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Home My WebLink About136 Pinefield Dr 03-2567 SFRPERMIT ADDRESS CONTRACTOR ADDRESS PHONE NUMBER PROPERTY OWNER ADDRESS PHONE NUMBER Maronda Homes Inc. of Florida 1101 N Keller Rd. Ste. F Orlando, FL 32810 CRC058496 407-475-9112 ELECTRICAL CONTRACTOR MECHANICAL CONTRACTOR PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER MISCELLANEOUS CONTRACTOR FEE PERMIT NUMBER FEE SUBDIVISION PERMIT DATE 'O PERMIT DESCRIPTION VQ, PERMIT VALUATION g ,'3% or SQUARE FOOTAGE C7 C7 ra ch En COUNTY ()I.* 111)".AKA) T:y c:i:TY 07" GY00KIIAT KLMRER 103-75090 XAJA.Dj Ivs pis6llw vLJA0i-'::R:! c;T -I" y C'011:10,' UNIT ADDRESSU -------------------- ------------------------- I RAY v 1171 XONIA V1 �'; i"6: f1jivy'llp; lot a I RACT PLAT P000. fQ0K PAGE / ........... 72 APPLICANT hDDRESS.- ------------------------------------- -------- CA%CCRY: 001 - Singlu Funily Outached Hcuy!'.� TYPU OfEL NwAdantia:1 W..K61 PT 10A a Single Fami�y Inhuses De: tachad — UnAziructimi -------------- BENEFIT m ---- - - RATI-�. ---- - -- FEE - - - -- LUIT -- -- -- - --- RhYE PER - -- - - -- - - -- - - - - -- - V A TIPE Tc"An - - - D%* TY10: D19T ECPEDUL& DE -:EC. UNIT up umlyt.3 --------------------------------------------------- * ------------------- CO-VIDE 0 dwl unit 1 705.00 1 0 700.0") 0 dwl uNit 9 in2.00 1 0 142.011. LIDRORY CO -WIDE 0 dwl unit 0 51.00 1 0 54.co tKAM31 Ell co -WIDE 0 dwl unit 01.301.00 1 0 1,3srm) i"t.' .C:L.:i:Ve'!) Y:�Y :. __ v � .Q_„`J....l�l../_.� `•:; o:Gi:'�1:1�"L+i�_. ^ .. �-G.. _�. �.._ .......... ...._ ... _ _......... . RYNT MAKE) NO72 TO PELFIVIV6 SIGPATCRY/OPPLICANTs FAILURS TO NOTIFY UNKL2 AID) "1'YF;._.:LY PAYMENT MAY RESULT YN YOJR LIABILITY FUR THE FEE. 0001: D13!RXfUT1CNs I-CCUMIY 3-CITY 2_hQpL1chNT 6-VO&TY =No TSV7:1 A':ZE ADVISED THAT THIS SS A SThTENENT OF FEaS U4101 fl-0 PAYAPLE PRICR TO ISSUANCE OF A nUILDINO PTNAIiT. orz;-.: h�SD ADVXGED THAT ANY RIGHT R OF THE A0PLICANIT, OR ONALRt, TO APPEAL THE CPLCULATIONS OF THE ROAn, LIBRARY SYSTUM OPOS)IR 11DUGIGIONAV (GChMDQ IMPACT rAUS NU37 DL ExEkOISEO BY FIL103 A WRITIFN REQUEST WITHIN 45 CALENDAR DAYS OF IPE RECETVTNO RAGNATUAT DnIE =%, POY NJT LATER THnN CERTIFICnTE OF OPCU?nW1Y 0:,,' CCCUPANCY. THE PECUEST FCR REVIEW rUST NEET THE RECUIRFMENT9 OF Th•: L.A%!)) DEVELOPNONT CODE. CO?IES OF THE RJnEG UOVERNIND hOPEAn, PnY RE PICKED UP, CR RECLEOIED, VROW TIVE PLAN IrPLEMENThTION OFFACK: >101 LAST FIRIT STREET, SAMFORD, FLORIDA 12771; (107) 665-75YA. PAYFENT SECULD RE rADE TOu CITY OF 2APFCRD "ARK 0 1- 1,10I BPAYrENT IECLLD PE Y CFECK CR NONEY CRVIRONO SEOULO rZNIOEMTYU,MTHEhTTBLDIND PERIHJNaYO!'' 00000 STATENINF 10 VhUID OA.4 IN CnA3UACTION WITH 1SRUANT! 07 hTT., FOMYLY hUIL9frG IN • eceive. • _ 11 CITY OF SANFORD PERMIT APPLICATIO _de Permit#: CI" �� O� D Job Address: 136 PINEFIELD DRIVE LOT 18 Description of Work: Single Family Residence Historic District: Zoning: Value of Work: $83,188.00 Permit Type: Building X Electrical X Mechanical X Plumbing X Fire Sprinkler/Alarm Pool Electrical: New Service— # of AMPS 150 Addition/Alteration Change of Service Temporary Pole Mechanical: Residential X Non -Residential Replacement New X (Duct Layout & Energy Cale. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets 2 Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: 2,288 Construction Type: VI # of Stories: 1 # of Dwelling Units: 1 Flood Zone: ' X (FEMA form required for other than X) Parcel #: 32-19-31-515-0000-0180 (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes, Inc. of Florida 1101 N. Keller Road, Suite F Orlando, FL 32810 Phone: 407475-9112 Contractor Name & Address: Russell Keith Summers 1 101 N. Keller Road,Suite F Orlando, FL 32810 State License Number: CRC058496 Phone & Fax: (407) 475-9112 Contact Person: Laurie Pellegrino Phoned (407) 659-3719 Bonding Company: Address: Mortgage Lender: _ Address: Architect/Engineer: Tomas Ponce Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford, FL 32771 Fax: (407) 321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: 1 certify that all of the foregoing informaion is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records ofthis county, and there may be additional permits required from other governmental enities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that 1 will notify the owner of the property of the requirementsof Florida Lien Law, FS 713 7/23/03 Signature of er/ Age Date Russell Keith Summers Z!:!X,L'7/23/03 Signature of Notary -State of Florida Date 9MyCDEBBIE TIME �OS No. CC 999378 XpersonalN ". 11 Other I.D. Owner/Agent is _X_ Personally Known to Me or Produced ID APPLICATION APPROVED BY: Bldg AF S -6 `b3 Zoning: 7/23/03 S.tnature of &;cAgent Date Russell Keith Summers s Name M;Z �/23/03 Signature of Notary -State of Florida Date DEBBIE TIME My Comm Exp. 2/5/0 n1A No. CC 999378 Contractor/Agent is _X_ Personally Known to Me or Produced 11) (Initial & Date) (Initial & Date) Utilities: FD: (Initial & Date) (Initial & Date) Special Conditions: �ln�y r1��i CITY OF SANFORD ELECTRICAL PERMIT APPLICATION Permit Number: __--__-- Date: The undersigned hereby applies for a permit to install the following electrical: Owner's Name: Maronda Homes Inc., of Florida Address of Job: Electrical Contractor: 136 PINEFIELD DRIVE DANIEL G. PUGLISI Residential: Non -Residential: Lot: 18 Panel: 3 Number Amount Addition, Alteration, Repair Residential & Non -Residential New Residential: AMP Service / 3500 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: Do By Signing this application I am stating that I am in compliance with City of Sanford Electrical Code. Eplicant's Signature — r-on01663jLfifi7j ------------------------ State License Number 0 ll A �+1 11 1 ri 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 136 PINEFIELD DRIVE Lot:18 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: 136 PINEFIELD DRIVE Lot: is Panel: 3 Plumbing Contractor: WILLIAM T. SELF Residential: _� _ Non -Residential: Number Amount Addition, Alteration, Repair Residential & Non -Residential New Residential: $52.00 One Water Closet Additional Water Closet Commercial: Minimum Permit Fee $25.00 Fixtures, Floor Drain, Trap Sewer Piping Water Piping Gas Piping Manufactured Building Description of Work: Application Fee: $10.00 TOTAL DUE: By Signing this application I am stating that I am in compliance with City of Sanford Plumbing Code. Applicant's Sig re CFC057039 State License Number ALaronda Homes ==j AN EA5/LY OBSERVABLE BETTER VALUEI 1101 NORTH KELLER ROAD, SUITE F • ORLANDO, +LORJDA 32810 407-475-9112 • FAX: 407-475-9115 LETTER OF AUTHORIZATION ❑ CITY OF DELTONA ❑ VOLUSIA COUNTY El CITY OF SANFORD ❑ 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 18, 136 PINEFIELD DRIVE at Celery Lakes. j<'pe::�A—TUA4," RUSSELL KEIbiZ6MMERS, CRC058496 MARONDA HOMES, INC. OF FLORIDA STATE OF FLORIDA COUNTY OF ORANGE Sworn and subscribed before me this 22ND day of JULY, 2003 by RUSSELL KEITH SUMMERS who is personally known to me. NOTARY PUBLIC OP f<v DEBBIE TIME a vueuc i My Comm Exp. 2/5/05 _ No. CC 999378 Pnsmally Known 1100w I.D. CADocuments and Settings\pellegrinl\Desktop\PERMITTING\City of Sanford\LOA Keith Summers for City of Sanford.doc IWIIIYIIIr1YlYilr■■YY8111MIYIIWIli11 c" 0 L 0 U Z NOCO W Z J m �_It �0081J1ZZZ FIMa 0 Q �-1 0zV-40 MINGLE� CLERK OF CIRCUIT COURT BK 04905 PIS OB95 CLERK'S # 2003118100 RECORDED 07/11/2003 12,15s14 PN RECORDINS FEES 6.00 RECMED 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 18 136 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, 110.1 North Keller Road Suite F. Orlando FL 32810 (Name and address) SURETY (Bonding Company) Name and Address N/A Amount of Bond LENDER Name and address Bank of America. NA 750 S. Orlando Ave #102 Winter Park FL 32789 ATTN: DAN FINNEGAN Phone (407) 646-6304 Fax (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. Kamaf Title, 200 W. 15` St., Sanford FL 32771 Fax: 407-330-5062 Phone: (407) 322 9484 In addition to himself, Owner designates (Name and address) provided in Section 713.13(2), (b), Florida Statutes. or to receive a copy of Lienors Notice as Expiration Date of Notice of Commencement (The expiratlon date Is 1 year from the date of recording unless a different date Is specified.) RUSSELL -8 MMERS Maronda Homes, Inc. of Florida Vice President - Construction Sworn to and subscribed before me this 29TH day of APRIL, 2003. Notary Public MARYANNE E CLERK SE IN11L ArCANT toIttni K BIE TIME ommEXP. 26M5No. CC 999378fO"'Iy w1ON�+ I I Other 1.0. CITY OF SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 18 Subdivision: CELERY LAKES Property Address: 136 PINEFIELD DRIVE 0 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 S). ❑x c. Elevations of all exterior walls, east, west, north and south. Finish floor elevation height as per City Engineering Department or subdivision plat. ❑X 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 377 S.F. Porch (s)/ Entry(s) 36 S.F. ❑x 3. ❑X 4. TO FOLLOW N/A 5. N/A N/A N/A ❑x 6. Patio(s) S.F. Conditioned structure 1,875 S.F. Total (Gross Area) 2,288S.F. Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97). Soil analysis and/or soil compaction report. If soils appear to be unstable or if structure to be built on fill, a report may be requested by the Building Official or his representative. Other submittal Documents: a. Utility letter or approval when public water supply and/or sewer system connection to be made. b. Septic tank permit to be obtained from Seminole County Health Department at: 400 West Airport Boulevard, Sanford, FL (407) 665-3600. c. Arbor permit when trees to be removed from property. Contact the City Engineer for details regarding the arbor ordinance and permit. Application to be completed thoroughly and signatures provided by a licensed and insured contractor. OWNER/BUILDER MUST APPEAR IN PERSONS TO SIGN APPLICATION AS PER FLORIDA STATE STATUTE 489. Subcontractor license numbers must be included on the application. If electrical, mechanical or plumbing permits have not been issued, inspections will not be scheduled or made and subcontractors will be subject to penalty under the City Ordinances REQUIRED INSPECTIONS DURING AND UPON COMPLETION OF CONSTRUCTION 1. Footer 2. Underground, electrical, mechanical and plumbing 3. Foundation elevation survey 4. Slab 5. Lintel — tie beams — columns — cells 6. Rough electrical 7. Rough mechanical 8. Rough plumbing Tub Set 9. 10. DATE: Wednesday, July 23, 2003 SIGNATURE: Framing Tenant Separation/firewall Insulation, walls and/or ceilings Electrical final, mechanical final and plumbing final Building Final Other (By 0wn&er' uthorized Agent) PLAT OF BOUNDARY SURVEY p for MARONDA HOMES Legal Description LOT 18, CELERY LAKES PHASE 1, according to the Plat thereof as recorded in Plat Book 62, Pages 75 and 76, of the Public Records of Seminole County, Florida. C w H 0 z Lo a w J Q U LO I I � I 17 N I I I I I I I I I N 89*38'17" E 122.21' (n 5.00' 5' DRAINAGE ESM'T 25.00' Cnl I ----- p I 10.00' I O O ~ ' ' O , cn ca co W C 4 ° N Q I 18 o Gi I - W H Q I O a Z1L P I JLL m I O J o_ I ; p I OfQf0Po a_ Q I O I (JI O i C Ji N I I 1 I p I 58.00' p p 39• 4 5' DRAINAGE ESM'T 5.00' N 89*38'17" E 122.35' I I i I I I I I 19 I I I SCALE: 1 "= 20' i I I SURVEY NOTES: 1) The street address of the above -described property is PINEFIELD DRIVE. 2) The above -described property lies in a Flood Zone X per FIRM 12117C 0065E dated APRIL 1995. SURVEYOR'S CERTIFICATE This is to certify that I have made a Survey of the above described property and that the plat hereon delineated is an accurate representation of the same. I further certify that this Survey meets the Kinimm 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, 7INC. R. BLAIR KITNER - P.L.S. NO. 3382 Post Office Box 823, Sanford, F1. 327724M3 1407) 322-2000 PROJECT NO: o3-6Z3 SURVEY DATE: .• PLAT OF 130UNDARY SURVEY for MAIRONDA HOMES Leigal Description LOT 18, CELERY LAKES PHASE 1, according, to the Plat thereof as recorded in Plat Book 62, Pages 75 and 76, of the Public Records of Semilnole County, Florida. 0 w F- LO a w J cc U N i I I 17 N I N 89*38'17" E 122.21' Cn 5.00' S' DRAINAGE ESM'T 25.00' C/) J I O ----- 10.00' O O ~ ' M ' 0 w I Y co I N LA - N i N (J1Uj! o r, Z II e I w o II o'�'P C Z 18 pCL Zw O -jT I O0- Q � I CIS o a_Lij 0 N 1 i O 0 I 58.00'---------� 0 O 39. 4 5' DRAINAGE ESM'T 5.00' 41 N 89*38'17" E 122.35' ' I 19 SCALE: 1 "= 20' i SURVEY NOTES: 1) The street address of the above -described property is PINEFIELD DRIVE. 2) The above -described property lies in a Flood Zone X per FIRM 12117C 0065E dated APRIL 1995. SURVEYORS 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, Fl. 327724M3 ' 407) 322-2000 PROJECT NO: 03-6z3 SURVEY DATE: FORM 60,0'A-2001 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: A INOTO�I 46DR Builder: MARONDA HOMES Address: �� pine 66 UylkvR Permitting Office: City, State: SaV, Permit Number: Owner: LE TRIC Jurisdiction Number: Climate Zone: Central 1. New construction or existing New _ 12. Cooling systems 2. Single family or multi. -family Single family _ a. Central Unit Cap: 40.5 kBtu/hr 3. Number of units, if multi -family 1 _ _ • SEER: 11.00 4. Number of Bedrooms 4 _ b. N/A _ 5. Is this a worst case? yes 6. Conditioned floor area (fl) _ 1875 ft' c. N/A 7. Glass area & type a. Clear - single pane _ 196.0 ft' _ 13. Heating systems b. Clear - double pane 0.0 fi' _ a. Electric Heat Pump Cap: 40.5 kBtu/hr c. Tiat/other SHGC - single pane 0.0 ft' _ _ HSPF: 7.20 d. Tint/other SHGC - double pane 0.0 fP b. N/A _ 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 198.0(p) ft _ c. N/A b. N/A c. N/A 14. Hot water systems 9. wall types _ a. Electric Resistance Cap: 50.0 gallons a. Concrete, Int Insul, Exterior R=4.2, 1132.0 ft' _ _ EF: 0.93 b. Frame, Steel, Adjacent R=11.0, 196.0 ft- b. N/A _ c. N/A d. N/A _ c. Conservation credits e. N/A (HR-Heat recovery, Solar 10. Ceiling types _ DHP-Dedicated heat pump) a. Under Attic R®19.0, 2085.0 fe _ 15. HVAC credits PTA b. N/A _ (CF-Ceiling fan, CV -Cross ventilation, c. N/A HF-Whole house fan, 11. Ducts _ PT -Programmable Thermostat, a. Sup: Unc. Ret: Unc. AH: Garage Sup. R=6.0, 150.0 ft _ MZ-C-Multizone cooling, b. N/A MZ-H-Multizone heating) Glass/Floor Area: 0.10 Total as -built points: 28325 PASS Total base points: 28742 I hereby certify that the plans and specifications covered by this calculation are in pli"withlorida Energy Code. PREPARED BY: DATE: I hereby certify that this building, as designed, is in compliance with the Flori ergy Code. OWN ER/A ENT: ° DATE: 'I-Iti,_�I0 Review of the plans and specifications c•.overed by this calculation indicates compliance tth the Floridai Energy Code. efore construction is completed this building will be inspected for compliance witi-i Section 553.908 Florida Statutes:. ILDING OFFICIAL: TE: EnergyGauge® (Version: FLRCPB 0.21) 0 FORM 6Q0A-20A1 SUMMER CALCULATIONS* Residential Whole Building Performance Method A - Details ADDRESS:,,, PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned X BSPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X SPM X SOF = Points .18 1875.0 25.78 8700.8 Single, Clear SW 1.0 6.0 32.0 52.82 0.96 1631.1 Single, Clear SE 1.0 8.0 40.0 56.64 1.00 2256.2 Single, Clear SE 1.0 6.0 16.0 56.64 0.97 875.4 Single, Clear SW 1.0 6.0 16.0 52.82 0.96 815.6 Single, Clear NW 1.0 8.0 15.0 37.74 0.99 562.2 Single, Clear SE 1.0 6.0 5.0 56.64 0.97 273.5 Single, Clear NE 1.0 6.0 16.0 43.65 0.97 679.2 Single, Clear NE 1.0 6.0 16.0 43.65 0.97 679.2 Single, Clear SE 1.0 6.0 40.0 56.64 0.97 2188.4 As -Built Total: 196.0 9960.8 WALL TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Adjacent 196.0 0.70 137.2 Concrete, Int Insul, Exterior 4.2 1132.0 1.16 1313.1 Exterior 1132.0 1.90 2150.8 Frame, Steel, Adjacent 11.0 196.0 1.00 196.0 Base Total: 1328.0 2288.0 As -Built Total: 1328.0 1509.1 DOOR TYPES Area X BSPM = Points Type Area X SPM = Points Adjacent 17.0 1.60 27.2 Exterior Insulated 20.0 4.80 96.0 Exterior 40.0 4.80 192.0 Adjacent Wood 17.0 2.40 40.8 Exterior Insulated 20.0 4.80 96.0 Base Total: 57.0 219.2 As -Built Total: 57.0 232.8 CEILING TYPES Area X BSPM = Points Type R-Value Area X SPM X SCM = Points Under Attic 1875.0 2.13 3993.8 Under Attic 19.0 2085.0 2.82 X 1.00 5879.7 Base Total: 1875.0 3993.8 As -Built Total: 2085.0 5879.7 FLOOR TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Slab 198.0(p) -31.8 -6296.4 Slab -On -Grade Edge Insulation 0.0 198.0(p -31.90 -6316.2 Raised 0.0 0.00 0.0 Base Total: -6296.4 As -Built Total: 198.0 -6316.2 INFILTRATION Area X BSPM = Points Area X SPM = Points 1875.0 14.31 26831.3 1875.0 14.31 26831.3 En"yGauge® DCA Form 60OA-2001 EnergyGaugeGVFIaRES'2001 FLRCPB v3.21 FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #: BASE AS -BUILT Summer Base Points: 35736.6 Summer As -Built Points: 38097.4 Total Summer X System = Cooling Total X Cap X Duct X System X Credit = Cooling Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (DM x DSM x AHU) 35736.6 0.4266 15245.2 1 38097.4 38097.4 1.000 (1.087 x 1.150 x 1.00) 0.310 1.00 1.250 0.310 0.950 0.950 14025.2 14025.2 EnergyGaugeTM' DCA Form 60OA-2001 EnergyGauge(&1FIaRES'2001 FLRCPB v3.21 FORM 60,0A-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS:... PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned X Floor Area BWPM = Points Type/SC Overhang Ornt Len Hgt Area X WPM X WOF = Point .18 1875.0 5.86 1977.8 Single, Clear Single, Clear SW SE 1.0 6.0 1.0 8.o 32.0 40.0 9.22 8.34 1.01 1.01 298.1 337.3 Single, Clear SE 1.0 6.0 16.0 8.34 1.02 136.3 Single, Clear SW 1.0 6.0 16.0 9.22 1.01 149.0 Single, Clear NW 1.0 8.0 15.0 12.23 1.00 183.2 Single, Clear SE 1.0 6.0 5.0 8.34 1.02 42.6 Single, Clear NE 1.0 6.0 16.0 12.00 1.00 192.0 Single, Clear NE 1.0 6.0 16.0 12.00 1.00 192.0 Single, Clear SE 1.0 6.0 40.0 8.34 1.02 340.7 As -Built Total: 196.0 1871.2 WALL TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Adjacent Exterior 196.0 1132.0 1.80 2.00 352.8 2264.0 Concrete, Int Insul, Exterior Frame, Steel, Adjacent 4.2 11.0 1132.0 196.0 3.26 2.60 3690.3 509.6 Base Total: 1328.0 2616.8 As -Built Total: 1328.0 4199.9 DOOR TYPES Area X BWPM = Points Type Area X WPM = Points Adjacent Exterior 17.0 40.0 4.00 5.10 68.0 204.0 Exterior Insulated Adjacent Wood Exterior Insulated 20.0 17.0 20.0 5.10 5.90 5.10 102.0 100.3 102.0 Base Total: 57.0 272.0 As -Built Total: 57.0 304.3 CEILING TYPES Area X BWPM = Points Type R-Value Area X WPM X WCM = Points Under Attic 1875.0 0.64 1200.0 Under Attic 19.0 2085.0 0.87 X 1.00 1813.9 Base Total: 1875.0 1200.0 As -Built Total: 2085.0 1813.9 FLOOR TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Slab Raised 198.0(p) 0.0 -1.9 0.00 -376.2 0.0 Slab -On -Grade Edge Insulation 9 0.0 198.0(p 2.50 495.0 Base Total: -376.2 As -Built Total: 198.0 495.0 INFILTRATION Area X BWPM = Points Area X WPM = Points 1875.0 -0.28 -525.0 1875.0 -0.28 -525.0 EnergyGauge® DCA Form 60OA-2001 EnergyGaugeCVFIaRES'2001 FLRCPB v3.21 FORM 600A-20N WINTER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #: ' I BASE:L:: AS -BUILT Winter Base Points: 5165.4 - Winter As -Built Points: 8159.4 Total Winter X System = Heating Total X Cap X Duct X System X Credit = Heating Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (DM x DSM x AHU) 5165.4 6.6274 3240.7 8159.4 8159.4 1.000 1.00 (1.078 x 1.160 x 1.00) 0.474 1.250 0.474 0.950 0.950 4594.7 4594.7 EnergyGauge- DCA Form 60OA-2001 Energ�r auge_&RaRES'2001 FL.RCPB v3.21 FORM 60OA-2001 I WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS: , , , BASE WATER HEATING Number of X Multiplier = Total Bedrooms 4 2564.00 10256.0 PERMIT #: AS -BUILT Tank EF Number of X Tank X Multiplier X Credit = Total Volume Bedrooms Ratio Multiplier 50.0 0.93 4 1.00 2426.15 1.00 9704.6 As -Built Total: 9704.E CODE COMPLIANCE STATUS BASE Cooling + Heating + Hot Water = Total Points Points Points Points 15245 3241. 10256 28742 AS -BUILT Cooling + Heating + Hot Water = Total Points Points Points Points 14025 4595 9705 28325 PASS �1%,G� TH8 S7,97�0� T�.. ram,- Ah EnergyGauge- DCA Form 60OA-2001 EnergyGaugeWlaRES'2001 FLRCPB v3.21 FORM 60OA-2001 Code Compliance Checklist Residential Whole Building Performance Method A - Details I ADDRESS:,,, PERMIT #: 6A-21 INFILTRATION REDUCTION COMPLIANCF rHFrK1 rc-r COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE Exterior Windows & Doors 606.1.ABC.1.1 Maximum:.3 cfm/s .ft. window area .5 cfm/s .ft. door area. CHECK Exterior & Adjacent Walls 606.1.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at comers; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier Is installed that extends from and is sealed to the foundation to the 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 perimeter, penetrations and seams. Ceilings 606.1.ABC.1.2.3 Between walls & ceilings; penetrations of ceiling plane of top floor, around shafts, chases, soffits, chimneys, cabinets sealed to continuous air barrier, gaps in gyp board & top plate; attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is sealed at the perimeter, at penetrations and seams. Recessed Lighting Fixtures 606.1.ABC.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3" from Insulation; or Type IC rated with < 2.0 cfm from conditioned space, tested. Multi -story Houses 606.1.ABC.1.2.5 Air barrier on perimeter of floor cavity between floors. Additional Infiltration reqts 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. _6A-22 OTHER PRESCRIPTIVE MEASURES (must be met or exceeded by all residences-1 Water Heaters Swimming Pools & Spas Showerheads Air Distribution Systems Insulation 612.1 Comply with efficiency requirements in Table 6-12. Switch or clearly marked circuit breaker electric or cutoff as must be 2rovided. External or built-in heat trap re uir 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 612.1 610.1 607.1 604.1, 602.1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and installed In accordance with the criteria of Section 610. Ducts in unconditioned attics: R-6 min. insulation. Separate readily accessible manual or automatic thermostat for each system Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. EnergyGauge- DCA Form 60OA-2001 EnergyGauge(D/FlaRES'2001 FLRCPB v3.21 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 83.3 The higher the score, the more efficient the home. ELECTRIC.... 1. New construction or existing New 12. Cooling systems 2. Single family or multi -family 3. Number of units, if multi -family _ Single family _ I a. Central Unit Cap: 40.5 kBtu/hr - 4. Number of Bedrooms 4 - b. N/A SEER 11.00 5. Is this a worst case? Yes - _ 6. Conditioned floor area (W) 1875 Il' c. N/A 7. Glass area & type _ a. Clear - single pane 196.0 fe= 13. Heating systems b. Clear - double pane c. Tint/other SHGC - single pane _ 0.0 W _ a. Electric Heat Pump Ca 40.5 kBtu/hr p' d. Tint/other SHGC - double pane 0.0 ft' 0.0 fP b. N/A - HSPF: 7.20 8. Floor types _ a. Slab -On -Grade Edge Insulation R=0.0, 198.0(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, 1132.0 ft- a. Electric Resistance Cap: 50.0 gallons _ b. Frame, Steel, Adjacent � R=11.0, 196.0 ft 2 - b. N/A F.F: 0.93 _ c. N/A - _ d. N/A e. N/A - c. Conservation credits 10. Ceiling types (HR-Heat recovery, Solar _ a. Under Attic _ R=19.0, 2085.0 ft' DHP-Dedicated heat pump) . 15HVAC credits b. N/A A _ PT, c. _ (CF-Ceiling fan, CV -Cross ventilation, _ 11. Ducts HF-Whole house fan, a. Sup: Unc. Ret: Unc. AH: Garage Sup. R=6.0, 150.0 fi _ _ PT -Programmable Thermostat, RB-Attic radiant banier, b. N/A MZ-C-Multizone cooling, MZ-H-Muhizone 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, a new EPL Display Card will be completed based on installed Code compliant features. 