TOMAS PONCE P.E. LICENSE #0050068 nt ends and specified to at Ions determined by the build designee Additional bracing of the overall structure may be required. (See NIB-91 of TP0 rrruss Plate Insutule. BC Dead psf 10.0 1890 OREENBROOK Cr.OVIEDOXI-327" TPI, is looted at 583 D'Onofrlo Drtve, Madison, Wisconsin 53719). psf Design: Afatrir Analysis JOB PATH: CAT£F-LOKUOB.n12SMPH1BBRC4 'TOTAL 33.0 psf Attach with (1) 10d Toe -Nails Attach with (1) 10d TOaNails scale = 1.8187 Truss ID: J9 Date: 6-27-02 DurF is - Lbr: 1.25 DurFac - pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA 11C.S.• nil (I) of DESIGN INFORMATION This design Is for an individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damage as a result of faulty or Incorrect Infomation, specifications and/or designs fumshed to the thus designer by the client and the mrreclness or accuracy of this Information as n may relate to a spe- clfic pr"JM and accepts no responsibility or eserclses 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 1.19%and NDS-97 to be Incorporated u part of the building design by a Building Designer (registered architect or professional engtnced. 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 at snow loads, pmJml specifications or sPeclal applied bads. Unless shown. truss has not been designed for storage or occupancy bads. The design assumes mmpressbn chords (top or bottomd 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 maxbnum spacing of 10'-0- 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 mvjevv this drawing to verify, that this drawing is fit conformance with the fabrimtor's plans and to ,hit a continuing responsibibty for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shag not be installed over knotholes, knots or distorted gram. Members stall be cut for tight filling wood to wood baring. Con- nector plates; shall be located on both Taco of the truss with mth, fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5' wide x 4- long. A 6x8 plate is 6• wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sires are minimum sires based on the forces shown and may need to be increased for certain hand. dng and/or erection stresses. This truss is not to he fabricated with fire relani ru crated lumber unless othenise shown. For additional information on Quality Central refer to ANSI/'fPI 1-1995 PRECAUTIONARY NOTES Ad bracing and erection recommendations are to be followed in accordance with -Handling Installing A Bracing'. HIB-9I. Trusses are to be handled with particular care dug banding and bundling, delivery and Wlallattorinn to avoid damage. Temporary and permanent bracing for holding trusses in a straight rind plumb pas. nlon 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 Instalaton hehveen !fusses to avoid toppling and dominmng. The aupervbwn of creeuon of trusses shall be under the mntrol of persons experienced In the installation of trusses. Professional advice shall be sought If needed. Concentration of con rtruelbn loads grater 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 busses until after all fastening and bracing b completed. JB: BAYBURY C 4 AC: 10# UPLIFT D.I. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 398# Support 2 430# MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" D=-0.02" T=-0.05" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB - 1.15 3-7-4 0-4-1 I CANT: 2-0-0 1-0-0 WOABRC4WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the ccnW All ite COMPRESSION result RESSIONChorrdsaare lassumed ple dto be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, CdC, V= 125tr�h, H= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 7.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI -BC ... FORCE ... CSI 1= 2 -448 0.19 6- 5 399 0.13 2- 3 -448 0.18 5- 4 -1 0.09 Q TI: JA QTY:3 __ ==Joint Locations=====_=______ =_ 1) 0-=7-12 3) 7- 0- 0 5) 2- 1-12 2) 2- 1-12 4) 7- 0- 0 6) 0- 7-12 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc e 6-10-12 98 -430 -140 Top PIN 2- 1-12 369 398 -398 BOT PIN 6-10-12 45 0 0 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 398# Support 2 140# 1-1 M-0 7-0 5 370# 3.50" 4 ) EXCEPT AS SHOWN PLATES ARE TL20GA TESTED PER ANSI/TPI 1-1995 FMaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK Cr.OVIEDOXI-32766 Design: Afrdrir Analyris Attach with (2) TlOd To with 3-3-1 Attach with (1) 10d Toe -Nails 99# 2.50" 7-0-0 46# .50" Over 3 Supports C/L: 640-12 YVAKNIN(.: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shwa an this drawing Is not erection bracing • wind bracing, portal bracing or sbnllar bracing which Is a Part of the building design and which most be consldc-d by the budding designer. Bracing showy u for lateral support of truss members only to reduce buckling length. Prmvlslons must be made to anchor lateral bracing at ends and spect0ed locations determined by the budding designer. Additional bracing of the overall structure may be required. (See 11IB.91 of TP11. rrmss Plate Institute. TPI, bo located at 583 D'Onafro Dnvc. Madison. Wisconsin 53719). JOB PATH: C.1TEE-LOKVOB31f25AJPHIBBRC4 Eng. Jab: 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. scale = 0.5829 Truss ID: JA Date: 6-27-02 DurFac - pit: 1125 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA DESIGN INFORMATION This design is for an Individual building component and has been based on information provided by the ellent The designer dtsclatms any responslbWly for damages as a result of faulty or Incorrect information. specifl©uons 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 spc- cifie 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 Indh1duaI 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 Mlh the local building codes. load 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. llne design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless olhcnvi e spectned. Where bottom chords In tension are not fully braced laterally by a properly applied rtgld ceiling. they should be braced at a maxlmum spacing of 10`0- o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting A571-1 A 653. Grade 40. or,]— ol.her lise shorn. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this dmwh,g is In conformance with the fabricator's plans and to realize a continuing responsibility for such vert- neauon. Any discrepancies are to be put in writing before cutting or fabrication. Plain shall not be installed over knolholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood treating. Con- nector plates shall be located on both faces of the truss with nalis fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5- wide x 4' long. A 6x8 plate is 6- wide x 8- long. Slats (holes) 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 sties are m minim unri sizes based on the forces shown and may need to be increased for certain hand- ling and/or erect ton stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional 1Nonnalion on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance tvilh'Handling ImstaWng & Bmcing-. HID-9 1. 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 fore" shall be designed and Installed by others. Careful hand- ling Is essential and erection bracing Is always required. Nomral precautionary action for trusses requhes such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of truss" shall be under the control of persons experienced in the Installation of trusses. Piofesslonal advice shall be sought fi needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. JB: BAYBURY FLOOR AC: ***** CUTTING ONLY **** 'POP CHORDS: 4x2 SP #2 BOT CHORDS: 4x2 SP #2 WEBS: 4x2 SP #3 2-4x2 SP #3 GABLE STUD: 4x2 SP #3 WO: BBRAF WE: **** Truss NOT designed for Wind Loads. **** All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. 1,2 *** CUT TOP CHORD OVER INTERIOR SUPPORT *** This truss *NOT* designed for wind load! TI: F 1 QTY:1 ==- ==========Joint Locations============__= 1) 0- 0- 0 19) 21- 5-12 37) 21- 5-12 2) 1- 0- 4 20) 22- 9- 4 38) 20- 1-12 3) 1- 5-12 21) 24- 1-12 39) 18- 9-12 4) 2- 9-12 22) 25- 5-12 40) 17- 5-12 5) 4- 1-12 23) 26- 2- 0 41) 16- 1-12 6) 5- 5-12 24) 27- 1- 8 42) 14- 8- 9 7) 6- 9-12 25) 27- 9- 0 43) 13- 5-12 8) 8- 1-12 26) 27- 9- 0 44) 12- 1-12 9) 9- 5-12 27) 29- 5-12 45) 10- 9-12 10) 10- 9-12 28) 29- 9- 4 46) 9- 5-12 11) 12- 1-13 29) 29- 9- 4 47) 8- 1-12 12) 13- 5-12 30) 29- 5-12 48) 6- 9-12 13) 14- 9-12 31) 27- 9- 0 49) 5- 5-12- 14) 16- 1-12 32) 27- 9- 0 50) 4- 1-12 15) 17- 5-12 33) 26- 2- 0 51) 2- 9-12 16) 18- 9-12 34) 25- 5-12 52) 1- 5-12 17) 19- 9- 4 35) 24- 1-12 53) 1- 0- 4 18) 20- 1-12 36) 22- 9- 4 54) 0- 0- 0- '1 2 3 4 5 G 7 8 9 10 ll 12 13 14 15 16 17 18 19 20 21 22 23 24526 22 1.5X3 Y4 2X4 N=1.5X3 1.5X3 I.SX3 =3X 3X4 1.SX31 SX31.SX31 5X31.5X31.SX3IV=3 165X31.5X3 1.SX31.5X31.SX3 _r— 1.SX3 2X4 1.SX31.5X3X45 2X4 1 5X3 1-4-0LN � 1= �- -� 1-4-0 2X4 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 LSX3 2X4 1.5X3 1.5X3 3X81.5X3 —� 2X4 1.5X3 1.5X3 %V=3X6 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 N=1.5X3 29-9-4 54 5352 51 50 0# 8.001n 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 3231 31 0# 8.001' CANT: 1-10-12 29-9-4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Cont. Support Studs ® 14-0 o.c. scale = 0.2251 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: W : BBRAF Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: I Truss ID: Fl CONTRACTOR. Dsgnr: TLY Chk: Date: 4-08-02 4005 MARONDA WAY BRACING WARNING: TC Live 40.0 psf DurFac - Lbr: 1.00 SAN FORD, Fl.. 32771 Bracing shown on this drawing is not erection bracing, wind bmclrig. portal bracing or shnflar bracing which is a part of the building design and which must be TC Dead 10.0 psf DurFae - Pit: 1.00 (407) 321-0064 Fax (407) 32 ] -3913 coruldcied by the bulldu, designer. shown is for Lateral sir i gnus' firacu,g support of taus only to reduce buckling length. must be BC Live Q.Q psi O.C. Spacing: 24.0" TOMAS PONCE P.E. s mid specified t( deIIIB-9 ed by the building designer. a buildin made to anchor Ig of t emc ra at ends and aybere requirlomtJed. Addltlanalbmcingafinea.•emugln,ctmren,ayberegmlrtd. (s<e,,,B-91 nrTPn. BC Dead 5.0 psi Design Criteria: TPI 9 LICENSE #0050068 1890 GREENBROOk Cr.OVIEO0.FL32766 (Russ Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). CodD ust:: Design: Afafrit Anal),sis r08 PA771: C:l7EE-L0XU08SIBB94F TOTAL 55.0 psf V_01e - 08 4- ^p Gv HCS: 12.19.01 DESIGN INFORMATION This design is for an Individual building component and has been based on information provided by the client The designer disclaims any responsibility for damages as a result of faulty or incorrect Information• speclfl®Uons and/or designs furnished to the truss designer by the client and the correctness or amuracy of this Information as it may relate to a spe- cific p ject and accepts no responsibility or exerelses no control with regard to fabrlcm- 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 engln"d. 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 loads, Project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) are continu- ously braced by shenlhing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ce111ng. they should be braced at a maxbnum spacing of 10'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped gahant-d steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall revlew this drawing to verify that this drawing is In conformance with the fabricators plans and to realize a conu numg responsibility for such veri- fication. Any discrepancies are to be put to writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Can. nector plates shall be located on both faces of the tnrss 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 web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes ra mmuauun sizes Wscd on the fore- shown and may need to be Increased for certain hand- b"g and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For addltional Information on guallty Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bmcing and erection recommendations are to be followed In accordance with "Handling installing & Bracing", HIB-91. Trusses are to be handled with particular ©re 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 blend forces shall be designed and Installed by others. Careful hand. ling is essential and erection bracing is always required. Normal precautionary action for troves requires such temporary bracing during Inslallallon between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons -Perienced In the installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to truss- at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: BAYBURY FLOOR AC: TOP CHORDS: 4x2 SP #2 BOT CHORDS: 4x2 SP #2 WEBS: 4x2 SP #3 2-4x2 SP #3 1,22 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: L/999 L--0.14" D=-0.05" T=-0.19" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.06" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.05" RMB = 1.15 1-4-0 t 30 typ. WO: BBRAF WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. *** CfTl' TOP CHORD OVER INTERIOR SUPPORT - This truss *NOT* designed for wind load) ..TC... FORCE ... CSI 1- 2 0 0.30 2- 3 -1629 0.34 3- 4 -1629 0.24 4- 5 -2062 0.37 5- 6 -2047 0.47 6- 7 -2047 0.50 7- 8 24 0.24 8- 9 24 0.29 10-11 24 0.31 11-12 -1989 0.37 12-13 --1989 0.44 13-14 -1989 0.53 14-15 -1989 0.54 15-16 875 0.38 16-17 875 0.50 17-18 875 0.50 9 10 �-- 8-0-14 �-- 1-7-14 1.5X3 W=3X6 1.5X3 2X4 3X6 3X4 3X4 1.5X3 3X6 1.5X3 3X6 3X6 3X4 1.5X3 3X4 761# 2.25" 13-10-12 217 ..BC ... FORCE ... CSI 31-30 1390 0.39 30-29 2062 0.53 29-28 2047 0.77 28-27 2047 0.77 27-26 1323 0.51 26-25 -24 0.14 25-24 24 0.11 24-23 1286 0.40 23-22 1989 0.73 22-21 1989 0.73 21-20 1233 0.47 20-19 0 0.10 TI: F 11 QTY:9 ___ ==__======Joint Locations=====-=====-=== 1) 0- 0- 0 12) 19- 1- 4 23) 19- 1- 4 2) 2- 9- 0 13) 21- 2- 8 24) 13-11-12. 3) 3- 6-12 14) 22- 8- 4 25) 14- 5- 0 4) 5- 3-12 15) 25- 1- 8 26) 13- 9-12 5) 7- 2- 3 16) 27- 1- 0 27) 8-11- 9 6) 8-11- 9 17) 27- 9- 0 28) 7- 2- 3 7) 11- 3- 0 18) 29- 9- 4 29) 5- 3-12 8) 11-11- 0 19) 29- 9- 4 30) 3- 6-12 9) 13- 9-12 20) 27- 9- 0 31) 0- 0- 0 10) 13-11-12 21) 22- 8- 4 11) 16- 6- 8 22) 21- 2- 8 ------------ TOTAL DESIGN LOADS -------- Uniform PLF From PLF To TC Vert L+D -100 0- 0- 0 -100 29- 9- 4 BC Vert L+D -10 0- 0- 0 -10 29- 9- 4 Concentrated LBS Location TC Vert L+D -435 29- 9- 4 ---MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1- 2 760 0 0 BOT PIN 13-10-12 1530 0 0 BOT H-ROLL 27- 6- 8 1491 0 0 BOT H-ROLL 11 12 13 14 15 21-11-6 -� �- 144 3X6 L5X3 3X4 L5X3 3X8 3X6 3X6 1.5X3 3X4 W=3X6 3X6 1531# 3.50" 29-9-4 EXCEPT AS 1101VN 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 OREENBROOK Cr.OVIEDO.FL32766 Design: Afafrir Aimlysis 23 22 13-11-12 Over 3 Supports YYHKNING: 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 bmclnng, wind bracing. portal bracing or similar bmcing 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. Provtmons must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure pray be required. (Sea HIB-91 of TPI). Fruss Plate Institute. TPI. is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). JOB PATH: C.I7EF-LOXUOBSIBB94F 1 435# 2X4 W=3X6 3X4 1-4-0 1.5X3 3X10 M 20 1 1492# 8.00" CANT: 1-10-12 scale = 0.2251 Eng. Job: WOT BBR Dwg: Truss ID: F11 Dsgblr: TLY Chk: Date: 2-25-02 TC Live 40.0 psf DurFac - Lbr: 1.00 TC Dead 10.0 psf DurFac - Pit: 1.00 BC Live 0.0 psf O.C. Spacing: 24.011 BC Dead 5.0 psr Design Criteria: TPI Code Desc: TOTAL 55.0 psf V:0 25.0 - 4885- 54 HCS: 12.19.01 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 fumished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cdte pmject and accepts no responsibility or exercises no control with regard to fabrfa- 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 budding design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the budding designer, the design Iwdlngs shown must be checked to be sure that the data shown are In agreement with the local building codes. local chinallc 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 assume 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 tlgld ceiling, they should be braced at a —I.,— spacing of 10'-0- o.c. Connector plates shad be manufactured from 20 gauge hot dipped galvanized steel nheeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verity that this drawing L+ In confomanee with the fabricators plans and to mallet a continuing respomfbllity, for such vert- flcalion. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for light Biting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with halls 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-nlrold of the wet. unless otherwise shown. Connector plate sizes are minlmum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with floe retardant treated lumber unless otherwise shown. For additional infomatlon on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES U bmchhg and emcUon reconimendatloru are '.o be followed In accordance with "Handling 'r4alllng A Bracing', HIB-91. Trusses are to x handled with particular care during handing rhd bundling, delivery and installation to avoid famage. Temporary and permanent bracing or holding trusses In a straight and plumb pos. lion and for resisting lateral forces shall be lestged and installed by others. Careful hand. Ing is essential and erection bmcing Is always equlmd. Normal precautionary action for russes requires such temporary bracing during nstallaton between trusses to avoid toppling nd dominoing. The supervision of erection of --- shad be under the control of persons xperlenced in the installation of trusses. rofessional advice shag be sought d needed. IoneenlmUon of construction loads grater tan the design Iwds shall not be applied to vsses at any time. No loads other than the tight of the erectors shad be applied to vsses until after all fastening and bracing completed. vvm i rLl/l/K +++++ CUTTING ONLY ++++ TOP CHORDS: 4x2 SP #2 BOT CHORDS: 4x2. SP #2 WEBS: 2-4x2 SP #3 3-4x2 SP #3 GABLE STUD: 4x2 SP #3 WO: BBRAF WE: **** Truss NOT designed for wind Loads. **** All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. 12 *** CUT TOP CHORD OVER INTERIOR SUPPORT *** This truss *NOT* designed for wind load! TI: F2 8TY:1 __=Joint Locations=============_= 1) 0- 0- 0 15) 14- 7- 4 29) 12- 2- 4 2) 1- 3- 4 16) 15- 6- 4 30) 10- 7- 4. 3) 2- 7- 4 17) 15-11-12 31) 9- 3- 4 4) 4- 2- 4 18) 17- 3- 4 32) 7-11- 4 5) 3-11- 4 19) 18- 7- 4 33) 7- 6- 4 6) 5- 3- 4 20) 19- 9- 4 34) 6- 7- 4 7) 6- 7- 4 21) 19- 9- 4 35) 5- 3- 4 8) 7- 6- 4 22) 18- 7- 4 36) 4- 2- 4 9) 7-11- 4 23) 17- 3- 4 37) 3- 9- 4 10) 9- 3- 4 24) 15-11- 4 38) 2- 7- 4 11) 10- 7- 4 25) 15- 6- 4 39) 1- 3- 4 12) 12- 2- 4 26) 14- 7- 4 40) 0- 0- 0 13) 11-11- 4 27) 13- 3- 4 14) 13- 3- 4 28) 11-11- 4 11 2 3 5 4 G 7 8 9 LO Il IP3 14 15 16 17 18 l9 2 1.5X3 2X4 L5X3 1.5X3 2X4 1.5X3 1.5X3 1.5X3 2X4 1.5X3 1.5X3 1 54X6 N=1.5X3 —3X41.5X3 I LSX3 1.5X3 2`( 1.5X3 2X4 1-4-0 E:�:' --L 14-0 2X4 I.5X3 1.5X3 2X4 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 I-SX3 1.5X3 lEl W=3X4 2X4 1.5X3 1.5X3 2X4 N =1.5X3 4X6 2X4 00, 0# 8.001, 33 I 19-9-4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 Cont. Support Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENDROOK CT.OMDOXI-32766 Design: Marrft Analysis 7 VVItKI411Vti: 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 cmetlon bracing, wind bracing, portal bracing or similar hmclng which is a part of the building design and which must be considered by the budding designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bracing of the oemd structure may be requhed. IS" HIB-91 of TPI). (muss Plate Institute. TPI, is located at 583 D'Onofrlo Drive, Madison, Wisconsin 53719). JOB PATH: C:17EE-L0KU0BSIBBRAF 25 Studs ® 1-4-0 o.c. Eng. Job: DWg: Dsgur: TLY C1tk: TC Live 40.0 psf TC Dead 10.0 Psi` BC Live 0.0 psf BC Dead 5.0 psf TOTAL 55. 