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132 Pinefield Dr 03-2495 SFR
PERMIT • DD• . J _\F CONTRACTOR ADDRESS PHONE NUMBER PROPERTY OWNER FA01i7:i PHONE NUMBER Maronda Homes Inc. of Florida 1 101 N Keller Rd. Ste. F Orlando, FL 32810 CRC058496 407-475-9 l 12 ELECTRICAL CONTRACTOR06 MECHANICAL CONTRACTOR • PLUMBING CONTRACTOR Us MISCELLANEOUS CONTRACTOR PERMIT NUMBER MISCELLANEOUS CONTRACTOR FEE PERMIT NUMBER FEE gUBDIVISION _ 1 PERMIT # C�6% • dL(%*S DATE PERMIT DESCRIPTION PERMIT VALUATION SQUARE FOOTAGE ad lQ I 1 COU!\r[Y OF C[MINOL[ IMPACT FEE STATEMENT ISDU[D DY CITY OF !;AKFDRD STATEMENT NUMBER 103-7558O _ DUILDIN8 PERMIT C� (CITY) COUNTY NUMBER: UNIT ADCRESS: -!,_ ____________________________________-___. TRAF[3C ZON[: JOk�SlyICTIUN: RhG PARCEL: SUBDIVISION: TRACT: -------------------- PLAT BOOK:: PL�f-B�OK�PAGE:" �LDCK: LOT: OWN1Fk NAM[: ADDREESo ^���.'�~�.'--r=�~~`=°~����'�'-- APPLICANT ��noc� _____________�/.................................................. ADDRESS:: ----------------Li---------------_---------------------------------- LAND USE CA7E[CRY: 001 - Single Family Detached Knuse TYPE UD[: Reuidential WORK DESCRIPTION: Single Family Peuse: Detached - Construction -----------------------------------------------------------------------------'-' FEE BENEFIT RA7E FEE UNIT RATE PER # �� TYPE TOTAL- DU[ TYPE' DIST SCHEDULE DESC. UNIT OF UNITS -�����------------------------------------------------------------------------ ROADS 'ARTERIALS CO -WIDE O dwl unit $ 705.00 1 $ 705.00 ROADS .COLLECTORS NORTH O dwl unit $ 142.00 1 1 142=0 LIDRARY CO -WIDE O dwl unit $ 54.00 1 $ 54.00 GC|<COL3 CO -WIDE O dwl unit $1,084.00 1 $ 1,3o4.00 5TATEM[NT RECEIVED DY: AMOUNT DUL $ 2,285.00 SIGNATURE NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWU[R AND [HSUR[ TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. 9**V.l DISTRIpUTION: 1-COUNTY 3-CI7Y 2-APPL1CANT 4-COUNTY **NOTE** P[kUOHS ARE ADVISED THAT THIS IS A STATEMENT OF FEES WHICH ARE DUE AND PAYABLE PRIOR TO ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATIONS OF THE ROAD, LIBRARY SYSTFM AND/OR EDUCATIONAL (SCHOOL) IMPACT FEES MOST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING ' SIGNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REOUEST FOR REVIEW MUST MEET THE REQUIREMEAT3 011 THE COUNTY LAND DEVELOPMENT CODE. COPIES OF THE RU^ES GOVERNING APPEALS MAY BE PICKED UP, OR RECbESTED, FROM THE PLAN IMPLEMENTATION OFFIC[: 1101 EACT FIRST STREET, SAMFORD, FLORIDA 32771; (407) 665-7474. PAYMENT SHOULD BE MADE TO: CITY OF SAKFORD BUILDING DEPARTMENT 300 NURll( PA8.< AV[N\1[ PAYMENT S6OULD BE BY CHECK OR VONEY CRCER, AND SHOULD KBVER[HCE T||[ C[AT[M[NT NUMBER AND CITY BUILDING PERMIT NUMBER AT THE TUP LEFT OF- T|<[ ' =*T||IS STATEMENT It VALID ON'-Y IN CONJUNCTION WITH ISSUANCE OF Ally., *T1*******f***W4*V*SINGLE FAMILY BUILDING ' u _ CITY OF SANFORD PERMIT APPLICATION Permit # : C J � Date: June 20, 2003 Job Address: 132 Pinefield Drive Description of Work: Sinele Family Residence Historic District: "Zoning: Value of Work: -$7.2,70340 l�A—p Permit Type: Building X Electrical X Mechanical X Plumbing X Fire Sprinkler/Alan 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:�9CA_1_P Construction Type: VI # of Stories: I # of Dwelling Units: 1 Flood 'Lone: X (FEMA form required for other than X) Parcel #: (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda llomes, Inc. of Florida 1101 N. Keller Road Suite F Orlando FL 32810 Phone: 407475-9112 Contractor Name & Address: Russell Keith Summers 1101 N. Kcller 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: Tornas Ponce Phone: 4407) 321-0064 Address: 4005 Maronda Way Sanford, FL 32771 Fax: (407) 321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713 !</':=_7�'k�'6/20/03 Signature of0 nerkAent Date Russell Keith Summers Q :a�xz)6/20/03_ Signature of Notary -State of Florida Date OF r� DEBBIE TIME NOTARY o My Comm Exp. 2/5/05 a Puauc - / No. CC 999378 ( Personally Known 1 I Other I.D. Owner/Agent is _X_ Personally Known to Me or Produced ID kl"C��W_4_�6/20/03 Signature ofC ttactoeAgcnt Date Russell Keith Summers P ontractor/Agent's Name "&t&X1)6/20/03 Signature of Notary -State of Florida Date �Or rro DEBBIE TIME 9 NOTARY ii My Comm Exp. 2/5/05 PUBLIC No. CC 999378 Penanally 14awn 1 I Otter I.D. Contractor/Agent is _X_ Personally Known to Me or Produced ID /y F ^03 APPLICATION APPROVED BY: Bldg�l tl�_2" Zoning: Utilities: FD: (Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: CITY OF SANFORD ELECTRICAL C RICAL 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: 132 PINEFIELD DRIVE Lot: 16 Panel: 3 Electrical Contractor: DANIEL G. PUGLISI Residential: Non -Residential: Number Amount Addition, Alteration, Repair Residential & Non -Residential New Residential: AMP Service S-0 3 $ as New Commercial: AMP Service Change of Service: From AMP Service to AMP Service Manufactured Building Other: Description of Work: Application Fee: $10.00 TOTAL DUE: OO By Signing this application I am stating that I am in compliance with City of Sanford Electrical Code. 'Applicant's Signature EC0001663 ------------------ State License Number CITY OF SANFORD MECHANICAL PERMIT APPLICATION Permit Number: Date: The undersigned hereby applies for a permit to install the following equipment: Owner's Name: Maronda Homes Inc., of Florida --------------------------------------------------------- 132 PINEFIELD DRIVE Lot:16 Panel: 3 Address of Job: Mechanical Contractor: GARY CARMACK Residential ------ Non -Residential CAC043900 State License Number CITY OF SANFORD PLUMBING PERMIT APPLICATION Permit Number: Date: The undersigned hereby applies for a permit to install the following plumbing: Owner's Name: Maronda Homes Inc., of Florida Address of Job: 132 PINEFIELD DRIVE Lot: 16 Panel: 3 Plumbing Contractor:WILLIAM T._SELF __ Residential: _J___ Non -Residential: Number Amount Addition, Alteration, Repair Residential & Non -Residential $52.00 New Residential: One Water Closet Additional Water Closet Commercial: Minimum Permit Fee $25.00 Fixtures, Floor Drain, Trap Sewer Piping Water Piping Gas Piping Manufactured Building Description of Work: Application Fee: $10.00 TOTAL DUE: By Signing this application I am stating that I am in compliance with City of Sanford Plumbing Code. Applicant's Signat re CFC057039 ---------------------------------- State License Number EL%aronda Homes AN EASILY OBSERVABLE BETTER VALUE! 1101 NOR7,1/ KFLI.FR ROAD, SuiTF F • ORLANDO, FGONDA 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 16, 132 PINEFIELD DRIVE at Celery Lakes. 1-� RUSSELL KEITH,SUMMERS, CRC058496 MARONDA HOMES, INC. OF FLORIDA STATE OF FLORIDA COUNTY OF ORANGE Sworn and subscribed before me this 20th day of JUNE, 2003 by RUSSELL KEITH SUMMERS who is personally known to me. NOTARY PUBLIC ,�oF r�o9 DEBBIE TIME otARr o My Comm Exp. 2/5/05 vuauc No. CC 999378 Pl �enonalN � + 1100w I.D. C:\Documents and Settings\pellegrinl\Desktop\PERMITTING\City of Sanford\LOA Keith Summers for City of Sanford.doc ..... .- ... - •r. M --. -- ... M - .. a-..- -.. -- .- N .-..- ..- ..--. F U. 0 LN 0 U ►=rOCO w •� W .j U. LU oC 0 pf.140 a v a` MARYANNE NOW, CLERK OF CIRCUIT COURT WAIMXE COUNTY BK 04A76 PG 1660 CLERKIS # 20031063a2 RECORDED 06/23/2003 01t21 W PN RECORDING FEES 6.00 RECORDED BY N Noldtn NOTICE OF COMAUNCEMENT 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 16 132 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. 1't St., Sanford FL 32771. Fax: 407-330-5062 _Phone: (407) 322-9464. In addition to himself, Owner designates (Name and address) provided in Section 713.13(2), (b), Florida Statutes. or to receive a copy of Lienors Notice as Expiration Date of Notice of Commencement (The expiration date Is 1 year from the date of recording unless a different date is specified.) RUSSELL KK ,.SUMMERS Maronda Homes, Inc. of Florida Vice President - Construction Sworn to and subscribed before me this 29TH day of APRIL, 2003. Notary Public ,4oF <<09 DEBBIE TIME not�ar o MY Comm Exp. 2/5dt)5 .n Pueuc > No. CC 999378 Fenon9tY Known 1 100.I.D. CERTIFIED- MARYANNE MOMS CLERK OF CIRCUIT OO t tl i,,,, OLE WU114 p�►t ITV rt iRK CITY OF SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 16 Subdivision: CELERY LAKES Property Address: 132 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). ❑x 2. Two (2) complete sets of construction design drawings drawn to scale. Complete sets to include: ❑x a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. 0 b. Floor plan indicating interior wall partitions and room identification, room dimensions, door, window, and/or opening sizes, smoke detector, distances from walls are to be shown. Note the State of Florida requirements for bath door for compliance of Handicapped Code (F. S. 553, Part 5). ❑x c. Elevations of all exterior walls, east, west, north and south. Finish floor elevation height as per City Engineering Department or subdivision plat. M d. Cross sections of all wall sections to be used in the structure. Bearing non -bearing interior and exterior. Show all components of wall section. ❑ e. Framing plan for floor joists where conventionally framed. Plan to indicate span, size and species of materials to be used. ❑x f. Engineered truss plan with details of bracing. Engineered beams for spacing openings to carry and support trusses. ❑ g. Stair details with tread and riser dimensions, stringer size, methods of attachment, placement of handrails and guardrails. ❑x h. Square footage table showing footages: Garages/Carports 368 S.F. Porch (s)/ E ntry(s) 19 S.F. Patio(s) S.F. Conditioned structure 1,62S S.F. Total (Gross Area) 2,012S.F. ❑x 3. Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97). ❑x 4. Soil analysis and/or soil compaction report. If soils appear to be unstable or if structure to be built TO FOLLOW N/A 5. N/A N/A N/A ❑x 6 1. 2. 3. 4. 5. 6. 7. on fill, a report may be requested by the Building Official or his representative. Other submittal Documents: a. Utility letter or approval when public water supply and/or sewer system connection to be made. b. Septic tank permit to be obtained from Seminole County Health Department at: 400 West Airport Boulevard, Sanford, FL (407) 665-3600. c. Arbor permit when trees to be removed from property. Contact the City Engineer for details regarding the arbor ordinance and permit. Application to be completed thoroughly and signatures provided by a licensed and insured contractor. OWNER/BUILDER MUST APPEAR IN PERSONS TO SIGN APPLICATION AS PER FLORIDA STATE STATUTE 489. Subcontractor license numbers must be included on the application. If electrical, mechanical or plumbing permits have not been issued, inspections will not be scheduled or made and subcontractors will be subject to penalty under the City Ordinances REQUIRED INSPECTIONS DURING AND UPON COMPLETION OF CONSTRUCTION Footer Underground, electrical, mechanical and plumbing Foundation elevation survey Slab 8. 9. 10. 11. 12. 13. 14. 15. Lintel — tie beams — columns — cells Rough electrical Rough mechanical Rough plumbing Tub Set Framing Tenant Separation/firewall Insulation, walls and/or ceilings Electrical final, mechanical final and plumbing final Building Final Other DATE: Friday, June 20, 2003 SIGNATURE: I< (By caner or Authorized Agent) PLAT OF BOUNDARY SURVEY for MARONDA HOMES Legal Description LOT 16, CELERY LAKES PHASE 1, according to the Plat thereof as recorded in Plat Book 62, Pages 75 and 76, of the Public Records of Seminole County, Florida. 0 w 0 z Lo a w .J Cr U U] U) r---- O ,- 1 I O ' I N w 1 I W I z 16 Q I m � I Q I 1 C ' nn � I N O I 5' CD39. O 15 N 89°38'17" E 121.92' 5.00' 5' DRAINAGE ESM'T 58.00 IV 0 0 C 10.00' 0 IS Y 000 w o Y N ow„ ate. � � CA 8 0 w Of O d Q- C) M 0_ 5.00'1 5' DRAINAGE ESM'T S 89°38'17" W 122.06 17 SCALE: 1 "=20' 25.00' I I 1 I I I I I 1 I I I I I I I I I I I I I -------------J (N J_ 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: K TNER SURVEYING, INC. R. BLAIR KITNER - P.L.S. NO. 3382 Post Office Box 823, Sanford, F1. 32772-0823 (407) 322-2000 PROJECT NO: p 3 _(CC)6 I SURVEY DATE: PLAT OF" BOUNDARY SURVEY .. _ �--• _ � for NIARONDA HOMES Legal Description LOT 16, CELERY LAKES PHASE 1, accordirig to the Plat thereof as recorded in Plat Book 62, 75 and 76, of the Public Records of Seminolra County, Florida. Pages 0 w C z M a w J Q U Ln i i I 15 N N 89*38'17" E 121.92' U) - 5.00' 5' DRAINAGE ESM'T 25.00' U)I % I O 58.00 O �?1 O O W i O Y CC)N i cQ N fV ; o Ld o w N a , o.00' o bi wit ' CA16 o 0< = o_ v) Li- m 0bia L cr_ I n U1 ON i a- U, CD O39. 5' 1 1 O -----------------� O O 5.00' 5' DRAINAGE ESM'T O S 89°38'17" W 122.06' 17 Y � � I SCALE: 1 = 20' PLANS REVIEWED CITY OF SANFORD SURVEY NOTES: 1) The street address of the above -described property is PINEFIELD DRIVE. 2) The above -described property lies in a Flood Zone X per FIRM 12117C 0065E dated APRIL 1995. SURVEYOR'S CERTIFICATE This is to certify that I have made a Survey of the above described property and that the plat hereon delineated is an accurate representation of the same. I further certify that this Survey meets the Minimum Technical Standards set forth by the Florida Board of Land Surveyors pursuant to Section 427.027 of the Florida Statutes. CERTIFIED CORRECT TO: C. K TNER SURVEYING, INC: R. BLAIR KITNER - P.L.S. NO. 3382 Post Office Box 823. Sanford, F1. 32772-0823 (407) 322-2000 PROJECT NO:() 3 _&C6 I SURVEY DATE: FORM 60OA-2001 Ir ' FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: C ES PEAKE Address: 13,3, PII/1 M[l PrIVe City, State:hJ Owner: ELECTRIC Climate Zone: Central l . New construction or existing 2. Single family or multi -family 3. Number of units, if multi -family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (W) 7. Glass area & type a. Clear - single pane b. Clear - double pane c. Tintlother SHGC - single pane d. Tint/other SHGC - double pane 8. Floor types a. Slab -On -Grade Edge Insulation b. N/A c. N/A 9. wall types a. Concrete, lot Insul, Exterior b. Frame, Steel, Adjacent e. N/A d. N/A e. N/A 10. Ceiling types a. Under Attic b. Under Attic c. Under Attic H. Ducts a. Sup: Unc. Ret: Con. AH: Garage b. N/A Glass/Floor Area: 0.08 Builder: Permitting Office: Permit Number: Jurisdiction Number: New _ 12. Cooling systems Single family _ 1 a. Central Unit _ 3 _ b. N/A Yes _ 1625 f? c. N/A 133.0 ft' _ 13. Heating systems 0.0 fP _ a. Electric Heat Pump 0.0 fe _ 0.0 ft' b. N/A R=0.0, 175.0(p) ft c. N/A 14. Hot water systems _ a. Electric Resistance R=4.2, 1033.0 ft- _ R=11.0, 207.0 W b. N/A _ c. Conscrvation credits (HR-Heat recovery, Solar DHP-Dedicated beat pump) R=19.0, 360.0 ft- _ 15. HVAC credits R=19.0, 1272.0 fe _ (CF-Ceiling fan, CV -Cross ventilation, R=19.0, 97.0 ft- HF-Whole house fan, _ PT -Programmable Thermostat, Sup. R=6.0, 165.0 ft _ MZ-C-Multizone cooling, ML-FI-Multizone heating) Total as -built points: 22345 PASS Total base points: 23862 I hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code. PREPARED BY: DATE: I hereby certify that this (ding, as designed, is in compliance with the F or'da Energy Code. OWNER/AGENT. DATE: -4,117/1) Review of the plan:; and specifications covered by this calculation indicates compliance ith the Florida Energy Code. Before construction is completed this building will be inspected for compliance with Section 553.908 Florida Statutes. BUILDING QFFICIAL: DATE: EnergyGauge® (Version: FLRCPB v3.21) MARONDA HOMES Cap: 35.4 kBtu/hr _ SEER: 11.00 Cap: 35.4 kBtu/hr _ HSPF: 7.40 Cap: 50.0 gallons _ EF: 0.93 PT, _ 0, CFIE S74l�o�n ' a°I • 4 Ii FORM 60OA-2001 r I SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS:... BASE GLASS TYPES .18 X Conditioned X BSPM = Points Floor Area Type/SC .18 1625.0 25.78 7540.7 Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear As -Built Total: WALL TYPES Area X BSPM = Points Type Adjacent 207.0 0.70 144.9 Concrete, Int Insul, Exterior Exterior 1033.0 1.90 1962.7 Frame, Steel, Adjacent Base Total: 1240.0 2107.6 As -Built Total: DOOR TYPES Area X BSPM = Points Type Adjacent 18.0 1.60 28.8 Exterior Insulated Exterior 40.0 4.80 192.0 Exterior Insulated Adjacent Wood Base Total: 58.0 220.8 As -Built Total: CEILING TYPES Area X BSPM = Points Type Under Attic 1625.0 2.13 3461.3 Under Attic Under Attic Under Attic Base Total: 1625.0 3461.3 As -Built Total: FLOOR TYPES Area X BSPM = Points Type Slab 175.0(p) -31.8 -5565.0 Slab -On -Grade Edge Insulation Raised 0.0 0.00 0.0 Base Total: -556:5.0 As -Built Total: INFILTRATION Area X BSPM = Points 1625.0 14.31 2325:3.8 PERMIT #: AS -BUILT Overhang Ornt Len Hgt Area X SPM X SOF = Points NE 1.0 6.0 16.0 43.65 0.97 679.2 NW 0.6 6.0 16.0 37.74 1.00 601.4 SW 1.0 7.5 40.0 52.82 0.99 2087.8 SW 1.0 6.0 16.0 52.82 0.96 815.6 SE 0.6 3.0 3.0 56.64 0.92 156.6 SE 1.0 11.0 36.0 56.64 1.00 2038.2 SE 1.0 3.0 6.0 56.64 0.81 275.6 133.0 6654.3 R-Value Area X SPM = Points 4.2 1033.0 1.16 1198.3 11.0 207.0 1.00 207.0 1240.0 1405.3 Area X SPM = Points 20.0 4.80 96.0 20.0 4.80 96.0 18.0 2.40 43.2 58.0 235.2 R-Value Area X SPM X 5,'rM = D7.7 19.0 360.0 2.82 X 1.00 1015.2 19.0 1272.0 2.82 X 1.00 3587.0 19.0 97.0 2.82 X 1.00 273.5 1729.0 4875.8 R-Value Area X SPM = Points 0.0 175.0(p -31.90 -5582.5 175.0 -5582.5 Area X SPM = Points 1625.0 14.31 23253.8 EnergyGauge® DCA Form 60OA-2001 EnergyGaugeOFIaRES'2001 FLR '1.3 Q.21 FORM 60OA-2001 r SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS:,,, PERMIT #: BASE AS -BUILT Summer Base Points: 31019.1 Summer As -Built Points: 30841.8 Total Summer X System Points Multiplier = Cooling Points Total X Cap X Duct X System X Credit = Cooling Component Ratio Multiplier Multiplier Multiplier Points (DM x DSM x AHU) 31019.1 0.4266 13232.7 30841.8 1.00 (1071.241 x 1.00)0 310 0.950 11270.5 EnergyGauge` DCA Form 60OA-2001 EnergyGauge®/FIaRES'2001 FLRCPB v3.21 FORM 60OA-2001 t WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , BASE GLASS TYPES .18 X Conditioned X BWPM = Points Floor Area Type/SC .18 1625.0 5.86 1714.1 Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear As -Built Total: WALL TYPES Area X BWPM = Points Type Adjacent 207.0 1.80 372.6 Concrete, Int Insul, Exterior Exterior 1033.0 2.00 2066.0 Frame, Steel, Adjacent Base Total: 1240.0 2438.6 As -Built Total: DOOR TYPES Area X BWPM = Points Type Adjacent 18.0 4.00 72.0 Exterior Insulated Exterior 40.0 5.10 204.0 Exterior Insulated Adjacent Wood Base Total: 58.0 276.0 As -Built Total: CEILING TYPES Area X BWPM =Points Type Under Attic 1625.0 0.64 1040.0 Under Attic Under Attic Under Attic Base Total: 1625.0 1040.0 As -Built Total: FLOOR TYPES Area X BWPM = Points Type Slab 175.0(p) Raised -1.9 -332.5 Slab -On -Grade Edge Insulation 0.0 0.00 0.0 Base Total: -332.5 As -Built Total: INFILTRATION Area X BWPM = Points 1625.0 -028 -455 00 PERMIT #: AS -BUILT Overhang Ornt Len Hgt Area X WPM X WOF = Point; NE 1.0 6.0 16.0 12.00 1.00 192.0 NW 0.6 6.0 16.0 12.23 1.00 195.4 SW 1.0 7.5 40.0 9.22 1.00 370.5 SW 1.0 6.0 16.0 9.22 1.01 149.0 SE 0.6 3.0 3.0 8.34 1.04 26.0 SE 1.0 11.0 36.0 8.34 1.01 302.5 SE 1.0 3.0 6.0 8.34 1.09 54.5 133.0 1289.9 R-Value Area X WPM = Points 4.2 1033.0 3.26 3367.6 11.0 207.0 2.60 538.2 1240.0 3905.8 Area X WPM = Points 20.0 5.10 102.0 20.0 5.10 102.0 18.0 5.90 106.2 58.0 310.2 R-Value Area X WPM X WCM = Points 19.0 360.0 0.87 X 1.Oo 313.2 19.0 1272.0 0.87 X 1.00 1106.6 19.0 97.0 0.87 X 1.00 84.4 1729.0 1504.2 EnergyGauge® DCA Form 600A-2001- ErnargyGauge&FlaRES'2001 FLRCPB Q.21 R-Value Area X WPM = Points 0.0 175.0(p 2.50 437.5 175.0 437.5 Area X WPM = Points „ 1625.0 -0.28 -455.0 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , BASE PERMIT #: AS -BUILT Winter Base Points: Total Winter X System = Points Multiplier 4681.2 :Heating6992.6 Pois Winter As -Built Points: Component X Ratio X Multiplieruct MultipliSystem erMultipl er X (DM x DSM x AHU) ------------------------ Credit Multiplier = PointsHeating 4681.2 0.6274 2937.0 6992.6 1.00 (1 1.239 x 1 �) 0.461 0.950 3795.7 EnergyGaugeT- DCA Form 60OA-2001 Ener gyGauge&FIaRES'2001 FLRCPB v3.21 FORM 60OA-2001 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS:... BASE WATER HEATING Number of X Multiplier = Total Bedrooms 3 2564.00 7692.0 PERMIT #: AS -BUILT Tank EF Number of X Tank X Multiplier X Credit = Total Volume Bedrooms Ratio Multiplier 50.0 0.93 3 1.00 2426.15 1.00 7278.5 As -Built Total: 7278.6 CODE COMPLIANCE STATUS BASE Cooling + Heating + Hot Water = Total Points Points Points Points 13233 2937 7692 23862 AS -BUILT Cooling + Heating + Hot Water = Total Points. Points Points Points 11271 3796 7278 22345 PASS EnergyGaugeT- DCA Form 60OA-2001 EnergyGauge®/FIaRES'2001 FLRCPI S v3.21 FORM 60OA-2001 Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST Exterior & Adjacent Walls 606.1.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: w ndows/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 to late. 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 erimeter 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 Recessed Lighting Fixtures 606.1.ABC.1.2.4 Type IC rated with no penetrations, esealat enetrations and seams. ed; 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 Houses 606.1.ABC.1.2.5 Air barrier on perimeter of floor cavitybetween floors. Additional Infiltration reqts 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, haves v r ntrc nKESCRIPTIVE MEASURES must be met or exceeded b all residences. COMPONENTS SECTION REQUIREMENTS Water Heaters 612.1 Comply with efficiency requirements in Table 6-12. Switch or clearly marked circuit breaker electric or cutoff as must be Provided. Extemal or built-in heat tra requit 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 co no more than 2.5 gallons per minute at 80 PSIG. Air Distribution Systems 610.1 Tatt.ach,d, l ducts,fittings, mechanical equipment and plenum chambers shall be mechanically sealed, insulated, and installed in accordance with the criteria of Section 610. Insulation manual or automatic thermostat for each s 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" DCA Form 60OA-2001 EnergyGauge(R,/FlaRES'2001 FLRCPB v3.21 r ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 84.4 The higher the score, the more efficient the home. ELECTRIC.... 1. New construction or existing 2. Single family or multi -family New Single family - 12. Cooling systems INumber of units, ifmulti-family 1 - a. Central Unit 4. Number of Bedrooms - 5. Is this a worst case? 3 - b. N/A 6. Conditioned floor area (ft') Yes 1625 fP _ 7. Glass area & type c. N/A a. Clear - single pane b. Clear - double pane 133.0 W _ 13. Heating systems c. Tint/other SHGC - single pane 0.0 fe _ a. Electric Heat Pump d. Tint/other SHGC - double pane 0.0 fe _ 8. Floor types 0.0 ft2 b. N/A a. Slab -On -Grade Edge Insulation R=0.0, 175.0(p) ft c. N/A b. N/A - c. N/A - 9 Wall types 14. Hot water systems a. Concrete, Int Insul, Exterior R=4.2, 1033.0 ft' - a. Electric Resistance b. Frame, Steel, Adjacent R=l 1.0, 207.0 ft= _ b. N/A c. N/A - d. N/A - e. N/A - c. Conservation credits 10. Ceiling types (HR-Heat recovery, Solar a. Under Attic - DHP-Dedicated heat pump) b. Under Attic R=19.0, 360.0 ft2 _ 15. HVAC credits c. Under Attic R=19.0, 1272.0 fP - (CF-Ceiling fan, CV -Cross ventilation, 11. Ducts R=19.0, 97.0 fe HF-Whole house fan, a. Sup: Unc. Ret: Con. AH: Gaia e g - Sup. R=6.0, 165.0 ft P3-Programmable Thermostat, b. N/A - RB-Attic radiant barrier, MZ-C-Multizone cooling, MZ-H-Multizone heating) 1 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, anew EPL Display Card will be completed based on installed Code compliant features. Builder Signature: I � )� Date: 7ty ' /O Address of New Home: City/FL Zip: Cap: 35.4 kBtu/hr - SEER:11.00 - Cap: 35.4 kBtu/hr - HSPF:7.40 - Cap: 50.0 gallons _ EF: 0.93 - -1 00P--'V--C14E S AV- urp 4 y *lti Cps WE *NOTE. The home's estimated energy performance score is only available through the ELAIRES computer program. SOP- T his is not a Building Energy Rating. If your score is 80 or greater (or 86 for a USEPA/DOE Energy$tar"mdesignation), your home may qualify for energy efficiency (ge a morng EEAI) incentives ifyou obtain a Florida Energy Gauge Ratin . Contact the Energyg Gauge Hotline at 3211638-1492 or see the Energy Gauge web site at www.fsec. ucf edu for g information and a list of certified Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of Community Affairs "airs at 8501487-1824. EnergyGaugeg (.ersion: FLRCPB v3.21) PT, - 0 Lo CV Ln rn 0 yji�aync WINDL OAD SPECIFICA TION 0/09 11alton MODEL: WAYNEMARK 8000 & 8100 STYLE: RAISED PANEL TEST PRESSURE: POS./NEG. 44 PSF DESIGN PRESSURE: POS./NEG. 29.3 PSF NOTES: 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). 2. GLAZING OPTIONS — TOP OR INTERMEDIATE SECTION, .090 SSB GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP (NAILED ON 6" CENTERS) MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16- TO MEET NEGATIVE PRESSURES. 4. U—BAR TO HAVE A MINIMUM YIELD OF 80 KSI 5. TRACK, AND DOOR STEEL TO HAVE A MINIMUM YIELD OF 33,000 PSI. 6. OPTIONAL — .080" (MIN) ALUMINUM LOUVERS WITH HIGH IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF THE BOTTOM SECTION. 7. LOCK OR OPERATOR IS REQUIRED. 8. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD .FOR THE BUILDING OR S,T;R�i.O*TlzIRE AND IN ACCORDANCE.;,WITH��1l�RR NT BUILDING COPES- F1rTADS LISTED ON :TI-tt'S'Df'AWIG�E� Approved:- 33Q5 AoaiON of PENS 66LA; FL t52514 FLORIOA' �fRT1F1F.� f1iSN (NCI: 0048`'.'.' Z. ri GEORGLk rEl"FlC�JJI1ON NO-'Oj8519 _ : •'; NORTH .C�i W?O A,CERTU-1t t0N' NCB`H3936 Date: 13 GA HORIZ ANGLE IF 054" HORIZ TRACK (2) 1/4-20x9/16" TRACK BOLT & (2) 1/4-20 HEX NUT DRILL .231 OR 9/32"o HOLE IN TRACK FOR J8-US BRACKET ATTACHMENT (1) JB-US BRACKET LOCATED AT EACH ROLLER LOCATION EXCEPT TOP BRACKET ROLLER (P/N 125139). 5/1.6x1-5/8" 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 APPROVED SIZES: 9'-0" MAX WIDTH x 14'-0" MAX HEIGHT MAXIMUM SECTION WIDTH 21" kA`l. o � G �+• 111 `a d 0 O S I�E�df INL D CITY OF SANFO i OP TiOw COQC. 0:108 I REV- P I WM 9 ' x 14 ' MA X 4 4 PSF I 1 OF 4� TRA CK END HINGE TOP BRA CKET REOUIREME-N TS 1/4-20x9/16" TRACK \• aoLr & 1/4-20 HEX NUT THROUGH ANY i TWO ALIGNING HOLES TOP BRACKETS (P/N 108077) �. (5) 1/4-20x5/8" \ TEK SCREWS (PIN 141668) 14 CA WIDE BODY HINGE 0 PO �O ° i i (4) 1/4-20x5/8" SELF —THREADING SCREWS (P/N 100320) (2) 1/4— 20x5/8" TEK SCREWS •9a �qkL END HINGES I .3" 20 GA 'U —BAR ' WIDE BODY HINGE (P/N SEE BILL ' ..� OF MAT'L) r - r LH lrN{fl HIIqGF RH END HINGE ,e N Y-OP•'R OLLER (P/t //270791) ® \ BOTT 8RACI<ET \ h (P/ H-270;54 �. & LH-2-10355) }.TEK $$CREWS 't(PlN 100507 c - A"rived: W.S. Wilson, P.E. r 3395 ADDISON DR, PENSACOIA, FL 32514 FLORIDA CERTIFICATION NO. 0048489 CEORQA CERTIFICATION N0. 018519 NORTH CAROuNA CERTIFICAnON NO. 023836 Dote: 3 - �r- o 1 /2 16 GA END STILES ' i I I . (D I (20 GA CENTER STILES) OP T101V CODE.. 0108 1 RE ►!:_ P I . WM 9 ' x 14 " MAX 4 4 PSF 1 2 OF 41 - U-BAR L OCA TIONS NOTE: „. MAXIMUM SECTION WIDTH IS 21" C. '.. 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 V-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-8ARS LOCATED AS SHOWN 1 (2) 1/4-2Ox5/8" TEK SCREWS ATTACH AT EACH STILE Approved: 3395 Adoi if•OR.'. wAt,1C6t� FL�325,j� �,, FLORIDA ,CERTIFICATION NO. 004848§ ; GE9F.GtA CERTiF}CAT10N;?1C/.�018514 Lr-'•��;.::::'_,'.:: •• rORTH'.CjkROUNA CERTIF1CA110N NO Date: - OPTION CODE : ' i �` ` REV.. P WM 9 `-.x 14 ' MA 44 f J OF 4 Wind Load Test Report Report # 0108P February 1, 2001 TES'i REQUIREMENT: The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29.3 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola,`FL. Product was installed with tools and hardware as normally done in the field and per specificatiTs outlined in the attached drawing. Two 5/8" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. (1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 2.51. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .31 or 12%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at-44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 1.59. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .10 or t 1%. (3) Upon inspection after test procedure, the intermediate section had creased at the hinge location. The door was shown to be safely operable. DRAWTNG NUMBER: 0108 P TEST DATE: January 25, 2001. Temp 64' F. PRODUCT DESCRJPTION: 1. Waynelvlark Model 8000, 90, 4 section. 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. 3. Standard bottom astragal and retainer. 4. 2" nylon roller with 5" stems. ' 5. 14 gauge end hinges and center hinges. 6. Three 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 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'•Ae" Wdm-:GAl8(Q127). APPROVED.bPT30NStI.�.Sr��!! -. Based on o(h.—e es >SCiug 'quh!ale. _:Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. Name: r� 06R4F3CE C0' UIa�Jl G ISION 3395.Addisori 13r.; Pprlsacoka;:FC ? 4 .••r Florida C4 j�la,0��t$g8•'": ' �!o�o�t K G. Fi LE Georgia Ccrt,Nb�. t6, ��~�,:'. North Carolina, Cyrr Na �3�� z.; w rn N 0 z a Wayne Balton M ODEL: STYLE: DESIGN PRESSURE: DESIGN PRESSURE: WINDL OAD SPECIFICA %ION 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 CURRENT BUILDING CODES FOR�`TH,E LOADS LISTED ON 13 GA HORIZ ANGLE f 067" HORIZ TRACK (2) 1/4"-20x9/16" TRACK BOLT' & (2) 1/4"-20 HEX NUT 5/16"xi-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 J8-US BRACKET (1) J8-US BRACKET LOCATED AT THE MIDDLE OF EACH SECTION EXCEPT TOP SECTION. 067" VERT TRACK (1) JB-US BRACKET LOCATED AT EACH ROL1 CO LOCATION Approved: EXCEPT TOP BRACKET ROLLER (P/N 125139). '3395 ADN+pR'�F• Fl �25.14 =..f GmROA-;: iF iFIC nON 'Rd. 018519 � �,• = '',•':rf'' HQ ". P� rf U.t fR?FfGilON NO. •0738?� ` n C •v r Date: -ol 'ram 'r, OP T/ON C00,?r`: �%�1 ,,I; -:-'REV- PI APPROVED SIZES: 16'-0" MAX MOTH x 14'-0" MAX HEIGHT MAXIMUM SECTION WIDTH 21" WM 16' x 14' MAX, + 2 7 -29 PSF : 1 OF 4 L* A. wl TRA Cl,( END HINGE 70P SRA Cf(ET REXU REMEiV TS 1 /4"-20x9/16" TRACK BOLT & 1/4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET (P/N 108077) TEK SCREWS (P/N 141668) F i<tARROW BODYHINGE c• ��J� °. '-20x5/8"(4) 1 SELF-THREADING SCREWS ,� T `"" �• �. / ' (2) 1 /4"-20xS/8" 2" NYLON ROLLER W/ 4 1 /2" STEM TEK SCREWS ALL / END HINGES Q (P/N) 108135 eb \ a WIDE BODY :'7/16- PUSH NUT AT EACH. HINGE (P/N SEE } AROLLER (P/N 243341) BILL OF MATL) t• » LOCATED .25 MAX BETWEEN ,. PUSHNUTS AND BRACKETS 3" 20 CA OR HINGES U—BAR HINGF RH END HINGE (3) 1/4"-20x7/8" TEK SCREWS (P/N 100507) / / o Approved: ws. wam„• P.E. 3395 ADDISON OR• PENSSACOLA. FL 32514 I FLORIOA CERnF)CAT10N.NO. 0048489 A GEORCIA CSMFICATION NO. 018519 NORTH CaROUNA CUMFrAT10N NO. 023IU6 Date: - 1 /2' BOTTOM BRACKET (P/N RH-270354 & LH-270355) 20 GA CENTER STILES 16 GA END STILES OPT/ON CODE.• 0110 1 REv.' P1 I WM 76' x 14' MAX, -1-27 -29 PSF I 2 OF 4 U-BAR L OCA DONS 12'-6' THRU 14' HIGH DOORS NOT W/ (16) 3" 20 GA 80 KSI U—BARS MAXIMUM SECTION WIDTH IS 21 LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (14) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 0 F 9'-0" THRU 10'-6" HIGH DOORS W/ (12) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (10) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (8) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN I � (2) 1 /4"— 20x5/8" TEK SCREWS ATTACH AT EACH STILE Approved:.: wZ warms; =5,10D[l N DR^P£H�ACOt fG`3251 S 1" ., e F}ORIDA -c- .'r��',CEDRGLI,C��2fIFIGiiXk1 ;= NTTlso.wuU kTcEgn n NfN4 oz3836 ...A Date:: -2ro(� = {,s_ WM 16' x 14' MAX, f27 -29 PSF 1 OF 4 CENTER 5 TIZ f IN TERIVLc DIA - TF - HINGE L 0 CA T1 ONE 16' oil v v v 14' 10, Approved:.�C/ ORANGE COUNTY BUKMmeri mv W.S. Wilson, P F M95 ADDISON OR.. PENSACOLA. FL 32514 FLORIDA COMMATION NO. DOQ489 cEORCiA comm:AnON NO. 0I85I9 N`DM CQMMA CERMCXTION NO. 023836 Date: ?- Z'9 -0 ( -* Op TION 00E-- 0 110 1 I?E-V- P 1 WM 16' X 14' MA Y L 2-7 — 29 PSFI d OF 4 Wind Load Test Report Report # 0110P 1 February 22, 2001 TEST REOUIREN ENT: The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29 PSF. The door 'must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola;�L. Product was installed witlt tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 5/8" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. (1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 5.77. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .34 or 6%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 5.07. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .I I or 3%. (3) Upon inspection after test procedure, the door showed no damage. The door was shown to be safely operable. DRAWING NUMBER' 0110 P TEST DATE: February22, 2001. Temp -71° F. PRODUCT DESCRIPTION' 1. WayneMark Model 8000, 16x7, 4 section. 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. 3. Standard bottom.astragal and retainer. 4. 2" nylon roller with 4 1/2" stems. 5. 14 gauge end hinges and 18 gauge center hinges. 6. Eight 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and five 20 ga center stiles per section. 8..067 vertical and horizontal track. 9. Seven 1B-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY SDAILARITY' Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have Jess loading at equivalent pressures due to the decrease in area. Doors heights are apprgyed to 3. times the height ht tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Questiop � d Ansry,/,GAI3(Q 127). APPRO VEa'0PTI()* I F I rSo!. Based ono- er tts Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. Name; :,'.•': _ ' O;y U(R� A+7 �l �" r ii �? r� L' P ?, �• 4 § �c tl L_r C`r Sa �i W.S. Wilson,8 .., �� _Zo8-Ghr`y: -, • 3395 Add" Co Pensacola; FIt,L5 f4 �s Florida CeR N��,�tS��B , ����' t t.i�iJ E tL Cy Georeia Cert'No. O185� � .` 0 0 F] Wayne. Balton MODEL STYLE DESIGN PRESSURE WINDL OAD 5PECIFICA 77ON 0108 APPROVED SIZES: WAYNEMARK 8000 & 8100 9'-0" MAX WIDTH x 14'-0" MAX HEIGHT RAISED PANEL MAXIMUM SECTION WIDTH 21" POS./NEG. 29.3 PSF SCC NOTES: 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY 8E 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. MASTER PLAN 13 GA HORIZ ANGLES 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 J8-US BRACKET ATTACHMENT 7. OPTIONAL - .080" (MIN) ALUMINUM (1) JB-US BRACKET LOCATED LOUVERS WITH HIGH IMPACT STYRENE AT EACH ROLLER LOCATION FRAME MAY BE LOCATED IN. THE END EXCEPT TOP BRACKET ROLLER PANELS OF THE ,BOTTOM SECTION. (P/N 125139). 8. LOCK OR OPERATOR IS REQUIRED. 9. THE DESIGN OF THE 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. ca CV 111) rn N z z a Approved: W.S. Wilson, P.C. 3395 AOOISON DR., PENSACOLA, FL 32514 FLORIOA CERTIFICATION NO. OOQ489 GEORCIA CERTIFICATION NO. 018519 NORTH CAROU14A CERTIFICATION No. 02M36 Date: 4—z 8 -01 OPTION CODE 0108 I REV- PI 5/16x1-5/8" LAG SCREW AT EACH J8-US BRACKET 054" VERT TRACK i/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 HINGE, T0P BRACKET REQUIREMENTS 1/4-20x9/16" TRACK BOLT & 1./4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET (P/N 108077) (5) 1/4-20x5/8"- TEK SCREWS (P/N 141668) \ I � 14 GA WIDE BODY HINGE (4) 1/4-204/8" SELF -THREADING SCREWS (P/N •100320) (2) 1/4-2Ox5/8" TEK SCREWS • q ALL END. HINGES q , •00 3' 20 GA 4 U=BAR WIDE BODY HINGE (P/N SEE BILL OF MAT'L) NYLON ROLLER (P/N 270791) i 1 g BOTTOM BRACKET.�•� (P/N RH-270354 & LH-270355) �. (3) 1/4-20x7/8" .� TEK SCREWS (P/N 100507 Approved: Ws Yawn, P F 3395 ADDISON OR- MG4COL, FL 32514 FLORIDA C£fMCAT10N NO. 0048489 GEORGIA csmFCAT10N N0. 018519 NORTH CAROUNA CEIMACATION NO. 023836 Date: 4 --28 -O/ 16 GA ENO STILES (20 GA CEN TER STILES) OP T/ON CODE.' 0108 1 REV.' P 1 I WM 9 ' x 14 ' MAX 44 PSF 2 OF 4 U-BAR L OCA TIONS NOTE: . MAXIMUM SECTION WIDTH IS 21" 12'-6" THRU 14' HIGH DOORS W/ (7) 20 GA 80 KSI U-BARS LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (6) 20 GA 80 KSI U-BARS LOCATED AS SHOWN 9l'-0'-AU 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 IF (2) 1/4-20x5/8" TEK SCREWS ATTACH AT EACH STILE Approved: ws wnwn, P E 3395 ADDISON OR., PENSACO(A, FL 32314 FLORIDA CERTIF1CAnoN No. 0048489 GEORGIA CE7iMCA7ION NO. 015519 NORTH WOUNA C ifTIF1CAIION N_0.--023a36 Date: 'T— Z 8 , of OP 77ON CODE.- 0108 1 REV P 1 I WM 9 ' x 14 ' MAX 44 PSF I 3 OF 4 Wind Load Test Report Report # 0108P1 February 1, 2001 S'�'EST REQUIREMENT: to door must remain intact and safely operable after enduring static design pressures of both positive and negative 29.3 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola, FL. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 5/8" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial 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: SCG 1. WayneMark Model 8000, 9x7, 4 section. 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. PLAN3. Standard bottom astragal and retainer. MASTER 4.2" nylon roller with 5" stems. 5. 14 gauge end hinges and center hinges. 6. Three 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and three 20 ga center stiles per section. 8..054 vertical and horizontal track. 9. Four JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. _ APPROVAL BY SIMILARITY: Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have less loading at equivalent pressures due to the decrease in area. Doors heights are approved to 3 times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Question and Answers, GA18(Q127). APPROVED OPTIONS ®Based on other tests b e uivale t. Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. Ime: W.S. Wilson, P.E. 9-2a-0/ 3395 Addison Dr.,.Pensacola, FL 32514 Florida Cert No. 0048489 Georgia Cert No. 018519 North Carolina Cert No. 023836 Wagnc nalton MODEL: STYLE: DESIGN PRESSURE: DESIGN PRESSURE: WINOL OAD Sf'ECIFICA TION 0110 WAYNEMARK 8000 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 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 ca THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN N ACCORDANCE WITH CURRENT BUILDING CODES FOR THE LOADS LISTED ON THIS DRAWING. a > r Approved: W.S. Wilson, P.E 3395 ADDISON OR.. PENSACOLA. FL 32514 FLORIDA CERTIFICATION NO. 0048489 GEORCIA CERT1FICAnON NO. OI8519 NORTH CAROLINA CERTIFICATION NO. 023836 Date: & 8100 APPROVED SIZES: 16'-0" MAX WIDTH x 14'-0" MAX HEIGHT SCC # OIoti�o MAXIMUM SECTION WIDTH 21" l millr5R1z�. 067" HORIZ 1 (2) 1/4"-20x9 TRACK BOLT 6 1/4"-20 HEX 5/16"xt-5/8" L SCREW AT EA JB—US BRAC14 DRILL .281 OR 9/3: HOLE IN TRACK F JB—US BRACK ATTACHME 1 /4"-2Ox9/16" TRACK BOLT & 1 /4"— 20 HEX NUT AT EACH JB—US -BRACKET (1) JB—US BRACKE LOCATED AT THE MIDDLE C EACH SECTION EXCEPT TC SECTIOI 067' VERT TRM (1) JB—US BRACKET LOCATE AT EACH ROLLER LOCATIC EXCEPT TOP BRACKET ROLLE (P/N 12513S OPT/ON CODE.- 0110 I REV. P 1. 1 WM 16 ' x 74 ' MA X, f 27 — 29 PSF I 1 OF 4 TRACK ENO HNNGE TOP BRACKET REQUIREMENTS S C C #. •.. 0 2 —0-6 MASTER PLAN 1/4"-20x9/16" TRACK BOLT & 1/4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET (P/N 108077) (5) 1/4"-20x5/E TEK SCREWS (P/N 141668) NARROW BOGf (4) 1 SELF—THREADING SCREWS / \ /''- \ •' (2) 1/4"-20x5/8" 2" NYLON ROLLER 4 STEM W/ 1/2" / ® TEK SCREWS ALL / W/ 4- 108135 2- f Q END HINGES a Q ®0 NOE BODY \ 7/16" PUSH NUT AT EACH HINGE (P/N SEE ROLLER (P/N 24-3341) BILL OF MAT•L) LOCATED .25 MAX BETWEEN PUSHNUTS AND BRACKETS 3" 20 GA OR HINGES U—BAR L H ENO HINGE RH ENO HINGE (3) 1/4"-20x7/8" TEK SCREWS (P/N 100507) Approved: w.s. wamn, PE 3395 ADOISON DR., PENSACOLA. FL 32514 I FL.ORDA CERTIFICATION NO. 0048469 GEORGIA CERTIFICATION NO. 016519 NORTH CAROUNA CERTIFICATION NO. 023836 Date: OP TION CODE- 0110 —1 /2" BOTTOM BRACKET (P/N RH-270354 & LH-270355) L 20 GA CENTER STILES 16 GA END STILES REV.. P1 I WM 16' x 14' MAX, +27 -29 PSF 1 2 OF 4 U-BAR L OCA TIONS �J La 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 # 'y:._.�:2-40 4 MASTER PLAN 9'-0" THRU 10'-6" HIGH DOORS W/ (12) 3" 20 GA 80 KSI U-BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS' W/ (10) 3" 20 GA 80 KSI U-BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (8) 3" 20 GA 80 KSI U-BARS LOCATED AS SHOWN I kn"* (2) 1 /4 TEK SCREWS ATTACH AT EACH STILE Approved: Ws. Wf1xn. P.E 3395 AMMON OR, PENSACOU` FL 32514 FLORIDA WMF1CATION. N0. 004W9 GEORGIA C£HII UTION 140. 0111519 NORTH CAROU4A CERTIACAMON NO. 02WZB Date: 9 -.2�?- of OP77ON CODE 0110 1 REV.' P1 I WM 76' x 14' MAX, ->.27 -29 PSFI 3 OF 4 CENTER STIL E //V TERMEDIA TE HINGE L OCA TIONS Oi ASTER PLAN 15. V V V Approved: WS. W1son, P.E. 3395 ADOISON OR_ PENSACOLA. FL .32514 FLORIDA CERTIFlCATION NO. 0046489 GEORGIA CERTIFICATION NO. 016519 NORTH CAROLINA CERnFrA'nON NO. 0=6 Oate: p_ z 8 _ p I OPTION CODE- 0110 1 RE-V- P 1 I WM 16 ' x 14 ' MAX, f 27 - 29 PSF I 4 OF 4 Wind Load Test Report Report # 0110P1 February 22, 2001 0 TEST REOUIREMENT: The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola, FL. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 5/3" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. (1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 5.77. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .34 or 6%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The 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: February 22, 2001. Temp 710 F. .'RODUCT DESCRIPTION: S C C # OZ - pp 6 1. WayneMark.Model 8000, 16x7, 4 section. MASTER P 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. L.!-il V 3. Standard bottom astragal and retainer. 4. 2" nylon roller with 4 1/2" stems. 5. 14 gauge end hinges and 18 gauge center hinges. 6. Eight 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and five 20 ga center stiles per section. 8..067 vertical and horizontal track. 9. Seven JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY SDAMARITY• Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have less loading at equivalent pressures due to the decrease in area. Doors heights are approved to 3 times the height tested per standard practice accepted in Miami -Dade Co. Refer to.Product Control Division, Question and Answers, GA18(Q127). APPROVED OPTIONS Based ono er tes b ' uival Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. Name: _.