1Il1 Builder Signature: Date: U5 Address of New Home: City/FL Zip: 0, THE STq�� 4, -r rIIQC.00 WV *NOTE. The home's estimated energy17erformance score is only available through the FLARES computer program. This is not a Building Energy Rating. lifyour score is 80 or greater (or 86 for a USEPA IL) OE En e rgySta trm designation), your home may qualify for energy efficiency mortgage (EEM) incentives ifyou obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge web site at Vvww.fsec. ucf edu for information and a list of certified Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of Community- Affairs at 8501487-1824. EncrgyGauge® (Version: FLRCPB v3.21) Maronda Systems Maronda Systems 4005 Maronda Way Sanford FL 32771 (407) 321-0064 Fax (407) 321-3913 Engineer of Record: Tomas Ponce, P.E. 1005 Vannessa Dr. Oviedo, FL 32765 FL PE # 50068 Design Criteria: TPI 'Design: Matrix Analysis TEE-LOK software PLAN JOB # LOT ADDRESS DIVISUB MODEL 6CLO1801 18 136 PINEFIELD DR ORLN-CEL ARLK4 RIGHT ARLINGTON K 3 & 4 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 ASCF 7-9R Thacp truccac nra rlocinnarl f^r — e....i— A c...:�.,:..,. Truss ID Run Date Drawing Reviewed Truss ID Run Date Drawing Reviewed No. of Eng. Dwgs: 44 Layout 10-7-02 0 4-21-03 L/ Roof Loads - VT 4-11-01 01 4-21-03 L/ TC Live: 16.0 psf TC Dead: 7.0 psf BC Live: 0.0 psf BC Dead: 10.0 psf HIP 10-20-00 �/ 02 4-21-03 A 6-26-03 P 4-21-03 L/ B 4-21-03 P1 4-21-03 C 4-21-03 Q 4-21-03 Total 33.0 psf C 1 4-21-03 R 4-21-03 D 4-21-03 R1 4-21-03 DurFac- Lbr: 1.25 DurFac- Plt: 1.25 O.C. Spacing: 24.0" D1 4-21-03 S 4-21-03 E 4-21-03 S1 4-21-03 El 4-21-03 T 4-21-03 (/ PL-1 REV CITY Y OF SAWORD F 4-21-03 U 4-21-03 (/ F 1 4-21-03 V 4-21-03 G 4-21-03 W 4-21-03 G 1 4-21-03 X 4-21-03 H 4-21-03 �/ X 1 4-21-03 I 4-21-03 `� y 4-21-03 J 4-21-03 Z 4-21-03 K 4-21-03 Z 1 4-21-03 L 4-21-03 L 1 4-21-03 L2 4-21-03 M 4-21-03 N 4-21-03 ' N 1 4-21-03 INV # DESC QNTY JUL 16 2003 DATE: 18331 THD26 2 18330 THD28 18360 1 SKH26R 2 18361 SKH26L 2 18363 JUS26 16 18370 THJ26 18336 THD28-2 1 SEAT PLATES 1 128 t 40-0 14-8 6-0 19-4 JUL 1 �2003 JOB NUMBER: ARLK ))y DATE M7.02 CUSTOMER: PITCH:6/12 & 4/12 JO B NAME: ARLINGTON K 3 8 4 BOF LOAD:33#I HI B-91 Summary Sheet COMMENTARY and RECOMMENDATIONS for DANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES ° ,s the responsibility ofthe installer(buiVer building contractor, licensed contractor, ectororerection contractor) to property receive unload store handle installand ace metal elate connected wood trusses to orotect life and orooerty, The installer ust exercise the same high degree of safety awareness as with any otherstructurai aterial. TPI does not intend these recommendations to be interpreted as superior the project Architect's or Engineer's design specification for handling, installing A bracing wood trusses for a particular roof orfloor. These recommendations are sed upon the collective experience of leading technical personnel in the wood 'A 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 bybuiiding 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. yiut[� sf ry u� a , f INMttporary bracingshould_bs no less marked(�traber'AIi connections a tie_�q�p�pf 2 1bd'�nallG. All Li sSti rcY 1 _, a�� Fy r TS§4riia I 1 y Zorn" ntir�less „ , Alllrnulti=ply: ,s IH m e F#ertin accor �, r „r ;Yai�ewVita�iestg;rid�a tts �v rto pnstallation. TRUSS STORAGE CA UTION: Trussesshouldnotbe S`'tinloacl�d o i roL.,gh terrain o: ," .!Pv'.f'sUr aceSwIidh.,coi:`d cause Vamag:i tottlJ,e truss. .,.Y. J; �ITI01V�%ussessorecl�tzfl 1 tail7`;Sf4Wij"leiie, E; fvr*"�r:i`?i'� 41�'�wr�•,ta '� .,�,sa, po c7;oln�bJot;klli7g�''��.e �>�cessive• � era �� .,I,�J r11tciir,Rg°ar��J�s�in"oisCurtegaJ�;>,��.,�.;J;xx�f ..rmY.l,, -f; i7:FttTJ M.I.l �J�.bMJYffi.,'inT-d:i9�R'N GIYiR.MfBK :PL+.?,%11 I IMtF.. fvT :...rr H 1..mt;'v.. Y+.h F'i Nlt fA;,a1P � •� s ,la r � � R� nv+Y ais 3 Li:trarxt 1 ••fimNyJ aE 4 >b r w. Itt "�4R. Jit;'�Do 1 o Ira , ' begi Cates o l Id ex lc s 1, `. nPFRITUM,W in,dJarid�>: r a 1 a��,au�aa D fna , ,rKtage� ss s{ 'a y,G�A!� Frame % 60a ( l 60,� or less\, /or less Tag / APproxim ely Approximat ly Tag Line 1/2 truss length 1/2 truss length Line Truss spans less than 30'. Spreader Bar Toe In Toe In Approximately 1/2 to 35 truss length Less than or equal to 60' Tag Line Approximately /z to !i truss length Less than or equal to 60' in im ll11 1� � I s s es �iry " gP 1 ii3Ar fihs?erdCka+h`.Arr„��.�.(.' F;�P�e�y�;��A1li � I N1�C1-iAN1�A 3 A Lifting devices should be connected to the truss top chord with a closed -loop attachment utilizing materials such as slings, chains, cables, nylon strapping, etc. of sufficient strength to carry the weight of the truss. Each truss should be ,set In proper position per the building designer's framing plan and held with the lifting device until the ends of the truss are securely fastened and tempo- rary bracing is installed. Strongback/ SpreaderBar L_ Approximately Yj to V4 truss length Greater than 60' Tag / Line Strongback/ SpreaderBar At or above mid --height t,::z 10, Typical horizontal tle member with muhiple atakea (HT) Pruea of bra, oup or lrusse (EB) Frame 2 R Over 28' - 42' 3. Over 42 - 60' 3, Over 60' S, :)F - Douglas Fir -Larch IF - Hem -Fir Continuous Top Chord Lateral Brace -� Required -T-� I 10' or Greater i Attachment Required - SP - Southern Pine SPF - Spruce -Pine -Fir Frame 3 SCISSORS TRUSS i QY'R P*r�:r.^;^�tI_z'nn, 1F vu...�t.�::• iJh ,,�Y� b' �4 IS F s� ��id'wr d + '' ..; I ^�'Xr I '� a I ,,,,rr�x. r PSI �,F;•' * .ir`r�' r�'r.�n._ G�iNu.. r YOB ,ja,. ��r' �� r, I �•o,•w; i I SPAN I II� �II` HBOTTOM�'CIyfORi 1 I h k l I! BOjTO C ORD I - , ,� IN I„ yl I I I NIJ 1 1 1I I P��TCH�p�I1 dl"5PA'°C"�pul��l'N�I I!,�il°li ��Ir G I xll hM41 l x ,a�'"••'n f " ,mi4 IIAGONALBRACE I,rn Ilni N li s'sess"I'�I!';G II �d�llni �1�i�1',�µ 'i�l��i��l��1 � � ��I I�,�I�� UP to 32' Over 32' - 48' Over 48' - 60' )Over 60' 7�WI�fl��n��llt�� II'�I��IIOi�i��N�I��III��Ii411iI��INill 4/12 15' 4/12 15' 4/12 1 15' See a registered professional �• 20 15 10 7 6 4 engineer }q, ��ia+rx a MMY DF Dougias Fir Larch SP Southern Pine N t' I} a'4pt, a ,�;ors HF Hem-Flr SPF Spruce -Pine -Fir ' ri dr*rt ; `SYl (� 4 � ' 1��-f 71, y .. ��}•y` .� r Y"�,i� s t -, :o 4t FS�h '�j'f'1 _ , g�I qi 'r�lYfG.gr °PN i ;' Si r r -, 1 � �' 1 v� � r+�.!S, � Y r .)4 .Y s r•Mw9 1 _ -. F•7 tt h 6<;1 /, All lateral braces i,ih �'i,, i Arx>r ' ,�' �r� ,, r " lapped at least i r r a I, + I �t Irllr -. trIi,hl f �J r11r4k it1 7t. ttJi;W "'w�Y i)�� r�rY • �PI >ir17;� J. rIr.rr , b,pr"o- ts. �k�a tt vFn.f , y5 � 4 �.a'tsi.' ate�;& "h� tJ1 11 I: trusses, s, r ifas rlya t! t 7475' �AMP,,T} rr .�Y �`.r4'�' S.�tis+b �It+ ,.N, •� �..t J't r - 4 i7J �C rM`�V,�,t 1 " i'I/I' ' �, t 1f �yiYG*r w,T" GI r%.O�E,i'' a �i ' ,•, '' { r,r :�I ' ' ( Y _. p' NG1 r• - 1 I it , ra t 11 Fr �. r+St - v t,r. •'aw {m,{I�.yif 's ,,. , 1:: Log, t ,�,vj��'W Y+•ih�t"t'W ��-6ry ..�;1 � ,,�I`jt+�+i� I i I It tkltft�r�r;n4"��t�i }k"�Ila >tcxnrdef 4m3r �lli? di�+>+JF°�.i+'� Ike. `6u'"Irg f ' fK 3ottom cfiortl tliagona ,ac,'iig>repe.Rat: d; 1-s ;t t: i"IijPIkY^.YA �' .Mr^u-it 1.) S �,41 :teach end o�the bulitli gr '�r �t-Ti.Sa� � �.,a��' t� ,�Iialf"?tr4�+lti7"'�•�{f �^.. '�'',BYi�d?kr n�?��'!YY, v .,,.,,4 dny r^.4fj.•S't'{i.,, +F,+�,.N�': ,pacing as. top chortl tliag' nalxbracn w, a g ' ri `t+ 4t/ 'x7p+cv �yii�t g1 �� II it .;,�' NEW y. �'yt�4 {�' ,fit . MIN, L-c Lll7 ''.t�! I.GF`{7 ;Iilw '"t',"k4faj•� NW"r 4hmj5- MYT;,.f'.�i"f,4h5:-�1'p""'fT}K.,'�i"�A^'k".t�ST.f�fjRN7 ytitU Jl�'t y , t r t t ....F.,." is ^11ec'6xy4":�' <: t131r 3t ;� , A '. W_ f P 1 r ,I �4x. •i(eYi .;: '`f.'r .l �',- r�i 7��-}�y'y '"'Y R4.1 {,r, f II �,!ari� 4 - t�ft,>.. testa;-,�r•9�r $�'"�'7�.4s�,J � }471..3f_n„t . t� I F,W 7 - ,r _1.,'' f I i.n �?t1•`^Yr�'�k.� w ,t ��}r t, t �� r s+ �.. - r' � �IT6"J ,'� ,�r.,,r jl •�'r ,t5 j tr r °r,ir �`��,a�•y. .rl+i..+ I'�I h d J i vMt' r 111¢.tdrw �''1 I I I. I C a PJlu'7r. Ivi .I i'+i f _ ,J' �' 4 �i• T T 1.A t f tiLttn2a �' t7�q�ct flE"4�:Lp° i}. H4ie� i t l y a r4 ,J tti i4, �� +Cro'ssFbracirici4_6pent ec' 1'i P , Jil P rl F M tt WF'{ A 2 ar :. ,1;1"�4•{ i br i 11'T f 1(yI toy '�,d�"�`=l"y�t ��;+�� II, � ', I}r,t`ti'";�� ;t��r,�a�, �. �,.�yi; �t�'�at each'er�d�of the•:':. y � + y�am."• ,}Teti,+ �'91, ai i'yj J �f L" r rrs-J�'y t r x ra� } m5r yslrJ � , :nt,r ��a ,� it ',?Yt�:;�.LsF.�"oG{"rrl.�,.+�'dY'�%�3'i't�ilG�t1!�4�1;:;C�k��!��5"A6. 'un�_ � Y'.Irt?�.m!'�.•'"t'E]L'Iil�illgwal]d;at.Z©',.. � . ,r„y.'r;fMri vG�IMN•;n.ti�iy+.l Mi�Hh'..,'.'k'11i^ i°tF z r;?GNrfi>r AWar.• Y:•2rXs 3t1i y fti' ra:d•�•ft `dYy,' "ka+Fr+•V '�'h t +'�s1t ?�hkW'Hr'�. wlC`t yYr R71 r aA4? v:S.T' Yr.a{` i5'�Ah'1 1!IIY I! i' 6 SIm."µ55§��'?�, ' ` s r i. v ,{, t J' - ef.• n t Fir ,t ail /I II�� N� i�l ' �,�INVUIN"� I!IIWIU II�I�Ib d • �CHOF� II�� TO �1: TER 'L RACE S AiCIfJG�II ISP.A �Dg�Pf��'� p q DEPTH'"Ill I ISCI�Gbr.LB�d �, I Iluulril,rrmlgml ii'i SI1�1"'I�' I;nh!ih.�Y411��II�� I.Iil�.l.l�,. , �'NIIIIiIIIIL'IG'Nill Illll�l��il��,Iln.a�'.I;ui�lu,�u!uls��711b!1! IJU I', / D F I i. S p Ft/'H F: h Up to 32' Over 32' - 48' 42" 6• 6 Over 46' - 60' 48" 5' q 2 Over 60' See a registered professional engineer 1. DF Douglas Fir HF Hem r � 1 +�''1•i:: �{ I ''II,i�," y aka xlY lj' 1? IL f � d rS a a , �f ill >fw�M Y7H/ J ; �tr1'1LL� d�agotaa foraa�lnt) trusses. p Be lvrcayd - a sLJ ry+N the:aupF ..-.v+.-. _- :: �.•,. ..._.. r-... S:Y'itFai+.fiG'Mc^E,g;r Top chords that are laterally braced can buckle logelherand cause collapse "there iano diago• nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the toopeide of the top chord. i{y4z �Y 75Z'. N's^ fly r lry a16 <�� Nr .,..,r�. r.�.i.,. an w'ITop chords that are laterally braced can buckle togetherand cause colleoee it there isno diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlina are attactlad to the topside of the top chord. ti Continuous �i Top Chord ,� Lateral -Brace .�s Required 1 Or or Greate Attachment oRequired 'M 'A ,W 1 Fjh.2 0 '- 30" or greater Continuous Top Chord\� Lateral Brace Required I 10" or Greater Attachment Required —� lt fin �IiV111�1I'I; I .4i yl Ryyy P DIAGONAIBIAE SP CINW(DBg C�l AN CHI C (LBS) 1trupses SP/DF , 'SPF/HF;!'. Up to 24' 3/12 12 1 Over 24'- 42' 3/12 1 7' 10 6 1 Over 42' - 54' 3/12 1 6' 6F 4 Over _See a registered prof esslonal DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir Diagonal brace also required on end Verticals. - Top chords tlifft are laterally braced can buckle 1090tharand cause collapse ifthe"'s no diago- nn I bracing. Diagonal bracing should be nailed to Ilia underside of the top chord when pu,!'Ons are attached to the topaide of the top chard. MbN T:Rqj'#"`!'��i PLUMB Truss Depth D(in) 12 4 3 or greater All lateral braces lapped at least 2 trusses, Continuous Top Chord Lateral Brace Required 10" or Greater —L Attachment Required — 0NSTA,LLAT,10,N.T0.L,ERA T N C El S"! BOW 77 D (ft) 12" 1 /4" 24" 1 /Z' 2' F36' 3/4' 3' 48" 1 4' 60" 1-1/4" 5' 72" 1-1/ 11 61 84" 1-3/4" 7' 96" a. 1081, 90 i T tW11 Lesser of V D/50 or !- daXIMUM Plumb fisplacement Line OUT -OF -PLUMB INSTALLATION TOLERANCES. � on" R-P, Frame 6 Length L(in) Lesser of L/200 or 2" L(In) On) L,1200 L(ft) 50" 4.2' 1 2 8.3' 1 50�`3 4"' 1 12.5' L(In) Lesser of L/200 or 2" .L(in) L'200 L(ft) 200" 1" 16.7' 250" 1-1 /4" 20.8' 300" 1-1/2" 25.0' OUT -OF -PLANE INSTALLATION TOLERANCES. V tems MARONDA SYSTEMS 4005 Maronda Way Sanford, FL 32771 (407) 321.0064 Far (407) 321.3913 Date: March 5, 2003 To: Building Department From: Maronda Systems Tomas Ponce Professional Engineer State of Florida #0050069 Subject: Valley Trusses All valleyirusses labeled VT-1 thru 100 are covered under the general valley sheet provided in the truss package signed and sealed by the engineer of record. The connections are noted on the structural info sheet of the plans. All criteria of the valley trusses are noted on the general sheet. 1f you have any questions please feel free to call at 4107-321-0064. SWerely Tom s Ponce, P.E. Date: 3f 5rp, �`��Etle4��16EEll9p `� _ No. oc)�;0063 0 STATE C;, `� i9lcftf�4il� DESIGN INKORMATION 71t1s dalg. tr for an IadNWMuI buGdtng c.mp.oen[and Isar hecn based on taormatl.. Pratrlcd by the -UenL 11. dcstgner dfsdamts arry res-111,11UQ, fordamaga as a..N of .1 faulty or tomrreet Information, sPeclllationa by and/or d—IdIc land gu fwnishcd fa the truss designer Ute mtnxtnesa ar an3ua-Y t.aathm . LI way relate to a apes eute l.gcct and accepts m roponsmdtty a avriaes no eoatral wah rcga,d to hhrfm- ��yamndtmg, at.Pmeor and 1nstallaUnn of Irlbtts. This I(uss has bun dcs g, to anIadroLdnal lu,Odlo9 earape.cnt to aeeerdanea a U A"SI/TW I-IM and MOS.97 to be Ineorporatc Part of the bauidm9 dalgn by. 13uUdto a heglster-d archfted or praresslan 1 �gPacYat. when and --red fur app,o,.at bttDdlbg destgrer. the d-101 teadttses almwn must be rLecked In be sure that the data sham. ma 1n'bermmt mhb the tog] buldlng Pta3ect-'a reaaa d, IQ atnd orvoarlmdsn' _ Petlliratin.a brspedal sppaee toady m� mst'an4' loads. be. cl end fumes ca camp, n dmrMpds GOP hotltrm) ate mnth'u- aabraccd-b—thlog —1_ o'hM„r's- rud Bray lined htea�eany `hO`ds m'etrsmn are r'pd e-T-9- they -t-.Id ham- 6 �Pefoed oy aPPI- _ f a p61e -hall bee mm gmufaa� f fi t�oaM�or dipped I- atecl tneeUn� RO gauga hot Crade 1o. ®Lza athertrLz- shuns 11 A 653, FABRICATION NOTES P"or la falsriotrnq the 6brImlorsban m,4, Utb dram tog Io verify that thta dra.,m, is b, m-,f aatb tba falntvlar raltre a ematInulag reaP.namm a Plans, and to Uoo_ l- My c dtaelem0es are to be Put I � ""'ng before ybag rant 6e 1 i« fabrf-U, knots ar dlstarted UM-d over k.blhMJa, for gnlr>. bfcmbera ■hall be cut . Ugh[ BUing vmd to wood ncctw PVttoLes aha0 k,c loo'ed on i,othg fae�e•d slam. aM vritbero Mt" Imtr4dd d and shall be Sxa Phi- is 5- aide <- wide a 9' fan S LOW, A Rie Pht- Is h G. be Plate g- IO1s D,dcsl nor parallel to mashers s�� st'�-d. Dauhle e.b oo web ball meet al the ecnt old .fib. webs unlesa w-h- h ab.m.- Cann-dnr plate she, are ml.bnurn -I-- based an the (bras shoo' - mad may.A to ha metea,cd for wtam tan,-. Vifand/or-eeo,.... mr�d. TTta tnus 6 rant to abi Bated wtb n" r-t,rA-Mt ua,ted unless alherwbe ab.mt>_ Par addglom I Information b,Canbd tef-r m PRECAUTIONARY NOTES AU bradag and.to be ,v mm-ndat/oos ar- f.Dnaed In accmdanee th llaodUng taatng $ BnMdn[', HIB-91. ilusaa ar- m be handled -'Rh andd DuadlhM d ('uUC+,hr psi dMul.g banding darna cmy and mstathfaon to.w'd R T®ponrY and parm .mt h amn for -, to a strafe, and PLamhh p - Istk,g ht-ca1 faMeea -hall be datg,ed a.d h—ned by ofbwx. Careful hand. Wg is cssc.Ua) and atctlan bin g Fs always fts;.k.d. Normal f,_dUn" acUon for BaNmnhnr sueb temporary bracing duttag and d t"tM a at tnusea f o avbld tapplmg nuasM�h�aO b- of dv IIII. ea mlt ••.-'•— of op-rl-.oed In the fostsnan® of nu,.__at �' Pmf=Iomd advl.c 1W be Ca.ccatratln. -rm 3OUgItt if reaelan. than the dab as-h.0 no rands ptj j t truaaa at a ' reads shad raw be ,b.. to t of Utc c—l" sl"M be o1La than the - "�� ays study be appUcd to t"mei MILLI alter aN fastenlog and tun -tad b comPtchai MONO VALLEY VALLEY THUS COMMON VALLEY VALLEY TRUSSES ITYP.1 MARONDA SYSTEMS H � � SUPPORTING TRUSSES WO: VALLEY SFr IF LESS THEN 3-0.0 TIIEH MOVE DIAGONAL WEB TO t1EXr PANEL. Is # I14 OR 516 416 DIAGONAL WEBS f I16 3t6 REQUIRED WITH SPANS aR GREATER THEN 25.0-0 316 2t1 2r4 0-0-4 2t4 3r6 2t4 -2t4 2r4 2r4 316 on 1 4a6 # 211 OR 7t6 11.0 214 3r6 3r6 on bur 16 2r4 11. V I C11Y:1 (f) WHEN DIGAOIIAL WEB PRESENT USE Ir6 PLATE (1) WHEN NO DIAGONAL WEB PRESENT USE 2x1 PU VALLEY LIELIBERS AT 24' O.C. (TYPI ls4 . a 2s4 _� VARIES ix UP to 2x4 2r4 Dt6 MAX 6-0.0 O.C. (TYP) 1 I i 211 MAX TRUSS SPACING UAX-6.0-0 O.C. (TYP) ' �/ BELOW . 16' O.C. I - SPANS UP TO 60.0-0 TOP CHORDS: 2X4 SP 02 IT IS NOT REQUIRED TO SHEATH TRUSSES BOT CHORDS: 2X4 SP 92 BELOW VALLEY SET. VALLEY MEMBERS WEBS: -2X4 SP 93 PROVIDE ALL NECESSARY TOP CHORD BRACING. VALLEY MEMBERS TO BE SET TIC MUST BE CONTINUOUSLY BRACED BY ROOF PERPENDICULAR TO TRUSSES BELOW. SHEATHING UNLESS NOTED OTHERWISE. WHEN VALLEY MEMBERS ARE NAILED DIRECTLY TO TRUSS TOP CHORDS USE (2) 16D NAILS PER INTERSECTION, OR TWO FEET ON CENTER. WHEN BELOW TRUSSES ARE SHEATHED FIRST USE (2) 10d NAILS OR (1) 16d NAIL PER INTERSECTION OR TWO FEET ON CENTER. 2x4 BRACING NAILED FLAT TO EDGE OF WEB WITH 12d NAILS AT 8' O.C. OR A SCAB OF THE SAME DIMENSION AND GRADE AS WEB; NAILED TO FACE (S) OF WEB WITH 10d NAILS STAGGERED 8- O.C. SCAB OR TRANSVERSE BRACING TO EXTEND FOR 90% OF WEB LENGTH. ONE BRACE REQUIRED ON WEBS GREATER TIIA14 8' LONG t. TWO 2X6 BRACES REQUIRED ON ANY WEB EXCEEDING 14'.tt EXCEPT AS SHOWN PI(11T5 ATiC TI10 GA T73EMD PLEB ANSVITT 1-199S Maronda Systei»s 4005 MARONDA WAY SANFORD, FL 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICFNSE .#0050068 SUPPORTING TRUSS VALLEY TRUSSES (TYP.) COMMON OR GIRDER COMM"':'.) + VALLEY STRAPPING TO TRUSS BELOW USING MSTA12 @ 4' O.C. VALLEY TRUSSES CAN BE CANTILEVERED UP TO TWO FEET CNnt. Support V VI-1glgMIIMC11: READ ALL NOTES ON TI-IIS SHEET, A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. i BRACING WARNING: .racing a Put on he d g h trot dmlg. d albn bracing wind hradng, portal hncfng or simllnr brad. sownwhich is a ter the hld, must be conztda-d by the buIIdmg dmIguu Bracing n (or lateral suPpori of tn,sa m®hcrs to g de to a bracing rad ht-tat taaeing at-nds'and sp-dr.cd IooUpns deetding length, Prm1sfbna must be At1d1U..a1 hratdng d the overall sbuchu. may be trmlacd by the bulldtng deslgper. ITTuss Plate 1n3l0ute, Tpl. is t Y -"tubed• (See HIB-91 d TPII. .acatcd al SR7 n'n..,.r.r_ n..... ..... ... Studs Rug. TDIf: DTYg: Dsgur: TLY chh: TIC Live 16.0 1Asf TC Dead 7.0 Psf Be Tire 0.0 lu( BC Dead 2.0 H.cP Truss ID: VT Dafe: 4-7.1-01 -..,r vi- - LUG I.ZS DLIFFac - PI1. 1.25 O,C. spacing: 24.0" Design Cnterin-TPI HIP BLOCKING UCCC N INFORMATION Tbls drslglI is for an dldAlual buildb,g mrnponent m,d I— bm, lased on bdomnllon �proAdcd by the client. The designer disclaims any .w Pa must, I— da.,.g_ a eaula or faulty or Incorrect bdorrltatlon . 5prdllolions and/or dv"s lumbhed to the tnw dcstg„er lq• the client and the conrciness or acciraey � 1hl. lnlnrtrmm... as n nay rcbta 1.. ago- �e01c project and accepts m tesponsiblllly or c Jv no cm,tml a.lth rcga,d to r.bnm- Iknn. handling. ship —ol..nd 1-1.1bum, of rr.aa Th. I— I— Luca dI_lsn d .a .n hdMdual building clUnponent III accordance Mill iNSlrfpl 1.1995 and NUS-97'to be blcrirporaltd u pert orlhc banding dolgn I.r a puUdtng 5cstgner I, cglslued mebneel nr l mfoslonal :ngb,cer). When mvlewed for approval by tin, d- a,111. the design badag. sh.", -I. be ebcelrcd to be sure Ilmt the da la shaven, ire In pgmeme,il wlu, 01e tool building codes, -1 chna.U. rm,rds Ior,W,d ar soon loods- imjccespoeulmllow or speebl.ppllcd loads. Jnkas shaven. I-- has not been dolgncd for Image or oceuponer loads. The design assumes proa,a. cl.mda pop or bnunml sre eon itnly bruttd by sholhog m,lesa olhcmisc pedned- Where b.Uon. !hoots in lc'7' I." ..e iol fully braced htcrally by a properly appucd Ilim ecuag. it.., shouhl be b...ad .t a na[bnnln spacing of Iw-w 0—Connector totes shell be - 'n [aetomd hmn 10 gauge hot pppcd gal•unittd sled mcelbrgAMtA 653. Trade 40. unksa oU.er..be al.o.r,- Al3RICATION NOTES nlar 10 fabrla uon. the fabde for shall —tear sb drnnb,g to v Try I1,sl Unb d,aning,. 1n -ferrnance n1U, thin latoleolnrs pb,rn and to .1hc a m..un....g • ',onsthnaq I— such .en- e.tbn. N7 dberepando a,c to be poi In, It, kid before cutting or fa be—L'." Wes shall not be Installed o•cr knotholes• Trots or dblmled gn.ln- blcmyeu shall be cut r Ughl rlltklg wood to wood bearing. Con- n:t.r pl lc shall be basted .m boll, Nees of k truss s.11h nalb fully bnbcdded and shall be m,, .b—I lhejool unless atl.—Ile ahevn. A t4 plate Is 5' -Id. s 4' long. A 6..a Nate b G Ide a nlong. Slots (hold) n.n P•ralkl to e pile knglh speeNed. UonMe orb on .•eh �auhen shall meet at the ec.dwld of l,,e nebs tksa ntherxbe slrmn,,. C.„n—L- plate sires t mina ---lies 1asn1 on the forces s1,u,.n fd may need ionic hn asd for eataln hand- g and/or eneollon st,— Thb t.ms b not be lableatcd nlU, lire Icta,d.nl holed utber u„I— otbcmbe shoo.. Far addlUon.1 r._Uom on g..utr CalUul ydcr t. A1451/171 1-19.95 RECAUTIONARY NOTES b.act.9 and erection n:co _,b,Uona are Abe follo.ctd In a®Nance Mlh'Handlag �t.uog A 0ndny�, 1118-91. l'nase are to LI b d1l atth parueular e.re duib,g banding d bundling, ddl.e.r and u,ateu.11.n to ..n,d .gee Tm,porar]'.nd pe.,w.e„t braebg h.klag Inano In . alralgllt and plumb pw- n and (or rvhLhV Iat—i I•,— ah.11 be I,,.ed and butatled try others. C.,dul h.nd- ts essential and erection braeing Is alo�Is uI Cd. Normal plttauugualr aftu for sso nyubc such Itmporarr bmcog during Wkivan betncen Uusso to arold toppling dmntnoag. it aoper�bhn. or --h.. of o shall be .u.der the rAutrot ad persona rkn,xd In the UUUillaU." of uusso. fesslonal ad lm shaU be sought 0 needed. ee..t-u—.1 eonslrueUm. loads g... ter It the dcalgu bads shall not be applied to n at oor tin<. Nn 4mds olhu then U,o. in of um rr,zlms stmu 1.:-.�•ppcl 1p anal alkr all Wslcnbyt an•1 hnach.g HIP GIRDER 1nnlcvlvuM JYJIt i 2x OF WO: HIPDUAIL TI: HIP QTY:I BLOCKING ADDED TO TOP CHOBD STEP 'HIP TRUSSES TO S1-IORTEN. OSB' NOT TO EXCEED 24110.C.. -0 BE NAILED TO TRUSSES w/ co 12." ON CEN_ STAGGERED PRE-ENG'D TRU TOP WALL OF BUILDING TYPICAL L/ BLOCKING FOR ,RHEA T1"-11�G ON S TE TpS �WARNING: READ ALL NOTES ON THIS SFILE-1-. dI'OIIC�d S�StEl11S A COPY OF 111IS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR_ 4005 MARONDA WAY BRACING WARNING: SA NFORD, Fl_ 32771 (407) 321=0064 Fax (407) 321-39131 13mctngsho vn an lfdi dra,vog b east crc Uon bn.car C clad bncog, Is rUl on Jag nisi nllu b acing nhkb b a tall of bulldog design and ,rhkh nmsl be rnns lderM br Une buUdb,g dclgucr. -icon Is for lalen.l TOMAS PONCE P.E. .i Rndng supp l or I._ members mnh- In reduce hucklog 17 h. Rorbbrs roust be °rude `° ""u'or lal°^I bneb,g ,I <n.,, and speeUkd loealbn. deknnaed LICENSE BOl15WG8 1090 br U e huUdog dalgucn AddlUo I br.eb,4 .1 U.e seers ll sbuelum coal he rnrybed. ISee ❑19-91 ol'frll. Umss MU Insuwte.TFI, b hated n ss] D'or, lads "'d GIiEE116Rt)btt CT.UVIEUO,FL]]766 a hladbon, wlxonsln SIT I-1. 1419. Job: Dlvg: Dsgnr: TLY Cb1c Live 16.0 pS[ 'cc Dead 7.0 PSI- 13C .Live U.0 psr BC Dead N.U. psr TOT/kL 33.p ,er Truss ID: hIIP Dale: 10-2Q-00 DufFac - Lbf-. • 1.25 Duffuc --fill: 1.25 O.C. Spacing: 24.011 Design Criletia: 7PI CCICIe Desc: lr-nr . _ r,.. __.. 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 dasnages as a result of faulty or Incorrect Information. specinwllons and/or designs furnished to the truss designer by the client and the correctness or accuracy of tills Information as It may relate to a spe- edic project and accepts no responsibility or exercises no central with regard to fabrlcs- lion, handling shipment and buuttitlon of truss". This truss has been designed as an tndMdual 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 cnglneer). When mvlmved 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 wend or snow, Iwds. Project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy Inds. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced literally by a properly applied rigid telling. they should be braced at a maehnum spacing of I0`41r o.c. connector Pbtea shall be manufactured from 20 gauge hot dipped galvanlad steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall rMew this drawing to verify that this drawing is In conformance with the fabrlcaloes plans and to realize a contlnuing responsibility for such vert- ncatfon. Any discrepancles are to be put In writing before cutting or fabrication. Plates shall not be Installed wet knothole. knots or distorted grain. Members shall be caul for tight ntUng wood to wood bearing, con- nector plates shag be located on both faces of the truss with malt, fully imbedded and shall be 3ym. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4" long. A Us pbtc is 8' wide x 8' long. Slots (holes) run parallel to the plate length 3pmMcd. Double cuts on web members shag meet at the cent-ld of the .vets unless otherwise shout. Connector plate aura arc minimum sues lased on the fortes sham and may need to be increased for certain hand- Ung and/or erection stresses. This truss Is not to be fabricated with floe retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1. 1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed In accordance with -Handling Installing A Bracing'. H15-91. Trusses are to be handled with particular care during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pw- Ilton and for misting lateral forces shall be designed and Installed by others. Careful hand. Unit is essential and erection bracing is ahvays required. Normal precautionary action for trttsses rerphlres such temporary bmctng during hista0a0on between hisses to avoid IoppUq and dombtobig. The supervision of erection of truces shall be under the control of persons experienced In the intonation of trusses. Professional advice shall be sought If needed. Concentration or construction Iwds greater than the design loads shag not be applied to muses at any time. No loads other than the weight of the erectors shall be applied to ltusses until after all fastening and bracing Is completed. JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.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 42 2,16 WndLod Per ASCE 7-98, C&C, V- 125mph, His 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 END zone, TCDL. 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAIL LIVE LOAD DEFLECTION: L/961 at JOINT #17 Ln-0.48" D=-0.51" T=-0.99" MAIL HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.47" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.23" RMB = 1.15 WO: ARLK WE: This 4-PLY Hip Master designed to carry 11' 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 Rat nailing as each ply is applied. Iepethru-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 1847# Support 2 1818# TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -13806 0.25 22-21 12242 0.68 2- 3 -16526 0.27 21-20 12998 0.66 3- 4 -20882 0.14 20-19 16654 0.66 4- 5 -20882 0.17 19-18 23651 0.92 5- 6 -24952 0.20 18-17 23651 0.70 6- 7 -24952 0.20 17-16 23649 0.70 7- 8 -20881 0.17 16-15 23650 0.92 8- 9 -20880 0.14 15-14 16653 0.66 9-10 -16525 0.27 14-13 12997 0.66 10-11 -13806 0.25 13-12 12241 0.68 4-PLYS REQUIRED 0 u T 8X10 3X6 6X8 Mill 6X8 3X6 If 4X6 4-4-8 0-6-6 3X4 8X14 4X6 8XIO 4X6 8X10 4X6 T 5X6 1-9-11 Face = 0-2-8 3.00 0-8-0 � ! 4660N 8.00" �a "f ly 18 17 16 15' 1-0-0 (RO-10-10) I 440-0-0 EXCEPT AS SHOWN PLATES ARE T 0GA TESTED PER ANSI/TPI 1-1995 Imaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: bfarrir Analysis YYAKNIN(i: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bmcbng shotvn on this dmtvmg Is not erection bracing. wild bracing. portal bracing or slmlL- bracing wldch is n Pan of the building design and which must b< considered by the building designer. Bmeing shown is for lateral support of truss members on)v to reduce buckling length. Ptovtsions nisi be made to anchor lateral bracing at ends and specified locatoru detmnlned by the building designer. Additional bracing of the overall structure may be required. IS- HID-91 of Till). (truss Plate Institute. TPI, is located at 583 D-Onofrlo Drive. Madison. Wisconsin 53719). JOB PATH: C:ITEE-LOKU/OMEDIR TI: A 9TY:4 -Joint Locations====a..