211 0# 8.00" scale = 0.3389 Truss ID: F2 Date: 1-03-02 DurFac - Lbr: 1.00 DurFac - Pit: 1.00 O.C. Spacing: 24.0" Design Criteria: TPJ Code Desc: V:12.03.01- 10675- ; HCS: 11.28.01 DESIGN INFORMATION Thb 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. speelfieallons and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as a may relate to a spe- cific project and accepts no responsibility or crews no control with regard to fabnen- tbn, handling. shipment and installation of susses. This truss has been designed as nn 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 engineed. When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local elhnatie records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not lien designed for storage or occupancy loads. The design asstunes 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 ceiling, 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 ASTM A 653. Gradc 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication• the fabricator shall review this drawing to verify that this drawing is in conforrnance with the fabricator's plans and to eallre a continuing responsibility for such ven- fIc-ntion. 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 flitting wood to wood bearing. Con. nector plates shall be located on both faces of the truss with nags fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is 6- wide x 8' long. Slats (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional hdonnallon on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AB bracing and erection recommendations we to be followed In accordance with "Handling InstaWng R Bmctng', HIB-91. Trusses are to be handled with particular care during banding sand bundling. delivery and mstallatbn 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- Iing 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 penons experienced in the Insta9aUon of tresses. Professional advice shall be sought if needed. .oncentrallon of construction loads greater .han the design loads shall not be applied (o russes at any time. No bads other than the vefglrt of the erectors shall be applied to russets until after all fastening yid bracing s completed. J13: 13AYBURY FLOOR AC: TOP CHORDS: 4x2 SP #2 4x2 SP #2 D 1 BOT CHORDS: 4x2 SP #2 4x2 SP #1 D 2 WEBS: 4x2 SP #3 2-4x2 SP #3 1,13 MAX LIVE LOAD DEFLECTION: L/599 at JOINT #14 L=-0.37" D=-0.14" T=-0.51" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.08" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.06" RMB = 1.00 WO: BBRAF WE: ®2x6 continuous strongback. Attach to each truss with 3-10d nails. Splice stiffback on truss vertical. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise This truss *NOT* designed for wind load! 30.00" ty'p. L Ije1 - 2 3 I 2X4 4X8 1.5X3 1-41-0 -L - -L 4X8 W=3X4 3X8 f-1 117 1087N 6.75" 16 15 ..TC... FORCE ... CSI 1- 2 0 0.33 2- 3 -3495 0.48 3- 4 -3495 0.46 4- 5 -4311 0.98 5- 6 -4311 0.70 6- 7 -3466 0.64 7- 8 -3466 0.42 8- 9 -3466 0.57 9-10 0 0.39 ..BC ... FORCE...CSI 17-16 2114 0.60 16-15 2114 0.49 15-14 4229 0.93 14-13 4311 0.95 13-12 4311 0.95 12-11 2107 0.50 TI: F21 QTY:7 __=__= - ===Joint Locations=============== 1) 0- 0- 0 7) 14- 5- 8 13) 11-11-12 2) 2- 9- 0 8) 16- 0- 0 14) 10- 3- 9 . 3) 5- 3-12 9) 17- 0- 4 15) 5- 3-12 4) 7-10- 8 10) 19- 9- 4 16) 3- 9- 4 5) 10- 3- 9 11) 19- 9- 4 17) 0- 0- 0 6) 11-11-12 12) 14- 5- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 3- 6 1087 0 0 BOT PIN 19- 5-14 1087 0 0 BOT H-ROLL 11-1-11 1.5X3 3X4 1.5X3 W=3X44X8 21{4 1-4-0 3X4 1.5X3 3X8 4X8 I 1 14 19-9-4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSWITI 1-1995 Lmaronda Systems f 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK Cr.OvtEDO.Ft-32766 Design: Matrix Analysis WAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bmcing. wind bracing, portal bracing or similar bracing which Is a part of the building design nod which ourst 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 bteml bracing at ends and specNed locations determined by the building designer. Additional bracing of the rn•emlisuuctwe may be required. IS- HIB-91 of M). (Truss Plate Institute. TPI, Is located at 563 D'Onofrio Drh•e. Madison. Wisconsin 53719). JOB PATH: C.17''FE-L0K1J0BSi88RAF 2 Eng. Job: Dwg: Dsgitr: TLY Chk: TC Live 40.0 psf TC Dead 10.0 psf BC Live 0.0 psi BC Dead 5.0 psf TOTAL 55.0 psf I11 1087N 6.75" scale = 0.3389 BB AF Truss ID: F21 Date: 2-04-02 DurFac - Lbr: 1.00 DurFac - PIt: 1.00 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: V:01.25.02- 1 195- 4, TICS: 12.19.01 DESIGN INFORMATION This design is for an Individual budding component and has been based on Informaurm provided by the client The designer disclaims any respor sibWly for damages as a result of faulty or Incorrect Information, specifications and/or designs fir mished to the truss designer by the client and the correctness or accuracy of thin information as It may relate to a spe. edit, project and am" no responsibWly or -raises no control with regard to fabrica- tion, handling. shipment and installation of trusses. This truss tins been designed as an Individual budding component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the budding design by a Building Designer (registered architect or professional engineerl. 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. project specifications or special applied loads. Unless shown. been truss has not deslgued for storage or occupancy Inds. The design assumes compression chords (top or bottom) are continu. ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceding, they should be braced at a maximum spacing of 10'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped gahanimd 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 fabricator's plans and to mature a continuing responsibility for such vert. Mention. Any diserepanclen arc to he 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 nails fully imbedded and stall be sym. about the Joint unless otherwise shown. A 5x4 plate Is 5' wide x 4' long. A 6x8 plate Is 6' wide x 8- long. Slots (holes) min pamllel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sun are minimum sires based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This lass Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ad bracing and erection recommendations are to be followed In accordance with "Handling Installing 6 Bracing-, HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and pemnanent bracing for holding trusses m a straight and plumb pos. Ition and for resist ng lateral forms shad be designed and Installed by others. Careful hand. ling is essential and erection bracing is always required. Normal precautionary action for lasses 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. Professional advice shall be sought if needed. Concentmllon of construction loads greater .han the design Inds shad not be applied to .misses at any time. No loads other than the .weight of the cantors shall be applied to .musses until after all fastening and bracing s completed. Jb: CAYbURY FLUUR AC: TOP CHORDS: 4x2 SP #2 4x2 SP #1 D 1 BOT CHORDS: 4x2 SP #2 4x2 SP #1 D 2 WEBS: 4x2 SP #3 2-4x2 SP #3 1 3-4x2 SP #3 13 MAX LIVE LOAD DEFLECTION: L/672 at JOINT #14 L=-0.33" D--0.12" T--0.45" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.07" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.05" RMB = 1.00 WO: BBRAF WE: ®2x6 continuous strongback. Attach to each truss with 3-10d nails. Splice stiffback on truss vertical. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise This truss *NOT* designed for wind load! 30.00" typ. t 2 3 2X4 4X8 1.5X3 1-4-0 4X8 W=3X4 3X8 ..TC... FORCE ... CSI 1- 2 0 0.28 2- 3 -3337 0.40 3- 4 -3337 0.41 4- 5 -3979 0.90 5- 6 -3979 0.62 6- 7 -3221 0.61 7- 8 -3221 0.37 8- 9 -3221 0.64 9-10 44 0.49 ..BC ... FORCE ... CSI 17-16 2035 0.58 16-15 2035 0.49 15-14 3997 0.91 14-13 3979 0.98 13-12 3979 0.98 12-11 1920 0.46 TI: F23 QTY:3 ________Joint Locations=============== 1) 0- 0- 0 7) 13-11-12 13) 11-11-12 2) 2- 9- 0 8) 15-11- 0 14) 10- 5- 4 3) 5- 3-12 9) 16- 6- 8 15) 5- 3-12- 4) 7-10- 8 10) 19- 6- 8 16) 3- 6- 8 5) 10- 5- 4 11) 19- 6- 8 17) 0- 0- 0 6) 11-11-12 12) 13-11-12 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 3- 6 1050 0 0 BOT PIN 19- 0- 4 1099 0 0 BOT H-ROLL 5 6 7 g 9 11-2-8 - - 1-5-0 4X8 I.5X3 3X4 1.SX3 W=3X4 3X4 1.5X3 3X8 '17 16 15 14 4 1051k 6.75" 19-6-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 LMaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK Cr.OVIEDOXI-32766 Design: Matdr Analysis 13 YYHKNING: 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 hmcing or similar bracing which Is a pan of the budding design and which must be considered by tine bulldog designer. Bracing shown is (or lateral support of truss members only to reduce buckling length. Provlafans must be made to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bracing of the metal] structure may be required. (See HIB-9 i of ml. (Truss Plate Institute. TPI. Is located at 593 D'Unofrio Drive. Madison. Wisconsin 53719). JOB PATH: C.17'EE-LOKV0BSIBBRAF 12 Eng. Job: Dwg: Dsgrir: TLY Clik: TIC Live 40.0 psf TIC Dead 10.0 psf 13C Live 0.0 psf BC Dead 5.0 psf TOTAL 55.0 psf 1.5X3 4X6® 1-4-0 M'! 4X10 R 11i 1100N 3.50'CANT: 04-8 scale = 0.3429 Truss ID: F23 Date: 1-03-02 DurFac - Uor: 1.00 DurFac - PIt: 1.00 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: HCS. 11.28.01 DESIGN INFORMATION This design Is for an Individual building component and has been based on Information provided by the client. The designer dise4slms any responsibility for damages as a result of faulty or Incorrect InfornwUon. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Informallon as It may relate to a spe- elf-e pm)ect and accepts no responsibility or exercises no mntml with regard to fabnea- tlon. handling. shipment and Installation of trusses. This truss has teen 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 amhltect or professional engineer). when mlewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for wind or snow bads, project specifications or special applied lards. 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 am not fully bmmd laterally by a propel ly applied rigid ceding. they should be braced at a maslmum spacing of 10'-0' o.c Connector plates shag be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabnotlon, the fabricator shall review this drawing to verify that this drawing is I. confornumee with the fabricators plans and to manze a continuing responsibility for such vert- Amtlon. Any dlscrepancles are to be put in wilting before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Member shad be cut for tight fining wood to wood tearing. Con- nector plates shall be located on both faces of the truss with nalls fully Imbedded and shall be sym. about tie Jotnt unless otherwise shown. A Sx4 plate is 5' wide x 4- long. A 6x8 plate is 6' wide x Ir long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the -ntmkl of the webs unkas otherwise shown. Connector plate sizes re minimum sires based on the force shown and may need to be increased for certain hand. dog and/or erection stresses. Tbis thus Is not to be fabricated with fire retardant healed lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendaul ms are to be followed In accordance wllh 'Handling Installing Q Bmemg', 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 hold mg trusses In a straight and plumb pm. Itton and for resisting lateral forces shall be designed and Installed by others. Careful hand- Iing I. essential and erection bracing to always required. Norval precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dornlnoing. The supervision of erection of trusses shall be under the control of persons experienced in the tnsta8ation of busses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design Imais shall not be applied to trusses at any time. No lords other than the weight of the erectors slall be applied to trusses until after all fastening and bracing is completed. JD. DATDUKT tLUUN AC.: TOP CHORDS: 4x2 SP #2 D 4x2 SP #1 D 1 BOT CHORDS: 4x2 SP #2 WEBS: 4x2 SP #3 2-4x2 SP #3 1,28 MAX LIVE LOAD DEFLECTION: L/522 at JOINT #33 L=-0.45" D=-0.17" T=-0.61" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.15" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.11" RMB = 1.00 WO: BBRAF WE. ® This truss *NOT* designed for wind load! --TC... FORCE ... CSI 1- 2 -1919 0.15 2- 3 -1919 0.12 3- 4 -4540 ' 0.31 4- 5 -4540 0.32 5- 6 -5610 0.55 6- 7 -5610 0.56 7- 8 -5877 0.93 8- 9 -5877 0.66 9-10 -5877 0.94 10-11 -4135 0.59 11-12 -4135 0.50 12-13 71 0.32 14-15 71 0.33 15-16 -1982 0.36 16-17 -1982 0.31 17-18 -1982 0.53 18-19 -1954 0.75 19-20 -1954 0.89 20-21 879 0.52 21-22 879 0.52 30.00"' lyp. ..BC ... FORCE ... CSI 38-37 0 0.02 37-36 3419 0.86 36-35 5610 0.68 35-34 5610 0.71 34-33 5818 0.74 33-32 5277 0.67 32-31 2346 0.32 31-30 2346 0.68 30-29 -71 0.00 29-28 1270 0.41 28-27 1270 0.45 27-26 1954 0.94 26-25 1954 0.94 25-24 1225 0.58 24-23 0 0.10 t 2 3 4 56 7 8 9 10 11 12 �- 5-114 04-0 14-0 1.5X3 L.SX3 1.5X3 W=3X6 5X8 4X6 4X6 3X4 1.5X3 3X6 1.5X3 4X10 rr 5X10 6X8 6X8 6X8 15'=3X6 3X4 3X6 6X12 F9 1511N 6.75" ✓1 19-10-12 590N 14 TI: F3 QTY:2 ----= --=-=====Joint Locations=============_= 1)0- 0- 0 14) 19-11-12 27) 25- 1- 4 2) 1- 8- 4 15) 22- 6- 8 28) 23- 9- 4 3) 3- 2- 0 16) 24- 5- 4 29) 19-11-12 4) 4- 4-14 17) 25- 1- 4 30) 19- 9-12 5) 5- 8- 8 18) 26-10-12 31) 16- 0- 0 6) 6- 2- 0 19) 29- 0- 4 32) 14- 8- 4 7) 7- 0- 0 20) 31- 1- 8 33) 9- 6-12 8) 9- 6-12 21) 33- 9- 0 34) 6- 2- 0 9) 10- 2-12 22) 35- 9- 4 35) 5- 8- 8 10) 12- 1- 8 23) 35- 9- 4 36) 4- 4-14 11) 14- 8- 4 24) 33- 9- 0 37) 1- 8- 4 12) 17- 3- 0 25) 29- 0- 4 38) 0- 0- 0 13) 19- 9-12 26) 26-10-12 ------------ TOTAL DESIGN LOADS -------_ Uniform PLF From PLF To TC Vert L+D -100 0- 0- 0 -100 35- 9- 4 BC Vert L+D -10 0- 0- 0 -10 35- 9- q Concentrated LBS Location TC Vert L+D -435 35- 9- 4 BC Vert L+D -590 5-11- 4 ---- MAX- REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 3- 6 1511 0 0 BOT PIN 19-10-12 1961 0 0 BOT H-ROLL 33- 6- 8 1491 0 0 HOT H-ROLL 27-11-8 �- 2-0-0 435# 1.5X3 1.5X3 1-4-0 1.5X3 3X6 W=3X6 3X4 1.5X3 3X8 3X4 3X4 rn � 3X6 3X6 1.5X3 3X4 1.5X3 4X6 W=3X6 3X10 all139 g 30 29 28 27 26 25 24 2 1961J/ 3.50" 1492# 8.0011 CANT: 1-10-12 -ATa 13-11-12 _1 35-9-4 EXCEPT AS HOWN PLATES ARE TL20 GA TESTED PER ANS11TP1 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 Design: Afdfri.t Analysis 1IUAKI141MU: READ All NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown ou this dmaing is not erection bracing, wired bncbng. portal bracing or similar bracing which Is a part of the building design and which must be comidered by the budding designer. Bmcing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor Lateral bracing at ends and specified loedlons determined by We bu8dkng designer. AddlUonal bracing of the overall structure may, be required. (See HIB-91 of TPII. (Russ Plate Institute, TPI, Is located at 583 D'Onofno Drtve. Madison, Wucoruln 53719). Eng. Job: Dwg: Dsgar: TLY Chk: TC Live 40.0 psf TC Dead ]0.0 psf BC Live 0.0 psf BC Dead 5.0 psf TOTAL 55.0 nsf = 0.1873 Truss ID: F3 Date: 3-14-02 DurFac - Pit: 1.00 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: JOB PATH: C:ITE£-LOKIJOBSIBBRAF HCS: 12.19.01 DESIGN INFORMATION This design is for an Individual building component and has been based on bdormatlon provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information. specHieaauoru and/or designs furnished to the truss designer by the client and the con-mtness or accuracy of this Information as It may relate to a spe- age project and accepts no responsibility or exercises no control with regard to fabrtca- tion, handling, shipment and tnsrailauon of trusses. This truss has been deslpred as an individual building component In accordance with ANSI/TPI I-1995 and NDS-97 to be incorporated as pan of the building design by a Building Designer Iregistered 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 cLarmuc 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 hop or bottom) are mnitnu- 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 masimtun spacing of 10`0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanimd 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 fabricators plans and to realize a continuing responsibility for such ver- Oratlon. Any discrepancies are to he put in writing before cutting or fabrication. Plates shall not be Installed over knothole, knots or distorted gram. Merida- shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be looted on both faces of the thus with nails fully Imbedded and shad be sym. about the joint unless otherwise shown. A 5x4 plate Is 5' wide x 4' long. A 6.x8 plate is 6' wide x 8' long. Slats (holes) run parallel to the plate length specified. Double cuts on web members shall meet a1 the centrold of the webs unless otherwise shown. Connector plate sires are minimum sues lased on the forces shown and may need to be increased for certain hand - lung and/or erection stresses. This truss 1, not to be fabricated with fire relaidant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ad bracing and erection recommendations are to be followed In accordance with -Handling Installing @ Bmctng-. HIB-91. Trusses are to be handled with panicular ore during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bmcmg for holding trusses In a straight and plumb pos- Itton and for reslsting lateral tomes shall be designed and Installed by others. Careful hand- ling Is essential and erection bmcmg is ahsafs required. Nunnal precautionary action for sses curequires such temporary bmcmg during histalla0on between trusses to avoid loppdng 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 loads greater than the design loads shall not be applied to trusses at any time. No loads other than the wcighl of the erectors shad be applied to trusso until after ad fastening and bracing 's completed. . V- tin I DUK i rLUUK Al.: TOP CHORDS: 4x2 SP #2 BOT CHORDS: 4x2 SP #1 D 4x2 SP #2 D 2 4x2 SP #2 3 WEBS: 4x2 SP #3 2-4x2 SP #3 1,23 Partial Double Chord to be same size and grade as chord to which it is attached. This truss *NOT* designed for wind loadl MAX LIVE LOAD DEFLECTION: L/425 at JOINT #31 L=-0.54" D=-0.20" T=-0.75" MAX HORIZONTAL TOTAL LOAD DEFLECTION: To 0.12" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.09" RMB = 1.15 30.00" ()•p. WO: BBRAF WE: ® 2x6 continuous strongback. Attach to each truss with 3-10d nails. Splice stiffback on truss