-. W.S. Wilson, P.E. 3395 Addison Dr., Pensacola, FL 32514 Florida Cert No. 0048489 Georzia Cert No, 018519 Master Fite #7 Central Florida B.O.A.F Exterior Window and Door Master Filing Checklist I. Sufficiency Review Manufacturer Name: Norandex/Revnolds Distribution Model Number(s): 1 "x4" and 1 "x3" Aluminum Mullions Contact Name & Number: Christopher M Fuertsch — (407) 667-9390 Please ensure the following are contained in your submittal: X Two (2) signed and sealed engineered installation details. One (1) signed and sealed test report. One (1) signed and sealed engineered calculations for altemate fastening method, if applicable. II. Goverrimental Product Approval: Agency 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 A enc 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 PLANS REVIEWED CITY OF SANFORD Created on 02/04/02 Page 1 of 2 NORANDEX PAGE 29 ° ° ° 4 . • ° dd c4 • v d d .a c' G CAULK TOP �u .OF MULL __ #10 X 3/4" TEK SCREW 1 i � WINDOW,�l 1 JAM ° SEE CHART FOR f 5/8_lx3 MULLION (XFLA-26-1)lx4 MULLION (XF 7/8" WINDOW 5/8" JAMB #10 x 3/4"TEX SCREW CAULK BOTTOM. OF MULL PRECASTED 7/8" FASTENERS 3/8'MIN. WINDOW HEAD � 1 i FLA-45 MULLION ANCHOR CLIP 16 GA. GALV. SHEET METAL 800 LB. MAX CAPACITY lx3 MULLION XFLA ' 26-1) lx4 MULLION �XFLA-39) 1 WINDOW 1 SILL _ 1 3/8"MIN. ��m L-� 3/4"MAX SEE CHART FOR D FASTENERS VERTICAL MULLION SCHEDULE SINGLE UNIT TYPE OF' MULLION TYPE OF CLIP UNDOW WINDOW. DESIGN PRESSURE NTH HEIGHT NUMBER AND INCH INCH 35 PSF FLA-45 TYPE OF FASTENERS 26" ---1-� _g --07 3.0. -- --- OK 4 _3 16_� x 1-1 2 TA CCONS 19-1/8" 50-_5Z8'' x 3 0--- OK---- --- _ �---- 4 3J60 -x 1_ J2� TAPCONS - 63" ---1=0 1_0_ x_3.0--- OK__ ---pg---- 4 :3 60 x 1- J2 TAPCONS _ l 76-3 4' ---- 1.0 x 3.0 ----^ 4 3 16_0�_x_i_- _? TAPCONS ONS 1`0 x OK ,.--7 4 3 160P' x l-1 2 TAPCONS 3'8-1, -1T4„ -- 1.0 x 3.0--- -- --- _0_K__- 4 3 160 x L-�2 TAPCONS - 26-1/2" 50_ 5Z8'` ii_0 x 3.0 - --- OR---- � - „ 4 _3J160T_x mil_ J2 TAI'CONS 63" .. __ - --- 1.0 x 3.0_-- ---OK--- 4 _3J160 x 1-J2" TAPCONS 7626 4 1.p x 3,0 -__OK-- - 4 _J80" x 1-J2" TAPCONS 1_0 x 3.0--- 0I{ ,.------ 4 3 1diP x 1-1 2 TAPCONS 37" 3826" _ 1J4 __ :1:0 x 3.0 --- 0$-- - OK 4' 3 160 x 1-1 2 TAPCONS -.---- „------ 4 50-6Z8�' - F 3.0--- -- _3J6 _x 1_J� TAPCONS 63' T _-_1_0 x 3.0___ OK_ ___ pg--- 4 3J 60 x l- J2 TAPC_ON_S 4 3j80'� 1-1 7628 4 1.0 x 4.0 OK x_ 2`� TAPCONS _'1_0 x 3.0_-_------------ OK____ 4 1 40''-x 1-1 2�' TAPCONS 43 53-1/8"50_5Z8' 3828"4� — 1.O x 3.0 -- ---OIC__- OK___ 160 x_1-1 2 T_A_PCONS 4 _3J16s8"_x i_1 2" T_A_PCO_NS 63' 1_0 x 3.0--- OK_ 2 1 40` x_1_ 1 2� TAPCONS l— 2 40" L0 x.4.0 _—_—_— OK _-- _1 x_1-1 2" TAPCONS 2 11-1/2'' TAPCONS MAN'VFACTUSER NAMB: .4 MASTER FnE # % - CHARLES L FL REG. ENG.. N 40121 DAM 3/21/02 NOTES! 1) ALL ALUMINUM EXTRUSIONS' ARE ALLOY 6063 T8, OR 8063 T5. 2) WHEN THERE IS ONE TAPCON (1/4p" X 1-1�2') ON EACH ANGLE LEG, THE T CE ON SHALL PLACED ON MULLION C11P CENTERLINE. 3) CONCRETE COMPRESSIVE STRENGTH - 3.000 PSI AT 28 DAYS. qA ��$q '''r 1O�`990a. LJy v�4 a 0 0 4 0 NORANDEX PAGE- 30 6 NOTES; 1) ALL AL OR 606 2) MMN '. ON EA( PLACEC 3). CONCRE 1121 , CRARLES . FL REG. DATE DW SILL SH HEAD q ti oW V --;g <Z1 0 Q) ko N Go n O� y y-1 DW SILL11 1; )H HEADII Iyl�Igl I IEII NORANDEX PAGE .24- a 4 a ` A ACTURER NAM,: (2) 110 x 1-3/4" Pli-SMS INTO 2 ' x B R 3/18'0 x 2-3/4" TAPCON THRU 1 BY BUCK, (SHOWN) WITH A 1-1/4" MIN. 3 16- EREO Guns EMBEDMENT INTO MASONRY. SEE ELEVATION FOR ANCHOR SPACING. (XXA SIMING GLASS Dope CpuPARAma ANALYSIS CHART Nm of Ha OF 1 4' TEMPERED GLASS suplNG GLASS DOOR O W _ ' (2) 17tLD09 DD?1GN LOAD ANCHORS ANCHORS bD1E2iSiDNB CAPICifY_PSF Err ANALYSIS CHAP r Na OF NO:of >7INDOE DESIGN LOAD ANCHORS ANCHORS 061E1t810N3 CAPACI[Y-P3F O N la ;�10 z 1-3/4' FH-SMS mm .2 : BUCK SEE Dl IM 1NL� P9sltive A 1speDy A � - m� PavtYlFe a 11> & FRAUS E4q ELEVATION FOR ANCHOR SPACING. 20t 46 48 so a Dl - Sul JAND W W (2) #10 x 1 3/4" PH-SMS BUCK WITH 1-1/2• MIN. E _ SEE ELEVATION FOR ANCHOR SPACING. WOOD BUCK YAL WOOD BUCK 147.373' B0 (4) 46 4a 24 5 Ra.a' to 4a 1e 6 152760' a7.8 57.5 24 [1L976' so (3) 67.6 57.5 Is a 9 76.3' 57.5 57.b la 6 128' '60' 5a.7 60.7 20 81625 (IL5) 868 88.8 f0 a Q01" 98-.!,M, t8 8 147.875• (43 DD.b• !6 41L8 Ill.'375" 98'SS$76.5' (S)53.4 NPA.M lea' D6' bl6 1a.a26 (�6) 54.5 No0 IN�p DIDi1ZE WIDTHICATE =I . STEEL 1pl ALL 10' PANELS do 60.0 D.P... nM As RE MIRED TYP. JAMB. SECTION IOD Sfi[M gSHOWN) MUDD TRACK AS REQUD ED 1 BY 2 BY BUCK(2) 3/16'0 x 2-1/4' TAPCON OR LOAM] DADE APPROVED CONC. FASTENER SEE ELEVATION FOR ANCHOR SPACING. ;. NOTES: STEEL REW. ALL10' PANELS Sc 60.0 D.P. 1/4" SHIM --{ I�-- MAX m 8s.7 09.4 aO 8 C/] q (4) 68.7 88.4 24 11 88.7 77.4 24 83.6 l8 88.7 a 8 O v, O -,IO aS a 19 a f , ^I 80' e8.7. 70.9 2O (2.5) 647 70.8 1p 60 a A N O 6p ap 96, to E4 (4)80 60 R4 80 80 IB •65-3 85.3 10 10 24 De' 66.T 71.3 IB (S) 10 10 a 65.7 73.8 IB 10 Da' a5.8 S&O 20 (2 b) 80.7 86.2 t0 to 10 O C .y . (2) 3/16-0 x 2-3/4' TAPCON OR MIAMI y k e DADE APPROVED CONC. FASTENERS. ; q y 4 n . N ►. SEE ELEVATION FOR C > ANCHOR SPACING. W� of p > b a t t (� fit • •. zoo G1� � odd [j 1� ALLSHTAS REQUDIED,, MAX SHIM STACK 2 ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063-T6• n /� . e m / y OR T6 WITH TYPICAL 'WALL THICKNESS OF•0.62' '' • a 3 USE HIGH QUALITY •CAULK BEHIND' X I PANEL X PANEL e WrNDOWE1300 FLANGE X 4; GLASS THICKNESS BASED ON TABLE E1300 GLASS p CHARTS. AND MAY VARY DEPENDING ON SIZE.. h� )( PANEL X X PANEL PANEL 5) THE RESPDNS®II11Y FOR SELECTION OF NORANDEX PRODUCTS TO MEET ANY APPL_(CABLE'LOCAL /TY• ..�„ LAWS.11.. BUILDING CODES, ORDINANCES OR OTHER SAFETY F HE AND SILL SECTION REQUDREMENTS REST SOLELY WITH THE ARCHITECT. // /� I BY RUCK 7) CONCBUILDIETE COMPRO�'SB'SIVB S�TREGTTH g - 3.000 PSI ,`n-1 - AT 28 DAYS. '�"' --------------(2BY2) TYPICAL CiYATISN (4BY2) TTPIcAL emLTTme kl4 NORANDEX PAGE 23 (2).#10 x 1-3/4" PH-SMS INTO 2 BY BUCK OR 3/16'0 x 2-3/4' TAPCON THRU 1 13Y BUCK, (SHOWN) WITH A 1-1/4` MIN. EMBEDMENT INTO MASONRY. p SEE ELEVATION FOR ANCHOR SPACING. (2) 010 x 1-3/4- PH-SMS INTO 2 x BUCK SEE ELEVATION FOR ANCHOR SPArruc T FI v� m-w�llplll. 2 BY WOOD BUCK (2) 010 x 1 3/4' PH —BUS DITO 2 BY BUCK WITH 1-1/2' MIN. EMBEDMENT. SEE ELEVATION FOR ANCHOR SPACING. r-2 x WOOD Burg 3/16" TEMPERED GLASS PANEL .SIZE IN DESIGN LOAD CAPACITY-PSF NO. OF ANCHOR SCREWS IN FRAME . HEAD AND SILL JAMB WIDTH/HEIGHT.. EXTERNAL INTERNAL )a xxx ALL 30 �6" x 5 '. " 53.3 55.8 10 16 18 361W x 591/2 " 49.8 49.8 12 18 22 6 30 �e" X .791/2 " 49.7 1 49.7 10 1B 2p s 36 46" x 791/2 " 45 45 12: 8 .18 22 e ' SERIES 500 ALUMINUM SLIDING crS DOOR Arr l v,NER CHART OPERABLE PANELS e'F CB RAL �'I;Q1MA B.0-A.F. TA ONO3/16'0 z LAMI TAPCON OR ML4M[ � � *�, s ACI' gR NA ' i I x WOOD BUCK l DADES, APPROVED CONC. xR^�1'� SEE ELEVATION FOR HM AS' REQUIRED 1 '1'YP. HORIL )OD SHIM SHO 1�,,� I MUDD TRACK A$ REQUBM 1 BY (2) 3/18'e x 2-1/4" TAPCON OR InAMI DADS APPROVED CONC. FASTENER SEE ELEVATION FOR ANCHOR SPACING. NOTES. 1 SHII1 AS.REQUIRED, MAX IM SHSTACK 1/4'. 2; ALL ALUMINUM EXTRUSIONS ARE ALLOY 6083-T5 OR T6 WIH- TYPICAL WALL THICKNESS OF3) USE HI HTQUALITY CAULK BEHIND WINDOWOFLANGE. 4) GLASS THICKNESS BASED ON TABLE E1900 GLASS CHARTS, AND MAY VARY DEPENDING ON SIZ$ ^ 5) THE RESPONSIBILITY FOR SELECTION OF NQRANDEX ' ' PRODUCTS TO .MEET ANY APPLICABLE WCAL..LAWS, HEADER AND SILL SECTION REEuIRK"NTS RES?°SOI�ELYESWIr$ OTHE-ARCHITECT, A BUDDING OWNER 'OR CONTRACI'OP, TYP. 1 BY BUCK 8) CONCRETE CQMPRESSIVE STRENGTH = 9;000 PSI • AT 2B DAYS. . 0 (2BY2)rprac�na�urox 4BY2) mmm, mpATmx 04 o y CQ CS o. tiho� b 0 U ti NORANDEX PAGE 22 r I l0 X 1-3/4" P.H. S.M.S 10 X 1-3/4" P.H. S:M.S: NOTES; W/1-1/2" MIN. EMBEDMENT W/1-1/2" MIN. EMBEDMENT. WINDOW SEE ELEVATION FOR SEE ELEVATION FOR 1) :SHIM AS REQUIRED, MAX SHIM STACK 1/4". DIMENSIONS WINDOW FASTENER -SCHEDULE ANCHOR SPACING. -ANCHOR SPACING. 2) ALL ALUMINUMG EXMUS10NS ARE .ALLAY 6063-15 0. ANCHORS W 027:'f6:'19:Q* Ti'PIC7EL. WAId4 THICKNESS OF 0.62- . WIDTH HEIGHT HEAD/SILL NO JAMB 3 USE S. TH 6 YIAUTY'•CWVLX jBEHIND WINDOW FLANGE INCHES)(INCHES) SEE NOTE 6 O4 GLASS: THICW9SS-.13A'SED ON TABLE E1300 GLASS 35 45 60 35 45 60 C7 q ADOUBLE 5 CHARTS; AND'.-'- NARY DEPENDING ON SIZE. PSF PSF PSF PSF 'psi? PSF "1 THE: RFSPOKSIIi[LI ,Y -VOR SELECTION OF NORANDEX 18—>!8" 2 2 z, 2 22 PRODUCTS°.:TO:Am. -ANY :APPLICABLE LOCAL LAWS. 5-1 2" _ _ 2 2 W ..• BUII;DIING.?CGI)ES.:OItDINANCES DR OTHER SAFETY L 25' 2 2• r 2 2t A Lj REQUIRtMENTg;lM_T'SOL4Y WITH THE ARCHITECT. 52=1 8' �' 3 3• � — 2 2 _ C/] • poq 8� NOTE 039TIER'.'Olt"CON7RAC'POR, 3 4• 'Z— 2 2 � 'pi q INDIC'AY'T•;STHAT EUAL .FASPENEgS AT 16=}fig" 2 2 2, 2 (Y, HEAD'iD SII1;;ARS':REQU ED. S� F. 3 3 P.5=�2 37-1/4 2 _2 2• 2 3 3 rZ m 2— g• -'3 g 46 — 3 3 Cb 18—g" g 2 2• 3 3 3 ALT. FIN ATTACHMENT i 9e� 1 2 49-6/8 z 2 +-:2-'974 3 333UNDER SHEATHING �' 5z-1 g" `s 3 3#'10 X 1-3/4" P.1i S.MS. —1LB2 2 4 4 �1VZ`RAG FLOBdIDA B:®:A.F. W/1-1/2• MIN. EMBEDMENT gp'—P a. FOR'96"34 —4.— SEE-ELEVATION o 52— 0" 8 . hq ANCHOR SPACING. 4 4 ; �i-t y y A'i"1'mRBR NAM: 16=16' _2 2 2• 3 4 5 �b� w•s,.`� t .�C OIQANAfii . 5—�2" 6_3/4" 2 2 20 ® B7ASTER ME # 52-1 8' 3 4• 3 4 5 G1 m x' .4 y i 90 t' ® ryl m v ru mar h Dl v w R a 4' O.C. F ® 131'AII.-A TYP. JAMB SECTION w WOOD FRAME s%M RAM y (TOP AND BOTTOM) AOUBM 9 VIDmAll-c s� HEADER AND SILL SECTION w/i�lj2' MtN4 E ED trenerAn— CHARLES A,Z�rp�, s a Z c SEE -ELEVATION FOR FL REG:''ENC.. 49121 WOOD FRAME ANCHOR SPACING. DATE'., 3/ti NORANDEX PAGE 10 u -I., W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. MIN w � �v U .750 Typ O _-214 rn tiEly LA- 40 415/416 __ . F-1 1.500 2.437 B 10 X 1-3/4" P.H. S.M.S. W/1-1/2" hillf. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACItiCr. __ . TYp =v<l('./( II �I ALT. FIN ATTACHMENT UNDER SHEATHING 1/4" MAX - SHIM (BOTH ,$ 10 X 1-3/4" P.H. S.M-S. W/1-1/2" MIN. EMBEDMENT SEE. ELEVATION FOR ANCHOR SPACING. HEADER AND SILL SECTION .WOOD -FRAME FRX # 10 X 1-3/4" P.H. S.M-S. W/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR FOR ANCHOR SPACING--,,,, TYP. JAMB SECTION O, WOOD FRAME CHARLES L PA�'P, FL REG. ENG. '8 ,4912L DATE: 3/27/02 NOTES: 1 SHIM AS REQUIRED. MA1C 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 GRASS THICHIMS BASED ON TABLE E1300 CLASS CHARTS, AND:-M'AY VARY DEPENDING ON SIZE. 5) THE RESPONSIBILITY FOR SELECTION OF.'NORANDEX PRODUCTS` `TO -MEET ANY APPLICABLE LOCAL LAWS, BUIIDWG CODES; 'ORDINANCES OR OTHER SAFETY .REQUIREMENTS 'REST SOLELY WITH THE ARCHITECT, BUU;DING "OWNER -'OR CONTRACTOR, 6) NOTE ' INDICATES='THAT.EQUAL FASTENERS AT HEAD AND SILL ARE REQUIRED. TYP. AT El' 4CLw AIL -A DET/AIL-C SASHi DETAIL=H . � • NORANDEX i PAGE 21 3 l8' TAPCON WITH A 1-1/4" MIN. EMBEDMENT # 10 F.H. S.M.S. SEE ELEVATION FOR W/1-1/2" MIN. EMBEDMENT NOTES: ANCHOR SPACING. SEE ELEVATION FOR 1) SHIM AS REQUIRED, MAX SHIM STACK 1/4'. ANCHOR SPACING. 2) ALL ALUMINUM EXTRUSIONS ARE AT, o I_ O °_ I7m Y B063-75 OR TB WITH TYPICAL WALL, THICKNESS OF 0. 31 ° 4 E.62- . USE HIGH QUALITY CAULK BEHIND WINDOW FLANG GLASS THICKNESS BASED ON TABLE E1300 a GLASS ° • . :CHARTS,' AND MAY VARY DEPENDING ON SIZE `RESPONSIBILITY 5) THE FOR.'SELECTION: OF .NORANDEX PRODUCTS TO MEET ANY - APPLICABLE LOCAL LAWS, BUDGING CODES.: ORDINANCES OR OTHER SAFETY REQUIREMENTS'•RFST'SOLELY THE ARCHITECT; .WITH BUILDING OWNER' OR CONTRACTOR . 8) A PRESSURE TREATED: WOODEN :BUCK:OR MARBLE SILL SHALL BE .ADDED `UNDER THE PRODUCT TO FULLY SUPPORT' UNIT.. , •THIS: SUPPORT SHALL BE FIRMLY ATTACHED IIV70 MASONARY' AND 01 SUPPORT THE PRODUCT OVER ITS FULL LENGTH (SUPPLIED BY OTHERS). Ell 7) CONCRETE COMPRESSIVE STRENGTH.- AT 28 DAYS. 3,000 PSI ALT. HEADER SECTION 8) NOTE • INDICATES THAT' EQUAL FASTENERS AT TYP. 2 BY BUCK B.O.A.F.• 3/16- TAPCON *�,�EO ��A Ul' i*>A M NAM: W/1-1/4" MIN. EMBEDMENT �A1g 4.✓,il)r tl (SEE ELEVATION FOR ANCHOR SPACING) —*--- MASTER FILE # ° d I` CALL SIZE WIDTH - • " 1 HY BUCK O 2 IRIT,, SHIM TYP. JAMB SECTION )TH JAMBS) • 1 -By /2 BY BUCK SEE NOTE 6 HEADER AND SILL SECTION TYR I BY BUCK CHARLES..�:P N, P..E. FL REG. ENG. 0.49121 DATE: 12/LT/01 '' ® 10 F.H. S.M.S. W/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. ua mm .mix 24' 4a -A //�/ IFF DETAIL-C ///// N � � 3 DETAa-B w; m w z A NORANDEX PAGE 9 $ 10 F.H. S.M.S. WITH A NOTES: 3/18` TAPCON WITH A M1N. 1-1/2` MIN. EMBEDMENT 1) SHIM, AS REQUIRED, MAX SHIM STACK 1/4`. MMIIN_ t—i /d• rnv a..,,.,.. ,� SEE ELEVATION FOR 21 Af.L Al nvnrt n, WBEDMM FOR b 2 A W tig i 4 qa b uaz mta nmeu riEnis n e' @4' O.C.Y� ETAIL--A �b 41b H �bs2 ¢ o 0 a /A IFF —DETAIIrC SASH fill/ DETAM-B `'-I�I�I I Iwll GII M I A M (•DADE PRODUCT CONTROL NOTICE OF ACCEPTANCE Prenrdor Entry Systems 911 E. Jefer•son, P.O. Box 76 Pittsburgh ,KS 66762 AIIAMI-DADE COUNTY. FLORIDA METRO-DADE FLAGLER BUILDING BUILDING CODE•CONIPLIANCE OFFICE Ml I'RO-DA L-* FI,AC;(..ER 13UI1,1)ING 140 WEST 1`1.AGI.LJt S'I'IZlili I', SI11-1.1: I i)O., MIAM1, Fl.( 10DA 33130-1563 (305) 375-2901 VAX (305) 373-290S C:U\"rIL1C'I'UIt 1.IC:li\till'(: til:C"1'lo.�' (305) 375.2527 (:o. rlL%c:rolt Fvi:oltc*F.%II,:N'r 1)l\'IslU., (3U5) 375-2966 (3U5) 375•2,)(s !!ItOUCC:I' C:c)s.I'nUl. mvislo\ Four application for Notice of Acceptance (NOA) of':(3U5) 375�2902 FAX (303) 372•6319 Entergy'6-8 S-N1'/E Inswing Opaque Double Nv/sidclitcs Rcsidcirtial Insulated Stccl Door under Chapter 8 of the Code of Miami -Dade County govcrnin� the use of*Alternate Milterials and Types of Construction, and completely described herein, has been recommended for acceptance by the Miami -Dade County Building Code Compliance Oflice.(BCCO) under the conditions specified herein. This NOA shall hot be valid after the expiration date stated below. BCCO reserves the right to secure this product or material at any time from a jobsite or manufacturer's plant for duality control testing. If this product or material fails to perform in the approved manner, BCCD may revoke, modify, or suspend the use of such product or material immediately. BCCO reserves the right to revoke this approval; if it is determined by BCCO that- this product or material fails to meet the. requirements of the South Florida Building Code. The expense of such testing will be incurred by the manufacturer. % f :ACCEPTANCE NO.: 0.1-0314.24 ,r EXPIRES: 04/02/2006 Raul Koarn,uca Chief Product Control Division THIS IS TFIE COVERSF'FEET. SEE ADDITIONAL PACES FOIZ SPECIFIC AND GENERAL CON DIT!DJ S BUILDING CODE S.-PRODUCT REVIEW COMMITTEE This application for Product Approval has been reviewed by the BCCO and approved by the Building Code and Product Review Committee to be used in Miami -Dade County, Florida under the- conditions set forth above. APPROVED: 06/0.5/2001 v Francisco !. Quintann. R.A. Director Miami -Dade County Building Code Compliance; Office 11sO450001\pc200011templates\notice accepwnce co.•er page.dot Internet mail add resx:'I)ostmastcr�buildin;;cncJconlinc.cum llumcpa-c: lit tp:/AN'►sNY.buildir)ticodcunlinc.coni Premdor Ehtry Systems ACCEPTANCE No.: 01-0314.24 APPROVED JUN 0.5 2001 EXPIRES April 02. 2006 NOTICE OF ACCEPTANCE: SPECIFIC CO,-N'DITIONS L SCOPE 1.1 This renews the Notice of Acceptance No. 00-032I.26 which was issued on April 28, 2000. it approves a residential insulated door, as described in Section 2 of this Noticc of'Aceeptance, designed to comply with the South Florida Building Code (SFBC), 1094 Edition for tvliumi-Dade County, for the locations \vhcre the pressure rcquircments, as determined by SFBC Chapter 23. do not exceed the Dcsign Pressure Rating values indicated in the approved drawings. 2. PRO DUCT. DESCRIPTION 2.1 The Series Enterby 6-8 S-W/E Inswing Opaque Double Residetrtial Insulated Steel Doors witli Sidelites-Impact Resistant Door Slab Only and its components. shall be constructed in strict compliance with the following documents: Drawing No 31-1029-E\1'-1, Shcets I through 6 of 6, titled "Premdor (Entergy Brand) Double Door with Sidelites in Wood Francs with Bumper .Threshold (Inswing)," prepared by manufacturer,-datcd 7/20/97 %vith revision C d:rtcd 01/11 00, bearing the Miami -Dade County Product. Control approval slamp with the Notice of Acceptance number* and. approval date by the'Miami-Dadc County.Product Control Division.. These documents shall hereinafter be referred to as the approved drawings. 3. LIN11TATIO,NS 3.1 This approval applies to single unit applications of pair of doors and.single door only, as shoN%,n in approved drawings. Single door units shall in6lu.de all components described in the active Icaf of this approval. 3.2 Unit shall be installed only at locations protected by a canopy or overhang such that the angle between the edge of canopy or ovcrhang 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 Nvater infiltration. 4. INSTALLATION 4.1 The residential insulated steel door and its components shall be installed in strict compliance ith the approved drawings. 4.2 Hurricane protection system (shutters): 4.2.1 Door: the installation of this unit Nvill not require a hurricane protection sysieni. 4.2.2 Sidelite: the installation of this unit will require a hurricane protection syste,ll. 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 REQUIRENIENTS 6.1 Application for building permit shall be accompanied by copics of tlic following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies of the approved drawings, as identified in Section 2 of this Noticc of Acceptance, clearly marked to show the components selected for the proposed installation. 6.1.3 Any other documents required by the Building OfZCicial or. the Soutll Florici:i.3trilcli►1g Cody (SFBC) in order to properly evaluate the installation o ti s stetll. Manuel erez, P.E. Product Con r61- xaminer Product ntrol Division i'rcmdor Entry SvStems ACCEPTANCE N'O' .: 01-0314.24 APPROVED : JUN O 5 2001 EXPIRES Anril02 2006 NOTICE OF ACCEPTANCE: STANDARD CONDITIONS 1. Renewal of this Acceptance (approval) shall be considered after a renewal application has been filed and the original submitted documentation, including test supporting data, engineering documcnts, arc no older than eight (8) years. 2. Any and all approved products shall be pcmianently labeled with the manufacturer's name, city, state, and the following statement: "Miami -Dade County Product Control Approved", or as specifically stated in the specific conditions of this Acceptance. 3. Renewals of Acceptance will not be considered if: a. There has been a change in the South Florida Building Code affecting the evaluation of this product and the product is not in compliance with the code changes. b. The product is no longer the same product (identical) as the one originally approved. C. If the Acceptance holder has not complied with all the requirements of this acceptance, including the*corrcct installation of the product. d. The. engineer who originally prepared, signed and scaled the required docurnentation initially submitted, is no longer practicing the engineering profession. 4. Any revision or change in t9c materials, use, arid/or manufacture of the product or process shall -automatically be cause for temnination of this Acceptance, unless prior written approval has been requested (through the filing of a revision application with appropriate fec) and granted by this off ice. S. Any of the fo11o«ving shall also be grounds for removal of this Acceptance: a. Unsatisfactory perforrnance 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 Acceptance number preceded by the words Miami -Dade County, Florida, and .followed by the expiration date may be displayed in advertising literature. lfany portion of the Notice of Acceptance is displayed, then it shall be done in its entirety. 7. A copy of this Acceptance as well as approved drawings and other. documents, where it applies, shall be provided to the user by the manufacturer or its distributors and shall bc*avai.lablc for inspection aC the job site at all time. The engineer needs not -reseal the copies. S.• Failure -to comply with any section of this Acceptance shall be cause for termination and removal of Acceptance. 9. This Notiec of Acceptance consists of pages 1, 2 and this last page 3. E\D OF TIIIS ACCEPT NCE ti Manucl crcz, P.E., Product Contro - . aminer Produc Control Division 1/r' - C LONG XtARCi CCC -DIC 7 r•4� PREMDOR (ENTERGY BRAND) DOUBLE DOOR WITH SIDELITES IN WOOD. FRAMES WITH A BUMPER THRESHOLD (INSWING) ' .I 1,�• IMtgM s,M• DGMi . 1 lie• 1(ItlUxxl tutuar, 14e 1/r MAx MAX 4• MAX---f 3• MA r Dr 1s ISLIs•NAx I —a•D.c,_1s� a MAX —� MAX I> ,S MAX �� III / IN IB a.c SPACING / 17 1/9, MAX aL SPACING 17 1/ 0.L SPACING 17 1/ MAX O.C. SPACING rr v4• Mnr ' MAY MAX - .• MAX ^" P Z _Is- D C. 1T O.0 IS' O.L MNr MAX MAi MAX _ e t •tr lit a�x a nns er �tt J. 1 TOP OF DDDA ty d C vtimC .MMI A To 4 4r �xX Al _ 2E' 7 I/r ' MAXI OLD K•,�,, , . ^� • � •A 1/v wxIMM !;Am", �1s ac+1r MAX oc. MAx is oc+ts oc MAX MAX tr octets oc_ NAX MAX Is oc�I-M MAX T— MAX .—� 4• MAX 3• MAX MAX � IIAX w Au llp✓{I�••It+ ATTACH ASTRAGAL THROW BOLT 08 x i' LONG tR' . r lO4 STATICS is wrz X STRIKE PLATE TO THE HEADER IN ALL REMAINING AND iHRESHOLD WITH 110 x t 3/4' HOLES FLATHEAD SCREWS' N07EA lJ WOOD BUCKS BY OTHERS MUST HE ANCHORED e8 x 1 3/4" LONG PROPERLY—TO'.TRANSFER .LOADS 70 THE STRUCTURE. FLATHEAD SCREWS 2J THE•PRECEDING DRAWINGS ARE INTENDED TO L.H. INSWING R.H. INSWING QUALIFY THE FOLLOVING INSTALLATIONS A. WOOD FRAME CONSTRUCTION WHERE DOOR SYSTEM IS ANCHORED iO A MINIMUM TWO BY VOOD' OPENINFA ASTRAGAL B. MASONRY OR CONCRETE CONSTRUCTION WHERE _ DOOR SYSTEM IS ANCHORED iO A MINIMUM TWO BY xPPrto;t oA ur:rn.o.u,n r„: STRUCTURAL'VOOD BUCK. C. MASONRY OR CONCRETE CONSTRUCTION WHERE SC`UrHFL AVPfNGCODE A G �!Y U) ��Ifl rA DOOR SYSTEM iS ANCHORED DIRECTLY TO CONCRETE VATER IHFtLiRAiDEI VMCRE VATER IiFILiRAiION OREMASOVOOD WITH OR WITHOUT A NON-STRUCTURAL OUfRU�ttl IS HEEDED X REQUIREMENT IS lot NEEDED ;��: BY ' 'v t09F PRis J. ALL ANCHORING SCREWS TO BE 110 WITH X - eunaU$e OF.c MINIMUM 1 1/2' EMBEDMENT INTO WOOD SUBSTRATE A[cEPTA1^E No.�I V 3, Y. Zti OR 7/16' PFH TAPCONS WITH 1 1/2' MINIMUM EMBEDMENT x LIMITS SMALL BE INSTALLED ONLY AT LOCAiicNS PROTECTED BY A CANOPY OR INTO MASONRY. OVERHANG SUCH THAT THE ANGLE BETWEEN THE EDGE OF CANOPY OR OVERHANG 4. UNIT MUST DE INSTALLED WITH •MIAMI-DADS C12UNTY TO SiLL IS LESS ►wW 45 DEGREES UNLESS APPROVED' SHUTTERS UNiT IS INSTALLED IN . NON -HABITABLE AREAS VHERE THE UNIT AND THE AREA ARE DESIGNED TO S. THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES ACCEPT WATER INFILTRArak AND DOOR, THREE STAPLES PER JAMB INTO THRESHOLD'ON SIDELITES AND DOOR 6. LATEX SEALANT TO BE APPLIED AT SIDE BY SIDE C CAM MOrT MoetrICAmnS MIA* �T JAMBS AND SIDELITES. AOX a,NGX & CIXPIt4AA1IC.Z wun, 7. DOOR/SIDELITE HEADER, DOOR/SIDELITE JAMBS, AND SIDEL[TE BASE R CORNERS ARE COPED AND BUTT JOINED. ISCk,8. DOORS SHALL BE PRE -PAINTED WITH A VATER-BASED EPDXY RUSTINHIBITIVE "MN PRIMER PAINT WITH A DRY FILM THICKNESS OF D.B TO 1.2 MILM 1-1029-EW-I 9. FRAMES SHALL BE PRE -PAINTED VITH AN ACRYLIC LATEX VATER-BASED/ SHEET [ OF 5 VATER-REDUCIBLE VHITE PRIMER ViTH A DRY FILM THICKNESS OF U TO 1.2 MIL. __-_ HVnom C GLAZING DETAIL 112' GLASS BITE INTERIOR INSWING OTHER CONFIGURATIONS .w. 't = •3�9 Fea;i� � ,`..'j Lj�"�'�w'•r:�r�i'�%%/l.:.c..�\\\�''�"--'�s�:.� lal6yt-,�:�..�i:�:,, I» ,fiMV t _ ►� ��:�.. �r� ,;;, y.,;;` ._k��r� :v; aw APPROVED AS COLPIyING 11STN THE SM11 FIX mmm NO COD'e B'f / PROOU OryI�N COOS C '.PL W!L- OFFICE MXEPOW.-M f i0 OT — 0 314 , e y 1-1029-EV-1 SHE[I 2 OF 6 I 1/4' SHIM MAX .r— 3/4' 80 11/16' MAX INTERIOR 79 5/16' MAX ? SECTICIN B-B 2 BY V000 BUCK MA I LRIALS LIST IIEH N0. oCSCRIP11aN PART NUHBER COHMENTS I) O VOOD HEall JAHB COHPRESSION VCATHERSTRIP CV-14 1 1/4' X 4 9/16' HTL. TO BE PINE OR EQUIVALENr N RAN LOXSEAL O 4 ALUHINUH ASTRAGAL _ 0( R_Ly PRENDDR BRAND OR EQUIVALENT- 5/0' AtUHINW 'ASIRAG I 1 / 4.' ALUMINIA(-BUM'ER THRESHOLD TOP EV-15 PREHDQR BRAND OR EQUIVALENT - I I/4' x 4 9/16' © CHANNEL' LV-OB PREHDOR BRAND - 1 11/16' - 20 GA STEEL STE171 26 (q1 1X( DA) IIT llOoiB 1 [ISII [11 [TRI B IA' T A BASF FOAH - D NSITY 2-0 TO 2.5 111 - 9 BOTTOH CHANNEL EV-07 PREH_BOR BRAND - 1 11/16- - 20 GA STEEL I0 Vp[1D LOCK 81 OCK STRIKE STILE EV-09 —� 4• X 9 1/2' NIL TO..BE PINE OR COU1VaLCNr II STILE EV-06 15/16' X.1 11/16' NIL TO BE PINE OR EQUIVALENT ' 2 OU LOUL PREP FILLER PLATE EV-05 15/I6' X 1 II/16' HTL. TO BE PINE OR EOl11VALENT 13 q'x4' HINGE EV-10 . PRENDII BRAND - .050• THICK- NIL. TO BE POLYEIHYLE 3 (14 VppD HINGE JAMB V-16 WEIR BRAND _HINGE OR EQUIVALENT - A97 THICK (SICI IS 110 x 3/4' FHV.S. - 1 1/4' X 4 9/16' HTL. TO BE PINE (Di EQUIVALENT (4) SCREVS PER HI NTH INTO DOOR' NW 110 X 2' FJLVS x 19• G THrREArrER I0) SCREVS I I"B 51RWE JAMS D'YO SMITE • JAM. 4' DovN rR1M D' D.G THUREArTER ' 6) SMVS IWUGI EACH SIDELITE "I IMr° EXTERIOR ff MX 15' oL TIEREArTER . IRLIIE' 4 nm rRom I UP-�°'"°@T vM rt REFER 10 ELEVATION VIEV, rDR I Dr SCREVS USED AND MAIMS q41 1D X 3/4' FHv.S (2) SCREVS PER HINGE INTO JAHD 1B z2' FHVS (2) SCREVS AT EACH STRIKE PLATE LOCKSEi • I 110 X 1 KVIKSET BRAND 200 LOCK OR HARLpC BRAND 100 illy. 3/4 FHVS.10 VOOD SIOELIJAHB (2) SCREVS PER HINGE INTO JAMB 22 X 64•'SING LE PANEL GLASS EV-19 ' 1 1/4' X 4 9/16' NIL TO BE PINE OR EQUIVALENT I!P SIDELITE TRIH WOOD) Ey-20 GT ASs N PaLYPRWYL - DC -I 43 -(ODL • VOW CASING EV-21 5/16 x 1/2' 4L. TO BE PINE OR EOUIVALEN liR• . I' T¢ 1 1 / 4 - VCOD SIDELITE HEAD JAHB EV-22 rpN •sloeHeTrL- APxIr AoRS EaLAV0A1 - I 1aIMGS U rS © VOOD SIDELITE BASE EV23 1 1/4' X 4 9/16- NIL TO BE PINE OR EQUIVALENT POLYPROPYLENE LITE rRAHE EV-24 1 1/4' X 4 9/16' HTL TO BE PINE I3R EQUIVALCNI -1643. ODL-2 HP Polypropylene by ODL 16 •X 11/2' �P.AWHEAD SCREVS B PER FRAME ' I IDELITE STILES PIN NAIL EV-26 15/16' X 1 II/16' NIL TO BE PINE OR EOUIVALCNT 1' LQL NAIL. 4' M FMR W. iWt 6 IIL MVIER• IMEI °H HALOS AND I DOW SILICONE #995 lDiI1L lfr<CSS ldli[I, WIMID& I%CSS IOIC Nlfi B DADE COUNTY HOpfIICArONS Inlm JD A DDED PAGE'S (ODOR OPTIONS)APPROVED AS COIIPLYR7G VAM THE 4L, PR R[VIS0115 PARI UK w lY soma IE 11 sm 1 •+ PREMDOR EEMS p, wou %I L [rrresoN 31-10 2 9— E W— I 81>< M CODE Coln Wx;E 0Fi Pm I;s ��� A SHEET 3 OF 6 • ACCEPTAIICE NO.�I-o3rY.2y RCVISBII LCII[R B 2 BY WOOD BUCK 1/4' SHIM MAX 3/4' INTERIOR 79 3/16' MAX 80 11/16' MAX 2 BY WOOD BUCK SECTION 'c-c EXTERIOR PLEASE SEE 'GLAZING DETAIL' DRAWING #i31-1029-EW-I SHEET 2 OF 6 DOW SILICONE 4993 AaP mmAs compeym vtft nm swum anam. m .--- 1-1029—EW—I SHEET-4 OF 6 awsimi LaTrR n OTHER DOOR -'CONrIWRAT IONS nr� w ! w f W p I1Y Y w I V V — OL VKOfi - _ F'l N K awfii0 - � O U - tt YI• Y LL V�OC ® K ►KY 1 I 1 1 1 W W W� y1W rw� Tw w 1 W ! W / _ 1 1 •ti �W I.w 31 W gyp• Ir * W ! w pW r�i rW w I w l w I 1 Q Y�CIR v ITW O t/T w 0 r IYO• b Oc ✓.OG V • H1 1 1 1 1 1 oxx * w I--I-t-.,.I..r u Xnnz X0 r rr W NJnc�a•c�i. rI t. r mu• � � ® nc vr.. 0 ® Ki<wl AFF90VED As COlWLyVIGAggn Tne Dmi Ft(jF N MMgMCE OATS SUN n J F TTT OL OI`A90H BUROY7G GOOF cOL= E OFF ACCEFTAKE No. 0!- O--'-•--�! Mw - 119T11 SiAICI 31-1029-EW-I SHEET 5 OF 6 a[vistn+ ante !-1 7 I I F f-1 r, r, r--) r-� UInLK IJuuK rAINLL STYLES 36° t—MAX 79 /16° 00 E30 0o DD0 MA OD6 0 0ti ono X an Dan 00 0130 BLANK TOP 6-PANEL 4-PANEL 9-PANEL 10-PANEL l8-PANCL 4-PANEL OTHER SIDELITE STYLES 36° MAX 793 16� M X o SL-10 SL-20 SL-30 �• SL-60 SL-50 ' SL-500 SL-69A . Sl-69B 00 on nn. un pp . an as as as as oa PD-1 PD-2 PD-3 PD-1 PD-5 PD-6 PD-7 PD-B I A - , U, rEn 9. 9. 9 ..ri�im - r___l ufla .0 PD-IB Po-19 PD-20 PD-21 PD-22 PO-23 PD-24 PD-25 �0 0 .s©� ova ono � 060 00 0 a 0❑ D01 000 0Q0 O�U 0 0 PD-35 PD-36 PD-37 PD-38 PO-39 Pp-10 PD-11 ®d aa1 H00 D 000 H . fl. H H 00 Poo no FLUSN B-PANEL CROSSDUCK 12-PANEL 1-PANEL 5-PANEL 5-PANEL EYEBROV V/SCROLL EYEBROv 5 Par�L 5-PANEL v/SCRCILL �YEBROV SL-69C 'SL-25 SL-55 SL-30D SL-40 ® m . Aoao0oD • PD-9 PD-10 PD-11 PD-12 SL-90A aD PD-13 111 •��• 10,1 ��I 11► 111 iii 111 'i'!!!! 111 111 111 iii 11 j 'ilij 111 ilk PD-26 ' i a . SL-90C SL-309 St-30C SL-70 SL-BD I PD-15 PO-16 PD-17 � a I PD-32 PD-33 PO-34 31-1029-EW-1 SHEET 6 OF 6 BY6� llfgP M I A M I•DADE - N I IA (tit I-D A D E (2OUNTY, FLORIDA .h1ETRO-DADS FLAGLER BUILDING PRODUCT CONTROL NOTICE Or ACCEPTANCE Pr-cindor Entry Systems 911 E. Jeferson, P.O. Box 76 Pittsburgh ,KS 66762 Your application for Notice of Acceptance (NOA) of: BUILDINC CODE CONIPLIAh CE OFFICE Mli'IRO-DADI;• FI-AGLEK I)UII-DING 140 IV].S•r FI.AGIXIt S'11tIiI"I', SUrn, 1 GU3 MIAM1, FLOJUDA 331 3()-1563 (305) 375-2W I FAX (305) 375-29oS C:UNTIL\C"I'Uli (3U5)375.25271�,L\(lU5)375-_sty CU.1"I'IL\C"rpt( F.\NC)ILCai�(1S1T I)l�'ISIUY • (1U5)375-2')GG1'.L\(.1U5)J7S•29u� I'1(UU(:Cr C:US.I. tU1. In". ISMS (305) 375.2')U2 1'.L\ (305) 372•6.1.1�) Enter•gy 6-8 S-W/E Outswing Opaque Single w/sidclites Resiclential Insulated Steel Door under Chapter 8 of the Code of Miami -Dade. County governing the use of Alternate Materials and Types of Construction, and completely described herein, has been recommended for acceptance by the Miami -Dade County Building Code Compliance Office (BCCO) under the con ditiorls specified Herein. This NOA shall not be valid after the ekpiration•date stated below. BCCO reserves the right to secure this product or material at' any time from a jobsite or manufacturer's plant for quality control testing. If this product or material fails to perform in the approved manner, BCCQ may revoke, modify, or suspend the use of such product or material immediately. BCCO reserces the right to revoke this ,-rpproval, if it is delerinined by BCCO that this product or material fails to meet the requirements of the South Florida Building Code. The expense ofsuch testing will be incurred by the manufacturer. :kCCEPTANCE NO.: 01-0314.21 EXPIRES: 04/02/2006 Raul Koangdez Chicf Product Control Division THIS JS THE COVERSIIEET SEE ADDITIONAL PAGES F012 SPECIFICA\D GENERAL CONDITIONS BUILDING CODE & PRODUCT REN E11' CO-N1,11ITTEE This application for Product Approval has been reviewed by Elie 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: 06I05/2001 Francisco J. Quintana, R.A. Director •I:I(allli-Dads: County lhiilding Code; Compliance 011icc \\s0450001\pc2000\\templates\notice acceptance cover page.dot Internct mail address: 1lostnl:1ster"Ca buildin-codconlinc.conl Premdor Entry Systems ACCEPTANCE No.: 01-0314.24 APPROVED JUN 0 5 2001 EXPIRES lnril 02. 2006 NOTICE OF ACCEPTANCE: SPECIFIC CON''DITIONS I. SCOPE 1.1 This renews the Notice of Acceptance No. 00-032I.26 which was issued on April 28, 2000. it approves a residential insulated door, as described in Section 2 of this Notice of•Acceptance, designed to comply with the South Florida Building Code (SFBC), 1994 Edition for Miami -Dade County, for the locations %vhcre the pressure rcquiremcnts, 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 Enteroy 6-8 S-W/E Inswing Opaque Double Residential Insulated Steel Doors witli Sidelites-Impact Resistant Door Slab Only and its components. shall be constructed in strict compliance with the following documents: Drawing No 31-1029-E\1'-1, Sheets 1 through 6 of 6, titled "Premdor (Entergy Brand) Double Door with Sidelites in Wood Frames with Bumper .Threshold (Inswing)," prepared by manufacturer,- dated 7/29/97 with revision C dated 01 /1 1 00, bearing the Miami -Dade County Product. Control approval stamp with the Notice of Acceptance numbcr•and-approval date by thc'Miami-Dadc County,Product Control Division.. These documents shall hereinafter be referred to as the approved drawings. 3. LIMITATIOaNS 3.1 This approval applies to single unit applications of pair of doors and.singic door only, as sho%%m in approved drawings. Single door units shall indlu.de all components described in the active Icaf of this approval. 3.2 Unit shall be installed only at locations protected by a canopy or overhang such that the an<gle between the edge of canopy or overhang to sill is less than 45 degrees. Unless unit is installed in non -habitable areas where the unit and the area arc dcsi-ncd to accept water infiltration. 4. INSTALLATION 4.1 The residential insulated steel door and its components shall.be installed in strict compliance �ti ith the approved drawings. 4.2 Hurricane protection system (shutters): 4.2.1 Door: the installation of this unit will not require a hurricane protection systeni. 4.2.2 Sidelite: the installation of this unit Nvill require a hurricane protection system. S. LABELING 5.1 Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami-Dadc County Product Control Approved". 6. BUILDING PERMIT REQUIREMEN-IS 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 O tcial or the South Florida- 3uilding Code (SFBC) in order to properly cvaluatc the installation o li s stem. Manuel crcz, P.E. Product Con r-OV xarnincr Product ntrol Division Premdor Entry Systems ACCEPTANCE NO.: 01-03I4.24 APPROVED JUN O 5 2001 EXPIRES Anril02 2006 rNOTICE OF ACCEPTANCE: STANDARD CONDITIOrNS 1. Renewal of this Acceptance (approval) shall be considered after a renewal application has been filed and the original submitted documentation, including test supporting data, engineering documents, arc no older than eight (8) years. 2. Any and all approved products shall be pcmianently labeled with the manufacturer's nam.c, city, state, and the following statement: "Miami -Dade County Product Control Approved", or as specifically stated in the specific conditions of this Acceptance. 3. . Renewals of Acceptance will not be considered if: a. There has been a change in the South Florida Building Code affecting the evaluation of this product and the product is not in compliance with the code changes. b. The product is no longer the same product (identical) as the one originally approved. .c. If the Acceptance holder has not complied with all the requirer»ents of this acceptance, including thc'corrcct installation of the product. d. The. engineer who originally prepared, signed and scaled the required documentation initially submitted, is no longer practicing the engineering profession. 4. Any revision or change in tiic materials, use. as d/or manufacture of the product or process shall automatically be cause for termination of this Acccptancc, unless prior written approval has been requested (through the filing of a revision application with appropriate fec) and granted by this bff icc. Any of the following shall also be grounds for removal of this Acceptance: a. Unsatisfactory performance of this product or process. b. Misuse of this Acceptance as an endorsement of any product, for sales, advertising or any other purposes. 6. The Notice of Acccptancc number preceded by the words Miami -Dade County, Florida, and .followed by the cxpiration date may be dispfbycd in advertising literature. Ifany portion of the Notice of Acceptance is displayed, then it shall be done in its entirety. 7. A copy of this Acceptance as well as approved drawings and othcr.documcnts, where it applies, shall be provided to the user by the manufacturer or its distributors and shall be'avarlable for inspection at* the job site at all time. The engineer needs not reseal the copies. 8.• Failure -to comply with any section of this Acceptance shall be cause for termination and removal of Acccptancc. 9. This Noticc of Acceptance consists of pages 1, 2 and this last pa�.;-c 3. EI D OF TIIIS :ACCEPT NCE ti _ - Manuel crcz, P.E., Product Contro - . aminer Produc Control Division -3 PREMDOR (ENTERGY BRAND) DOUBLE DOOR WITH SIDELITES IN WOOD. FRAMES WITH A BUMPER THRESHOLD (INSWING) ALII'.t�'3„6`��f �'�'"' •/1 I/r MI." CXtm, % 140 I/2'_ MAT 37 I/4• MAX 74' _ MA% LCMC 7tnRCr MAX KC M11C ! ,•'„L r 4' MAX--j 3' MAX Lls aC._Is aC_ Is X rlsI aces' Ot• MA% If MA% MAX —1 MA; W10 MAX 17 1/2- MAX SPACING47 IB' �p,C•O.C. I /16•TOP I/ 'ac. OF 000R17 To 4 LICK�"O.C. S IM l71/vrtD.C. S IB' CLC. n •M Xartl a ..wrc a.XXoa/y .urea a 17 1/ ' MAX O.C. SPACING . 0.a avlau aaal[t ola arm.u. a ..wa aaaa matt ,m 37 1/4' MAY Mr MAX DC. Is ac r X MAX 1 . ts• nt..m� 2�Y�0•111-11 I BO I /16' K Ift- 10 rlc nn , XI Iwa I �!3' D.C.+17' CIL. is, OC�13' DG IT DC IS' DC_ �.():�IY aCl/I 1/£ 1u1nMM I.pBNCMI 4 MAXMA; MAX MAX NAX NA; XMAYMAX � MAX +wx IW VC' . C' LDC St A•L[S C[X M1TC X ATTACH ASTRAGAL THROW BOLT 18 x V LONG STRIKE PLATE TO THE HEADER IN ALL REMAINING AND THRESHOLD WITH 110 x 1 3/4' HOLES FLATHEAD SCREWS ` NOTESI L) WOOD BUCKS BY OTHERS. MUST BE ANCHORED - 18 x 17/4" LONG PROPERLY —TO, TRANSFER .LOADS TO THE STRUCTURE. -FLATHEAD SCREWS 2.) THE PRECEDING DRAWINGS ARE INTENDED TO L.H. InsvING Rx INSWING QUALIFY THE FOLLOWING INSTALLATIONS. A. WOOD FRAME CONSTRUCTION WHERE DOOR SYSTEM IS ANCHORED TO A MINIMUM TWO BY WOOD' OPENING. ASTRAGAL B. MASONRY OR CONCRETE CONSTRUCTION WHERE �_• DOOR SYSTEM IS ANCHORED TO A MINIMUM TWO BY APPttnLEOA CC Y_r11:�.;71i• ; STRUCTURAL' WOOD BUCK. soUTHFL gAa�,�r INDCODE C. MASONRY OR CONCRETE CONSTRUCTION WHERE N P L SUHL KIAIIN(jS.G JUIV (1 j1(1 DOOR SYSTEM IS ANCHORED DIRECTLY TO CONCRETE VATCR AFILIRAfTDN VHERE VATER INFILTRATION BY i OR MASONRY WITH OR WITHOUT A NON-STRUCTURAL ouxVIENI IS NEEDED X REQUIREMENT IS NOT NEEDED aADlx CONTROL ornS10N, ONE BY WOOD BUCK 3. ALL ANCHORING SCREWS TO BE tll0 WITH IV X + BLIIL0L_000EC^S'PLtlJtcEOT•, MINIMUM 1 1/2' EMBEDMENT INTO WOOD SUBSTRATE ACCEPTMXEIto, D1'031Y. Gti OR 3/16' PFH TAPCONS WITH 1 1/2' MINIMUM EMBEDMENT r UNITS. SHALL BE INSTALLED MT AT LOCATIONS PROTECTED BY A CANOPY OR INTO MASONRY. OVERHANG SUCH THAT THE ANGLE BETVEEN THE EDGE OF CANOPY OR OVERHANG 4. UNIT MUST BE INSTALLED WITH 'MIAMI-DADE COUNTY TO SILL IS LESS TWA 45 DEGREES. UNLESS UNIT IS INSTALLED IN APPROVED' SHUTTERS NON -HABITABLE AREAS VHERE THE UNIT AND THE AREA ARE DESIGNED iD 5. THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES ACCEPT VATER INFILTRATION. AND DOOR, THREE STAPLES PER JAMB INTO THRESHOLD ON SIDELITES AND DOOR.0 tACE CXMIT MOBVICAfIiMS hAIM 6. LATEX SEALANT TO BE APPLIED AT SIDE BY SIDE loolsuuss101111, 11c A JAMBS AND SIDELITES. Ute610¢ut(SS H1I14 Sit MTL IRT ABB aIMla Dorn �rVAnallrns wuMl 7. DOOR/SIDELITE HEADER, D00R/SIDELITE JAMBS, AND SiDELI,TE BASE T vl oA r PAa 1MIi. amX t rL orr .a • vn,x1 CORNERS ARE COPED AND BUTT JOINED M II - 1, x.I. . B. DOCIRS SHALL BE PRE -PAINTED WITH A VATER-BASED EPDXY RUST INHIBITIVE PRIMER PAINT WITH A DRY FILM THICKNESS OF ILE TO 1.2 NIL. ENIV Y M 1-1029-EW-1 9. FRAMES SHALL BE PRE -PAINTED VITH AN ACRYLIC LATEX WATER -BASED/ 9111 z m SHEET 1 OF S VATER-REDUCIBLE WHITE PRIMER VITH A DRY FILM THICKNESS OF U TO 1.2 MIL. E[v271 L[::LR 0 4 WIG' GLAZING DETAIL SHERVIN VRLIANS OW CAICRICR GRADE LAIEX CAULK EXIMPR .s INIERIDR 1/Z' GLASS BITE 9 1/8' WIRED GLASS INTERIOR INSWING OTHER CONFIGURATIONS MAX .i — MAX MAX MAX /1i = ,.�C\ � .�r,�I +� 1C-�7'il1�k'Ri•:>�'-�i%/,.•'f��I '�� 'w;�a���i����///;�.��t ... 1.�_ � APPROVED AS COLIPLYRTG IKTH THE wcC DLllr lk— PRODUSOUiII FLQOR ELMj= CODEDa,JuNBY . DMSIOH - fu CODE COL- LWCMOFFFICE nL.mO Y 31-1029-EV-1 ACCEPTM,CE r� 0 r— o 3ry.zy m a SHEET 2IIF 6 4�6D1 alp C 1/4' SHIM MAX .r— 3/4' 80 11/16' MAX INTERIOR 79 5/16' MAX t SECTION B-B 2 BY VOOD BUCK EXTERIOR MA I LKIALS LIST ITEM In Z DESCRIPIION PART NUMBER COMHLNTS 2O OHEAD JAMB Cv-14 1 1/4' x 4 9/16' MIL. TO BE PINE OR EOUIVAL(NI C COMPRESSION RESSION VCATHERSIRIP V- Q ALUMINUM ASTRAGAL ALUMINUM [W-12 JOCKSCREEN BRAND LQXSEAL0 (R N PREMDOR BRAND OR COUIVALENT- 5/8'.kUMINUM ASIRAG -BUMPER THRESHEILD EV-15 PREHDOR BRAND OR EOUIVALCNi - 11/4' ©..STEEL TOP CHANNEL EV-OB x 4 9/16' PREHDOR BRAND - 1 II/16' - 20 GA STECL 7O SKIN 26 Sa LZ17 ,a -w m 11 tFTm rR I4 INDTIS flt BLA1 6119m D ST' �r, THA A BASF FOAM - DENSITY 20.10 2.5 Ib5./FL' V Bpriam CHANNEL EV-07 PREHDOR BRAND - I il/16- - 20 GA STEEL t0 v00D LOCK BLOCK STRIKE STILE EV-09 4' X 9 1/2' NIL. TO BE PINE OR [OUT VAL(Nf 11 HINGE STILE EV-06 15/16' X.1 11/16' NIL. TO BE PINE OR EQUIVALENT 12 LOCK PREP FILLER PLATE EV-05 15/16' X 1 11/16' MTL. TO BE PINE OREQUIVALENT 13 4'x4' HINGE EV-10 PREHDOR.BRAND - .050' THICK- HTL. TO BE POLYEIHYLE 14 HINGE JAMB EV-16 MAGER BRAND_MINGE OR EQUIVALENT - p97 THICK (STCI 15 BID x 3/4' x S. - 1 1/4' X 4 9/16' NIL. TO BE PINE OR CQUIVALENT 16 .10 810 X 2' FHV.S. Lv.s. (4) SCREVS PER HINGE INTO DOOR ' - ) vs H r4 E JAN N10 L 1 JAM . MAX IB' hL Tll[a[[Ar FEB R ID) SCREVS TwtgXll S)RIKE -AMD INTO SIDELITE • .WII. 4• DOVN rRm x D' OC. TI(EREAr TER O 61 SCREVS i18t()({,11 EAQ, SIDELITE JAHD INFO SIIYLITE. 4. OOVII (RpN OP. HAx Is' nc H¢REArT[R. 17 Ie )A6' PTH IA°p!S VAgh'IHRDI 1 DIFDt RErER TO ELEVAIH N VIE" r IB 19 BID X 3/4' FH.V.S. DB x 2' FHV.S. LOCKSEi 1 SCREVS USED AND LQnTI0N3 (2) SCREVS PER HINGE INTO JAMB (21 SCREVS AT EACH STRIKE PLATE 1 ® - ® ® _ B10 X 1 3/4' FHV.S. V[D]D SlOELITE JAMB 22' X 64'SINGLE PANEL GLASS SIDELITE TRIM WOOD) VL)(]0 CASING VppD SIDELITE HEAD JAMB WOOD SIDELITE BASE POLYPRpPYLENE LITE FRAME B6 X 1 1/2''PAN HEAD SCREVS SIDELITE STILES PIN NAIL EV-19 EV-20 EV-21 EV-22 EV-23 EV-24 -1643. DDL-2 18 EV-26 ' KVIKSET BRAND 200 LOCK OR HARLOC BRAND 100 LOCK (2) SCREVS PER HINGE INTO JAMB 11/4' X 4 9/16' HTL TO BE PINE OR EOl11VALENi T HP E GLASS N POLYPRQpYLEN RA - p[ 143 - (ODL ILlLCLEAR rrHP[R D a Acc 5/16 x 1/2' HTL. TO BE PINE OR COUIVALEN a I' HT4 70 PINE OR EIIUIv4L NI _ Ir „S ,�BINGS u rUN -SIRE BY SIDE .w/Bf AS MULLIONS 1 1/4' X 4 9/16' HTL. TO RC PINE OR EQUIVALENT 1 1/4' X 4 9/16' HTL. TO BE PINE OR CIRIIVALCNI HP Polypropylene by ❑DL PER FRAME 1a D u I A[1 R 15/16' X 1 11/16' HTL TO BE PINE OR EQUIVALENT /4' (pr✓fi NAIL. 4' DI rim ERD. HA) D• OL IKUrIER. USED ON 1041.06 NIB I DOW SILICONE 0995 APPROVED AS CO►(PLYDIG%MTH THE - som DATE -M PR 1)Y EMDOR EN PRODU NTROL DMSIO)4 911 L zrCRS64 BURDWr CODE P'!PLW,CM CMCE PIII$BIRL Ki 66762 ACCEPTANCE NO.O 1- 0 31 y. Z y A131-1029-EW-I SHEET 3 OF 6* RCVIS101 LCII[R B 2 BY WOOD BUCK 1/4' SHIM MAX 3/4' 5 INTERIOR I 79MAX16` 80 11/16' MAX 64' Q E 'MAX DLO XTERIOR ' PLEASE SEE 'GLAZING DETAIL' DRAWING 431-1029-EW-I SHEET 2 OF 6 ;3*4 2 1 1/4' 2 BY WOOD BUCK -� SECTION C-C 4 9/16' DOW SILICONE 4995 APPRWEO AS CCo•:Pcnl:G %fm nm 5-,u fl I FIONIDA Po m roar. -- 1-1029-EW-I RLVISHN L111LR p OTHER DOOR-•COWMURW IONS uwrm u. •' �. wr n V.