== _ 1)=0-=0===0 9) 32- 8- 0 17) 20- 0- 0_ 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 From 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 Horiz Uplift Y-Loc Type 0- 4- 0 4660 -16 -1847 BOT PIN 39- 8- 0 4660 0 -1818 BOT H-ROLL 6.00 8X10 4X6 8X 14 3X4 13.00 1475# Eng. Job: Dwg: Dsgnr: TLY Cltk: TC Live 16.0 psr 7 C Dead 7.0 psf 11C Live 0.0 psf DC Dead 10.0 psf TOTAL 33.0 usf 0-6-6 4-2-6 5X6 Face = 0-2-8 080 2 4660# 8.001t 1-0-0 (RO-10-10) scale = 0.1595 : AR C Truss ID: A Date: 6-26-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA LUM5.02- 25757- 4 HCS. 08.20.02 DESIGN INFORMATION This design Is for an individual btdldirtg component and has been based on trifomution provided by the client- The designer disclaim any responsibility for dages - a rerun of faulty or Incorrect Infommtson, specNerUons and/or designs furnished to the truss designer by the client and the cor ctness or accuracy of this tnfor lion as it may relate to a spe- cillc project and accepts no responsibility or exenrises no control with regard to fabrica- Unn, handling, shipment and installation of trusses. This truss has been designed - an individual building component in aeemdance with ANSI/TPI 1.1995 and NDS-97 to be Incorporated os part of the bu8ding design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the bullding designer. the design loadings shown must be checked to be sure that the data shown are In ageemenl with the local building codes. Local clhmtic records for wind or snow loads, PmJect speeNeaUona or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design •saran= compression chords (top or bottom) are conunu- o sly braced by sheathing unless otherwbe specifled. Where bottom chords in tension are not fully braced laterally by a properly applied rigid telling, they should be braced at a maxirnum spacing of IU'-0' o.e Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plants and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before culling or fabrication. Plates shall not be totalled over knotholes, knots or distorted gram. Members shall be cut for tight Biting wood to wood bearing. Con- nector plates shall be located on both fan 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 eentrokl of the webs unless otherwise shown. Connector plate sizes art ntinirnum at= based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with Fire retardant treated lumber unity otherwise shown. For additional Infomnation on Quality Control refer to ANSI/7Pl 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed In accordance with "Handling Installing A. Braetng•, 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 n straight and plumb pos- Itlon and for r Isting Lateral forces shag be designed and Installed by others. Careful hand. Bung is essential and erection bracing is always required. Normal precautionary action for truss= requires such temporary bracing during Installation between tilmes to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons cxperienced in the Installation of tosses. Professional advice shall be sought If needed. Concentration of construction Inds grater than the design toads shall not be applied to truss= at any time. No loads other than the weight of the erectors stall be applied to truss= unto after all fastening and bracing Is completed. .its: ARLINGTON K 3&4 AC: 10# 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 Chorus 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 = 1.15 F 6.00 T 5--0-8 0-6-6 Face = 0-2-8 3.00 I 1366# 8.001n 1-0-0 (RO-10-10) I WO: ARLK 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 nmst extend at least 90% of web length 2x6 Brace required on any web over 141-0". WndLod per ASCE 7-98, C&C, V. 125uph, 11. 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 -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 TI: B CITY: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# 0 6X8 4X6 Ryin - 40-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Afmris Analysis TWAKRIMU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bmcing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar 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 bmctng at ends and specified locations determined by the building designer. Additional bmcing of the overall structure maybe required. !See IIIB-91 of lP1). muss Plate Institute, TPI, Is located at 583 D'Onofrlo Drive. Madison, Wisconsin 53719). TOTAL SX6 T 0-6-6 4-10-6 Ty- j I 13.00 Face = 0-2-8 Eng. Job: Dwg: Dsgnr: TLY TC Live TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf 33.0 asf Chk: 16.0 psf 080 1 7 1366# 8.001r I (RO-10-10) scale = 0.1595 Truss ID: B Date: 4-21-03 DurFac - Lbr: 1.25 DurFac - Fill: 1.25 O.C. Spacing: 24.01r Design Criteria: TPI Code Desc: JOB PATH: C:ITEE-LOKIHOMEDIR IICS. 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 disehhns any responsibility for damages as a result of faulty or ma Incorrect infortion, specincauons and/or designs furnished to the truss designer by the client and the correctness or accuracy of this infornation as It may relate to a spe- cific pmect and accepts no responsibility or ucrcbes no control with regard to fabria- tlon, handling, shipment and installation of trusses. This Ines has been designed as an Individual building component In accordance with ANSIriPI 1-19%and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professlonal 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 elhnatic records for wind or snow Inds• project specifications or special applied loads. Unless shown• truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are continu. ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid ceiling, they should be braced at a maxnoum spacing of Id-0- o.e. Connector plates shall be rmnufaciured from 20 gauge hot dipped galvanbed steel meeting ASIN A fi53. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in anformanm with the fabricators plans and to =It= a continuing responsibility for such veri- flcation. Any disciepancle are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood tearing. Can. nector plates shall be bated 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 Sx8 plate 13 G wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall med at the centrold of the webs unless otherwise shown. Connector plate sires are rninhnum sins based on the forces shown and may need to be increased for certain hand- ling and/or C-ctfon stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on guality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -Handling Installing 3 Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Ilion and for resisting lateral forces shall be designed and Installed by others. Careful hand. ling is essential and erection bracing is always required. Norm Precautionary action for trusses requires such temporary bracing during Installation between Musses to avoid toppling and doininobi& The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought If needed Concentration of construction loads greater than the design loads shall not be applied to trusses at any ttme. No roods other than the weight of the erectors shall be applied to trusses until alter all fastening and bracing is cornpleted. Jls: ARLING ION K 3&4 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 coalposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced listless 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 T 5-8-8 0-6-6 Tr� I WO: ARLK 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 14t-0". 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= 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 QTY:1 ==_= _=_ =====Joint Locations============- 11 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# 5' 6.00 6X8 6.00 axles Face = 0-2-8 3.00 I 0-8 1366# 8.00" a 11-0-0 (R0-140-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/T'PI 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 loos VANNFS$A DROVIEDOXI-32766 DeJign: Mardi Analysis TV11KNIMU: 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 shnflar bracing which Is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations detemtined by the building designer. Additional bracing of the overall structure may be required. (See HIB-9l of TPO. (Russ Plate Institute. TPI, is lasted at 583 D'Onoftto Drive. Madison. Wisconsin 53719). JOB PATH: CATEE-LOK1110MEDIR 5X6 T 13.00 Face = 0-2-8 Job: Dwg: Dsgnr: TLY Clik: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf 080 1 6 1366# 8.0001, Q- 11 (R0.10-10) scale = 0.1595 Truss ID: C Date: 4-21-03 DurFac - Pit: 1.25 O.C. Spacing: 24.01, 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. 7bc designer dlsclatros any responsnbibty for damages as a result of faulty 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- clfic project and accepts no responsibility or exerctses no control with regard to fabrla- thm. handling, shipment and installation of trusses. 'this truss has been designed as an Individual building component in accordance with ANSI/TPI 1-19M 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 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 Itop or bott"m) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension arc not fully braced laterally by a property applied rigid ceding, they should be braced at a maximum spacing of I(Y-0' o.c Connector Plato shad be manufactured from 20 gauge hot dipped galvanized steel meeting AS111 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 responsibody for such ver- flotion. Any discrepancies are to be put in writing before cutting Or fabrication. Plates shall not be Winded over knotholes. knots or distorted grain. Members shall be cut for tight Biting wood to wood tearing. Con- nector plates shall be located on both faces of the truss with nods 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 (halal run parallel to the plate length specified. Double cute on web member shall meet at the centrold of the webs unless otherwise shown. Connector plate size, are minimum stzn based on the forces shown ma y ay need to be increased for certain hand - Ling and/or erection stresses. This tress is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional trforonation on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ail bracing and erection recommendations are to be followed In accordance with "Handling Installing @ Bracing", 111E-91. Trusses are to be handled with particular care during banding and bundling, delivery and Wlallathn to avoid damage Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for reststing lateral force 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 Instalklion between trusses to avoid toppling and dominobng. The supervision of erection of trusses shag be under the control of persons experienced in the installation of Lr cs. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to anuses at any lane. No loads other than the weight of the erectors shad be applied to tenses until after an fastening and bracing Is completed. JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. 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 6,8 3-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. Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 976# Support 2 1010# MAX LIVE LOAD DEFLECTION: L/999 L--0.33" D=-0.35" T=-0.68" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.34" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.17" RMB o 1.15 T 0 WO: ARLK WE: [1: Plate(s) OFFSET freml joint center. The Joint Detail Report milst be included with any submittal, inspection, and/or fabrication documentation. 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= 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL- 6.0 psf Ite,bact Resistant Covering and/or Glazing Req TC...FORCE ... CSI 1- 2 -8904 0.26 2- 3 -10312 0.27 3- 4 -12521 0.09 4- 5 -14727 0.24 5- 6 -14724 0.22 6- 7 -9430 0.24 7- 8 -8166 0.23 3-PLYS REQUIRED Face = 0-2 -- 3 001 -10-8 0-8- � ..BC...FORCE ... CSI 16-15 7956 0.61 15-14 8150 0.60 14-13 9649 0.40 13-12 12691 0.61 12-11 8849 0.46 11-10 7484 0.56 10- 9 7294 0.56 8X10 6X8 Inxln 10 15 114 13 2905# 8.0011 1-0-0 CdMftq-k0) A (24) 2X4 930# EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI rMaronda-Systemsil 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Afafris Analysis 40-0-0 1934# 1-1995 TTHKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a pan of the building design and which must be considered by the building designer. Bracing shown is for lateral support of taus members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified lolatlo determined by the building designer. Additional bracing of the mend] structure may be required. IS" HIB-91 of TPI). (Truss Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 537191. TI: C 1 QTY: --==-==--=====Joint Locations======_===__ 1) 0- 0- 0 7) 34- 6- 2 13) 13- 1- 8 2) 5- 5-14 8) 40- 0- 0 14) 10- 3-11 3) 9-10- 0 9) 40- 0- 0 15) 5- 5-14 4) 13- 1- 8 10) 34- 6- 2 16) 0- 0- 0 5) 21- 1- 8 11) 29- 8- 5 6) 30- 2- 0 12) 21- 1- 8 ------------ TOTAL DESIGN LOADS --------- Uniform PLF From PLF To TC Vert L+D -46 -1- 0- 0 -46 41- 0- 0 BC Vert L+D -20 0- 0- 0 -20 40- 0- 0 Concentrated LBS Location BC Vert L+D -930 13- 1- 8 BC Vert L+D -1934 21- 1- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 2905 86 -976 BOT PIN 39- 8- 0 2688 0 -1010 BOT H-ROLL 0 T 5-5-6 0-16-6 I I° !g -ltace = 0-2-8 Eng. Job: Dwg: Dsgar: 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 5X6 1 9 2689# 8.001, LL 0-0 (R0.10-10) scale = 0.1595 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: JOB PATH: CITEE-LOKIHOMEDIR I1CS: 0& 20.02 DESIGN INFORMATION This design is for an individual bull" 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. spcel leatlons and/or designs furnished to the taus designer by the client and the correctness or accuracy of this Information as it may relate to a spe- cific protect and accepts no responsibility or exercises no control with regard to fabrica- tion. handling, shipment and installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/7Pt 1-1995 and NDS-97 to be incorporated as part of the budding design by a Building Designer (registered archltecl or professional engineeri. 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. total climatic records for wind or snow loads. ProJect speclftcotloru or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are contlnu- ousy braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rlgld ce111ng. they should be braced at a maximum spacing of 10'-0' o.c Connector Plates shag be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator sha11 review this drawing to verify that tiris drawing is in conformance with the fabricators plans and to malfte a continuing respomibtlity, for such vert- flcallon. Any discrepancies am to be put in writing before cutting or fabrimUon. Plates shall not be installed over knotholes. knots or distorted grain. Member shag be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5' wide x 4- long. A Bx8 plate is (r wile 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 sues are minimum sizes based on the force shown and may need to be increased for -net. hand - it" and/or erection stresses. This mass is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed in accordance with-Hnndllng Installing $ Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and tnsin8ation to avoid damage. Temporary and pemanmt bracing for holding trots" in a straight and plumb pos. Ilion and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essentlal and erection bracing is always required. Normal Precouttonary action for truss" requires such temporary bracing during Installation between trusses to avold toppling and dominotng. The supervision of erection of truss" stall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought U needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectim shall be applied to truss" unttl after all fastening and bracing is completed. its: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. 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 6-4-8 0-6-6 T- WO: ARLK 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= 125snph, H= 15.0 ft, I= 1:00, Exp.Cat. B, Xzt= 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 -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 9TY:I ======== --===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-Lot ype 0- 4- 0 1365 88 -975 BOT PIN 39- 8- 0 1366 0 -1009 BOT H-ROLL 6.00 Q 6X8 RXIA .. a Face = 0-2-8 3.00 I 1366# 8.001r 11-0-0-0� (R0-10-10) I EXCEPT AS SHOWN PLATES ARE TL20 [Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Malrix Analysis 40-0-0 GA TESTED PER ANSI/TPI 1-1995 111t1%KI MU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this dra Mg is not erection bracing, wind bracing. portal bracing or similar bracing w apart of the building design and which must be considered by the building designer. Bracing slim" is for lateral support of truss members only to reduce buckling length. Provisions most be made to anchor lateral bracing at ends and spectRed locations determined by the building destgner. Additional bracing of the overall structure may be required. (See 1118-91 of TPI(. (fruS 1 Plate institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). JOB PATH: C:17EE-L0KIH0AfE01R TOTAL SX6 6-2-6 0-6-6 Tr� I I 3.00 Face = 0-2-8 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 33.0 PSI* 080 I 8 1366# 8.0011 1� -0-0 j�(R0�-10-10) scale = 0.1595 Truss ID: D 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 disclaims any responsibility for damages - a result of faulty or incorrect information, specNeations and/or dmtgs Furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- efnc project and accepts no m5po a fbWty or exerescs no control with regard to fabrica- tion, handling shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1.1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional nagineed. When reviewed for approval by the building designer, the design loadings shown must be checked to be sum that the data shown are In agreement with the beat budding codes. local climatic records for wind or snow loads. project specifications or special applied bads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are cont(nu- 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 ma;drnum spacing of (0'-0- o.c. Connector plates shall be manufactured from 20 gauge hot IM dipped galvanized steel meeting ASA 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this dmwtng is in conformance with the fabricators plans and to realize a continuing msponsfbility for such veri- fication. Any discrepancies are to be put in willing 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 beanbag. 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- aide 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 mntrold of the webs unless otherwise shown. Connector plate sizes are minimum suns rc based on the foes 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 an quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed in accordance with'Handling Wtalllng dt Bracing". HIB-91. Tosses 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 Intend forces shall be designed and installed by others. Careful hand- ling Is essential and ereclbn bracing is always required. Normal precautionary action for ((vases require such temporary bracing during IftstallaUtIn between tnsses to avoid toppwg and domhnofng. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design land. shall not be applied to trusses at any time. No Inds other than the weight of the rectors shall be applied to trusses until after all fastening and bracing I. completed. JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.I. 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: Ter 0.21" RMB - 1.15 6-4-8 1 0-6-6 Tr� I Face = 048 3 0-10-8 F6 00 0-8 WO: ARLK 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- 125utph, 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 Iulpact Resistant Covering and/or Glazing Req .TC... FORCE ... CSI 1- 2 -3949 0.44 2- 3 -3824 0.41 3- 4 -4342 0.45 4- 5 -4342 0.45 5- 6 -3825 0.42 6- 7 -3949 0.46 6X8 ..BC...FORCE...CSI 14-13 3535 0.78 13-12 3584 0.71 12-11 3483 0.58 11-10 3484 0.58 10- 9 3584 0.71 9- 8 3536 0.78 8Xln 1366# 48.0011 13 1`2 11 1-0-0 CdAftW) A S (24) 2X4 40-0-0 EXCEPT AS SlIOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDO.FL32766 Design: Matrix Analysis 11YAKMrits: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing wind bmcing part.] bracing or slmil r bracing uhlch is part of the building design and which must be considered by the building designer. Bracing shown Is for lateral support of thus members only to reduce buckling length. Provisions most be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the -cmil structure may be required. [See HIB-91 of TPI). rrruss Plate Institute. TPI. Is betted at 583 D'Onofrio Drh•e. Madison, Wisconsin 53719). JOB PATH: C:ITEE-LOKIHOMED)R rvQ TI: DI 61TY:1 __== ==n= 7oint 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 JA4 6-2-6 L 5X6 F --I#ace = 0-2-8 Eng. Job: Dwg: Dsgar: 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 Dsf 080 1 8 1366# 8.00" I 11 (RO-10-10) scale = 0.1595 Truss ID: D1 Date: 4-21-03 v ulrVa. - LIJI. I.[J DurFac - Pit: 1.25 O.C. Spacing: 24.011 Design Criteria: TPI Code Desc: HCS: 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 di claim any msponsibmty 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- ciBc project and accepts no responsibility or exercises no control with regard to fabrlen- tion, handling, shipment and tn&tanatlon of trusses. This truss has been designed as an Individual building component In accordance with ANSI/IPI 1.1995 and NDS-97 to be incorporated as put of the building design by a Building Designer (registered architect or professional engineers. When reviewed for approval by the building designer• the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. kcal climatic "cords for wind or snow lands. 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 oU:erwtse specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid cemng, they should be braced at n maximum spacing of 10`0' ox. Connector plates shall be manufactured from 20 gauge hot dipped galvanued steel meeting ASiM A 653. O mde 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall revinv this drawing to verify that this drawing U in conformance with the fabricator's plans and to re&ltm a continuing responstblity for such veri- fkatlon. Any discmpancles 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 right fitting wood to wood bearing. Con. nectar plates shall be located on both faces of the truss with nabs fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate 1s 5' wile x 4- long. A W plate is 6' wide x g' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the mntrold of the webs unless otherwise shown. Connector pill. sizes are mLrdm= slur based on the form shown and may need to be Inercascd for certain hand. ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with -Handling Installing tr 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 sLndgtu and plumb pos- man and for misting lateral form shall be designed and installed by others. Careful hand- ling b essenttd and erection bracing is always required. Normal Precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dom1noing. The supervision of erecUon of trusses &hall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. .sv. rtRL11Vt71V14 n aa(4Ak.: I U 9 UNLIFI U.L 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 Face = 0-2-8 3•00 I WO: ARLK WE: MULTIPLE LOADS -- This design is the All COMPRESSION ite result omultiple RESSION Chords arreassumeddto be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V- 125niph, H= 15.0 ft, I= 1.00, R),T-Cat. B, Xzt= 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 1- 2 -4002 0.46 2= 3 -3689 0.42 3- 4 -3880 0.37 4- 5 -3880 0.37 5- 6 -3689 0.43 6- 7 -4002 0.47 ..BC ... FORCE ... CSI 14-13 3591 0.79 13-12 3629 0.69 12-11 3343 0.53 11-10 3342 0.53 10- 9 3629 0.69 9- 8 3590 0.79 6X8 3X4 Avg 1366N 8.00" -- It _1-0-0 �- (110-10-10) I i 41M-0 EXCEPT AS S11OWN PLATES ARE TL20 GA TESTED PER ANSUTPl 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 D1t.OV1EDOXI-32766 Design: Matrix Anolyrir WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erection bracing, wind bracing portal bracing or similar bracing which Is a part of tire 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 he made to anchor lateral bracing at ends and specified locations determined by the buikU ng designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPp. Rruss Plate institute. TPI. Is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). JOB PAT71: C:17EE-LOKIHOMED7R TI: E 9TY:1 __-====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 LOCAATION----- 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 -6 0000 13.00 6-10-6 0-6-6 5X8 T Face = 0-2-8 080 9 -1g 1366# 8.0011 (Ra10-0 10-1o> scale = 0.1595 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 Dsf Truss ID: E Date: 4-21-03 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: NCS: 03.20.02 Jib: AKLINV ION K 3&4 AC: DESIGN INFORMATION This design Is for an Individual building component and has been based on Information provided by the client. The designer disclahns any responslbWly 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 accumev of this Information as It may relate to a spo- cMc project and accepts no responsibility or exembes no control with regard to fabrica- lbn, handling- shipment and Installation of t--. This truss has been designed as an Individual building component in accordance with ANSIrM 1-.1995 and NDS-97 Labe Incorporated as pan of the building design by a Building Designer (registered arehltect or professional engtneerl• When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, loos has not been designed for alumge or occupancy bads. The design assumes compression chords Itop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a property applied rigid ceiling, they should be braced at a Maxim= spacing of I(Y4r o.e. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In ce Ormance with the fabricator`s plans and to reaHze a continuing respomibWty, for such veri- fication. Any discrepancies are to be put In writing before cutting or fabrication. Plates shag not be Installed over knotholes. knots or distorted grant. Members shall be cut for tight f tUng wood to wood bearing. Con- nector plates shall be located on both faces of the tow with nslb fully imbedded and shad be s)(m. about the Joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6.8 plate is 6' wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sirs are mintmum at= based on the form shown and may need to be Increased for certain hand - dog and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Worrnatton on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed In accordance with -Handling Installing & Bracing, HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to amid damage. Temporary and permanent bracing far holding trusses In a straight and plumb pm. Ilion and for resisting lateral forces shag be designed and installed by others. Careful hand- nng is essentlal and erection bracing is always required. Normal precautionary action for trusao requires such temporary bracing during Installation between tenses to avoid toppling and dominobig. The supervlslon of erection of trusses shad be under the control of persons experienced In the WtalhWon of trusses. Professional advice shall be sought if needed. Concentration of construction bads greater than the design bads shall not be applied to trusses at any time. No bads other than the weight of the erectors shall be applied to trusses until after 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 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise 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 TI I WO: ARLK WE: 0: Plate(s) OFFSET front 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, CSC, V. 125uph, 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 1- 2 -4002 0.46 2- 3 -3689 0.42 3- 4 -3880 0.37 4- 5 -3880 0.37 5- 6 -3689 0.43 6- 7 -4002 0.47 ..BC ... FORCE ... CSI 14-13 3591 0.79 13-12 3629 0.69 12-11 3343 0.53 11-10 3342 0.53 10- 9 3629 0.69 9- 8 3590 0.79 6X8 3X4 AVR Face = 048--- 1330b0 8 _J 0-8-0 I � 1366# 8.00" 11 1- ,,01-0-0 CdNY1C/PLAT E'S (12) 2X4 40-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNE68A DR.OVIEDO.FL02766 De ign: Matrix Analysis WRKNINV: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bmeing shown on this drawing is not erection bracing, wind bracing portal bracing or similar bracing which Is a put 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 spcclfled locations determined by the building designer. Additional bracing of the overall structure may be required. (See Ii1B-91 of TPI). (Truss Plate Institute, TPI, is located at 5a3 D'Onofrio Drive, Madison. Wisconsin 53719). JOB PATH: C:ITEE-LOKIROMEDIR TI: El QTYA ==============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 6.00 13.00 Eng. Job: Dwg: Dsgnr: TLY Clik: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 osf 5X8 Face = 0-2-8 I 8 1366N 8.00" (Bolo -lot) scale = 0.1595 Truss ID: El Date: 4-21-03 DurFac - Pit: 1.25 O.C. Spacing: 24.0n 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 disclaims any responsfbWty for damages as a result of faulty or incorrect Information. specifications and/or designs fumished to the truss designer by the client and the correctness or accuracy Of this Information as It may relate to a spe- clfic project and accepts no reaponsfbWty or exercises no control with regard to fabric. tlon. handling, shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance with ANSII'M 1-1995 and NDS-97 to be Incorporated as part of the bullding design by a Building Designer (registered architect or professional engineer). When revlew•ed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown arc In agreement with the tool building codes. local cWnaUc records for wind or snow loads. project apeeNcitlons or special applied loads. Unless shown. truss has not been designed for storage or occupancy lends. The design assumes compression chords (top or bottom) are contlnu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension am not fully braced laterally by a property applied rigid Ceiling, they should be braced at a maximum spacing of la-V o.e. Connector Plaits 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 vertfy that this drawing is in conformance with the fabriaWs plans and to realize a contmuing responsibility for such veri- fication. Any discrepancies are to be put in wrtung before cutting or fobrkauon. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fining wood to wood bearing. Con- nector plates stall be located on both faces of the thus with nails fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A fvr8 plate is 6" wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless othetwhe shown. Connector plate sues are minimum sties based on the forces shown and may need to be Increased for certain hand. ling and/or erection droves. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For addiuonal Information on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and en:etlon recommendations are to be followed In accordance with -Handling Installing & Bracing". Ilia-91. Trusses are to be handled with particular care during banding and bundlin& delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a stralght and plumb poa. Ilion and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling Is essential and erection bracing 1s always required. Normal Precautionary action for trusses requires such temporary bracing during Installation between UUWCs 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 stall be sought If needed. Concentration of construction lads greater than the design loods shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.I. 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 Face = 0-2-8 0-8 Q 3.00 I WO: ARLK 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 1- 2 -4036 0.47 2- 3 -3545 0.43 3- 4 -3503 0.33 4- 5 -3503 0.33 5- 6 -3544 0.44 6- 7 -4036 0.48 ..BC ... FORCE ... CSI 14-13 3627 0.80 13-12 3656 0.68 12-11 3195 0.48 11-10 3195 0.48 10- 9 3656 0.68 9- 8 3626 0.80 6X8 3X4 6xR 1366# 8.00" 1-0-0-0 (110-10-10) I r 40-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 [Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 I-ax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Duign: Mmrix Analyfix WAMINU: 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 sknilar 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 speclfled locations determined by the building designer. Additional bracing of the overall structure may he required. (See HIB-91 of TPI). rrnw Plate Institute. TPI, Is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). TI: F QTY:1 ==== _- ====.joint Locations=============== 1)= 0 0- 0 6) 32- 5- 2 11) 20- 0- 0 2) 7- 6-14 7) 40- 0- 0 12) 14- 3-11 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 Q 13.00 7-" 0-6-6 _L i 5X8 T Face = 0-2-8 0-8-0 13-7-11- 9 g 1366N 8.001n 1 (RO-10.10) scale = 0.1595 Eng. Job: : ARLK Dwg: Truss ID: F Dsgur: TLY Chk: Date: 4-21-03 TC Live 16.0 psf DurFae - Lbr: 1.25 TC Dead 7.0 psf DurFae - Pit: 1.25 BC Live o.o psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: TOTAL 33.0 nsf v-no ne no ns ee-, e, JOB PATH: C:ITEE-LOKIHOMEDIR HCS: 08.20.02 JO: HKb.INQiIUN K J&4 AC: 10# UPLIFT D.L. DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect mfonnation, specNratforo and/or designs furnished to the truss designer by the cbent and the cone b- or accuracy of this Information as It may relate to a spe- cifk protect and accepts no responsibility or exercises no control with regard to fabrica- tion, handling. shipment and installation of trusses. This tress has been dmWmd 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 arc in agreement with the local building codes. lord clintatic records for wind or snow loads, Protect aped i-ikms - special applied Inds. Unless shown, truss has not been designed for storage or occupancy lands. The design assumes comprssion chords (lop or bottom) are continu- ously braced by sheathing unless otherwise specified. ed. Where bottom chords in tension a not fully braced laterally by a properly appliedW rigid ceng, they should be braced at a maximum spacing of Ia-T o.c. Connector plates shag be manufactured from 20 gauge hot dipped gahanired steel meeting ASIM A 653, Grade 40. urdess otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review, this drawing to verify that this drawing is in conformance with the fabricator's plus and to realize a continuing responslblity for such veri- Bcatlon. Any diserepanclm are to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted gram. Members shall be cut for tight !Ming wood to wood tearing. Con. nector plates shall be located on both faces of the tress with nulls fully imbedded and shall be sym. about the joint unless otherwise shown. A 5z4 plate is 5' wide x 4' long. A 6x8 plate is W aloe x 8- long. Slots (hoks) 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 slecs based on the forces shown and may need to be increased for certnm hand- ling and/or erection stresses. This tress is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on guahty Control refer to ANSI/lM 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -Handling Installing & Bmdng', HIB-91. Tresses are to be handled with particular care during banding and bundlhtg, delivery and Installation to avoid damage. Temporary and permanent bracing for holding troves in a sttalght and plumb pos- nlon and for resisting Literal forccs shall be designed and Installed by others. Careful hand- nng is essentlal and erection bmcmg is always required. Normal Precautionary action for trusses requW such temporary bracing during Installallon between musts to avoid toppling and dominoing. The Supervision of election of trusses shall be under the control of persons experlenced Inthe Installation of trusses. Professional advice shall be sought If needed. Concentration of construction Iwds greater than the design loants shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. TOP CHORDS: 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 Face = 0-IIS-- 131, g0� 0-8 WO: ARLK WE: MULTIPLE LOADS -- This design is the catlposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. 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- 40.0 ft Truss - in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Inpact 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 6X8 3X4 KYQ 1366N 8.00" ., rc 11 1-0-0-0 Cd W) P4, 40-0-0 EXCEPT AS SHOWNPLATESARE TL20 GA TESTED PER ANSI/TP1 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 DROVIEDO.FL32766 Detign: Matrix Analysis 1nhKnIMU: 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 bmcblg, wind bracing. Portal bracing or similar bracing which is a pan of the building design and which must be considered by the building designer. Bracing shown is for lateral support of tress members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HID-91 of TPI). rrhw Plate Institute, TPI, is located at 583 D'Onofrlo Drive, Madison. Wisconsin 53719). JOB PATH: C:ITEEd,OKIIIOMEOIR TI: F 1 QTY:1 Locations===========-- 1)= 0- 0- 0 6) 32- 5- 2 11) 20- 0- 0 2) 7- 6-14 7) 40- 0- 0 12) 14- 3-11 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 6 1 5X8 I 3.00 Face = 0-2-8 080 13'7-11 9 g 1366A 8.001, (R0.10-10) scale = 0.1595 Eng. Job: RL I Dwg: Truss ID: F1 Dsgnr: TLY Cllk: Date: 4-21-03 TC Live 16.0 psf DurFac - Lbr. 1,25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live o.o Psr O.C. Spacing: 24.011 BC Dead 10.0 psr Design Criteria: TPI Code Desc: TOTAL 33.0 psf V:0 .05.02- 2 588- 8. 1/CS-- 08.20.02 DESIGN INFORMATION This deslgn Is for an Individual building component and has been based on Information Provided by the client. The designer dlsclainu 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- cNc project and accepts no responsibility or exercises no control with regard to fabrica- ilon, handling, shipment and installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/7P1 I-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for wind or snow loads. Project specifications or special applied loads. unless shown, thus has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom] are continu. ously braced by sheathing unless othenvtse specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceDbtg, they should be braced at a maximum spacing of la-0' o.c. Connector plates shen be manufactured from 20 gauge hot dipped gaivardred 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 wuh the fabrlcatofs plans and to realize a continuing responsibility for such vert. Ilcation. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed Over knotholes. knots or distorted grain. Members shall be cut for tight fhdng wood to wood bearing. Can. nector plates shall be located on both faces of the truss with nalb fully imbedded and shall be Byrn. 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 cenlmld of the webs unless otherwise shown. Conned" plate sizes are minimum sizes based on the forces shown and may need to be Incensed for certain hand. Ilog and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional bdormation on Quality Control refer to ANSI/TPI I.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with *I landnng Installing A Bracing% HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Irsallation to avoid damage. Temporary and Permanent bracing for holding trusses In a straight and plumb pos. Won and for resbung lateral forces shall be designed and Installed by others. Careful hand. ling is essential and erection bracing is always requited. Normal precautionary action for trusses requires such temporary bracing during tmtaBation between trtrsses to avoid toppling and dominotng. 7be supetvislon of erecUim of trusses shall be under the control of Persons experienced In the Installation of busses. Profeuionag advice shall be sought if needed. Concentration of construction goads greater than the design loads shall not be applied to trusses at any time. No bads other than the weight of the erectors shag be applied to trusses untilafter all fastening and bracing is completed. JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L 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 1 972# Support 2 1006# 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= 0.21" RMB = 1.15 8-4-8 0-6-6 Face = 0-2-8 0-8 3.00 1 WO: ARLK WE: MULTIPLE LOADS -- This design is the ccntposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless toted otherwise. WndLod per ASCE 7-98, C&C, V= 125tiph, 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 1- 2 -4046 0.48 2= 3 -3417 0.42 3- 4 -3073 0.46 4- 5 -3418 0.43 5- 6 -4045 0.49 ..BC...FORCE... CSI 12-11 3638 0.79 11-10 3662 0.67 10- 9 3072 0.54 9- 8 3661 0.66 8- 7 3637 0.79 6X8 6XR 1366# 8.001, -- IM (Roi11-0) 1 -0 o--1040-0-0 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 Dn.OVIEDOXI-32766 Design: Matrix Analysis WAKIIIIMU: READ All NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown Is for lateral support of truss members only to reduce buckling length Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). (Truss Plate Institute. TPI. Is located at 583 D'Onofno Drive. htadlson, Wisconsin 53719). JOB PATH: C.ITEE-LOKIIIOMEDIR TI: G QTY:1 ----======-===Joint Locations========_====__ 1) 0- 0- 0 5) 31- 9- 2 9) 24_ 4- 5 2) 8- 2-14 6) 40- 0- 0 10) 15- 7-11 3) 15- 4- 0 7) 40- 0- 0 11) 8- 4-3-2 4) 24- 8- 0 8) 31- 7- 4 12) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-L.oc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1365 97 -972 BOT PIN 39- 8- 0 1365 0 -1006 BOT H-ROLL -6 Oo 1 3.00 Eq. Job: Dwg: Dsgiir: TLY Chk: TC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 asf 8-2-6 0-6-6 5X6 Face = 0-2-8 1 7 1366# 8.001, 1-00 (Res-10-10> scale = 0.t595 Truss ID: G Date: 4-21-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: 1117S: 08.20.02 Jd: AKLIN(:iIUN K 3&4 AC: 10# UPLIFT D.L. DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the ehent- The designer dlscbIms any responsibility for damages as a result of faulty or incorrect trdomwuon, specifications and/or design furnished to the truss designer by the client and the conectness or accuracy of this Wbrmation as It may relate to a spe- citic project and accepts no responslbWty or exercises no control with regard to fabr4a- tlon, handling, shipment and Installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the bugling designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local climatic records for wind or snow bads. project specifications or special applied loads. Unless shown. taw has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are conlmu. ously braced by sheathing unless otherwise specified. Where bottom chords in tension arc not fully braced laterally by a property applied rigid telling, they should be braced at a nu xlmum spacing of I (Y-0' o.c. Connector pbtes shah be manufactured from 20 gauge hot dipped galvanbid steel meeting AS7M A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shag nM- this drawing to verify that this dm" is In conformance with the fabricator's plans and to mallet a continuing responsibility for such ved. fkatlon. Any discrepancies are to be put In writing before eultmg or fabrication. Plates shall not be installed over knotholes. knots or distorted gram. Members shah be cut for light fitting wood to wood bearing. Con. nector plates shall be located on both faces of the truss with nulls fully imbedded and shah be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6.x8 plate is 6' wile x 8' long. Skits (holes) run parallel to the plate length specified. Double cuts on web members shag meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand. ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise sh own. For additional Information on Quality Control refer to ANSI/7PI 1-1995 PRECAUTIONARY NOTES All bmcing and erection mcommendations are to be followed In accordance with -Handling Installing A Bracing'. HIB-91. Trusses art to be handled with particular care during banding and bundting, 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 shaft be designed and Installed by others. Careful hand - Ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Instalaton between UUSSes to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the mstagaUon of busses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. 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 1 972# Support 2 1006# 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- 0.21" RMB = 1.15 0 WO: ARLK WE: MULTIPLE LOADS -- This design is the ccimposite 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. Eric 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 -4046 0.48 12-11 3638 0.79 2- 3 -3417 0.42 11-10 3662 0.67 3- 4 -3073 0.46 10- 9 3072 0.54 4- 5 -3418 0.43 9- 8 3661 0.66 5- 6 -4045 0.49 8- 7 3637 0.79 6X8 6X8 8 4-8 0-6-6 T7� I Face = 0-4198 13-1ofto 0-8 1366# �8.00" 11 10 1-0-0 CdAftQ* A 40-0-0EXCEPT AS SHOWNPLATESARE 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.OVIEDOXI-32766 Design: Afarrfx Analysis TVt%KM1r4U: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bmcing shown on this drawing is not erection bracing, wind bracing, portal bracing or smigar 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. Provisluns must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). (Truss Plate Institute. TPI, is located at 583 D'Onafrio Drive. Madison. Wisconsin 53719). JOB PATH: C:ITEE-L0Kl1I0AIEDIR TI: GI BTY: =m-==Joint Locations============_== 1) 0- 0- 0 5) 31- 9- 2 9) 24- 4- 5 2) 8- 2-14 6) 40- 0- 0 10) 15- 7-11 3) 15- 4- 0 7) 40- 0- 0 11) 8- 4-12 4) 24- 8- 0 8) 31- 7- 4 12) 0- 0- 0 ---MAX. REACTIONS PER BEARING LOCATION----- X-LOa Vert Horiz Uplift y-Loc Type 0- 4- 0 1365 97 -972 BOT PIN 39- 8- 0 1365 0 -1006 BOT H-ROLL 0 5X8 8-2-6 0-6-6 Tr� 1 I 3.00 Face = 0-2-8 08-0 8 17 1366# 8.0011 1 (R0.10-10) scale = 0.1595 Eng. Job:ARLK Dwg: Truss ID: Gl Dsgnr: TLY Chk: Date: 4-21-03 TIC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - pit: 1.25 BC Live o.o psr O.C. Spacing: 24.011 BC Dead 10.0 psr Design Criteria: TPI Code Desc: TOTAL 33.0 psf V•0 .05 02- 2 5 0- 8 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 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. cinc project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/7PI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engi need• When reviewed for approval by the building designer, the design loading shown must be checked to be sure that the data shown m are in agreeent with the local building codes. local citma. records for wind or snow loads. project speelflcoUons or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (tap or bottom) are -Unu. ously braced by sheathing unless otherwise specified. where bottom chords In tension are not fully braced laterally by a properly applied rigid ceding they should be braced at a maximum spacing of lOr4r o.e Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fleation. Any discrepancies am to be put in writing before culling or fabrication. Plates shall not be Installed over knotholes. knots or distorted Braun. Members shall be cut for light f tUng wood to wood hearing. Con. nector plates shall be located on both faces of the truss with halls fully imbedded and shall be sym. about the joint unless otherwise shown. A Sa4 plate is 5' wide x 4' long. A 6z8 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 sign are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with lie retardant treated lumber unless otherwise shown. For addltonai Information on Quality Control refer to ANSIf M 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with'HandUng Installing @ Bracing', HIB-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 romp shall be designed and Installed by others. Careful hand. Ung is essential and erection bracing is always requited. Norval precautionary action for trusses requires such temporary bracing during installation between Inisses to avoid toppftng and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction bads greater than the design Inds shall not be applied to trusses at any tine. No bads other than the weight of the erectors shall be applied to asses until after all fastening and bracing is completed. .Its: AKLINGION K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4,6 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/999 L=-0.28" D--0.29" T=-0.57" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.21" RMB - 1.15 Face = 0-2-8 0-8 3.00 I WO: ARLK 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, C&C, V= 125uph, 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 -4060 0.48 12-11 3655 0.79 2- 3 -3246 0.44 11-10 3672 0.66 3- 4 -2899 0.30 10- 9 2899 0.45 4- 5 -3246 0.44 9- 8 3671 0.66 5- 6 -4059 0.50 8- 7 3654 0.79 6X8 6X8 TI: H QTY:2 ____= _ ---Joint Locations=============== 1)0- 0= 0 5) 31- 1- 2 9) 23- 0- 5 2) 8-10-14 6) 40- 0- 0 10) 16-11-11 3) 16- 8- 0 7) 40- 0- 0 11) 9- 0-12. 4) 23- 4- 0 8) 30-11- 4 12) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc e 0- 4- 0 1366 64 -962 BOT PINp 39- 8- 0 1365 0 -996 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCBEDULE: Support 1 962# Support 2 996# 5X8 3.00 Face = 0-2-8 080 16-3-11 G-0.10 16-3-11 1 1366N 8.0011 11 '110 8 7 1-0-0-0 1366# 8.0011 (110-10-10) I 40-0-0 1� -0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 �°(R-0.1010) 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 DPLOVIEDO.F1.32756 Design: Mmrir Analysis rrHKrilriti: 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 sinllar bracing which is a part of the building design and which must be considered by the building destgner. 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 spectfied locations determined by the building deslgner. Additional bracing of the mem9 structure may be required. IS" IIIB-91 of TPII. frmss Plate ImUtute. TPI, is located at 583 D Cnofrio Drive. Madison. Wisconsin 53719). JOB PA771: C:ITEE-LOKIHONED1R Eng. Job: Dwg: Dsgtlr: TLY Chk: W : A L! Truss ID: H Date: 4-21-03 TC Live 16.0 psf DurFae - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.011 BC Dead to.0 psf Design Criteria: TPI Code Desc: TOTAL 33.0 psf I V-0 05 02- 21591 - 8 I/CS: 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 discialms any responsibility for damages as a result of faulty or Incorrect Information, specNratlons 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- Cale project and accepts no resporulbllity or exercises no control with regard to fabriw- uon, handling. shipment and Wtaflalton 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 enginewl. 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 Inds. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a property applied rigid =bang, they should be braced at a maxanum spacing of 10-V O.C. Connector Plates shall be manufactured from 20 gauge hot dipped gahanlred steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such veri. Btatbn. Any discrepancies we to be put In writing before cutting or fabrication. Plates shaft not be installed over knotholes, knots or distorted grain. Members shall be cut for tight faurg wood to wood bmrtng. Con. nector plates shall be located on both taco of the taus with nails fully Imbedded and shag be sym. about the Jotnt unless otherwise shown. A wide 5x4 plate is 5- we x 4- long A fi.X8 plate is 61 wlde x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the cenlrold of the webs unless otherwise shown. Connector plate sizes are mtnlmum sizes based on the forces shown and may need to be Increased for certain hand. ling and/or erection stresses. This thus is no to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with-Handang Installing & Brachig", HIB-91. Trusses an: to be handled with particular care during banding and bundWg delNery 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 ess nttal and erection bracing is always required. Normal precautionary acuon for trusses requires such temporary bracing during Installation bdtveen Ulisses 1.0 avoid lopplklg and dominotrly 7be supervision of eredkn of trusses shaft be under the control of persons experienced In the tnstalhuon of trusses. Professional advice shall be sought a needed. Concentration of construcllon bads greater than the design loads shall not be applied to trusses at any time. No loads other than the aught of the erectors shall be applied to trusses until after all fastening and bracing Is completed. JD. MRLIIVVII/IV R 3&4 HL: TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4,6 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/999 L--0.28" D=-0.29" T=-0.58" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.21" RMB = 1.15 00 9-5-0 0-6-6 Face = 0-2-8 3.00 I 1366# 8.00" 1-0-0 (110-10-10) I WO: ARLK 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, C✓tiC, V. 125nph, H- 15.0 ft, I= 1.00, Exp.Cat. B, lizt= 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 -4063 0.48 12-11 3659 0.78 2- 3 -3143 0.45 11-10 3673 0.66 3- 4 -2826 0.30 10- 9 2825 0.41 4- 5 -3143 0.45 9- 8 3672 0.66 5- 6 -4062 0.50 8- 7 3658 0.78 6X8 6X8 40-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSl[TP1 1-1995 [Maronda-Systemsi 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Mmrix Analysis TWAKIMMU: 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 bmcbi& portal bracing or similar bracing which is a part of the building dmlgn and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Nolslons must be trade to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. ISee HIB-91 of TPI). (Truss Plate Institute. TPI, is located at 583 U0110frio Drive. Madison. Wisconsin 53719). TI: I QTY:1 ---==-====-===Joint Locations============_ 1) 0- 0- 0 5) 30- 8-10 9) 22- 2- 0 2) 9- 3- 6 6) 40- 0- 0 10) 17-10- 0 3) 17- 5- 0 7) 40- 0- 0 11) 9- 5-14 4) 22- 7- 0 8) 30- 6- 2 12) 0- 0- 0 ----MAR. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1366 65 -954 BOT PIN 39- 8- 0 1366 0 -988 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 954# Support 2 988# Q I 3.00 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 Dsf 5X8 T Face = 0-2-8 080 1 7 1366# 8.00" ") (RO-1010-10) scale = 0.1595 Truss ID: I Date: 4-21-03 DurFac - Pit: 1.25 O.C. Spacing: 24.011 Design Criteria: TPI Code Desc: JOB PATH: C:UEE-LOK1110MED1R HCS: 08.20.02 Jt3: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. DESIGN INFORMATION This design Is for an Individual building component and has been based on tnformation provided by the then . The designer dischims any responsibility for damages as a result of faulty or Incorrect information. spcetflotions and/or designs furnished to the truss designer by the client and the ornxtrless or accuracy of this tntormation ss it may relate to a spe. etfle project and accepts no responsibility or exercises no control with regard to fabrio- tion, handling. shipment and butallat, n of trusses. This truss has been designed as an individual building component in accordance will 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. ca kl climatic records for wind or snow loads• project specin-um" 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 rtgld ceiling, they should be braced at a maximum spacing of 10•-0' o.c Connector plates shall be manufactured from 20 gauge hot dipped gmi ard-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 b In conformance with the fabricator's plans and to realize a continuing t spomibWly for such veri- fication. Any discrepancies are to be put In Writing before cutting or fabrication. plates shag not be installed over knotholes. knots or distorted grain. Members shag be cut for tight fitting wood to wood bearing. Con- nector plates shall be looted on both faces of the truss with nabs fully imbedded and shag be sym. about the Joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is 6' wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shag meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or crecuon stresses. This truss b not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with'Handling Installing A Bmemg, HIB-91. Trusses are to be handled with particular care during banding and bundling delivery and installation to avoid damage. Temporary and permanent bracing for holding trus In a straight and plumb pos. Won and for resisting lateral form shag be designed and Installed by others. Careful hand- ling Is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominotng. The supervision of erection of rase+ shag be under the control of persons mperienced In the Wtallation of trusses. ?mfesslonal advice shall be sought if needed. :one ntration of construction loads greater .han the design loads shall not be applied to noses at any time. No loads other than the weight of the erector shag be applied to ns5es until after all fastening and bracing s completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 702# Support 2 603# MAX LIVE LOAD DEFLECTION: L/999 L--0.08" D- 0.03" T=-0.05" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.03" RMB = 1.00 4-5-15 0-6-6 WO: ARLK WE: MULTIPLE LOADS -- This design is the Ccuposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V- 1251rph, H= 15.0 ft, I= 1.00, Ebcp.Cat. B, Kzt= 1.0 Bld Type= Encl L. 58.0 ft W- 14.3 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 -792 0.33 7- 6 649 0.26 2- 3 -1539 0.42 6- 5 639 0.41 5- 4 1319 0.50 TI: J QTY:1 =_ __ __=====Joint Locations=====----====== 1) 0- 0- 0 4) 14- 4- 0 7) 0- 0- 0 2) 7- 4- 0 5) 13- 0- 0 3) 14- 4- 0 6) 7- 2- 4 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 1- 9 -46 14- 4- 0 BC Vert L+D -20 0- 0- 0 -20 14- 4- 0 Concentrated LBS Location BC Vert L+D -930 13- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loa Vert Horiz Uplift Y-Loc Type 0- 4- 0 620 12 -702 BOT PIN 14- 2- 3 1307 0 -603 BOT H-ROLL 6 OQ - Q 4X6 ZAff 2X4 6X8 620# 8.0011 L 1-1-9 1 1 (R1-1-7) 14-4-0 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 DN.OVIEDoxi-32766 Design: Afarriz 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 bmehng or similar bmetng which b 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. Prorislons must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). (rruss plate Institute, TPI, Is looted at 583 D'Onofrio Drive, Madison, Wisconsin 53719). JOB PATH: C.ITEE-LOK910MEDIR Eng. Job: Dwg: Dsgiir: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psr BC Dead 10.0 psf TOTAL 33.0 Dsf 4-2-6 0-8-6 _t 1308#�3.62" 930# ' scale = 0.4333 : ARL Truss ID: J 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- 21594- 9 HCS: 03.20.02 it3: ARLINGTON K 3&4 AC: DESIGN INFORMATION This design Is for an individual building component and has been based on Information provided by the client- The designer disclaims any responsibility for 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 ptgect and accepts no responsibility or exeteses no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This truss has been designed as an individual building component in accordance with ANSI/7P1 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional 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 build[" cedes. 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 bads. The design assumes compression chords (top or boltoml are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a property applied Mod cc81n& they should be braced at a maxbnum spacing of 101-0' o.e Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this dmwng to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such vert. fication. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed Over knotholes. knob or distorted gram. Members shall be cut for tight fitting wood to wood beattrig. Con- nector plates shall be located an both faces of the truss with nalls fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5.c4 plate is 5' wife x 4- long. A 6x8 plate Is 8' wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shag meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum slur based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Worm — on Quality Control refer to ANSI/7P1 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed in accordance with -Handling Installing A Bracing'. 110-91. 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 pm - film and for resting lateral forces shag be designed and Installed by others. Careful hand. ling is essential and erection bracing s always required. Normal precautionary action for tosses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shag be under the control of persons experienced In the Installation of trusses. Professional advice shag be sought If needed. Concentration of construction loads greater than the design lads shag not the applied to trusses at any time. No loads other than the weight of the crectore shag be applied to tosses 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 1 458# Support 2 413# MAX LIVE LOAD DEFLECTION: L/999 L--0.01" D=-0.01" T--0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: Te, 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.01" RMB - 1.15 4-5-15 0-6-6 4 WO: ARLK WE: TI: K QTY:2 MULTIPLE LOADS -- This design is the =___ ____=====Joint Locations=====___======_ composite result of multiple loads. 1) 0- 0- 0 4) 10-10-15 7) 7- 4- 0 All COMPRESSION Chords are assumed to be 2) 3- 9- 1 5) 13- 0- 0 8) 0- 0- 0 continuously braced unless noted otherwise. 3) 7- 4- 0 6) 13- 0- 0 WndLod per ASCE 7-98, CSC, V- 125mph, H- 15.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 ----MAX. REACTIONS PER BEARING LOCATION----- Bld Type= Encl L= 58.0 ft We, 13.0 ft Truss X-Loc 0- 4- 0 Vert 487 Horiz Uplift Y-Loc e 42 in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf 12-10-3.2 422 -458 BOT PIN 0 -413 BOT H-ROLL Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI 1- 2 -571 0.18 2- 3 -431 0.16 3- 4 448 0.17 4- 5 27 0.11 �— .BC...FORCE...CSI 8- 7 477 0.21 7- 6 -327 0.18 487# 8.00" L 1-1-9 1-(RI-1-7)-l 13-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSINPI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDO.P1.32768 Design: Afatrit Analysis 4X6 WAKIVII 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 stmilar bracing which is a part of the building design and which roust be considered by the building designer. Bmcb% shown is for lateral support of truss members only to reducc buckling length. Provisions must be made to anchor lateral bract" at ends and specified locations determined by the building designer. Additional bracing of the Overall structure may be required. (See HIB-91 of M. frntss Pule Institute. TPI, Is located at 583 D'Onofrlo Drive. Madison, Wisconsin 53719). JOB PATH: CATEE-LOKIHOMEOIR 4-2-6 T 1-4-6 3X4 423# 2.50" scale = 0.4674 Eng. Job: RL Dwg: Truss ID: K Dsgur: TLY Chk: Date: 4-21-03 TC Live 16.0 psf DurFae - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.o psf O.C. Spacing: 24.01' BC Dead 10.0 psf Design Criteria: TPI Code Desc: TOTAL 33.0 psf V:0 .05.02- 2 5 6- HCS.' 08.20.02 JB: ARLINGTON K 3&4 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 disclaims any responsibility for damages as o —tat of faulty or Incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a ape- cIflc project and accepts no responsibility or exercises no control with regard to fabrica- tion. handling, shipment and mstanaticn 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 os part of the building design by a Building Dwtgner (registered architect or professional engineer). When revkwed 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 cUrnatic records for wind or snow loads. project spceUlcatlom or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are contlnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced literally by a properly applied rigid ceiling. they should be braced at a maximum spacing of I(Y-T o.c. Connector Plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASrM A 653. crude 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to vertfy that this drawing is In conformance with the fabricator's plans and to reallu a continuing responslbWly, for such verl- ficatlon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be installed over knothole. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4- long. A 6x8 plate is 6* wide x 6- long. Slots tholes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrokf of the webs unless otherwise shown. Connector plate sizes are minimum slots based on the form shown and may need to be increased for certain hand- Ung and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional bhformaUon an Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AU bracing and erection recommendations are to be followed In amudance with -Handling Installing & Bracing". HID-91. Trusses we to be handled with particular care during banding and bundling. delivery and installation to avoid damage. Temporary and pemnanent bracing for holding [noses In a straight and plumb pos- Man and for reslsting lateral form shall be designed and Installed by others. Careful hand- Wg is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between misses to avoid toppling and domtnnoing. 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 Inds greater than the design Inds shall not be applied to trusses at any time. No loads other than the weight of the erectors shag be applied to trusses until after all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 406# Support 2 346# MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D=-0.01" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.00" RMB = 1.15 4-5-15 0-6-6 1 WO: ARLK 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 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 =566 0.14 7- 6 -483 0.21 2- 3 -432 0.15 6- 5 0 0.14 3- 4 -359 0.26 6.00 487# 8.00" L 1-1-9 13-0-0 EXCEPT AS SIIOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 rMaronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Afaldr Anafpsis TI: L QTY:1 ___=_ =- -Joint Locations=============== 1) =O0- 0 4) 13- 0- 0 7) 0- 0- 0 2) 3- 9- 1 5) 13- 0- 0 3) 7- 4- 0 6) 7- 4- 0 ---- MAX . REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 487 172 -406 BOT PIN 12-10-12 422 0 -346 BOT H-ROLL 4X6 1xa '`'a 2X4 WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bmctng shown on this drawing is not erection bracing. wind bracing. portal bracing or sbnllar 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 taw members only to reduce buckling length. Provisions trust be made to anchor lateral bracing at ends and specifled locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). frruss Plate Institute. TPI. Is located at 5a3 D'Onofrio Drive. Madison. Wisconsin 53719). Eng. Job: Dwg: Dsgttr: 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 PSI` 4-2-6 423# 2.50" scale = 0.4674 Truss ID: L Date: 4-21-03 DurFac - Pit: 1.25 O.C. Spacing: 24.01r Design Criteria: TPI Code Desc: JOB PA77f: C.ITEE-LOKIHOMEDIR HCS: 08.20.01 DESIGN INFORMATION This design is for an individual bunding component and has been lased on Informallon provided by the client. The designer disclaim any responsibility for daaages 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 informauon as it my relate to a spe. cult project and accepts no responsibility or exercises no control with regard to fabrica- thm. handling, shipment and installation of trussn. This truss has been designed as an Individual building component in accordance with ANSI/7PI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional englneerl. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local clitnatic retards for wind or snow loads. Protect specllicauons or special applied Inds. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) ate continu. ously bated by Sheathing unless otherwise specified. Where bottom chords in tension am not fully braced laterally by a property applied rigid muing, they should be braced at a maximum spacing of 10'-0- 0- Connector Plato Shall be marrufactured from 20 gauge hot dipped galvant-d steel meeUng ASTM A 653, Grade 40. urdess otherwise Shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review Orb drawing to verify that this drawing is in confomrance with the fabricators plans and to Mir , a continuing responsibility for such veri- fication. Any dlscmpaneles are to be put In writing before cutting or fabrication. Plates shag not be Installed over knotholes, knots or distorted gram. Members shall be cut for Light fitting wood to wood bc,rtng. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A Sx4 plate is 5- wide x 4- long. A 6x8 plate is 6" wide x ti long. Slots (holes) run parallel to the plate length specified. Double cuts on web �members Shall meet at the centrotd of the weirs unless otherwise shown. Connector plate sizes ,are mintmum sizes based an the forces shown and may need to be Increased for certain hand. ling and/or erection stresses. This tress is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional mfor—tion on Quality Control refer to ANSI/'M 1.1995 PRECAUTIONARY NOTES 1fl branyng and erection mcommendatiom are o be followed In accordance with "Handling minding @ Bracing". HIB-91. Trusser arc to e handled with Particutar care during banding and bundling, delivery and Installation to avoid lanage. Temporary and Permanent bracing or holding tresses in a straight and plumb pos. Lion and for resisting Lateral forces shall be leshgned and installed by others. Careful hand- ng is essential and erection bracing is always nivaed. Nomnal precautionary action for asses requites such temporary bracing during istallation tletwTen trusses to avokl toppUng nd dominoing. The supervision of erection of a cs stall be under the mmml of persons xperienced In the installation of trusses. rofesslonal advice shall be sought If needed oncentntlon of construction bads greater tan the design loads shall not be applied to cases at anytime. No s ot her than the eight of the erectors shall be applied to usses until after all fastening and bracing completed. ,IB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x8 SP #2 BOT CHORDS: 2x8 SP #2 WEBS: 2x4 SP #3 MULTIPLE LOADS -- This design is the composite result of multiple loads. This 1-PLY truss designed to carry 131 Oa span framed to BC one face Or On span framed to TC opposite face PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 377# Support 2 412# MAX LIVE LOAD DEFLECTION: L/999 L=-0.06" D--0.06" T=-0.12a MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.04n MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.02n RMB - 1.00 3-0-0 0 2-6-6 917# 3.50" 6X12 WO: ARLK WE: H.- Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WadLod per ASCE 7-98, C&C, V= 125mph, He 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L. 40.0 ft W= 8.8 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 -742 0.03 8- 7 -9 0.37 2- 3 -716 0.05 7- 6 40 0.72 3- 4 0 0.02 6- 5 0 0.64 1- 8-9-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 LM aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROV EDO.rL32756 Design: Matrix Attdtysiz If'lt/HKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawhig is not erection bracing, wind bracing, portal bracing or similar bracing which Is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified loeaUorns determined by the budding designer. Addlllonal bracing of the overall structure tray be required. (See HID-91 of TPd. frruS3 Plate Institute. TPI, is located at SM D'Onofrio Drive. Madison. Wisconsin 53719). JOB PATH: C:ITEE-LOKIHOMEDIR TI: L 1 ------==-=====Joint Locations=====_= ==_=== 1) 0- 0- 0 4) 8- 9- 0 7) 1- 4-14 2) 1- 4-14 5) 8- 9- 0 8) 0- 0- 0 3) 7- 2-11 6) 7- 2-11 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -23 0- 0- 0 -23 8- 9- 0 BC Vert L+D -186 0- 0- 0 -186 8- 9- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-LOC Vert Horiz Uplift Y-Loc Type 0- 1-12 917 9 -377 BOT PIN 8- 7- 4 917 0 -412 BOT H-ROLL 3-" 3X6 J 1-4-8 6 1 5 917# 3.50" . Eng. Job: Dwg: Dspir: TLY Cbk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 Psi` BC Dead 10.0 PSf TOTAL 33.0 psf scale = 0.7000 Truss ID: L1 Date: 4-21-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.01, Design Criteria: TPI Code Desc: TICS: 08.20.02 DESIGN INFORMATION This design Is for an individual building component and has been based on tnforrnation provided by the cUent- The designer disclaims any responamWty for damages as a result of faulty or Incorrect information. speenicstions and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It rosy relate to a spe. elite project and accepts no responsibility or exercises no control with regard to fabrica- tion. htmdling. shipment and istallation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/7P1 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Destgner (registered architect or professional engbnced. When reviewed for approval by the building designer, the design loadbtp shown must be checked to be sure that the data shown are in agreement with the local building codes, loot cOmatic records for wind or snow loads. project Specifications or special applied loads. Unless shown• truss has not been designed for storage or occupancy load.. The design assumes compression chords (lop or bottom) are conttnu- 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 plates Shull be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior fabrication.to fabrtion. the fabricator shall review this drawing to verify that this drawing is In conformance with the fabrlotoes plans and to realize a continuing responsibility for such veri. Bmtion. Any ducrepancles are to be put In writing before cutting or fabrication. Plato 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 nulls 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 5' wide x 8' long. Slots (holes) run parallel to the plate length spelled. Double cuts on web members shall meet at the eentmid of the webs unless otherwise Shown. Connector plate sL=s are minMum size based on the forces Shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss s not to be fabricated with fire retardant treated hmnber unless otherwise shown. For addlitonal information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed N accordance with-lfandling Installing d Bracing'. HIB-91. Tosses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Itlon and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during tnstaMilon between Inissts to avoid toppling and dominoing. 7be supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any ttme. No loads other than the welght of the erectors shall be applied to trusses until after all fastening and bracing is completed. JD. MKL1I417IUIy R J&4 A(-:: IU# UPLIFT D.L. TOP CHORDS: 2x8 SP #2 BOT CHORDS: 2x8 SP #1 D 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- 3 per ft. BC- 2 per ft. WEBS- 2 per ft Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 740# Support 2 740# MAX LIVE LOAD DEFLECTION: L/841 at JOINT # 3 L=-0.11" D=-0.12" T=-0.23" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.08" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.04" WO: ARLK WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless (toted otherwise. This 2-PLY truss designed to carry 19' 0" span framed to TC one face 8' 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= 40.0 ft w= 8.8 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- 2 272 0.60 6- 5 0 0.90 2- 3 0 0.27 5- 4 0 0.90 RMB - 1.00 2-PLYS REQUIRED 3-0-0 5X6 1907# 8.00" 8-9-0 EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSUTPI 1-1995 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.iL32766 Design: Matrir Analysis n►HKIVII 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 part of the building dmlgn and which must be considered by the building designer. Bracing Shown is for lateral support of truss members only to reduce buckling length. Provisions roust be made to anchor lateral bracing at ends and specified locations determined by the building designer. Addilloml bracing of the mcroll structure may be required. (See BIB-91 of TPI). fl7uss Plate Institute, TPI, Is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). JOB PATH: C.ITEE-LOKIHOUEDIR TI: l2 QTY:2 __ == = ===Joint Locations============- 1)0-0a 0 3) 8-'9- 0 5) 6- 8-12-- 2) 6- 8-12 4) 8- 9- 0 6) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -435 0- 0- 0 -435 8- 9- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loa Type 0- 4- 0 1906 0 -740 BOT PIN 8- 7- 4 1906 0 -740 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. 5X6 3-0-0 I In I 4 1907# 3.50" scale = 0.7000 Eq. Job: : AR K Dwg: Truss ID: L2 Dsgnr: TLY Chk: Date: 4-21-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFae - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: TOTAL 33.0 psf V-09 05 0 - 2 601- HCS: 08.