vertical. MULTIPLE LOADS -- This design is the OM All COMPRESSION multiple RESSION Chords are assumed dto be continuously braced unless noted otherwise. *** CUT TOP CHORD OVER INTERIOR SUPPORT *** This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. ..TC... FORCE ... CSI 1- 2 0 0.19 2- 3 -3762 0.97 3- 4 -3762 0.63 4- 5 -4505 0.66 5- 6 -4505 0.29 6- 7 -4505 0.47 7- 8 -3414 0.54 8- 9 -3414 0.47 9-10 76 0.32 11-12 76 0.33 12-13 -1974 0.37 13-14 -1974 0.31 14-15 -1974 0.52 15-16 -1946 0.74 16-17 -1946 0.89 17-18 879 0.52 18-19 879 0.52 It. 2 3 4 S G 7 �- 6-3-12 1-4-0 1V=3X6 3X6 6X12 3X6 6X8 3X6 3X4 7 4X8 6X8 3X6 1V=3X6 6X8 N=2X4 11 sL 31 30 1090# 6.75" 19-10-12 ..BC ... FORCE ... CSI 33-32 2132 0.90 32-31 3762 0.73 31-30 3762 0.73 30-29 4206 0.43 29-28 4206 0.99 28-27 1982 0.55 27-26 -76 0.00 26-25 1269 0.33 25-24 1269 0.43 24-23 1946 0.89 23-22 1946 0.89 22-21 1223 0.55 21-20 0 0.09 5 9 10 11 1.5X3 1.5X3 4X8 1.5X3 3X10 %%'=3X6 3X6 4X6 35-9-4 1 28 27 2125 1860# 3.50" TI: F31 BTY:1 Locations==========e:===er 1) 0- 0- 0 12) 22- 6- 8 23) 26-11- 0 2) 2- 9- 0 13) 24- 5- 4 24) 25- 1- 4 3) 5- 3-12 14) 25- 1- 4 25) 20- 8- 8 4) 7- 3-12 15) 26-11- 0 26) 19-11-12 5) 9- 6-12 16) 29- 0- 8 27) 19- 9-12 6) 10- 2-12 17) 31- 1- 8 28) 14- 8- 4 7) 12- 1- 8 18) 33- 9- 0 29) 10- 2-12 8) 14- 8- 4 9) 17- 19) 35- 9- 4 30) 9- 6-12 3- 0 20) 35- 9- 4 31) 7- 3-12 10) 19- 9-12 21) 33- 9- 0 32) 5- 3-12 11) 19-11-12 22) 29- 0- 8 33) 0- 0- 0 ------------ TOTAL DESIGN LOADS ----------__ Uniform PLF From PLF To TC Vert L+D -100 0- 0- 0 -100 35- 9- 4 BC Vert L+D -10 0- 0- 0 -10 35- 9- 4 Concentrated LBS Location TC Vert L+D -435 35- 9- 4 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 3- 6 1089 0 0 BOT PIN 19-10-12 1859 33- 6- 8 1491 0 0 BOT H-ROLL 0 0 BOT H-ROLL 435N 1314 15 16 0 18 1 27-11-12 -4 �- 2-0-0 1.5X3 14-0 3X6 1V=3X6 3X4 1.5X3 3X8 3X4 3X4 35-9-4 EXCEPT AS kFIOWN PLAITS ARE TL20 GA TESTED PEK ANSI/TPI 1-1995 Over 3 Supports ■ Emaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407)321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE- #0050068 I690 GREENBROOK Cf.0V1ED0.Ft-32766 Design: Matrix Atwlvsis 1)11liKIYIINU: 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 U a part of the building design and which must be considered by tire 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 merall structure may be requbed. (See ma-9 of TPu. ffruss Plate Institute. TPI. Is located at 583 D'Onofno Drive. Madison. Wisconsin 53719). JOB PATH: CAT£E-LOKUOBSIBBRAP 3X6 1.5X3 3X4 1.5X3 3X10 ff9 24 23 22 2l 2 1492# 8.001' CANT: 1-10-12 - 13-11-12 Frig. Job: Dwg: Dsgty: TLY Chk: TC Live 40.0 psf TC Dead 10.0 psf BC Live 0.0 psi BC Dead 5.0 psf TOTAL 55.0 Dsf = 0.1873 Truss ID: F31 Date: 1-03-02 DurFac 7 Lbr: 1.00 DurFac - Pit: 1.00 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: V:12.03.01- 10679- lics. 11.28.01 DESIGN INFORMATION This design is for an Individual building component and has been based on information provided by the client. The designer disclaims any-sponslbllily for damages as a result of faulty or incorrect infomathm. specifications and/or designs furnished to the truss designer by the client and the eoreclness or accuracy of (hls Irdomiation as It may relate to a spe- cific project and accepts no responsibility or exercl— no control with regard to fabrf-- lion, handiing, shipment and installation of busses. This buss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 anti NDS-97 to be Incorporated as part of the building design by a Building Designer fregistered architect or professional engueerl. When reviewed for approval by the building designer. the design loadings shown must to 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 lads. The design assumes comptesslon chords flop or bottom) are continu- ously braced by sheathing unless otherwise specified. Ullere botlont chords In tension are ,,at Gully braced Laterally by a property applied dgll ceiling. they should be braced at a maximum spacing of 10'-0' o.e. Connector plates shall be manufactured from 20 gauge hot dipped gaWanb d steel meeting ASFM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior lm fabrication. the labricator shag revfew this drawing to verify that this drawing is in conformance with the fabrimtor's plans and to realize a continuing responsibility for such verl. 0catlnn. Any discrepancles arc to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for [felt filling wood to wood hearing. Con- nector plates shall be located on both faces of tine truss with nails fully Imbedded and shall be sysn. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6.x8 plate is 6' Wide t 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the cenirulrl of the webs uns less otherwise shown. Connector plate sue are minunun sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erectlon stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional tnforrnallon on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with'Ha rid ling 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 trusses In a straight and plumb pw- Itlon and for restsling lateral tortes shall be designed and Inst lied by others. Careful hand. 11n9 is --.flat and erection bmr.(ng Is always required. Normal precautionary acllon for trusses rcquues such temporary bracing during Installation between trusses to avoid toppliig and dominuing. The supervision of erectlon of teases shall be under the control of persons uperlenced in the installation of trusses. Professional advice shall be sought If needed. Cancentratlon of construction loads gmater than the design loads shall ,of be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to tnisses until after all fastening and bracing Is completed - Jo. DM I DUK l 1-LVVK AU ***** CUTTING ONLY +*+* TOP CHORDS: 4x2 SP #2 BOT CHORDS: 4x2 SP #2 WEBS: 2-4x2 SP #3 4x2 SP #3 GABLE STUD: 4x2 SP #3 WO: BBRAF WE: **** Truss NOT designed for Wind Loads. **++ All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. 28,32,33 *** CUT TOP CHORD OVER INTERIOR SUPPORT *** This truss *NOT* designed for wind load! TI: F33 9TY:1 ==============Joint Locations============___ 1) 0- 0- 0 23) 26-10- 0 45) 22-10- 0 2) 1- 6- 0 24) 28- 2- 0 46) 21- 6- 0 3) 2-10- 0 25) 28-10- 8 47) 20-10-12 4) 4- 2- 0 26) 29- 6- 0 48) 20- 2- 0 5) 5- 6- 0 27) 30-10- 0 49) 18-10- 0 6) 6-10- 0 28) 32- 2- 0 50) 17- 5- 0 7) 7- 1- 8 29) 33- 9- 0 51) 16- 2- 0 8) 8- 2- 0 30) 33- 6- 0 52) 14-10- 0 9) 9- 6- 0 31) 34-10- 0 53) 13- 5- 0 10) 10- 7-12 32) 35- 9- 4 54) 12- 2- 0 11) 12- 2- 0 33) 35- 9- 4 55) 10-10- 0 12) 13- 5- 0 34) 34-10- 0 56) 9- 6- 0 13) 14-10- 0 35) 33- 6- 0 57) 8- 2- 0- 14) 16- 2- 0 36) 33- 9- 0 58) 7- 1- 8 15) 17- 6- 0 37) 32- 2- 0 59) 6-10- 0 16) 18-10- 0 38) 30-10- 0 60) 5- 6- 0 17) 20- 2- 0 39) 29- 6- 0 61) 4-10-12 18) 21- 6- 0 40) 28-10- 8 62) 4- 2- 0- 19) 22-10- 0 41) 28- 2- 0 63) 2-10- 0 20) 24- 2- 0 42) 26-10- 0 64) 1- 6- 0 21) 24- 9- 4 43) 25- 6- 0 65) 0- 0- 0 22) 25- 6- 0 44) 24- 2- 0 f [ 3 4 5 67 8 9 l0 11 12 13 1'4 15 16 17 18 9 2021 2 2t3 24 2526 27 28 2M 3132 14-0 1.5X3 N=1.5X3 1.5X3 1.5X3 1.5X3LS.I'3 LSX3 N'=3XG 1.5X3 1.5X3 LSX3 1.5X3 1.5X3 L5X3 3X4 LSX3 LSX3 1-0-0 LSX3 3X4 LSX3 LSX3 LSX3 1.5X3 LSX3 LSX3 W=3X61.S.1'3 3X4 1.5X3 3X4 1.5X3 2M0EE0i0aTZL 3X4 3X4 3X4 1.5X3 1.5X3 LSX3 LSX3 LSX3 LSX3 LSX3 L.5X3 LSX3 LSX3 1.5X3 LSX3 LSX3 LSX3 N'=3XG 3X4 1.S,1'3 1.5X3 L.5X3 1.5X3 �1'=3X4.5X3 1.5X3 3X4 1.5X3 LSX3 LSX3 1.5X3 L5X3 L5X3 LSX3 3X8 li 0# 8.00m 5857 SG 55 54 53 52 51 50 49 48 4f 46 445 I 35-9-4 EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSI/TP1 1-1995 Cont. SuPport Imaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE_ #0050068 1890 GREENBROOK Cr.0VIF.00.Ft37766 Design: ,%fatria Armlj•sis TYMKII41114ti: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Braclog shown on (his drawing is not erectlon bracing, wind bmehig. Portal bmcing or similar bracing wl doh Is a pan of the building design and which must Ie consideled by the budding designer. 0racing shown Is for lateral support Of truss rnennlers only to reduce buckling length. Provisions must be made to anchor latual bracing at ends and sprclfled lot lions determined Iry lire building designer. Additional bracing of tie overall structure may be required. ISM I IIB-91 of TPI). (rrnss Plate Institute. TPI. Is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). 43 42 414039 38 37 365 3433' ON 8.001, CANT: 140-1.2 Studs ® 1-4-0 o.c. scale = 0.1873 Eq. Job: WO: BBRA Dlvg: Truss ID: F33 Dsgitr: TLY Clik: Date: 2-25-02 TC Live 40.0 psi DurFac - Lbr: 1.00 TC Dead 10.0 Psi DurFae - Pit: 1.00 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 5.0 PSI` Design Criteria: TPI Code Desc: TOTAL 55.0 nsf v-nt -Ir nn .— _. JOB 1AT11: C:ITEF--LOKUOBSIBBRAF "CS: 12.19.01 DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the client. The designer disclaims any r-ponslbWty for damages as a resul, of faulty or mconect Infonnalion, specal-tlons 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. elite project and accepts no responsibility or exerclses no control with regard to fabrica. tion. handling. shipment and installation of busses. This truss has been designed as an individual budding component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the budding design by a Budding Designer fregistered architect or professional engi ecrl. When reviewed for approval by the building desfgner. the design loadings shown must be checked to be sure that the data shown are In agreement with the local budding codes. local clunatic records for wind or snow loads. prolecl specifications or special applied loads. Unless shown• truss has not been designed for storage or occupancy loads. The design assur es compression chords hop or bottom! are continu- ously braced by sheathing unless otherwise spec,Iled. Where bottom chords in tension ire not fully braced laterally by a properly applied rigid telling, they should be braced at a maxtmum spacing of 10'-0- o.e. Connector Plates shad be manufactured from 20 gauge hot dipped galvanized steel meeting ASTNI A 653. Grade 40. unless olhetwlse shown. FABRICATION NOTES Prior to fabripllon, tine fabricator shad re In this drawing to verify, that this drawing Is In cordonnance with the fabricator's plans and to realize a contlnutng responsibility for such vert- firallon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes• knob or distorted grain. %Icnlbcm shall be cut for tight fitting wood to wood bcanng. can. nector plates shall be looted on troth faces of the in]ss will] nails fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5s4 plate Is 5• wide x 4• long. A 6x8 plate b 6- wide x 8' long. SIoL% Iholesl run parallel to the plate length specdied. Double cuts on web members shall meet at the ccntmld of the webs unless otherwise shown. Connector plate sizes are mInt un stes 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 Ore etard.nt treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recononendallons are to be followed In accordance with -Handling Installing & Bating', 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 stralght and plumb pcs. Ilion and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling Is essential and erection bracing Is always required. Normal preouuonary action for trusses require such temporary bracing during installation between trusses to avoid toppling and dominuing. The supervision of erection of Crosses shall be under the comral of persons xperiernced In the installation of trusses. ,,of- on.I advice shall be sought if needed. ra :oncenitlon of construction loads greater han the rirslgn Inds shall not be applied to russes at any time. No loads other than the vclght of the ereclms shall be applied In cusses until after all fastening and bracing s completed. JP. oh f DUK r rLUUN AU: TOP CHORDS: 4x2 SP #2 BOT CHORDS: 4x2 SP #2 WEBS: 4x2 SP #3 2-4x2 SP #3 4,13 MAX LIVE LOAD DEFLECTION: L/962 at JOINT # 6 L=-0.16" D=-0.06" T=-0.22" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.05n] MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" RMB = 1.15 30.00" fyp. 1.5X3 4X6 ®1.5X3 1-4-0 W 4X6 LSX3 3 W=3X4 3X10 0 19 CANT: 3-4-14 1185#83.50" WO: BBRAF WE: MULTIPLE LOADS -- This design is the couposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise This truss -NOT* designed for wind load! TC...FORCE...CSI -BC ... FORCE ... CSI 1- 2 0 0.23 19-18 51 0.24 2- 3 513 0.45 18-17 1496 0.39 3- 4 513 0.45 17-16 1496 0.38 4- 5 -2212 0.34 16-15 2190 0.77 5- 6 -2212 0.37 15-14 2190 0.77 6- 7 -2190 0.59 14-13 1432 0.48 7- 8 -2190 0.68 13-12 0 0.09 8- 9 854 0.38 9-10 854 0.50 10-11 854 0.50 D 7 11-4-2 --d �- 2-0-0 1.5X3 3X4 1.5X3 3X6 L5X3 INd 16 15 1'4 I 19-4-6 EXCEPT AS SHOWN PLATES ARE T1.20 GA TESTED PER ANSI/TPI 1-1995 TI: F4 9TY:3 ==============Joint Locations=============__ 1) 0- 0- 0 8) 14- B-10 15) 10- 3- 6 2) 0-10-14 9) 16- 1- 8 16) 8- 8-10 3) 3- 6- 6 10) 17- 4- 2 17) 4- 1-14 4) 6- 1-14 11) 19- 4- 6 18) 3- 6- 6 5) 8- 8-10 12) 19- 4- 6 19) 0- 0- D 6) 10- 3- 6 13) 17- 4- 2 7) 12- 4-14 14) 12- 4-14 ------------ TOTAL DESIGN LOADS ------ Uniform PLF From PLF To TC Vert L+D -100 0- 0- 0 -100 19- 4- 6 BC Vert L+D -10 0- 0- 0 -10 19- 4- 6 Concentrated LBS Location TC Vert L+D -435 19- 4- 6 ---- MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-LOC 'type 3- 6-10 1184 0 0 BOT PIN 17- 1-10 1447 0 0 BOT H-ROLL 435# 10 j 11 s 2X4 3X4 1-4-0 3X10 1.5X3 1447# 8.0011 CANT: 1-1042 WAKNING: READ All NOTES ON THIS SHEET. Eq. Job: Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsglw: TLY Chk: 4005 MARONDA WAY BRACING WARNING: Bracing TC Live 40.o psr SANFORD. FL. 32771 shown on this dram ]g 15 not c ccl ton lacing. wind bracing. port I bn ling or sinllnr bracing which Is a part of the budding design and which must Ile consldu TC Dead 10.0 321-0064 Fax (407) 321-3913 d by the building desl clog shown Is for lalaal suppon or cuss members only to reduce buckling length. P ovLclunsimst BC Live psf TOMA(407) S PONCE P.E. be mad' to anchor lateral bracing al ends and sp cffled locations drternined by the building designer. Addltlonal bracing of U,e 0.0 PSI` LICENSE #0050068 m'crall strocture nwy tx• required. ISee lull-91 of Tl'0. irrus Plate Institute, TPI. Is located at 583 D'Onohln Drive. I1C Dead 5.0 psf 1890 GREENBROOK CT.OVIEIw.FL32766 Nadlson, la'Isconsin 53719E Design: S1Nrir rlrmh'tit JOB IS1771.' C:ITEF-LORUOBSIBBR4F TOTAL 55.0 risf scale = 0.3460 Truss ID: F4 Date: 1-03-02 DurFac - Lbr: 1.00 DurFac - Pit: 1.00 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: HCS: 11.28.01 DESIGN INFORMATION This dcslgn is for an Indvdual building component and has been based on ifonnatlon Provided by the client. The designer dfsclahns any responsibility for damages as a result of faulty or Incorrect htfonuation, speclncatlons and/or designs furnished to the truss designer by the client and the eon ectiress or accuracy of this Information as It may relate to a spe. cific pmjecl and accepts no responsibility or eremtses no control with regard to fabrica- ❑on. Imndling, shipment and Installation of misses. This In— 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 buikiing design by a Building Designer (registered architect or professional enornmr). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are m agreement with the meal budding codes, loctI climatic records for wind or snow loads. project specifications or special applied loads. Unless shown. truss has not been designed fur storage or occupancy loads. The design assunres compression chords (top or bot(orn) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension me not fully braced laterally by a properly appled nod ceiling, they should be braced at a maximum spacing of 10'-0- o.c. Connector plates had be manufactured from 20 gauge hot dipped galvanized steel meeting AS IA A 653. Grade 40. unless othetwlse shown. FABRICATION NOTES Prior to fabrication. lire fabricator shad review this drawing to verify that this drawing is in cadomunce with the IabncaloYs plans and to realize a continuing responsibility for such ven- µcallon. Any discrepancies are to be put In writing helore cutting or fabrication. Plata shall not be Installed over knotholes. knots or dbtorted grain. Alembers shad be cut for light lilting wood to wood bearing. Con- nector plates shall be located on Both laces of the truss with nails fully Imbedded and shad be syan. 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) ran parallel to the plate length specified. Double cuts on web members stud meet It the centroid of the webs unless otherwise shown. Connector plate sizes are mbunum 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 tnfommtfon on Quality Control refer to ANSI/TPI 1- 1995 PRECAUTIONARY NOTES All b—ing and ercellon recouunandatlons are to be followed In accordance with -Handling Installing t4 Bracing', HI13-91. 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- Illon and for resisting lateral forces shad be designed and Installed by others. Careful hand. Wig Is essential and erection bracing Is always requbed. Normal preraullonary acllon for tmsaes requires such temporary bracing during Installation beliveen trusses to avoid toppling and dom(nuing. The supervision of crecllon of I---- shad be under the control of persons experienced W the Installation of trusses. Professional advice shad be sought d needed. Concentration of construction loads greater than the design loads shad not be applied to asses at ally (line. No loads other than the eight of lire erectors shall be applied to IF m asses rtd alter all fastening and bracing s cumpleled. r-. t uvr\ r I wort Hl,.: TOP CHORDS: 4x2 SP #2 BOT CHORDS: 4x2 SP #2 WEBS: 4x2 SP #3 2-4x2 SP #3 10 MAX LIVE LOAD DEFLECTION: L/813 at JOINT # 9 L=-0.17m D=-0.06n T=-0.23n MAX HORIZONTAL TOTAL LOAD DEFLECTION: Ter 0.04n MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03rr RMB = 1.15 WO: BBRAF yWE MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This truss 'NOT- designed for wind load! .TC... FORCE ... CSI 1- 2 0 0.33 2- 3 -2075 0.40 3- 4 -2075 0.50 4- 5 -2040 0.71 5- 6 -2040 0.91 6- 7 878 0.51 7- 8 878 0.51 ..BC...FORCE ... CSI 14-13 1387 0.45 13-12 2040 0.89 12-11 2040 0.89 11-10 1257 0.53 10- 9 0 0.08 30.00" �),P. —Al )� 160 I 8-0-8 2-0-0 1-SX3 L5X3 T 1-4-0 114 760# 3.50" 3X6 I cvi 16-0-4 12 11 I 16-0-4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407)321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 OREENBROON Cr.OVIEDO.F1.32766 Design: Matrix Analysis VV11KNINU: READ All NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this dr-.twung is rat errctlon braelug, wind bracing, portal bracing mr similar braclug which N a pant of the building desigrl and which must he considerci by the budding designee. Hraciig shown 11 tar lateral support ill 4vss mertnbcrs only to reduce hucklhng length. Prov&ki muss le made to auehor lateral bracing at cads and specified locations determined by Ue budding designer. Additional bracing of the mclad structure may le required. IS_ 1110-91 a(TPII. ITmss Plate Institute. TPI, is locoed at 583 D'Onofrlo Drive. %hidlsoll. Wisconsin 53719). JOB 1'.