• w I r I 1 1 ' �•w OL VK04 ..cia u yr •.. - tl tLVrV.[!f. w w .:` 1 Ir .[,jlrwK e. � 1 � '• 1 1 11 � 1 ! 1 1 _ .•...� fir: w.i`H � w �riw W �� r [ 1 ! ! I 1 ... ... r ... r w w �L•. ,.' � ... ~ -� r w �[ p '[ r °...°C'�Jr.:L o-.:�w[ 1 Ir_etJ,y..: ... aAU � � w W� rW�t w �- �.•. • nxx •X�CJ W� w orvrw L o.[u _I�ur w YK ® [VM[K 1 } 1 •r. 'VL+Y[ w w xn APPRO cD A5 C0L4PLYUIGWM TLIE SOUDI'MNllM gU olm CODE JU1 UAIZ n IR BY J P) PR T ROL M.lism 911 BUU IG CODE C0lIPLL4jMv OFF QII ACLEPTMCE k0. 0I- DES I y_, Z Wil u 31-1029-EW-I SKEET 5 OF 6 RCVIARI LLIILQ J rlTi ir-n nr-,I-,� LJ 11—�L►-\- JJuuK t--'ANLL S 1-YLES 36" rz I¢MAX79 6 0 IOU °0 [300 dad Don ❑0 non BLANK RIP 6-PANEL 4-PANEL 9-PANEL 4-PANEL 10-PAN L 18-PANCL OTHER SIDELITE STYLES 36� MAX 7 9aVal; ► M4. X A-10 SL-20 SL-]0 '' SL-60 SL-50 ' SL-500 SL-69A SL-69B E3 O on as aao . asnuq9 as as as PO-1 P0-2 PD-3 PD-4 PO-5 PD-6 PD-7 PD-8 • ®a 60L4 13e Da a o BOB DO ❑o 00 ❑a FLUSH B-PANEL CROSSBUCK ° !2-PANEL 4-PANCL 5-PANEL 5-PANEL EYEBROV V/SCROLL EYEBROV 5-PANEL 5 PANEL V/SCROLL EYEBROV Ia .p � p• 'I SL-69C 'SL-25 SL-55 SL-30D SL-40 SL-90A SL-908 as o0 op as ap PD-9 PO-10 PD-11 PD-12 PO-13 PD-14 as PD-18 PD-19 PD-20 PD-21 PO-22 PO-23 PD-24 P0-25 PD-26 PD-27 PO-28 PO-29 PO-30 . PD-31 [ileISID6 Ul[SS t01[B, SII (D{l, lai � E19GINffR 0o0 PR MDR ENTR 911 L IfftR4t1 �SYS PD-35 PD-36 PD-37 PD-38 PD-39 Pp-40 PO-41 PO-42 Pp-/3 Pp qA PD-439 PHISOf,L• [S 66762 � � Ij4''mljl LL1 a . SL-90C SL-300 SL-38C SL-70 SL-80 as p p PD-15 PO-16 PD-17 W rU �` 3C O p u x �? o SDI 'a t y W PO-32 P0-33 PO-34 < 31-1029-EW-1 SHEET 6 OF 6 avlsBw unto e M I A M I•DADE PRODUCT CONTROL NOTICE OF ACCEPTANCE Prernclor Entry Systems 911 E. Jeferson, P.O. Box 76 Pittsburgh ,KS 66762 •11IIAN11-DADE COUNTY, FLORDA METRO -DARE FLAGLER SUILD.I,NG 13UILDING CODE CONIPLIANCE OFFICE M171R0-D/t1)L FLAC;LtER DUILI)1NG 14.0 %VI:S'I' FI.AC?I,I:IZ S'1')tli1:'f, SU1'I'1: 1603 MIAM1, VLORIDA .;31 30-1563 (305) 375-2901 VAX (305) 375-290S C:U,\-['1ZdC'1'O12 I,IC:I•:\tiINC; SJ•:C."I'JU\ (30)375.2527 C )NTIL•lC'CUtt F.\FOIZC:J{\(li1 C I)I vis1UV (303).M-2966 1:4\'(.tUS) 375•'9U� I11(c)DUC:1' C:().\'I'1:C)I, i)1�'lsl()\ Your application for Notice of Acceptance (NOA) of.(3us)37s•29U2 1':L% (305)372-6.1.17 Enter'gy 6-8 S-W/E Outswing Opaque Single w/sideliies Resicleutial Insulated Steel Door under Chapter S of the Code of Miami -Dade County governing the use of Alternate Materials and Types of Construction, and completely described herein, has been recommended for acceptance b}' the Miami -Dade County Building Code Compliance Office (BCCO) under the conditions specified herein. This NOA shall not b.e valid after the expiration -date stated below. BCCO reserves the right to secure this product or material at any time from a jobsite or manufacturer's plant ibr quality control testing. If this product or material fails to perform in the approved manner, BCCO- may revoke, modify, or suspend the use of such product or material immediately. BCCO reserves the right to revoke this .approval, if it is determined by BCCO that this product or material. Fails to meet the requirements of the South Florida 'Building Code. The expense ofsuch testing will be in'cllrred by the manufacturer. :1 CCE PTA N CE ,NO.: 01-0314.2( EXPIRES: 04/02/2006 Raul Koan(lucz Chicf Product Control Division TI•IIS'IS T1•IE COVERSIIEET SEE AI)DITIONAI, PACES FOR SI,ECIFICAND GENERAL CON DITI O,\S BUILDING CODE S PRODUCT REVIEW CON1,11ITTEE 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: 0Gl_ 05/2001 Francisco J. Quint,Ina, R.A. Director -Rii;Inii-Dade COu11tY 1311ildin, Codc Complizincc O('1icc \\s0.450001\pc2000\\templates\noLice acceptance cover page.dot Internet mail ill dr•ess: I)ostmastcr %'buHdin"codconlinc.conl EM Ifonlella("e: ltllll://1�'�I».buil(Ii Prerridor Entry Systems ACCEPTANCE No.: 01-0314.21 APPROVED JUN O 5 2�,-f EXPIRES April02 2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS . 1. SCOPE 1.1 This renews the Notice of Acceptance No. 00-0321.23 which was issued on April 28, 2000. 11 approves a residential insulated door, as described iri Section ? of this Notice of Acceptance, designed to comply with the South Florida Building Code (SFBC), 1994 Edition for Miami-Dadc County, for the locations where the pressure requirements, as determined by SFBC Chaptcr ?;, do not exceed the Design Pressure Rating values indicated in. the approved drawings. 2. PRODUCT DESCRIPTION 2.1 The Series Entergy 6-8 S-Ni'/E Outswing Opaque Sinbld Residential Steel Door with. Sidelites- Impact Resistant Door Slab Only and its components shall be constructed in strict compliance with the following documents: Drawing No 31-1020-EW-0, Sheets 1 through 6 of 6, titled "Premdor (Entcrgy Brand) Wood Edge Single Door with Sidclites in a Wood- Frames «vith Bumper Threshold (Oulswing),'' prepared by manufacturer, dated 7/29/97 with revision C dated 01115101, bearing the Miami -Dade County Product Control approval stamp with the Notice of Acceptance number and approval date by the Miami-Dadc County Product Control Division. Thcsc documents small Hereinafter be referred to as the approved drawings. 3. LIMITATIONS 3.1 This approval applies to single unit applications ofsingle door only, as shown in approved drawings. 4. INSTALLATION! ,4.I The .residential -insulated steel door and its components shall be installed in strict compliance with the approved drawings. . 4.2 Hurricane protection system (shutters): ' 4.2.1 Door: the installation of this unit Nvill not require a hurricane protection systcnl. 4.2.2 Sidclitc: the installation of this unit will require a hurricane protection systcrn. 5. 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 REQUIREMENTS 6.1 Application for building permit shall be accompanied by copies of the following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies of tl)c approved drawings, as identified ill 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 Official or the South Florida Building Codc (SFBC) in order to properly evaluate the installati Vnorthis system. crcz, P.E. Product Con rol xamincr Mallucl(� Product ontrol Division Premdor Entry Systems ACCEPTANCE No.: 01-03I4.21 APPROVED JUN EXPIRES April' 02 2006 NOTICE OF ACCEPT'ANQE: STANDARD CDNDITIONS 1. Renewal of this.Apceptance (approval) shall be considered after a renewal application has been filed and the original submitted documentation, including test supporting data, engineering documents, are no older than eight (8) years. Z. Any and all approved products shall be permanently labeled with the manufacturer's name, city, slate, and the follo�tiing statement: "Miami -Dade County Product Control Approved",'or as specifically stated in the specific conditions of this Acceptance. 3. Rene%vals of Acceptance will not be considered if: a. There has been a change in the South Florida Building Codc affecting the evaluation of this product and the product is not in compliance with'the code changes. b. The product is no longer the same product (identical) as the one originally approved. C. If the Acceptance holder has not'complied with all the requirements of this acceptance, including the correct installation of the product. d. The engineer who originally prepared, signed and scaled the required documentation initially submitted, is. no longer practicing the engineering profession. 4. Any revision or change in the materials, use, as d/or manufacture of the product or process shall automatically be cause for termination of this Acccptancc, unless prior written approval has been ' requested (through the filing of revision application with nppropriatc fee) and granted by this office. 5. Any of th*c 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. If any portion of the Notice of Acceptance is displayed, then it shall be done tin 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 teriiiination and removal of Acccptancc. 9. This Notice of Acceptance consists of pages 1, 2 and this last page 3. END OFTHIS ACCEPT NCE - Manuel cre2, P.E., Product Co tro Examiner Produc ntrol Division 3' M, 4' M-A4X• •1— 15' MAX D.C. 15' MAX O.C. 15' MAX D.C. A iS' MAX o.c. 15' MAX rKLMUUK . (LN I LKUY BRAND) WUOD EDGE SINGLE DOOR WITH' SIDELITES IN WOOD FRAME WITH BUMPER .THRESHOLD (OUTSWING) 00' MAX 4' MAX — MAX 4' MAX — MAX' 3' MAX 3-MAX 3' MAX _ t5', I 14' ?' MAX MAX C v _ MAX 4' MAX — 8 7A (4' D11sL [—MAX 15' Iw ' ,KVIKSET DCADBM.T- OR HA 64•D CEACRI DR HnNlOC DEADfDL MODCL BED' MAX DLO t KVIKSEt LDCKSCT- / MDDCL CLEW SCRICS DR HARLDC LOCKSCI !MODEL 100 pIIDIG(S '•, 1� 43 II/16' TOP OF DOOR TO q Of LOCH 6' AX 1-4 MA%�'-MAX MAX MAX 1111 MAI T 15 4' MAX `HAM J —3' MAX 3' MAX > VpOIB LICKS BY OTHERS RUST DE ANCHORED 4? MAX I MAX 4' HAX MAX 3 ROPERLY TO TRANSFER LOADS TO THE STRUCTURE ) THE PRECEDING DRAVINGS ARE INTENDED 1O UALIFY THE FOLLOVING INSTALLATIONS, VpDO FRAME WERE ERE ODORI— TSTEH IS ANCHORED TO A HINIHUH TVp BY VCipO PENINEL MASONRY OR CONCRETE CONSTRUCTION VNERE R!L OUTSVING LH 061SVING )OR SYSTEM iS ANCHORED TO A MINIMUM TVO BY tRUCTURAL V000 BUCK. MASONRY OR CONCRETE CONSTRUCT•lOH WERE )OR SYSTEM IS ANCHORED DIRECTLY TO CONCRETE UESILN RE VAICR PRLI SURATION WIRE :9,RISlf-1RnlIDN NMASONRY VI1H pR VITFIOUi A NpN-STRUCiURAI DUIREKNI 1S NEEDED a RECUIRVNEEDED NE .BY V000 ULK ALL ANCHORING SCREVS TO BE 110 VITH vA ` ' NIMUM I I/?' EMBEDMENT INTO VElOD SUBSTRATE f PFH TAPLONS'v1YH 1 1/2' MINIMUM EMBEDMENT MA TO MASONRY. , INIIS SMALL BE INSTALLED SKY At LDCAOIDMS PROOECIED If A CA14FT OR UNIT MUST BE INSTALLED VITH 'MIAMI-DADE COUNTY OVERHANG SUOI THAI TIE ANCLE BEIVEEN IK EDGE it CATNOPT OR OVERIWL PROVED' SHUTTERS ID SILL IS LESS IVAN 45 CCFEEL IPILISS UNIT iS INSTALLED IN THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES IO-NABITABLE AREAS VKRE THE UNIT AND IK AREA ARE DESIGNED' to D DOOR, THREE STAPLES PER JAMB INTO BASE ON SI➢ELITES. ACCEPT VAICR IMBIRADIDM LATEX SEALANT TO BE APPLIED AT SIDE BY SIDE HBS AND SIDELITES. DOOR/SIDELITE HEADER, DOOR/SiITELITE JAMBS, AND SIDELOTE BASE i�a u°ua N)aM 1 TNERS ARE COPED AND BUTT JOINED. MORS SHALL BE PRE-PAiNIED. ViTH A VATER-BASED EPDXY RUST 'RAYLS SHALL RBEAPRE-PAINTED INT VITH A DVITMRT IAN ACRYLLM ICSLATEX DVATERA inI -BASED/ M NI,Y Y IER-REDUCIBLE VNITE PRIMER VITH A DRY FILM THICKNESS DF (I.B TO I? MIL TO lacm Array, ¢ SIR a ADMLNSILL 161PERE..IS 7/I6' PFH TAPCONS MINIMUM EMBEDMENT i OTE WILES A 80 11/16' 1 MAX MAX MAX 98 x 1- 3/4' F.H.W.S 3) PER SIDE FROM JAMB INTO THRESHOLD APPROVED AS COST -LYING W l h Inc ✓OATH Fir', `LAA 9UtLDlNO Cab: DAY- JUN 7 1 By _ /11A UP 5AJ� PAODUFT5PCRNOLCr.13:3:1 U fiIRLDDI ,C CODE CVLIPUANCE CFF;C_ AC:CEPTANCEN0.0T- 03/Y. Z l —LOGO E W 4r.,' SHEE i 1 Cc. TAM L= 112' iLASS BITE u1i GLAZING oETalt U T S I N Cj OTHER CONFIGURATIONS 0 GLASS ,4"P ED AS wravLn"G VATH THE SOUTH c DE �I- J �� NN ffVV1i .YC1I OY PROT JTROL OPASom / BV0.OINO COOS MPMUCE OF ACCEPTANCE 110. a 1- 01 1 W. L 1- 1020-EW -0 SHEET. 2 or 6 -Main. E i 80 11/16' MAx EXTERIOR 79 5/16' MAX SECTION B-B 1 1/4' INTERIOR MOOD HEAD JAi1B PAN I NUHBLR . COI1H[N I S -- COMPRESSION V[ATHERSIRIP EV-12 1 1/4' X 4 9/16- MIL. 10 BE PINE OR EOUIVALCNI W000 STRIKE JAMB W- 4 OL_C_KSCREEN BRAND (flYccel a 0 (-RnN7r ALUMINUM -BUMPER THRESItULD - [V-13 1 1/4 X 4 9/16 MIL. TO BE PINE OR EQUIVALENT PR[HDOR BRAND OR EQUIVALENT TOP CHANNEL CV-05 - i 1/4' x 4 9/16' PREMDOR BRAND - 1 I1/16' ST K - 20 GA STEEL Z6 (all FAH aiU -- It IRE I N AH R BASF FOAM - DEN$I TY to a(nrtt Rau Rll Rma a rr 2.0 10 2.5 lbs./ft' DOITUM CHANNEL V OD OCK BLOCK EV-04 PREMDOR BRAND - 1 II/16' - 2D GA $fECL STRIKE STILE CV-OB 4• X 9.1/2• HIL ID BE PD(E OR EpUIypLENI HINGE STILC EV-O 15/16' X 1 11/16' HIL TO BE PINE OR EQUIVALENT - LOCK PREP FILLER_PLAIE EV-06 EV-09 15/16' X 1 11/16• HIL, i0 BE PING OR E----- NI 4'x4' HINGE PREHBUR BRAND - .050' THICK- HIL TO BE POLYETHYLENI YQOD HINGE JAMB V-15 HAGER BRAND HINGE OR COUIVAlE14T - TTCK (STELE 110 x 3/4' FJLVS. _ 1 1/4' X 4 9/16' HTL TO BE PINE.. OR COUIVAL[N 110 X 2' FHW.S. (4) SCREVS PER HINGE INTO OAR I HY! 11AlIHl1<AI A p4h 6) SCREVS IIDtgIpl [qp( SIOEIIIE JML alla SIOELIIE, 4' WVN rROM IO' wtx IS' aGJ/jrHEiR:Ar I[R 6' PTx IAPCDa vMUgMrI I i SIDELITE WUOD STILE EV 07 R 10 ELEVAIlON VICV, i01 I O• SCREWS US[D LOCAIIDHS GB x 2' FJ{V S, 6' X 1 11/16' HTL TO BE PINE OR;EOUIVALENI $KWIKSET LOCKSEF SCREWS AT EACH STRIKE PLATE a10 x 1 3/4' FJLVS. BRAND 200 L CK DR HARLOC BRAND 100 LOCK 6) SCREVS 1I!IPK( IIIMX JILRB INTO TIO[LHE M I(AX I�_DL THEREAFTER �. 8' �VN rRON Op MAit a• aG TKRA'JI STRIKE JM8 1Nta SIDELITE JMC, 4' aavH rRm r0 TIE 4) SCREWS I CH EACH 1QRAlLiI EA[x HINCd at10 w2 J'WY WOOD SIDELITE JAMB EV-10 1 I/4' •X 4 9/16' MIL. TO BE PINE OR COUIVALCNT 1 1'/ 4 22' x 64 SINGLE PANEL GLASS EW-19 I A AS N (>L TPROPYLE - SIDELITE TRIM (WOOD) EV-20 5/16 x 1/2' MT VOOD CASING' L. TO BE PINE OR EV-21 Vm EOLTIVALENT - ® WOOD SIDELITE HEAD ,IAMB EV © WOOD SIDELITE BASE EV POLYPROPYLENE LITE FRAME -16 ® 96 X 11/2' PAN HEAD SCREWS PIN NAIL DOW SILICONE 4995 APPRtIJ ✓✓ASCtv.IPLYRTOYanrnJE SOUTH FI)IaT14IpB(R BR. D.tE �Uf1 BY Pa rtROLDPASION 911 8aRDaX1 CODE COLIPUANCE OFFICE PI1 hCCEPTANCE NO, D 1- 03 / V. z 1 I 1 1/4' X 4 9/16' MTL. TO BE PINE OR EQUIVALENT UDL 2 HP Polypropylene by ODL IO PER FRAME 10 ICECO 4• aC 1 Arl R T�4' Iw(. , u+ rRaN tn4 wTx a ac ucwrlEw. IrsEo u(14xLma nHo UBiL.101 ( N16 'Y SYS EMS 31-1020-EW-O A\ SHEET OF 6 REVIsIIPIILIItR B 1/4' SHIM MAX �TERIOR I 79MAX16-. 80 11/16- I MAX 2 BY WOOD BUCK .SECTION PLEASE SEE °GLAZING DETAIL° DRAWING 431-1020-EW-0 SHEET '2 OF 6 DOW SILICONE 4995 41"cM'.0 "a COLO-yUwiG WTH THE YY' 5QU7H" RUN O W.WDE .Uuul\ �Uivi IUUNU I JUJ�,J 4- "K, Y 1 �1 Rr: �:.15 �pl:hYIHC VAT" THE EwT,EJaq�nWu r , —'• MAX N`(pp� GIE U �• IT '"` UW "'*-T LIL PREMD PA«aFlDIuN�Ca•�TUfICEOM E PHIS IS. 61 - .a-nI t-X LIB TI=�J lu V HAX 7' M; 7- n 4. X 31-1020-Ew-o SHEET 5 OF 6 1[YISI21 UII[B u I nLK DUUK FANEL STYLES 36' - MAX 00 19. AC rx 16" I Ilaa Qn °M000 BLANK TOP A4-PANEL 9-PANEL 0 4-PANEL l0-PANEL IB-PANEL OTHER SIDELITE STYLES 30° IXJ�7 [—MAX 79 •• 0 0 � SL-I0 SL-20 SL-30 SL-60 SL-50 SL-500 SL-69A SL-698 oQ oa oo �� 9 QO pp pp ulna, ..Qo oa • oa aQ PD-1 PD-2 PD-3 PD-4 PD 5 PD-6 PO-7 PO-B ®013 El ®8s BUD 0. N H ®[I RE100 pp FLUSII B-PANEL CRO3SBUCK 12 PANEL 4-PANEL 5❑ ❑ EYEBROW -PAN'L 5-PAREL V/SCROLL ETEBROV V /SCROLL U � 0 0 p 0 SL-69C SL-25 SL-55 SL-300 SL-40 SL-90A PO-9 PD-10 PO-11 PO-12 PO-IJ oQ011 PD-1p PO-19 PO-20 Pp-ZI PD-22 PD-23 PD-24 Pp-25 PD-26 PD 27 PO-20 PO-29 Pp-30 URIIY Ul[SS IA1(D, FRK 0 Boa u 0 0 0 0 ��� o00 oau o00 0 d PO-35 _ PD 36 P - _ o f ILN 0 3T PD 30 PO-J9 PD 40 PO-41 Pp-42 PO-43 PD-43A 5lIC.LTT(RMI PD-430 PIIIS PS WQ 40 pp 5-PANEL 5-PANEL ETEBROV 0 � SL-9p0 SL-90C SL-300 SL-JDC SL-70 SL-p0 QD ❑❑ o PD-14 PO-15 PD-16 PD-IT ET o ? Mh 14 PD-31 PO-32 PO-33 0 m PD-34 �L A17 31-1020- EW-O SHEET 6 OF 6 Qvim (1 Maronda Systems Maronda Systems 4005 Maronda Way Sanford FL 32771 (407) 321-0064 Fax (407) 321-3913 Engineer of Record: Tomas Ponce, P.E. 1005 Vannessa Dr. Oviedo, FL 32765 FL PE # 50068, Design Criteria: TPI Design: Matrix Analysis TEE-LOK software PLAN JOB # LOT ADDRESS DIV/SUB MODEL 6CLO1601 16 132 PINEFIELD DR ORLN-CEL CHEK3 RIGHT CHESAPEAKE K 3 This structure was designed in accordance with, and meets the requirements of TPI standards and the FLORIDA 2001 BUILDING CODE for 125 M.P.H. Wind Zone. Truss loading is in accordance with ASCE 7-98. These trusses are desianed for an ancloseri hidiriinn Truss ID Run Date Drawing Reviewed Truss ID Run Date Drawing Reviewed No. of Eng. Dwgs: 44 Layout 11-4-02 LZT 4-21-03 Roof Loads - VT 4-11-01 U 4-21-03 TC Live: 16.0 psf TC Dead: 7.0 psf BC Live: 0.0 psf BC Dead: 10.0 psf HIP 10-20-00 V 4-21-03 to"' A 4-21-03 W 4-21-03 �/ B 4-21-03 W1 4-21-03 61 4-21-03 y 4-21-03 Total 33.0 psf C 4-21-03 Z 4-21-03 C1 4-21-03 Z1 4-21-03 DurFac- Lbr: 1.25 DurFac- Plt: 1.25 O.C. S acin 24.0" D 4-21-03 Z2 4-21-03 {/ E 4-21-03 Z3 4-21-03 F 4-21-03 Z4 4-21-03 �� PLANS REVIEWED CITY OF SANFORI G 4-21-03 H 4-21-03 1 4-21-03 J 4-21-03 J 1 4-21-03 J3 4-21-03 K 4-21-03 K1 4-21-03 K2 4-21-03 K5 4-21-03 ✓ L 4-21-03 ✓ L1 4-21-03 L2 4-21-03 L3 4-21-03 M 4-21-03 INV # DESC QNTY DATE: JUL1 1 q 9 2003 N 4-21-03 18331 EHUH26 O 4-21-03 18330 EHUH28 P 4-21-03 ✓ 18360 SKH26R 2 O 4-21-03 ✓ 18361 SKH26L 2 R 4-21-03 18363 1 JUS26 16 S 4-21-03 �/ 18370 THJ26 2 18336 EHUH28-21 3 SEAT PLATES 138 -- ----- - -- 40-0 Z O� � p IU tT I - - u. I_ _ I_ blSi - o lSI R _ JUS2I6 HA I ERS I RI jo xI a (2) SKH26 HANGERS \\ B 4PLY (2�6 HANGERS � l II I D /v 12� 4 E VOLUME CEILING - IF 1212 - 6 � ODD SPACE / m I \� G ODD SPACE Z I I --- 8'-0 CEILING _ 12 m I rr1 I� 50 G� 4 E \ I 1GiVrs, D \ I� I / \ � 4Vr 52 1 B1-3PLY / \ ,a50a TLJ / EHUH28-2 HANGER a \II I \ �EHOH28=2-HANGER / I L_ rt\sIA — i ODD SPACE I— CEILING I J—J1 — _-- rr a, K1 KNEEWALL I 6\ / \ 8'-0 CEILING T K2 TO 1 r-0" 4N EHUH28-2 HANGER;-- VOLUME CEILING — TO 11'-0" — Z4 I In — K3 _ I 12 � <" -- CN—N N—NI_r KS -STRUCTURAL SCISSOR GPBLE— — Jw w w A I 6G7 / I J FIELD FRAM THJ26 HANGER THJ26 HANGER—' LL11 i / l I JOB NUMBER: CHEK3 Z — 2 CUSTOMER: v 6 JOB NAME: CHESAPEAKE K Zr o DRAWN BY: tly DATE: 11.4-02 I I PITCH: I \ 6/12 8 4112 O.H.: 1-0" 8 1-4 3/4" Z2 —_ BEARING : 6" LOADING : 33psf Z2 13-4- s-a 20 0 ---L2003 � i'I �'f„ i y. a�t� u se. A e , �.�a�` 1- +�>•�r uSe i `r�lk A � e ,�t�'• a A ���V 1 ,1 Itz��1. . "��1`•-t�f,(i4 L vlh 4 'r w w rs 1 h xa xw ,nw�. =1V a �� raticeses uns" °� HIB-91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES ° i�2the resoonsibwtvofthe instalier(bui/dAr buildinocontractor, licensed contractor -ectoror erection contractor) to oroperlvreceive unload. store. handle, install and ace metal plate connected wood trusses to prote t life and property[ The installer ust exercise the same high degree of safety awareness as with any other structural aterial. TPI does not intend these recommendations to be interpreted as superior the project Architect's or Engineer's design specification for handling, installing id bracing wood trusses for a particular roof or floor. These recommendations are ised upon the collective experience of leading technical personnel in the wood -AA 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 for the use of a qualified building designer or installer. Thus, the Truss Plate Institute, Inc. expressly disclaims any responsibility for damages arising from the use, application or reliance on the recommendations and information contained herein bybuilding designers, installers, and others. Copyright ® by Truss Plate Institute, Inc. All rights reserved. This document or any part thereof must not be reproduced in any form without written permission of the publisher. Printed in the United States of America. se, th�MgJLlffr rJa�, t hJ6{7,� '°Tdl o fp SIN D ,' I7racin should -be n0'fPSS : + A'r°a `tom "a�7�'t �d e� {t@d`IllrSliJC'1 Ali C'ai1h,0 r10r. mi ti t mum Ot 2-16d nails. All t ` '° �cru s s�lsf� ¢ of fer'orIess Ali rt. liti-fly >PU se' sfa i °�IQQnri�dt�d'tmeher is accor- yy az :Q}•� dI�CB"�il��tCf SIC�j1�fi�ra i ngs p for to instaViatipn.' TRUSS STORAGE vAUTION:7russesshould .no �. F' unloaded on rough terrain orqun ever surfaces which could cause'" a 1 damage toahe truss. , P_ t �il� ,ash 'C1clA�be su�AApolEed,prtloeFcrngto�rprsVe# eYcessi aeral; 'ndirar�r1;�less�md st i�'s. h�Ri1�eVt4��t.nLf�.L�°. e�lJ+'i•�tJ 4�d'ca ,,�,,. (, J, $E:•f 1. rit1':!x%9`'YWx4 0.", •"r°'«114'J' F !, r� ,A►,�R�IIhI�tO�, Dot t o 1 r,�#ba�!di�gr�i3Si1` I� t �a��af�urt�a i gi n-', . Carte'si.o d ' ,,ee.�Sze Ic se"t ; • i`�'. �,4ra'�otd #din "Qid�dfaala.. us.e as v�a,`�'1'rky',�+A.git °"n!,'� s. �bi'f."�- !e,!'Ri�:. i7�E •� �Q, dP Fry�t.r,� 't .� ° 1<� �,p��?s1r � ��ifzl .���i:� -,1 .�t$tY�i+��„y� �-y,�Puy''�7�� ,��f�'�,,�.tG:U , f'�;,• a,i:�t ��ifarace.: J'��y y�rrev�e tj�aypC,'�lingj�y,��pyi�a.Jl�,�y � �j}}�""�!} r MITSJ?ixfiPral�f+•T itid��'^L 4Gfl.'}'.Sr•tA W. �ii.:'1!1 41tY.•�1-f°tb '3'!l`;iYL^.t•IT.t'�+:Y �w1. G i:.�JS- r�pr�►,pe�„b c wo>nti�rea�C�antis�trl �I;��ls=� �.exrra�et c ''ZiIN 1 ton i ,• t��'� 1'�ct 1 �oI�r�`ss d '�o '�" i t��k i rer�clag¢¢iO" s 'tl dsh I'd e{ei�= r���b..i Frame Tag Line n:D J N Dl -R RAC I N brace War ............... Top Chord Typical vertical LBT attachment End Wall a Plan Blockinp BV d Brace 4 Ground Brace Verticals (", V Strut (ST) ,ntal tie member with a (HT) lItruss of bra, 'OUP of trusse (E B) Frame 2 12 —� 4 or greater TOPO CHRD DIAGONAL BRACE SPACING (DB' ) Up to 32' 4/12 6' 20 15 � Over 32' - 48' 4/12 6' 10 7 Over 48' - 60' 4/12 5' 6 4 Over 60' See a registered professional engineer DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir Continuous Top Chord All lateral braces Lateral Brace -1` - -Lz lapped at least 2 Required trusses. �/- 10" or Greater I Ste\A / Topchords thatare laterally braced can buckle \� •'�?a. +I "�'�j r �. a' L�t'r together a nd cause collapse if there In no diago- nal bracing. Diagonal bracing should benailed / vNl,'�'`�•�l'. � �'�,: 'L'';I�'r`�,,: ��• 'fr to the underside of the top chord when purling Weattached to the topside of the top chord. �, it bill j ^ r, '• a �, gNirtf►'� a/l,/.li R��lF�llr;^ a:X....,a;., c..tr.-._. i'�_a' ��. (.. _........ a, it = I Sri' .'r�dh4� TOP CHORD';!I�afn�y N' t11PdiMU Ip 70P CHORD. 'DIAGONAL BRACE .! Attachrne Required Ir _,PITCHED TRUSS .: ply ii 'i',tl ail' PI ICFj.�'jf66��111� �LAiERAL BRACE SPACIt+�G �D85�"r�'t"'' 12 �• SP'AN'tii q ' DIFFERENCE SPACINGILBS;}� ah,l(•USSQS �` fh.al 5 �--'-- ` ��� SPDF ":'.:SP..FIHF \ UP to 28' 2.5 7' 17 12 Over 28' - 42' 3.0 6' g 6 \ rye Over 42' - 60' 3.0 5' �• t s/ 5 Over 60' See a registered professional engineer ]F - Douglas Fir -Larch SP - Southern Pine \� i F - Hem -Fir SPF - Spruce -Pine -Fir Cafitinuous Top Chord Lateral Brace —` All lateral braces — �\ Required � . lapped at least 2 —�— 10' or Greatelr trusses. Attachment Required W ti 2C' ZQ Topchordsthat are laterally braced can buokle aye Q�� togetherandcause collapse Ifthereienodiago- /�C GJ net bracing. Diagonal bracingsi.ould be nailed to the underside of the fopcha;dwhen purlins RFD attached to the topside of the top chord. SCISSORS tR'USS Frame 3 Dro/o/ag omg —`—�d of tund-~� .- .' ,` ` . ,. p to 22 i 30" 8' 1 b t 0 Over 32' - 48' 42" 6' IF 6 4 Over 48' - 60' 48" 5' 4 2 j Over 60' See a reglstered professional engineer s DF:= Douglas Fir Larch -� re 1.r+Un1:.Vl, HF-Hem Fir SRF�Y�h;' t'SpruceFir" '.,.....'?Pd lP�'Iih(he r .a, 6�; :,u �•:.._ �..• �, tru; pla ': we the Top chords that are laterally braced can buckle logetherand cause collapse if there iano diago. nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purling, are attached to the topelde of the top chord t � `5Rn1 " p . r•I�1Fmk w{.,°w`''�°. � B n :ta Top chords that are laterally braced can buckle togetherand cause collapse ffihere iano diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topaide or the top chord, Continuous ; Top Chord - Lateral Brace Required 1Oa or Gre`ate 1 Attachment Required 20 w , o r I it i 4 1 � 1, 1 1 t74 �:1 I f .71 Continuous Top Chord\\ Lateral Brace Required 10" or Great I \\ Attachment Required —� 15p I r6 ses F ' 'SPF HF Up to 24' 3/12 117 12 Over 24'- 3/12 7' 10 6 Over 42'- 54' 3/12 6' 6 4 Ljr_ - Ljouyiels rlr-Laron HF - Hem -Fir 5P - 50Ulhern Pine SPF - Spruce -Pine -Fir Diagonal brace also rac;uired on end verticals. Top chords that are laterally braced can buckle logetherand cause collapse it there in no diago- nal bs acing, Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the toPelde of the top chord. MONO TRUSS / X jC/Jy 54�\�� \ 12 3 or reater cv; lilsL:il,redaffitnbiiciatioi-is could result; r damage to truss'es'.,:or V9 INS TA.LLAT) ION TOLERA N`C'E'Sf,'�' PLUMB D(in). D1,50 I D !. , 12 1/4" 24 1 Z' 2' 36" 3/4" 3' 48" 1 h 4' 60" 1-1/4" 5' 72" 1-1/ 6 84" 1-3 4" 7' Truss i 96.1 81 Depth 1081, 2 91 D(in) T ±1/411 Lesser of D/50 or Z' Aaximum displacement Plumb Line L(In) 16.4 50" 1/4" 4.2' 00" 1 2" 8.3' 150" 3/4" 142.51 Length L(in) Lesser of Q200 or Z' All lateral braces lapped at least 2 trusses. BOW L(in) Lesser of U200 or 2" .Ion L./200 L(ft) ] 119. 200'. I 1" 2501, 1-1/4' 20.8' 300" �1�-1/22s§ OUT -OF -PLUMB INSTALLATION TOLERANCES. OUT -OF -PLANE INSTALLATION TOLERANCES, Frame 6 AC O VA 9ITM,M6 6x Afarond'a Way 6anfor4 FL 32771 (467)321.0064 F (407) 321.3913 DP-te: AfRrch 5, 2003 To: ' Baaifding Department From: Artaronda Systems Tomas Ponce Professional Engineer State of Florida #0050068 Subject: J%aflley Trusses AJI v eY rUsses labeled VT-1 thru 100 are covered under the creneral vaiiey sweet pr©vBc�ed an the tri:ss pac�:aoe signed and sealed by the en�gneer of record. Tine eoanections are �aated e the structural info sheet of ire pions. Ali criteria of the N•Rney trusses are noted on tiie 'ea�era[ Sheet. If you have any questions please feel free to caii at 407-321-0064. ��;�cerelY, Tomas Pone, P.E. n 40 . &v TA fiL. DESIGN IItJrORMATION 7hLs dtslgn is fur an Iadlvid,tal bullding component and I— bea:o [,¢sed an Infoema0on proNded by the tl1enL l'he dr�lgner drsdauns any responstblbty f r damage as a U3uft of 6II11Y or Immnect Mot mallow. sPeeUlnUona and/or daINI, ho-ol.bo, to the truss If slgue by nm 01"It and Ut" 1nl re0u or ace,ua�, of Ih1s UdonvaUvn - It m,y ,cot[ to a spry I= cute Pmjm and a,xcpta vo ,ePo- IbNty or p"s no nontrol wllh regard l Lbr,ol- tbn, LvaNbg, ship,acnr -Id lnstall,tten of lnlsta, T1115 bliss haS hccn dlsiped as an Indlald,vl hnnding cmepnoo,t to a;avn,r(a„ce >Itl Al191j1 P1 1-199" and LIUS-9Z to be Incorporated as part of U,e b,Indlog deslg„ by a a.dlding Oalgncr 111&1 xed or.b1htd nr pmD�sinn.l rng,nce+l. whrn reviewed RI+ approval Try the brrRding dalgncr. the doigo I.wRngs'stiown must he clleckni m he s,u< that the data shown uc in aBccmo,[ s+dRl the loal buuding esd_. I.--" d4,urb svh,d or sum+ loads, pI Jcct sPccll"allmn or spent I apphal Ioad� Untw shown, truss has nm.bccn dcslg,Inl for stooge or urou panty Ina oc- The desl�I a cv,np Bann Um,ds I(np r botl,rml n rmlUrlu- wyly hraecd by abc,thtng ..Nr-ems .,b_t e ,pc1111e.L 111bere houear, rbor.ls In r_fo. e,e ,'rd fully bnccd 1a1m11Y by a P,oPrsly .ppliot • CI+I erlk+,' t, th-y.bcntd IK h_l al s maumnm sPaclvg of 10'-(1' o.,_ r-nm,cclnr Pl.te sbaU Ire mmulScmunl Imm 2U paugo hot dlppcd galnantred sL.A mcdi,rg ASIhi A 65,j. Grade JIL rml_ oih_L_ slulnaL FABRICATION NOTES I, thI, ldb Indalton We (a b,l aior s ban mieko, ,baa•1„g In a•r11fy Ih,l Itch ILn Ing Is bt ennlormutrc ,wn, lb. 61niolm'plans ouA to ,oll,e n t Uvuh+C nsn,04 Ih<s.,eh ve,l- Mllnn, Any d1,. p._Ic n,c to be Put In .niting before eta tl. nr fn b,la Uon. Ptatn slnli nut he Instaucd oser knothole, LnoL, or If W.,ied grain ?.I —bus .h.0 be cut for llgl.t mung wn„d to w,I„d bear b,g, Can- ncGor pbles s1_u b, I—I-f e., tw,h r_ of lb" h,us wtih , I1. hilly hnllcddcd and shag be sym. about Ibc Toln, Ivdrss olhuudse shmvn. A Sx4 Plate is S' tilde . 4- to, n 6a0 P6le b G lid, x 8" bog. St.,(holed run Parotid to the Plat" ,algal sPedRnl. Dmrble cuts on w"h monben sb.-W med el the ecnboul of the webs Iudena oUmlwise shemrl. Connecter p6le sties c minlntmn slurs I_d on Ih" farces show„ ud m.y used to 1, In,a es.+d (n1 (c,tm. band, LW9 and/nr cr lion stresses, fhb I.., b not to be (b,toled -lb the o"ts,dald L,-,,d lumber unless olhawise show,,. ForaddlUemal tnl nra lien+ on g.I.I ty C.,Ibnl refer to ANSIrIpj 1-1995 PRECAUTIONARY NOTES W bracing and u Uon ,ceommendatlens ,re o Zx olloon:rl In accnnlavice wllh �iavdllog +.:Rattling G. Bodo f, IIIU-91. Tn,sse are r. ,c hanAln, with Pu Uadar oro d nil mmg hnnding bnvdllng, dcllvcry and h,stanaUon lo,vord p. 1 d, a[-ao a,chfu.d plum gn-,c (IlgntnInn sod for elstIDg 6a, ,esball poa- L" elgned 1 Insd Beal by e11,a C-+ rid bunt_ ng Is rssalual and accUun brdcing is atvrays apdml. Nmrro1 Preeaultunnry aUfan fo, ussts INLII ; sudi I- rat bn rsta1611nn bchcea, huss_to prold top dmuting nil demmvivg. The supcxvlsl.n of ertdhm oI o ,IuB be under the m,U.l of 1,caoas rperlcnczd 1n the Inst.11.1f m of Inks+~, ofesslnnal advice etu0 be sougbt If vecdnl. oneentrallon al ,5mshudlnu loads gle lair c,n Ititc dcargo Lando ahau not Lc a14.11c.i le a[ any U." i!n Iaa,ls other than III. _rght. vl U,e e,caun sbali he aPpllnl ro • u-sr_s nnlll alter all faslcnwg oud bnrh,g mull,leloL IIITAR011IDA SYSTE114S MONO VALLEY VALLEY 7RUs COMMON VALLEY I WO: VALLEY SFT IF LESS IHE❑ 3-0.0 IIIEII LIOVE DIAGLIIIAL•IVEEDD TO NEXT PAIIEL E6 i DIAGONALYlERS 1 416 REQUIRED WItil SPANS UR GREAIER THEN 2B.0.0 3,6 7,4 2x4 0_0 4 2x4/ �� Jx6 L4 214 2.4 31fi MAX. 6.0.0 O.C. (TYPI I® TOP CITORUS: 2X4 Sp 02 BOT CHORDS: 2X4 Sp 92. WEBS: -ZX4 SP #3 VALLEY MEMBERS TO BE SET - PERPENDICULAR TO TRUSSES BELOW. / 2r4 OR 4L6 2Y4 0. 1 40 516 1 2x4 OR 316 4.6 4110 2x4 3,6 3x6 on 14xB 7.4 s 2,4 IAAX_ 7NIISS SPACING BELOW c 46, O.C. SPANS UP TO 60-0-0 it: V I QIY:1 N WHEN DIGAONAL WEB PRESERI USE 4X6 PLAIE (9) WHEN NN DIAGONAL WEB PRESEfII USE 2X1 PLATE VALLEY MEMBEIIS AT 24'O.C, (TYPI 114 ]x8 2.4 VARIES 12 UP III 2x4 214 315 MAX. 6-0.0 O.C. (IYPI IT IS NOT REQIIIRED TO SHEATH TRUSSES BELOW VALLEY SET. VALLEY MEMBERS PROVIDE ALL NECESSARY TOP CIIORD BRACING, TIC MUST BE CONTINUOUSLY BRACED BY ROOF SHEATHING UNLESS NOTED OTHERWISE. WHEN VALLEY MEMBERS ARE NAILED DIRECTLY TO TRIMS TOP CR011DS USE (2) 16D NAILS PEIT INTERSECTION, OR TWO FEE1 ON CENTER. WHEW BELOW TRUSSES ARE SHEATHED FIRST USE (2) 10d NAILS OR (1) I6d NAIL PER INTERSECTION , OR TWO FEET ON CEN TER, 2x4 BRACIIIG NAILED FLAT TO EDGE OF WED WI111 12d NAILS AT 8' O.C. OR A SCAB OF THE SAME DIMENSION AHD GRADE AS WEB; NAILED TO FACE (S) OF WEB WITH 10d NAILS STAGGERED 8' O.C. SCAB OR TRAIISVERSE BRACING TO EXTEND FOR 90% OF WEB LENGTH. ONE BRACE REQUIRED ON WEBS GREATER TIIAH 8' LONG I. TWO 2XG BRACES REQUIRED 014 ANY WEB EXCEEnING 14'.1.1 LXCGIYI' AS tiF101tiT7 11r.I��1T5.A14:r• TLZo GA 775"1'LU PI;R AN51fl'PI 1-1995 Maronda Systel.us /1005 MARONnA WAY SANF0111), FL 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PO1dCF P.t. Lif_'I IISG Nl1f15U0f,8 1090 VALLEY TRUSSES (TyP) SUPPORTINr, TRUSS COIAl.1011 OR GIRDER ilk COMMON TRUSSES (rYP.) VALLEY STRAPPING 10 TRUSS BELOW USING LISTA12 f@ 4' O.C. VALLEY TRUSSES CAN BE CANTILEVERED UP TO TWO FEET WARNING: • �•NNi. Sit(lhG1L READ ALL NOTES ON -11-11S SItEEr. A COPY OF T111S DRAWING 1.0 BE GIVEN TO ERECI1NG CON I RACI OR. 1 BRACING WARNIN(D: ❑r Ung sh,rmn on thb, drawlug Is not ucctlun bmcb,g. u'lm1 hraUng, 11 al hrarhig nr sbnllar hiadng vrhlch b , I-' of (I,c budding den lgn and wlud, mull t,r .:o,,.slde, r. sh.an, b for 6letal suplxnR of 41rss ma0tr d 1'1' the t+mlmng dell In hl ,nrh.r Ls trot n.a,-fo , cn is uul}•in reduce buckJing luig(h. P,urtan Isju„st bca Wg Addltlonal braehtg of the _,,,Q ahudurt may fxl tcrPdr uL �ISee IIIU•91 e17!'il.e WIlIdW9 II-Ir mr: 11'n,ss Plate IIUUWte, 7PL Is IoQ4d ai SBJ O.Onvftlo DTI•: e, I.,adbon. l:'L-eulls k, 5'171n1 ,Cit"Lls O 6-0-0 U.C. Eng. DIYg: Usgnr: 'CLY Clilr 1'C Llvt= mm 4,tir l'C ULatl 7.0 IISr Vc 1-ire 1).1) Ilsr 13C Deatl Z.:B psr II'luss ID: Vr Dale: 4-11-01 DulFac - PIT: 1.25 O.C. $17aCIINJ: 27.0n Design Ciiletia: TPI ulP-ncn( n,ld has bm, hosed on bJornoUvr np,ldcd by U,c cllcn(. Tl,c llcsiLMa d)sdaunS , nl• 1—ponslbu,l., I., dan,as_ oa aesvn or ultror lmonect bdorms11vn. sp[.dlIcalions nd/or dc,�lgn, lumt,hcd io U,e I,,,ss d _Iguer the ebcnl and II,c eancctnccs or ,hh ac[un[p 1 Inlmn,ell^n .. „ n,:•T ,chic 1a ^.pr ah: 1-3-1 and .-,ids no re Pp ibiuw or nrose no canlrnl ,.uh -F.'d lv rabrfca- . In udlb,g. A v. „ t and 1s1.1611r.n of Jf.ld-d building camponud In ac_d,n,c ML ISVIPI I-IP95 and NOS-97 to be b ;.P_tcd Part of It., bulldb,g d,-,lgn 1.1• El ulblb, goer 1, cp,slcred a, ehncrt ..r pr oloslo,vl g1„ce11. robe„ rc.lo<cd lo, ,.rr•o.al b< the od,n% dcs,g„c 1. ..c da:gn ha 1st t d,cehcd to be sore that U,e 1.1a In ag,eune.d ,.;U, U1e'--I buudb,g mdas- I cl1n.^uc reen,Js to' "U'd or sno,. Iwd..- fcctsP`ccIn It ns or sP—Jal applied loads. las .I,v.•n- lrvci I,as —I bccn do,gucd Par 1aSe o1 occupancy loads. The design a3sulu0 „pr¢.,o„ eho,d. Il^p or bc,lom, a „th,u .IT bncod by 51,c.U,b,g un,_i aU—.1" dncd, lVhe,e h.,_. c/.onl.. b, lenalor, a,c rw,I n a[ed hie am b, a I r P-Il, appued ccuhrg. ,I.c� should be b.:.Rd ,•l n 1n,un .pacb,g of 10,.0• o_ Cnnnrctor a shall be n,a1•v6etured Iran TU gau a hot d gal..nhcd .bcl ,ncell..� A$Ihl A 6EJ- de 40. u.1— oU,c,1.1,c sl,o•.,c BRICATION N0TG5 Io ra bUa Uon. the fabnalur shall ,e,feor 11„I U•U d,a mi g m ••Ill, the lab,/o1nYs Pia,., and to I. 1ANSI/Irl t b c ulI" cutiln� ua•c rhull not hb,sdllcd o<cr holl,oI_,,rdblmlcd ah,hlonb— s1,.0 be cut 1IIIthIg wood to aoud bcnnr,g.Con. be ,/•cJolnl ,rnlrss lhle y 5" atdc s .ttong. A 6.,8 place 1, ,1— slo4 I1•o1r_-.1 , pamncl to P-cln,d. M.d,lcu1. o ^bU „md al.yc.'om Connsdor Platt sncsbnuln sh- Insc,l onthe hvcc.11-1 to be Ine,a cd I.,tjItru s y nol ,.Ill, Ilre mo11, - lk c sl.o„ ,•- For addill.n.1 guaury- Cnuhul ,der to 1-19q$ CAUTIONARY MO-IC=S dnganrl a eeua.... ndaua. I,o,<ed In acenrJan.;e ,,.tllc-Handlb,g re ,g A 0,adnZ .IUD-91. 7l usse a.e to dlcA n,l 1, pa,nc„L r.-,rc d.n l„g han,l,nF ,•Jlb.6, ,, J1.c• T a nd ,,,a In lie lion to .sold d for r.>,ylb,g 6tcra1 l-,n;rs sl .U,ha �� d and 4ula Ucd b. olhcr.• Ca,c!„1 h.nd- Scnnal and vcclicn 61a[,1,R L. abnls flomlal plctauUuualf action for mlmrn such Icnlpororr bnch,g dulh,g n bcU•ccn lfussr3 to aroW lopNpng ^b,�b,p. the svpc..bw„ v(vccBon a( al,all he under tb< eo1•lrcl c( Persons cell In the btsLllla Uon or Oussrs. Dual ad,•Iee shall be soUghl Ir needca- navon of cnn,h action load. g.calu Ja,K„ Irnds shall nol b. aI piled la l any Ibn _ Na I•nJs 01— Ih:.n the , ,hc rr.c. rs; boll I.v aLLl,oa 1p - udll ahcr1 all Igslcnb,p an•1 hoop„(: cRJ. � OF HIP GIRDED DUCKING ADDED 1-C) -I-UP CNOf ►D STEP 'I -lip -I-IQUSI'd TO S1-10R1-EN. - OSB* N01- TO EXCEED L94 "O.C.. 10 ICE NAILED _I-0 TRUSSES wI I: -IZ'r' ON CEN- STAGGERED PRL—ENG'D TRUSSI_ TOP ALL 01= 13UILDIIVG T-1711LTG 0 �7 M,s`�l DEAD All P1011:5 Of'[ 1111S 511E11-. �rA���t�7 ���(���1§ A COPY OF fr-11S DRAWING TO BE GIVLN IC) E.R C0N1RACTOR_ CCI1f1G 4005 MARONDA WAY BRACING VVARrdItVG:,e,, SA(J1'UIU), Pl. 32771 y,acb,g.ha.m an Uoi,f_b„al L.ICF_IJ$F H(IU_ IIUGA 1 .I1^ldmrrd,JueIcUt. ' D"ruLaa' ll„vehP er,hIa„rvoctslrW!caIU,lreaullotuesf auIbll'bcPnvac:l ubu,al� lIlan`l ,cscr.nuJelnl. raenarr„nc•hdI-n'e,a s p) re,DbIeo,lrl.rlnytcIJc build b,vcJhhs, e(•107) 321.OU64 Fax (407) 321-3913cyl r.6eeda- hUuacwden r bst lhducukuon rlI^Se,U'I, ibunTOMAS 1101'1C1_ P-L. U1a'drnin, `gFtsalmes sb,er,n,nILcudcyd hT r,r. r,bgLn,ca [wI eg ll,c hu U•1 b, Ir_.I 1 n.uc,t_cr anvertc .oa¢oo.rl_snss •Iris d c ylovt�t1"c`I-IScc Illy-91 oI7rq, g' c,"r' c1 593 n'p,n,4h n,!•� l.nd,a A,nrrir .I •.ni...l. - ... _.-. Via^-r..+. a,Pl. r)tg. Jub. Dire: 11a9ur T,LY Clll, 1;C I,i.re J.ti.0 PsC 'T•C ou"I 7.() IIJ BC I--ive (") psC IiC 1)c:.ul IIL(�)� IT,uss ID: 1-IIP Daha: 1 U-2U.-OU Dut--- r_Clc_ I_b--- �.—� ?-- DuIFaC-•I)1I- 1.21. O-L- spool,9: Desis:1 1 ClUelia: TI)1 CvCfc rJ",:. -------------------- )GCIl�hI IhI C/lnas A rite.. ---• vn mr�ll Vlv T desdglt Is for an b,dividual building component and has been based on Werrnauon provided by the client. The designer dtsdabns any responsiblity for damages as a tuft of faulty or Incorrect Information. specifications and/or d-fgns (.-shed to the truss d-Igner by the client and the correctness or accuracy of till WOrnaUon as It may relate to a spe- c8le project and accepts no responsibility or ercls- no control with regard to fabrim- llon, handling, shipment and ustallatfon of trusses. This truss has been designed as an individual building component In accordance with ANSI/77'I 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 I-dtngs shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wir,d or snow loads, Project apeemcations or -Pedal applied buds. Unless shown, truss has not been designed for storage or occupancy loads. The design assmnes coinpresslon chords (top or bottom) are conW,u- ously braced by sheathing unless otieru-tse specifled. Where bottom chords In tension are not fully braced laterally by a P-PerIY applied rigid ceding, they should be braced at a u,aVmum spacing of I(Y-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 fabrimtar shall ,a•lew this drawing to -,-fy that this drawing Is In conferrnance with the fabrimloes plans and to realize a continuing responsibility for such verl- Rca"on. Any df_sc,epancl"` are to be put In writing before euttb,g or fabrication. Plates shall not be 1nst:r8ed over knotholes. knots or distorted grain. Members shall be cut for light fitting woad to wood bearing. Con- nector plates shall be located on both faces of the truss with nabs fully Imbedded and 'flail be symt. aboul the Joint unless otherwise 'be-,. A 5.4 Pale Is 5' wide s 4' long. A 6x8 plate !s 6- wide x 8' long. Slots (holes) M. pnrauci to the plate length sPecbled. Double cis on web members shall meat al the eentrotd of the webs unless otherwise show,,. Connector plate sizes are minimum sizes based .11the forces shoam and may need to be Inerensed for -natn hand- ling and/or ereelion stresses. This truss 1' not to be fabricated with fire retardant healed lumber unless otherwise shown. For addlllonal Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and election reconmendaUons are to be followed In aeconlmee witi,'Uandbng Installing a Bracing-. IIIB-91. Trusses are to be handled with particular care during binding and bundling. delivery and Installation to avoid damage. Temporary and permanent braeIng for holding unsses In a straight and plumb los- Itlon and for resisting lateml forces shall be designed and Installed by others. Careful hand- ling Is essential and election bracing is always required. Normal precautlunary action for truss"` ,equir- such temporary bmcing during Installation between trusses to avoid toppling and dominoing. The supen-ISion of erection of trusses shall be under the control of persons 7exrienced In the Installation of trusses. -sional advice shall be sought If needed. Concenln,Uon of construction loads greater than the design lords shall not be applied to truss- at any time. No loads other than the weight of the erectors shall be applied to lassesnnW after all faslenhig art,] bracing Is completed. " �r [I't- n /1\ I UFF UNLIFI U.L. TOP CHORDS: 2x6 SP #1 D 2x8 SP #1 D 2,3 BOT CHORDS: 2x6 SP #2 2x6 SP #1 D 3 WEBS: 2x4 SP #3 2x8 SP #2 2,16 WndLod per ASCE 7-98, C&C, V= 125nq)h, H= 15.0 ft, I= 1.00, Exp.Cat- B, Kzt= 1.0 Bld Type= Encl L= 58.0 ft W= 40.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Inipact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/961 at JOINT #17 L=-0.4811 D=-0.51" T=-0.99" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.47" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.23" RMB = 1.15 WO: CHEK3 _ WE: This 4-PLY Hip Master designed to carry III 0" jacks (mono truss framed to BC) and Hip Jacks framed to BC 4-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 Repeat nailing as each ply is applied. 1/2" thru-bolts,or WS6 1/4"x 6" wood screw at 24" o.c. shall be installed on TC&BC in addition to nailing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1621# Support 2 1621# .-TC... FORCE ... CSI 1- 2 -13806 0.25 2- 3 -16526 0.27 3- 4 -20882 0.14 4- 5 -20882 0.17 5- 6 -24952 0.20 6- 7 -24952 0.20 7- 8 -20881 0.17 8- 9 -20880 0.14 9-10 -16525 0.27 10-1.1 -13806 0.25 4-PLYS IZEQUI R.ED .-BC ... FORCE ... CSI 22-21 12242 0.68 21-20 12998 0.66 20-19 16654 0.66 19-18 23651. 0.92 18-17 23651 0.70 17-16 23649 0.70 16-15 23650 0.92 15-14 16653 0.66 14-13 12997 0.66 13-12 12241 0.68 TI: A QTYA =========Joint Locations======_==_______ 2) 4- 2 14 10) 35- 9- 2 18) 15- 9- 5 3) 7- 4- 0 11) 40- 0- 0 19) 11- 6-11 4) 11- 6-11 12) 40- 0- 0 20) 7-10-11 5) 15- 9- 5 13) 35- 9- 2 21) 4- 2-14 6) 20- 0- 0 14) 32- 1- 5 22) 0- 0- 0 7) 24- 2-11 15) 28- 5- 5 8) 28- 5- 5 16) 24- 2-11 ----------- TOTAL DESIGN LOADS ------------ Uniform PLF Fruatt PLF To TC Vert L+D -46 -1- 0- 0 -46 7- 4- 0 TC Vert L+D -23 7- 4- 0 -23 32- 8- 0 TC Vert L+D -46 32- 8- 0 -46 41- 0- 0 BC Vert L+D -20 0- 0- 0 -20 7- 4- 0 BC Vert L+D -186 7- 4- 0 -186 32- 8- 0 BC Vert L+D -20 32- 8- 0 -20 40- 0- 0 Concentrated LBS Location BC Vert L+D -1475 7- 4- 0 BC Vert L+D -1475 32- 8- 0 --MAX, REACTIONS PER BEARING LOCATION ..... X-Loc Vert Hokiz Uplift Y-Loc Type 0- 4- 0 4660 0 -1621 BOT PIN 39- 8- 0 4660 0 -1621 BOT H-ROLL - �00 4 5 7 s /4U 10 it 8X10 3X6 6X8 IUX10 6X8 -G.UO I 4X6 3X6 MID 4-4-8 O-G-G 4X6 3X4 _ SX14 4X6 8XIo 4X6 3X10 4X6 T 0-6-6 4-2-6 5X6 1-9-11. 8X14 Face = 0-2-8 3.00 I 3X4 5XG -0-8-0 � I 3.00 1,ace = 0-2-8 r� 7-2-11 � 21 -L 8.00" 24-2-10 0 19 13 17 1G 7-2-14660N l5 14 311-0-0 2. (RO 4UU-U 466UN 8.Ull,- EXCE'T AS SI101VARE I475N T 0 CA TESTED PER ANSI/•fPI � 1-0-0NPLATES I-I995 WARNING: 1475k (RO- I U-10) s`q'C - l).1.595 READ All NOTES ON THIS SHEET. Eng. Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN Job: W HEK TO ERECTING CONTRACTOR. 1�s g: Truss ID: A 4005 MARONDA WAY BRACING WARNING: usgnr: 7'LY t;1i1;: Date: 6-26-03 $AN FORD. 11. 