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. DESIGN INFORMATION This design is for an individual building component and has been based on Infomation provided by the Client.'Ibe 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- cinc project and accepts no responsibility or exercises no control with regard to fabrica- tion. handling. shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1.1995 and NDS-97 to be incorporated os part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for wind or snow loads. project speciiaWons or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bouam) are continu- ously braced by sheathing unless otherwise specified. When bottom chords N tension arc not fully braced laterally by a properly, applied rigid ceamg they should be braced at a maximum spacing of Ily-O' o.c. Connector Plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653. Cmde 40. unless otherwise shown. FABRICATION NOTES Prior w to fabrication. the fabricator shall revie this drawing to verify that this drawing is In conformance with the fabricator's pba and to rwlbe a continuing responsibility for such veri- Bratlon. Any discrepancies are to be put In writing before cutting or fabrication. Pates shall no be Installed over knotholes. knots or distorted gram. Members shall be cut for light Biting wood to wood bearing Con- nector pates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the Joint unless otherwise sham. A 5x4 pate is Y wide x 4' long A 6.s8 pate is 6' wide x 8' long. Slots (holes) run pam8el to the pale length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector pate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand. ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSIrM 1.1995 PRECAUTIONARY NOTES AB bracing and erection n:commendatlons are to be followed In accordance with 'Handling Installing & Bracing. HIB-91. Trusses arc to be handled with particular care during banding and bundling delivery and tnstalation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Ition and for resisting lateral form shag be designed and installed by others. Careful hand- Iing Is essential and erection bracing is always required. Normal precautionary action for trusses mquhes such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses stall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction Inds greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 477# Support 2 425# MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" D=-0.02" T=-0.03" MAX HORIZONTAL TOTAL LOAD DEFLECTION- T= 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB = 1.15 4-5-15 0-6-6 WO: ARLK 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= 14.3 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 -707 0.22 8- 7 599 0.27 2- 3 -537 0.15 7- 0 570 0.21 3- 4 -534 0.17 0- 6 385 0.15 4- 5 -675 0.22 6.00 4X6 TI: M BTY:3 ___ _____= =Joint Locations=============== 1) 0- 0- 0 4) 10-10-15 7) 7- 4- 0 2) 3- 9- 1 5) 14- 4- 0 8) 0- 0- 0 3) 7- 4- 0 6) 14- 4- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 521 20 -477 BOT PIN 14- 2- 3 476 0 -425 BOT H-ROLL Jaw 3X4 3X4 6X8 522N 8.00" L_ 1-1-9 -�- 1 (111-1-7) 144-0 EXCEPT AS S11OWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 LMaronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DP OVIEDOX1.32766 Daign: Matrix Analysit WAMINU: READ All NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing wind bracing. portal bracing or similar bracing which is a part of the budding design and which must be considered by the building designer. Bracing shown is for Lateral support of truss members only to reduce bucklbng length. Prmysiom must be made to anchor Lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPII. rrnss Pale Institute, TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). JOB P.4TH: C:ITEE-LOKIHOMEDIR 4-2-6 0-8-6 476# 3.62" scale = 0.4333 Eng. Job: WO: ARL Dwg: Truss ID: M Dsgiir: TLY Chk: Date: 4-21-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psr DurFae - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psr Design Criteria: TPI Code Desc: TOTAL 33.0 psf I V:0 .05.02- 1602- 9 11CS: 08.20.02 DESIGN INFORMATION 7hts design is for an individual building component and has been based on Wbnnation provided by the client The designer disclaims any responsibility for damages as a result of faulty or incorrect information, speeificatbns and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a ape- c0c project and accepts no responsibility or exercises no control with regard to fabrica- tion. handling• shipment and installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the budding design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the budding designer, the design loadinp shown must be checked to be sure that the data shown are in agreement with the local building codes• local throttle records for wind or snow loads• project specifications or special applied bads. Unless shown• inns 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 telling, they should be braced at a maxlmum spacing of l0'-O' o.c Connector plates shall be manufactured from 20 gauge hot dipped galvanized steal meeting ASrM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricatoes plans and to mallu a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be totalled over knotholes. knots or distorted grain. Members shall be cut for Ught fitting wood to wood tearing. Con- nector plates shall be located on both faces of the truss with nalls fully imbedded and shall be sym. about the Joint unless otherwise shown. A Sx4 plate Is 5' wide x V long. A 6x8 plate Is 6' wide x 8' long. SW (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 size ore minimum slue based on the forces shown and may need to be increased for ccrtaln hand. ling and/or erection stresses. This truss Is not to be fabricated with the retardant tmated lumber unless otherwise shown. For additional Womostion on Quality Control refer to ANSIfM 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed In accordance with'Handling installing & Bmcng-. HI131-91. 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- Rion and for reslsUng lateral forces shall be designed and installed by others. Careful hand. ling is essentlal and erection bracing is always required. Normal precautionary action for trusses requites such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of uusses shall be under the control of persons experienced In the Installation of lasses. Professional advice shall be nought U needed. Concentration of conalruct on loads grater than the design loads Shan not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses unto after all fastening and bmcing IS completed. ,fo: F1KLII4bllJry K J&4 AU: IU# 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 SCHEDULE: Support 1 566# Support 2 564# MAX LIVE LOAD DEFLECTION: L/999 L=-0.03" D=-0.03" T--0.06" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.04" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.02" RMB - 1.15 4-5-15 0-6-6 WO: .W MULTIPLE LOADS -- This design is the couposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C4C, V- 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 58.0 ft W= 14.7 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Intact Resistant Covering and/or Glazing Reg ..TC... FORCE...CSI 1- 2 -616 0.18 2- 3 -965 0.19 3- 4 -827 0.14 4- 5 -827 0.14 5- 6 -965 0.19 6- 7 -616 0.17 6.00 is 14'13 536# 64.0011 3.00 I ..BC ... FORCE ... CSI 16-15 513 0.23 15-14 49 0.10 14-13 56 0.07 13-12 883 0.21 12-11 883 0.21 11-10 56 0.07 10- 9 49 0.10 9- 8 513 0.23 4X6 1-1-9 GABLE STU (A Aik 14-8-0 EXCEPT AS SHOWN PL(20) ARE TL20 GA TESTED PER ANSI/TPl 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROV1EDOYI-32766 Design: Mofrir Analysis 13.00 VVAKIVINU: 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. Provlslons must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPq. rrm,S Plate Institute, TPI, Is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). JOB PATH: C:ITEE-LOMHOMEDIR TI: N 61TYA __ _Joint Locations=______________ 1)=____ ===0- 0 0 7) 14- 8- 0 13) 5- 4- 0 2) 2- 9- 1 8) 14- 8- 0 14) 5- 4- 0 3) 5- 4- 0 9) 11-10-15 15) 2- 9- L 4) 7- 4- 0 10) 9- 4- 0 16) 0- 0- 0 5) 9- 4- 0 11) 9- 4- 0 6) 11-10-15 12) 7- 4- 0 -- MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 2- 8- 0 535 -26 -566 BOT PIN 12- 0- 0 535 0 -564 BOT H-ROLL 4-2-6 0-6-6 536# 64.00" 1-1-9 scale = 0.3958 Eng. Job: DWg: Dsgflr: TLY Clik: WO. Truss ID: N 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 psf O.C. Spacing: 24.0" BC Dead 10.0 Psf Design Criteria: TPI Code Desc: TOTAL 33.0 psf I V:0 .05.02- 21603- 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 disclaims any respons(bWly for damages as a result of faulty or incorrect information. speclflcatiom and/or designs furnished to the tress designer by the client and the correctness or accuracy of this Information as it may relate to a spe- eft project and accepts no responsibility or exercises no control with regard to fabrlca. tion. handltn& shipment and installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI I-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. heal climatic records for wind or snow bads. Project Specifications or special applied loads. Unless shown. trues has not been designed for storage or occupancy loads. The design assumes compression chords )top or bottom) are rnntinu- ously braced by sheathing unless otherwise Specified. where bottom chords In tension are not fully braced laterally by a property applied rigid ceiling, they should be braced at a maximum spacing of 1(Y-0' o.e Connector Plates shag be manufactured from 20 gauge hot d)PPed galvanized steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in mnfonnancc with the fabricators plans and to realize a continuing MSPonsfbWty for such veA- fication. Any discrepancies are to be put in writing before cutting or fabrication. plates shall not be installed over knotholes. knoll or distorted grain. Members shall be cut for tight filling wood to wood bearing. Con- nector Plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5' wile 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 nWntroum sizes based on the forces shown and may need to be Increased for certain hand- " and/or erection stresses. This truss is not to be fabricated with fire retardant seated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with 'Handling Installing R Bracing HI11-91. Trusses are to be handled with particular care during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bm" for holding trusses in a straight and plumb pos- Itbn and for ranting lateral forces shall be designed and installed by others. Careful hand. ling is essenttal and erection bracing is always required. Normal precautionary action for trusses requtrm such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of efecilon of fusses shag be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought if needed. Concentration of Construction loads greater than the design Inds shall not be applied to trusses at any time. No loads other than the weight of the erectors stall be applied to trusses until after all fastening and bracing Is completed. .su. rsrturvvivry n JCt4 A1—: I Ua UNLIFI- D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 568# Support 2 615# 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- 0.02" RMB - 1.15 4-5-15 0-" —L WO: ARLK WE: MULTIPLE LOADS -- This design is the composite result of Bniltiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. 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- 14.7 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Isipact Resistant Covering and/or Glazing Req -TC ... FORCE ...CSI 1- 2 -953 0.41 2- 3 976 0.42 3.00 1 I - 6 536# 8.001r 1-1-9 COSMETIC �' S7 ) 2X4 EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSI/TPI Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 t005 VANNESSA DP-OVIEDO.Ft.32766 Design: Matrix Analysis ..BC ... FORCE ... CSI 6- 0 -677 0.18 0- 5 829 0.21 5- 0 829 0.21 0- 4 -662 0.18 4X6 TI: NI QTY:2 = =_ —Joint Locations=========_____ 1)0- 0- 0 3) 14- 8- 0 5) 7- 4_- 0 2) 7- 4- 0 4) 14- 8- 0 6) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION ---c_ X-Loc Vert Horiz Uplift Y-LOC Type 0- 4- 0 535 48 -568 BOT PIN 14- 4- 0 535 0 -615 BOT H-ROLL f°- 3-8-0 -� 3.00 S 41 536# 8.00" 14-8-0 1-1-9 1-1995 scale rrHKn11VV: 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 bmcbl& 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 menbem only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified fed locutions determined by the building designer. Additional bracing of the overall structure may be required. (See HID-91 of TPI). onus' Plate Institute. TPI, s located at 583 D'Onofrlo Drive. Madison. Wisconsin 53719). JOB PATH: CATEE-LOKIHOMEDIR Eng. Job: Dwg: Dsgnr: TLY Clik: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 . psf BC Dead 10.0 psf TOTAL 33.0 Dsf 4-2-6 0-6-6 j- = 0.3958 Truss ID: N 1 Date: 4-21-03 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 designer dtschbm any responslbWty for damages u a result of faulty or incorrect Information, specifications and/or designs furnished to the truss designer by the chent and the cornnlness or accuracy of this information ae It may relate to a spe- cific project and accepts no resporslbWly or exercises no control with regard to fabrica- if=. handbag, shipment and Wtallatlon of trusses. This trtrss has been designed as an Individual building component In accordance with ANSI/'IPI 1-1995 and NDS-97 to be Incorporated as part of the building design by It Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local climatic records for wind or snow loads, protect apecule"Ilons or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The dnlgn assumes compression chords (top or bottom) ere continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ce9ing, they should be braced at a maximum spacing of 10'-0' o.e Connector plates shag be manufactured from 20 gauge hot dipped galvanlred steel meeting ASTM A 653, Cmde 40. unless otherwise shown. FABRICATION NOTES Prior to fabrlcaUon, the fabricator shah review this dmwing to verify that this drawing is In conformance with the fabricator's plans and to restive a continuing rnponsibWly for such vent. flcatlon. Any dlscmpancles are to be put In writing before cutting or fabrication. Plain shall not be Installed Over knotholes. knots or distorted grain. Members shah be cut for tight fitting wood to wood hearing. Con- nector plates shag be locates" 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 US plate Is 6� wide x 8' long. SW (holes) run parallel to the plate length specified. Double cuts on web members shag meet at the centrold of the webs unless otherwise shown. Connector plate sires arc minlmum sires based on the forces shown and may need ton 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/'fPi 1-1995 PRECAUTIONARY NOTES At bracing and erection reconunendaUans are to be followed In accordance with-Handhng Instating d Bmetng'. HIB-91. Trusses are Io be handled with particular cure during banding and bundling, delivery and tmtallaU*n to avoid damage. Temporary and permanent bracing for holding irusses in a straight and plumb pm. Illon and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Ncmul precautionary action for trusses requires such temporary bracing during ttstagalbn between trusses to avoid toppung and domfnoing. The supervision of erection of trusses shall be under the control of persons experienced In the Wtallarlon of trusses. Professional advice shall be sought If needed Concentration of construction loads greater than the design loads shag not be applied to trusses at any time. No loads other than the weight of the erectors shag be applied to trusses until after at fastening and bracing Is completed. JO: AKLINc:flUN K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 WEDGES: 2x4 SP #2 WndLod per ASCE 7-98, CSC, V= 125mph, H- 15.0 ft, I= 1.00, Ecp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 58.0 ft W= 25.9 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/866 at JOINT #15 L=-0.09" D=-0.05" T=-0.13" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.10" MAX HORIZONTAL LIVE LOAD DEFLECTION: TO, 0.06" RMB - 1.15 1 R WO. ARLK WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This truss 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 1 367# Support 2 663# Support 3 755# -TC ... FORCE ... CS! ..BC ... FORCE ... CSI 1- 2 -181 0.29 16-15 105 0.30 2- 3 198 0.19 15-14 103 0.30 3- 4 243 0.27 14-13 100 0.41 4- 5 -568 0.28 13-12 117 0.41 5- 6 -611 0.35 12-11 957 0.26 6- 7 -981 0.38 11-10 1095 0.29 7- 8 -1326 0.37 10- 9 1097 0.38 G 00 -6 0000 p 4X6 16.00 408# 3.50" 1-1-9 1197N 8.0011 GABLE PL TES 0 2X4 25-11-0 EXCEPT AS SHOWN PLATES ARE TL20 GA/ TEM PER ANSI/Till 1-1995 Over 3 Supports [Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Afdfrir Analpit nhKRIMU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shorn 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 later" support of truss members only to reduce buckling length. Provisions trust be made to anchor lateral bracing at ends and specifled locations determined by the building designer. Additional bracing of the Overall structure may be required. (See 111E-91 of TPI). rrmss Plate ImUtute. TPI, is located at 583 D'Onofrlo Drive. Madison. Wisconstn 537191. JOB PATH: CATEE-LOKIHOMEDIR TI: O CITY:I ______________Joint Locations===========_- 1) 0- 0- 0 7) 19- 8-13 13) 6- 9- 7 2) 3-10-11 8) 25-11- 0 14) 5-11- 8 3) 5-10-11 4) 6-10- 9) 25-11- 0 15) 3-11- 8- 5 10) 19- 9-12 16) 0- 0- 0 5) 9-11- 8 11) 15- 9-12 6) 15-11- 7 12) 9- 9-12 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc 0- 1-12 407 -66 -367 BOT PIN 6-11- 0 1197 0 -663 BOT H-ROLL 25- 7- 0 998 0 -755 BOT H-ROLL Eng. Job: Dwg: Dsgur: TLY Chk: TC Live 30.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL - 47.0 usf 8-6-2 0-661-6 I U9 998# 8.00" 1 19 scale = 0.2378 Truss ID: O Date: 4-21-03 DurFac - Lbr. 1.33 DurFac - Pit: 1.33 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: HCS: 08.20,02 its: AKLINQ;IUN K 3&4 AC: 10# UPLIFT D.L. DESIGN INFORMATION This design is for an Individual building component and has been based on information provided by the client The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information. speclBeaUons and/or designs fumished to the truss designer by the client and the correctness or accuracy of this Information as 1t may relate to a spe- cific project and accepts no responsibility or exercise no control with regard to fabries- Uon. handling. shipment and mstallatfou of trusses. This truss has been deigned as an individual building component in accordance with ANSIrIPI 1.1995 and NDS-97 to be incorporated ns part of the building design by a Building Designer (registered architect or professional englncerl. When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local climatic records for wind or snow loads. project specifications or special applied Inds. Unless shown. truss has not been deigned for storage or occupancy Inds. The design assumes compression chords (lop or bottom) are continu- ously braced by Sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ecWng. they should be braced at a maximum spacing of 19-0- o.e. Connector plates shall be manufactured from 20 gauge hot dipped galvantred steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plats and to realize a continuing responsibility for such verl- Notion. Any discrepancies am to be put in writing before cutting or fabrication. Plato shan not be installed over knotholes. knots or distorted grain. Members shall be cut for tight Utting wood to wood tearing. Con- nector plates shall be located on both faces of the ttuss with nalis fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6x8 plate is 6' wide x 8- long. Slots (hole) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate stz are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with Ilre retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -Handling Installing @ Bracing'. HIB-91. Trusses are to be handled with particular care during banding snd bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding irusso in a straight and plumb pos. Itfon and for resisting lateral forces shag be 3esiged and Installed by others. Careful hand. Iing is essential and erection bracing is always required. Normal precautionary action for .ru sses requires such temporary bracing during n5tallatlon between trusses to avoid toppling Lad dominoing, The supervision of erection of russes shall be under the control of persons xpertenced in the Installation of trusses. anofesslonal advice shall be sought if needed. :oncentration of construction Inds grater ban the design loads shall not be applied to nrsses at any time. No bads other than the veight ofthe erectors shall be applied to noses until after all fastening and bracing s completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 WEDGES: 2x4 SP #2 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- 25.9 ft Truss in INT zone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LARD 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= 0.02" RMB - 1.15 0-6-6 8-9-11 T 3-0-0 1 R WO: ARLK WE: MULTIPLE LOADS -- This design is the caflposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This truss is designed to bear on multiple supports. Interior bearing locations should be !(larked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE:. Support 1 290# Support 2 451# Support 3 508# ..TC...FORCE...CSI 1- 2 -140 0.27 2- 3 -390 0.27 3- 4 -405 0.26 4- 5 -672 0.26 5- 6 -916 0.23 ..BC...FORCE... CSI 12-11 81 0.21 11-10 31 0.20 10- 9 668 0.20 9- 8 762 0.22 8- 7 763 0.28 TI: 01 QTY:3 ==_ ----- = -Joint Locations.:e= ========_= 1) 0- 0- 0 5) 19- 9-12 9) IS- 9-12 2) 6- 7- 0 6) 25-11- 0 10) 9- 9-12 3) 9-11- 8 7) 25-11- 0 11) 6- 7- 0- 4) IS- 9-12 8) 19- 9-12 12) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc 0- 1-12 283 41 -290 BOT PIIN 6-11- 0 841 0 -451 BOT H-ROLL 25- 7- 0 689 0 -508 BOT H-ROLL L 3 4 5 F-6.00 O 4X6 109-0-12 ----cal 16.00 112 11 To 283# 3.50" 842k 8.00" 1-1-9 COS!<"e)PLA1 S (12) 2X4 C/L: 6-11-0 EXCEPT AS SI3OIVN PLATES ARE TL20 GA TESTED PER ANSI/TPI rMaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407)321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Merril Analysis 25-11-0 1-1995 Over 3 Supports WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bmcng 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. Bra cing shown is for lateml support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the memo structure may be required. (See 1IIS-91 of TP11. rltuss Plate Institute. TPI, is located at 583 D'Onofrto Drive. Madison. Wisconsin 53719). Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 nsf JAV M 690# 8.001r 19 (R1-1-7) scale = 0.2378 Truss ID: 01 Date: 4-21-03 DurFac - Lbr. 1.33 DurFac -Pit: 1.33 O.C. Spacing: 24.01r Design Criteria: TPI Code Desc: JOB PATH: C:ITEE-LOKIHOMEDIR HCS: 03.20.02 Jb: AKLINhIUN K 3&4 AC: 10# UPLIFT D.L. DESIGN INFORMATION This design Is for an individual building component and has been based on Information provided by the client. The designer dlsclatms any responsibilty for damages as a result of faulty or Incorrect information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a aPe- elfic projeU and accepts no resporulbUtty, or exercises no control with regard to fabrtca. Lion. handling, shipment and installation of trusses. This truss has been designed as an Individual building component In accordance with ANs1rM 1-1995 and NDS97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads. Protect specifications or special applied bads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or botlam) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid ceiling, they should be braced at a maximum spacing of 10'-(' o.e Connector plates stall be manufactured from 20 gauge hot dipped galvanbcd steel meeting ASPM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing b in conformance with the fabricatoes plans and to realize a continuing responsibility for such vert- ikation. Any discrepancies are to be put in writing before cutting or fabrication. Plates shag not be Installed over knotholes. knots or dl3torted gram. Members shall be cut for tight filling wood to wood bearing. Con- nector plates shag be located on both faces of the tow with nails fully Imbedded and stall be sym. about the joint unless otherwise shank A 5x4 plate Is 5- wide x 4' long. A 6x8 plate is 6' wide x S' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members stall meet at the cenUold of the webs unless otherwise shown. Connector plate sizes are minlmum siz s based on the 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 shorn. 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 & Bmeing'. HIB-91. Tosses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bmcing for holding trusses in a straight and plumb pos- mon and for resisting lateral forty shall be designed and lrismlled by others. Careful hand. ling is essential and erection bracing is ahvays required. Normal precautionary action for trusses requires such temporary bmetng during Installation between busses to avoid toppling and dominoing. The supervision of erection of trusse shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater b than the design ads shall no be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1007# Support 2 437# MAX LIVE LOAD DEFLECTION: L/999 L=-0.04" D--0.04" T--0.09" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.04" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.02" RMB - 1.15 0-6-6 8-9-11 T 3-0-0 1 WO: ARLK WE: MULTIPLE LOADS -- This design is the Ctrtposite result of Im>.ltiple 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- 25.9 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- 2 440 0.42 12-11 -322 0.26 2- 3 -128 0.34 11-10 -366 0.27 3- 4 -144 0.23 10- 9 508 0.20 4- 5 -512 0.24 9- 8 632 0.21 5- 6 -768 0.21 8- 7 633 0.24 6.00 -6.00-1 4X6 TI:02 QTYA --- = ____=====Joint Locations=====____====== 1)= 0- 0- 0 5) 19- 9-12 9) 15- 9-12 2) 6- 7- 0 6) 25-11- 0 10) 9- 9-12 3) 9-11- 8 7) 25-11- 0 11) 6- 7- 0. 