•!Tll: CATFE-LOKUOBSIBBRAF TI: F5 QTY:4 ==============Joint Locations=============-- 1) 0- 0- 0 6) 11- 4- 8 11) 9- 1- 4 2) 2- 9- 0 7) 14- 0- 0 12) 6-11-12 3) 5- 3-12 8) 16- 0- 4 13) 5- 3-12 4) 6-11-12 9) 16- 0- 4 14) 0- 0- 0 5) 9- 1- 4 10) 14- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -100 0- 0- 0 -100 16- 0- 4 BC Vert L+D -10 0- 0- 0 -10 16- 0- 4 Concentrated LBS Location TC Vert L+D -435 16- 0- 4 ---- MAX. REACTIONS PER BEARING LOCATION ----= X-Loc Vert Horiz Uplift Y-LOC Type 0- 1-12 760 0 0 BOT PIN 13- 9- 8 1503 0 0 BOT H-ROLL 435N T 1-4-0 1 3X10 1.5X3 10 g 1503# 8.001, �{I CANT: 1-10-12 I scale = 0.4182 Eng. Job: D%vg: Dsgnr: TLY Chk: TC Live 40.0 list TC Dead 10.0 psf BC Live 0.0 psf BC Dead 5.0 psf TOTA1- 55.0 nsf Truss ID: F5 Date: 1-03-02 DurFac - L x 1.00 DurFac - Pit: 1.00 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: "CS: 11.28.01 DESIGN INFORMATION This design is for an Individual building component and has been based on information provided by the client. 71m designer disalatms 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 ecerclses no control with regard to fabrim. tion, handling, shipment and Installation of trusses. This truss has been designed as an tndlvidual building component fro accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as pan of the bullding 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 sure that Elie data shown arc In agreement with the local building codes. local cWnulle records for wind or snow loads. pm cct specifications or special applied loads. Unless shown, truss has not teen designed for storage or occupancy loads. Tin: design assumes compression chords Ilop or bottom) arc continu- ously braced by sheathing unless otherwise specified. Where bollmm chords In tension are not fully braced laterally by. properly applied rigid telling, 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 AST M A 653. Grade 40. unless atherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall reidew this drawing to verify that this drawing is In conformance with the fabricators plans and to Baize a continuing responsibility for such veri- fication. Any discrepancies are to be put In writing before cul Wig or fabrication. Plates shall not be installed over lumilmles. knots or distorted grain. Members shall be cut for tight fitting wood to wood beating. Con- nector plates shall be looted on both faces of lire truss with naffs fully Imbedded and shall be sym, about lire Joint unless otherwise shown. A 5.c4 plate b 5- wide x 4- long. A 6x8 plate is 6" wide x 8- long. Slots (holes) run lxarallel to the plate length specified. Double cuts on web members sha8 meet at the centrold of the webs unless otherwise shown. Connector plate sizes a nunlrrmm sizes based on the forces shown :ml may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling In.talling A Bractnbr', IIIB-91. Trusses are to Ix handled with particular care during banding and bundling. delivery and bhslallaton to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos. Iton and for reststmg lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is ahv,, s required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dornlncing. The supervision of erection of truss- shall tx under the control of penoru experienced In the LmWlallon of trusses. Professional advMe shall be sought If needed. Concentration of construction loads greater than the design loads shall tint he applied to trusses at any time. No loads other than the weight of the erectors shall ire applied to trusses until after all fastening and bracing Is completed. Ju. 0/'s1DVKi rLUUK AU: TOP CHORDS: 4x2 SP #2 BOT CHORDS: 4x2 SP #2 WEBS: 4x2 SP #3 2-4x2 SP #3 10 MAX LIVE LOAD DEFLECTION: L/999 L=-0.09" D=-0.03" T=-0.12" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.02" RMB = 1.00 Ig 30.00" j tvp. WO: BBRAF WE: This truss *NOT* designed for wind load! ..TC...FORCE...CSI 1- 2 0 0.35 2- 3 -1606 0.37 3- 4 -1606 0.30 4- 5 -1946 0.31 5- 6 -1946 0.44 6- 7 0 0.38 ..BC ... FORCE ... CSI 12-11 1321 0.37 11-10 1946 0.56 10- 9 1946 0.60 9- 8 1319 0.46 ✓ 6-11-8 —� 1-10-5 1.5X3 1.SX3 3X6 1 5X3 3 TI: F6 QTY:4 — =======_======Joint Locations=====-========= 1) 0- 0- 0 5) 7-11- 8 9) 7-11- 8 2) 2- 9- 0 6) 10- 6- 4 10) 5-11- 8 3) 3- 8- 8 7) 13- 3- 4 11) 3- 8- 8 4) 5-11- 8 8) 13- 3- 4 12) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-LOC Type 0- 1-12 729 0 0 BOT PIN 12-11-14 729 0 0 BOT H-ROLL 144-0 X4 t.sx3 3,l'6 2X4 —Y 2: 3X6 �. -V >.11xs 3X4 3X6 T 1-4-0 1 13-3-4 12 730N 3.50" 11 10 9 8 L 13-3-4 730# 6.75" EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/Till 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 CI'.OMDO.1`1_32766 Design: Aldtrit Analysis YVAKIVING: 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 b cirig. wind bmctng, tonal bracing or similar bracing which is a P-1 of the building design and which must be considered try the building -edgier. Bracing shown is for Latent support of truss uhemdxn only- to reduce buckling length. Provisions must tic made to anchor lateral bracing at ends and specified Irxmtlons determined by lire building designer. Additional bracing of We overall structure may be required (Ste HIB-91 of Tpf). fr-" Plate Institute, TPI, is located at 583 D'Onofrio Drn•e. Madison. Wisconsin 537191. l01I PATH: C:I7'EE-LOKUOBb1BBR•IF Eng. Job: Dwg: Dsgnr: TLY C11k: TC Live 40.0 psf TIC Dead 10.0 psf BC Live 0.0 psf BC Dead 5.0 psf TOTAL 55.0 usf scale = 0.5049 Truss ID: F6 Date: 3-14-02 DurFac - Lb r: 1.00 DurFac - Pit: 1.00 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: 11CS: 12.19.01 DESIGN INFORMATION This design is for an individual butlding component and has been based on mdonnauon provided by the client. The designer dLselaima any responsibility for damages as a rr_sull of faulty or Incorrect Information. speciflcaum, and/or designs furnished to the truss deslgner by the :bent and the correctness or accuracy Of this Infolmauon as It may relate to a spe- elfle project and accepts no responsibility or exercises no control with regard to fabrica- Ilon, handling, shipment and Installation of trusses. This truss has teen designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to he Incorporated as part of the building design by a udding Designer (registered architect or professional engtneer). When reviewed for approval by the budding designer, the design loadings shown must be checked to be sure that the data shown are in agmernenl with the local building codes, lo cal cbmauc records for wind or snow loads. project specbf-U.n. or spe ill applied luads. Unless shown, truss has not been deslgncd for storage or occupancy loads. The design assumes compression chords Itop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced lalemlly by a properly applied npJd ceding, they should be braced at a maximum spacing of 10'-0' o.c. Connector plalcs shad be manufactured from 20 gauge hot dipped gahanlzed steel reeding ASTM A 653. Cmde 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review, Ihfs drawing to verily that this drarwrg to In mnfunnance wlUn the fobricator's plans and to rabze a continuing responsiblty, for such v n. fication. Any discrepancies are to be put In writing before cutting or fabrication. Plates stud not be Installed over knotholes. knots or distorted grain. Members sha11 be cut for light filling wood to wool beartng. Con- nector plates stud be located on both faces of the truss with nails fully Inbeddcd and shad be sym. about the jobs unless otherwise shown. A 5x4 plate is 5' wide x 4' long, A 6x8 plate is 6' wide x 8' long. Slots (holes) nun parallel to the plate length specWed. Double cuts on web members shall meet at the centraid of the webs unless otherwise shmvn. Connector pLite sizes are minimum sizes based on the forces shown and may need to be increased for ccrialn hand. ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless oUherwise shown. For addluonal nnauon oo guably Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection reconnmeudatio is arc to be followed Illaccordmnce with-HandWng I nstalling & Bmcing-. HIB-91. 'susses are to be handled with particular care during banding and bundling, delivery and Inslalauon to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb post. loan and for resisting lateral forces shad be designed and Installed by others. Careful hand. Iing Is essential and erectlon bracing is always required. Normal precautionary action for trusses requires such temporary bmcing during Installation between cusses to avoid loppllng and dornlnoing. The supervlslon of erection of trusses shad be under the control of persons experienced In the Instadauon of lasses. professional advice shall be sought If needed. Cancenlrauon of construction loads greater than the design Irads shall not be applied to susses at any time. No Inds other than the weight of the ereclors shall le applied to busses until alter all fastening and bracing I, completed. JD: DHYDUKY hLUUN AU: TOP CHORDS: 4x2 SP #2 BOT CHORDS: 4x2 SP #2 WEBS: 4x2 SP #3 2-4x2 SP #3 1,8 MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D= 0.00" T=-0.0111 MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.00 WO: BBRAF ---- WE: This truss *NOT* designed for wind load! ..TC... FORCE...CSI 1- 2 0 0.05 2- 3 0 0.19 4- 5 1 0.17 5- 6 -140 0.17 3 4 2X4 1.SX3 3X4 1 SY3 ..BC...FORCE ... CSI 12-11 0 0.16 11-10 -1 0.16 10- 9 -1 0.00 9- 8 140 0.04 8- 7 0 0.01 TI: F7 QTY:1 __=======:a= =Joint Locations========---==== 1) 0- 0- 0 5) 4- 1-10 9) 2- 7- 4 2) 0- 6- 0 6) 5- 9- 0 10) 2- 0-12 3) 2- 0-12 7) 5- 9- 0 11) 0- 6- 0 4) 2- 7- 4 8) 4- 1-10 12) 0- 0- 0 --MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 5-11- 4 205 0 0 TOP H-ROLL 0- 3- 6 116 0 0 BOT PIN 2- 4- 0 344 0 0 BOT H-ROLL 3X4 4X6 14-0 2X4 3X4 1.5X3 3X4 5 '12 11 10 116# 6.75" 345# 8.001' 2-4-0 I 5-9-0 EXCEI'T AS LWN PLATES ARE TL20 GA TESTED PER ANSI/TI'1 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 CREENBROOK CT.0VlED0.FL327G6 Design: Motrit Analysis 4X6 8 3-9-0 Over 3 Supports YVAKIVING: READ All NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bmclug shown on this dmwing Is nest erection bracing. wind bracing, portal hmcing or sbnllir bracing which Is a part of the bullring design and which must be considered by the building designer. Bracing shown la for lateral support of muss members only to reduce buckling length. 14avblons must be mad' n to anchur lateral bracing at ends and specified louons detennbmd lit• the building designer. Additional bmctng of the memb structure may Ix required. (Sec HIS-91 of TPI). Truss Plate Institute, TPI. B located at 583 6011oldo Drive. Madison, Wisconsin 537191. !01? P.4T11: C:I7'F.F.-L0K1J0RSIRBRAF Eq. Job: D%vg: DS91- TLY Chk: TIC Live 40.0 psf TC Dead 10.0 psf BC Live 0.0 psf BC Dead 5.0 psf TOTAL 55.0 Dsf t-4-0 1.SX3 205k 3.50" scal0-4-0 11 e (.Q014 v s+nrar Truss ID: F7 Date: 3-14-02 DurFac - lbr: 1.00 DurFac - Pit: 1.00 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: WT. 12.19.01 DESIGN INFORMATION This design Is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responslbitty for damages as a result of faulty or Incorrect bdomaLlon, sprce lemons and/or designs luntished to the truss designer by the client and the correctness or accuracy of this Inloonallon as It may relate to a spe- clflc project and accepts no responsibility or esemises no control with regard to fabrica- tion. handling, shipment and Installation of truss-. This truss has been designed as an Individual building component In accordance with ANSUTPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). Winn 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. PmJ-t specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy lads. The design assumes compression chords (top or bottom) are continu. ously braced by sheathing unless otherwise specified. Where hnitom chords In tension are not fully braced laterally by a properly applied rtgd ceiling, they should be braced at a 1n 1 num 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 uufun aree with the fabricator's plans and to realize a continuing responsibility for such vert- llcatlon. Any discrepancies are In be put In writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall to cut for tight lilting wood to wood bearing, Con- nector plates shall be located un both faces of the truss with nails fully Imbedded and shall be $yrn. about the Joint unless otherwise shown. A 5.4 plate is 5' wide x 4- long. A 6.v8 plate Is 6- wide x 8' long. Slots (holes) rim parallel to the plate length specified. Durable cuts on carob 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 floe retardant treated hunber unless otherwise shown. For additional Information on Quality Conuvl refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bmcbng and erection reconunenciallons are to be followed in accordance with *Handling Installing & Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling, dell • y and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Itlon and for resisting lateral forces shag be designed and installed by others. Careful hand. "ng is essential and erection bracing U always requbed. Normal precautionary racoon for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of truss- stall be under the control of persons -perlenced In the Installation of trusses. Professfonal advice shall be sought If needed. Concentration of constndlon loads greater than the design Inds shall not be applied to truss- at any time. No loads other than the wolght of the erectors shall be applied to truss- until after all fastening and bracing is completed. JD, oNYCUKY fLUUK AC:: TOP CHORDS: 4x2 SP #2 BOT CHORDS: 4x2 SP #2 WEBS: 4x2 SP #3 2-4x2 SP #3 1,5 MAX LIVE LOAD DEFLECTION: L/999 L=-O.Oln D= 0.00n T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.00n MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00rr RMB - 1.00 1-4-0 WO: BBRAF ---HIE L�.. This truss *NOT* designed for wind load! ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 0 0.18 8- 7 0 0.25 2- 3 0 0.22 7- 6 198 0.30 3- 4 -198 0.23 6- 5 0 0.07 2X4 1.5X3 -2 VA 211# 6.75" F 3-9-0 - EXCEPI' AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE: #0050068 1890 GREENBROOI( Cr.0y1EO0.FL027CG Design: Maint Anahsis vv/'►KNI1114 : READ All NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 13me"19 shan•n on this drawing Ls not election bracing, wind bracing. porlal bracing nr sindlar bracing which L a Iart of the building design and which must be considered by the building designer. Bracing shmv Is for Lateral support of truss mender only to leduce buckling length. Provisions must be made to anchor lateral bracing al ends and specified locations determined by the building desiger. AddtIoual bracing of the overall structure may be required. (See HI➢-91 of TPII. (Truss Plate Institute. TPI. is locoed at 583 D'OnofHo Drive. Aladl on. Wisconsin 537IQ). JOB PATH: C:ITFF-LOKUOBSIBBRAF TI: F8 9TY:2 __ -- -===Joint Locations=============-= 1) 0 4) 3- 9- 0 7) 0- 6- 0 2) 0- 6- 0 5) 3- 9- 0 8) 0- 0- 0 3) 2- 1- 5 6) 2- 1- 5 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3-11- 4 234 0 0 TOP H-ROLL 0- 3- 6 210 0 0 BOT PIN 4 1-4-0 1.5X3 0-4-0 Erg. Job: Divg: Dsgur: TLY Chk: TIC Live 40.0 psf TIC Dead 10.0 psf BC Live 0.0 psf BC Dead 5.0 psf TOTAL 55.0 Dsf 235# 3.50" r 0-4-0 (110-4-0) I scale = 1.5750 v"—I Truss ID: F8 Date: 3-14-02 Dulf 771K 1.00 DurFac - Pit: 1.00 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: 11CS: 12.19.01 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 fumishcd to the truss designer by the client and the correctness or accuracy of this information is It may relate to a spe- cific pmject and accepts no responsibility or excrelses no control with regard to fabrto- lion, handling. shipment and Inslada0on of trusses. Thin truss has been destpined as an Individual budding component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the budding design by a Building Designer Iregmemd architect or professional engineer). When reviewed for approval by the budding designer• the design loadings shown must be checked to be sure that the data shown are In agreement will) the lord budding tales. fecal climatic records for wind or snow loads, project specifications or speclal applied loads. Unless shown• miss has not been designed for storage or occupancy loads. The design assurncs compression chords flop 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 maxinum spacing of 10'-(r o.e. Connector plates shad be manufactured from 20 gauge hot dipped gat aNzed steel nneetmg AS77,l A 653, Grade 40. unless otherwise shovn. FABRICATION NOTES prior to fabdotlun. the fabricator shad revinv this drawing to verify that this dmwtng Is in canfornance with the fabricator's plans and to realize a continuing responsibility for such vert. tmtion. Any disemparelea are to be put In writing before cutting or fabrication. Plates shad not be Installed over knotholes• knots or distorted gram. Members shad be cut for light fitting wood to wood bearing. Con. ncefor plates shall be located on both races of the truss with malls fully imbedded and shall be syan. 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) nm parallel to the plate length speellled. Double cuts on web members shad meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minInhum s@es based on the farces shown and may need to be Increased for certain hand- Iing and/or erection stresses. This truss Is not to be Fabricated with Ilre retardant treated Imntner unless otherwise shown. For i ddltional information un Quaity Control refer to A.NSI/T'PI 1-1995 PRECAUTIONARY NOTES Ad bracing and erection recommendations are to be followed In accordance with -Handling InstalWng & Bracing% HIB-01. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent brachng for holding cusses In a straight and plumb pos- Illon and for resisting L tcml forces shad be designed and Insaded by others. Careful hand- ling H essential and erection bracing 13 always required. Nomml precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominotng. The supervision of erection of truzscs shall be under the control of persons experienced In the Installation of trusses. Professional advice shad to sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No [-,Is other than the weight of the erectors shall be applied to trusses until after all fastening and bmeing Is completed. Jo. Dh T DUK Y rLUUK AU: TOP CHORDS: 4x2 SP #2 BOT CHORDS: 4x2 SP #2 WEBS: 4x2 SP #3 BEAR. BLK: 2-4x2 SP #3 MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" D=-0.01" T=-0.03" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB = 1.00 30.00" t yp. 6X8 WO: BBRAF WE: This truss *NOT* designed for wind load! TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -88 0.29 8- 7 734 0.26 2- 3 -735 0.31 7- 6 739 0.17 3- 4 -89 0.30 6- 5 739 0.26 I V .. 