32771 (407) 321-0064 Fax (407) 321-3913 Brar.Ing shy 'n tin this drawyug is rat erecllen hmrbrg, wind bractng, tonal bracing or sbnilar hracUrg whlch is a Part of the building design and much must be consldaed by tire bulldhng r'li a, shrnrn Is for 1 C hIVC 1 Dead 16.0 1)Sf 7.0 DurFae - Lbr: 1.25 DurFac TOMAS PONCE P.E. n Bracing Uleral suplon of toss members only to reduce buckW, ten made to anchor lal"mi bracmp at ends an(] cemeri location' deler,nIned e; ln, dos "; 't be aC l.;ce psf 0.0 -Plt. 1.25 O.C. Spoein LICENSE /SA DR-068 1005 lgNNE$$A UR.OVIlU(I.FL'2 the Additional bracing of the overall suvclure may be required. (See 1118?)l of ;,•I,, g cs g,rer. frr ss Plate Institute, TPI. tv lasted at 583 D'Unoblo ❑nvc. %,adtsom, BC 1)C:Id psr to•o psr Design ri 24.0" gn Criteria: TPI i G6 Design: Afaldl Annfylis 1l'sconsin s3719,. f o rAlfEDIR -- 33.0 Code Desc: FLA Job PATIf: C:)7'EE-L0Kl110d psr I V:09.o5.02- 25763- 5• 1117S: 03.20.02 DESIGN INFORMATION This dcslgn 15 for an Individual building omponent and has been based on hdormetion provided by the client. The designer disclaim any responslbUlty for damages as a result of faulty or Incorrect Information. speclflcatIons and/or designs fumUhed to the muss designer by the ellent and the correctness or accuracy of this Information as It may relate to a spe- clllc project and accepts no responsibility or exercises no control with regal to fabrica- tion, handling, shipment and Installation of I—— This t- has been designed as an individual building component In accordance with ANSI/col 1-1995 and NDS-97 to be Incorporated as part of the building design by a Budding Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that tire data shown are In agreement with the local building codes, local climatic records for wind or snow loads, project specdlcaUons or special applied loads. Unless shown, tress has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) arc continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied tigld ce8ltg, they should be braced at it maximum spacing of 10'-0- o.c Connector plates shall be manufactured front 20 gauge hot dipped galvanized steel meeting ASiT1 A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall nvlew I drawing to _dy that this drawing is In confomhancce with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancles are to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Members shall be cut for light fitting wood to wood bearing. Con. nector plain shall be [anted an both farm 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- ]ong. A 6x8 plate is 6" wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are mWmum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection Xesses. This truss is not to be fabricated with fire retardant treated lumber unlessolhehwise shmwir. For additional triformntion rah Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with Handling InslaRing & Bractng-. 11111-91. Trusses an to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Tempomry and permarrent bracing for holding trusses In a straight and plumb pos- Itlon and for misting 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 avold loppling and d-Liurtng. The supervision of erection of misses shad be under the control of persons experienced In th< Wtnllatlon of tresses. Professional advice shall be sough If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any Lure. No kvuls other than lire welght of the erectors shall be applied to trusses until after nil fastening and bracing Is completed. JB: CHESAPEAKE K 3 AC: 1 Obi UPLIFT D.L. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,6 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise MAX LIVE LOAD DEFLECTION: L/950 at JOINT # 4 L=-0.49" D=-0.50" T=-0.99" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.47" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.23" RMB e, 1.15 T 5-0-8 0-6-6 Face = 0-2-8 3.00 0-8 6X8 WO: CHEK3 WE: ®Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.c Brace must extend at least 90% of web length 2x6 Brace required on any web over 14'-0". WndLod per ASCE 7-98, C&C, V= 125mph, H. 15.0 ft, I- 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L= 58.0 ft W= 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -4073 0.52 12-11 3664 0.76 2- 3 -5333 0.59 11-10 3665 0.64 3- 4 -5387 0.42 10- 9 5402 0.83 4- 5 -5372 0.57 9- 8 3664 0.65 5- 6 -4072 0.53 8- 7 3663 0.76 4X6 8Xin TI: B BTY:1 -- -===Joint Locations_______________ =-- 1) 0- 0- 0 5) 31- 4- 0 9) 22- 8- 0 2) 8- 8- 0 6) 40- 0- 0 10) 17- 2--1 3) 17- 2- 1 7) 40- 0- 0 11) 8-11-11 4) 22- 8- 0 8) 31- 0- 5 12) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift y-Loc Type 0- 4- 0 1366 55 -988 BOT PIN 39- 8- 0 1366 0 -1007 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE. Support 1 988# Support 2 1007# AVQ 6.00 5X6 T 0-66-6 4-10-6 _L 3 00 Face = 0-2-8 0-8-0 1 8-3-11 22-0-10 8-3-11 1 1366N 8.00" 11 10 9 l 7 11-0-0-0 1" 1366# 8.00" 0� (RO-10-10) I 40-0-0 �a 1--0-0 - EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSI/TP1 1-1995 (' RO-10-10) scale = 0.1595 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: O: CHEK3 Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: B CONTRACTOR. Dsgnr: TLY ICU: Date: 4-21-03 4005 MARONDA WAY BRACING WARNING: TIC Live 16.0 psf DurFac - Lbr: 1.25 SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by tie building designer. Brach g TIC Dead 7.0 psf DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 shown is for Lateral support of truss member only to reduce buckling length. Pmvislons must be BC Live 0.0 psf O.C. Spacing: 24.0" TOMAS PONCE P.E. made to anchor lateral bmcing it ends and specdled locations determined by the building designer. Additional bracing of tine overall structure may be required. (See HIB-91 of TPI). BC Dead 10.0 psf Design Criteria: TPI 9 LICENSE #0050068 frmss Plate Insttule. TPI. Is located at 583 D'Onofrto Drive. Madison. Wisconsin 537191. Code Dese: 1005 VANNEssA DR.oVIEDO.FL32766 TOTAL 33.0 psf V:09 .05.02- 21644- 1 Derign: Afmrir AnnlytiJ JOB PA771: C:17FE-1.OKI110AfE1)1R TICS: 0.05.? JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. DESIGN INFORMATION This design is for an Individual building component and has been based on hifonnation provided by the client. The designer disclaims any responslbWty for darling- as a result of faulty or Incorrect Information, specWmulins and/or designs furnished to the truss designer by We client and the correctness or amumcy of it,'; Inlomlation as It may relate to a spe- cific project and accepts no responsibility or exercises no control wlUt regard to fabrin- lion, handling, shipment and Installation of trusses. This truss has been designed as an individual budding component In accordance with ANSUIVI 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 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 climatic records for wind or snow loads. pm)ect specdlntlons or special applied loads. Unless shown, truss has not been designed for storage ar occupancy loods. The design assumes cornpression chords (lop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully bmced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0- o.c. Connector plats shall be manufactured from 20 gauge hot dipped galvanued steel meeting ASl7d A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Pnor to fabrication, the fabrinlor shad review this dmwtng to verify that this drawing N in conlonnance wiUl the fabricators plans and to reall= a continuing responsibility for such veri- fleatlon. Any discrepancles are to be put In wrlUng before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted gram. Members shad be cut for tight filling wood to wood bearing. Con. nectar plates shall be ]-led on both faces of the truss with nulls fully imbedded and shall be syrn. about the Joint unless aLb-bc 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 wets unless otherwise shown. Connector plate sues are minimum sues based on the forces shown and may need to be Increased for certain hand. ling and/or erection stresses. 71nb truss is not o be fabricated with fire retardant treated nlumunless ot ber herwtse shown. For addlUonal onnation on guallly Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ad bracing and erection recommendations are to be followed In accordance with'Handdng InsL1ding Ar Bracingr', HIB-91. Trusses are to be handled with parUcular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a stmiglnt and plmnb pos- Itlon and for resisting lateral forces shall be designed and installed by others. Careful hand- ling b essential and erection bmcing Is alwnJs required. Normal precautionary actlon for trusses requires such tempomry bractrng during it, llauon between trusses to avoid toppling and dominoing. The supervision of erection of trusses shad persons be under the control of experienced In tie istadatlon of trusses. P-lessional advice shall be sought If needed. Concentration of construcUon Iwds greater than the design loads shall not be applied to trusses at any time. No loads other than line welght of the erectors shall be applied to trusses until after ad fastening and bolting is completed. TOP CHORDS: 2x6 SP #2 2x8 SP #2 2,3 BOT CHORDS: 2x6 SP #2 2x8 SP #2 2,3 WEBS: 2x4 SP #3 2x4 SP #2 12 WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I- 1.00, Exp.Cat. B, Rzt- 1.0 Bid Type= Encl L= 58.0 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/424 at JOINT #15 L=-1.09" D= 0.45" T--0.64" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.31" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.53" RMB = 1.15 T 5-0-8 0-6-6 Face 0-8 0 WO: CHEK3 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. 3-PLY TRUSSI fasten w/3"x 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Repeat nailing as each ply is applied. Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 787# Support 2 757# .TC... FORCE ... CSI .-BC ... FORCE ... CSI 1- 2 -7832 0.22 20-19 6968 0.53 2- 3 -9350 0.24 19-18 7171 0.54 3- 4 -11397 0.10 18-17 8829 0.39 4- 5 -11398 0.12 17-16 13169 0.57 5- 6 -14088 0.16 16-15 13170 0.59 6- 7 -14092 0.16 15-14 12462 0.58 7- 8 -12168 0.16 14-13 7594 0.39 8- 9 -8034 0.20 13-12 6224 0.47 9-10 -6791 0.18 12-11 6040 0.46 3-PLYS REQUIRED 8X10 3X6 04-9 3 001 -2-0 �{ 6X8 10X10 6X8 LO ly PS 17 16 15 14 2657# 8.00" 1-0-0 40-0 ) CdS�) A S (12) 2X4 866# 1394N EXCEPT AS S11OWN PLATES ARE T1.20 GA TES 'EU 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 1005 VANNESSA DROVIEDO.FL32766 Design: Matrix Andlvris WAKIVIIIVV: 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 blueing, wind bmcing, portal bnci ng or similar bracing which b a part of the budding design and which must be considered by the building designer. sole big shown Is for lateral supimn of truss members only to reduce buckling length. Prrwblous must be made to anchor late ul bmcing at ends and spec Wed IonUous delemllic try the bulloil_ designer. Addition al bracing of Um overall structure may be required. (.See HIB-91 of TPI). D'nss Plate Institute, TPI, Is located at 583 D'Onofdo Drive. Madison. 1Vbconsln 53719). JOB P,1771: 17:ITEE-LOK1110MEDIR TI: B 1 8TY:3 __ _=====Joint Locations=======o===.=__ 1) 0- 0- 0 8) 31- 4- 0 15) 20- 8- 0 2) 4-10-14 9) 35- 1- 2 16) 16- 2-11 3) 8- 8- 0 10) 40- 0- 0 17) 11- 7- 4 4) 11- 7- 4 11) 40- 0- 0 18) 9- 1-11 5) 16- 2-11 12) 35- 1- 2 19) 4-10-14 6) 20- 8- 0 13) 30-10- 5 20) 0- 0- 0- 7) 23- 9- 5 14) 23- 9- 5 -- ---- --- --- TOTAL DESIGN LOADS ---------- Uniform PLF From PLF To TC Vert L+D -46 -1- 0- 0 -46 41- 0- C BC Vert L+D -20 0- 0- 0 -20 40- 0- 0 Concentrated LBS Location BC Vert L+D -866 11- 7- 4 BC Vert L+D -1394 20- 8- 0 --MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 2656 -28 -787 BOT PIN 39- 8- 0 2334 0 -757 BOT H-ROLL 8X10 T 0-6-6 4-10-6 61.1V 3.00 Face = 0-2-8 113 12 �111 2334# 8.00" 100 (RO-10-10) scale = 0.1595 Eq. Job: W HE DNvg: Truss ID: B1 Dsgilr: TLY Clik: Date: 4-21-03 TC Live 16.0 psf DurFaC - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psr O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: TOTAL 33.0 psf I V:09.05.02- 21646- 11CS: 08.20.02 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclabns any responsibility for damages as a result of faulty or Incorrect information, specifications and/or designs fumished to the taus destprcr by the client and the correctness or accuracy of this information as It may miate to a spe- cific project and accepts no msponslblUty or exemises no control with regard to fa nica- ldon. handling, shipment and Ima.11auon of muses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer. the desigrt Imdings shown ust be checked to be sure tl, t the data shown are In agreement with the local buI]' codes, local climatic records for wind or snow Inds, project speciflcations or special applied loads. Unless shown, truss has not Ixen destpxd for storage or occupancy lads. The design assumes compression chords Ilop or bottom) are conunu. ously braced by sheathing unless otherwise .1-i led. Where bottom chords to mnslon are not fully braced laterally by a properly applied rtgld ceWng, they should be braced at a maximum spacing of 10'-W o.c. connector plates shall be manufactured from 20 gauge hot dipped 9.1-Aud steel -citing ASIM A 6.53. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator slmu rewdew this dmwing to verify that this drawing Is In conformance with the fabricator's plans wad to realize a continuing responslbWty for such veri- fication. Any discrepancies are to be put in wrilmg before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con. nector plates shall be located on both faces of the truss with nails fully bnbedded and shall be sym. about the joint unless otinerwtse shown. A 5.4 plate H 5- wide x 4' long. A 6x8 plate Is 6" wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the cenlrold of the welu unless otherwise shown. Connector plate sizes are mintmmn sizes based on the forces shown and may need to be increased for certain hand- ling and/or errclion stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on guabty Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations arc to he 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- Ition and for restsUng lateral forces shall be designed and Installed by others. Cwefud hand. Ung 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 domino(ng. The supervision of erection of trusses shall be under the control of persaru experienced In We butati llaon of Wsses. professional advice shall be sought If needed. Concentration of construction lads greater than the design lads shall not be applied 10 trusses at any time. No lads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4 MULTIPLE LOADS -- This design is the coulposite result of tmiltiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise MAX LIVE LOAD DEFLECTION: L/999 L=-0.42" D=-0.44" T=-0.86" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.44" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.22" RMB = 1.15 5-8-8 0-G-6 Face 0-8 WO: CHEK3 WE: ®Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.c Brace must extend at least 90% of web length 2x6 Brace required on any web over 141-0". WndLod per ASCE 7-98, CSC, V- 125mph, H- 15.0 ft, I= 1.00, Exp.Cat. B, Rzt- 1.0 Bld Type= Encl L= 58.0 ft W. 40.0 ft Truss in INr zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -4019 0.55 10- 9 3615 0.72 2- 3 -4925 0.57 9- 8 3597 0.64 3- 4 -4925 0.57 8- 7 3596 0.64 4- 5 -4018 0.56 7- 6 3614 0.72 TI: C QTY:1 _ -------===Joint Locations===-========= =1) 0- 0- 0 5) 40- 0- 0 9) 10- 3-11 2) 10- 0- 0 6) 40- 0- 0 .10) 0- 0- 0 3) 20- 0- 0 7) 29- 8- 5 4) 30- 0- 0 8) 20- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1366 58 -992 BOT PIN 39- 8- 0 1365 0 -1011 BOT H-ROLL' PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 992# Support 2 1011# 10-0-0 11 20-0-0 1 10-0-0 3 C 6X8 8X10 AYR 0-ft-3 UV-4 -o{ Q 5X6 r 5-6-6 0-6-G 3.00 Face = 0-2-8 080 11 9-7-11 194-10 9-7-11 1366# 8.00" 8 6 1-0-0 1366# 8.00" 40-0-0 10-0 l,A (ROCC> -10-10) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 scale = 0.1595 ■ Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.QVIEW.FL32766 Design: Alairir Analj'sis WAKIVING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erection bracing, wind bracing. portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Prowlslons must be made to anchor lateral bracing at ends and specified locations detenutned by the building designer. Additional bracing of the overall Structure may be mqulmd. IS- HIB-91 of 91'1). (Russ Plate Institute, TPI. is located at 583 D'0nofrio Ditve. Madison. Wisconsin 53719). JOB P,4771: CITEF4,OXIHOMEDIR Eng. Job: Dµ'g: Dsgur: TLY Clhk: TC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf ,wTAL 33.0 Truss ID: C Date: 4-21-03 DurFac - Lbr. 1.25 DurFac - PIt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: TICS: 08.20.02 DESIGN INFORMATION Thl design is for an individual building component and has been based on Infomlalfon provided by the client. The designer dbcblms any r-ponslbWLy for damages as a result of faulty or incorrect lid onn.Dun. specifications and/or designs furnished to the truss designer by the client and Lite e-mclness or accumry of Utls bhfommllnn as It [flay relate 10 a spe- cik project and accepts no responsibility or etemi- no control w1U1 regard to fabrica. tion, handling. shipment and Installation of drosses. T iLs 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 Lite building design by a Building Designer Imotered architect or professlonal engineer). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are It agreement with Lite local building codes. local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown. Les ss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are conunu- usly braced by sheathing unless otherwise specified. Where boll.,., chords In tension are not fully braced Laterally by a properly applied rigid celling. they should be braced at a maximum spacing of 10'-0- o.c. Connector plates shall be manufactured from 20 gauge hot dipped gahanued steel meeting ASrhl A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a continuing responsibility for such verl- Ootlon. Any diserepancles are to be put in writing before cutting or fabrication. Plat" ldes shall not be Installed over knotholes. knots or distorted grain. Meunbers shall be cut for tight fitting wool to wood bearing. Con- nector plates shall be located on both faces of the truss with .it, Iidly bniedded and shall be sym. about the Joint unless otherwise shown. A 5..4 plate Is 5- wide x 4' long. A 6.8 pb to Is 6' wide x 8' long. SIoLs (holes) rvn pamiel to the plate length specified. Double cuts on web members shall meet at the cenlrold of the -1.3 unless of herwtse shown. Connector plate sizes are mini - slur based on the forces shown mid may need to be Increased for certain hand- ing and/or erection stresses. This truss is not to he fabricated with fie retardant treated lumber unless otherwise shown. For add]U.n.1 Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and emcUon recommendations are to be followed in accordance with -Handling Installing N Bracing-. I LIB-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 pon- Itlon and for restsung lateral forces shall be designed and installed by others. Careful hand. ling Is essential and erectlou bracing is ahvays required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervi ion of erection of trusses shall be under the control of Ieis I. experienced in the installation of trusses. e Professional advice shall be sought If needed. Conecntratlon of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the wefght of the erectors shall be applied to trusses until At, all fastening and bracing is completed. WO: CHEK3 WE: ®Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.c Brace must extend at least 90% of web length 2x6 Brace required on any web over 14'-0". WndLod per ASCE 7-98, C&C, V= 125mph, H- 15.0 ft, I= 1.00, Exp.Cat. B, Rzt- 1.0 Bld Type= Encl Ler 58.0 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 -4019 0.55 10- 9 3615 0.72 2- 3 -4925 0.57 9- 8 3597 0.64 3- 4 -4925 0.57 8- 7 3596 0.64 4- 5 -4018 0.56 7- 6 3614 0.72 TI: C 1 9TY:1 ==--= -----====Joint Locations=======>=-=-= 1)0- 0- 0 5) 40- 0- 0 9) 10- 3-11 2) 10- 0- 0 6) 40- 0- 0 10) 0- 0- -0 3) 20- 0- 0 7) 29- 8- 5 4) 30- 0- 0 8) 20- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1366 58 -992 BOT PIN 39- 8- 0 1365 0 -1011 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 992# Support 2 1011# 0 10-0-20-0-0 1 10-0-0 3 5 6.00 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise MAX LIVE LOAD DEFLECTION: L/999 L=-0.42" D=-0.44" Te-0.86" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.44" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.22" RMB = 1.15 T Face = 048 3 0V-�-0 0-8 6X8 8X10 6YR -G 00 5X6 T 5-6-6 0-6-G ( 3 00 Face = 0-2-8 0-8-0 19-7-11 19--10 9-7-11 1 8 G 1366# 8.00" 13GG1/ 8.00" -00 100 4000 1 e cd��) AYES (12) 2xa (Ro-to-to) EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSI/1'111 1-1995 scale = 0.1595 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSG #0050068 1005 VANNESSA DIi OVIEDO.FL327G6 YYAKNINIU: 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 sinllar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for laleml support of Wss members only to reduce buckling length. Provislons must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Lite AddlUonal bracing of metal] structure may be required. (See HIB-91 of TPII. rr-55 plate Iruulutc. TPI, is located at 583 D'Ooofrlo Drive. Madison. Wisconsin 53719). Eng. Job: Divg: Dsgnr. 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 psf Truss ID: C1 Date: 4-21-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: Design: Mairir Analysis JOB PA771: CA7F.F-LOKIHOh11F1)1R HC3: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer dlscl inns any responsibility for damages as a result of faulty or Incorrect Information. speciflcations and/or designs furnished to the Lena d-Igner by the client and the correctness or accuracy of this Information as It may relate to a spe. clot, project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, still) nt and installation of trusses. This owes has them designed as an Individual building component In accordance will ANSI/'ITI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be. sure that the data shown are in agreement with the lord building codes, local climatic records for wind or snow loads. project spttdlcat mis or special applied loads. Unhless shuwn. truss tins not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of 10'-(r o.c. Connector pi des shall be manufactured from 20 gauge hot dipped galvanized slttl meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES prior to fabrication. We fabricator shall review this drawing to verify that this drawing H m conformance with tine fabricator's plans and to reallu a continuing responsibility for such verl- Gcatlon. Any discrepancies are to be put In writing Wore cutting or fabrication. PL t- shall not be Installed over knotholes• knots or distorted grain. Members shall be cut for tight filling wvod to wood beating. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4' long. A Gx8 plate b 6" wide x 8" long. Slots (holes) run parallel to the plate length sr-Lncd. Double cuts on web members shall meet at the centmld of the webs unless otherwise shown. Connector plate sizes are minbnurrh sizes based on the forces shown and may need to be increased fur certain hand- Iing and/or erection stresses. This from Is not to be fabricated with fire retardant treated hardier unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations we Ica be foil -I in accordance with "Handling InstaWng & Bmcing". HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and pemnanenl 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 - Wig is essential and erection bmcmg Is always required. Normal precautionary action for trusses requires such temporary bracing during hislallallon between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Prof -tonal advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to iris.- at any time. No loads other than the weight of the erectors shall be applied to truss- until alter all fastening and bracing is completed. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 4,6 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 975# Support 2 1009# MAX LIVE LOAD DEFLECTION: L/999 L=-0.35" D=-0.36" T=-0.71" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.21" RMB = 1.15 T 64-8 0-6-6 WO: CHEK3 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt_ 1.0 Bld Type= Encl L= 58.0 ft W= 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI _13C... FORCE...CSI 1- 2 -3949 0.44 14-13 3535 0.78 2- 3 -3824 0.41 13-12 3584 0.71 3- 4 -4342 0.45 12-11 3483 0.58 4- 5 -4342 0.45 11-10 3484 0.58 5- 6 -3825 0.42 10- 9 3584 0.71 6- 7 -3949 0.46 9- 8 3536 0.78 TI: D QTY:2 ==_ ===_======Joint Locations======__=_____ 1) 0- 0- 0 6) 33- 9- 2 11) 20- 0-_0 2) 6- 2-14 7) 40- 0- 0 12) 11- 7-11 3) 11- 4- 0 8) 40- 0- 0 13) 6- 2-14 4) 20- 0- 0 9) 33- 9- 2 14) 0- 0- 0 5) 28- 8- 0 10) 28- 4- 5 ----MAX. REACTIONS PER BEARING LOCATION--- X-Loc Vert Horiz Uplift y-Loc Type 0- 4- 0 1365 88 -975 BOT PIN 39- 8- 0 1366 0 -1009 BOT H-ROLL 11-4-0 17-4-0 11-4-0 1 2 4 6 7 6X8 8X10 6xR Face = 04 =1 �'uu -6 00 5X6 6-2-6 0-6-6 3 00 Face = 0-2-8 08 0 080 l 10-11-11 16-8-10 1 10-11-11 1 13 1 11 10 8 1366# 8.00" 1366U 8.00"9 1-0-0 le 40-0-U cdmt) AlrES (12) 2x4 (RO-10-10) EXCEPT AS S11OWN PLATES ARE TI-20 GA TESTED PER ANSUTPI 14995 scale = 0.1595 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDO.F1.32766 Design: Matrix 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 dmw(ng Is not erection bracing, wind bracing, purial bracing or sinndar bracing which is a part of the building design and which most be considered by the building deslphen Bracing shown Is for lateral support of muss mashers only In reduce buckling length. Pr Wons must be made to anchor Lateral bracing at ends and specified locations detenrdned by the building designer. Additional bracing of the overall structure may be required. (See I IIB-91 of lrf'8, (fross Mite Institute, M. Is located at 583 D'Onoido Drive. Madison, Wisconsin 53719). !OR 1'A771: C:I7ZE-LOK1110MPDIR Eng. Job: Dwg: Dsgnr: TLY Clik: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psr BC Dead 10.0 psf TOTA I. 33.0 Truss ID: D Date: 4-21-03 DurFac - Lbr: 1.25 DurFac - PIt: 1.25 O.C. Spacing: 24.01' Design Criteria: TPI Code Desc: 11 CS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. DESIGN INFORMATION This design is for an individual building component and his been based on infonration provided by the client. The designer disclaims any mspuuslbWty, for damages as a result of faulty or Incorrect hdonuatlon, speclflcalions and/or designs furnished to the truss designer by the client and the ennecbneas or accuracy of this Information as It may relate to a spe- clfic praJect and accepts no r-pons]bWty or exercises no control with regard to fabncn- llon, handling, shipment and Installation of trusses. This buss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be lnctmporated as part of the building design by a Buikibng Designer (registered architect or professional englneed. When reviewed for approval by the building designer, the design landings shown must be checked to be sure that the data shown are In agreement w1Un the local building codes. local climaUc records for wind or snow loads, pro)ect specifications or special applied loads. Unless shown• truss has not tteen designed fnr storage or occupancy loads. The design assumes compression chords (lop or bottom) are coutinu- ously braced by shealhbtg unless otherwise specWed. Where bottom chords In tension are not fully braced laterally by a properly applied rigid telling, they should be braced at a maximum spacing of IU-0' o,c. Connector plates shall be manulactured tram 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 ls in conformance with the fabneators plans and to mallet a continuing responsibility for such vert- Ilmllon. Any discrepancies are to be put In writing before cutting or fabrication. Pbtes shall not be Installed over knolholn. knots or distorted gram. Members shall be cut fur tight fitting wood to wood bearing. Can- nector plates shall be located o,I both faces of the truss with nails fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is 6' wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the eentrold of the webs unless otherwise shown. Connector plate sizes are mininrunn sizes based on the fumes shown and may need to be increased for certain hand- ling and/or erection stresses. This (fuss is not to be fabricated with Ore retardant invited lumber unless otierwise 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 accuidance with'Handling Installing A Bracing', HIB-91. Trusses are to be Ira ndled with particular care during banding and bundling• delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Ition and for reststing lateral forces shall be designed and installed by others. Careful hand- ling is es cmlal and erectlon bracing Is always required. Normal premutionay action for muses requires such temporary bracing during installation between trusses to avoid toppling and donhtnoing. The supervision of erection of trusses shall be under the control of persons experienced In the instalWUou of trusses. professional advice shot] be sought if needed. Concentration of construction lands greater than the design foods shall not Ire applied to trusses at any time. No loads other than the weight of the erectors shall be applied to louses until after all fastening and bracing I, compieted. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 4,6 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 974# Support 2 1008# MAX LIVE LOAD DEFLECTION: L/999 L=-0.32" D=-0.33" T=-0.65" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.21" RMB = 1.15 7-0-8 0-6-6 WO: CHEK3 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 58.0 ft We: 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 -4002 0.46 14-13 3591 0.79 2- 3 -3689 0.42 13-12 3629 0.69 3- 4 -3880 0.37 12-11 3343 0.53 4- 5 -3880 0.37 11-10 3342 0.53 5- 6 -3689 0.43 10- 9 3629 0.69 6- 7 -4002 0.47 9- 8 3590 0.79 6X8 3X4 6YR Face = 0.8 1366# 8.001r 1-0-0 Cd%t;q }a)P A ES (12) 2X4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI (Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDO• I-32766 Design: Marra Ariafysis 40-0-0 1-1995 W1kKr41F4 is 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 bulldtug d-Igrer. Bracing shown is for lateral support of truss member only to reduce buckling length. Prr wo u nuut to made to author Lateral bracing at ends and specified locations delemdned by the building designer. Additional bracing of the overall structure may be required. [See HIB-91 of TPI). (Russ Plate Insillme, M. Ls located at 583 D'Onohlo Drive. Madison. Wisconsin 53719). JOB PA77I: C:ITFFWK1110MEDIR TI: E QTY:2 -Joint Locations========_ ... ___ 1) 0- 0- 0 6) 33- 1- 2 11) 20- 0--0 2) 6-10-14 7) 40- 0- 0 12) 12-11-11 3) 12- 8- 0 8) 40- 0- 0 13) 6-10-14 4) 20- 0- 0 9) 33- 1- 2 14) 0- 0- 0 5) 27- 4- 0 10) 27- 0- 5 ----MAX. REACTIONS PER BEARING LOCATION----= X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1365 92 -974 BOT PIN 39- 8- 0 1365 0 -1008 BOT H-ROLL Q 5X8 6-10-6 0-6-6 3.00 Face = 0-2-8 080 9 l 8 1366# 8.00" 0-0 (110-10-] 0) scale = 0.1595 Eng. Job: WO: CHEK3 Dwg: Truss ID: E Dsgnr: TLY Cltk: Date: 4-21-03 TC Live 16.0 psf DurFae - Lbr. 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live BC Dead TOTAL 0.0 psf 10.0 psf 33.0 psf O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: V:09.05.02- 21650- /1CS: OS.10.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the cllenL The designer dlsclainns any responsibility for damages as a result of faulty or Incorrect Information, speclfle"Hons 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- ctflc proiceland accepts no responsibility or exercises no control with regard to fabriea. tion- ha idWhg, shipment and installation of muses. This Truss has been designed - an Individual building component In accordance with AN51/17I 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 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 speclfl-Uors 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 conWnu- ously braced by sheathing unless otherwise specltled. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceUmg. they should be braced at a maximum spacing of 10'.0' o.e. Connector plates shall be manufactured from 20 gauge hot dipped galvartUed steel meeting ASIM A 653. Grade 40, mdess otherwise shown. FABRICATION NOTES prior to fabilmUon, the fabricator shall review this drawing to verify that this drawing Is In conformance with the fabricator's plats and to realize a continuing responsibility for such veri- fkallon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be IruitaBed over knotholes. knots or distorted grain. Members shall be cut for tight lilting wood to wood bearing. Con. nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sira. about Lhejoahl unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is 6' wide x 8' long. Slots (holes) run p rutel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sties based on the forces shown and may need to be increased for certain ha nd- [Ing and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For addlUonal Unfor cation on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendation are tnwe be follod in accordance with -Handling IlaWng @ Bracing'. HIB-91. Trusses era to be handled with particular care during banding and bundling. delivery and bstillation to avoid damage. Temporary and permanent bmcmg for holding trusses In a straight and plumb pm - Ilion and for resisting lateral forces siha0 be designed and Installed by others. Careful hand - Lung Is essential and erection bracing is always requird. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and in dorraoing. The supervision of erection of trusses shall be under the control of person experienced in the Installation of trusses. Pmfesslonal advice shall be sought U needed. Concentration of construction loads greater than the design loads shall not be applied in trusses at any lane. No loads other than the weight of the erectors shot] be applied to trusses whit] a]ter all fastening and bracing is completed. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4,6,8 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 973# Support 2 1007# MAX LIVE LOAD DEFLECTION: L/999 L=-0.30" D=-0.31" T--0.61" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.21" RMB = 1.15 7-8-8 0-6-6 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L= 58.0 ft W= 40.0 ft Truss in INT zone, TCDL= 4.2 psf, CD BL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -4036 0.47 14-13 3627 0.80 2- 3 -3545 0.43 13-12 3656 0.68 3- 4 -3503 0.33 12-11 3195 0.48 4- 5 -3503 0.33 11-10 3195 0.48 5- 6 -3544 0.44 10- 9 3656 0.68 6- 7 -4036 0.48 9- 8 3626 0.80 TI: F QTY:2 _===_=== ==Joint Locations=== ===__- - =1) 0- 0- =0 6) 32- 5- 2 11) 20- 0-=0 2) 7- 6-14 7) 40- 0- 0 12) 14- 3-21 3) 14- 0- 0 8) 40- 0- 0 13) 7- 6-14 4) 20- 0- 0 9) 32- 5- 2 14) 0- 0- 0 5) 26- 0- 0 10) 25- 8- 5 ----MAX. REACTIONS PER BEARING LOCATION------ X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1365 94 -973 BOT PIN 39- 8- 0 1365 0 -1007 BOT H-ROLL 14-0-0 12-0-0 14-0-0 1 2 4 6 7 6�00 6 0000 Face = 0-*N12-23000 0-8 6X8 3X4 6X8 7-6-6 0-61-6 -L 5X8 1 3.00 Face = 0-2-8 080 1 13-7-11 11-0-10 13-7-11 1 61 11 10 9 8 1366N 8.00 1-0-0 1366N 8.00" ". 40-0-0 0-0 Cd%f) A ES (12) 2X4 (Ro-10-10) EXCEPT AS S11OWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1595 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: W EK Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: F CONTRACTOR. I Dsgnr: TLY Chk: Date: 4-21-03 4005 MARON DA WAY BRACING WARNING: TC Live 16.0 psf SA N FORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing TIC Dead 7.0 psf (407) 321-0064 Fax (407) 321-3913 which Is a part of the building design and which must be considered by the budding d slgucr. thncing shown is for Literal support of truss members only to reduce buckling length- Provisions must be BC Live 0.0 psf TOMAS PONCE P.E. made to anchor ialeral bracing at ends and specified locations detenmined by the building designer. Addltnnal bmcmg of the overall structure may be icqubcd. (See HIB-91 of'IP). BC Dead 10.0 psf LICENSG N0050068 (Truss Plate Institute. TPI, is located at 583 60nafrio Drive, Madison. Wisconsin 537191. 1005 VANNESSA DROVIEDUXI-32766 TOTAL 33.0 psf DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: Design: Mmrit Analpsis JOB PA711: C.•ITFE-D.OKl11O,%lF-D1R liCS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. DESIGN INFORMATION This design is for an Individual budding component and has been based on Information provided by the client. The designer disclahns any f-ponslbilty 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 [nay relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrim- lion, 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 In be Incorporated ns fart of the building design by a Budding Designer (registered architect or professional engineed. When reviewed for approval the building designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local climatic records for wind or snow loads, project specifications or special applied bads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords Itop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a pmp" applied rigid ceiling, they should be braced at a matdmum spacing of 10'-lr o.c. Connector plates shad be manufactured from 20 gauge hot dipped gah wriud steel .-U ig ASTNI A 653. Grade 40. unlesa oL erwlse shown. FABRICATION NOTES Prior to fabri-rtbn• the fabricator shall review this drawing to verify that this drawing Is In conformance with the fabricator's plans and to realize a continuing responsibility for such ved- ficatlon. Any discrepancies are to be put it, writing before culling or fabdeatlon. Plates shad not be installedover knothole. knots or distorted grain. Members stall be cut for light filling wood to wood b mrtrig, Con- necter plates shall to domed on both faces of the truss with nabs fully imbedded and shad be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' lung. A 6x8 plate Ls 6' wide x 8- long. Slots (holes) run parallel to the plate length specNed. Double cuts on web members shall meet at the centmld of the webs unless otherwise shown. Connector plate sI,- am minimum sizes based on the forces shown and nsy need to b< Increased for certain hand - Wig and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are tI be followed In accordance with 'Handling Installing & Bracing', HIR-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 truss- In a stralght and plmn, pm- Illon and for resisting lateral form shall be designed and Installed by others. Careful hand - Ling In essential and erection bracing is ahiays req,dred. Normal precautionary action for trusses requires such temporary bracing during installatlon between trusses to avoid loppdng and dominoing. The supervision of erection of truss- shad be. under the control of penors experienced In the Installation 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 loads other U,an the weight of the erectors shnd be applied to truss- until after all fnsterti ng and b-cing is completed. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4,6 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 970# Support 2 1008# MAX LIVE LOAD DEFLECTION: L/999 L=-0.28" D=-0.29" T=-0.57" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.20" RMB = 1.15 WO: CHEK3 WE: MULTIPLE LOADS -- This design is the conposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125nph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 58.0 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 -4030 0.48 12-11 3623 0.79 2- 3 -3449 0.40 11-10 3646 0.66 3- 4 -3132 0.57 10- 9 3130 0.56 4- 5 -3451 0.41 9- 8 3645 0.66 5- 6 -4029 0.50 8- 7 3622 0.79 TI: G 6QTY:1 == ____=== ==Joint Locations ____ ====-==== 1) 0- 0-=0 5) 31- 7-12 9) 24- 7-_8 2) 8- 4- 4 6) 40- 0- 0 10) 15- 4- 8 3) 15- 0- 0 7) 40- 0- 0 11) 8- 6- 8 4) 25- 0- 0 8) 31- 5- 8 12) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1365 105 -970 BOT PIN 39- 8- 0 1365 0 -1008 BOT H-ROLL I5-0-0 11 10-0-0 15-0-0 1 2 5 6 1.00 _ 0 6X8 6X8 8-2-8 0-6-6 Face = 0-1}-`$ 12-2 03 00 I -a{ 0-8-0 8-0-6 0-6-6 Sx6 3.00 Face = 0-2-8 1 14-8-8 1, 9-3-0 1, 14-8-8 1 1366# 8.00" 11 10 14 8 1-0-0 1366N 8.00" cdgft; ) P A'i ES (12) 2X4 40-0-0 � 1-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (110-10-10) scale = 0.1595 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: HE Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D` g: I Truss ID: G CONTRACTOR. Dsgiir: TLY Ciik: Date: 4-21-03 4005 MARONDA WAY BRACING WARNING: TIC Live 16.0 psf DurFac - Or 1.25 SANFORD, FL. 32771 Bracing shown on this drawing Is not erecllon bracing• wind bracing, portal bracing or similar bracing which Is a part of the budding design and which must be considered by the budding designer. Bracing TIC Dead 7.0 psf DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 shnwn Is for Intend support of Wmmn ss ebconly to reduce buckling length. Provisions m must to iIC Live 0.0 psf O.C. P g: 24.0tt Spacing: TOMAS PONCE P.E. hor lateral bracing at ends and specified locations detemntned by line building designer- made to ancTT Additional bracing of the overall stn,cturc may be requuml. (See iliB-91 of '). BC Dealt 10.o ease Design Criteria: TPI LICENSE #0050068 (T ass Plate Institute. TPI, is located at 583 D'Onolno Drive. Madison. Wisconsin 53719). Code Desc: Loos VANNFSSA DR0VIEU0.i1.3276G11,OTAL 33.0 psf V:09.05.02- 2165 - ! Design: Maine Analysis JOB PATH: C:ITEE-LOKIIIOAfFD1R NCS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: DESIGN INFORMATION This design B for an Individual building component and has been based on In ornation provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect information. specifications and/or desfgns furnished to the Imss 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 eaerclses no control with regard 10 fabrlca- Don. handling. shipment and installation of trusses. This I-- has been designed as an individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are In agmerneut with the local budding codes. lord climatic records for wind or snow loads. project spect icatlons or special applied luads. Unless shown. truss has not been deslgned for storage or occupancy luads. The design assumes eorrnpresslon chards llop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a prolerly applied no,] "U.Ing. they should be braced at a maxbnum spacing of 10'-(r o.c Connector piles shall be manulactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is In conformance with the f ibncator's plans and to realize a continuing responsibility for such ven- ficallon. Any discrepancies are to be put in writing before cutting or fabrication. plates shall not be bsstaded over knotholes. knots or distorted grain. Members shall be cut for light filling wood to wood bearing. Con - nectar plates shall be located on both faces of the I-. with nails fully Imbedded and shall be syrn. about the Joint unless otherwise shown. A 5.4 plate v 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 cenlmid of the web. unless otherwise shown. Connector plate sizes are minbuwn sizes based on the forces shown and may need to be increased for certain hand. ling and/or erection stresses. Thin truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed in nccordance with "Handling Installing h Bracing% HIB-91. Trusses are to be handled with particular care during landing and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb prrs- Won and for resisting lateral forces shall be designed and Installed by others. Careful hand- Wng Is essential and erection bracing 13always required. Normal precautionwy action for trusses requires such temporary bracing during installation between trusses to avoid (oppling and domdnoing. 