4) 15- 9-12 8) 19- 9-12 12) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 6- 9-12 1194 -44 -1007 BOT PIN 25- 7- 0 612 0 -437 BOT H-ROLL le 8-8-12 +>I I 6.00 A � '112 11 10 - - - CANT: 6-8-0 1195# 3.50" CO 4alI-s -44 P ,A 'S (8) 2X4 25-11-0 EXCEPT AS SI10WN PLATES ARE TL20 GA TESTED PER ANS11TPI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DFLOVIEDO.FL32766 Derign: Mairir Andytft OUAKMriti: 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 considered by the building designer. Bmcing shown is for lateral support of truss members only to reduce buckling length. Provislonsmust be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HI13-91 of TPI). rrruss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). JOB PATH: C:ITEE-LOKUi0MEOIR Eng. Job: Dwg: Dsgttr: 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 8-6-2 0-6-6 612H 8.0011 1 scale = 0.2385 Truss ID: 02 Date: 4-21-03 DurFac - Lbr. 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: 11 CS.- 08.20.02 its: AKUNUIUN K 3&4 AC: 10# UPLIFT D.L. DESIGN INFORMATION This design is for an Individual building component and has been based on tnformatlon 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. cfflc project and accepts no responsibility or exercises no control with regard to fabres- llon, handling, shipment and Installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as 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 ate 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 campresslon chords (lop or bottom) are continu- ously braced by sheathing unless otherwise speellled. 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 pbtm shall be [Manufactured from 20 gauge hot dipped gahmnlred 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 ranee a continuing responsibility for such vert- ficatlon. Any dice epaneles 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 wed bearing. Con. nector plates shag be lorded on both faces of the trust with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is Y wide x 4' long. A 6x8 plate Is li wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on wets mermbem shall meet at the ccntrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand. ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Inform lion on Quality Control refer to ANSI/TPI 1-1995 , PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed in accordance with -Handling Installing & Bracing". 111e-91. Tresses are to be handled with particular eve during banding and bundling, delivery and installation to avid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Ition and for rusting lateral forces shall be designed and installed by others. Careful hand- ling Is essential and erection bracing is at" required. Normal precautionary acuon for trusses requires such temporary bracing during tnstalation between trusses to avoid toppling and dmnlnoing. The supervision of erection of trusses shall be under the control of persons experienced In the Wtallaeon of trusses. Professional advice shag be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any thne. No bads other than the weight of the erectors shag be applied to trussm until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 GABLE STUD: 2x4 SP #3 WEDGES: 2x4 SP #2 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. Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. --TC...FORCE...CSI ..BC...FORCE ... CSI 5-7-15 0-6-6 t WO: WE: ®2X4 TRANSVERSE BRACING nailed flat to edge of web with 12d nails at 8" o.c. or a SCAB of the same dimension and grade as web nailed to face(s) of web with 10d nails staggered 8" o.c. SCAB or TRANSVERSE BRACING to extend for 80% of web length. 2X6 BRACE req'd on any web exceeding 141 denotes ONE edge or ONE face °*•" denotes BOTH edges or BOTH faces 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= 19.3 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req rb 00 4X6 TI: P QTY:1 =--- =___ ===Joint Locations=====-========= 1)= 0- 0- 0 9) IS- 8- 0 17) 9- e- 0 2) 1- 8- 0 10) 17- 8- 0 18) 7- 8- 0 3) 3- 8- 0 11) 19- 4- 0 19) 5- 8- a 4) 5- 8- 0 12) 19- 4- 0 20) 3- 8- 0 5) 7- 8- 0 13) 17- 8- 0 21) 1- 8- 0 6) 9- 8- 0 14) 15- 8- 0 22) 0- 0- 0 7) 11- 8- 0 15) 13- 8- 0 8) 13- 8- 0 16) 11- 8- 0 ----MAX- REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 0 0 0 BOT PIN 19- 0- 0 0 0 -2 BOT H-ROLL 0 11 0-" —L I T 1 19-4-0 22 21 20 19 18 17 16 15 14 13 12 0# 8.00" 1-1-99 1 0# 8.00" 194-0 I 1-19 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/T I 1-1995 Studs a 2-0-0 O.C. scale = 0.3103 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Afdfrir Analysis UUAMIN14: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which Is a par of the building design and which must be considered by the building designer. Bracing shown Is for lateral support of truss members only to reduce budding length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See 1115-91 of TPII. (truss Plate Institute, TPI, is located at 583 D'Onofrfo Drive. Madison. Wisconsin 53719). JOB PATII: C:ITEE-LOKUIOMEDIR Eng. Job: Dwg: Dsgnr: TLY Chk: L Truss ID: P Date: 4-21-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFae - Pit: 1.25 BC Live o.o psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: TOTAL 33.0 psf I V:09.05.0 - 2 608- lICS: 08.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. DESIGN INFORMATION This design Is for an individual building component and has been based on tnformat on provided by the client. The designer disclaim any responsibility for damages as a result of faulty or Incorrect bnformuon, speciBcallons and/or designs furnished to the truss designer by the etknl and the correctness or accuracy of this information as It may relate to a spe. etfic project and accepts no responslbillty or =crclsm no control with regard to fabrica- tion. handling, shlpment and installation of trusses. This truss has been designed as an Individual building has in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated ss part of the budding design by a Build(" Designer Iregistered architect or prefesslonal mginmr). When reviewed for approved by the building designer. the design loadings shoran must be checked to be sure that the data shown are In agreement with the local building codes. Local clh_Uc 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 coapresslon chords (top or bottom) are continu- ously braced by sheathing unless otherwise 5pecl0ed. 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 I0'-0' o.a Connector plates slag be manufactured from 20 gauge hot dipped galvanized steel meeting AM A G53. Grade 40. wilm otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawl" to verify that this drawing is in conformance with the fabricator's plain and to real" e a continuing responsibility for such ven. 0cation. Any discrepancies are to be put in writing before tutting or fabrication. Plates shall not be instilled over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to word bearing. Con- nector plates shall be located on both faces of the truss with mach fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A US plate Is 6' wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shad meet at the centrold of the webs unless otherwlse shown. Connector plate sires are minimum sizes based on the forces shown M nay need to be increased for certain hand. ling and/or erection stresses. This thus Is no to be fabricated with fire retardant treated Lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ad bracing and erection recommendations are to be followed in accordance with %Handling Installing 8t Bating'. 11113-91. 'Roses are to be handled with particular tare during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos. Won and for resisting Meal forces shad be designed and Installed by others. Careful hand- 11" Is essential and erection bracing is ahvaya required. Norval precautionary action for trusses requires such temporary bating during Installaton between trusses to avoid toppling and dondnoing. The supervision of erection of trusses shad be under the control of persons experienced in the Installation of trusses. Professional advice shad be sought If needed. Cone ntation of construction loads greater than the design loads shad not be applied to tndses at any these. No loads other than the weight of the erectors shad 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 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 679# Support 2 720# MAX LIVE LOAD DEFLECTION: L/999 L=-0.03" D=-0.03" T=-0.07" MAX HORIZONTAL TOTAL LOAD DEFLECTION: Tel 0.04" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.02" RMB = 1.15 5-7-15 0-6-6 1 am WO: ARLK 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, Kzte= 1.0 Bld Type- Encl L= 58.0 ft W. 19.3 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req .TC... FORCE ... CSI 1- 2 -925 0.35 2- 3 -725 0.24 3- 4 -125 0.25 4- 5 959 0.38 ..BC ... FORCE ... CSI 8- 7 784 0.38 7- 6 784 0.38 4X6 69011 8.00" 11-1-9-9 (111-1-7) I 194-0 EXCEPT AS S11OWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 LOOS VAKNE35A DROVIEDOXI-32766 Daign: Matrix Analysis VVkkKr41N r: 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 baring 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 hiss members only to reduce buckling length. Provfslons must be made to anchor lateral bating at ends and specified locations determined by the budding designer. Additional bating of tine overall structure may be required. fSec HIB-91 of TPO. (Truss Plate ImUlute. TPI, b located at 583 D'Onofrto Drive. Mfadimn. Whconsin 53719). JOB PA771: CAMEE-WKI110MEDIR TI: P1 9TY ____====.Toint Locations====-- - ======== 1) =0- 0- 0 4) 14- 4-15 7) 9- 8- 0 2) 4-11- 1 5) 19- 4- 0 8) 0- 0- 0 3) 9- 8- 0 6) 19- 4- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 689 74 -679 BOT PIN 19- 0- 0 689 0 -720 BOT H-ROLL . 5-4-6 690# 8.00" 1 19 scale = 0.3103 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 Dsf Truss ID: PI 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: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: DESIGN INFORMATION This design is for an Individual budding component and has been based on information provided by the client. 7be designer dhelalmu any responsibility for damages as a result of faulty or tnmrreel Information, specifications and/or designs furnished to the lnus designer by the client and the correctness or accuracy of this Information v It may relate to a spe- cdk project and accepts no respons(bWty or uer--Ises no control with regard to fabrica- tion, handling, shipment and installation of muses. This truss has been designed as an individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated ns part of the building design by a Building D=Igner (registered architect or professional engineerl. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for wind or snow bads. prgcct speellkatbns 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 spectned. where bottom chords in tension are not folly braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 101-0' o.e Connector plat= shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASfM A 653, Grads 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shag review this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in wrung before cutting or fabrication. Pbtn 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 tress with nabs fully Unbedded and shall be sym. about thelotnl unless otherwise shown. A 5x4 plate Is 5' wide x 4' long. A SxS plate is 6' wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shag meet at the centrold of the webs unless otherwise shown. Connector plate apes are mintrnamn sloes 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 We retardant treated lumber unless otherwise shown. For additional informnation on Quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES AD bracing and erection recommendations are to be followed in accordance with'Ilandhng installing b Bracing. HID-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid donuge. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between tnisses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons acperieneed in the installation of truss=. Professional advice shall be sought if needed. Concentration of construction loads greater than the design bads shall not be applied to trusses at any time. No bads other than the weight of the erectors shall be applied to trusses until after all fastening and bmcing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 Wndiod per ASCE 7-98, C&C, V. 125mph, Her 15.0 ft, I- 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type- Encl L= 58.0 ft Wer 13.0 ft Truss in INf zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D--0.01" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: Ter 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.01" RMB = 1.15 EXCEPT AS SHOWN TI: Q QTY:1 MULTIPLE LOADS -- This design is the =__ = __ Locations=== composite result of multiple loads. 1)0 1--Joint 0- 0 4) 13- 0- 0 7) 0- 0- 0 All COMPRESSION Chords are assumed to be 2) 4- 5- 1 5) 13- 0- 0 continuously braced listless noted otherwise. 3) 8- 8- 0 6) 8- 8- 0 End vertical(s) not designed for exposure ----MAX. REACTIONS PER BEARING LOCATION----- to lateral wind pressure. X-Loc Vert Horiz Uplift Y-Loc Type PROVIDE UPLIFT CONNECTION PER SCHEDULE: 0- 4- 0 487 188 -379 BOT PIN Support 1 379# 12-10-12 422 0 -352 BOT H-ROLL Support 2 352# -TC ... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -549 0.17 7- 6 459 0.24 2-' 3 -356 0.16 6- 5 0 0.16 3= 4 -278 0:14 8-8-0 44-0 I 2 4 0 4X6 3X4 4-10-6 - - sxs 2X4 13-0-0 7 6 5 487# 8.00" 423g 2.50" 1(R1-1-7)1 13-0-0 PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 scale = 0.4070 Lmaronda Systems 4005 MARONDA WAY SANI.ORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDO.FL32768 Design: Matrix Analysis IIYHKNINU: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ARM A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: 9 CONTRACTOR. Dsgar: TLY Clik: Date: 4-21-03 BRACING WARNING: TC Live 16.0 psf DurFac - Lbr: 1.25 Bracing shown on this drawing is no emUon 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 TC Dead 7.0 psf DurFae - Pit: 1.25 shown is for lateral support of taus members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations detemnined by the building designer. Additional bracing BC Live BC Dead 0.0 psf O.C.Spacing: 24.Orr P Design Criteria: TPI of the overall structure may be required. ISee HIB-91 of'lpl). I O.0 psf rrmn Plate Institute. TPI, is located at 583 D'Onafrio Drive, bindison. Wisconsin 53719). Code Dese: TOTAL 33.0 JOB PATH: C:ITF-£-LOKIIIOMEDIR I1CS: 08.20.02 DESIGN INFORMATION This design Is for an Individual building component and has been Lased on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect Information, sPeciflcavons and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information ss It nay relate to a spe- clfle protect and accepts no responsibility or e eretsrs no control with regard to fabrica. tion, handling, shipment and Installation of trusses. Thb tans has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated ns part of the building design by a Building Designer (registered arddtect or professional engtneerl. When reviewed for approval by the builds" designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes, local rma.,tic records for wind or snow loads. Project speelfiatlons or special applied Inds. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are conunu- ously braced by sheathing unless otherwise specined. Where bottom chords In tension arc not fully braced laterally by a property applied rigid ceding, they should be braced at a maxtmum spacing of 1(Y-0' o.e Connector Plates shall be manufactured from 20 gauge hot dipped pivaniud steel mmung ASIM A 653. Crude 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- Bation. Any dlscmpancies are to be put In writing before cutting or fabrication. Pialcs shall not be installed over knotholes, knots or distorted gain. Members shall be cut for light fitting wood to wood bearing. Con- nector plates shall be bated on both faces of the truss with nails fully imbedded and shall be sym about the jotnt unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is w wide x 8' long. Slots (holes) run parallel to the plate length specNed. Double cuts on web members shall meet at the eentruid of the webs unless otherwise shown. Connector plate sizes are minbnum 3U- based on the forces shown and may need to be increased for certain hand. ling and/or erection stream. Thb truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/7Pl 1-19M PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with 'Handling installing R Bmc:;. HIB-91. Trusses are to be handled with particular are during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pm- Mn and for resisting lateral forces shall be designed and installed by others. Careful hand- Wg is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during IMIalla0on between isussm to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads grater than the design bads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. its: AKLINGTON K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 D BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2 SLIDERS: 2x4 SP #2 BEAR. BLR: 2x8 SP #2 Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WadLod 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- 12.6 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/577 at JOINT # 5 L=-0.25" D- 0.00" T=-0.25" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.06" MAX HORIZONTAL LIVE LOAD DEFLECTI u# T- 0.06" RMB - 1.00 4-5-10 0-6-1 1 ME EXCEPT WO: ARLK 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". MULTIPLE LOADS -- This design is the composite result of multiple loads. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 609# Support 2 591# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE ; Support 1 263# .TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -2252 0.68 6- 5 2129 0.52 2- 3 -2 06 0.90 5- 167 0.47 48# 1 70# 3.33 1.68 I TI: R QTY:2 ____ ===-anoint Locations============ 1)= 0- 0- 0 3) 12- 6-10 5) 6- 3- 5 2) 6- 3- 5 4) 12- 6-10 6) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1-10- 9 -46 13- 2-10 BC Vert L+D -10 0- 0- 0 -10 12- 6-10 Concentrated LBS Location TC Vert L+D -31 1- 4- 4 TC Vert L+D -48 3- 9- 1 TC Vert L+D -70 6- 1-15 TC Vert L+D -98 8- 6-12 TC Vert L+D -127 10-11-10 BC Vert L+D -6 1- 4- 4 BC Vert L+D -19 3- 9- 1 BC Vert L+D -44 6- 1-15 BC Vert L+D -60 8- 6-12 BC Vert L+D -76 10-11-10 -MAX. REACTIJONS PER 9 LoC Ver 1p#z BEARING LOCATION----- Type - 0-10 71 0 -591ftTOPLoc 0- 4-13 678 263 -609 BRT H-ROLL PIN 0-1-0 I T 1-77-7 1 2-6-10 I 11-O-tu 6 678# 9.56" 5 4 1I 719# 2.50" (RI-10--10--7) 11 1 6-10 I 0-8-0 AS SHOWN PLATES ARE TL20 GA TESTED PER ANSIPCPI 1-1995 �# 60# 76# P(R-0-8-5) scale = 0.4437 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1003 VANNESSA DROVIEDOXI-32766 Deign: Afarrix Analysis VVIkKNINU: READ ALL NOTES ON THIS SHEET. Eng. Job: O: ARLK A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: R CONTRACTOR. Dsgnr: TLY Chk: Date: 4-21-03 BRACING WARNING: TC Live 16.0 psf DurFac - Lbr: 1.25 Bractng shown on lids drawing is not erection bracing, wind bracing, portal bracing or strnllar bracing which Is a part a the building design and which must be considered by the building designer. Dracbng TC Dead 7.0 psf DurFae - Pit: 1.25 shown is for lateral support of tress members only to reduce buckling length. Pruvtslons must be made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Live 0.0 psf O.C. Spacing: 24.0" Additional bracing of the overall structure may be required. (See I11B-91 of TPI). BC Dead 10.0 psf I Design n Criteria: TPI (truss Plate Institute. TPI, Is located at 583 D'Onofrio Drive. Madison. Wisconsin 537191. Code Dese: TOTAL 33.0 psf V:09.05.02- 216 2-1( !Oil PATH: C:ITE&LOKIHOMEDIR HCS: 0320.02 DESIGN INFORMATION This design is for an individual building component and has been based on Inforrnatlon provided by the client. The designer disclabas nny responsibility for damages as a result of faulty or incorrect information, specifications and/or designs furnished to the taus designer by the client and the correctness or accuracy of (his tdormatlon as It may relate to a spe- clflc pmect and accepts no responsibility or exem"es no control with regard to fabrlca- tlon. handling• shipment and installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/PI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineeU• 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 speelOetUons or special applied Inds. Unless shown• truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are mnUnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rWd ceiling, they should be braced at a maximum spacing of 10'-0- o.e. Connector plates shall be manufactured from 20 gauge hot dipped gahanlzed steel meeting ASTh1 A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this dmwtng is in conformance with the fabricator's plans and to =117e a continuing respmnlbility for such verl- IlcaUon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed ever knotholes. knots or distorted grain. Member aban be cut for tight fitting wood to wood bearing. Con- nector plates stall be located on both faces of the truss with =Us fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wile x 4- long. A 6x8 plate is 6- wile x 8' Long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet ti at the cenold of the webs unless otherwise shown. Connector plate sloes ate minimum sues m based on the forshown and may need to be Increased for certain hand- ling and/or erection stresses. This thus is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional tnf—tlon on guallty, Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bmeing and erection recommendations are tI be followed in accordance with -Handling Installing & Bmeing". HIB-91. Trusses are to be handled with particular care during banding and bundling• delivery and Installation to avoid damage. Temporary and permanent bracing 'or holding trusses in a straight and plumb pos- lion and for resisting lateral fortes shall be leslgned and Wtalled by others. Careful hand- 1ng is essential and election bmeing is always requlmd. Normal precautionary action for noses requires such temporary bracing during nstallatlon between trusses to avoid loppllng Ind dominoing. The supervision of erection of curs shall be under the control of persons xperienced in the InsWlatlon of trusses. Wemlonal advice shag be sought If needed :oncentmtlon of construction loads greater I,— the design loads shall not be applied to cusses at any time. No loads other than the might of the erectors shall be applied to cusses until after a8 fastening and bracing s completed. JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: R1 QTY:2 TOP CHORDS: 2x4 SP #2 HOT 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 positioned to provide equal unbraced 2) 6- 3- 5 4) 12- 6-10 6) 0- 0- 0 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 must 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 13- continuously braced unless noted otherwise. composite result of multiple loads. BC Vert L+D -10 0- 0- 0 -9 -10 2-10 12- 6-10 WndLod per ASCE 7-98, C4C, V= 125nph, Shim or wedge if necessary to achieve full bearing. Concentrated LBS Location H. 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 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 in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Support 1 609# Support 2 591# TC Vert L+D -127 9- 2-14 Impact Resistant Covering and/or Glazing Req PROVIDE HORIZONTAL CONNECTION PER SCHEDULE TC Vert L+D BC Vert L+D -202 12- -21 2- 0- 1 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=-0.16" ..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 0.75 6- 5 -1780 0.31 ----MAX. REACTIONS PER BEARING LOCATION----- MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.07" 2- 3 1694 0.83 4 -203 0.30 35# 87# X- Vert 1 j'}� 546 Horiz Uplift Y-Loc Type 01 TOP H-ROLL 0 4 TT33 366 262 Z BOT RMB 1.00 13-1-14 PIN 1 2 3 F 3.33 4-5-10 0-6-1 in 0-6-6 T 1-7-12 I 2-6-5 1.68 I 0-9-9 1 11-9-1 6 5 4 367H 9.56" 1-10-9 14 547# 2.50" 12-6-10 0� 8-0 (R1-10L) ITE 1// 54N 64 40 (RO-8-5) EXCEPT AS SIiOWN PLATES ARE TL20 STED PER ANSL'TPI 1-19 5 scale = 0.4437 ■ (!M!aronda 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: Mairix Arwlysis YYHKIVIIVtj: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bmcing shown on (his drawing is not erection bracing, wind bracing, portal bracing or similar bmeing which is a part of the building design and which must be comidered by the building designer. Bracing shoat is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bmeing at ends and specified locations determined by the building designer. Additional bmeing of the overall structure may be required. (See IIIB-91 of 7PI)• (Tmss Plate Institute. TPI, is located at 583 D'Onofrfo Drive, Madison. Wisconsin 53719). JOB PATH: CJTEE-LOKIHO,1fEO1R Job: Dwg: Dsgflr: TLY CU: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf Truss ID: R1 Date: 4-21-03 DurFac - Plt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: HCS: 018.