4-0-1 —d 2-0-2 �n— TI: F9 QTY:1 Locations==========_==== 1) 0- 0- 0 4) 7- 8- 0 7) 2- 8- 4 2) 2- 8- 4 5) 7- 8- 0 8) 0- 0- 0 3) 4-11-12 6) 4-11-12 ------------ TOTAL DESIGN LOADS ______-_____ Uniform PLF From PLF To TC Vert L+D -104 0- 0- 0 -104 7- 8- 0 ' ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1- 8 399 0 0 TOP PIN 8- 0- 8 399 0 0 TOP H-ROLL 4 - JAI) 6X8 T0-114 _L 3X4 J X4 0-3-0 400N 3.00" 7 00-3-0-0 (110-3-0) I 7-8-0 EXCEPT AS SHOWN PLATES ARE T1.20 GA TESTED PER ANSUTPI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LlCGNSE #0050008 1890 CREENBROOK CT.0I1Eti0.FL32766 Design: Matrix Ana(vsis 1 .3RJ WAKIVMU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bmefng shonah on this dmwing Is not erection bracing, wind braeIng, portal bracing or %inflar bracing which is a part of the budding design and which must be conslderrd by lire building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions "'um be made to anchor Lateral bracing at ends and specified IrertInns detenniheJ by the budding Jes lgnr. Addlllon:d bracing of the rnerall slmctum may to required. (See HIB-91 of TPd. (Truss Plate Insmutc. Till. is located at 583 D'Onofrio Drive. \fadlson. Wtswilsbn 53719). Eq. Job: Dwg: Dsgiir: TLY Clik: TC Live 40.0 psf TC Death 10.0 psf RC Live 0.0 psf BC Death 5.0 psf -rOTA I, 55.0 usf 3X4 3X4 0-3-0 400# 3.00" 0-3-0 (RO-3-0) scale = 0.8204 Truss ID: F9 Date: 3-14-02 DurFac - Lbr: 1.00 DurFac - Pit: 1.00 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: JOB PATH: CATEF---f.OKUOBSIBBWiF - 11CS: 12.19.01 --•-• rrrnll VlV This design is loran Individual building component and has been based on Infurmatlon provided by the client. The designer disclauns any responsibility for damages as a result of faulty or Incorrect information. specifications d/or designs fumished to the truss d-loer by the client and lire correctness or accuracy Of this InfamlaUon as It may relate to a spe. ellle project and accepts no r-ponslbWly or emreises no control well regard to rabrlca- Uon. lianditng• shipment and Instaffallon of trusses. Thts truss has been d-ign.d as an ardivldual building component In accordance wilt NNSlrrvi 1-1995 and NDS-97 to be incorporated is part of the budding design by a Building 7eslgner (registered architect or professional :ngmeerf. When revlc-.d for approval by the wlldb,g designer, the deslp, loadings shown rust be checked to be sure that the data shown ne In agreement with the local building codes, -cal climatic records for wind or snow loads. rmJect specln-Uons or speclal applied IWds. lnless -from. truss has not been designed for torage or occupancyIWds. the design asslmru omp,ession chords pop or bottorn) are conWw- usly braced by she.thing unless oUerwise peelfied. Where bottom chords lot tension are of fully braced laterally try a properly applied �gid ceilblg, they should be braced at a admwn spacing of 10`0' o.e. Connector fates shall be manufactured Irom 20 gauge hot Ipped galvanized steel meeting ASfhl A 653. radc 40. unless otherwise shown. ABRICATION NOTES for to fabrication, the fabricator shall review la drawing to verify that this d,aa•Iag b in ilfomlance will the fabricators plans and to allze a continuing imponsiblllty, for such ven- ation. Any discrepancies are to be put In iting txfnre cutting or fabrication. ,lm shall not be Installed o•er knothole, lots or distorted grain. Members shall be cut 'tight fitting wood to wood bearing. Con- dor plates shall be located on both faces of truss with Flails fully Imbedded and shall be n about lhejoint unless other -holm. wise A 4plate Is 5' wide .I a- long. A 11s8 plate is 6- 2e.c 8- long, Slots pnolal run pa,and to : pill. length specified. Double cuts on web rebels shall meet at the c.ntrold of the webs less otherwise shown. Connector plate sizes minbuum sues based on the forces shot_ 1 may aced to be increased for certain hand. and/or erection stresses. This lntss Is not x fabricated with fire retardant 11eated der unless olhu to shown. For additional amatiun an Quabty Conuol refer to ANSI/TPI 1-1995 !ECAUTIONARY NOTES )raring and erection recommendations are e followed In accordance with 'Handling allblg & Bracing^. 111E.91. Trusses are to andled will, particular care d-ing banding bundling, delivery and Installation to avoid age. Temporary and permanent bracing ioldbng trusses In a straight and plumb pos- and for resisting lateral fort- .shall be ped and Installcd by others. Careful hand - Ls essential and election bracing Is always led. Normal precautionary action for - �requires such temporary bracing during Italian between trusses to avoid toppling Iriminoing. The supervlslon of erection of es shall be under the control of persons lenccd In the If15lallaflorl of lasses. sslonal advice shall be sought If needed. eulmtlon of conslrucllon luads greater the d slgn IWds s1120 not be apphcd to es aI any time No IWds other than the d of tie erectmn strait be npplled to n until after all fastening and bracing npleled. 'I'JP C31ORDS: 4x2 SP -2 BOT C31ORDS: 4x2 SP 112 WEBS: 4x2 SP #3 BEAR. BLK: 2-4x2 SP n3 MAX LIVE LOAD DEFLECTION: L/999 L=-0.0111 D= 0.00" T=-0.0111 MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.0011 MAX HORIZONTAL LIVE LOAD DEFLECTION(: T- 0.00" RMB = 1.15 1-4-0 3X4 1.5X3 3X4 L4J1`^I' VVt: h�� vrlrttl SSION Chords are assumed to be continuously braced unless noted otherwise This truss *NOT* designed for wind loadl -.TC...FORCE... CSI ..BC ... FORCE ... CSI 1- 2 -70 0.10 0-10 87 0.06 2- 3 -532. 0.11 10- 9 403 0.15 3- 4 -532 0.05 9- 8 532 0.17 4- 5 -537. 0.11 8- 7 401 0.15 5- 6 -70 0.10 7- 0 87 0.06 3 4 3-5-12 _1 �_ 0-3-8 ----- ==Joint Locations_______________ 1) 0- 0- 0 2) 1- 6- 4 5) 4-10- 2 9) 2-11-12 3) 2-11-12 6) 6- 4- 4 10) 7) 6- 4- 4 0- 0- 0 4) 3- 4-12 8) 3- 4-12 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert 0- 1- 0 Horiz Uplift Y-Loc Type 343 6-10- 4 343 p 0 DOT PIN 0 DOT II -ROLL 1.5X3 3..5X3 3X4 3X4 1.5X3 1-4-0 3X3 3X4 23X4 l0 f 11 ---= 343# 2.00" 9 00-3-8-8 �f (RO-3-8) I 1 6-4-4 EXCEPT AS SIIOwN PLATLS ARF, '1.1.20 CA TES-rED PER ANSI/TPI l 19 - 95 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, FI_. 32771 Bmcing shown on thl drawing Is not creellan braei,g. wind bracing. frartal hiacing or -hula, bracing whlell Is a part of file building design and which must be considered by the building designer. Bracing (407) 321-0064 Fax 007) 321-3913 sllovrl is for lateral support of Inns- members only to reduce buckling length. Prot Ions neat be TOMAS PONCE P.E. made to anchor laL^raI bracing at ends and specified locations drlcnulned h•; the bunding designer. LICENSE #0050068 n usta PnIaltcrInsutute.11lel'PL istll lotatednat 563ure 'D�Onoliio Onve. M dison.91 of in ). 5g, Igl. 1890 CRI NBROOn LT-OtIEIx)SI-22766 Dvlgn: Afor,iz .Iuorpzit JOB ra M: CATCCd.OKIJOBSIBBB it Eng. Job: Divg: D591n': TLY CWu TC Live 40.0 psf TC Dead 10.0 psf 13C Live o.o psf BC Dead 5.0 psr TOTAL 55.0 ,,r 3X8 343# 2.00" 038 1 E°-- (RO-3- 3) shale = 0.9658 Truss ID: F91 Date: 3-13-02 DurFac - Lbr: ).00 DurFac - Pit: 1.00 O.C. Spacing: 24.011 Design Criteria: TPI Code Desc: TICS: 12.19.01 Master Fife #7 Central Florida B.O.A.F Exterior Window and Door Master Filing Checklist I. Sufficiency Review Manufacturer Name: Norandex/Reynolds 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: A-gency Initials/Date Brevard, County of Cape Canaveral Cocoa Beach, City of Eustis, City of Indialantic, City of Indian Harbour, City of Lake, County of SN 3/26/02 Lake Mary, City of RJ 4/05/02 Leesburg, City of SS 3/26/02 Maitland, City of Malabar, City of Melbourne Beach, City of Scan Date 4-4-02 Agency Initials/Date Melbourne, City of Mt. Dora, City of Orange, County of ACP 3/15/02 Port Orange, City of Rockledge, City of Satellite Beach,. City of Seminole, County of Tavares, City of Titusville, City of West Melbourne, City of Winter Park, City of LP 3/26/02 Created on 02/04/02 Page 1 of 2 NORANDER PACE 29 A A SEE CHART FOR A , od : c� 'b .a u d ' a°/ FASTENERS CAULK TOP R �;-- — OF MULL — 3/8"MIN. #10 X 3/4" TEK SCREW i WINDOW _J HEAD i WINDOW i I JAM 5/g" 7/8" ix3 MULLION (XFLA-26-1) IX4 MULLION (XFLA-39) WINDOW 5/8" JAMB #10 x 3/4" TEX SCREW di CAULK BOTTO OF MULL PRECASTED SILL FLA— 45 MULLION ANCHOR CLIP 16 GA_ GALV. SHEET METAL 800 LB. MAX CAPACITY 7/8" IX3 MULLION (XFLA-26-1) ix4 MULLION (XFLA-39) WINDOW SILL i 3/8-MIN. ► ► ► j 3/8"MIN. 3/4"MAX SEE CHART FOR FASTENERS- MAMFACTURFR NAMB: r�J � MASTER N-ME # NOTES: 1) ALL ALUMINUM EXTRUSIONS ARE ALLAY 6063 TB, OR 6083 T5. 2) WHEN THERE IS ONE TAPCON (1/4� X 1-1/2') CHARLES A 'Pt, �N, P.E ON EACH ANGLE LEG, THE TAPCON SHALL 8E FL DATE 3/21/02 3) CONCRETE COMPRESSIVE STREN-PLACED ON IfULUON C11P GTH CENTERLINE. PSI AT 28 DAYS. t NORANDEX PACE 30 NUTES: 1) All. ALl • OR 60a 1) WHEN T ON EAC PLACED 3) CONCRE AT 28 I CHARLES FL RM. DAM CENTfW ./V� MASTER DW SILL SH HEAD Nv� W ti CS v Nko�> ti I W to co DW SrLL c a 0 h C z � 3H HEAD k 0 �c�9v O NORANDEX PAGE 24 ) 1 AC`I'UREP NA WE e cif'-�^•'G�i�' . (2) 910 x 1-3/4" PH-SMS INTO 2 x BUCK OR 3/I6"0 x 2-3/4" TAPCON THRU i BY BUCK (SHOWN) 3 1B TEMPERED GLAss WITH A 1-1/4" MIN. EMBEDMENT INTO MASONRY. =00 SLIDING GLOSS Q DOOR ► �' TEUPERED c1Ass SEE ELEVATION FOR ANCHOR SPACING. coup! !`� AN CHART No. of No. of �Sj p W : A a: .d • o ^ a DEADER AND SILL S TIT. I BY BU (2) #10 x 1-3/4" FihSMS INTO z BUCK SEE ELEVATION FOR 'ANCHOR SPACING. (2) Q10 x 1 3/4" PH-SMf BUCK W rrff 1-1/2" MIN. E_____. ,,,• SEE ELEVATION FOR ANCHOR SPACING. I . I- WOOD BUCK 80" (4) 80' (3) 80" (2.5) 98' (4) D NAL 111:376' 96" 65s WOOD BUCK tee' BB 54.5 85.828 (26) 54,6 No./ IN PAREM -IS INDI CALL SIZE WIDTH STEEL REM. ALL 10- PANELS C� & 60.0 D. P. STEEL. REIN ALL 10' PANELS U k 60.0 D.P.. SHIM AS REQUIRED TYP. JAMB. SECTION WOOD SHIM (SHOWN) OR MUDD TRACK AS REQUIRED I BY 2 BY BUCK (2) 3/16'0 x 2-1/4' TAPCON OR MIAMI DADE APPROVED CONC. FASTENER SEE ELEVATION FOR ANCHOR SPACING. 'n NOTES: I SHIM AS REQUIRED,. MAX SHIM STACK 1/4'. / 2; ALL ALUMINUM EXTRUSIONS ARE ALLAY 6063-T5• OR T6 WITH TYPICAL WALL THICKNESS OF • 0.62' 3 USE HIGH QUALITY .CAULK BEHIND' WINDOW FLANGE. 4; CHARTS, AND THICKNESSBASEDVARY DEPENDON ING ONOSIZE. ASS $ b PA 5) THE. RESPONSIBILITY FOR SELECTION OF NORANDEX PRODUCTS TO MEET ANY APPLICABLE*LOCAL LAWS, BUn,DING CODES, -OR OTMR SAFETY REQUIREMENTS REST OSOLELYSWITH THE ARCHITECT. ECTION BUILDING OWNER OR CONTRACTOR• CK 7) CONCRETE COMPRESSIVE STRENGTH - 3,000 PSIt- AT 26 DAYS. LOAD ANCHORS ANCHORS OLUMP ATIVE ANALYSIS CHART No. OF No: OF 14` _PSF iiINDON DESIGN LOAD ANCHORS ANCHORS OI►INNSIOHS CAPACITY-PSF ;Ga HEAD a Pjum pUff-amTR IINIGRT POSITIVE MEGA HEAD & TRAAME t Q SHI. 1a118 IN201- INCHES, r^ r ' 48 30 8 2(11" 88.7 89.4 30 a "J 'V 48 24 8 1i7.376" �� 68.7 K77.4 24 A 48 IB 8 BB.6' () 88.7 16 a 8 y Q 67.5 24 �' �] 9 152.760' 88.7 24 B O57,5188 111375" 00' 'r 57.5 IBV14?mS76; 887 la Bsal •72A B0,8pp 6 38.8 10 5 (2.6) 86.7 78.3 10 8 A O 16 30 10. ao so 30 to C� l5 6(10 (4) e0 8024 to18 l0 (41 80 80 18 to r� 18.8 24 10 152.750' •85.3 66.3 O 636 19 24 10 10 111.37b' 9E" 88,7 71.9 la to 6b.4 18 10 7 .5 (3) 68.7 73.8 IB 10 a 51.6 20 10 1P.8� 98' 85.9 BSB 20 IO o 64.a 10 10 am (25) 60.7 85.2 10 10 y � A m &� Farrar alas IN (2) 3/IB"0 x 2-3/4` "� k o '2J TAPCON OR MIAMI -41., i DADE APPROVED CONC. o Q 114 n . FASTENERS, o In,; ti SEE ELEVATION FOR p 4 0 t A > ANCHOR SPACING. w� . Zoo D ,> zC �v •. • cncti a � SHIM MAX U � cB emre sn eon« C 7Y lu• h w�numt �� E X X NFL. PANEL 112 X PANEL X PANEL e� X PANEL X PANEL /of Z .o A a W Z � v a 1,' 0 U is o cq � d k IS (2BY2)_Trnxn. makm9 (4BY2) rmcm rwyna1B o` h o t4i cl NORANDEX PAGE 23 HEADER AND. SILL SECTION TYP. 1 BY BUCK (2 1#10 x 1-3/4" PH—SMS INTO 2 BY BUCK 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 z 1-3/4' FH—SMS INTO 2 x BUCK SEE ELEVATION FOR ANCHOR SPACING. L OPTIONAL 2 BY WOOD BUCK (2) 010 z 1 3/4' PH—SMS INTO 2 BY BUCK W19Zi 1—L/2' MI1I. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. : WOOD BUCK 3/16" TEMPERED GLASS PANEL .SIZE INCHES DESIGN LOAD CAPACITY—PSF NO. OF ANCHOR SCREWS IN FRAME HEAD AND SILL JAMB WIDTH/HEIGHT EXTERNAL INTERNAL XX . xxx xxxx ALL 30 46" x 591/2 " 53.3 55.8 10 16 18 3614s x 591/2 " 49.8 49.8 12 6 18 22 30 �18" x 791/ " 2 49.7 49.7 10 16 20 6 36 �6" x 791/2 " 45 45 12 .8 18 22 SERIES•'500 ALUMINUM SLIDING GLASS DOOR 8 ALL OPERABLE PANELS FASTENER CHART CUNTkAL FWRWA R.�.A.F. (2) 3/16'0 z 2-3/4" TAPCON OR ML4.MI wtDTH hIANDP'ACT M 11 NAME= 1 z WOOD BUCK DADFAS ENERS.-D CONC. E W) SEE ELEVATION FOR # ANCHOR SPACING. u*7A n I Gi SHIM AS RE UIREn TYP. HORIZONTAL SECTION WOOn SHIM gSHOWN) OR MUDD TRACK AS REQUIRED 1 BY 2 BY BUCK (2) 3/16"0 x 2-1/4" TAPCON OR MIAMI DARE APPROVED CONC. FASTENER SEE ELEVATION FOR ANCHOR 'SPACING. 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 0.82' . 31 USE HIGH QUALITY CAULK BEHIND WINDOW FLANGE. 4 GLASS THICKNESS BASED ON TABLE E1300 GLASS CHARTS, AND MAY VARY DEPENDING ON SIZE. 6) THE RESPONSIBILITY FOR SELECTION .oF NQRANDEX I PRODUCTS TO MEET ANY APPLICABLE LOCAL..LAWS, BUILDING CODES,' ORDINANCES OR OTHER SAFETY REQUIREMENTS REST'SOLELY WITH THE.ARCHITECT, BUILDING OWNER -OR CONTRACTOR. 6) CONCRETE COMPRESSIVE STRENGTH — 3;000 PSI . AT 28 DAYS. . 1/4' SHIM —{�— MAX //�� E I PAN F� PANEL PANEL PANEL PANEL PANEL (29Y2)rmwjL narueo" (4BYZ) rrercu. u yglo.N U k. s, ti r044 4` ~ Mbb Oi �R4� O ~ cq to o � y.y p n w y Z p r 4 V ♦b El t NORANDEX PAGE 22 1 10 X 1-3/4" P.H. S.M.S ,Y/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR .ANCHOR SPACING. 10 X 1-3/4' P.H. S:1.1.S: NOTES; W/1-1/2' MIN. EMBEDMENT. WINDOW SEE ELEVATION FOR 1) :SHIM AS REQUIRED, MAX SHIM STACK 1/4". DIMENSIONS WINDOW FASTENER -SCHEDULE .ANCHOR SPACING. 2) ALL ALUMINUM;,EXTRUSIONS ARE ALLOY 6063-T5 140. ANCHORS NO. HORS N OR:.T6:'1VITIi',,TYPICAL• WALI� THICKNESS OF 0.62" WIDTH HEIGHT HEAD/SILL 3 USE :fIIGH.:Qi7ALIT.Y'•CAULK jBEHTND WINDOW FLANGE INCHES INCHES SEE NOTE 6 y '� 4 GLASS. TH ND'.-, •.BASED ON TABLE E130o GLASS ) 35 45 60 35 45 60 co cHAR1SI AND?:. -MAY -VARY DEPENDING ON SPL& PSF PSF PSF PSF PSF PSF 5) THE: RESPONST8ILJTy;`FpR SELECTION OF NORANDEX _ ao�is 18—)18` 2 2 2+ 2 2 2 Z PROD ING%'4 7O` 2i1EET..ANY APPLICABLE LOCAL LAWS. 5-i' 2 3 HU[LUING.4COI]FS; :OI2UINANCES .OR OTHER SAFETY 25" 2 2• 2 2 CS A V REQUIR'EMENTS:<REST.'SO 38 3 3• ottI LEI Y WITH THE ARCHITECT, 2 2 C/] BUILDING O]YNER'. OR"CONTRACTOR. 52-1 8" -3 3 4• '�- 2 2- q .p Q a 6) NOTE' `INDIGO E$ THAT EUAL .FASTENERS AT le_}�6" 2 2 2. 2 HEAD` AND :SILL'.ARE' REQU ED. _ 3 3 E� 5-�2 37-1/4 2 2 20 2 3 3 'r W Fo 38_— 3 3 3• -2 3 3 �' • 40 3 3 47 M h a t5_ �2, 49-5 6 2 2- 2. 3 3 s ALT. FIN ATTACHMENT 36" / 2 3 - 3• 3 - 3 3 UNDER SHEATHING �'� 3 3 4. s - 3 3 j' 10 X 1-3/4" P.H.S.M S. 18LZLai 2_ 2 2• 3 4 4 CENTRALr.LOA B:D:A.F" W/1-1/2" MIN. EMBEDMENT s-12' ez' _�_ z z• —4 a SEE-. ELEVATION FOR 96 _ — 3 3• '�_ 4 4' o MAWA �� ANCHOR SPACING. 52- 8" 3 4• 4 4 !8_�6" _2 2 2• 3 4 5 OlQ�fii b-�2' 6_3/4' 2 2 2• 3 4 6 q" n FASTER FILE #� 38" 3 3 3• 3 4 5 52-1 6' 3 .3 4+ � 4 5 GI I�.b'c'; Douala I I HEADER AND SILL SECTION wj10 X 1 /4 MEMBEDMENT WOOD FRAME ANCHORS AC NGOR 1 /4" MAX-1 SHIM (TOP AND BOTTOM) CFIARLES'.'L Q-pN, E FL REG.. ENC:. ''# 49121 �-DETAH_C a DE7'AfU-B I NORANDEX PAGE 10 # 10 X 1-3/4" PAI: S.Lt. S. W/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. 0 750 TYP >�. -noun 2x4 y LA— 40 415/416 1.500 2.437 ALT. 10 X 1-3/4" IY/1-1/2" MIN. EMBEDMENT SEE WINDOW FASTENER SCHEDULE ELEVATION FOR ANCHOR SPACI __ DIMENSIONS i1i-,_: N0. AN HORS NO. ANCHORS '•"' a • WHITH HEIGHT HEAD�SILL JAMB IIFACTU ER NAM. INCHES HdCHES) 35 E 45TE60 35 45 60 TYP. Na-PSF CO�F�F PSF PSF PSF zz 18—)LB' 2 - 2 2 2 F'�!• 38 �2• 25" -2-2-3 - 2 2 18=1L6 _2 _ _2 2 • 2 5_.12" 37-1/4 2 _2 2 E _ 3 3 38 _ _3 9 • 2 _3 3_ \ 52 6' 3 3 • 3 3 FIN ATTACHMENT N 1B—LB 2 2 2• _3 _ 3 3 36 12 49-5/8 2 2• 3 3 3 UNDER SHEATHING 52-1 0" �- 3 3 . 3 3 3- 18= 2 _ _2 _2_• 3 _ 3 4 CALL SIZE WIDTH 5=12" 62' _2 2 • 3 3 4 36" 3 52-1 8" 9 3 • 3 —4- 2 _2 2. 4 _ 4 5 l 5-1 2 76-3/4" _ 2 2 2 4 5 3-4 g 5 1/4" MAX — SHIM (BOTH /J 10 X 1-3/4" P.H. S.M.S. WA-1/2" MIN. EMBEDMENT SEE* ELEVATION FOR FOR ANCHOR SPACING. TYP., JAMB SECTION O, WOOD FRAME $ 10 X 1-3/4" P.H. S.M.S. W/1-1/2" M.IN. EMBEDMENT ® DOaaLs SEE. ELEVATION FOR Y ANCHOR SPACING. HEADER AND SILL SECTION CHARLES A WOOD .FRAME FL REG. ENG. '�_\49121 DATE: 3/27/02 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" , 3) USE- HIGH QUALITY'.CAULK BEHIND WINDOW' FLANGE. 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 WCAL LAWS, BUILDING CODES. ORDINANCES OR OTHER SAFETY .REQUIREMENTS 'REST SOLELY WITH THE ARCHITECT, BUILDING 'OWNER' OR CONTRACTOR. 6) NOTE • INDICATES=THAT EQUAL FASTENERS AT HEAD AND SILL ARE REQUIRED. TTP. lT NEAD L e. 2l' 0 r V1Y AIL -A "uTArL-C SASH �/� tl� AIL= B . NORANDEX PAGE 21 3 16' TAPCON WITH A N. 1-1/4" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. — , o O # 10 F.H. S.M.S. W/1-1/2" MIN. EMBEDMENT NOTES: SEE ELEVATION FOR ANCHOR SPACING. 1) SHIM AS REQUIRED, MAX SHIM STACK 1/4". 2) ALL ALUMINUM EXTRUSIONS ARE ALLAY 6063—T5 To WITH 1YCAUULK THICKNESS �WINDOWOFLAANGE. A 3) USE HIGH Q AIJTOR L 4 4) GLASS THICKNESS BASED ON TABLE E1300 GLASS CHARTS,, AND MAY VARY DEPENDING ON SIZE. 6) THE- RESPONSIBHM FOR SELECTION' OF NORANDEX PRODUCTS TO MEET ANY APPLICABLE LOCAL _r LAWS, BUILDING CODES. DSOR'-OTHER SAFETY R QUI EMENTS' REST 80LELYWITH THE ARCHITECT, - BUILDING OWNER OR CONTRACTOR 6) A PRESSURE TREATED WOODEN:BUCK:OR MARBLE SILL SHALL BE.ADDED UNDER THE PRODUCT TO FULLY SUPPORT UNIT. TFIIS SUPPORT SHALL BE FIRMLY ATTACHED INTO MASONARY AND SUPPORT THE PRODUCT OVER ITS FULL LENGTH (SUPPLIED BY OTHERS). 7) CONCRETE COMPRESSIVE STRENGTH.— ALT. HEADER SECTION AT 26 DAYS. 3,000 PSI 6) NOTE • INDICATES THAT' EQUAL FASTENERS AT TYR 2 BY BUCK ® B.. .O.A.F 3/16- TAPCON ��A luUl'ACTUDER NAM;: W/1-1/4" MIN. -EMBEDMENT (SEE ELEVATION FOR ANCHOR SPACING) MASTER FEE�F 7i n a I CALL SIZE WIDTH P ' 1 BY BUCK 0 2 BY BUCK s1IrM TYP. JAMB SECTION )TH IAMBS) 1-BY / 2 BY BUCK SEE NOTE 6 HEADER AND SILL SECTION TYP. 1 BY BUCK CHARM A72N, P.E. FL REG. LNG. g ,49121 DATE: 12/lt/Ol 10 F.FL S.M.S. W/1-1/2" MIN_ EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. u.z urm ,rtm,i 77��pp MAU "DETAIL—C E ; DETAILrB 24' Q.G ti. NORANDEX PAGE 9 18' TAPCON WITH A OYIN- 1-1/4' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING.---, �w I 750 TYP 10 F.H. S.M.S. WITH A [N. 1-1/2' MEN. EMBEDMENT SEE ELEVATI011 FOR T 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" . 4; GUSE HIGH LASSTHICKNESS YBASED ONCAULK E TABLE E1300 CGHIND WINDOW LASS FLANGE. HARTS, AND MAY VARY DEPENDING ON SIZE 5) THE RESPONSIMUTY FOR SELECTION OF NORANDEX PRODUCTS TO MEET ANY APPLICABLE LOCAL LAWS, BUILDING CODES. SAFETY REQUIREMENTS REST SOLELY SWITH OR OTHER ARCfUTECT, BUILDING OWNER OR CONTRACTOR. 6) A PRESSURE TREATED WOODEN BUCK OR MARBLE ADDEDSILL SHALL BE FULLY -SUPPORT UNIT. UTHIS RSUPPRODUCT PORT SHALLTBE FIRMLY ATTACHED INTO MASONARY AND SUPPORT THE PRODUCT OVER ITS FULL LENGTH (SUPPLIED BY OTHERS). 7) CONCRETE COMPRESSIVE STRENGTH - 3,000 PSI ALT. HEADER SECTION AT ze DAYS. TYP• 2 BY BUCK 3/16" TAPCON 17/1-1/4" MIN. EMBEDMENT SEE ELEVATION FOR FOR ANCHOR SPACING. A I BY BUCK 1/4" SIHM— L MAX (BOTH JAMBS) CLNTl:t-,,,LL FLORWA B.O.. . MANUFACTunR NAMC: 0 MASTER NX},,.4 D D1> 3 D D D D D SEE NOTE 6 HEADER AND SILL SECTION FL. RE�G. ENG.."49121E Tn'• 1 BY BUCK DATE: 3/21/02 # 10 F.H. S. b[S. W/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. VMrr„ 1 MAI Ct� O.G T AIL -A // I'FF SASHr OF DETAIIrB C M I A M I DADE PRODUCT CONTROL NOTICE OF ACCEPTANCE Prenldor Entry Systems 911 E. Jefer•son, P.O. Box 76 Pittsburgh ,KS 66762 NIIAMI-DADE COUNTY. FLORIDA METRO-DADE FLAGLER BUILDING BUILDING CODE-CONIPLIANCE OFFICE MIilRO-I)AUL' I'I..AGt.I:It 13UI1.1)INC; 140 W1:5-1' FLAGI.Lit S•I'Itlilil', SIJ1.11: Ii)O, MIAMI, F1.C)ItIDA 3.