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. ConttnuaUon of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the welght of tie erectors shall be applied to trusses until after all fastening and bracing is completed. MULTIPLE LOADS -- This design is the cculiposite result of nsltiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 1-PLY Hip Master designed to carry 71 0" open jacks (no webs) across center and Hip Jack Truss framed to BC PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 559# Support 2 559# ..TC... FORCE ... CSI ..BC ... FORCE...CSI 1- 2 -2367 0.50 10- 9 2054 0.55 2- 3 -2302 0.34 9- 8 2033 0.48 3- 4 -2065 0.49 8- 7 2036 0.54 4- 5 -2283 0.34 5- 6 -2348 0.51 TI: H QTY:1 __ === __= ====Joint Locations==e:=_ = ==er === 1)= 0-0- 0 5) 16- 3- 0 9) 7- 0- 0 2) 3- 9- 0 6) 20- 0- 0 10) 0- 0-'0 3) 7- 0- 0 7) 20- 0- 0 4) 13- 0- 0 8) 12- 8- 8 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 1- 9 -46 7- 0- 0- TC Vert L+D -100 7- 0- 0 -100 13- 0- 0 TC Vert L+D -46 13- 0- 0 -46 21- 1- 9 BC Vert L+D -20 0- 0- 0 -20 7- 0- 0 BC Vert L+D -43 7- 0- 0 -43 13- 0- 0. BC Vert L+D -20 13- 0- 0 -20 20- 0- 0 Concentrated LBS Location BC Vert L+D -429 7- 0- 0 BC Vert L+D -429 13- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1381 0 -559 BOT PIN 19- 8- 0 1368 0 -559 BOT H-ROLL 7-0-0 6-0-0 7-0-0 1 2 5 6 F 6.00 5X10 6X8 TOP CHORDS: 2x4 SP #2 2x6 SP #2 BOT CHORDS: 2x6' SP #2 WEBS: 2x4 SP #3 2x4 SP #2 WndLod per ASCE 7-98, C&C, V. 125niph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 58.0 ft W. 20.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L--0.06" D=-0.06" T=-0.12" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.04" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.02" RMB = 1.00 r 4-0-6 0-6-6 20-0-0 10 9 8 1381# 8.00" 7 1-1-9 1368# 8.00" e 20-0-0 11 1-9-9 (Rl1-7) 43(IN 430# (1 R1-1-7) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PE ANSI/TPI 1-1995 scale = 0.3010 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.OVIEDO.F1.32766 Deign: ,tfmrif 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 bracing. wind bmemg. portal bracing or shnihr bracing which Is a pan of the building destgn 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 detemuned by the budding designer. Additional bracing of the overall structure may be required. ISee HIB-91 of TPI). Rruss Plate Institute. TPI. is located at 583 D'Onofrlo Drive. Madison. Wisconsin 53719). JOB PATH: C:ITFE-LOKIIIOMEDIR Eng. Job: Dwg: Dsgnr: T LY Clik: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTA1, 33.0 Dsf Truss ID: H Date: 4-21-03 DurFac - Lbr: 1.25 DurFac - PIt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: HCS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: DESIGN INFORMATION This design Is for an Individual buflding component and has been based on Information provided by file client- The designer dlsclat, any responsibility for damages as a result of faulty or Incorrect Information. speclflcatioiIs and/or designs furnished to the truss designer by the client and the correctness or accuracy If this InformaUon as It may relate to a spe- cific project and accepts no responsibility or u—"es no control with regard to fabrta- llon, handling, shipment and installation of Um--. This truss has been designed as an tndMdual building component lot accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer fregistemd architect or prolesslonal engineed. When reviewed for approval by the building designer. the design Imdtngs shown must be checked to be sure that the data showit are fit agreement with the local building codes, local cWnaUe records for wind or snow loads. project specifications or special applied loads. Unless shown, I— has not been designed for storage or occupancy loads. The design assumes compresslon chords (top or bottom) are continu- ously braced by sheathing unl-s aLhctwtsc specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a m—Unui n spacing of I0'-O- o.c. Connector plat- shall be manufactured from 20 gauge hot dipped galvaruzed steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Poor to fabrication. the fabricator shall review this drawing to vertfy that this drawing Is in conformance with lire fabric t-'s plans and to realize a continuing responsibility for such vert- flcatlon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Irubdled over)—tholes. or distorted grain. Mernbem shall le cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nulls fully imbedded and shall be sym. about thejoint unless otherwise shown. A 5x4 plate is 5" wide x 4' long. A 6x8 plate is 6" wide x 8' long. Slots (holes) nun parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate siz- are minimum sizes based on the forces shown and may need to be increased for certain hand- Iing and/or erection st— Tits buss Is not to be fabricated with fire reinrdant treated lumber unless otherwise shown. For additional Information an Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AO bracing and erection recommendations am to be followed in accordance with "Handling Installing & Bracing"- 11113-91. Trusses arc to be handled with parucuiar care during banding and bundling, delivery and Irmlallation to avoid damage. Temporary and permanent bmctng for holding truss- in a straight and plumb pm- ltion and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary biasing during Installation between trusses to avoid loppWlg and dominoing. The supervision of erecuon of trusses shall be under Line control of persons experienced in the Installation of trusses. Professlonal advice shall be sought if needed. ConcentmUan 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 applled to trusses until after all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 547# Support 2 496# MAX LIVE LOAD DEFLECTION: L/999 L=-0.04" D=-0.04" T=-0.07" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.04" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.02" RMB = 1.15 5-3-15 0-6-6 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, H:= 15.0 ft, I= 1.00, Etp.Cat. B, Kzt= 1.0 Bld Type. Encl L. 58.0 ft W. 20.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI 1- 2 -973 0.27 2- 3 -791 0.23 3- 4 -667 0.16 4- 5 -787 0.24 5- 6 -972 0.30 ..BC...FORCE...CSI 10- 9 826 0.40 9- 8 665 0.25 8- 7 825 0.40 TI: I 9TY:1 ======__= -====Joint Locations=c;—=======e:== 1) 0-0- 0 5) 15- 5- 0 9) 9- 0- 0 2) 4- 7- 0 6) 20- 0- 0 10) 0- 0-"0 3) 9- 0- 0 7) 20- 0- 0 4) 11- 0- 0 8) 11- 0- 0 ---MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type - 0- 4- 0 711 31 -547 BOT PIN 19- 8- 0 659 0 -496 BOT H-ROLL 9-0-0 2-0-0 9 0-0 11 1 2 3 5 6 6.00 4X8 4X6 712# 8.00" 1-11-1-9 (R1-1-7) I 20-0-0 EXCEPT AS S11OWN PLATES ARE TL20 GA TESTED PER ANSI/TPl 1-1995 Lmaronda Systems t� 4005 MARONDA WAY SANFORD, Fl.. 32771 (407)321-0064 Fax (407)321-3913 TOMAS PONCE P.E. I-ICENSE #0050068 1005 VANNESSA DROVIEDO.PI-32766 WAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing. wind bracing, portal bracing or sInfll- bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is fir lateral support of toss members only to reduce buckling length. Pt —vision must be tirade to anchor lateral bracing at ends and specified locations dclennined by the building designer. Additional bracing of tire overall structure may he required. (See 11113-91 of TPII. ffruss Plate Institute, TPI. is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). -6 00 Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dealt 7.0 psf 13C Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 5-0-6 0-6-6 5X6 T 660# 8.00" scale = 0.3171 Truss ID: I Date: 4-21-03 DurFac - Lbr: 1.25 DurFac - PIt: 1.25 O.C. Spacing: 24.01, Design Criteria: TPI Code Desc: Design: Afdrris And)-tis JOB PA771: C:ITFF-LOKIHOMFDIR 11CS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10#UPLIFT D.L. DESIGN INFORMATION This desipt 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• specl0©tions and/or designs furnished to the thus designer by the client and the eon eclness or accuracy of this information as It may relate to a ape- clflc project and accepts no responslbWty or exercises no control with regard to fabrl-- tion. handling, shipment and Installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. I —I climatic records for wind or snow loads. pmje J specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords Itup or bottom) arc continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceWng, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped gahanlzed steel meeting AS NI A 653. Cmde 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that Otis drawing Is In conformance with the fabricator's plans and to realize a continuing responsibility for such ver- Hrntion. Any discrepancies are to be put in writing Wore cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for tight 0tting wood to wood bearing. Con. nector plates shall be located on both faces of the thus with halts 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 it long. Slots Iholesl nun parallel to the plate length specified. Double cuts an web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are .town— 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 lurnber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ail bracing and erecliun rccommeudations are to be followed in accordance with -Handling Installing @ Bmctng'. HIB-91. Trusses are to be handled with particular dare 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 event.] and erection bracing is always required. Normal precautlonary action for trusses requires such temporary bracing during installation between trtuses to avoid toppling and donunoing. The supervision of erection of trusses shall be under the control of persons experienced in the mstallauon of trusses. Professional advice shall be sought if needed. Concentration of corulruett loads greater than the design loads shall not be applied to in,- -s at any time. No load, other than the weight of the erectors shall be applied to Incases until after ail fastening and bmcIng I. completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 532# Support 2 566# MAX LIVE LOAD DEFLECTION: L/999 L=-0.04" D=-0.04" T=-0.07" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.02" RMB = 1.15 5-9-15 0-6-6 WO: CHEK3 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V- 125mph, H- 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type- Encl L= 58.0 ft W= 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 -963 0.26 2- 3 -753 0.22 3- 4 -753 0.22 4- 5 -963 0.29 ..BC...FORCE ... CSI 8- 7 816 0.40 7- 6 816 0.40 TI: J QTY: === __==_ ===Joint Locations========_=___=_ 1) 0- 0- 0 4) 14-11- 0 7) 10- 0- 0 2) 5- 1- 0 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- 4- 0 711 60 -532 BOT PIN 19- 8- 0 711 0 -566 BOT H-ROLL 10-0-0 10-0-0 1 2 4 5 6.00 0 4X6 0-6-6 5-6-6 20-0-0 8 7 712# 8.00" 6 1-1-9-9 L 7I2H $.pOrn (R1-1-7) I I' 20 0-0 1-1-9 EXCEPT AS S110"W PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (� 7) scale =1-01.3010 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DILOVIEDO.F1.32766 Design: Afdrdr And'ysis WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on thin drawing is not erection bracing, rind 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 buss members only to reduce buckling length. Prod cans must be made to anchor lateral bracing at ends and specified luc-ationu determined by the building designer. Additional bracing of the overall structure may he required. (See HIB-91 of TP0. friuss Plate Institute. TPI. Is Ideated at 583 D'Onolrio Drive, Madison. Wisconsin 53719). JOB PA771: C:17EE-LOKINO3fEDIR Eng. Job: Dwg: Dsgnr. TLY Chk: TIC Live 16.0 psf TIC Dead 7.0 psf 13C Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 trsf Truss ID: J Date: 4-21-03 DurFac - Lbr. 1.25 DurFac - PIt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: TICS: 08.20.02 DESIGN INFORMATION This design Is for an Individual building component and has been based on Information provided by the client- The destpier disclaims any responslbWty, for damages as a result of faulty or Incorrect information, specBlcathms, and/or designs furnished to the truss designer by the client and the correctness or accuracy Of this Information as It may relate io a 5pe- c1 nc ploject and accepu no reponsibWty or uerch- no control whin regard to fabrica- tion, handling, shipment and Installation of trusses. Ths truss pas been dr_ umcd as an Individual budding component In accordance with ANSI/TPI 1-1995 and NDS-97 to be hlrnrporated as part of the budding design by a Building Designer (registered architect or profeslonal engineer). When reviewed for approval by the building designer. the design landings shown must be checked to be sure that lire data shown are in agreement with the local building codes• local climatic records for wind ar now loads. protect speclflcatlmus or speclal applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design asswnes compression chords (top or bottom) are cvnUnu- 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 maxinum spacing of 10•-0- o.c. Connector plates shall be manufactured from 20 gauge hot cupped galvanized steel meeting ASfM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrlcaUun• the fabricator shall review this drawing to verify Ural tilts drawing is In conformance with the fabri©tors plans and to realize a continuing resporstbli ty for such verl. BcaUon. Any discrepancies art la be put in writing before cutting or fabrication. Rates sha8 not be Installed over knotholes. knots or distorted grain. Members shall bx cut for light fitting wood to wood beating. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be Byrn. about the Joint unless otherwise shown. A 5s4 pL•ce 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 shall meet at the cemiuld of the webs unless otherwise shown. Connector plate sizes are mmh,," sizes based on the forces shown and may need to be ',,,,eased for certain hand - I., r d/or erecuon stresses. This truss Is not to be fabricated with the retardant treated lumber unless oUrerwise shown. For additional Infomnatlon on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendatforu are to be foUowed It accordance with "Handling Installing @ B-clug". 1-1I5-91. Trusses are to be handled with particular care during banding and bundling, delivery and hstailallon to avoid damage. Temporary and pernumcnt bmchag for holding trusses In a straight and plumb pos- ftlon and for resisting lateral force shall be deigned and Installed by otters. Careful harnd- Ifng is essential and erectfon bracing is always required. Nomu d precautionary action for trusses requhe such temporary bracing during installation between trusses to avoid toppling and dombioing. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of lasses. Professional advice shall be sought d needed. Concentration of cmulructton loads greater than the design loads shall not be applied to trusses at any tine. No loads nUer than the weight of the erectors shall be applied to trusses until after all fastening and bracing is e n,pieted. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHIDULE: Support 1 531# Support 2 473# MAX LIVE LOAD DEFLECTION: L/999 L=-0.03" D=-0.03" T=-0.06" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB = 1.15 5-9-15 0-6-6 WO: CHEK3 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, CRC, V- 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 58.0 ft W= 19.5 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 -947 0.26 2- 3 -737 0.22 3- 4 -740 0.27 4- 5 61 0.20 0 .BC...FORCE ... CSI 8- 7 801 0.46 7- 6 749 0.45 4X6 TI: J 1 9TY:4 ====Joint Locations=======_======= 1) 0- 0- 0 4) 14-11- 0 7) 10- 0-.0 2) 5- 1- 0 5) 19- 5- 8 8) 0- 0- 0 3) 10- 0- 0 6) 19- 5- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 700 26 -531 BOT PIN 19- 3-12 635 0 -473 BOT H-ROLL O D"D 3X4 18 7 700N 8.00" � (R I _i _7) 19-5-8 EXCEPT AS SIIONNN 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. LICENSF #0050068 1005 VANNFA A DR.OVIEDOSI-32766 Design: Afivrit Analysis TMKIVIIVV: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Smemg shown on this drawvtng le not erection bracing, wind bmchng, portal bracing or sbnlWr bracing witch is a part of tie building design and which must be considered by tie building designer. Bmcbng shown Is for lateral support of truss members only to reduce buckling length. Prutisions must be made to mnchur lateral bracing at ends and specified locations determined by Ue building designer. Additional bmcbng of the overall structure unay be regnbed. (See HIB-91 nl jV0. rfruss Pine Institute. TPI, is located at 583 D'Onofrlo Drive, Madison. Wisconsin 53719). JOB PATH: 07EE-LOK1110MED/B Eng. Job: Dwg: Dsgiir: 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 5-6-6 0-9-10 6 636N 3.50" scale = 0.3254 Truss ID: 11 Date: 4-21-03 DurFac - Lbr. 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.011 Design Criteria: TPI Code Desc: V:09.05.02- 21657- 1 HCS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: DESIGN INFORMATION This design is for an IndfMilal buddtng component and has been based on information provided by the client. The designer di -lair - any responsibility for damages as a result of faulty or Incorrect Information, speclhnUons and/or designs furnished to the tnnss designer by the client and the corrrctness or accuracy of this information ins It may relate to n spe. cific prolect and accepts no r-ponslbWty or exerelses no control with regard to fabitca- tlon, handling, shipment and Installation of inns-. This inns has teen designed ns 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 D-tgner (registered architect or prof-sional engineed. %lien reviewed for approval by the building desIgier. the design lwdings 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. lr ss has not been designed for storage or occupancy loads. Tito design assumes compression chords hop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In temlon are not fully braced laterally by a property applied rigid ceiling, they should he braced at a maxbmlrn spacing of 10•-0' o.c. Connector p7.ites shall be manufactured from 20 gauge hot dipped gahanUed steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabAc t"on. the fabricator shall nevlew this drawing to eerily that this dmwing Is In conformance with the fabdentor's plans and to realizc n continuing responsibility for such ven- fkallon. Any discrepancies are to be put In writing before cutting or fabrication. Plate, shall not be installed over knolholn. knots or distorted gain. Mernbers shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be syrnt. 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 IengUi 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 ereetlon stresscs. This truss i5 not to Ire fabricated with Ure retardant treated .lumber unless utficrwise show. For addlUonal Idonuation an Quality Conntrol refer to ANSI/WI 1-1995 PRECAUTIONARY NOTES Ail bracing and c-Uon recommendations are to taWt. be followed In accordance wlU, 'I landing Insng R Brac. Ills-91. Trusses are to be handled with particular cart during banding and bundling, delivery and Installauon to avoid damage. Temporary and permanent bmcing for holding trusses In a straight and plumb pe s- Ition and for reststing lateral ferrets shall be designed and Installed by others. Careful hand- lmg is essential and emetion bracing bah-), required. Normal precautionary action for truss- requires such temporary bracing during Installation between trusses to avoid topp1h no and dumitng. The supervision of erection mf trusses shall be under the control of persons expertenecd In the tnsla8atiun of trusses. Professional advfce shall be sought ifneeded. Concentration of construction Inds greater than the design loads shall not be applied to truss- at any tfune. No loads other Uian the weight of the erectors shall be applied to truss- until after all fastenbig and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 BEAR. BLK: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 515# Support 2 382# MAX LIVE LOAD DEFLECTION: L/999 L--0.07" D=-0.07" T=-0.15" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.06" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" RMB = 1.15 4-5-15 0-6-6 1 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of )multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125niph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type- Eric Ler 58.0 ft W= 19.5 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 -1753 0.33 9- 8 1553 0.34 2- 3 -1578 0.30 8- 7 1454 0.37 3- 4 -1383 0.31 7- 6 113 0.13 4- 5 -1383 0.30 TI: J3 9TY:1 =____ ===Joint Locations=== ==__==____== 1)0- 0- 0 4) 13- 4-12 7) 13- 6-10 2) 3- 8- 0 5) 19- 5- 8 8) 7- 7-12 3) 7- 4- 0 6) 19- 5- 8 9) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 19- 8- 4 645 0 -382 TOP H-ROLL 0- 4- 0 701 168 -515 BOT PIN 74-0 12-5-0 1 2 4 5 F 6.00 3X6 4X8 2X4 CYR 3.00 I 0-8 0-3-8 6-11-12 11-9-12 9 7 G 702# 8.00" �1-1-9.�f 645# 1.50" (R1-1 7) I 19-5-8 I038 -- I Ro_3_g� EXCEPT' AS SHOWN PLATES ARE TL20 CA TESTED PER ANSI/TPI 1-1995 scale = 0.3209 (Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321.3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNFSSA DR0VIEDO.F1.32766 WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on Uifs drawing is not ererllon bracing, wind bracbng, portal bracing or similar bracbg which is n par of the building design and which most be considered by the building designer. Drac(ng shown is for lateral support of truss members only to reduce buckling length. Rrnisions must be made to anchor lateral bracing at ends and specified locations determined by tie building designer. Additional bracing of the werall structure may be required. (See IIIB-91 of 7Yll. (Truss Plate Insthute. TPi. Is located at 583 D'Onofrto Drive. Madison. Wisconsin 53719). Eng. Job: Dwg: Dsanr: TLY Cldc: TC Live 16.0 psr TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Truss ID: J3 Date: 4-21-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: HCS: 08.20.02 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer dsclains any responsibility for darnages as a result of faulty or Incorrect Information. specifications and/or designs funds hed to the truss designer by the client and the c.-etness or accuracy of Ws Information as It may relate to a spe. cific protect and accepts no responslbWly or uemises no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This truss has h-n designed as an Individual budding component In accordance with ANSIrMl 1-1995 and NUS-97 to be Incorporated as part of the building design by a Building Designer iegstered architect or professional engieed. When reviewed for approval by the budding designer, the design loadings shmvih must be checked to be sure that the data shown are In agreement with the local building codes. local climatic records for wind or snow loads. protect sp-91-tlons 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 conunu- 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 maxlnhum spacing of 10'-0" o.c. Connector plates shad be manufactured from 20 gauge Trot dipped gahanlzed steel meeting AS77v1 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 oath the fabricator's plans and to realize a continuing responsibility for such ved- 11-u"n. Any d1screpancles are to tx put in writing before cutting or fabrication. Plates shall not be Installed over k nothnles. iuhols or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be syrri. about the Joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6x8 plate Is 6' wide x 8- long. Slots (holes( run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimun sizes based on the form shown and may need to lx Increased for certain hand. ling and/or erection stresses. This truss Is not to be fabricated with fie reiarlant treated lumber .,mesa otherwise shown. For additional bdorination on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection reconunendations are to be followed In accordance with'Handling I- ding R Bracing'. 1116-91. Trusses are to he handled with particular ore during banding and bundling, delivery and ihsmilation 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- Iing Is essenllal 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 supervlslon of erection of trusses shad be under the control of prrsons experienced in the Installation of trusses. Professional advice shall be sought if needed. Concentration of consUucWri loads greater than the design loads shall not be applied to trusses at any time. No Inds other than the weight of the erecturs shall be applied to trusses until after all fastening and bmcmg is completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 64# Support 2 1076# MAX LIVE LOAD DEFLECTION: L/999 L=-0.07" D=-0.07" T--0.14" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" RMB = 1.15 7-5-15 0-6-6 T�r I WO: CHEK3 WE: (1: Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. MULTIPLE LOADS -- This design is the cenwsite result of multiple loads. WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 58.0 ft W. 20.7 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 -37 0.12 2- 3 296 0.30 3- 4 1196 0.44 4- 5 511 0.29 5- 6 235 0.15 ..BC ... FORCE ... CSI 13-12 7 0.17 12-11 4 0.09 11-10 -323 0.11 10- 9 -430 0.17 9- 8 -174 0.10 8- 7 -170 0.10 TI: K QTY:3 =====_ ===Joint Locations=====_= _==_ = 1) 0- 0 0 6) 20- 8- 0 11) 8 0- 0 2) 4- 1- 0 7) 20- 8- 0 12) 4- 1- 0 3) 8- 0- 0 8) 16-11- 0 3.3) 0- 0- 0 4) 13- 4- 0 9) 13- 4- 0 5) 16-11- 0 10) 11- 4- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 185 173 -64 BOT PIN 11- 6- 4 1282 0 -1076 BOT H-ROLL Ilk 13-4-0 74-0 1 2 3 5 6 6.00 3-4-8 10.80 I 4X6 0-6-6 T 3-0-0 1 4-2-6 8-0-0 11 34-0 94-0 13 12 I1 10 9 g 7 185# 8.00" 1283# 3.50" CANT: 9-0-0 1 19 20-8-0 i-1-9 C0SN1E WL-1P�,ATES �4) 2X4 (R1-1-7) EXCEPT AS SIIOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2803 WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgnr: TLY Cl)k: 4005 MARON DA WAY BRACING WARNING: TC Live 16.0 psf SANFORD. FL. 32771 Bracing shown on this drawing Is not erertlun bmcbig, wind bracing, portal bmcmg or similar bracing which is a part of the building design and which must be considered by the budding designer. Bracing TC Dead 7.0 psf (407) 321-0064 Fax (407) 321-3913 shmvn is for lateral support of truss mennbers only to reduce buckling length. Provisions must be BC Live 0.0 psf TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by We budding designer. Additional bmctng of one overall structure may be required. (See HIB-91 of Till). Dead d 1.0.0 psf ) LICENSE #0050068 (Truss Plate Institute,'IPI• Is located at 583 D'Onafrio Drive, Madison, Wisconsin 53719). 1005 VANNFSSA UP-OVIEW.F7-32766 _ TOTAL 33.0 asf Truss ID: K Date: 4-21-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: Design: Afairil Analysis JOB PA171: C:l7EE-LOAI11OAIEDIB HCS: 08.20.02 DESIGN INFORMATION This design is for an Indhidua) building component and has been based on information pmvtded by the client. The designer disclaims any responslbWly for damages as a result of faulty or incorrect Infomtatlon. speclBc limts and/or designs furnished to the truss designer by the client and the correctness or accuracy of tilts Inlonnaton as it may relate to a spe- clfle project and accepts no responsibility or exercises no control wlth regard to fabric.- U... handling. shipment and In.WU.Uou 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 englneed. When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the local 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 Itup or bottom) are continu- ously braced by sheathing unless otherwise specified. wlmm bottom chords In tension are not fully braced laterally by a 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 ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In conformance w10r the fabricator's plans and 10 -Me a conWhumg resporulbWty for such -i. ficalion- Any discrepancies are Io be put In writing before cutting or fabrication. Plates shot not Ix Instated wee knothole. knots or distorted groin. Members shalt be cut for tight filling wood to wood bearing. Con- nector pules shall be located on both faces of the truss with nails fully imbedded and shall be sync. about the joint unless otherwise shown. A 5x4 pl to is 5- wide x 4• long. A 6x8 plate H 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 slus are minimum sizes based on the forces shown and may need to be Increased for certain hand - Ling and/or election stresses. This taus is not to be fabricated w4h fire retardant treated hunber unless olherwue shown. For additional Information an Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erecuon tecormnendatiuns are to be followed In accordance with'T1andling Installing A Bracng'. HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bmei ng for holding trusses In a straight and plumb pos- Itlon and for resisting lateral forces shall be designed and Instated by others. Careful hand- ling is essential and erection bracing is always required. Nornal precautionary action for tosses requires such temporary bracing during Installation between trusses to avoid toppling and dumLnomg. The supervision of erecuon of trusses shall be under the control of persons uperienced In the Installation of trusses. Professional advice shut be sought t needed. Concentration of construction loads greater than to doslgu loads shill not be applied to I-- at any time- No loads other than the weight of the erectors shall be applled to trusses until after at fastening and bracing Is completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 56# Support 2 1127# MAX LIVE LOAD DEFLECTION: L/999 L=-0.08" D--0.08" T--0.16" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.02" RMB = 1.15 6-5-15 0-6-6 WO: CHEK3 WE: [1: Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-98, C&C, V. 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bid Type- Encl L= 58.0 ft W- 20.7 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 74 0.17 2- 3 291 0.20 3- 4 1142 0.29 4- 5 976 0.28 5- 6 355 0.28 ..BC...FORCE... CSI 11-10 -18 0.18 10- 9 -350 0.14 9- 8 -256 0.15 8- 7 -260 0.19 TI: K I QTY:1 ____= == ===Joint Locations== _ =======__ 1)0- 0- 0 5) 15- 4- 0 9) 11- 4-.0= 2) 4- 1- 0 6) 20- 8- 0 10) 8- 0- 0 3) 8- 0- 0 7) 20- 8- 0 11) 0- 0- 0 4) 11- 4- 0 8) 15- 4- 0 --MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 185 181 -56 BOT PIN 11- 6- 4 1282 0 -1127 BOT H-ROLL 6 0000 _6 00---1 4X6 4X8 SX8 J-0-0 3-4 8 10.80 I M 111 110 186# 8.0011 1282# 3.50" 1-1-9 20-8-0 COS(( 0 ATE (4) 2X4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 WAKIVIIVIi: READ ALL NOTES ON THIS SHEET. LMaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. 4005 MARONDA WAY BRACING WARNING: Bracing shown on this dmwing Is not erecuon bracing. wind bracing. portal bracing or sum filar bracing SA N FORD. FL. 32771 which is a part of the building design and which nmst be considered by tire building designer. Bracng (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss mernbers only In reduce buckling length. Provisions must be made to anchor Lateral bracing at ends and specified locatluns determined by the building designer. TOMAS PONCE P.E. Additional bracing of the overall structure may he required. IS" IIIB-91 of T'PII. LICENSE #W50068 (Truss Plate Institute. TPI, is located at 583 D'Onolrio Drive. hladlson. Wisconsin 53719). 1005 VANNFSSA DFLOVIEDOXI-327GO Eng. Job: Dsvg: Dsgitr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psr BC Live 0.0 psf BC Dead 10.0 psi' TOTAL 33.0 0-6-6 T 3-0-0 1 T 3-2-6 i CANT: 9-0-0 1-1-9 (R1-1-7) scale = 0.2922 Truss ID: K1 Date: 4-21-03 DurFac - PIt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: Design: rlfdlrit Analysis JOB PA771: C:I7EE-LOK)NO,IIFDIR TICS: 08.20.02 DESIGN INFORMATION This design is for an Individual building component and has been based on hnfomnation provided by the client. The designer disclaims any responsibility for damages as a insult of fatty or Incorrect Information. specifications and/or designs furnished to the thus designer by the client and the correctness or accuracy of this Information as It may relate to a spe- clfle project and accepts no responsibility or exemises no control with regard to [.bit -- lion. handling. shipment and Installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/7V1 1-1995 and NDS-97 to be incorporated ns part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the local budding codes, local clhnatfc 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 compression chords Ilop or bottom) are continu- ously braced by sheathing unless olh,-,Lc specified. Where bottom chords In temlon are not fully braced laterally by a properly applied rigid celWug, they should be braced at a maximum spacing of 10'-0' o.c. Connector plates shall be mmnufactumd from 20 gauge hot dipped galvaNzed steel meeting A57A1 A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verily that this drawing is In conformance with the (ab,icotor's plans and to realize a continuing responsibility for such ven- flcation. Any discrepancies are to he put in writing before cutting or fabrication. Plates shall not be installed river lunotholes, brats or distorted grain. Members shall be cut for light fitting wood to wood bearing. Can. neclor plates shall he located on both faces of the truss with nails fully imbedded and shall the 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 nmel at the centrold of the webs unless otherwise shown. Connector plate sties are mininuan 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 Ilre retardant treated lumber unless with 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 Bmcng'. HIB-91. Trusses are to be handled with particular care during banding and bundling. delhxry mid installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Man and fo -(sung la crid forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persoru experienced In the installation or" sses. 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 Ix applied to trusses until after all fastening and bracing I, completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 2x8 SP #2 1 WEBS- 2x4 SP #3 WEDGES: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V. 125rrph, H. 15.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type. Encl L. 58.0 ft W= 20.7 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LAAD DEFLECTION: L/999 L=-0.02" D=-0.02" T=-0.04" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB = 1.00 5-5-15 0-6-6 WO: CHEK3 WE: [1: Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 640# Support 2 856# Support 3 356# ..TC... FORCE ... CSI ..BC... FORCE ... CSI 1- 2 -806 0.23 13-12 683 0.15 2- 3 -609 0.22 12-11 476 0.21 3- 4 -51 0.44 11-10 -29 0.16 4- 5 -51 0.44 10- 9 -2205 0.27 5- 6 -795 0.22 9- 8 703 0.33 8- 7 693 0.29 TI: K2 QTY:1 ==_==_== e:e:=Joint Locations========= 1) 0- 0- ===___ 0- 0 6) 20- 8- 0 11) 11- 7- 4 2) 5- 0-12 7) 20- 8- 0 12) 9- 2- 4 3) 9- 4- 0 8) 17- 2- 4 13) 0- 0- 0 4) 13- 0- 0 9) 12-10- 4 5) 17- 4- 0 10) 13- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 1- 9 -46 13- 0- 0 TC Vert L+D -118 13- 0- 0 -118 17- 4- 0 TC Vert L+D -46 17- 4- 0 -46 21- 9- 9 BC Vert L+D -20 0- 0- 0 -20 13- 0- 0 BC Vert L+D -59 13- 0- 0 -59 17- 4- 0 BC Vert L+D -20 17- 4- 0 -20 20- 8- 0 Concentrated LBS Location TC Vert L+D -120 17- 4- 0 BC Vert L+D -1449 11- 7- 4 BC Vert L+D -79 17- 4- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Lroe Vert Horiz Uplift Y-Loc Type 0- 4- 0 615 82 -640 BOT PIN 12-10- 0 2435 0 -856 BOT H-ROLL 20- 6- 4 1 546 0 -356 BOT H-ROLL 120# 94-0 11 8-0-0 34-0 1 2 4 6 6.00 5X6 2X4 '^v 1!iX6 16XSt 6X8 -3-u-u '113 12 616# 8.00" (R1-1-7) I I 20-8-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (!!aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDOYI-31760 0 4X8 0-6-6 T 2-2-6 T 3-0-0 1 M 11 UP g 11 2435# 4.00" 546# 3.50" Ije I C1F14942-10-0 79ry Over 3 Supports scale = 0.2922 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, w4rm1 bracing. portal bracing or sini0ar bracing which is n pan of the building design and which must he considered by the building designer. Bracing shuwn 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. Addition"] bracing of We rn 11 structure may be required. (See IIIB-91 of 7V11. frmss Plate hnlltute. TPI. Is located at 583 D'Onnfrio Drve, Madison. Wisconsin 53719). Eng. Job: Dwg: Dsgnr: TLY Cldc: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Truss ID: K2 Date: 4-21-03 DurFac - Lbr. 1.25 DurFac - PIt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: Design: Afafris Andlpsis JOB PATH: CATEE-LOKIIIOAIEDIR tics: 08.20.02 JB: CHESAPEAKE K 3 AC: 104 UPLIFT D.L. DESIGN INFORMATION This design Is for an bbdlvldual building component and has been based on information provided by the client. The designer disclaims any resporslbWly for damages as a result of faulty or Loco-1. Infornatlon, speclHcatlons and/or designs fumLshed to the truss designer by the client and the correctness or accuracy of this bdorrnaton as It may relate to a spe- cific prulml mid accepts no responsibility or ue "c no control with regrd to fabrica- tion. handling. shipment and Installation of t ses. This tress 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 (regIM—d 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 lord budding codes, local climatic records for wind or snow loads, pmjmt specifications or special applied loads. Unless shown• truss has not been deslgud for stonge or occupancy loads. The design asstunes compression chords Ilop or bottom) are continu- ously braced by sheatihhhg unless otherwise specified. Whete 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'-0" o.c. Connector plates shall be i anufaclured from 20 gauge hot dipped gahanlzed steel meeting ASTM A 653, Grade 40. unless of ervit- 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 responslbWty for such veri- ❑caton- Any dbcrepancies are to be put in writing before cutting or fabricatlon. Plates shall not be installed liver knotholes. knots or distorted grabt. Members shall he cut for tight fitting wood to wood bearing. Con- nector plates shall be hated 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 6s8 plate Is 6' wide x 8" long. Slots (holes) run parallel to the plate length spectned- Double cuts on web members shall meet at the cenlrold of the webs unless otherwise showzes n. Connector plate si are minimum sizes based on the forces shown and may need to be Increased for cerlabh hand- ling and/or erection stresses. This truss 15 not to be fabricated with fir' nl tr retaida eated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI /ll'1 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in attendance 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 trusses in a straight and plumb pos- Itlon and for resisting lateral forces shall be designed and installed by others. Careful hand- ling Is essential and erection bracing is ahviys required. Normal precautionary action for trusses requires such temporary bracing during Installation between tosses to avoid toppling and dammamg. 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 genter than the design loads shad not be applied to trusses at any ltme. No loads other than the weight of to eteclors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 SLIDERS: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 493# Support 2 408# MAX LIVE LOAD DEFLECTION: L/999 L=-0.03" D=-0.03" T=-0.07" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" RMB = 1.15 4-5-15 0-6-6 WO: CHEK3 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. End vertical(s) not designed for exposure to lateral wind pressure. WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 58.0 ft W= 13.0 ft Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req --TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 926 0.30 7- 0 -747 0.16 2- 3 -766 0.32 0- 6 -962 0.21 3- 4 0 0.29 6- 5 -587 0.27 TI: K3 QTY:1 __ __== ===Joint Locations==== 1) 0 0- 0 4) 13- 0- 0 7) 0- 0- 0 2) 3- 8- 0 5) 13- 0- 0 3) 7- 4- 0 6) 6- 8- 0 ---- MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 487 206 -493 BOT PIN 12-10- 0 422 0 -408 BOT H-ROLL PROVIDE HORIZONTAL CONNECTION PER SCHEDULE :. Support 1 206# 74-0 5-8-0 1 2 4 4X8 OVA JA4 4-2-6 3.00 I1 3 00 0-8-0 04-0 1 6-0-0 6-0-0 7 1 487# 8.00" 5 1-1-9 I 423# 4.00" 13-0-0 EXCEPT AS SIIOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.OVIEDOX1.3276G Design: Afmrir Analysis YIIAKNINU: 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 p-t. of the budding design and which most be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bmcing of the metal) structure may be regutral. (See HIB-91 of TPd. (Truss Plate Institute- Till. is located at 583 D'Onofrio Drive, Madison, Wisconsin 537191. JOB PA771: CATEE-LOKIHOAIF-DIR 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 vsf scale = 0.4674 Truss ID: K3 Date: 4-21-03 DurFac - Lbr: 1.25 DurFac -Pit: 1.25 O.C. Spacing: 24.01, Design Criteria: TPI Code Desc: TICS: 03.20.02 DESIGN INFORMATION This design Is for an Individual building component and has been based on Information provided by the client. The designer dmiat s any responslbWly for damages as a result of faulty or incorect Infonuation, 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 pmjccl and accepts no rsponslblUly or exerclss no control with regard to fabdca- tlon. handling. shipment and bisladaUon 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 part of the building design by a Building Designer (registered architect or pofesslona) 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 cods. local climatic records for whrd or snow loads. project specifications or special applied loads. Unless shown, truss has not txet designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are conrum- usly braced by sbeathbig unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a pmperiy appUW rigid mWng, they should be braced at a maximum spacing of 10'-(- o.c Connector plats shad be manufactured from 20 gauge hot dipped galvanized sled meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this dmwbig is in conformance with the fabricators plans and to realize a CmAhtutng responsibility for such veri. fication. A» y diserepancls arc to be put In writing before cutting or fabrication. Plats shall not be Installed over knotholes. knots or distorted grain. Members shad be cut for tight fitting wood to % o i bearing. Con. nector plats shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless ulhenvtse 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 mennbers sad meet at the centrold of the webs unh less otherwise shown. Connector plate sins re minimum slues based on We form 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 hdonuallon on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection mcurnmmndatiors are to be followed in accordance %itlh'11andling Imtalling & Bracing". HIB-91. Trusses are to the handled with (articular care during banding and bundling, delivery and trstallation to avoid damage. Temporary and permanent bracing far holding muses in n straight and plumb pos- Won and for resisting Lateral forces shad be designed and instnded by others. Careful hand- Iing is essential and erection bracing is allays required. Nomhal precauuonary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall he sought U needed. concentration of construction loads greater than the design loads shall not be applied to trusses at any rune. No loads other than We weight of the erectors shall be applied to trusses until after all faslenhhg mud bracing I, completed. WO: CHEK3 WE: 2X4 TRANSVERSE BRACING nailed flat to edge of web with 12d nails at 8" o.c. TRANSVERSE BRACING to extend for center 80% of length. MULTIPLE LOADS -- This design is the composite result of multiple loads. Wndl,od per ASCE 7-98, C&C, V= 125mph, H_ 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 58.0 ft W= 13.3 ft Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 923 0.58 6- 5 789 0.16 2- 3 964 0.59 5- 4 789 0.16 U TI: K5 QTY:1 == _=--=Joint Locations===========_ 1)= - == ___ 0- 0 0 3) 13- 4- 0 5) 6- 8-. 0 2) 6- 8- 0 4) 13- 4- 0 6) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-LOc P Type 0- 4- 0 491 36 -550 BOT PIN 13- 0- 0 492 0 -589 BOT H-ROLL' PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 550# Support 2 589# 6.00 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 GABLE STUD: 2x4 SP #3 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise MAX LIVE LOAD DEFLECTION: L/999 L=-0.03" D=-0.03" T=-0.05" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.04" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.05" RMB = 1.15 0-6-6 4 4X6 r 3-10-03.00 —B{ —_JI 3.00 U-B-O 1 � 6-0-0 6-0-0 G I 492# 8.00" 4 1-1-9 492# 8.0011 13-4-0 1-1-9 GABLE, STUiAIT (16) 2X4 (RI-1-7) EXCEPT AS S11OWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs ® 2-0-0 o.c. scale Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1003 VANNESSA DR.OVIEDO.Fl-32766 Design: Marries Analyfii TVIIII(MIi U: READ All NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a pan of the building design and width must be considered by the building designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Prove lore us mt be made to anchor lateral bracing at ends and specified locations determined by the budding deslg,m . Additional bracing of the uverad struclum rnav be required. (See HIS-91 of TPI(. (Truss Plate Institute, TPI. Is totaled at 583 D'Onofrlo Drive, Madison, Wisconsin 53719). JOB PATH: CATEE-LOKIHOMEDIR Eng. Job: Dwg: 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 Dsf 3-10-6 0-6-6 i 0.4296 Truss ID: K5 Date: 4-22-03 DurFac - Lbr: 1.25 DurFac - PIt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: DESIGN INFORMATION This design is for an Individual building component and has been based on Information prodded by the client. The designer discL Inns any responsibility for damages as a result of faulty or incorrect Information, specilleatlons and/or designs funtNhed 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 tcgwd to fabrim- lkrn, handling. shipment and brsta8atlon 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 englneerl. When reviewed for approval by the bolldtng 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 [or wind or snow loads• project speclflcations or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assmnes compression chords (top or bottond are conunu- onrsly braced by sheathing unless ot1,envise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid telling, they should be braced at a maxbntrn spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped gahanlzed steel meeting ASTAI A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabri©Lion• the fabilcator shall review this drawing to verify that Lints drawing is In conformance with the fabdcmmY, plans and to realize a continuing responsibility for such ven. Ucatlon. Any discrepancies are to be put to writing before cutting or fabrication. Plates shall not be Installed over lunolhvles, knots or distorted grain. Members 5ha8 be cut for tight IllUng wood to wind leaning. Con- ned., plot— shall be located on bath 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 member, sha8 meet at tire cent -id of the webs unless ose therwishown. Cmmedor plate styes are mt:.trnum sizes based on the forces shown anal .,,,y need to 1,e I.:.--! for eruan hnn'_- ling and/or erection stresses This t.-uss isnot 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 All bracing and erection recommendations are to be followed In accordance wWn"Handling Installing A Bracing', HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos. Won and for resisting lateral forces shall be designed and installed by others. Careful hand. Ling is essential and erection bracing is always required. Nomm1 precautionary action for trusses reyutres such temporary bmcing during Instaltatlon between trusses to avoid toppling and donrincing. The supervision of erection of trusses shall be under the control of persons e<penenced In the installation of trusses. Professional advice shall be sought if needed. Concenlr4Uon of construction loads greater than the design loads shall not be applied to losses 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. TI: L 9TY:2 TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 ® Continuous lateral bracing attached to ==============Joint Locations=======_____=__ either edge of web(s) shown. Bracing MUST be 1) 0- 0- 0 3) 12- 6-10 5) 6- 3- 5 WEBS: 2x4 SP #3 positioned to provide equal unbraced 2) 6- 3- 5 4) 12- 6-10 6) 0- 0- 0 2x4 SP #2 2 segments OR 2x4 T-brace nailed flat to edge SLIDERS: 2x4 SP #2 BEAR. BLK: 2x8 SP #2 of web with w/3"x 0.120" nails spaced 8" o.c ------------ TOTAL DESIGN LOADS ------------ Analysis based on Simplified Analog Model. Brace [[Lust extend at least 90% of web length 2x6 Brace required on any web over 141-0". Uniform PLF TC Vert L+D From PLF To All COMPRESSION Chords are assumed to be MULTIPLE LOADS -- This design is the -46 TC Vert L+D -9 -1-10- 9 -1- 2-15 -46 -1- 2-15- continuously braced unless noted otherwise. composite result of multiple loads. BC Vert L+D -10 0- 0- 0 -9 -10 13- 2-10 12- 6-10 - WndLod per ASCE 7-98, CkC, V= 125mph, Shim or wedge if necessary to achieve full bearing. Concentrated LBS Location H- 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 PROVIDE UPLIFT CONNECTION PER SCHEDULE: TC Vert L+D TC Vert L+D -35 2- -87 5- 0- 5 7-10 Bld Type- Encl L= 58.0 ft W= 12.6 ft Truss Support 1 609# TC Vert L+D -127 9- 2-14 in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf Support 2 591# TC Vert L+D -202 12- 0- 1 Impact Resistant Covering and/or Glazing Req PROVIDE HORIZONTAL CONNECTION PER SCHEDULE BC Vert L+D -21 2- 0- 5 MAX LIVE LOAD DEFLECTION: L/608 at JOINT # 5 Support 1 262# BC Vert L+D -53 5- 7-10 L=-0.24" D= 0.08" T=-0.1611 ..TC... FORCE ... CSI ..BC ... FORCE ... CSI BC Vert L+D BC Vert L+D -64 9- -40 12- 2-14 0- 1 MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.05" 1- 2 1624 0.90 6- 5 -1780 0.31 ----MAX. REACTIONS PER BEARING LOCATION----- MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.07^ 11 2- 3 1694 1.00 4 -203 0.30 35# 87# X- c Vert 1 546 Horiz 0� Uplift Y-Loc TOP Type H-ROLL pC 31`-i`3 366 262 Z,SQj, -s64 BOT PIN RMB = 1.00 13-1-14 1 2 3 F33 4-5-10 i 0-G-1 _b_ 1.68 I 0-9� 11-9-1 G 5 367# 9.56" 4 1-10-9 1 1 54W 12-G-10 I (R1-10-7) 21# 54# 1 64# 40 EXCEI'1' AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 119 5 Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNE.SSA trft.OV1EDO.Ft32766 0-6-6 T 1-742 2.50" 0� 2-6-5 " scale = 0.4437 WARNING: READ ALL NOTES ON THIS SHEET. Fng. Job: WO: HE A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: I Truss ID: L CONTRACTOR. Dsgur: TLY Chk: Date: 4-22-03 BRACING WARNING: rC Live 16.0 psf DurFac - Lbr: 1.25 Bracing shown on tiny drawing is not erection bracing, wind bmctng. portal bracing or stroll- bracing which is a part of the building, design and which must be considered try the building designer. Bracing TC Dead 7.0 psf DurFae - Pit: 1.25 shown is for lamembers only support of truss membeonly to reduce buckling length. Provisions must be BC Live 0.0 psf O.C.Spacing: 24.0" h 9• made to anchor lateral bracing at ends and specified locations determined b v the building designer. Additional bracing of the overall structure may he required. ISce HIB-91 of TPI). 0 10. BC Deadpsf Design Criteria: TPI [Truss Plate Institute. TPI, is (waled at 583 D'Onofrio Drive. Madison. Wisconsin 53719). ,.1� Code Dese: FLA TOTAL 33.0 psf V:09.05.02- 21713- 11cs: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: L1 QTY:2 DESIGN INFORMATION This design Is for an Individual building component and has been based on information Provided by the client- The designer disclaims any responsibility for darnag- as a result of faulty or Incorrect bnformatlon, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy .f this information as It may relate to a spe- cltic pmject and accepts no tesponstbtity or eazrclses no control with regard to fabnca- Ban. htandWtg. shipment and bntallatlon of truss—. This truss has been d-Igned as an individual building component In accordance with ANSI/TV[ 1.1995 and NDS-97 to be incorporated as pain of the building design by a Building Designer (registered amItltect or professional engineer). When reviewed for approval by Cie building designer. the design loadings shown must be checked to be sure that the data shown ate In agreement with the local building codes• local climatic records for wind or snow loads. project speeBlcaUons or special applied loads. Unless shown• truss has not been designed for storage - occupancy loads. The design assumes comptesslun chords (top or bottoml are con Wlu- otsly braced by sheathI ng unless otherwise specifed. Where bottom chords in tension are not fully braced laterally by a property applied rigid ceiling. they should he braced at a maximum spacing of 10'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting 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 fit conformance with the fabricator's plans and to realize n continuing responsibility for such verl- ficatlon. Any discrepancies are to be put In wrlu.g before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Members shall be cut' for tight fitting wood to wood bearing. Con- nectur plates shall be located on both faces 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) n n parallel to the plate length specified. Double cuts on web members shall meet at the cenlrotd of tie 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 the fabrimted with fire retardant treated Ionb- unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 - PRECAUTIONARY NOTES All bracing and erection recormnendations are to be followed In accordance with Ilandling Installing R Bmcmg-, HIB-91. Truss- are to be handled with particular care during bonding and bundling• delivery and Installation to avoid damage. Temporary and penrnanenl bmcing for holding truss- In a straight and plumb pm- Ition and for resisting lateral forces shall be designed and installed by others. Careful hand- Iing Is essential and erection bracing Is allays required. Normal precautionary action for trusses requkes such temporary bracing during Installation between trusses to avoid toppling and dontlnoing. The supervision of emcUon of I— shall be under the control of persons experienced In the Installation of tnsses. Professional advice shall be sought If needed. Concentration of consirualon loads greater than the design loads shall not be applied to trusses at any tine. No loads other than the welght of the erectors shall be applied to I— until after ail fastening and bracing I. completed. TOP CHORDS: 2x12 SP #2 BOT CHORDS: 2x8 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2 2-PLY TRUSS! fasten w/3"X 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 397# Support 2 397# MAX LIVE LOAD DEFLECTION: L/999 L=-0.10" D=-0.10" T=-0.20" MAX HORIZONTAL TOTAL LOAD DEFLECTION- T= 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 2-PLY truss designed to carry 111 4" span framed to BC one face 01 9" span framed to TC opposite face WndLod per ASCE 7-98, C&C, V= 125ftph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type- Encl L= 58.0 ft We: 8.9 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI--BC... FORCE ... CSI 1- 2 -30 0.02 6- 5 0 0.54 2- 3 0 0.02 5- 4 0 0.48 RMB = 1.00 2-PLYS REQUIRED 3-0-0 --=--===-=====Joint Locations=============._ 1) 0- 0- 0 3) 8-10- 8 5) 6- 4-12 2) 6- 4-12 4) 8-10- 8 6) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -12 0- 0- 0 -12 8-10- 8. BC Vert L+D -182 0- 0- 0 -182 8-10- 8 ----MAX. REACTIONS PER BEARING LOCATION ----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 866 0 -397 BOT PIN 8- 8-12 866 0 -397 BOT H-ROLL This truss has not been designed for ROOF PONDING. Building designer must provide adequate drainage to prevent ponding. (0.25 in./ft. min. slope to drain). Truss must be marked to prevent UPSIDE DOWN erection. 8-10-8 1 2 3 8X10 4XR 3x6 5X6 866# 3.50" 8-10-8 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 1005 VANNESSA DILOVIEDOXI-32766 Design: Mafrit Analysis YYAKr411VV: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this dmwing is not erection bracing, wind bracing• portal bracing or similar bracing which is a part of the building design and which must be coruld.-d by We building designer. Bracing shown In for lateral support of taus members only to reduce buckling length. Pi -akin must be made to Hoch., lateral hmcing at ends and sp-tiled locations determined by the building d-ig er. Additional bracing of the overall structure may be required. ISce HIB-9I of TPII. Dluss Plate Institute, TPI, is located at 583 D'Onofno Drive.. Madison, Wisconsin 53719). JOB PATH: CA EE-LOKWOMEOIR 3-0-0 I 4 866# 3.50" scale = 0.7000 Eng. Job: W E C DWg: Truss ID: L1 Dsgnr: TLY Clik: Date: 4-22-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 I3C Live 0.0 psf O.C. Spacing: 24.0" 13C Dealt 10.0 Inc Design Criteria: TPI Code Desc: FLA 'TOTAL 33.0 psf V:09.05.02- 21714- 11CS: 08.20.02 DESIGN INFORMATION This design is for an Individual building component and flu been based on Information provided by the client. The designer dlselauns any responsibility for damages as a result of faulty or Incorrect Information, speclflca kimi and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cifle project and accepts no responsibility or eaercls- no control with regard to fabnca- 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 bncorpoated as part of the building 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 budding codes• local climatic records for wind or snow loads. project specillcaUons or special applied bads. Unless shown - tru ss has not been designed for slomge or occupancy loads. The design -.-- compression chords (top or bottom) are continu- usly braced Iry sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceding, they should be bated at a m-finum spacing of I9-0' o.c. Connector plates shall be manufactured from 20 gauge flat dipped galvanized steel mceling ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing ls In conlomrance with the fabricator's plans and to realize a continuing responsibility for such vem- Botion. Any clNerepancles 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 filling wood to wood tearing. 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 Sx4 plate Is 5- wide x 4-long. A 6x8 plate is 6- wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the c-trold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the fort- shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES Ad bracing and erection recommendations endations are to be followed In accordance with 'Handling Installing A Bracing. I IIB-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 theses In a straight and plumb pos- Itlon and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essentlal and erection bracing is always requbad. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons uperl-ced in the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shad not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: L2 QTY:2 TOP CHORDS: 2x4 SP #2 D BOT CHORDS: 2x4 SP #2 ® Continuous lateral bracing attached to = ==Joint Locations=====___=__===_ WEBS: 2x4 SP #3 either edge of web(s) shown. Bracing MUST be 1) 0- 0- 0 3) 12- 6-10 5) 6- 3- 5 2x4 SP #2 2 positioned to provide equal unbraced 2) 6- 3- 5 4) 12- 6-10 6) 0- 0-*0 SLIDERS: 2x4 SP #2 segments OR 2x4 T-brace nailed flat to edge BEAR. BLR: 2x8 SP #2 of web with w/3"x 0.120" nails spaced 8" o.c ------------ TOTAL DESIGN LOADS Analysis based on Simplified Analog Model. Brace must extend at least 90% of web length 2x6 Brace required on any Uniform PLF From PLF To All COMPRESSION Chords are assumed to be web aver 141-0". MULTIPLE LOADS -- This design is the TC Vert L+D -46 -1-10- 9 -46 13- 2-10- continuously braced unless noted otherwise. composite result of multiple loads. BC Vert L+D -10 Concentrated 0- 0- 0 -10 12- 6-10 LBS WndLod per ASCE 7-98, C&C, V= 125mph, Shim or wedge if necessary to achieve full bearing. TC Vert L+D Location -31 1- 4- 4 H- 15.0 ft, I- 1.00, Exp.Cat. B, Rzt= 1.0 PROVIDE UPLIFT CONNECTION PER SCHEDULE: TC Vert L+D TC Vert L+D -48 3- 9- 1 Bld Type= Encl L. 58.0 ft W= 12.6 ft Truss Support 1 609# -70 6- 1-15 in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Support 2 591# TC Vert L+D -98 8- 6-12 Impact Resistant Covering d/or Glazing Req an PROVIDE HORIZONTAL CONNECTION PER SCHEDULE : TC Vert L+D BC Vert L+D -127 10-11-10 MAX LIVE LOAD DEFLECTION: Support 1 263# -6 1- 4- 4 L/577 at JOINT # 5 BC Vert L+D -19 3- 9- 1 L=-0.25" D= 0.00" T=-0.25" ..TC...FORCE ... CSI ..BC...FORCE ... CSI BC Vert L+D BC Vert L+D -44 6- 1-15 MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -2252 0.81 6- 5 2129 0.52 -60 8- 6-12 T= 0.06" MAXHORIZONTAL LIVE LOAD DEFLECT Z .3111 T= 0.06" 1k 2- 3 - 06 0.92 5- 167 0.47 48N 7Qy 1 BC Vert L+D -76 10-11-10 ----MAX. REACT NS PER BEARING LOCATION----- La Ver �1 z lift Y-Ltx 9V ` 0-10 71� 1�/�0 -591 TOP RMB = 1.00 13-1-14 0- 4-13 678 H--ROLL 263 -609 PIN 1 2 3 F 3.33- 4-5-10 0-6-1 4 9.1- 1.68 j 0-1-0 T 1-7-7 I 2-6-10 1 11-6-10 6 5 4 678# 9.56" 7191! 2.50" 1-1U1 e e 1 (R1-10- 6-107) T 6!/ 19f1 448 6UN 76N (RO-8-5) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.4437 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNFSSA DR.OVIEDOXI-32766 Design: Mmrit Analysis WAKNING: 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 e,-Uan bracing. wind bracing, portal bracing tar similar bracing which Is a part of the building design and which must be considered by the budding designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bmebhg of the overall structure may be relfulred. (See HIB-91 of TPd. frnus Mile Institute. TPI, t, located at 583 Donofrio Drive. Madison, Wisconsin 53719). JOB PATH: C:ITEE-LOKIHOMEDIR Eng. Job: Dwg: Dsgur: TLY Clik: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf IOTA L 33.0 Truss ID: L2 Date: 4-22-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.01, Design Criteria: TPI Code Desc: FLA TICS: 08.20.02 l I ' JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: L3 QTY:2 DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the client. The designer disci Ims any I.ponslbWty for damages as a result of faulty or Incorrect Infonmation, specifications and/or designs furnished to the truss designer by the cllent and the correctness or accuracy Of this Information as It may relate to a spe- cific project and accepts no responsibwty, or exercises no control with regard to fabrto- Uon, handling, shipment and Installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TP1 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered mchftect 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 budding codes. lord climatic records for wind or snow loads. project specifications - special applied loads. Unless shown. truss has not been designed for storage or occupanry loads. The design assumes compression chords (lop or bottom) are conti u. ously braced by shemlibng unless otherwise specified. Where bottom chords In tenslon 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 galvanized steel meeting ASI'M A G53, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrleWon, the fabricator shad review this drawing to verify that this drawing Is In conformance with the fabAcnor's plans and to realize a continuing responsibility, for such verl- f1catlon. Any discrepancies are to be put In writing before cutting or fabrication. Plates :hall not be installed over knotholes. knots or distorted grain. Members shad be cut for light flWng woof to wood hearing. Con- nector plates stall be located on both faces of the muss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5- wide x 4' long. A 6x6 plain, is 6• wide Pile 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 sIt—. Connector plate sizes are minimum sizes based on the farces shown and may need to be increased for certain hand- Ung and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES NI bracing and erection recommendations are to be followed in accordance with -Handling Installing & Bracing'. 1,1I8-91. Trusses are to be handled with parMular care during banding and bundling, delivery and installation to avoid damage. Temporary and pemranent bracing for holding trusses in a straight and plumb pus. Itton 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 InslaUallon between trusses to avoid loppUng and dominoing. The supervision of .—Uon of Uusses shad be under the control of persons expenenced in the instndaUon of trusses. Professional advice shad be sought d 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 erecton shad be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x12 SP #2 BOT CHORDS: 2x8 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2 2-PLY TRUSSI fasten w/3"X 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 594# Support 2 594# MAX LIVE LOAD DEFLECTION: L/634 at JOINT # 3 L=-0.16" D=-0.17" T=-0.32" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.08" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.04" RMB - 1.00 3-0-0 8X10 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 2-PLY truss designed to carry 191 4" span framed to BC one face 01 0" span framed to TC opposite face WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Xzt- 1.0 Bld Type= Encl L= 58.0 ft W= 8.9 ft Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -26 0.01 6- 5 0 0.88 2- 3 0 0.01 5- 4 0 0.75 2-PLYS REQUIRED ==============Joint Locations===========a=== 1) 0- 0- 0 3) 8-10- 8 5) 6- 4-12 2) 6- 4-12 4) 8-10- 8 6) 0- 0-'0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To BC Vert L+D -314 0- 0- 0 -314 8-10- 8. ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1394 0 -594 BOT PIN 8- 8-12 1394 0 -594 BOT - H-ROLL This truss has not been designed for ROOF PONDING. Building designer must provide adequate drainage to prevent ponding. (0.25 in./ft. min. slope to drain). Truss must be marked to prevent UPSIDE DOWN erection. 4XR 3X6 5X6 1394# 3.50" ill 8-10-8 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 #005(X)68 1005 VANNMA DROVIEDOYI-32766 3-0-0 2-4-0 rT- 4 1394# 3.50" scale = 0.7000 WAKNINU: READ ALL NOTES ON THIS SHEET. Eng. Job: W HEK A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg- Truss ID: L3 CONTRACTOR. Dsgur: TLY Chk: Date: 4-22-03 BRACING WARNING: TC Live 16.0 psr DurFac - Lbr: 1.25 Bracing shown on this drawing Is not erection bracing. wind bracing. portal bracing or similar bracing TC Dead 7.0 psf DurFae - Plt: 1.25 which Is a part of the budding design and which must be considered by the building designer. Bracing shown is for Lateral support of truss members only to reduce buckling length. Puovisious must be BC Live 0.O psr O.C. Spacing: 24.0" g• made to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bracing of the overall structure may be. required. (Sce HIB-91 of Trll. BC Dead 1 U.0 Sf p Design Criteria: TPI ❑'russ Pirate Institute. TI'L is located at 583 D'Onolno Drive, Madison. Wisc—In 53719). Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 21716- ; 1- 1.111. , , wn 111n: t,:Iree-I.vA11IU1IIrV1K HCS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: M QTY:12 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 Analysis based on Simplified Analog Model. ==== ___======Joint Locations=======___===__ This design is for an Individual building BOT CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the 1) 0- 0- 0 3) 10- 8- 8 5) 5- 4- 4 component and has been based on Information by WEBS: 2x4 SP #3 ccniposite result of multiple loads. 2) 5- 4- 4 4) 10- 8- 8 6) 0- 0- 0 provided the cllent-The designer disealms responsibWty for damages as a result of SLIDERS: 2x4 Sp #2 All COMPRESSION Chords are assumed to be ----MAX. REACTIONS PER BEARING LOCATION----- fany aulty., Incorrect Information, specifications BEAR BL+K: 2x4 SP #3 COntinllOUSl y braced unless noted otherwise. X-Loe Vert Horiz Uplift Y-Loc Type and/or designs fi-ribbed to the was designer Shim or wedge if necessary to achieve full 10-10-12 357 0 -518 TOP H-ROLL by the client and the correctness or accuracy WndL,od per ASCE 7-98, C&C, V= 125nph, bearing. 0- 4- 0 432 243 -448 BOT PIN of this info ... U.. as It may relate Ira a .pe- clflc pmJect and accepts no responslbilty, or H- 15.0 f t, I= 1. 00, Exp. Cat. B, Kzt= 1.0 PROVIDE UPLIFT CONNECTION PER SCHEDULE: PROVIDE HORIZONTAL CONNECTION PER SCHEDULE exercisesno control with regard to fabrl-- Bld Type= Enel L. 58.0 ft W. 10.7 ft Truss Support 1 448# pP0 Support 1 243# _ lion, handling, shipment and Installation of in g,ID zone, TCDL= 4 . 2 sf, BCDL= P 6 . 0 sf p Support 2 518# Inns-. Thls uuss has teen dnlgned as on Inpact Resistant Covering and/or Glazing Req Individual building component In accordance with MAX LIVE LOAD DEFLECTION: .. TC... FORCE... CSI ..BC ... FORCE... CSI ANSI/TPI 1-1995 aid NDS-97lobe Incorporated L/999 1- 2 -1003 0.54 6- 5 924 0.23 as part of the building design by Buddhhg or professional (registered architreviewed L=-0.08" D. 0.02" T=-0.07" 2- 3 -92 0.41 5- 4 924 0.29Design - eligneer for engtneerl. When reviewed for approval by the MAX HORIZONTAL TOTAL LOAD DEFLECTION: budding designer, the design loadings shown T= 0 . 02" must be checked to be swe that the data shown MAX HORIZONTAL LIVE LOAD DEFLECTION: are In agreement with the local budding codes. T= 0 . 03" local climatic records for wind or snow loads. pmJect specifications or special applied loads. RMB = 1.15 Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords Itop or bottom) we cmntlnu- 11-0-0 oust' braced by sheathing unless otherwise specified. VAiere bottom chords In tension are 1 2 3 not fully braced Laterally by a property applied rigid ceiling. they should be braced at a 0 maxhnan spacing of 10'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting AMI A 653. 6X Grade 40. unless mlhelvA a Shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing Is In mnfonnantt with the fabnntoe5 plans and to realize a continuing responslbWly for such ved- 2-6-5 0cation. Any discrepancies are to be put In writing before eutung or fabrication. Plates shall not be tnstadove r er knotholes. 3X knots ordistorted gram. Members shag be cut 0-1-8 for tight fitting wood to wood bearing. Con. nector pLites shall be located on both faces of 4-5-11 the taw with nails fully imbedded and shad be cyan. alnout tine Joint unless olherwue swoosh. A Sx4 plate is S' wide x 4- long. A 6x8 plate is 6' 3X4 wide x 8- long. Sint. (holesl ran parallel to 0-6-6 3X6 the plate length specdled. Double cuts on web members shall meet at the centroid of the webs unless otherwise U sixshown. Connector plate sizes re amlNmwn es based on the forces shown 2\(Q and may need to be Increased for certain hand- ` 3X4 ling and/or erection stresses. This truss Is not fabricated with fire retardant treated 3X4 1be ,ber unless otherwise shown. For addlUonal — 57f8 Inforetion on Quality Control refer to ANSI/TPI 1-1995 2.00 j PRECAUTIONARY NOTES 0-8 0 All anderection we he to be followed N accordance wllh'HaudWhg ace with 'Handling 10-0-8 Irutalling A Bracing'. IfIB-91. Trusses we to p be handled with parUcular care during banding 6 5 4 and bundlin deliveryand Installation to avoid 433f1 8.00" damage. Temporary and permanent g Pm�+r P 8 1I 358N 2.50" for holding trusses W a teralfo and plumb pos- Ilion and for resisting lateral forces sled be [- RI-7-0 10-8-8 I 0 3-8 designed and Installed by others. Careful fend- -7- ( ) (RO-2--15) Wng is essenlel 1 erection bracing is alw.ya EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 required. Normal precautionary action for scale = 0.4694 ires ch bra ing duri temporary avoid int"alJon between top ling Installation behveen trusses to avofd toppling and dominomg. The supervislon of erection of Imes- shall be under the control of person. FMaronda SystemsA WARNING: READ ALL NOTES ON THIS SHEET. COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. J01)' g• DW gexperiencedmtheinstallationoftrusses.Dsg1Lr' WO: Truss ID: M Pmfessl ce I advice shall be sought 9 needed. CONTRACTOR. TLY Cnk: Date: 4-22-03 Concentmtiou of coruwcllon loads greater diem Ile design loads shall not be applied l0 BRACING WARNING: 4005 MARONDA WAY TC Live 16.0 psr DurFae - Lbr: 1.25 truss- nl any time. No loads other than the weight of the erectors shad be applied to SANFORD, FL. 32771 Bradng shown on this drawing I, not erection bracing, wind bmcing, portal bmchhg or similar bracing TIC Dead 7.0 psr DurFae - PIt: 1.25 I—- nnW after ail fastening and bracing (407) 321-OOlr4 Fax (407) 321-3913 which is a part of the budding design and which must be considered by the building desigier. Bracing shown is for Laic" support of truss members only to reduce buckling length. Rovislons must be RC Live 0.0 pSr O.C. Spacing: 24.0rI b completed. TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations deternwed by the building designer. Additional bracing of the be BC Dead 10.0 Design Criteria: TPI LICENSE #0050068 oeemil structure may required. ISee IIIB-91.1,rn. (Truss Plate Institute. TPI, Is located at 583 D'Onofrio Drive. Madison. Wlscorum 53719). psr ,1g Code Desc: FLA 1005 VANNFSSA D20V1EDUYL32766 TOTAL 33.0 pSr V:09.05.02- 21717- 8 ..r 115". ^,1..,r, ^,",q+u JUu tAllf: (L:I1Lb-LUAIHUVfhJ)IR HICS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or brcurreet mfomotion, specifications and/or designs furnished to the truss designer by the client and the coneclness or accuracy If this Information as It may relate to a spe- cdlc project and accepts no responsibility or exercises no control wIL h regard to labrica- tion, handling, shlpment and installation of muses. This bvss has been designed as an individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Budding Designer (registered architect or prof-slonal engineer). When reviewed for approval by the building designer. the designs loadings shown must be checked to be sure that tho data shown are In agreement with the lord building codes. local climatic 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 .,sun. - compression chords (top or bottom) are conWnu- 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 10'4- o.e. Connector plat- shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Cmde 40. unless otherwise shown. FABRICATION NOTES Prior to fabw rication• the fabricator shall revie this drawing to verify that this drawing is [it cotdunuance w1lh (lie labricalor's plans and to realize a continuing responsibility for such veil. ncation. 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 he cut for tight fitting wood to woad bearing. Con- nector plats shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the ).lot unless otherwise shown. A 5.4 plate is 5' wide x 4' long. A 6s8 plate is 6' wide x 8- long. Slots (holsl run parallel to the plate length specified. Double cuss an web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes arc minimum sizes based on the forces; shown and bray need to be Increased for certain hand- ling and/or erection sl_r ss. 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 recouunendatlons are to be followed In accordance with "Handling Installing R Bracing'. IIIB-91. Tmss- are to be handled with particular care during banding and bundling• delivery and Installation to avoid damage. Temporary and permmmnt bracing for holding truss- In a straight and plmnb p-- Rion and for resisting lateral forces shall be designed and installed by others. Careful hand- Iing Is essenttO and erection bracing Is ahvnys required. Normal precautionary action for trusses requires such temporary bracing during Installation between llvsses to avoid toppling and domlttoing. The supervision of erection of truss shall be under the control of persons experienced In the Installation of Cusses. 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 I applied to russ- until alt" all fastening and bracing ts completed. WO: CHEK3 WE: TI: N BTY:2 MULTIPLE LOADS -- This design is the ---_ -- ===Joint Locations======_____==== composite result of :mltiple loads. 1)= 0- 0 0 3) 10- 3- 0 5) 0- 0-•0 All COMPRESSION Chords are assumed to be 2) 5- 1- 8 4) 10- 3- 0 continuously braced unless noted otherwise. ----MAX. REACTIONS PER BEARING LOCATION----- Shimor wedge if necessary to achieve full X-Loc Vert Horiz Uplift Y-Loc Type bearing. 0- 4- 0 417 264 -419 BOT PIN PROVIDE UPLIFT CONNECTION PER SCHEDULE: 10- 1-12 331 0 -520 BOT H-ROLL Support 1 419# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 2 520# Support 1 264# ..TC... FORCE ... CSI -BC 1- 2 983 0.51 5- 0 -904 0.27 2- 3 -103 0.54 0- 4 -1150 0.40 10-3-0 1 2 3 I 4.00 TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 WndLod per ASCE 7-98, C&C, V= 125nph, H= 15.0 ft, I= 1.00, Exp.Cat- B, Kzt= 1.0 Bld Type. Encl L= 40.0 ft W- 10.2 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Iulpact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.07" D= 0.01" T=-0.06" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.06" RMB = 1.15 0-6-6 2-4-4 1-7-3 1 2.00 I 0-8� I 9-7-0 5 418# 8.00" 4 1_7.2 332# 2.50" 1 (RI-7-0) T 10-3-0 EXCEPT AS SIIOWN PLATES ARE TI.20 GA TESTED PER ANSI/Till 1-1995 �M_ aronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 IOUs vANNFSSA DROVIEDO.FL327oa Design: Mrarir Analysis TV1%Kr41r4v: 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 apart of the building design and which must be considecd by the building designer Bracing shown is for lateral support of truss members oily to reduce buckling length. Proctslors must be made to anchor lateral bracing at ends and specified locations delemhlned by the building d-lgner. Additional bracing of the m•emil slructum may be required. (See IIIB-91 of 71,11. (Truss Plate Institute. TPI, Is located at 583 D'Onefdo Drive, Madison, Wisconsin 53719). JOR PATH: C:I'1'EE-LOKI110MEDIR Eug. Job: Dwg: Dsgur: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 psf scale = 0.4971 ..v. Vr\V Truss ID: N Date: 4-22-03 DurFac - Lbr: 1.25 DurFac - PIt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: O QTY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the==============Joint Locations=======n=====__ This design is for an Individual building BOT CHORDS: 2x4 SP #2 clrflposite result of fmiltiple loads. 1) 0- 0- 0 3) 7- 3- 0 5) 0- 0- 0 component and has been based on information WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 3- 7- 8 4) 7- 3- 0 prwldd by the client. The designer disclaims SLIDERS: 2x4 SP #2 continuously braced unless noted otherwise. ----MAX, REACTIONS PER HEARING LOCATION ----- any responslbWly for The as a result of faulty or incorrect information. spectHations Shim or wedge if necessary to achieve full X-Loc Vert Horiz Uplift Y-Loc Type and/or designs furnished to the trussdeslgner WndLod per ASCE 7-98, C&C, V- 125uph, bearing. 0- 4- 0 319 257 -420 BOT PIN by tine client and the correctness or accuracy H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 PROVIDE UPLIFT CONNECTION PER SCHEDULE: 7- 1-12 232 0 -446 BOT H-ROLL of this information as It may relate to a spe- Bld Type= Enel L= 58.0 ft W= 7.2 ft Truss Support 1 420# clfle project and occepts no ,-ponsibWly or Support PROVIDE HORIZONTAL CONNECTION PER SCHEDULE exercises no control with regard to fabrien- in act zone, antTCDC ve4.psf, BCDL= Glazing psf Support 2 446# Support 1 257# lion• handling, shipment and Installation of Impact Resistant Covering and/or Glazing Req trusses. This truss has been designed - an MAX LIVE LOAD DEFLECTION: --TC ... FORCE... CSI .. BC... FORCE... CSI individual building component It accordance with L/999 1- 2 712 0.26 5- 0 -787 0.14 ANSI/TPI I-1995 and NDS-97 Lobe Incorporated L--0.02" D= 0.00" T=-O. 02" 2- 3 -81 0.29 0- 4 -883 0.18 D inn r the building architect or a Building MAX HORIZONTAL TOTAL LOAD DEFLECTION: Designer Ircgislered architect or professional Z,= O. �ln engineer). When reviewed for approval by the building designer, file design loadings shown MAX HORIZONTAL LIVE LOAD DEFLECTION: fist be checked to be sure that the data shown T= 0 . Ol are In agreement with the local building codes• local clbnatic records for wind or snow loads, RMB = 1.15 project specNcations or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assurnes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by. properly applied 1 2 3 rigki cellf g. they should be braced at a �— maxinnum spacing of 10'-0' o.c. Connector 4.00 plates shall be manufactured horn 20 gauge hot dipped galvanized steel meeting ASIM A 653. Grade 40. unless otherwise shown. 