+13U-I5163 (305) .%75-2t9U I FAX (3u5) 375-290S C:UN•1•ILIC'1.012 1.1(:1;\til.N(: til:C"!'I()N' (305) 375.2527 1-:-NN (i05) 375-255S (:O�rluc-rOIt l•:�r'Olu•1�.�r1•:.� r ul�•Islc).v (30) 375.2966 FAX (30) 375.290S 1!I2OUGC:I' C:Uti'1'I2UL 1)11'1tilU\ Your application for Notice of Acceptance (NOA) of: (305) 375�2903 FAX (305) 372-6.)39 Entergy 6-8 S-tit'/E Inswing Opaque Double Nv/sidclites Reside' Ir1s111:ttcd Steel Door under Chapter 8 of the Code of Miami -Dade County governing Elie use of* AItcrnate N'laterials and Types of Construction, and completely described herein, has been reconimcnded for acceptance by the Miami -Dade County Building Code Compliance Oflice.(BCCO) under the conditions specified herein. This NOA shall 'not be vaI-id after the expiration date stated below. BCCO reserves the right to secure this product or material at any time from a jobsite or manufacturer's plant for duality control testing. If this product or material 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 than this product or material fails to meet the requirements of the South Florida Building Code. The expense of such testing will be incurred by the manufacturer. % 9 ACCEPTANCE NO.: 0.1-031.3.24 r EXPIRES: 04/02/2006 Raul Koarlguci Chief Product Control Division THIS IS THE COVERSi•1EET. SEE ADDITIONAL PAGES FOR SPECIFICIN'D GEN ERr1L CO,NDI'I'10NS BUILDING CODE &C•PRODucr REVIEW CO,NINIITTCE This application for Product Approval has been reviewed by.the BCCO and approved by the Building Code and Product Review Committee to be used in Miami -Dade County, Florida under the conditions set forth above. APPROVED: 06/0-5/2001 97--e - 24�_� Fmncisco J. Quintana. R.A. Director h•liami-Dade: Co(Int%' Building Code Con11)lia11cc Office \LCY1500011pc20C)O1ltemplateslnottce accepunce cover page.dot [n(crnct mail adtJresx:•I)nstm:(stcr'u;I)UIItJI!)tiCU(ICUnIInC.CUlll Iiumcpa�(:: httl):/h�•w��•.GuifdiRtiCo(Jcuntinc.com Premdor Ehtry Systems ACCEPTANCE No.: 01-0314.24 APPROVED JUN 0.5 2001 EXPIRES lnril 02.2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS I. SCOPE I.I This renews the Notice of Acceptance No. 00-032I.26 which was issued on April 28, 2000. It approves a residential insulated door, as described in Section 2 of this Notice of•Aceeptance, designed to comply with the South Florida Building Code (SFBC), 1994 Edition for Miami -Dade County, for the locations whcrc the pressure rcquircments, as determined by SFBC Chapter 2 3, do not exceed the Design Pressure Rating values indicated in the approvcd drawings. 2. PRODUCT.DESCRIPTION 2.1 The Scries Enter-N, 6-8 S-!NV/E Inswing Opaque Double Residential Insulated Steel Doors with Sidetites-Impact Resistant Door Slab Only and its components. shall be constructed in strict compliance with the following doCunlcnts: Drawing No 31-1029-Etil'-I, Shcets I through 6 of 6, titled "Premdor (Entergy Brand) Double Door with Sidclites in* Wood Frames with Bumper .Threshold (Inswing)," prepared by manufacturer, • dated 7/29/97 -with revision C dated 01 /I 1 00, bearing the Miami -Dade County Product. Control approval stamp with the Notice of Acceptance number'and-approval date by the Miami -Dade County Product Control Division.. These docum.nts shall hereinafter be referred to as the approvcd drawings. 3. LIMITATIONS 3.1 This approval applies to single unit applicatiogs of pair of doors and.singlc door only, as shoe,-n in approvcd drawings. Sin�Ic door units shall in6lu.dc all components described in the active leaf o! this approval. 3.2 Unit shall be installed only at locations protected by a canopy or overhang such that the angle between the edge of canopy or overhang to sill is less than 45 degrees. Unless unit is installed in non-liabitable areas where the unit and the area arc designed to accept water infiltration. 4. INSTALLATION 4.1 The residential insulated steel door and its components shall -be installed in strict compliance %%•ith the approvcd drawings. 4.2 Hurricane protection system (shutters): 4.2.1 Door: the installation of this unit «•ill not require a hurricane protection systcni. 4.2.2 Sidelite: the installation of this unit Nvill require a hurricane protection syste,n. 5. 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 PERMIT REQUIREMEN-I'S 6.1 Application for building permit shall be accompanied by copies of the Following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies of the approved drawings, as identified 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 0 icial or. the South Florida 3ui1ding Codc (SFBC) in order to properly evaluate the installation o li s stem. Manuel crcz, P.E. Product Con rot xaniincr Product ntrol Division Premdor Entry SN-stems ACCEPTANCE Na.: OI-0314.24 APPROVED jUN O 2001 EXPIRES April 02.2006 NOTICE OF ACCEPTANCE: STANDARD CONDITIONS 1. Rcne%val of this Acceptance (approval) shall be considered after a renewal application has been filed and the original sttbrnitted documentation, including test supporting data, engineering documents, arc no older than eight (8) years. 2. Any and all approved products shall be pcmlancntly labeled with the manufacturer's name, city, state, and the following statement: "Miami-Dadc County Product Control Approved", or as specifically stated in the specific conditions of this Acceptance. 3. . Renc%vals of Acceptance will not be considered if. a. There has been a change in the South Florida Building Code affecting the evaluatiotl of ti)is 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. 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 tF c materials, use, a d/or manl.)F=Lirc 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 fcc) and granted by this off ice. Any ofthe 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. G. The Notice of Acccptancc number preceded by the words Miami-Dadc County, Florida, and .followed by the expiration date may be displayed in advertising literature. Ifany portion of the Notice of Acceptance is displayed, then it shall be done in its entirety. S A copy of this Acceptance as well as approved drawings and other.documcnts, where it applies, shall be provided to the User by the manufacturer or its distributors and shall be availabic for inspection at'thc job site at all time. The engineer needs not-rescal the copies. Failure to comply with any section of this Acceptance shall be cause for termination and removal of Acceptance. This Notice of Acceptance consists of pages I, 2 and this last page 3. END OF THIS ACCEPT NCE Manucl crez, P.E., Product Contro - . imincr Produc Control Division 3 PREMDOR (ENTERGY BRAND) DOUBLE ' DOOR WITH SIDELITES IN WOOD' FRAMES WITH A BUMPER THRESHOLD (INSWING) ' 11, KINK. AL ICRW IL" ]/16i PlN(IAICMp,t •/1 I/P nWWAI [n/COMCYI MAX ' 37 11474. 37 I/�• ' MAX MAX MAX I/t' x t' L04 Ir-rICX — ' MAX Mt [CC .01c I\.Al �' NA%� 3- MA% ' MAX Awi is, O.C. IS' TLC IS• O.0 13' aC IS' O.C. 13- D C. IS' O.0 IS' D.C. ' MAX MAX MAX MAX MAX MAX 1 MAX MAX C Q,i : revs. , w Ad wva JA,II 17 11 MAX OL SPACINGll Is* m tiNrnw A 17 1/ MAXOP A . IB.• O.C.0 43 �� r0 i r LDcx 1! I t' taus it, IN[ACM wslK .Mxl O.C. SPACING zP• X 64• MAX OLD _ BO I /16, nAX 17 1/1 MAX O.C. SPACING IB' I1L •aixl O( j 17 1/ • MAX OL SPACING jB• O.C. N(i[I Lat(it, �ar[L aem.tc(rzt �axl Iw /7MI M.(CwglL i n l t .. �Ig• aC. IS' Dt. IS' OC IS' OC IS' DC_ IS' OC IS' D .rl ,/t' MINIMM CxICmCM( ,wx r NAC NAX MAX MAX NAX MAX NAx W o �J ,. lIAX g• NAX NAX ,. �� Ma MAX w nAc WE' . r LD4 ltu cz sa .arc a ATTACH ASTRAGAL THROW BOLT OB x V LONG STRIKE PLATE TO THE HEADER IN ALL REMAINING AND THRESHOLD WITH 110 x 1 3/4' HOLES FLATHEAD SCREWS` NOTES, I.) V000 BUCKS BY OTHERS. Hl1Si BE ANCHORED 7 eB x 1 3/4'LONG L PROPERLY,.TO'TRANSFER'.LDADS TO THE STRUCTURE. FLATHEAD SCREWS 21 THE PRECEDING DRAWINGS ARE INTENDED TO LH. INSWING R.H. INSVING DUALITY THE F13LLOVING INSTALLATIONS. A. WOOD FRAME CONSTRUCTION WHERE DOOR SYSTEM IS ANCHORED TO A MINIMUM TWO BY WOOD' OPENING. ASTRAGAL B. MASONRY OR CONCRETE CONSTRUCTION WHERE w- APPROVED AS rAe DOOR SYSTEM IS ANCHORED TO A MINIMUM TWO BY STRUCTURAL'VOOD BUCK. SOUTH PL�q at,JmrnN0 CODE C. MASONRY OR CONCRETE CONSTRUCTION WHERE RATINGS.G JU� U) DOOR SYSTEM IS ANCHORED DIRECTLY TO CONCRETE VArER WILTRArION VH03E VATER INFILTRATION OR MASONRY WITH OR WITHOUT A NON-STRUCTURAL OUIREIENI IS NEEDED I REDUIRETENr IS NOT NEEDED By ONE BY WOOD BUCK 1V + ELM ctavrpOL t5rnsloN 3. ALL ANCHORING SCREWS TO BE 110 WITH p x _ Bt1t1DV' rOOECC:PLIA:,CEOF.,,.c MINIMUM 1 1/2' EMBEDMENT INTO WOOD SUBSTRATE AccEPrAHr_Er:o.�l �31�t. ct OR 3/16' PFH TAPCONS WITH 1 1/2' MINIMUM EMBEDMENT r UNITS SHALL BE INSTALLED ONLY AT LOCATIONS PROTECTED BY A CANOPY OR INTO MASONRY. OVERHANG SUCH THAT THE ANGLE BErVEEN THE EDGE OF CANOPY OR OVERHANG 4. UNIT MUST BE INSTALLED WITH 'MIAMI-DADE COUNTY TO SILL IS LESS THAN 45 DEGREES. UNLESS UNIT IS INSTALLED IN APPROVED' SHUTTERS HDN-HABITABLE AREAS WHERE THE UNIT AND THE AREA ARE DESIGNED TO 5. THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES ACCEpr VATER INFILTRATION. AND DOOR, THREE STAPLES PER JAMB INTO THRESHOLD'ON SIDELITES AND DOOR C wa OXNfT MODII'M rItXIs hnlrm 6. LATEX SEALANT TO BE APPLIED AT SIDE BY SIDE LWIS- ULESINIfELMAC QL AYa .. P et JAMBS AND SIDELITES. C110 D& UUII N11EL IM Ex. RL•E ADD 00<9 am, tD?IrJAATod IU v„ 7. DOOR/SIDELITE HEADER, DOOR/SIDELITE JAMBS, AND SIDELITE BASE Ur IMF Fib vl IA It CORNERS ARE COPED AND BUTT JOINED. IL it _ t r�Io. amx lxi, o Nr ®. vu1, S. DOORS SHALL BE PRE -PAINTED WITH A VATER-BASED EPDXY RUST M WRY Y M 31-1029-EW-I INHIBITIVE PRIMER PAINT VITH A DRY FILM THICKNESS OF 0.8 TO 1.2 NIL C� 9. FRAMES SHALL BE PRE-PAINrED WITH AN ACRYLIC LATEX WATER -BASED/ 90 P1LZ- W SHEET I OF 5 VATER-REDUCIBLE VHITE PRIMER VITH A DRY FILM THICKNESS OF 0.9 TO 1.2 NIL. Bye i1Ii2 r =t• 1 4 9/16' GLAZING DETAIL - 1/2' GLASS BITE D GLASS INTERIOR INSWING OTHER CONFIGURATIONS /� i, .C„ ■ 'ST �°r„ � �{.� � �:C?,r:r°�-�i'%r-//.��c�\�\\:i"3'w, ` �...lni5;i MAX MAX ��% ti �.� ��1 �''"� �CiI3...«i?�%'%/,.'•;�`II maM.� ='�:3i��d/////,<:er�i �►+,: �' AL uxu APPROVED AS COUPLY1NG MATH ImE DA - FL_W 9URi1Dt0 CODE D/ lull / BY FROOV DIVISM CODE COAPLWTCE OFFICE ACCEPTAME tto A t' G 3 /v , z y 1-1029-EV-1 SHU 12 DF 6 t[� 1ltp C 1/4' SHIM MAX r- 3/4' 80 11/16' MAX INTERIOR 79 5/16' MAX SECTION B'-B 2 By V000 BUCK EXTERIOR MA I LIZIALS LIST ITCH H0. BCSCRIPII(lN PART NUHBER COMMENTS — 10RE WOOD HEAD JAMB Ev-14 1 1/4' X 4 9/16' MTL. TO BE PINE OR EDUIVALENTCOMPRESSION WEATHERSTRIP V- Q ALUMINUM ASTRAGAL SOCKSCREEN BRAND I OXS AI 9650 (BRONZE) ALUMINUM -BUMPER THRESHOLD V- PREHDOR BRAND OR EOUIVALEHI- 5/8' ALUHINUH ASTRAG 1 1 / 4.' S TOP CHANNEL EV-IS PREHOpR BRAND OR EDUIVALENT - I i/4' x 4 ©STEEL EV-08 PREHDOR BRAND - 1 11/16' - 20 GA STEEL SKIN t'(m) -0 _BBB) H I y MURETHANr mAH Di IROTS1If1 O1S11 9116HPI IT Fr ® rnRr BASF FOAM -DENSITY 2.0 TO 2.5 tbs./FT' 9 onTT014 CHANNEL EV-97 PREHOOR BRAND - 1 11/16' - 20 GA STEEL 10 W00D LOCK BLOCK STRIKE STILE EV-09 --- 4' X 9 I/2' NFL. TO BE PING [BZ EDUIVALENI 11 HINGE STILL EV-06 15/16' X 1 II/16' H1L ALE TO BE PINE OR EDUIVNT 12 LOCK PREP FILLER PLATE EV-05 15/16' X 1 11/16' MIL. TO BE PINE OR EDUIVALENT 13 4'x4' HINGE IV-10 PREMIXIR BRAND - .050• THICK- MTL. TO BE POLYEIHYLE 14 WOOD JAMB EV-16 HAGER BRAND HINGE OR EDUIVALENT - •097 THICK (STET IS /4' B10 x 3/4' F H.V,$. - 1 I/q g 4 9/16' MTL. TO BE PINE OR EDUIVALENI 16 910 X 2' rims. (4) SCREWS PER HINGE INTO DOOR . VS H JaH N10 L 1 JAM , IB• hr- nErEArr[R N R SCREVS INWOI161 STRIXL JAND INTO SIDELITE -up. 4• DDVH rRnl B' OL THEREAr TER ' S) SCRIVS IHO" EACH SIDELITE JANI INTO SIDELITE. 4• ANTI rRON UP. Max 15' Or THEREAFTER. 17 t 7.IV&: VaUxutND 01EY( REFER TO ELEVATION VIEW [ 18 19 ' 1 1 1 /4'. 1 - © 1 91D X 3/4' fN.V.S. [ x LOCKSETFHV.S. 010 X 1 3/4' fHW.S. WOOD SIDELITE JAMB 22'`X 64' SINGLE PANEL GLASS SIDELITE TRIM (WOOD) WOOD CASING WOOD SIDELITE HEAD JAMB WOOD SIDELITE BASE PULYPROYYLENE LITE FRAME 16 X 1 1/2' PAN HEAD SCREWS SIDELITE STILES PIN NAIL EV-19 EV-20 EV-21 EV-22 EV-23 EV-24 -1643, DBL-2 EV-26 OR D of SCREWS USED AND LQATIONS (2) SCREWS PER HINGE INTO JAMO (2) SCREVS AT EACH STRIKE PLATE KVIKSET AND 200 LOCK OR HARIOC BRAND 100 LOCK (2) SCREWS PER HINGE INTO JAMB 1 1/4' X 4 9/16' MIL TO BE PINE OR EDUIVALENT ) M? GLASS 111 PBIYPRQPYLEN a T P A 5/16 x 1/2' 'HTL. TO BE PINE OR EQUIVALEN I/a : i' NIL. TO r PINE OR EQ11vAL[M1 - HENS AR MIXGI GS U TOR 'SIDE BY SIDE yweAS M&LIGMs i 1/4' X 4 9/16' HTL TO HE PINE OR EQUIVALENT 1 1/4' X 4 9/16• ilk. TO BE PINE OR EQUIVALENT HP Polypropylene by ODL B PER fRAHEnR v S a H 1• IB TtE D II arT R 15/16' X 1 11/16' HTL TO BE PINE OR EDUIVALENT /T• 1m NAIL, T' DI TEA [BD, MI III BL IIERVIER. IRED 111 IRUM AIDI DOW SILICONE 4995 APPROVED AS COSIPL"JG (NTH nM - - mm By nNTT PREMDOf PRODU OL DIVI5IOU 911 L .[TF[9SN1 SURORIG CODE COMPLUCE OFFlCE PIIISBA K16 ACCEPTANCE NO.O f— 031 Y. Z V ' A131-1029-EW-I SHEET 3 OF 6 REVISOR LEIIER B 2 BY WOOD BUCK 1/4' SHIM MAX 3/4' 5 INTERIOR I 79MAX16- 80 11/16' MAX .64' -MAX DLO :A I1 1 3/4- 2 BY WOOD BUCK 4 9%16' SECTION - C C --(2-)3 - EXTERIOR PLEASE SEE 'GLAZING DETAIL' DRAWING31-1029-EW-I SHEET 2 OF 6 DOW SILICONE 4995 o JDADE COON HATFRIAI OIL MrL ias A ADD :CCCVS "01�0I'S C0k:PfYUtG WiM T11E SOV f1 )VR"o aNG a,. PREMOUR ENTRY P;lNy ffpA omsloN III L Al I LKSM aunrnxc CGOE COWILANCE o Pl f f iBlGfi. [i 66762 AccEnvicE flo. 0 1 - 0 ] 1 v, L, y LM 1-1029-EW-I SHEET.4 OF 6 tIVlil@ MIER p z'. OTHER DOOR CONFIGURATIMS I. SIT m Mr a.0 .. at 1 atW w b�.• --11 r w wr�` r� alY; • LT— ac x t+�[ �uJW u�t, a� n• a � � r w Y "' -� r w L��-af•' _ I 1 1 `� v.+iL w°L �r. i ..:L �„L �L IJa• oc 1 I W 1 1 1 b( _ A/ _ _ � _ n IT n4 � • - 400 V cc v.cK nna I.r w 4L - _ _ O VrYG p C WO• b �/O O' � - aC v.cK 1 1 1 1 1 1� ' 1 1 1 � � OL Vr o•L .. w P YL V a(�y IY w 1'�'�'..�i�ri �i '• 1 1 1 1 1 `.. 1 r. 1 1 , .•....-.� r w L L cL,wW1ula' � Y w r. .• �l 11.1 Y ... ^ � wCJF�[ y�Y�L 1 T _ 1 __� 1 VV YY J L -!II 1I'�j7II'1�I^Y W L�OV3� n m AFPWVED AS CONPLYpIG NSTH THE SOUTH Fl(,FP`M g{Tq 4M CODE Qili gh u op BY PREMDON P T FDLOn+slo l 9p L dff[eIl11' eMUIGCODECo►l=OFF PHIS [S 66 ACCEKAHCE AD. 0 /- D P 31-1029-EW-I SHEET S OF 6 IRVRII➢f MILK n71 1r—r-) 71r-ir--wr-. J U I I --ILK 1JuuK I ANLL I YLES 36' t—MAX 79 /16"' ag p❑ pp 000 �A o 0 0 0 �o� �a 000 x 00 00 00 �� doll [1❑ Hall BLANK IDP 6-PANEL 4-PANEL 9-PANEL 10-PANEL lB-PANCL 4-PANEL OTHER SIDELITE STYLES MAX M X f 0 0 SL-10 SL-20 SL-30 �• SL-60 SL-50 ' SL-509 SL-69A SL-69B as PD-► PD-2°_° PD-5 PD-6 PD-7 PB-B 1113 0o� pp 00 pp ®o Dd � � ap pp 000 QQ 0❑ 00 00 FLUSH B-PANEL ERDSSBUCIC Q 12-PANEL 4-PANEL 5-PANEL 5-PANEL EYEBROV V/SCROLL EYEBRDV 5-Patel 5-PANEL V/SCROLL �YEBRDV SL-69C SL-25 SL-55 SL-301) SL-40 SL-90A do as oo ' o0 oD PD-9 PD-10 00-11 PD42 PO-13 1 4 1 1 1 II I 4'I I rlll ra 111 pr w' ills AI i 1 {{I 'i� 111 ' j� III IIII L11 1 1 .? :.I � � II II I:I L � ,I illi I!e■ 111 rrr 1 1 iltiij Lu .� 00 00 �� ooa o0o aoo Q0 PD-35 PD-36 PD-37 PD-3B PD-39 PD-40 PD-41 0 SL-90B PD-14 o . SL-90C SL-30D SL-3DC SL-70 SL-BD 00 00 ti0 PD-I5 PD-16 PD-17 w ru � Z W 'L N it Q O =o ALh w a �.a i" o 00 0� PD-31 PD-32 PD-33 PD-34 < a m R 4 31-1029-EW-1 SHEET 6 OF 6 O;YISDIi Illl[R A a. M I A M I•DADE PRODUCT CONTROL NOTICE OF ACCEPTANCE Prernclor Entry Systems 911 E. Jeferson, P.O. Box 76 Pittsburgh ,KS 66762 -NIIAiNII-DADS C(DUNTY, FLORIDA METRO -DARE FLAGLER BUILDING BUILDINC CODE CONIPL1ANCE OFFICE M1:1120-DAI)r; FLAcLER IlUI1.I)itvG IJU wi-.*s,r r1C;1.IiR S'1'RIi1:'I', S1JFI'li )GU3 MIAMI, F1.Olttl)A 331 3o-1563 (305) 375-29U 1 FAX (303) 375-29US GUI rk•1C'1'UI2 I,IC:1:15I,\C: S}:�-r1UN (305)375.2527 F:1X(30)375.255S CU.\-I'1L•lC"rUll f:\E C)JZC:IS�IL�\-r Di N*ISJUY (305)373-2966 I',LN:-(3u5)375-29U-, DIVISION (305) 375.2')U2 I .L\ (30) 372-G.1.17 Your application for Notice of Acceptance (NOA) of: Entcr'gy G-8 S-NN/E Outswing Opaque Single w/sidclitcs Resi(!ru[ial Insulated Steel Door under Chapter 8 of the Code of Miami -Dade County governing the use of Alternate Materials and Types of Construction, and completely described herein, has been recommended for acceptance by the Miami -Dade County Building Code Compliance Office (BCCO) finder the conditions specified herein. This NOA shall not be valid after the expiration. date stated below. BCCO reserves the right to secure this product or material at' any time From a jobsite or manufacturer's plant ibr quality control testing. If this product or material fails to perform in tile 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 'I31.111ding Code. The expense ofsuch testing will be incurred by the manufacturer. ACCEPTANCE NO.: 01-0314.21 EXPIRES: 04/02/2006 Raul Koanguez Chicf Product Control Division TI•IIS -IS THE COVERSIIEET SEE ADDITIONAL PACES FOR SPECIFICAiND GENERAL CONDITIONS BUILDING CODE & PRODUCT REVIEW CO.\IMITTEE This application for Product Approval has been reviewed by the BCCO and approved by the Building Code and -Product Review Committee to be used in N/liami-Dade County, Florida under the conditions set forth above. APPROVED: 0610-5/2001 Francisco J. Quintana, R.A. Director 'J\liami-Dade; Countti• 13uilding Code; Compliance Officc 11:045000IXpc200011templaL=s notice acceptance cover page.dot Inter-rnct mail address: postnutstcuildin"Cod Cori Hfie. cont Ilorrlelt.rt"c; Itflp://n1titl.builtli Prenidor Entry Systems ACCEPTANCE No.: '01-031 4.21 APPROVED JUW O EXPIRES April 02 2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS . I. SCOPE 1:1 This renews the Notice of Acceptance No. 00-0321.23 which was issued on April 28, 2000. it approves a residential insulated door, as described ill Section 2 of this Notice of Ac-ccptance, 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 Design Pressure Rating values indicated in, the approved drawings. 2. PRODUCT DESCRIPTION 2.1 The Series Entergy 6-8 S-W/E Outswing Opaque Sinblc Residential Steel Door with Sideiites- Impact Resistant Door Slab Only and its componcnts shall be constructed in strict compliance with the following documents: Drawing -No 31-1020-EiV-O, Sheets 1 through 6 of 6., titled "Premdor (Entergy Brand) Wood Edge Single Door with, Sidclitcs in a Wood• Frames �vlIli Bumper Threshold (Outswing)," prepared by manufacturer, dated 7/29/97 with revision C dated 01116/01, bearing the Miami -Dade County Product Control approval stamp with the Notice of Acceptance number and approval date by tic Miami -Dade County Product Control Division. These documents shall hereinafter be referred to as 111e approved drawings. 3. LIMITATIOtNS 3.1 This approval applies to single unit applications of single door only, as shown in approved drawings. 4. INSTALLATION -4.1 The residential -insulated steel door and its componcnts shall be installed in strict compliance with the approved drawings. . 4.2 Hurricane protection system (shutters): ' 4.2.1 Door: the installation of This unit Nvill not require a hurricane protection systenl. 