2X FABRICATION NOTES Prior to fabrication. We fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's plans and to realize a continuing responsibility for such ved- 1-10-4 ovation. Any discrepancies we to be put in 2X writing before cutting or fabrication. Plates shall not Ile Installed over Wnathole_s• knots or distorted grain. Members shall be cut for Ilght Ailing wood to wood bearing. Can- 3-2-1 l - neeior pinto shad( be located on both faces of the truss with nails fully Imbedded and shall be sysn. about the Joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x6 plate is 6' - 3X4 wide x 8' long. Slots tholes) run parallel to the plate length specified. Double cuts on web members shall meet at We centmid of the webs �— 1-1-3 unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown 0-6-6 3X4 and may need to be mereased for certain hand- 3X4 ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated _ _ 5X8 lumber unless otherwise shown. For additional (formation on Quality Control refer to ANSI/TT'l I-1995 PRECAUTIONARY NOTES Ail bracing and erection reconunendations we to be followed 1.accordance with 'dandling Installing A Bracing'. I118-91. T}usao are to be handled with particular cue during banding and bundling, delivery and msudlation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb poll - Ilion and for resisting late,.] forces shall be designed wad ustalled by others. Careful hand- ling is essential and erection bracing is always requited. Norn ll precautionary action for trusses requires such temporary bmcmg during histalla0an between Inisses to avoid lopp))ng and dommomg. The supervision of erection of trusses shall be under the control of persons experienced in the mstallatlon of trusses. Professional advice shall be sought If needed. Concentration of construction Inds greater ttnn the design loads shut] not be applied to I—, at any time. No loods other than the weight of the erectors shall be applied to trusses unit] after all fastening and bmcmg I completed. 2.00 I 0-8-0 I 5 1— 319# 8.00" 6- L 1-7-2 r e Ie a7-3-0 (RI-7-0) 1 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 1005 VANNE.SSA DROVIEDO.FL32766 YYAKIVIN(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 bmcmg. portal bracing or shrill- bracing which Is a part of the building design and which must be considered by the building designer. Bracing shown is for Lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified loenllons determined by the building designer. Additional bracing of the overall structure may be requited. (See HIU-91 01 TTi). rrm" Plate institute. TPI- is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). 233# 2.50" scale = 0.6513 Eng. Job: O: CH DWg: Truss ID: O Dsgnr: TLY C►dt: Date: 4-22-03 TC Live 16.0 psf DurFae - Lbr. 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live o.o psr O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 21720- 1 wo r-am: i-:Irrr-f.UA InvAIruIK HCS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: 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. speelllcatloru 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- cific p Ject and accepts no responsibility or exerclsas 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 part of the budding design by a Budding Designer Ireglslered 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 climatic records for wind or snow loads. project speeNc Lkin, 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 conWm- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a proletly applied rigid ceiling, they should Ix braced at a maximum spacing of 10'-0* o.c Connector plates shall be manufactured from 20 gauge hot dipped gahanlzed steel meeting ASfM A 653, Cmde 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review Lid, drawing to verify that this drawing Ls In coNomance with the fabriolor's plans and to -.11re o continuing tespuusibWty for such verl- Ocatkm. Any discrepancies are to be put In writing before cutting or fabrication. Plait" lato shall not be Installed over knothole, knots or distorted gain. Member shall be cut for tight fitting wood to wind tearing. Con- necior plates shall be located on both lace of the truss with nails fully imbedded and shall to sysn. about the joint unless otherwise shown. A 5x4 plate Is 5- wide x 4- long. A 6x8 plate b 6' wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web men, en shall meet at th ccnlroid of the webs unless otherwise shown. Connectur plate sizes are minimum sizes based on the forces shown and may need to be hncreased for certain hand- ling and/or erection simsse. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For addlUonal hdonnallon on Quality Control refer to ANSIM'l I -1995 PRECAUTIONARY NOTES All bracing and erection recornmendaUmu are to be followed In accordance with'llandling Iustalllmg & Bracing', HIB-91. Trusses we 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. ltlon and for resisting lateral form shall be designed and Insmlled by others. Careful hand- ling is essential and erection bmctng is always required. Normal precautionary action for )misses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of a Uon of trusses shall be under the control of persons experiencerl In the Installation of trusses. Professional advice shall be sought 8 needed. Concentratlan of construction loads greater than the design [nails shall not be applied to trusses at any time. No lands other than the weight of the erectors shall be applied to tnnssw until alter all fastening and bracing I. completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 396# Support 2 225# Support 3 42# MAX LIVE LOAD DEFLECTION: L/999 L=-0.04" D- 0.00" T=-0.03" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 2-2-11 0-6-6 0-8-0 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. Field Connection at Support 1 must be able transfer 82 pounds of horizontal reaction TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -31 0.39 4- 3 -173 0.19 TI: P 9TY:2 -=----========Joint Locations=====____===___ 1) 0- 0- 0 3) 4- 3- 0 2) 4- 3- 0 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 4- 1-12 87 82 -225 TOP PIN 0- 4- 0 212 117 -396 BOT PIN 4- 1-12 54 0 -42 BOT H-ROLL WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L- 58.0 ft We: 4.2 ft Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req. 4-3-0 11 1 2 1 4 212# 8.00" 117-2 le (R7 0) le EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 (Marionda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DMOVIEDOXI-32706 Design: Mdrriz Analysis 4-3-0 2.00 I 1-4-4 0-7-3 87# 2.50" 54# 20" C/L: 4-1-12 Over 3 Supports Attach with (1 10d Toe -Nails scale = 0.9442 YYAKNINU: READ ALL NOTES ON THIS SHEET. Eng. Job: W HEK A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D"'€' Truss ID: P CONTRACTOR. Dsgur: TLY Chk: I Date: 4-22-03 BRACING WARNING: TC Live 16.0 psf DurFae - Lbr: 1.25 Bracing shown nu ULLs drawing Ls 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 TC Dead 7.0 psr DurFae - Pit: 1.25 shown is for lateral support of truss members only In reduce buckling length. Provisions m must be BC Live 0.0 psf O.C. S 24.On Spacing: P 9• made to anchor lateral bracing at ends and specified locallons determined by the building designer. Additional bmctng of the overall structure may be required. (See HIB-91 of TPd. BC Dead 10.0 psf l Dean Criteria: TPI g frmss Plate Institute. TPI. Is located at 583 D'Onohlo DrNe. Madison. Wisconsin 537191. Code Dese: FLA To'rnL 33.0 psr I V:09.05.02- 21721- 1 JOB PATN: CATEE-LOKIIIOAIEDIR HCS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. DESIGN INFORMATION This design is for an individual building component and tins been based on Information provided by the client- The designer dlscl ins any responslbWty for damages as a result of faulty or Incorrect bdora ation. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this bmformatiou as It may relate to a spe- ctflc project and accepts no responslblhty, or exercises no control with regard to fabrics. tion- handling• shlpmeut and installation of trusses. This l - has been designed es nn Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated - part of the building design by a Buiding Designer fregistered architect or professlonal engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure Unit the data shown are m agreement with the local building codes• local dlmaUc records for wind or snow loads• project speelllcatfons or special applied loads. 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 bottom chords In tension are not fully braced laterally by a properly applied rVd 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 fabd-Uon. the fabricator shall review thls drawing to verify that this drawing Is In confonnance with the fabricator's plans and to realize n couUnuing responsibility for such verl- Ucation. Any discrepancies are to be put in witting before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the Iruss with nsit, 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? nut parallel to the plate length specified. Double cuts on web members shall meet at the cenuold of the webs unless otherwise shown. Connector plate sizes are mhUrnurn sizes based on the forces shown and may need to be increased for certain hand- ing and/or erection stresses. Tills cuss is not to be fabricated with fire retardant hated lumber uness otherwise shown. For addlUonal WormaUon on Quality Control refer to /WSI/-Ml I-1995 PRECAUTIONARY NOTES Ai 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 mud installation to avoid damage. Temporary and permanent bracing for holding trusses in a stralght and plumb pos- Won and for resisting lateral forces shall be designed and installed by others. Careful hand- ting is essential and erecuon bracing is always required. Noma] precautionary acUon for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erecUon of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought if n—led. Coneenlrauon of construction loads greater than the design loads shall not he applied to trusses at any time. No loads other than the weight of the erector shall be applied to trusses un1U after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 226# Support 2 125# MAX LIVE LOAD DEFLECTION: L/999 L. 0.00" D= 0.00" T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB a 1.15 1 4-7 T 0-6-6 WO: CHEK3 WE: MULTIPLE LOADS -- This design is the Composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, CSC, V- 125rrph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 58.0 ft W= 1.7 ft Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC...FORCE... CSI ..BC ... FORCE ... CSI 1- 2 -3 0.01 4- 0 -56 0.01 0- 3 20 0.01 TI: Q QTY:2 __ = _ ==Joint Locations=====____==___= 1) 0- 0- 0 3) 1- 8- 4 2) 1- 8- 4 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 137 63 -226 BOT PIN 1- 7- 0 47 0 -125 BOT H-ROLL 2.00 0-8-0 1-0-4 Plate Height 1= 0-2-1 4 3 le 1-7-2 138# 8.00" 48# 2.50" id(111-7-0) 1-8-4 EXCEPT AS SHOWN PLAITS 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 1005 VANNESSA DP OVIEDO.FL32766 Design: Manic Analysis 11YAKIUNU: 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 bmeing, 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. Prm•islons must be made to anchor lateral bracing M ends and specified locations determined by die building designer. Additional bracing of the overall sUuclure may be required. [See Hin-91 of TPII. (Truss Plate Institute. TPI. is located at 583 D'Onofllo DI-. . Madlsan. WBconsin 53719). JOB PA771: C:17E6-LOK1110MEDlR Eng. Job: Dwg: Dsgur: TLY Chk: TC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psr TOTAL 33.0 Dsf scale = 1.5329 Truss ID: Q Date: 4-22-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA TICS: 08.20.02 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The d-Igner disctahns any responsibility for damages as a result of faulty or incorrect Information. specifications and/or desipm furnished to the truss designer by the client and the correctness or accuracy of this tti nformaon as It may relate to o spe- citc project and accepts no responsibility or exercises 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 ANSIrMl 1-1995 and NDS-97 to the Incorporated as part of the building design by a Building 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 climatic records for wind or snow loads. project speclfl©tons or' applied loads. Unless shown. truss has not L—n designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) are contnu- ousy braced by sheathing unless otherwise specllled. Where bottom chords In tension are not fully braced laterally by a property applied rigid ceWng. they should be braced at a m Mmum spacing of 101-0- o.e. Connector plates shall be manufactured from 20 gauge hot dipped galvanl-d 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 cord.—ancI with the fubricat.e. plans and to realize a conti,uing responsibility for such veri- fication. Any discrepancies are to be put In waiting before cutting or fabrication. Plates shall not be lrslalled over knotholes, knots or distorted grain. Members shall be cut for light Poling wool to wood bearing. Con- nector plates shall be locoed on both faces of the truss with nalls fully bnbedded and shall be sym. about thejahnt unless otherwise'shown. A 5.4 plate Is 5- wide x 4- long. A 6.<8 plate is G wide x 8- long. slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the cenL-ld of the webs unless otherwise shown. Connector plate sizes are mihimunn 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 the fabricated with ire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSUITI 1-1995 PRECAUTIONARY NOTES All bracing and erection reconunendatlons are to be followed In accordance with "Handling Imtalling @ Bracing•'. HIB-91. Tresses are to be handled with parucutar care during banding and bundling. delivery and "ulallaUon to avald damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- ltian and for resisting blend forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always requhed. Normal precautionary action for trusses requires such temporary bracing during ilstaliation between trusses to avoid toppling and dominobng. The supervision of erection of trusses shall be under the control of persons experienced inthe Installation of trusses. Professional advice shall be sought If needed. Concentrator of construction loads greater unarh the design loads shag n.I be applied run lruases at any time. No loads other than the weight of the erectors shall the applied to trusses until after all fastenh,g and brachhg is completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 This truss is designed to bear on 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 1 422# Support 2 303# Support 3 65# MAX LIVE LOAD DEFLECTION: L/419 at Mid -panel # 1 L=-0.17" D= 0.02" T=-0.15" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.02" RMB = 1.15 3-10-3 0-6-6 -j_ WO: CHEK3 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of Imrltiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. Field Connection at Support 1 nmst be able transfer 166 pounds of horizontal reaction PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 235# ..TC... FORCE ... CSI ..BC...FORCE... CSI 1- 2 -62 0.84 4- 3 -457 0.40 TI: R 6QTY:2 == _==========Joint Locations=====_= _____ 1) 0- 0- 0 3) 6- 0- 8 2) 6- 0- 8 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 5-11- 4 126 166 -303 TOP PIN 0- 4- 0 248 235 -422 BOT PIN 5-11- 4 75 0 -65 BOT H-ROLL WndLod per ASCE 7-98, C&C, V- 1254rg7h, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 58.0 ft W= 6.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL- 6.0 psf Iupact Resistant Covering and/or Glazing Req. 6-0-8 1 2 6.00 3.00 I O-g-Q l 5-4-8 4 3 248# 8.00" 127# 2.50" L1-1-9d 6-0-8 76# .50" EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: (!M!aronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgttr: TLv Chk: 4005 MARON DA WAY BRACING WARNING: TIC Live 16.0 psf SANFORD. FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing nr sbnilar bracing TC tread 7.0 psf (407) 321-0064 Fax (407) 321-3913 which is a par of the building design and which must be considered by the building deslgncr. Bracng shown Is for lateral support of truss members only to reduce buckling length. Pmvislors must be BC Live 0.0 psf TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall stmcture may be required. flee HIB-91 ofMi. BC tread 10.0 )$f I LICENSE #0050068 (truss Plate Institute, TPI, is located at 583 D'Onuldo Drive. Madison. WLsmmin 53719). FS 1005 VANNSA DB.OMDO.F1L327C6 TOTAL 33.0 psf Attach with (4) 10d Toe -Nails Attach with (t) 10d Toe -Nails scale = 0.5459 Truss ID: R Date: 4-22-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA wn run, n. r.. a cc-r.vn nnvmunrc /fCS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. DESIGN INFORMATION Thls design Is for an Individual building component and has been based on bfformaUon mv plded by the client. The des IP., er disclaims any respotulbWly for damages as a result of faulty or Incorrect adormaUon. specifications and/or designs furnished to the truss designer by Ute client and the correctness or accuracy of this information as It may relate to a spe. cific project and accepts no responsibility or exercises no control with regard to labrlca- tion. handlirhg. 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 (re&lered arehliect nr professional engineer). when reviewed for app,—[ by tire building designer. the design loadings shown must be checked In be sure that the data shown re aIn agreement with the local building codes. local clintauc records for wind or snow loads. project speclflcaLlons or special appllcd loads. Unless shown. truss has not been desigmd for storage or occupanry loads. Tim design assumes compression chords (top or bottom) are continu- ously braced by sheaUdng 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 maxlmun spacing of I ll'-O' o.e connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASrM A 653, Grade 40. unless otmnvlse shown. FABRICATION NOTES Prior to fabrlcatian. the fabricator shall review this drawing to verify that tills drawing is In conformance with the fabricators plans and to realize a conUnu.ig responsibWty for such ved- ncallon. Any dtserepnneles are to be put In writing before cutting or fabricatlon. Plates shall not be Installed Over luhotho]es. knoll 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 nalls fully Imbedded and shall be syan. about thejomt unless otherwise shown. A Sx4 plate is 5- wide x 4' long. A 6x8 pb to la 6' wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. connector plate sizes are minimum sires based on the forces shown and may need to be Inct eased for certahm hand- ling and/or crmUon stresses. Tllls truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For addlUonal Information on Quality Control refer to 1l,iSl/TPl 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations am to be followed In accordance with 'Handling Installbmg h Bmcing-. IIIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and bustallauon to avoid damage. Temporary and permanent bracing for holding truas- In a straight and plumb pos- Itlon and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling Is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of emcUon of truss- shall be under Um 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 tresses at any time. No loads other than the weight of the erectors shall be applied to busses until after all futenb,g and br Ing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 368# Support 2 249# Support 3 55# MAX LIVE LOAD DEFLECTION: L/913 at Mid -panel # 1 L=-0.06" D= 0.01" T=-0.05" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB - 1.15 3-2-3 0-6-6 WO: CHEK3 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. Field Connection at Support 1 must be able transfer 136 pounds of horizontal reaction .TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -48 0.54 4- 3 -269 0.26 TI: S QTY:2 __---- ===Joint Locations============___ 1) 0- 0- 0 3) 4- 8- 8 2) 4- 8- 8 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 4- 7- 4 98 136 -249 TOP PIN 0- 4- 0 204 195 -368 BOT PIN 4- 7- 4 59 0 -55 BOT H-ROLL WndLod per ASCE 7-98, CSC, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 58.0 ft W= 4.7 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Fact Resistant Covering and/or Glazing Req- 4-8-8 1 2 3.00 I 0-8-0 4-0-8 4 3 205# 8.0011 98# 2.50" 4-8-8 60N 2 50" (R�1-1-9 1 7) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI C/L: -7 4 1-1995 Over 3 Supports Lmaronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNFSSA DR0t1E1X7.FL32766 Design: Mnfrir Analysis rrHKninv: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing. wind bracing. portal bracing or similar bracing which is a par of the building design and which must be considered by the building designer. Bmdng shown is for lateral support of ln,ss members only In reduce buckling length. Provlslous must be n,nde to anchor lateral bracing at ends and spedlled locations determined by the building designer. Additional bracing of lire overall structure may be required. (See HIB-91 of TPI). (rnss plate Institute. TPI. is located at 583 Donofrio Drive. Madison. Wisconsin 53719). JOB PATH: C.-ITEE-LOKIHOMFL)IR Eng. Job: Dwg: Dsgnr: TLY Clik: TIC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead t0.0 psf TOTAL 33.0 DSf Attach lvilh (4) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.6603 Truss ID: S Date: 4-22-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA 11CS. 03.20.02 DESIGN INFORMATION This design Is for an Individual building component and has been based on information provI&d by the client. The designer dbclalms any responsibility for damages as a result of tautly or tncorrmt information, specifications .it, designs fumbhed to the truss designer by the client and the corteetness or accuracy of this Infortnaton as it may relate to a spe- cific project and accepts no rmponslbWty or exerelses no control with regard to fabrica- tion, handling, shipment and brsta8aton of trusses. This truss has been designed as an Individual bu8dmg component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as paid of the building design by a Building Designer (registered areli sect or professional engln"r). 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 codes, loed climatic records for wind or snow loads, Project speclflcatolls or special applied loads. Unless shower, truss has not I— designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by shcathirhg 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 plat" shall be manufactuend tram 20 gauge hot dipped galvanized steel meeting AS7M A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is In conformance with the fabncatoes plans and to reallm a continuing responslblllty for such verl- flcathm. 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 fitting wool to wood bearing. Con- nector plates shall be located on both faces of the truss with nulls fully Imbedded and shall be sysn. about Um Joint mdess otherwise shown. A Sx4 plate is 5' wide x 4' long. A 6x8 plate is 6' wide x 8' long. Slots (hot") run parallel to the plate length specllled. Double cuts on web members shall meet at Lite centmld of the webs unless otherwise shown. Connector plate sizes are mirinurn sizes based on the forces shnu-n and may need to be increased for certain hand- ling and/or erection stress". This truss Is not to be fabncaled with ftm retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES A11 bracing and ermUon recommendations are to be followed In accordance with -Handling Installing A Bracing', 1-1I13-91. Trusses am 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 mid plumb pos- Illon and for resisthrg lateral forces shall be desigrcd and bulalled by others. Careful hand- ling Ls essential and erection bracing is always required Normal precautionary action for trusses requires such temporary bmctng during Installation between lasses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experleneed in the InstallatioIt of trusses. Proless;mud advice shall bt,It If needed. Concentration of conslructon loads greater than the design loads shall not he applied to trusses at any tine. No loads other than Lite weight of the erectors'h 'hall be applied to truss" until after all fastening and bracing is completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 294# Support 2 181# Support 3 41# MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" D= 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 2-6-3 0-6-6 WO: CHEK3 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. Field Connection at Support 1 must be able transfer 99 pounds of horizontal reaction ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 35 0.28 4- 3 -112 0.15 TI: T QTY:2 =__ =_== _ ===Joint Locations=====____---__ 1) 0- a- 0 3) 3- 4- 8 2) 3- 4- 8 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3- 3- 4 69 99 -181 TOP PIN 0- 4- 0 161 143 -294 BOT PIN 3- 3- 4 43 0 -41 BOT H-ROLL WndLod per ASCE 7-98, CSC, V= 125mph, - H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L. 58.0 ft W= 3.4 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Reg 3-4-8 1 2 6 0 Allach with (3) 10d Toe -Nails 1-6-8 0-8-2 Attach with (1) 10d Toe -Nails 3.00 I 0-8-0 2-8-8 4 3 161# 8.00" 70# 2.50" l 1-1-9 1 44# 2 50" e (R117) I 3-4-8 C/L: -34 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407)321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DRO"EDO.FL32766 Design: Alairix Analysis 11VAKIVfI1VW READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which Is a part of the budding design and which must be considered by the building designer. Bracing shown Is for lateral support of truss memhers only to reduce bucking length. Provisions must be made n to anchor Lateral limning al ends and specllied locations determined by the building designer. Additional bracing of the overall structure may be required. (.See HIB-91 of TPII. ffruss Plate Institute. M. is located at 583 UOnof c, Drive. Madison. Wisconsin 53719). JOR PATH: CATEE-LOKIHOMFDIR Eng. Job: Dwg: Dsgnr: TLY Clik: TC Live 16.0 psf TIC Dead 7.0 psf 13C Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf scale = 0.8355 Truss ID: T Date: 4-22-03 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 08.20.02 DESIGN INFORMATION This design Is for an Individual budding component and has been based on Information provided by the eae11L The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information, speclfImUons and/car designs furnished to the truss designer by the client and the coreetness or aM.mcy of till. Information as It may relate to a spe- cific protect and accepts no iesponslbWty or u rches no control alit, regard to fabrica- tion. handling. shlpment 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 Dolgncr (registered architect or pmfwsfotal 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. protect specincations or special applied loads. Unless shown, truss has not been deslgncd for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu. ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured fmm 20 gauge hot dipped galvanized steel meeting ASfM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES prior to fabd-Uon, the fabricator shall review finis dmwing to verify that this drawing is inconformance with the fabricator's plans and to realize a continuing resporslblUty for such veri. BcaUon. Any discrepancies are to be put In writing before cutting or fabrication. plates shall not be huLded "erno ktholes. knots or distorted gram. Members shad be cut for Light filling wood to wood bewbig. Con- nector plates shall he 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. Slob tholes) 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 minlmwn sfzes based on the lorees shown and may need to be increased for certain hand- Ung and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection reeomunendaUons are tI be followed inaccordance with "Handling Irstalling 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 pos. Non and for resisting lateral forces shall be designed and Installed by others. Careful hand - filing is essential and erection bracing Is always required. Nomnal precautionary action for trusses requz such temporary bracing during Instatlatlon between lasses to avold toppling and dominomg. The supervision of erection of trusses shall be under the control of persons experienced [it We Installation of trusses. Professlonal advice shall be sought U needed. Concentration of construction (cads greater than file design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be ppled to trusses until alter all fastening and bmcing is completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 157# Support 2 191# MAX LIVE LOAD DEFLECTION: L/964 at JOINT # 2 L=-0.02" D= 0.00" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.04" RMB = 1.15 1-10-3 T 0-6-6 WO: CHEK3 WE: MULTIPLE LOADS -- This design is the composite result of lmiltiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125nph, H. 15.0 ft, I= 1.00, Exp.Cat. B, Rzt- 1.0 Bld Type= Encl L. 58.0 ft W= 2.0 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 -24 0.20 4- 0 -229 0.05 0- 3 46 0.02 TI: U BTY:2 ==_===========Joint Locations======_=_=_=_== 1) 0- 0- 0 3) 2- 0- 8 2) 2- 0- 8 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 127 131 -157 BOT PIN 1-11- 4 60 0 -191 BOT H-ROLL 2-0-8 I 2 1-2-8 0-4-2 3.00 0-8-0 1 1-4-8 4 3 1-1-9 127# 8.00" 60# 2.50" I_ (RI1-7) t'j`e 2-0-8 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 1005 VANNfSSA DR.OVIEDO.FL32766 7)ioon Limns ..,..I.,... WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawhng Is not erection bracing. wind bracing. portal bracing or shutlar bm crag which Is n pan of the building, design and which must be: considered by the building designer. Bmehng shown is for lateral support of buss members only to reduce buckling length. Provisions roust be made to anchor lateral bracing at ends and specified locations determined by the building designer. AdNtional bmemg of rile overall structure may be required. (See IIIB-91 of TPI). rrmss Plate Institute. TPI, is located at 583 D'Onofdo Drtve, hladlson, Wisconsin 53719). Eng. Job: DWg: Dsgar: TLY Cllk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTA L 33.0 scale = 1.1370 Truss ID: U Date: 4-22-03 DurFac - Lbr: 1.25 DurFac - PIt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: V 9TY:2 DESIGN INFORMATION This design is for an Individual budding component and has been based on infonnaton provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as It may relate to a spe- cific project and accepts no respoosibWly or exercises no control with regard to fabrim- llon, handling. shipment and installation of trusses. TILLS Ines 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 building design by a Building Designer (registered architect or professional engbneerl. µ'hen 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 speclfiotions or special applied loads. Unless shown. Inns has not been designed for storage or occupancy loads. The design assumes compression chords Itop or bottom) are corturni. ously braced by sheathing unless otherwise specifled. Where bottom chords It tension are not fully braced Laterally by a property applied rigid ceWng, they should be braced at a nwxtmum spacing of 10'-G" o.c. Connector plates shall be manufacluted front 20 gauge hot dipped galvanized steel meetng ASI'M A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify Uhal this drawing is in con omlance will, the fabricators plans and to realize a continuing responslbWty for such veri- Bcalt"n. Any discrepancies are to Ie put in writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shall the cut for tight ntting wood to wood bearing. Con- nector plates shall be located on IwUt 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 (l,ntes) nm parallel to tar plate length specified. Double cuts on web members shall meet at the centiold of the webs unless otherwise shown. Connector plate sizes are mintinurn slims based on the forces shown and may need to be increased for certain hand- bng and/or erection stresses. This Cuss Is not to be fabricated wash [Ire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection reconunendations are to be followed in accordance with -I landling installing L% Bracing'. I11B-91. Trusses are to be handled with particular cue 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 dolgned and installed by others. Careful hand- Ilng is essential and erection bracing is always required. Normal p—ituonary, acuun for buss s -club _r such temporary bracing during bslallation between lasses to avoid toppling and dominoing. The supervtslon of erection of muses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought If needed. Concentrution of construction loads greater than Lite design loads shad not be applied to trusses at any lime. No loads other than the weight of the erectors shall be applied to busses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D= 0.00" T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 1-2-7 0-6-6 L Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 must be able transfer 27 pounds of horizontal reaction WndLod per ASCE 7-98, CrrC, V. 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L= 58.0 ft W= 0.8 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 5 0.01 4- 3 0 0.00 1-I-9 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. LICFNSF #0050068 1005 VANNESSA DROVIEDO.F1.32766 Design: Maim Analysis ===== = == __ =Joint Locations====___=== 1) 0_=- 2- 1 3) 0- 9- 0 2) 0- 9- 0 4) 0- 2- 1 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 5- 0 28 27 -77 TOP PIN 0- 3-12 65 16 -111 BOT PIN 0- 8- 4 7 0 -1 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 Ill# Support 2 77# 0-9-0 L 1 2 0 0-10-14 0-9-0 4 3 65# 7.50" 8# 1.50" 0-0-1 -5 Over 3 Supports Attach with (1) 10d Toe -Nails - Attach with (1) 10d Toe -Nails scale = 1.7484 WAKNIN(i: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Eng. Job: Dwg: Dsgnr: TLY Clik: W HE4 Truss ID: V Date: 4-22-03 TC Live 16.0 psf DurFac - Lbr: 1.25 Bracing shown on lid. drawing is not emctlon bracing. wind bracing, portal bracing or sinnllar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 which Is a part of the building design and which most be cm.1demd by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C.Spacing: 24.prn P g• made to anchor lateral bracing at ends and specified localimn determined by the building deslguer. Additlumd bracing of din overall structure may be requbcd. ISce HIB-91 of TPI). �C Dead 10.0 psf Design Criteria: TPI rrmss Plate Institute. TPI. is located at 583 D'Onofrio Drive, Madison, Wisconsin 537191. Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 21731- 2 JOB PATH: C.-UTF-LOKIIIOMFDIB HCS: 03.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a mutt of faulty or Incorrect information, speedo-u-5 and/or designs fun (shed to the truss designer by the client and the correctness or accuracy If this Information as it may relate to a spe- cifle project and accepts no responsibility or exercises no control with regard to labrta- Uon, handling, shipment and Installation of trusses. Thl, truss has ixen d-lgned 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 Ueslgner (registered architect or profnslonal engh-1. When reviewed for approval by the building designer, the design loadings shown list be checked In be sure that the data shown are fit ngreemenl with the local building codes. local climatic records for wind or snow (rods. project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy Inds. The design assumes compression chords flop or bottom) are conunu- ausly 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 bnced at a m-Jitua t spacing of 10'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped plvarn@ed steel meeting ASThf A 653. Glade 40. unless otherwise shown. FABRICATION NOTES Prior to fabriatlon. the fabrlcator shall review this drawing to verify that this drawing is In conformance with the fabricator's plans and to realize a continuing respotuibWty for such ven. notlon. Any discrepancies are to be put In wrung before cutting or fabrfaton. Plates shall not be installed over knotholes. knots or distorted gmtn. Members shall be cut for tight lilting wood to wood b—ling. Can. nectar plates shall be looted on built faces of the truss with .its fully bnbedded and shall be sym. about thejomt unless otherwise shown. A 5x4 plate 1s 5' wide x 4- long. A 6x8 plate is 6- wide x 8' long. Slots (holes) tun parallel to the plate length speelHed. Double cuts on web members shall meet at the centmid of the webs unless otherwise shown. Connector plate sizes arc minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or ermUon 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 reeoaunendatiors are to be followed in accordance with -Handling InstaWng & Bracing'. III171-91. Trusses are to be handled with particular ore during banding and bundling, delivery and installation to avoid damage. Temporary and perrmvienl bmcmg for holding truces In a straight and plu-b pos- ition and for rolsttag lateral forces shall he designed and Installed by others. Careful hand- ling Is essential and erection bmcmg Is ahvoys required. Normal preouuonnry action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dormnomg. The supervision of erection of trusses shall be under the control of persona experienced In the installation of tr sses- Pmfesslonal advice see hall be sought if nded. Conttntration of constructlon loads greater than the design loads 3Iw11 not be applied to trusses at any time. No Imds other it,:,.the weight of the erectors shall be applied to tulles unll) after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 WndLod per ASCE 7-98, C4C, V. 125msph, H- 15.0 ft, I= 1.00, Exp.Cat. B, Xzt- 1.0 Bld Type= Encl L= 58.0 ft W= 9.9 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=-0.01" D= 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.02" RMB = 1.00 0-6-2 1 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assigned to be continuously braced unless noted otherwise. End vertical(s) not designed for exposure to lateral wind pressure. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 588# Support 2 331# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 274# .TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 586 0.45 5- 4 -737 0.40 2- 3 -55 0.34 TI: W 9TY:2 ========-^=====Joint Locations============eose: 1) 0-0- 0 3) 9-10-13 5) 0- 0- D 2) 5- 0-15 4) 9-10-13 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF Frain 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-Luc Type 0- 5-11 214 274 -588 BOT PIN 9- 9- 0 417 0 -331 BOT H-ROLL 9-1UT13 i 2 3 4 3X8 ''%~ 4-0-2 I M 5 9-10-13 I I 215# 11.31" 41417# 2.50" (RI-6-0) 9-I0-13 EXCEP'C AS SIIOWN PLATES ARE TL20 GA TESTED PER ANSWITI 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0065 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 WAKIVINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Blueing shown on this dmwmg b not erection bmcmg, wind bmcmg, portal bmcmg or sin flr booing which is a part of the building deslgii and which oral be considered by the building designer. Bracing shown is for lateral support of thus mendrers only to reduce buckling length. Provisions must be made Io anchor lateral bracing at ends and -pearled 1—Uons determined by the building designer. Additional bmcmg of the overall structure inaw 1> required. (Sce IIIB-91 of TPI). (Truss Plate Institute. TPI. Is looted at 583 U'Dnofnu Drive. Madlson, Wisconsin 53719). Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf scale = 0.4873 Truss ID: W Date: 4-22-03 DurFac - PIt: 1.25 O.C. Spacing: 24.01, Design Criteria: TPI Code Desc: FLA Design: Afarfir Analysis JOB PA771: C:l7EE-L0KIH0,NEDIR TOTAL 33.0 11CS: 08.20.02 DESIGN INFORMATION ThLs design Is for an Individual building component and has been based on information provided by to c11-1. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Infomation, specifications and/or destgns furnished to the truss designer by the client and the correctness or accuracy of this INormatlon as It may relate to a spe- cine project and accepts no responsibility or excm"es no control with regard to fabnca. lion, handing, shipment and Installation of muses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as 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 ❑hat the data shown are In agreement with the local building codes, local einatic records for wind or snow Inds. project specifications or special applied loads. Unless shown, truss has not been designed for storage ur occupaney loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise speclned. Where bottom chords In tension are not fully braced laterally by a property applied rind ceiling. they should be braced at a maximum spacing of 10'-0- o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASrM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify tint this drawing is In conformance with the fabricators plans and to realize a continuing responsibility for such vert- 6catlon. Any discrepancies me h, be put in writing before cutting or fabrication. P6 les shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Can. nector pintes shall be located on both faces of the taus with rails fully imbedded and shall be sym. about the Jamt unless otherwise shown. A 5X4 plate is 5- wide x 4- long. A 6x8 plate is 6" wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centruld of the webs unless otherwise shown. Connector plate sl-s are minimum sizes based on the I —es shmvn and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fie retardant treated lumber unless otmmise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed In accordance with'liandWhg Installing 6 Bracl W. NIB-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 resisting lateral forces shall be designed and Installed by others. Careful hand- ing is essential and erection bracing is always requred. Noma] precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced m the Installation of Irvssn. Pmfesslonal advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be npplled Io trusses at any time. No lads other than the welghl of the erectors shall be applied to trossn until after all fastening and bracing is completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 This truss is designed to bear on nwltiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 375# Support 2 430# Support 3 56# MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D= 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.00 2-5-11 0-6-2 WO: CHEK3 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of nwltiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 salst be able transfer 52 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft. I= 1.00, Ecp.Cat. B, Xzt- 1.0 Bld Type= Part L= 58.0 ft W= 4.7 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf ..TC...FORCE... CSI ..BC ... FORCE ... CSI 1- 2 -10 0.42 4- 3 1 0.31 3- 0 0 0.08 TI: WI QTY:1 -======--=====Joint Locations===----------__ ---------- 1) 0- 3- 2 3) 4- 6- 9 2) 4- 6- 9 4) 0- 3- 2 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D 0 0- 0- 0 -30 4- 8- 9, BC Vert L+D 0 0- 0- 0 -13 4- 8- 9 ----MAX. REACTIONS PER BEARING LOCATION------ X-Loc Vert Horiz Uplift y-Loc Type 4- 6-13 120 52 -430 TOP PIN 0- 2- 8 28 121 -375 BOT PIN 4- 7- 2 240 0 -56 BOT H-ROLL . 4-8-9 1 2 4.24 I 4 2 L 1-6-2 8M 4.95" (R1-6-0) i EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICFNSE #0050068 1005 VANNESSA DR.OVIEDO.FL32766 Design: Afatrir Analysis 4-8-9 2-2-2 3 " 120N 2.83" 240N 2 00" CANT: -13 Over 3 Supports WAKNINU: 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 bmcmg car su ntar boctng which is a fan of the building design and which must be considered by the bufldhhg deslgmr. Bracing shown is for lateral support of truss members only to reduce bucking length. Provisions must be made to anchor lateral bracing at. ends and specified locations determined by the building dslg cr. Additional bracing of the overall structure may be required. (See IIIB-91 of TPI). frniss Plate Institute, TPI, Is located at 583 D'Onafrio Drive, Madison. Wisconsin 53719). JOB PATH: CA7EE-LOKIHOMEDIR Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 psf Connection by others. Attach with (4) 10d Toe -Nails 0-0-7 scale = 0.8481 Truss ID: W 1 Date: 4-22-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA TICS: 08.20.02 DESIGN INFORMATION This design Is for an hldlvldual building component and has been based on Itforn ation provided by it client. The designer disciafms any responsibility for damages as a result of faulty or Incorrect infonnation, specifications and/or designs furnished to the In— designer by the client and the conectness or accuracy of this Inforniatlon as it may relate to a spe- rlfle project and accepts no responsibility or ercrclses no control %1Lh regard to fabrica- tion. handling, shfpnienl and Installation of trusses. This truss has Ixen designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as pan of the butlding design by o Building Designer (registered architect or professional engineer). When reviewed for approval by the building dcslgner, the design loadings shown ,.list be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for wind or snow loads, protect specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords Itop or bottom) are continu- ously buacel by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid ceding, they should be braced at a maximum spacing of 10'-0' o.e. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTNI A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing In verify that this drawing Is in conformance with the fabricator's plans and to realize a continuing resporuib8lty for such verl- 0atlon. Any dbcrepancles we to be put In writing before cutting or fabriatlon. Plates shall not be Installed mer knotholes, knots or distorted grain. Members shall be cut for Ught fitting wood to wood beating. Con- nector plates shall be looted on both faces of the truss with malls fully imbedded and shall be ,yin. about thefoint unless otherwise shown. A 5.4 plate is 5' wide x 4- long. A 6.8 plate H 6 wide x 8- long. Slots (holes) run parallel to tile plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otnerwts. shown. Connector plate sizes are minimum sizes based on tine forces shown and may need to be increased for certain Irand- Ing and/or erection stresses. ThB truss Is not to fabricatedbe fabrited with f re retardant treated lumber unless with shown. For additional Information on Quality Control refer to ANSI/11'1 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations arc to in accordance be followed with 'Handling Installing ® Bracing', HID-91. Trusses are to be handled with particular are dining banding and bundling, delivery and installation to avoid dannnge. Temporary and permanent bracing for holding trusses in a 51-IgJhl and plumb pos- Illon and for resisting lateral to— shall be designed and installed by others. Careful hand. Ing is rsseutlal and erection bracing is ah ay s required. Normal precautionary a Uon for trusses rerphbo such temporary bracing during Installation between trusses to avoid toppling and domm.ing. The supervision of eZUon of trusses shall bi,under the control of nans expenenced In Une installation of trusses. Profeulonal advice shall be sought If needed. Concentration of construction 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 trusses until after at fastening and bracing is completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: Y 9TYA TOP CHORDS: 2x4 SP #2 D BOT CHORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 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. PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 203# MAX LIVE LOAD DEFLECTION: L/254 at Mid -panel # 1 L=-0.33" D= 0.05" T=-0.28" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB = 1.15 4-3-15 0-6-6 1 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 must be able transfer 172 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V= 125mph, H- 15.0 ft, I- 1.00, Exp.Cat. B, Rzt- 1.0 Bld Type= Encl L= 58.0 ft W- 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 -71 1.00 4- 3 0 0.85 ==----- ===Joint Locations=====e:=======e,= 1) 0- 2- 0 3) 7- 0- 0 2) 7- 0- 0 4) 0- 2- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-LOC Vert Horiz Uplift Y-Loc Type 6-10-12 151 172 -355 TOP PIN 0- 4- 0 280 203 -433 BOT PIN 6-10-12 81 0 -52 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE, Support 1 433# Support 2 355# Support 3 52# 7-0-0 11 1 2 4-0-6 7-0-0 4 3 281# 8.00" 151N 2.50" 1-1-9 7-0-0 d(R1-1-7) eC/L: 82H 1.50" EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports G-1U-12 rMaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR0v1ED0,FL32766 WAKNINC': 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. p-tal bracing or ssnfla bracing which 13 a part of the building design and which must be considered by tins building designer. Hracmg shown is for lateral support of buss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the merall structure trial, be required. (See (LIB-91 of TPI). frruss Pule Institute. TPI, is looted at 583 U'Onofdo Drive. Madison, Wisconsin 537191. Eng. Job: Dwg: Dsgnr: TLY Cltk: TIC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf 11C. Dead 10.0 Izsf TOTAL 33.0 psf Connection designed by others. Attach with (2) 10d Toe -Nails scale = 0.4854 Truss ID: Y Date: 4-22-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.011 Design Criteria: TPI Code Desc: FLA HCS: 08.20.02 DESIGN INFORMATION This design is for an Individual building component and has been based on Information phwlded by the client. The designer disclaims any responslbWty for damages as a result of faulty or Incorrect urfonna0on. specification' 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 ptajcot and accepts no responsibility or uemises no control with regard to fabrm- 0on, handling, shipment and InslallaUon of trusses. This truss has been designed as an Individual building component In accordance with ANSI/7T1 1-1995 and NUS-97 to be Incorporated as part of the building desipr by a Building Designer (registered amhllect or professional engineer). When reviewed for approval by the building designer. the design loading, shown must be checked to be sure that the data shown are In apoernent with to local building codes, local climatic records for wind or snow loads. project specBlmUons or speclal applied loads. Unless shown. truss has not been designed for storage or occupancy lads. The design assun — compresslon chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In t—Iii n are not fully braced Laterally by a properly applied rWd ceiling, they should be braced at a nwxbnum spacing of 10'-0' o.c. Connector plates shadl be manufactured ftom 20 gauge hot dipped galvanlzed steel meeWhg ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this dmwtng to verify that this dmwing is in confomhance with the labricator's plans mid to realize a continuing responsWWty for such verl- flrition. Any discrepancies are to be put In writing before cutting or fabrchton. Pill- shall not be busta0ed rn knotholes. knots or distorted grain. Members shall be cut for tight fltlbhg wood to wood bmhing. Con- neMor plates shall be located on both (ac s of file truss wit, --Us fully Imbedded and shall be sym. about the Joint unless ot,e,wbe shown. A 5x4 plate v 5' wide x 4- long. A 6.8 plate Is 6' wide x 8- long. Slob 0mles) nil parallel to the plate length specified. Double cuts on web members shall meet at the cenlmld of the webs unless otherwise shown. Connector plate sizes arc minlmum slzrs used on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. T115 truss is not to be fabricated with fire retardant treated bunter unless otherwise shown. For additimal bdannaton on guaitly, Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bncfng and e¢cUon recoaunendallons are to be followed In accordance with 'Handling installing A Bracbig-. 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- Ition and for resisting lateral fore= shall be designed and installed by others. Careful hand- ling Is essential and erection bracing is; always required. Normal precauUmuuy acuohh for musses requires such temporary bmctng during installation between trusses to avoid toppling and dominohrg. The supervision of erection of trusses shall be under the control of persons expert need In the mstallatIon of trusses. professional advice shall ire sought if needed. Concentration of construction lads greater than the design lads shall not he applied to trusses at any time. No lads other than the weight of fine erectors shah be applied to tresses until after all fastening and bracing Is ci mple". JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: L/635 at Mid -panel # 1 L=-0.10" D= 0.01" T=-0.08" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB = 1.15 WO: CHEK3 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 mist be able transfer 147 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Ecp.Cat. B, Xzt= 1.0 Bld Type= Encl L= 58.0 ft W= 5.1 ft Truss in INf zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -51 0.66 4- 3 0 0.51 TI: Z 9TYA == _ = =======Joint Locations======___=====_ 1)0- 2- 0 3) 5- 1- 8 2) 5- 1- 8 4) 0- 2- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 5- 0- 4 110 147 -278 TOP PIN 0- 4- 0 219 191 -399 BOT PIN 5- 0- 4 60 0 -44 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE, Support 1 399# Support 2 278# Support 3 44# 5-1-8 11 1 2 6.00 3-1-2 5-L-8 4 3 219N 8.001, 110N 2.50" fo 1-1-9 Ie 5-1-8 61N 50" EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI C/L: -0-4 1-1995 Over 3 Supports (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 32 1 -0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNIMA DROVIEDOXI.32766 Design: Mnlrix 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 bracing, wind bracing. portal hraclug or skills, bracing which Is a part of the building design and which must be considered by the building designer. Bracing shown b for lateral support of truss members only to and uce buckling length. Provisimhs must be made to anchor Lateral bring at ends acid spectlled locations determined by the building designer. AddlUmhal bracing of the mcian structure nay be required. (See 11I8-91 of Tpq. rrmlis Plate Institute. TPI, is located at 583 1;0nofdo Drive, Aladlson. Wisconsin 53719). JOB PATH: CA7EE.L0KVl0AfEDJR Eng. Job: Dwg: Dsgnr: TLY Clik: TIC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 usf Attach with (4) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.6197 Truss ID: Z Date: 4-22-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA TICS: 08.20.02 DESIGN INFORMATION This design is for an Individual budding component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or inco-recl Information, specifications and/or designs furnished to the truss designer by the client and the corect¢ss or accuracy of t Is Information as It may relate to a spe- cific project and accepts no responsibility or exercises no control with mganl to f.bi-- tlon. 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 par of the building design by a Budding Designer (registered architect or professlonal engineer). When reviewed for approval by the building designer. the design loadings sI,— must be checked to be sure that the data shown are in agreement with the local building codes. lord cUmallc records for wind or snow loads. prt jc t specifications or special applied loads. Unless shown, truss It" not been designed for storage or occupancy loads. 'I1re design assumes compresslon chords (top or bottom) are eaulinu- ously braced by sheatdng unless otherwise spectned. Where bottom chords in lenslon are not fully braced laterally by a properly applied rigld ceiling, they should be braced at a maximum spacing of 19-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanlzed steel mceWtg ASIM A 653. Gtade 40, unless otherwise showst. FABRICATION NOTES Prior to fabrication. the fabricator shad review this drawing to verify that this drawing b In conformance with the fabrlolur s plans and to realize a continuing responsibility for such veri- Ilcallon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shad not be Installed over knotholes. knots or distorted grabs. Members shad be cut for tight fitting wvod to wood bearing. Con- nector plates shall be located on both fates of the truss with nails 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 6- wide x 8' long. Slots (holes) run pamdel to the plate length specined. Double cuts on web embers shag w meet al the centrold of the ebe unless otherwise shown. Connector plate sizes are minimum sites based on the forces shown and nay need to be me eased for ecd in hand- gmhg and/or erection stesses. Thlc 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 mcmmunendathms are to be followed In accordance with 'Hmhdlir,g InslaWng 6 Bracing", HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and bntallatlon to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb (os- Men and for resisting lateral forces shad be designed and lnstaded by others. Careful hand. ling is =senUal and erection bracing Is always requited. Normal pre©utImary action for truss= requites such temporary bracing during installation between trusses to avoid toppling and dondnoing. The supervision of erection of tnsso shall be under the control of persons experienced in the Installation of muses. Professional advice shad be sought If needed. Concentration of constructlon loads grater Ilan the design loads shall not be applied to truss= at any Unte. No loads other than the welgld of the erectors shall be applied to Ines= unW after all fastening and bracing Is completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: L/999 Le-0.01" D= 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 2-4-11 0-6-6 WO: CHEK3 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 must be able transfer 91 pounds of horizontal reaction WndLod per ASCE 7-98, C4C, V= 1251rph, H- 15.0 ft, T- 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type. Encl L= 58.0 ft Wes 3.1 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 31 0.25 4- 3 0 0.19 TI: Z 1 QTY:4 ==_ __ =====Joint Locations=======____ 1) 0- 2- =_ __ 2- 0 3) 3- 1- 8 2) 3- 1- 8 4) 0- 2- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3- 0- 4 67 91 -176 TOP PIN 0- 4- 0 154 118 -287 BOT PIN 3- 0- 4 36 0 -27 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 287# Support 2 176# Support 3 27# 3-1-8 1 2 2-1-2 3-1-8 4 154# 8.00" 67# 2.50" 1-1-9 1 37# 2 50" (RI-1-7) 1 3-1-8 CIL: -0-4 EXCEPT AS SHOWN PLATES ARE T1.20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDOXI-32766 Design: Afmrix Analysis 11YAKNINti: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bmcing shown on this dmwing is not erection bracing. wind bracing. portal bracing or similar bracing which is a (art of the building design and which must be considered by the budding desllm r Bracing shown is for lateral support of tnss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and spectne,l locations detennined by tit, building designer. Additional bracing of the overall stuchim may be requited. (See 1110-91 of TPI). (Truss Plate Insttule. TPI, is located at 583 D'Onofrio Dntve. Madison. Wisconsin 53719). !OR PATH: C:ITEE-LOKIHOMFDIR Eng. Job: Dwg: Dsgur: TLY TIC Live Cldi: 16.0 psf Attach with (3) 10d Toe -Nails Attach with (1) 10d Toe -Nails TIC Dead 7.0 psf AC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 oaf scale = 0.8792 Truss ID: Z1 Date: 4-22-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA ❑CS: 08.20.02 DESIGN INFORMATION This design is for an Individual building component and has been based on lot ---uon provided by the client- The designer disclaims any I-ponsfbWty, for damages as a result of faulty or Incorrect information. specification m and/or designs fuished to the truss designer by the client and the correctness or accuracy of this Infonnauon as It may relate to a spe- c81c project and accepts no responsibility or e rcfses no control with regard to fabrca- tlon, handling, shipment and installation of wsses. This truss has been designed as an Individual building component in accordance with ANS1/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building conies. 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 flop or, bottom) are continu. ously braced by sheathing unless aUenvtse specified. Whem bottom chords In tension are .or fully braced laterally by a properly applied rigid ceWng. they should be braced at a maxlrown spacing of 10'-(y o.c. Connector plates shall be mmnufactured from 20 gauge hot dipped galvanized steel meeting AS7M A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Mor to fabrleallon, to fabricator shall review this drawing to verify that this dmwtng I. In cordonnance with the fabricator's plans and to realize a continuing responsibility for such veri- Hcatlon. 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 tiding wood to wool hearing. Con- nector plat- shall be located on both fates of the miss with nalls fully Imbedded and shall be syrn. about to Joint unless otherwise shown. A 5x4 p4 to 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 shall meet at the ceurold of the webs unless otherwise shown. Connector plate sizes are minimum sizes lased 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 fie mlardanl treated lumber unless otherwise shown. For addlUonal WoronaUon on pua➢ty Control refer to ANSI/'(PI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -dandling ImurrIling A Bracing'. 11I13-91. Trusses are to be handled with particular rare during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Illon 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 dotmnoing. The supervision of erector of trusses shall be under the mulrol of persons experienced in the imudlatlon of trusses. Professional advice shall be sought If needed. Concentration of consttucun loa ds greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the c"t-r` shall Ir e applied to trussesuntil after all fastening and bmclhg I. completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: Z2 QTY:4 TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D= 0.00" T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 must be able transfer 31 pounds of horizontal reaction WndLod per ASCE 7-98, CFTC, V= 125uph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 58.0 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 10 0.03 4- 3 0 0.02 1 ===_== =Joint Locations=====__==__===_ 1) 0__ == - 2 0 3) 1- 1- 8 2) 1- 1- 8 4) 0- 2- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1- 0- 4 24 31 -65 TOP PIN 0- 4- 0 88 39 -165 BOT PIN 1- 0- 4 12 0 -7 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 165# Support 2 65# Support 3 7# 1 4 89# 8.001, 25# 2.50" L 1-1-9 I lrn (RI-1-7) t>le 1-1-8 C/L: 1- -4 EXCEPT AS S11OWN PLATES ARE TLZ0 GA TESTED PER ANSI/'1'P1 1-1995 Over 3 Supports rMaronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407)321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICFNSE #0050068 1005 VANNE3SA DR.DVIED0.1`132766 WAKIVINU: 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 winch L a pan of the building deslgrr and wldch must be consW<red by Uhc building deslAher. Bracing shown is for Lateral support of truss memers bonly to reduce buckling length. Provisions must be made to wichor lateral bracing at ends and specified locations deterrid ed by the bunding deslgner. Additional bracing of to overall structure nury be required. [See HIB-91 of TPI). fl'nss Plate Institute. TPI, Is located at 583 D'Onofno Drive. Madison. Wisconshr 53719). Attach with (1) 10d Toe -Nails Allach with (1) lOd Toe -Nails Eng. Job: Dwg: Dsgftr: 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 asf scale = 1.5123 Truss ID: Z2 Date: 4-22-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design. Afirvdr Analysis JOR PA771: C:ITEE-L0AIH0,tfF-1j1R 11 CS: 08.20.02 DESIGN INFORMATION This design is for an Individual building component and has beer, based on Information provided by the client. The designer disclaims any msponslbWty, for damages as a result of Faulty or Incorrect Information, speclflcaLlmi and/or designs furnished to the truss deslgncr by the client and the correctness or accuracy of this Wonnauon as It may relate to a spe- clflc pn Jed and accepts no responsibility or e;terctses no control with regard to fabrica- tion, handling, shlpmm. it and installation of trusses. This In-. has been designed as an Individual building component in accordaree 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 milewed for approval by the building dolgne" 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 word or snow,loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-G' o.c. Connector plates shall be mainufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing Is in conformance with the fabricators plans and to realise a continuing responsibility for such verl- ficatlnn. Arry 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 light Oiling wood to wood bearbrg. Con- nector plat" shall be located on both faces of the buss with nails fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5" wide x 4' long. A 0x8 plate is 0" wide x Ir long. Slots tholes) run parallel to the plate length specified. Double cuts on web members shall meet at the centmld of the webs unless otherwise shown. Connector plate sizes are minlmum slus based on tire forces shown and may need to be increased for certain harid- Ong and/or erection stresses. This truss is not to be fabricated with fire retardant treated Lumber urdess with 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 e[cordaree wltin "I landing Installing & Bracing". HIS-91. Trusses are to be handled with particular care durng banding and bundling, delwery and Installation to avoid damage. Temporary, and permanent bracing for holding trusses 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 emetlon bracing is always required. Nurmal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dornlnoing. 77re supervision of erection of trusses shall be under the control of persons experienced in Lite installation of trusses. Professlonal advice shall be sought If needed. Concenimilon of comtruction loads greater than the design loads shall not be applied to trusses al any time. No loads other than true weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" D= 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: Ter 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 2-5-15 0-6-6 WO: CHEK3 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 must be able transfer 99 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V- 125mph, He, 15.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type. Part L. 58.0 ft W. 3.3 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf TC... FORCE ... CSI ..BC...FORCE... CSI 1- 2 -33 0.30 4- 3 -1 0.24 TI: Z3 QTY:3 =__===_= = ==Joint Locations==== =_____==_= 1) 0- 2 1 3) 3- 4- 0 2) 3- 4- 0 4) 0- 2- 1 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3- 2-12 71 99 -190 TOP PIN 0- 1-12 160 127 -330 BOT PIN 3- 2-12 63 0 -55 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 330# Support 2 190# Support 3 55# 3-4-0 1 2 0 2-2-6 3-4-0 4 3 161N 3.50" 72# 2.50" 1-1-9 D 3-4-0 631/ 2a50" EXCEPT AS SIIOWN PLATES ARE TL20 CA TESTED PER ANSI/TPI 1-1995 Over 3 Supports Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DftOVIEtrO.lL32766 Design: Alalrir Analysis WAKMINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing. wind bracing. portal bracing or similar bracing which is a pan of the building design and which most be consldeied by the building designer. Bracing shown is for L31eral support of truss members unly to reduce buckling IeugUn. Prmisions must be made to anchor lateral bracing at ends and specified locations determined by tie buildhig designer. Additional bracing of the overall structure may he required. (See HID-91 of TPI(. frnlw Plate Institute. TPI, is located at 583 D'Onoldo Drive. Madison. Wisconsin 537 b9). JOB PATH: CA EE-LOh IIIOMED1R Attach with (3) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.8424 Eng. Job: Dwg: Dsgnr. TLY Chk: WO: CHEK3 Truss ID: Z3 Date: 4-22-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psr O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf I V:09.05.02- 21749- 3 HCS: 08.20.02 DESIGN INFORMATION This design Is for an Individual building component and has been based on Information provided by the chent The designer dlscla ins any responsibility for damages as . result of faulty or Inconect Inform.U.". specifications and/or designs furnished to the wss designer by the cnenl and Life cortminess or accuracy of this Wbrtn-Uon as It may -late to a spe- c1fle project and accepts no responsibility or -emises no cotM1-I with regard to fabnra- tlon, handWhg. slrlpment and installation of trusses. This truss has been designed as an Ihdivldual building component In accordance with ANSI/TV[ 1-1995 and NDS-97 to be Incorporated as pan of the building design by a Building Designer (mgisteied architect or professlonal cngbucr). 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 specflcauons or special applied loads. Unless shown, truss has not been designed for storage or Occupancy loads. The design assurnes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension am not fully braced laterally by a properly applied rigid ceiling, they should be braced at a mandrnum spacing of 10'-0- o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASfM A 653. Gradc 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, to fabricator shall review this drawing to verify flint this drawing is in conformance with the fabricatoes plans and to r oUn a continuing responsibility for such verl. nratfon. Any discrepancies are to be put In writing before cutting or fabrimUon. Plates shall not be Installed over knotholes, knots or distorted grain. Members shall be cut for tight filling wood to wood beating. Can. nector plates shall be located on both faces of the Inns with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is 6- wide x 8' long. Slots tholes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum 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 fie retardant treated lumber unless othemtse shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed inaccordance with -Handling Irst-Whig & Bracing, HID-91. Trusses are to be handled with particular care during banding and bundling. delivery and trstatiation to avoid damage. Temporary and permanent bracing for holding trusses In a straight fund plumb pos- Won and for resisting Lateral forces shall be designed and Installed by others. Careful hand- ling is essential and a-ction 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 Ill,.- shall be under to conlol of persons experienced In the Installation of lrvsses. Professional advice shall be sought U needed. Concentration of construction loads greater than the design loads shall not be applied to masses at any time. No loads other than the weight of the erectors shall to applied to trusses until after all fastening and bracing is completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: L/999 L- 0.00" D= 0.00" T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.00" RMB = 1.15 WO: CHEK3 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 must be able transfer 32 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V- 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type= Part L= 58.0 ft W. 1.1 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 10 0.03 4- 3 0 0.02 TI: Z4 QTY:2 ===__=========Joint Locations=============_= 1) 0- 2- 0 3) 1- 1- 8 2) 1- 1- 8 4) 0- 2- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1- 0- 4 24 32 -66 TOP PIN 0- 1-12 88 39 -175 BOT PIN 1- 0- 4 21 0 -16 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 175# Support 2 66# Support 3 16# I-1-8 1 2 6.00 1-1-8 4 3 89# 3.50" 25# 2.50" 4 1-1-9 .e 1-1-8 21N 2.5p" (RL-1-7) j` � EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports C/L: 1- -4 �M—aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNFSSA DR011IEDOXI-32766 Design: Afmrir Andnsis Attach µith (1) lOd Toe -Nails Allach N-ilh (1) 10d Toe -Nails scale = 1.5123 YYHKIVIIVG: READ ALL NOTES ON THIS SHEET. Eng. Job: W HEK A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING DWg: Truss ID: Z4 CONTRACTOR. Dsgrrr: TLv Cltk: Date: 4-22-03 BRACING WARNING: TC Live 16.0 psf DurFac - Lbr: 1.25 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a pan of the building design and which be TIC Dead 7.0 psf DurFae - Pit: 1.25 must considered by the building delgrer. Bracing shown is for Lateral support of rruas "'embers only to reduce buckling length. Pant tons nmst be BC Live 0.0 psf O.C. Spacing: 24.0" made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structwe may be required. (See IIIB-91 of TPI). RL Deaf) 10.0 psf Desl n Criteria: TPI g rhuss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wi consbh 53719). Code Dese: FLA TOTAL 33.0 last V:09.05.02- 21750- 3 JOB PA%71: C:17EE-LUlIHO,tfEDIB HCS: 08.20.02 fie�je_ k1el- 1-; �)-- 1V�aronda Systems 1 MARONDA SYSTEMS 4005 Maronda Way Sanford, FL 32771 (407) 321.0064 Fax (407) 321-3913 Date: November 11, 2003 To: Building Department From: Tomas Ponce Professional Engineer State of Florida #0050068 Subject: Masonary Opening Lot# 16 ORLN-CEL Chesapeake K3 P/P For the above referenced house, masonary opening was prepared to old door. 2x4 pressure treated were installed to obtain proper opening. 2x4's were installed to block tapeons at 16" on center. (3) 2x4's were stacked to each side of opening and nailed with 10d nails at 16" on center. No further repair is necesary. If you have any questions or require further assistance please call me at 407-321-0064. Sincerely, i Tomas Y onee, P.E. Date:11/11/93 r : CERTIFICATE OF OCCUrtXNCY / COMPLETION This is to certify that the building located at 132 PINEFIELD DR for which permit 03-00002495 has heretofore been issued on 8/04/03 has been completed according to plans and specifications filed in the office of the Building Official prior to the issuance of said building permit, to wit as 5 complies with all the building, plumbing, elect cal, z ning 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: FIRE: Finaled Inspected ZONING: Inspected UTILITIES: Water Sewer Lines In (VA Lines In Meter Sewer Set Tap Reclaimed Water ENGINEERING: Street Drainage Paved Maintenance Bond PUBLIC WORKS: Street Name Signs 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 Lights Driveway FEES PAID DATE AMOUNT 8/04/03 8/04/03 8/04/03 8/04/03 8/04/03 8/04/03 8/04/03 8/04/03 10.00 10.00 10.00 10.00 10.00 59.27 54.00 279.61 PAGE: CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 132 PINEFIELD DR for which permit 03-00002495 has heretofore been issued on 8/04/03 has been completed according to plans and specifications filed in the office of the Building Official prior to the issuance of said building permit, to wit as complies with all the building, plumbing, electrical, zoning and subdivision regulations ordinances of the City of Sanford and with the provisions of these regulations. STAFF APPROVAL Subdivision Regulations Apply: Yes No O1-POLICE IMPACT - RESID 8/04/03 91.93 O1-RADON GAS TAX FEE 8/04/03 10.33 O1-ROAD IMPACT FEES 8/04/03 847.00 O1-RECOVERY FD/CERT. PGM. 8/04/03 10.33 01-SCHOOL IMPACT FEE 8/04/03 1384.00 WD IMPACT:SINGLE FAMILY 8/04/03 650.00 SD IMPACT:SINGLE FAMILY 8/04/03 1700.00 OWNER BU ING OFFICIAL DATE I ' l It lB 1 II CERTIFCATE OF OCCUPANCWI' Q Uj ;{ REQUEST FOR FINAL INSPECTFOl`�1 **** SINGLE FAMILY RESIDENCE 1, . 'i 1 I '� 1 •1 I' 11 DATE: \ a- \�l - 03 ry r1 PERMIT #: O-s- 0 y1; S' N o I ,I N J ADDRESS: �� Pie. t (L_ o a CO• QJ :1 cc'� o ; CONTRACTOR: " " �n � ��o� co PHONE #: ytLj1- y`1 5 -Q\\a The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. OEngineering OPublic Works 1 i iti. C( 0 Fire Yl l to OZoning I� OLicensing CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE**** DATE: \ a- \^1 - 03 PERMIT #: C) JAG S ADDRESS: CONTRACTOR: PHONE #: yd1- y`1 t, -Q\\a The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. ngineering 12/1 5/03 jPublic Works DUtilities ❑Fire f� l P ❑Zoning /'A IA ❑Licensing ti \ I -i\ CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) w CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION * * * * SINGLE FAMILY RESIDENCE* DATE: 0 3 PERMIT #: C) y S ADDRESS: CONTRACTOR: PHONE #: yd1- yr) J -Q\\a The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. OEngineering OFire ���� C 12-11 103 l -public Works1 - r-' w)dr)S OZoning O Utilities OLicensing �\ 1` \ CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) - I TE R S U R V E Y I N G 10 December 2003 City of Sanford Building Department 300 North Park Avenue Sanford, Florida 32771 Re: 132 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, I I '7�1_ 6 d R. Blair Kitner P.S.M. No. 3382 P.O. BOX 823 • SANFORD, FLORIDA 32772-0823 0 (407) 322-2000 FEDERAL EMERGENCY MANAGEMENT AGENCY NATIONAL FLOOD INSUR.INCE PROGRAM ELEVATION CERTIFICATE Ift inshmbons on Daaes I.7. O.M.B. No. 3067-0077 Expires December 31, 200! SECTION A - PROPERTY OWNER INFORMATION I For Insurance C M" use: I MARONDA HOMES BUILDING STREET ADDRESS (Including Apt, Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. Company NAIL Number 132 PINEFIELD DRK/E CITY STATE ZIP CODE SANFORD FL 32771 PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal DesorkAw, etc.) LOT 16, CELERY LAKES PHASE 1 PLAT BOOK 62, PAGES 75 & 76 BUILDING USE (e.g., Residential, Non-residential, Addition, Accessory, etc. Use a Comments area, if necessary.) RESIDENTIAL LATITUDEILONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: El GPS (Type): ( #f - ## - ##.##" or ##.####4) ❑ NAD 1927 ❑ NAD 1983 ❑ USGS Quad Map ❑ Other: SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION 81. NW COMMUNfTY NAME &COM UNITY NUMBER 82. COUNTY NAME 81STATE CITY OF SANFORD 120294 SEMNOLE I FLORIDA B4. MAP AND PANEL B7. FIRM PANEL B9. BASE FLOOD R EVATK"S) NUMBER 85. SUFFIX 66. FIRM INDEX DATE EFFECTIVEREVkqED DATE 88. FLOOD ZONE(S) (Zane AO, use deo of kodrg) 12117CO065 E APR 1995 APR 1995 X NA B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in B9. ❑ FIS Profile ® FIRM ❑ Community Determined ❑ Other (Describe): B11. Indicate the elevation datum used for the BFE in B9: ® NGVD 1929 ❑ NAVD 1988 ❑ Other (DesrnUe� Bf 2. Is the building boated in a Coastal Barrier Resources System (CBRS) area or Otherwise Pmleclad Area (OPA)? ❑ Yes ® No Designation Date SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elenrations are based on: ❑ Construction Drawings' ❑ Building Under Construction' ®. Finished Construction 'A new Bevabm Certificate will be required when construction of the building is complete. C2. Building Diagram Numbers (Select the building diagram most similar to the building for which this cefificate is being completed - see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph) C3. Elevations — Zones A1-A30, AE, AH, A (with BFE), VE, V1430, V (with BFE), AR ARIA, ARIAE, ARIA1-A30, AR/AH, ARIAO Complete Items C3.,a4 below a000rdrng to the building diagram spedKied in Item C2. State the datum used. If the datum is different from the datum used for the BFE in Section B, convert the datum to Mused for ftne BFE. Show field measurements and datum conversion calculation. Use the space provided or the Comments area of Section D or Section G, as appropriate, to document the datum conversion. Datum NGVD 29 Conversbn/Commerrts Bevation reference mark used Does the elevation reference mark used appear on the FIRM? ❑ Yes ® No D a) Top of bottom floor (including basement orenclosure) 21. 25ft(m) ❑ b) Top of next higher floor NA . _tt(m) 0 c) Bottom of bwest horizontal structural member (V zones only) NA . 1L(m) S ❑ d) Attached garage (top of slab) 20. 75 ft(m) E S ❑ e) Lowest elevation of machinery and/or equipment W. (a. sere" the building (Describe in a Comments area) 20.5 ft(m) E ❑ f) Lowest adjacent (fnished) grade (LAG) 20.5 ft(m) z N° ❑ g) Highest adjacent (finished) grade (HAG) 20. 7 ft(m) ❑ h) No. of permanent openings (flood vents) within 1 fL above adjacent grade NA 0 ) Total area of all permanent openings (food vents) in C3.h NA sq. in. (sq. cm) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. I certify that the information in Sections A, B, and C on this certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. CERTIFIER'S NAME R. BLAIR KITNER UCENSE NUMBER P.S.NL 3382 TITLE PRESIDENT COMPANY NAME KITNER SURVEYING, INC. ADDRESS CITY STATE ZIP CODE 2597 SANFORD AVENUE SANFORD FL 32772 SIGNATURE / DATE TELEPHONE. .. ( 10DEC 2003 407-M--2000 IMPORTANT. In these spaces, copy the compncling infomraton fmm Seddon X For tta.ace Carpery Llm BUILDING STREET ADDRESS Ovk tig Apt, Unk Stir, andrar ft. No.) OR P.O. ROUTE AND BOV40.- pdw fttEer 132 PINERELD DRIVE CITY STATE ZIP CODE Compery NAIC Minter SANFORD FL Vni SECTIOND - SURVEYOR, ENGINEER, OR ARCHRECT CERTIRCATiON (CONTINUED) Copy both sides of this Elevation Certificate tor(1) oarnmunity dbA (2) insurance ageriftmparry, and (3) building owner. COMMENTS ❑ Check here N atbchments SECnON E - BUaBNG ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND'ZONE A (WITHOUT BFE) For Zone AO and Zone A (without BFE), complete item E1 through E4. ff the Elevation Certificate is intended for use as supporting information for a LOMA'or t_OMR-F, Section C must be completed. El. Building Diagram Number_(Select the building diagram most similar to the building forwtnioh this certificate is being completed —see pages 6 and 7. tf no dbgrarm accurately mpmmft tte budding, provide a sketch or photograph.) EZ The top of the bottom floor (nduding basement or enclosure) of the building is natural grade, ti available). _ ft(m) _in.(cm) ❑ above or ❑ below (check one) the highest adjaoent grade. (Use E3. For Bing grams 6.8 with openings (seepage 4 the nerd higher ffomorelevated floor (elevation b) d the building is _ ft(m) _tir.(an) above the highest adjaoerd grade. Complete items C3.h and C3.i on frond of form. E4. The top of the pig m of machiniery auditor equipment servicing the building is _ ft(m) _on.(an) ❑ above or ❑ below (dvx k one) the highest acrpoent grade. Q1se natural grade, ti available) E5. For Zone AO ordy: If no flood depth number's available, is the top of the bottom floor elevated in accordance with the mmmunWs floodpiavu management ordinance? ❑ Yes ❑ No ❑ UnlvnoNm. The local official must certify the information in Section G SECTION F -PROPERTY OWNER (OR OWNER'S REPRESENTAMS) COMFICATION- The property amm orovnme sauftrimd,tpesei, who completes Sections A, B, C (Items C3.11 and C31 ort♦y), and E for Zone A tMhout a FEMA-issued oreommunily- issued BFE) or Zone AO must sign here. The statements in Sections A, A C, and E are coned fo fhe best of mykrrowfedge. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME ADDRESS CITY STATE ZIP CODE SIGNATURE DATE TELEPHONE rr� � ❑ Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authortmd by law or ordinance to administer the eommun!Vs lbodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Ce *at; Complete the a *c&le item(s) and sign below. Gt . ❑ The information in Section C was Um from other doarrrertetion that has been signed and embossed by a licensed suneykx, engineer, or archftedwho s authored by state or local law to ee* elevation information. Qndkoale the source and data of the elevation data in the Comments area below.) GZ ❑ A community official completed Section E for a building located in Zone A (wihout a FEMA4ssued oreommuniy4ssued BFE) or Zone AO. G3. ❑ The following infamati n Qtems G4 a) is provided toreomrmunily tloodptain mans ernent purposes G7. This permit has been issued for. ❑ New Construd'ion ❑ Substantial improvement G8. Elevation of asbuit lowest floor (mduding basement) of ffne building is: _. _fL(m) Datum: G9. BFE or(in Zone AO) depth of flooding at the building site is _. _ film) Datum LOCAL OFFICIAL'S NAME TITLE COMMUNITY NAME TELEPHONE SIGNATURE DATE COMMENTS