4.2.2 Sidclite: the installation of this unit will regciire a hurricane protection systern. S. LABELING 5.1 Each unit shall bear a permanent label with the manufacturer's name or logo, city, -state and following statement: "Miami-Dadc County Product Control Approved". 6. BUILDING PERMIT REQUIREiMENTS 6.1 Application for building permit shall be acconipanicd by copies of the following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies ofthc approved drawings, as identified in Section 2 of this Notice of Acceptance, clearly marked. to show the componcnts selected for the proposed installation. 6.1.3 Any other documents required by the Building Official or the South Florida Building Code (SFBC) in order to properly evaluate the installati n of this system. Manuel Perez, P.E. Product Con t-oI -xaminer Produce ontrol Division Premdor Entry Systems ACCEPTANCE No.: 0I-03I4:2 I APPROVED JUN 0 5 `CC,I EXPIRES 4pri1 02, 3006 NOTICE OF ACCFp,rANCE: STANDARD CONDITIONS I. Renewal of this.Acceptance (approval) shall be considered after a renewal application has bccn FJled and the original submitted documentation, including test supporting data, engineering documents, are no older than eight (8) years. ?. Any and all approved products shall be permanently labeled with the manufacturer's name, city, state, and the following statement: "Miami -Dade County Product Control Approved",'or as specifically stated in the specific conditions of this Acceptance. 3. Renetivals of Acceptance will not be considered if: a. There has been a change in the South Florida Building Code affecting the evaluation of this product and the product is not in compliance Nvith'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'complicd with all the requirements of this acceptance, including the correct installation of the product. d. The engineer Nvho originally prepared, signed and scaled the required documentation initially submitted, is. no longer practicing the engineering profession. 4. Any revision or change in [lie mdtcrials, use, aO/or manufacture of the product or process shall automatically be cause for termination of this Acceptance, unless prior written approval has bccn °� '•" requested (through the filing ofa revision application with appropriate fcc) and granted by this office. 5. Any of the following shall also be grounds for removal of this Acccptancc: a. Unsatisfactory performance of this product or process. b. Misuse of this Acccptancc as an endorsement of any product, for sales, advertising or any Other purposes. 6. The Notice of Acceptance number preceded by the words Miami-Dadc County, Florida, and followed by the expiration date may be displayed in advertising literature. I.f any portion of the Notice of Acceptance is displayed, then it shall be done in its cntircty. 7. A copy of this 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 tcriiiination and removal of Acceptance. 9. This Notice of Acccptancc consists of pages 1, 2 and this last page 3. END OF THIS ACCEPT NCE Manuel crez, P.E., Product Co tro Examiner Produc "ntrol Division 3 7. CE 8. I IN 9. VI 4' MAX— r4' M 15' MAX o.C. 15' MAX OTC. 15' MAX D.C. B 15' MAX O.C. 15' MAX rrKLM1JUK - (LN I EHbY BHnND) WUOD EDGE SINGLE DOOR WITH SIDELITES IN W013D FRAME WITH BUMPER .THRESHOLD (OUTSWING) 00' MAX 4' MAX — MAX 41 MAX MAX 3' MAX 3' MAX 3' MAX 15' 14' 3' MAX -MAX MAX 4' MAX• 81/16'( ITV - DY ISL WA MAX >* MAA X IS' MA% MAX 43 J/16' TOP OF DOOR ]i TO IE O Lao a ��' KVIXSCi aEAO(IDIt MD aNA 66a SCADDLX ' I �'• MODCL 8Pa• OEADEl1Ll - MAXxDLO 1 r5 t/2 KvrKSEr LDusrt� NODCI DLEOD SCRICS (IR Mn VC LDCKSCI roau Joe MAX•, I S' • 6' IA AX MAX�MA- .MAX MAX 19' MA 'r 1555 MAX ~MA —3' MAX 4' 3' MAX NOTEs. 3' MAX > W000 BUCKS BY OTHERS HOST BE ANCHORED 4' MAX—, MMAXX 4' AX MAX 3' ROPERLT TO TRANSFER LOADS TO TIC STRUCTURE, !) THE PRECEDING DRAWINGS ARE INTENDED 1O IUALIFY-THE FOLLOWING INSTALLATIONS. 4 Vp00 FRAME REDCONSTRUCTION WHERE DOOR TSTEX IS ANCHORED TOA MINIMUM TWO BY WOOD PENINO, . MASONRY pR CONCRETE CONSTRUCTIDN WHERE RA OUTSVING L)L MirSVING OOR SYSTEM iS ANCHORED TO A MINIMUM TWO BY TRIICTURAL WOOD BUCK. MASONRY OR CONCRETE CONSTRUCT -MR WHERE 3OR SYSTEM IS ANCHORED DIRECTLY 10 CONCRETE VAICR It61LIRAfONI VKRE VARR DLILIRAfION 7 MASONRY BUCK. DR WITHOUT ANON -STRUCTURAL OUIREI'LNt IS NEEDED - REOVIRERENI IS Not NEEDED JE .BY v000 UCIL ALL ANCHORING SCREWS TO BE 110 WITH v c 'NIMUM 1 1/2' EMBEDMENT INTO WOOD SUBSTRATE X - ncF ^ L PFH TAPCCMS viTH 11/2' MINIMUM EMBEDMENT MA TO MASONRY. LNfiS SHALL BE INSTALLED ONLY At LMAtIONS PR0IECIED BY A CAMPY OR SIX" IMI III[ OVERHANG ANLLE BCIVEEN III[ EDGE Dr. CANPT OR OVERIWIG UNIT MUST BE INSTALLED WITH 'HIAMi-OAOC COUNTY PROVEDto SILL 11 LESS IRAN 45 MCREES. WIIESS UNIT IS INSIALLEO IN ' MR-HABitABLE AREAS VMERE TIC UNIT AHD IK AREA ARE DESIDG' 10 THREE STSHUTTERS APLES PER SIDE JAMB 1Nip HEADER ON SIDELiTES ACMPT VATER IWILiRAIIDK ID DOOR. THREE STAPLES PER JAMB INTO BASE ON SIDELITES LATEX SEALANT TO -BE APPLIED AT SIDE BY SIDE MBS AND SIDELIPES. DOOR/SIDELITE HEADER, DOOR/SIDCLITE JAMBS, AND SIDELiTE BASE InA®a Datl�mm� tn'mn �t RNERS ARE COPED AND BUTT JOINED. DOORS SMALL BE PRE -PAINTED. WITH A VATER-BASED EPDXY RUST I(SItIVE PRIMER PAINT WITH A DRT FILM THICKNESS OF O.B TO 1.2 MIL 4- Y FRAKrS SHALL BE PRE-PAINIED VITM AN ACRYLIC LATEX VATER-BASED/ I iER-REDUCIBLE WHITE PRIMER WITH A DRY FiLM THICKNESS DF 08 TO I? HIL ZL4rn _—ilmfftw,.m!c 1 >< 1/2 HE' MINIMUM EH DEDMCNf PC AD L SILL, 161 PER. TERNATE, 3/16' PFH TAPEONS 1 1/2' MINIMUM EMBEDMENT OiTSjLES A Et0 11/16' MAX MAX \ R8 x 1-3/4' F.H.W,S 3) PER SIDE FROM JAMB INTO THRESHOLD APPAOVED A5 C0!.I-LYING I,%l l i I Inc SOUTH I)U-,:`•LL BUILDING =',= DA-1- JllN 1 DY/I-p PdOOL' 7C ^CTAOL Cf.9S:7!I U BUILDLN CO_E CO!.IPLIANCS C7iI:E ACCEPTANCE NO.21- 0 J iy. L r I-1020-•EW SHEETIQ':b Tuna lif7 1/2' ;LASS BITE SECTION A -A - GLAZING DETAIL O U T S WING OTHER CONFIGURATIONS StIERVIN WILLIAMS 0564 6a fir.• ' Cii[RIOR t1tAOC LAtLx CAULK 68 7/4• NAIc LXICRIOR INtERIrR • APPRaro�A B0.'1arI7�(L�T;BIG rAiN iME 9 ov- ' nes�. utm I� m mt7_ Ie B. PRo T 71ROL OI'Il5fOI1 I/8 rEr,PEREo EaAss suaoux;cooecnrl�e�ncEOF k NtD N Y ALLE?7AI.CE Ito. 0 I- 0 3 1 v. L 7 IIIBl611 N rg � !-;g�'—p! I I-1020—EW-0 SHEET. 2 Or 6 Q'�IUIRt E 3/4' 80 11/16" MAX EXTERIOR 79 5/16' MAX SECTION B-B 1 1/4` INTERIOR - VOOD HEAD JAMB rnKi nunOLH. COHHLNIS -�--- IV -I? COMPRESSION W[Aili[RS1RIp 1 1/4' X 4 9/I6' MFL. 10 BE PIN[ OR EOUIVALEN, STRIKE JAMB W- 4 LOCKSCREEN BRAND T UXSEAI a �D -R ..__U nLUMIHINUM-BUMPER THRESIIOEp - EV-17 I I/4 X 4 9/16 HTL' TO BE PINE OR EDUIVALENT PREHODR BRAND OR EOUIVALENr TOP CHANNEL [W-054 - 11/4' x 4 9/16, PREHDOR BRAND - 1 ell GA STEEL STILLSKIN 201 Y 1N FAH 26 LDI/ t.Dll -DTU ' eR t w olmtss rte aau aH 91W1 D ET BASF FOAM - DENSITY 2.0 TO DENSITY BOTTOM CHAANNEL WOOD Ev-04 25 Ibs./FL' BRAND - 1 11/16- - 20 GA SIECL LUCK BLOCK STRIKE STILE EV-08 4' X 9 I/2' HTL TO BE PINE OR COUIVALENf HINGE STILE EV-07 15/16' X 1 11/16' HILL -TO DUE PIN[ IIR EOUIVALENI LOCK PREP FILLER.PLATE EW-06 EV-09 15/16' X 1 11/16' MIL TO BE PINE UR EQUIVALENT VW HINGE PREMDOR BRAND - A50' THICK- NIL. TO BE PULYETHYLE WOOD HIND[ JAMB V-15 HALER BRAND HINGE OR EOUIVALENT - 497 THICK-(STE( B10 x S' - 1 1/4' X 4 9/16, MIL TU DE PIN[..OR EQUIVALCNI A10 X 2' F V.S. (4) SCREWS PER HINGE INTO DOUR .KVS. H4i VIF44KM a DEtI 6) SCREVS 11DiTI1[)1 EACH SIOELNE JAMB INTO SIDELII 4' I� MAx 15' OG 11ERCAFIER E. CUVN FROM PFR IAPEDtS VallaNlt I U RI SIDELITE WOOD STILE REFER TO ELEVAIIOH VIEV, FOR I Uf S�EVS USCD AND LOCAII@15 98 x 2' F}LWS. EV D7 15/16' X 1 II/16' HiL TO BE PINE UR.EOUIVALENT LOCKET (2)_SCREVS AT EACH STRIKE PLATE 110 x 1 3/4' FHWS. KWIKSET BRAND 2DO L CK OR MARLOC BRAND 100 LOCK 1) SrREVS iwiDU(a{ IIINGE JAItB INTO SIDELIIC JAMB, B G111x r1r�i T� NA: 10' OL THEREAFTER 14) MAX 10) 1 C. t11El�p �I CR SFRirE B INTO IIOEIITC JMB. 4. 1AvM fgUx ) SCREVS IMME" EACH PJNM wID MUR My ES' 1 1/4' V000 SIDELITE JAMB 22' X 64• SINGLE PANEL GLASS IV-IB l 1/4"X 4 9/16• MTL. TO BE PINE OR EOUIVAL(NT i ---- 10------ - ® SIDELITE TRIM (WOOD) EV-19 EW-20 . f -I6' - 5/16 I/2 ® ® WOOD CASING WOOD EW-21 x MTL. T❑ BE PINE OR EQUIVALENT tie 1 M rouBE P - i f@i SIOC BT SIIIC JAnBS AS IWLLtO1tS �Ltis - © S1DELfiE HEAD JAMB WOOD SIDILIOPYLE 1E LW-22 1 1/4X 4 9/16' HTL. f0 BE PINE DR EQUIVALENT LITEEW-23 POLYPROPYLENE ITE FRAME C-1647, DDL-2 11/4' X 4 9/16' HTL. TO BE PINE OR E9UIVALENT HP Polypropylene by 16 X 1 1/2' PAN HEAD SCREWS 18 ODL PER FRAME AC r 1 n D17W SILICONE PIN NAIL 0995 10 ICE 14' pC i AFIC 3/4*EX1Wl 4 iRMM DBAF LIIEIER.tagDi?111DjSMgIR APPRtr ✓ASCQUF(Y6YGYj;TFI- 5011111F1f)7/T{�t�� P, 1 PR RROLOMSION 9II FN DII1LORdD CODE COIJPl1AA'CE OFFICE hCCEPTAMCE IIO, 0 1-03 / V. a t SIB 31-1020-EW-0 SHEET � OF 6 wlsn>R untR B 1/4" SHIM MAX �TERIOR I "MAX """ 80 11/16' I MAX 2 BY WOOD BUCK SECT -ION C-C 1 1/4' EXTERIOR PLEASE SEE 'GLAZING DETAIL' DRAWING 431-1020-EW-0 SHEET 2 OF 6 1 1/4' DOW SILICONE 4995 ApFr'GVM- to 001- ! MG WTH ME EMtEswTHFt,OgtiU PRIM e; ra�o .; q�JLDawSIGH 911 L .Eff[RS[PI 9U'1D:lG 00^E CULL?LLH�CE OFFlGE PI11$ Ki. 61 Accc.°LV::E 140 01-01I V. s IWUE GUUNIT --.— HATFRIAI � A wu sucvs sp 1-1020-EW-0 SHEET 4 OF 6. R[V1SI 16111 U I I .000I\ �-Uivi IUUNH I IUINJ. ".1 RFF;.,�4�.iS :O::-lYU7C Y.iTM ihE It•i Mx kou a Fl —]• Mx LA'E JDN`�";°" a IR �r M` "� -' PREMDDF PHoa� i ?I ,a� fll C .QiLMI DU 4uILLTIC CoM COW, ICE OFFI E PII l3 LS It ]r vQ• w 4�"--Xv Mx 1•' M7 13 L 1Lr OC Is' Mx i o C. Is' mx 1]• nnx or I]' OL LIB 1L1•'_.I .M[ w 6' Mx ]• n •' pnx X MG 31-1020-EW-0 SHEET 5 OF 6 �YISRN t[II(R u i H L N DUUK FANEL STYLES 36IV - MAX 19 rz 1130 6" oo 11013 0o MAX go O Q 00 oDuo oa BLANK 113P 6-PANEL 4-PANEL 9-PANEL 10-PANEL 1B-PANEL 4-PANEL OTHER SIDELITE STYLES 30" -1 rMAX M X 0 0 SL-10 SL-20 SL-30 SL-60 SL-30 SL-500 SL-69A SL-69B PD-1 PD-2 PO-3 PD-4 PD-5 • PD-6 PD-7 Pp-B 013 p 00 Od o ® FLUSH 8-PANEL CRUSSBUCK ❑ ❑ � � 12-PANEL 4-PANEL 5-PANEL 5-PANEL CYCBRUV V/SCRULL RCBRUv V /SCRULL U p U p SL-69C SL-25 SL-55 oa a� oa PO-9 PO-I0 Pp 11 0 Q SL-300 SL-40 A PD-12 SL-90A A PD-I3 1-9 PD-18 PO-I9 PO-20 Pp-21 PO-22 PD-23 PO-24 PD-25 PD-26 PD-27 PD-28 Pp-29 Pp-JO [DUIi Ut[SS A91[D. [RAC u IUI Illl �IJI � � UIO6�D; Di[is bt[q � F.dI'iltIECR• O PO 75 PD-36 PO-37 , PO-7B PD 39 PD-40 PO-41 PO-42 PO-43 PO-43A fl1 � . �N PD-4JB PHIS B(i4 a 66162 4❑ ❑p 5-PANCL 5-PANEL CYEBROv fl SL-908 SL-90C SL-308 SL-30C SL-79 f SL-I)0 PD-14 PO-15 PO-16 PO-17 u • o • �� rya PD-31 PD-32 2• a PD-73 PD-34 °• m 31-102V -o SHEET_ 6 OF 6 1 �J� I I C v co CV un n rn CV Wayne WINDL OAD SPECIFICA TION 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 NOTES: 13 GA HORIZ ANGLE 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR I INADEQUACY OF THE GLASS IN HORIZ TRACK-, THE TEST SPECIMEN MAY BE .054" DRAWN FROM THE TEST." (1993 i ASTM E330). 2. GLAZING OPTIONS — TOP OR INTERMEDIATE SECTION, .090 SSB TRACK BOLT & (2) GLASS WITH OPTIONAL INSERTS. 1/4-20 HEX NUT j 3. VINYL OR WOOD DOOR STOP (NAILED ON 6" CENTERS) MUST I ' c ' OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES.' C L 4. U-BAR TO HAVE A MINIMUM DRILL HOLE281 IN TRACK FOR ` YIELD OF 80 KSI JB-US BRACKETu va ATTACHMENT 5. TRACK, AND DOOR STEEL TO HAVE A MINIMUM YIELD OF 33,000 PSI. (1) JB-US BRACKET LOCATED - AT EACH ROLLER LOCATION • EXCEPT TOP BRACKET ROLLER 6. OPTIONAL — .080"MIN (MIN) (P/N 125139). ALUMINUM LOUVERS WITH HIGH 01 IMPACT STYRENE FRAME MAY BE == LOCATED IN THE END PANELS OF THE BOTTOM SECTION. ' i 7. LOCK OR OPERATOR IS REQUIRED. �� 5/16x1-5/8" ► 8. THE DESIGN OF THE LAG SCREW 4 SUPPORTING STRUCTURAL AT EACH ' J8-US 0 ELEMENTS SHALL BE THE BRACKET o, E" RESPONSIBILITY OF THE PROFESSIONAL OF RECORD .,FOR THE BUILDING OR SFRii,CrURE AND 054" vERT TRACK , IN ACCORDANCE. ;I WITN;q, f�R NIT BUILDING COpES-'.FOR T. :,IN' O i A.DS LISTED ON _ TH` S;.D.jAW.{L��; •;�- • 'f / 1 /4-20x9/16" TRAGIC BOLT & 1/4-20 HEX : ;��• NUT AT EACH JB-US Approved:' _ _ ;;' �- BRACKET 'Wa Mison• P. Ap M95 A06&N OR:; P6§ACOL� FL4251FIORIGEORGLI,? 'rtTIFlCAJtON (.' NO018519 .'its..:_ G�ON'N0.,02JSS6 . ,. ,J C hl V�(' Date: 3'tir- f Op ION COOS. • Q;1'08 REIN P WM 9 ' x 14 ' MAX 44 PSF 1 OF 4 TRA CK END HINGE TOP BRA CKET REQUIREME-N TS 1 /4-2Ox9/16" TRA BOLT & 1/4-20 H NUT THROUGH At TWO ALIGNING HOL TOP BRACKET (P/N 108077) (5) I/T n�u TEK SCREWS (P/N 141668) 14 GA WIDE BODY HINGE ° 00 \ o I / (4) 1 /4— 20x5/8'* SELF —THREADING SCREWS (P/N 100320) (2) 1 /4-2Ox5/8" TEK SCREWS .po �kL END HINGES o. r'=afl— • 20 CA '1J —B AR WIDE BODY HINGE :(P/N SEE BILL OF MAT'L) LFi Nf� HIMCE RH ENO HINGE NYLOP.-ROLLER (P.6..270791) ® \ BOTT BRACKET \ (P/ H-270;54 & LH-2-10-T55) (31 1/4-2Q x7/8" � ,•TEK ?(CREWS t(PlN 100507 ram.• �1 �� c- 9„ Approved: W.S. Wilson. P.E 3395 AOOISON OfL. PENSACOLA• FL 32514 FLORIDA CERTIFICATION NO. 0048489 GEORGIA CERTIFICATION NO. 018519 1 /2" NORTH CAROUNA CERTIFICATION NO. 023836 .(20 CA CENTER Date: 3 - �_ a 16 GA END STILES STILES) OP TIO1v CODE-.. 0108 RE ► --- P WM 9 ' x 14 MAX 4 4 PSF 2 0F 4 U-BAR L 0CA ONS 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 f 9'-0" THRU 10'-6" HIGH DOORS W/ (5) 20 GA 80 KSI U—BARS LOCATED AS SHOWN 7'-6- THRU 8'-9" HIGH DOORS W/ (4) 20 GA 80 KSI U—BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (3) 20 GA 80 KSI U—BARS LOCATED AS SHOWN i 1 (2) 1/4-2Ox5/8" TEK SCREWS ATTACH AT EACH STILE Z- Approved: - ` vas. Yfibon, F� E'er' ,,� ffll , 3395 A601$�A' OR:! �F F17SACOa! 1L FLORIOA;CERTIF1CAT10N NO. 0048489 .{•y Cf9P�tA CERTIFTGTry �707at8514 �+-" .rQRTH',C�kWUNA CFRnF1GUTON Nb ' 013ggG•:•: Date: — '-3:•_ .5'-a •(, .�� i• �T _va OP TIOAI CODE : lC� y � REV.• P WM 9 x 14 ' MI-16, 44 3 OF. 4 ' Wind Load Test Report Report # 0108P February 1, 2001 TEST REQUIREMENT: The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29.3 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola, FL. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 518" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. (1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 2.51. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .31 or 12%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes l0 seconds of test pressure at-44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 1.59. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .10 or I 1%. (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: t ; . 1. WayneMark Model 8000, 90, 4 section. 2. Exterior skin has minimum of.0175. The minimum yield stress is 33 KS1. 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 l6ga end stiles and three 20 ga center stiles per section•. 8..054 vertical and horizontal track. 9. Four JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY SIMILARITY: Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have less loading at equivalent pressures due to the decrease in area. Doors heights are approved to 3 times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Question and'•A-nswers,:Q,Al8(Q127). APPROVED.OPT3ON Based on ofheitest$ �rtdl". -.Aluminum Louvers and Styrene: Window Frame Assembly per test number 020501. Name: t W.S.;VS(dson,: E': r' '7 ; d( 3395:Adaisotr,Drr, P r tcoja FCC Florida Ovr .:Id*.0A�3${$ Georgia Cert�Norpt8S•I9 North Caroling CyrV N.O. 0?336' 0� AN!GE COUNTY' �UILJING DI el ..,. , t.'i �l• ti "� a �Gy.{�• N a• cD rn CV of z a Wayne f]atton MODEL: S TYLE: DESIGN PRESSURE: DESIGN PRESSURE: WINDL OAD SPECIFICA TION 0110 WAYNEMARK 8000 & 8100 RAISED PANEL POS. 27 PSF NEG. 29 PSF NOTES: 1. GLASS- DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). 2. GLAZING OPTIONS - TOP OR INTERMEDIATE SECTION, .090 SSB GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP (NAILED ON 6" CENTERS) MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 4. U—BAR TO HAVE A MINIMUM YIELD OF 80 KSI 'A653 G-40 5. TRACK TO HAVE A MINIMUM YIELD OF 33 KSI A653 G-40 6. 26 GA DOOR FACER STEEL TO HAVE A MINIMUM YIELD OF 57 KSI 7. OPTIONAL - .080" (MIN) ALUMINUM LOUVERS WITH HIGH IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF THE BOTTOM SECTION. 8. LOCK OR OPERATOR IS REQUIRED. 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CUPRENT BUILDING CODES FORj"TKE LOADS LISTED ON THIS.•.ORAWING- 13 GA HORIZ ANGLE f 067" HORIZ TRACK (2) 1/4"-20x9/16" TRACK BOLT' & (2) 1 /4"-20 HEX NUT 5/16"xt-5/8" LAC SCREW AT EACH JB—US BRACKET DRILL .281 OR 9/32•'o HOLE IN TRACK FOR JB—US BRACKET ATTACHMENT 1 /4"-20x9/16" TRACK BOLT & 1/4"-20 HEX NUT AT EACH JB—US BRACKET (1) J8—US BRACKET LOCATED AT THE MIDDLE OF EACH SECTION EXCEPT TOP SECTION. 067" VERT TRACK i (1) ill —US BRACKET LOCATED Approved: _ Sir. ti %'t" AT EACH ROLLER LOCATION r „Y. _ EXCEPT TOP BRACKET ROLLER w$. AOQI _ ::�• (P/N. 125139). .'3335'AOQI ON�pR: FEN$y��0 FL�25i'4 � 'r �'`�'• FiDlIMIA -h ';lbEt161C1100 , 9: _`:yc?':: G=R6N• Ct FmcAnoN 'i{0: 0 185 19 ' �� • _ %,•': f'' N(�tT}GIJ.NsF�RPffGII�ON N0. •0 �v3B Date: APPROVED SIZES: 16'-0" MAX WIDTH x 14'-0" MAX HEIGHT MAXIMUM SECTION WIDTH 21" in OPTION C00�`: �(`,;, 'REV- P1 WM 16" x 14' MAX - +27 -29 PSFI 1 OF. 4 TRA CIS END HINGE TOP BRA CKET REQUIREMENTS 1/4"-20x9/16" TRACK BOLT & 1/4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES I •�• TOP BRACKET \ (P/N 108077) (5) 1 /4"-20x5/8" TEK SCREWS (P/N 141668) cyyAA +� A null a A,• �! IC y'NARROW BODY HINGE 4 J. c¢"'• (4) 1/4"-2Ox5/8" SELF —THREADING SCREWS �' (2) 1/4"-20x5/8" %TEK SCREWS ALL 9 ! END HINGES \ 1 0 \ ; 7/16" PUSH NUT AT EACHS AR OLLER (P/N 243341) £- - LOCATED .25 MAX BETWEEN ,. PUSHNUTS AND BRACKETS Z OR HINGES �HIN ~ 2" NYLON ROLLER W/ 4 1 /2" STEM (P/N) 108135 a0 vJ� ! WIDE BODY HINGE (P/N SEE BILL OF MAIL) 3" 20 GA U—BAR RH ENO HINGE (3) 1/4"-20x7/8" 0 ° Approved:_ W.S. wa5«,. P.E.�� 4- __ /2 20 GA CENTER M95 AODISON M. P06ACOLA, FL 32514 STILES F1.ORIOA CERIlFrATION.NO. D04W9 - GEORCIA CF UVICATION NO. 018519 0loo, �� BOTTOM BRACKET 16 GA ENO STILES NORTH CAROUNA CERTIFICATION NO. 023836 " (P/N RH-270354 Date: 4 —z g_ o & LH-270355.) OPTION CODE 0110 REV.' P1 WM 16 x 14' MAX, +27 -29 PSF 2 OF 4 U-BAR � OCA ROIVS 12'-6" THRU 14' HIGH DOORS NOTE: W/ (16) 3" 20 GA 80 KSI U—BARS MAXIMUM SECTION WIDTH IS 21 LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (14) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN F 9'-0" THRU 10'-6" HIGH DOORS W/ (12) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (10) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (8) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN I I (2) 1/4"-20x5/8" TEK SCREWS ATTACH AT EACH STILE ��i Approved :,a:�� T I F I • �.::w� wad P�• :��`'• • �::.�.' ,.. 3495.;/QDISON DR:-A3 a1 FG`325I S PWRIDA ;" NOR[ti�jo!ft0ul cflKnElcAnFgN., 023835' a 0 Date:., --2 _�(. �e. `" � fi=c5a ��' P`' n. j OPTION C'b6��1�,;; `' REV.' P1 Will 16' x 14' UAX, -f-27 -29 PSF 3 OF 4 ,�,.� r CENTER STILE & INTERIVEDIA.TE HINGE L OCA TIONS V V V V V 14, 10, Approved: JND I VORANGE* COMTY . ws wason P E. M95 AOOISON OR., PGISFCOIA FL 32514 FLORIDA CERTIFICATION NO. OOM489 CEORCIA CERTIFICATION NO. 018519 NORTH CAROUNA CERTIFICATION NO. 023836 Date: OP TION �-z8-off CODE.' 0110 REV P1 I WY 16' x 14'-' ,VAX, f27 -29 PSF 4 OF 4 Wind Load Test Report Report # 0110P 1 February 22, 2001 TEST REOUTREMENT: The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29 PSF. The door 'must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola; FL. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 5/8" thick blocks were placed under the door at the edge, centered under the end stilet§, 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. 8..067 vertical and horizontal track 9. Seven TB -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 SIIvfII,ARITY- Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have Jess loading at equivalent pressures due to the decrease in area. Doors heights are appr,4Yed,to 3. times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Questipp•, c d Ans�ws APPROVER•OF'TIO t F r' Based on o_ er Les b ui�i11' ` ""Alumin.um Louvers and Styrene Window Frame Assembly per test number 020501. `','Name: -fF �1�. n W.S. Wilson, 3395 Add"ison.3r„-Pengacol�,".FLU 151`4 ,,)o Florida Cert Nbr.. ��' t �.a �i�:► E t;. Cti Georgia CM No. 018j� � , R 0 0 I c z a_ Wayne Dalton MODEL: S TYLE: DESIGN PRESSURE: WINDL OAD SPECIFICA TION 0108 APPROVED SIZES: WAYNEMARK 8000 & 8100 9'-0" MAX WIDTH x 14'-0" MAX HEIGH RAISED PANEL MAXIMUM SECTION MOTH 21" POS./NEG. 29.3 PSF SCC #_ NOTES: I. 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 KSI. 7. OPTIONAL — .080" (MIN) ALUMINUM LOUVERS WITH HIGH IMPACT STYRENE FRAME MAY BE LOCATED IN. THE END PANELS OF THE .BOTTOM SECTION. 8. LOCK OR OPERATOR IS REQUIRED. 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CURRENT BUILDING.CODES FOR THE LOADS LISTED ON THIS DRAWING. Approved: W.S. Wilson, P.E. 3395 ADDISON OR., PENSACOLA, FL 32514 FLORIDA CERTIFICATION NO. 0048489 GEORGIA CERTIFICATION NO. 018519 NORTH CAROUNA CERTIFICAnON NO. 023836 Date: 4 — 2 9 -o I OPTION CODE.- 0108 I RE-V. P 1 MASTER PLAN 13 GA HORIZ ANGLE—� �= .054" HORIZ TRACK (2) 1 /4-20x9/16" TRACK BOLT & (2) 1/4-20 HEX NUT DRILL .281 OR 9/32"0 HOLE IN TRACK FOR JB—US BRACKET ATTACHMENT (1) JB—US BRACKET LOCATED AT EACH ROLLER LOCATION EXCEPT TOP BRACKET ROLLER (P/N 125139). 5/16xi-5/8"' LAG SCREW AT EACH JB—US BRACKET .054" VERT TRACK 1/4-20x9/16" TRACK BOLT & 1/4-20 HEX NUT AT EACH J8—US BRACKET WM 9' x 14 ' MAX 44 PSF I 1 OF 4 TRACK END HIN BRACKET REQMIREME-N 1/4-20x9/16" TRACK BOLT do 1/4-20 HE NUT THROUGH ANY TWO ALIGNING HOLES I TOP BRACKET (P/N 108077) (5) 1/4-20x5/8" TEK SCREWS (P/N 141668) 14 GA WIDE BODY HINGE k(,(z 4) 1/4-20x5/8" ELF —THREADING SCREWS (P/N •100320) SCC # o -0101� MA..I j I i � I i I (2) 1 /4-20x5/8" TEK SCREWS -Q01M- q ALL END HINGES 21\_WIDE' Cal 3' 20 GA U-BAR BODY HINGE (P/N SEE BILL OF MAT'L) NYLON ROLLER /- (P/N 270791)� f BOTTOM BRACKET �•� (P/N RH-270354 & LH-270355) �. TEK SCREWS Approved: WS Wamn, P E. 3395 AOOISON OR, PFIWMLA . FL 32514 FLORIDA CEIM9aTION N0. 00484a9 GEORGIA CETMFIc1Ti0N N0. 018519 NORTH CAROUNA CEiiTIFICA110N NO. OM6 Date: q --28 -O/ OP T/ON CODE O 108 V. p 1 '—(20 GA CENTER 16 GA ENO STILES STILES) WM 9' x 14' M,,aX 44 . PSF 2 OF 4 -- .. I U-BAR L OCA TIONS e.) 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 ec=i i 4--0" It U 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 19 6' THRU 7' HIGH DOORS •W/ (3) 20 GA 80 KSI G-BARS LOCATED AS SHOWN IN (2) 1 /4-20x5/8" TEK SCREWS ATTACH AT EACH STILE Approved: ws. rru=,, PE 3395 ADDISON OR. PENS4COLA. FL 32514 FLORIDA CEHTIFiC =N No. ONM9 GEORGIA CE1tT1F1CATION NO. 018519 NORTH CAROLM cumscarN NO. 023W6 Date: 'j - z 8 _ 01 OPTION CODE., 0708 1 REV P1 I WM 9' x 14' ,MAX 44 PSF I 3 OF 4 CENTER STILE & INTERMEDIA TE HIN � OCA TIONS . l0 SCG # MASTER PLAN 8'-9' Approved: iw�y,, P.E 3395 ADDISON DR., PENSACOLA . FL 32514 FLORIDA CERMICATION NO. 0048489 GEORGIA CERTIFICATION NO. 018519 NORM CAROUNA CfRTIFIWON NO. 023838 Date: IF- ZR _61 OP 77ON CODE 0108 1 REV F 1 I WM 9 ' x 14 ' MAX 44 PSF - 14 OF 4 Fv Wind Load Test Report Report # 0108P1 February 1, 2001 STEST REQUIREMENT: ie door must remain intact and safely operable after enduring static design pressures of both positive and negative 29.3 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. .TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola, FL. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 5/8" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. (1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 2.51. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .31 or 12%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 1.59. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .10 or 11 %. (3) Upon inspection after test procedure, the intermediate section had creased at the hinge location. The door was shown to be safely operable. DRAWING NUMBER: 0108 P TEST DATE: January 25, 2001. Temp 64' F. .tODUCT DESCRIPTION: 1. WayneMark Model 8000, 9x7, 4 section. Soo 2, Exterior skin -has minimum of .0175. The minimum yield stress is 33 KSI. A C PLAN 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 Answers, GA18(Q 127). APPROVED OPTIONS ®Based on other tests t . �euiv'ale 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 s Oue M, rn N Wayne Dalton MODEL: STYLE: DESIGN PRESSURE: DESIGN PRESSURE: WINDL OAD SPECIFICA TION 0110 APPROVED SIZES: WAYNEMARK 8000 & 8100 RAISED PANEL 16'-0" MAX WOTH x 14'-0" MAX HEIGHT POS. 27 PSF scC # 0-2.0040 MAXIMUM SECTION WIOTH 21" NFC, 7q 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 SECPON, .090 SSB GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP (NAILED ON 6" CENTERS) MUST OVERLAP TOP AND BOTH ENOS 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. r Approved: W.S. Wson, P.E 3395 AOOISON OR.. PENSACOLk FL 32514 FLORIOA CERTIFICATION NO. 0048+89 GEDRCtA CERflFICAT10N N0. Ot8519 NORTH CAROLM CERTIFICATION NO. 023836 Date: If- 2 9-01 1 m lm$ 24 067" HORIZ T (2) 1 /4"-20x9 TRACK BOLT d 1 /4"-20 HEX 5/16"xl —5/8" L SCREW AT EA JB—US BRACH DRILL .281 OR 9/3: HOLE IN TRACK F JB—US BRACH ATTACHME 1 /4"-20x9/16" TRACK BOLT & 1 /4"-20 HEX NUT AT EACH JB—US -BRACKET (1) JB—US BRACKf LOCATED AT THE MIDDLE ( EACH SECTION EXCEPT TC SECT10 067" VERT TRA (1) JB—US BRACKET LOCATI AT EACH ROLLER LOCATH EXCEPT TOP BRACKET ROLU (P/N 12511 OPTION CODE.- 0110 1 REV.' P 1. I WM 16 ' x 14 ' MAX, f 27 -29 PSF I 1 OF 4 TRA CK END HINGE TOP BRA CKET ROUIREMEN TS SCC# 02-&,( 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 IA" —20x5/b TEK SCREWS (P/N 141668) NARROW BODY HINGE I � I i (4) 1/4"-20x5/8" SELF —THREADING SCREWS J(2) 1/4—2Ox5/8" .ROLLER TEK SCREWS ALLEND HINGES /16" PUSH NUT ATEACH (P/N 24-3341) LOCATED .25 MAX BETWEEN PUSHNUTS AND BRACKETS OR HINGES LH END -HINGE • 1, '—' 2" NYLON ROLLER W/ 4 1/2" STEM ®4 (P/N) 108135 \� WIDE BODY HINGE (P/N SEE BILL OF MAT'L) 3" 20 GA U—BAR RH ENQ HINGF (3) 1/4"-20x7/8" TEK SCREWS (P/N 100507) : J= Approved: / .-~'L i Ts. Wilson, P E k--1 /2" 3395 ADDISON DR., PENSAC01A. FL 32514 I FLORU A CE MRCATION NO. 0048489 g GEORGIA CERMCAT10N NO. 018S19 \ BOTTOM BRACKET NORTH CAROUNA CERTIFICATION NO. 02W38 (P/N RH-270354 Date: 4 -,Z g_ o & LH-270355) L 20 GA CENTER STILES 16 GA ENO STILES OPT/ON CODE. 0110 REV- /01 WM 76' x 14' MAX, -t-2.7 -29 PSF 1 2 OF 4 PAW v-BAR L OCA TIONS NOTE: 12'-6" THRU 14' HIGH DOORS W/ (16) 3" 20 GA 80 KSI U—BARS MAXIMUM SECTION WIDTH IS 21 " LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (14) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN Scc ## MASTER PLAN 9'-0" THRU 10'-6" HIGH DOORS W/ (12) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN M 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 I (2) 1 /4 2Ox5/8" TEK SCREWS ATTACH AT EACH STILE Approved: ws Wilson, P.E. 3395 ADOtSON OR., PENSACOLA. FL 32514 FLORIDA CEIMFICATION. N0. 0048M9 GEORGM Cflti CAMON NO. 018519 N09M CAROU? A CERTIFICA7lON NO. 023U6 Date: 9 -2e- o/ OP17ON CODE" 0110 1 REV' f'1 I WM 76' x 14' MAX.. f27 -29 PSFJ 3 OF 4 CENTER STILE INTERMEDIA TE HINGE L OCA TIONS ;C;C # O eve 16' -- J v W V C;7 15' 12' Approved: WS. wamn. PE 3395 ADDISON OR., POISACOIA. FL 32514 FLDRIDA CERTIMnON N0. 0048489 GEORGIA CEit11Fi lION N0. 018519 NORTH CAROUNA CE Mr—A110N NO. 02=6 Date: _ Q-.Z 8 —o 1 OPTION CODE. 0110 1 REV- p/ I Wti,l 16' x 14 " MAX, - -. 27 -29 PSF 14 OF 4 • Wind Load Test Report Report # 0110P1 February 22, 2001 ®TEST REOUIItEMHNT• 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 alter 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 1 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. .'RODUCTDESCRIPTION• pS,gCC # 0,2-op6 1. WayneMark.lvlodel 8000, 160, 4 section. MASTER PLAN ^ 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. �-�il V. 3. Standard bottom astragal and retainer. 4. 2" nylon roller with 4 1/2" stems. 5. 14 gauge end hinges and 13 gauge center hinges. 6. Eight 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and five 20 ga center stiles per section. 8..067 vertical and horizontal track 9. Seven JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), SW Wilson, P.E. APPROVAL BY SIIOMARITY- 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. Fceducing the width of a door reduces the stress on it anci 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 Ftrea. Doors heights are approved to '3 times the height tested per standard practice accepte d in Miami -Dade Co. Refer to. Product Control Division, Question and Answers, GAIS(Q127). APPROVED OPTIONS Based on o er tes b ' C, ui�val Ahuniaum Louvers and Styrene Window Fraime Assembly per test number 020501. Name: W.S. Wilson, P.E. 3395 Addison Dr., Pensacola, FL 32514 Florida Cert No. 0048489 Georgia Cert No. 018519 CERTIFICATE OF OCCUPiNCY / COMPLETION This is to certify that the building located at 130 PINEFIELD DR for which permit 03-00002570 has heretofore been issued on 8 12/03 has been completed according to plans and specifications filed in the office of the Buildingfficial prior to the issuance of said building permit, to wit as complies with all the building, plumbing, electric zoning 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 DATE APPROVAL BUILDING: F i na l e d 6c�?o� •� ZONING: Inspected UTILITIES: FIRE: Inspected Water Sewer Lines In 7i 4Lines In Meter Sewer Set Tap Reclaimed Water ENGINEERING: Drainage -d� Maintenance Bond PUBLIC WORKS: Street Name Signs le Storm Sewer 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 Street Paved Street Lights Driveway FEES PAID DATE AMOUNT 8/13/03 8/13/03 8/13/03 8/13/03 8/13/03 8/13/03 8/13/03 8/13/03 10.00 10.00 10.00 10.00 10.00 59.27 54.00 279.61 PAGE CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 130 PINEFIELD DR for which permit 03-00002570 has heretofore been issued on 8/12/03 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 8/13/03 8/13/03 8/13/03 8/13/03 8/13/03 8/13/03 8/13/03 91.93 16.09 847.00 16.09 1384.00 650.00 1700.00 OWNER BUILDING OFTICIAL / DAT CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE**** DATE: \ -w, -c)�-( PERMIT #: C;) -;_s- a 51O ADDRESS: CONTRACTOR: MARONDA PHONE #: The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. _Engineering Fire --Public Works Zoning r-\ Utilities Licensing CONDITIONS: (TO BE COMPLETED NLY IF APPROVAL IS CONDITIONAL) . w/0 3 A ga a CERTIFCATE OF OCCUPANCY 6p�roL)ed �I� REQUEST FOR FINAL INSPECTION Zaektiet- **** SINGLE FAMILY RESIDENCE**** DATE: \ --wuu -( PERMIT #: C;) ADDRESS: \ -)-rJ CONTRACTOR: PHONE #: MARONDA 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 DFire A L� u lic Works 0 l''y'o S D Zonin r Utilities Licensing n � ;a CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) 1 N CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTI �o % ' **** SINGLE FAMILY RESIDENCE**** ►= In � w Q G C 1 DATE: 1-- w -o q PERMIT #: C-�,3- d5" 0 ADDRESS: CONTRACTOR: MARONDA PHONE #: I I I I I I I I 1 I I I IIIIII IIIIII IIIIII IIIIII 1 1 1 11 I I 1 I I 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 I I 1 I 1 1 1 1 I I 1 1 1 1 1 1 1 1 I I 1 I I 1 A a O v u W C I Ca to 0 V C C; cu C I I 0 V c v 0. w C.. y, ` CJ 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 OFire ,n l A ❑Zoning r i p,. ❑Licensing CONDITIONS: (TO BE CZOTE NLY IF APPROVAL IS CONDITIONAL) I T N E R S U R V E Y I N G 16 January 2004 City of Sanford Building Department 300 North Park Avenue Sanford, Florida 32771 Re:130 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,. C _ R. Blair Kitner P.S.M. No. 3382 P.O. BOX 823 - SANFORD, FLORIDA 32772-0823 0 (407) 322-2000 �L FEDERAL EMERGENCY MAKAGEMENT AGENCY O.M.B. No. 3067-0077 • _ F ATIONAL FLOOD INSURANCE PROGRAM Expires December 31, 200E ELEVATION CERTIFICATE krpoftt ReW ft hftucf3m on paW 1- 7. __ SECTION A - PROPERiYOWNER INFORMA710N- . ' _ _Fat�arenoe.�yUeec _ BUILDING OWNER'S NAME MARONDA HOMES BUILDING STREET ADDRESS (ndudng Apt., Uri, Sure, andlor Bk1i; No.) OR P.O. ROUTE AND BOX NO. Comparry NAIL Namber 130 PINEFIELD DRIVE CITY STATE DP CODE SANFORD FL 32771 PROPERTY DESCRIPTION (Lat and Bbok Ncrnbers, Tax Parcel Number, Legal Description, etc.) LOT 15, CELERY LAKES PHASE 1 PLAT BOOK 62, PAGES 75 6 76 BUILDING USE (e.g., Residential, NorKeskfen6al, Add6on, Acoessory, etc. Use a comments area, if necessary.) RESIDENTIAL. LATTTUDEILONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE 0 GPS (Type): ( #f-n1S -SOM or ## ❑ NAD 1927 ❑ NAD 1983 ❑ USGS Quad Map ❑ Dow. SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION BCW OF SANWRD XM & COMrl1NlTY NUA�i I � — RORIQA 94. AMP AND PANEL 87. MM PAPS E9. BASE FLOOD aWATION(S) NUbiB@t 135. SUFTD( W.FRM INOD(DATE VIS®DATE 1i8. ROOD ZOPE(S) (ZcrmeAO, use dapfm dtloodimg) 121171000I E APRL 1995 APRL 1995 X NA 1310. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in B9. ❑ FIS Prdb ® FIRM . , ❑ Carimunly Detetmned ❑ Other (Desabek B11. Indicate the elevation datum used forte BFE In B9, ® NGVD 1926' * ❑ NAVD 1988 ❑ other (Deser B12 Is the but ft baled in a Coastal Bartier Resomxoss Svsiarn (CBRS) area orOfherwtss Prolected Area (OPA)? • • f - Yes - M No Designation Dais• - C1. Buidig ek wations are based on: ❑ Coromxtion DrawW ❑ Building UrderConshuction• ® Fln1shed Con.tmn •A new Elevation Calk& will be required when construction d the building is wmpiste. C2 Buidng Diagram Number l (Select the buidng diagram most similar b the buldng fowhich this certhcale is being completed -we pages 6 and 7. If no diaggram aoaialety repiesent$ the buldng, provide a dwic m orpholograptm ) C3. Elevations—ZanesAl-AM, AE, AH, A (wM BFE), VE, V1-V30, V (wit BFE), AR, ARIA, ARIAS, ARIA1-AM, ARIAH, ARIAO Complete Items C3.-a4 bebN a000dirg b the buid'ng diagianm specified in Ilern C2 Stale the datum used. If the datum Is diferent from the datum used forte BFE in Section B, convert the datum b that used forte BFE Show field measumments and datum conversion caloulation. Use the apace provided or the Comments area of Section D or Section G, as appropriate, b document the datum aornersiom. Datum NGVD 29 CawemionQmments Elevation reference mark used Does the elevation reference manic used appear on the FIRM? ❑ Yes ® No 0 a) Top dbotbrntbor('ndudigbawrordorendosure) 21. 401t(m) ❑ b) Top of rend higher floor NA. _ft(m) O c) Bottom d bw d hormoritaf structural member (V homes onty) NA. 0 d) Attached garage (bp of slab) P0. 90 ft(m) 0 e) Lowed d wafion of mad*imy ardlor equomard - servicing the buldng (Desabe in a Comments area) 21. 0 L(m) O t) Lowest adjaoermt ftisled) grade (LAG) 20.7 ft(m)- 0 g) Highest adrpoent ftished) grade (RAG) 20. 9 ft(m) . ❑ h) No. of pemmanermt opermngs (flood vents) within 1 ft above adraoent grade NA 0 Q Total am of air pemmarnent openings (flood vents) In C3.h NA sq. in. (sq. crn) SECTION D-- SURVEYOR ENGINEER OR ARCH TECT CER TIFICATION . This oedificatbn is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to oertify 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 maybe punishable by fine or imprisonment under 18 U.S. Code. Section 1601. • CERTIFIERS NAME R BLAIR KITNER LICENSE NUMBER P.S.M. 3382 TITLE PRESIDENT COMPANY NAME KITNER SURVEYING, INC. ADDRESS CITY STATE. ZIP CODE 2597 SANFORD AVENUE // SANFORD FL 32772 SIGNATURE C J C / DATE TELEPHONE �( 20 JAN2004 407-M-2000 IMPORTANT- In these spaces, copy the oomespondmg infortnabon from Section A• I For ha aneCarM Um,,. —1 BUL M STREET ADDRESS (kiAft Apt, Uric Stie, aidbr Bldg No.) OR P.O. RNTE AND BOX NO. ' PO4 Nnba 130 PINEFlELD DRIVE CITY STATE ' ZIP CODE Unary NAIL Nurrber SANFCRD FL,.- . .. _ 3U71 SECTION D • SURVEYOR, ENGINEER, ORAROiTECTCERTIFICATION (CONTINUED) Copy bolh sides of this Eleratbri 6ertiicale br (1) 0ommu4y* dfidal, (2)tnsuranoe erg ' ft6 ompa'n , and (3) buildhg owner - - -- - - ❑ Check hen: if aclmimt SECTION E • BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FORZONE AO AND ZONE A pN11}tOUT BFE) For Zane AO and Zone A (without BFE), aompW rem Et hough E4. If the Elevation C ffiicalle is intended for use as supporting nbmnath n for a LOMA or LOMR-F, Section C must be completed. t E1. Routing Diagram Nuniber_(SdW the building diagram most siniar b the buidng brwh ch this owliirde b betg conpfeled -see pages 6 and 7. ff no diagram aocuraleiy mpremft the buldng, provide a dQelch or phobgraph.) .. . .. . . _ i E2 The by of the botbm tbor (ndudM basement or endosure) d the buidng •s _ t(m) _h(an) ❑ above or ❑ below (check one) the highest adpoent grade. (Use natural grade, f avaiable� E3. For &Aft Diagrams 6S with openings (seepage 71 the rend higherfiooror dwalad floor (elevation b) of the buiding is _ f t(m) _in.(an) above the highest adtaoerd grade. Complete lens C3.h and C3.1 on front of form E4. The by of the piadorm of machinery ardor equpment sen dV the buidng •s _ ft(m) _h(an) ❑ above or ❑ below (check one) the highest adjaoent grade. (Use natural grade, iavaiable} E5. For Zone AO oriy. If no flood depth number is avaiabl% is the fop of the bo(bm tbordevaled in aooadanoe with the wrrimuniys fbodplain managernerd oniir a ice? ❑ Yes ❑ No ❑ Unlonowm The bcd dIW must OM* this i tnI nation in Section G ' The property owneroramws ad atmd mpresentativev6 corripleles Sedions A, R C (parrs C3.h and C3.i only), aril E br Zone A, (vnlhout a FB►OAmusd orcommuniy-; issued BFE) orZone AO must sign here. The ddwn&& h Se*ns a-6VC, andE are coned tb the beat dmybawke a - — PROPERTY OWNERS OR OWNERS AUTHOWZ® REPRESENTATIVES NAME l ADDRESS CRY STATE ZIP CODE SIGNATURE DATE TELEP ME COMMENTS _ SECTION G • COMMUNITY INFORMATION (OPTIONAL) The bcai dfidal who is ar 6tmd bylaw orordnance b adminMer the communiys tbomanagement ordnance can oonpleis Secdoris A, B, C (or 4 and G d this Elevation Ca i>cala. Conpleb tins applicable ilan(s) and sign below. G1. El The tdxniation' n Sea'an C was Um from otiner documentation that has been signed and embossed by a ficensed surveyor; engineer, or archW who Is aidtot!ed by stale or local law b w* oWaibn nt gnalion. (Irdiicale to source and dais d the elevaf on data n the Comments area below.) • GZ ❑ A canmuuii"y dfidal =Mieled Secim E for a bukWg brxled in Zone A (wMout a FEMA4vied orcommurittissued BFE) or Zone AO. " G3. ❑ The bbNtng nbnmstion Qtems G4-G9) is prided br community Aoodplan management pulposea . G7. Thspem ihasbeen ensuedfux.. ❑ NewCanutrudioo_.❑ Substantiallmpmvement:- �- _ •--_ : _ -_ _. ._. _ _ _....,. } _ . GB, B afbn d as•buit bwest floor (inducing bmwoiQ of fhe Wk&V is _ 8(m) Datum G9. BFE or (n Zone AO) depth dtba" at tine buiding site g. • _ t(m) Dahmi LOCAL OFFICIAL'S NAME TILE ' COMMUNITY NAME TELEPHONE SIGNATURE DATE COMMENTS , _ j