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.I. DESIGN INFORMATION This design is for an Individual building component and has been based on Infomnatlon provided by the client The designer disclaims any responsibility for darnages as a result of faulty or Incorrect Infor—tlon, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this lnfor—tlon as it may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrtm- tbn, 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 arehlleeL 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 1=1 building codes, local cltmUcecords for wind or snow loads, project speclfirmilons - special applied bads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are mnUnu- ously braced by sheathing unless otherwise specified. where bottom chords in tension are not fully braced laterally by a properly applied rlgld ceWng, they should be braced at a maximum spacing of 10'-O- o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Crade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in confortnance with the fabrimloes plans and to realize a continuing responsibility for such veri- flmtion. Any discrepancies are to be put in writing before cuUing or fabrication. Plata shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood hewing, Con- nector plates shall be located on both faces of the truss with runs 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' wile x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and my need to be Increased for ccrtatn hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional InfomwUon on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES AD bracing and erection recommendations are to be followed in accordance with -Handling Installing Q Bracing'. HIB-91. ss Trues are 10 be handled with particular cam during banding and bundling delivery and Installation to avoid damage Temporary and permanent bracing for holding trusses in a straight and plumb pos- ltlon and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Nor n l preeoutlonary action for trusses requires such temporary bracing during InstaBallon between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought If needed. concentration of construction loads greater than the design loads shall not be applied to trusses al any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 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 1 422# Support 2 303# Support 3 f- 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 EXCEPT AS SHOWN PLATES LMaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDOXI-32760 Design: Mafrir Analysis 0-6-6 WO: ARLK 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 166 pounds of horizontal reaction PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 235# TC... FORCE ... CSI-.BC... FORCE ... CSI 1- 2 -62 0.70 4- 3 -457 0.33 TI: S QTY: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- 125mph, H- 15.0 ft, I= 1.00, Exp.Cat. B, Xzt= 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 Impact Resistant Covering and/or Glazing Req 6-0-8 1 2 6.00 2-2-8 IA-2 I 3.00 I 0-8-0 CR 5-4-8 4 3 248# 8.00" 127a 2.50" -1 6-0-8 76a .50" ARE TL20 GA TESTED PER ANSI/TPI t-1995 Over 3 Supports C/L: -114 Y11'HKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsglr: TLY Chic: BRACING WARNING: TC Live 16.0 psr Bmctng shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bra �8 TC Dead 7.0 psf sham is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Live 0.0 psr Additional bracing of the overall structure may be required. (See HIB-91 of TP11. rrm" plate Institute. TPI, is located BC Dead 10.0 psf at 583 D'Onofrto Drive. Madison, Wisconsin 53719). JOB PATH: CATEE-LOKIHOMEDlR TOTAL 33.0 Attach with (4) 10d Toe -Nails Attach with (t) 10d Toe -Nails scale = 0.5459 Truss ID: S Date: 4-21-03 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: HCS: 03.20.02 DESIGN INFORMATION This design b for an Individual building component and has been based on Information provided by the client The designer disclaims any responsibility for damages as a result of faulty or incorrect information specifications and/or deslgtu furnAhed to the truss designer by the client and the correctness or accuracy Of this Information as it may relate to a spe- cific prgect and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This truss has been designed as an individual building component in accordance with ANSU PI 1.1995 and NDS-97 to be Incorporated as pan of the building design by a Building Designer (registered architect or professional engineed when reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the brat building codes, local climatic records for wind or snow loads, prodect specifications or special applied bads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu. ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rdg)d ceiling, they should be braced at a mnximum spacing of 10'-0' o.e connector Plates shall be manufactured from 20 gauge hot dipped galvantzed steel meeting AM M A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to r nUe a continuing responsibility for such vert- flcation. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall no be installed over knotholes. knots or distorted grain. Members shall be cut for tight filling wood to wood bearing. Con- nector plates shall be located on both fain of the truss with nails fully imbedded and shah be sym. about the Joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is 6' wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are into— sizes based on the forces shown and may need to be increased for certain hand - It" and/or erection stresses. This truss is not to be fabricated with fire retardant treated hunber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with 9iandllng Installing h Bracing'. H113-91. Trusses are to be handled with particular care during banding and bundling, delivery and fi stalla ion to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos. Itlon and for resisting lateral form shall be designed and bstalled by others. Careful hand- ing h essential and erection bracing is always erprlred. Normal precautionary action for cusses requires such temporary bmadrtg during rstalkation between trusses to avoid toppling end domtnoing. The supervision of erection of ruse shall be under the control of persons Xperienced in the installation of trusses. Wessional advice shall be sought Er needed. :oncentration of construction loads greater han the design bads shall not be applied to cusses at any time. No loads other than the vetght of the erectors shall be applied to ruses until after all fastening and bracing s completed. JO. 1i1<Lll4k71UN K J&4 AC:: I U# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 GABLE STUD: 2x4 SP #3 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This truss has not been designed for ROOF PONDING. Building designer must provide ad to drainage to prevent ponding. (0.25 in. ft. min. slope to drain). Truss must be marked to prevent UPSIDE DOWN erection. 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 3-0-0 2X4 'TVA 220# 8.0011 WO: ARLK 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. 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- 40.0 ft W= 6.7 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 0 0.47 4- 3 0 0.18 GABLE STUD PLATES (12) 2X4 6-8-0 EXCEPT AS SHOWN PLACES ARE T1.20 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 VANNESSA 13ROVIEDOSL32766 Design: Matrix Analysis WAKMN(j: 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 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 Literal support of tress members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPII. (Truss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). JOB PATH: CATEE-LOKUIOMEDIR TI: S 1 QTY:2 __ ___= = = ==Joint Locations=============== 1) 0- 0-0 3) 6- 8- 0 2) 6- 8- 0 4) 0- 0- 0 ---MAX. REACTIONS PER BEARING LOCATION----.- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 220 0 -216 BOT PIN 6- 4- 0 220 0 -216 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 216# Support 2 216# 3-0-0 2X4 3 220# 8.001, Studs a 2-0-0 O.C. Eng. Job: Dwg: Dsgnr: TLY Cldk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf scale = 0.7000 Truss ID: Si Date: 4-21-03 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: HCS: 03.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.I. DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the cbenL 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 coreetness or accuracy of this Information as It my relate to a spe- cillc project and accepts no responslbilty or exercises no control with regard to fabrica. tion, handling. shipment and Installation of trusses. This truss has been designed as an individual building component in accordance with ANSI/7Pi 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). when reviewed for approval by the building designer, the destp 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 leads. project specifications or special applied loads. Unless shown. In= has not been designed far storage or occupancy bads. The design assumes compression chords (top or bottom) are contlnu- ously braced by sheathing unless olhenvtm specified. Where bottom chords in tension arc not fully braced Laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-O' o.e. Connector plate shall be manufactured from 20 gauge hot dipped &lvanfted steel meeting AMI 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 confommmce with the fabricators plans and to r allze a conlsnuing nn ponslbNty for such veri. amtlnn. Any discrepancies arc to be put in writing before cutting w fabrication. Plata shall not be installed over knotholes. knots or distorted gram. Members shall be cut for light fitting wood to wood bearing. Can. nectar 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 &x8 plate is 6' wide x 8' long. Sots (holes) run pam6d to the plate length specified. Double cuts on web members shall meet at the centrokl of the webs unless otherwise shown. Connector plate sizes we minimum sizes based on the form shown and may need to be Increased for certain hand. ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quarry Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recsamnendations are to be followed In accordance with "Handling [winning R Bractne. HIB-91. Trusses art to be handled with particular care during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding [noses In a straight and plumb pas. Mn and for restating lateral fortes shall be designed and Installed by others. Careful hand- ling is essential and erecUon bracing is always required. Normal premutlonwy action for trusses requires such temporary bracing during Ins"tIon between trusses to avoid toppUng and dominoing. The supervision of erection of susses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought it needed. Concentration of construction loads greater than the design Imds shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to uussm until after all fastening and bracing B 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. Shinn 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: ARLK 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 0.45 4- 3 -269 0.22 TI: T QTY:2 __ --=-- == ===Joint Locations============= 1) 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, C&C, V-.125u1ph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type- Eacl L= 58.0 ft W- 4.7 ft Truss in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req 4-8-8 1 2 Q 3.00 I 0-8-0 4-0-8 4 3 205# 8.00" 98# 2.50" La 1-1-9 b e 4-8-8 60# 2 50" EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI I-1995 Over 3 Supports LM aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA I)PLOVIEDOXI-32766 Design: Mdrrix Andysis Attach with (4) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.6603 VYHKNINU: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ARIV A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D%vg: Truss ID: T CONTRACTOR. Dsgur: TLY Chk: Date: 4-21-03 BRACING WARNING: TC Live 16.0 psf DurFac - Lbr: 1.25 Bracing shown on this drawing is no erection bracing. wind bracing, portal bracing or similar bracing which is a pan of the building design and which must be considered by the building designer. Bracing TC Dead 7.0 psf DurFae - PIt: 1.25 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 BC Live 0.0 psr O.C. Spacing: 24.0" by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). BC Dead 10.0 psf Design Criteria: TPI 9 frruss Plate Institute. TPI, is located at 583 D'Onofrlo Drive. Madison. Wisconsin 53719). Cade Desc: TOTAL 33.0 psf V:09.05.02- 16 - ( !fill PATH: C:ITF.E-LOKVfO,ifEDIR HCS.' 03.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.I. DESIGN INFORMATION This design Is for an individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or tncorrect bdormatlon. specifications, and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cific project and accepts no responsibility or exembes no control with regard to fabrica- tion, handling. shipment and Installation of [noses. 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). µ'[ten reviewed for app—al by the building designer, the design loadings shown must be checked to be sun that the data shown an In agreement with the local building codes. local climatic records for wind or snow Inds. project specNotlons or special applied loads. unless shown. truss has not been designed for storage or occupancy Inds. The design assumes conpnesslon chords (top or bottom) are eontlnu- oust' braced by sheathing unless otherwise specified. When bottom chords in tension an not fully braced laterally by a property applied rigid ceiling. they should be braced at a maximum spacing of 10'-0' o.c. Connector Plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASrM 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 fabricators plans and to realize a continuing responsibility for such ven. flcatlon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted gram. Members shall be cut for tight fitting wood to wood bearing. Con- nector piatn shall be located on both faces of the truss with naUs 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 mntmfd of the webs unless otherwise shown. Connector plate sizes m are minimusizes based an the form shown and may need to be Increased for certain hand- ling and/or c -dIon stresses. This truss Is not to be fabricated with fire retwdanl treated lumber unless otherwise shown. For additional Informatlan on gua8ty Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations an to be followed In accordance with-Ifandlbng Installing 8 Bracbig'. HIB-91. Trusses an to be handled with particular cue during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses N a straight anm d plumb p- nlan and for restating lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing Is always requbed. Nwrrol 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 rxpenenced In the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any lime. No loads other than the 'iwelghl of the er-tors,hall be applied to 'ltrusses until after all fastening and bracing iIs 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 1 293# 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 WO: ARLK 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 0.24 4- 3 -112 0.12 TI: U 9TY:2 __ —=— ====Joint Loc=== ations=========_ 1) Oa 0- 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- 3-12 69 99 -181 TOP PIN 0- 4- 0 161 143 -293 BOT PIN 3- 3-12 43 0 -41 DOT H-ROLL 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= 3.4 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req 3-4-8 1 2 0 3.00 I 0-8-0 1 2-8-8 4 161N 8.00" 70# 1.50" 1-1-9 3 4-8 •le 44N .5011 (RI-1-7) i EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPl 1-1995 Over 3 Supports C/L: -3-12 ■ WAKNING: READ ALL NOTES ON THIS SHEET. Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. 4005 MARONDA WAY BRACING WARNING: SFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 Bracing shown on this drawing is not erection bracing. wind bracing. portal bracing or stmfln bracing which s 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 buckling TOMAS PONCE P.E. reduce length. Provisions must be nude to anchor lateral bracing at ends and specaled locations determined by the building designer. Additional bracing of the merall structure be LICENSE #0050068 1005 VANNF_5.4A no n- er -ea may required. (See HIB-91 of M. frruss Plate Institute. TPI, is located at 583 D'Onofdo Drive. Madison. Wisconsin 53719). Design: Afdrrix Analysis J08 PATH: C:ITEE-LOKIHOMEOIR Attach with (3) 10d Toe -Nails Attach with (t) 10d Toe -Nails scale = 0.8355 Eng. Job: Dwg: Dsgitr: TLY Chk: : AR Truss ID: U 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 psf O.C. Spacing: 24.01' BC Dead 10.0 psf Design Criteria: TPI Code Desc:V'0 TOTAL 33.0 psf .05.02- 2 l5 8- ( RCS: 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 diselains any resporulbWly for damages as a result of faulty or incor cL Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe. cific project and accepts no responsibility or exerclses no control with regard to fabrlra- uon, handling, shipment and installation of trusses. This tau- 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 landing 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, thus has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise Specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceding, they should be braced at a maxtmum spacing of 19-V o.c Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabrfatoes plans and to react•a continuing responsibility for such verl- flation. Any discrcpanetes are to be put in writing before cutting or fabrication. Ptat- Shan not be Installed mer knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to umd bearing. Con - nectar pbtes shall be located on both faces of the truss with nalis fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 0x8 plate is 8- wide x 8' long Slats (holes) run parallel to the plate length specified. Double cuts on web members stall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sues based on the forces shown and may need to be increased for certain hand. ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AB bracing and erection recommendations are to be followed in accordance with •Handling Installing @ Bracing", HID-91. Tnuses 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 forces shall be designed and Installed by others. Careful hand. ling is essential and erection bracing is ahvays required. Nomal preautwnnry action for trussn mquues such temporary bracing during Imla11aUon between trusses to avoid toppling and dominotng The supervision of erection of trusses shall be under the control of persons espertenced in the Installation of muses. Professional advice shall be Sought If needed. Concentration of construction loads grater than the design bads shall not be applied to trusses at any that. No loads other than the weight of the erectors shall be applied to trusses until alter all fastening and bracing is completed. JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. Field Connection at Support 1 fill be able transfer 59 pounds of horizontal reaction MAX LIVE LOAD DEFLECTION: L/999 Ler 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 1-8-12 T 0-" 1 WO: ARLK WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on nwltiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. 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= 2.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Fact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 19 0.05 4- 3 -7 0.03 TI: V QTY:2 ==Joint Locations=====__________ 1)==0-=5- 8 3) 2- 0- 8 2) 2- 0- 8 4) 0- 5- 8 ----MAX. REACTIONS PER BEARING LOCATION---- X-Loc Vert Horiz Uplift Y-Loc Type 1-11-12 48 59 -125 TOP PIN 0- 4- 0 113 69 -159 BOT PIN 1-11-12 19 0 -4 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 159# Support 2 125# Support 3 4# 2-0-8 1 2 1-2-8 0-44-2 1 Face = 0-2-8 3.00 I 0-8-0 1 1-4-8 4 3 11411 8.00" 48# 1.5011 L 1-0-0 I 2-0-8 19# 1 50" (RO-10-10) C/L: 1-11-12 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANS1/TPl 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 /10050068 1005 VANNESU OP-OVIEDOXI-32766 Design: Matrix Analysis YYAKNIN(G: 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 bmcing 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 thus members only to reduce buckling length Prm*isions most be made 10 anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See IIIB-91 of TPn. (Truss Plate Institute. TPI, is located at 583 D'Onofrlo Drive. Madison. Wisconsin 53719). JOB PATH: C.ITEE-LOK11/0d1'EDlR Attach with (2) 10d Toe -Nails Atlaflh with (1) 10d oe-Nails Eng. Job: Dwg: Dsgnr: TLY Cltk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psr TOTAL 33.0 Dsr scale = 1.2149 Truss ID: V Date: 4-21-03 DurFac - Lt:w 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.01, 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 discbinu 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 InfornnUon as It may relate to a spe- cific project and accepts no responsibility, or "crc.lses no control with regard to fabrus- tlon, handling. shipment and instalhtlon of trusses. This truss has been designed as an Individual building component in accordance with ANSirM 1-1995 and NDS-97 to be Incorporated w 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 locos building codes, local cgmaUc records for wind or snow foods, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension arc not fully braced laterally by a properly applied rtgld celling, they should be braced at a mwdm= spacing of W-M o.c Connector Plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASI'M A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabric Uw on, the fabricator shall review, this drawing to verify that this drawing is in conformance with the fabriratoe3 plans and to realize a continuing responsibility for such veri- Motion. Any discrepancies are to be put in writing before cutting or fabrication. Plates shag not be Installed over knothole, knots or distorted grain. Members shag be cut for tight Rating wood to wood bearing. Con- nector plates shag be located on both faces of the truss with nags fully imbedded and shag be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A US plate is 6- wide x B' long. Slots (holes) run parallel to the plate length specified. Double cuts on wcb members shall meet at the centrotd of the webs ,utim otherwise shown. Connector plate alzes zee minimum sizes based on the forces sham and my need to be increased for certain hand- Ing and/or erection stresses. This truss is not o be fabricated with fire retardant treated umber unless otherwise shown. For additional nforrnatlon on Quality Control refer to ANSI/TPI 1-1995 'RECAUTIONARY NOTES Ill bracing and erection mcomnendatlons are o be followed in accordance with "Handling nstaWng d Bracing', HlB-91. Trussesare to a handled with particular care during banding nd bundling delivery and Wtallation to avoid %mage. Temporary and permanent bracing ar holding trvsses in a straight and plumb pos- '.ton and for resisting lateral forces shag be 'signed and installed by others. Careful hand- ng is essential and erection bracing is always miulred. Normal precautionary action for Imes requires such temporary bracing during istallation bdween trusses to avoid toppling nd dominoing. The supervision of erection of asses shag be under the control of persons zpertenced in the Intalbuon of trusses. mfessional advice shag be sought if needed oncentmllon of conslrucUon loads greater tan the design lands shag not be applied to sasses at any lime. No loads other than the eight of the crecton shag be applied to asses until after all fastening and bracing completed. .Its: AKLINGTON K 3&4 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: ARLK_ 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 20 pounds of horizontal reaction WndLod per ASCE 7-98, CaYC, V_ 125niph, H= 15.0 ft, I- 1.00, Eip.Cat. B, Rzt= 1.0 Bld Type. Encl L= 58.0 ft W. 0.8 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 -6 0.01 4- 3 0 0.01 0-9-0 1 TI: W QTY:2 -----Joint -- =_===_=_=_ Joint Locations____.____ 1) 0- 2- 3) 0- 9- 0 2) 0- 9- 0 4) 0- 2- 1 ---- MAX- REACTIONS PER BEARING LOCATION------ X-Loc Vert Horiz Uplift Y-Loc 0- 7-12 16 20 -44 TOP PIIN 0- 4- 0 76 24 -143 BOT PIN 0- 7-12 8 0 -3 HOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 143# Support 2 44# Support 3 3# 0-10-14 0-9-0 11 31 77# 8.0011 17# 2.50" 1-1-9 0-9-0 ' 8# 2.5 0-0-1 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER(ANSI/TPI 1-1995 Over 3 Su C/L: 0-7-LJRO-0-1) Supports (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VAh'NP84A DB.OVIEDO.PL92760 Design: Marrir Anmfysis YVAKMIIV(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 erectlon bracing, wind bracing, portal bracing or similar bmcing which is apart of the building design and which must be considered by Une building designer. Brae ing shown is for lateral support of truss members only to reduce buckling length. Provisions must be mad' to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required, [See HID-91 of TPI), rrruss Plate Institute, TPI, is located at 5a3 D'Onofrio Drive, Madison, Wisconsin 53719). JOB PATH: C:ITEE-LOKINOMED/R Attach with (1) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 1.7484 Eng. Job: Dwg: Dsgnr: TLY Chk: WOFA7RK Truss ID: W Date: 4-21-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live O.o psr O.C. Spacing: 24.01' BC Dead 10.0 psf Design Criteria: TPI Code Desc: TOTAL 33.0 psf V:09.05 02- 21620-11 HCS: 08.20.02 JD: HKL111lziIUN K JU 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 dlscUums any responsibility for damages as a result of faulty or Incorrect Infomwtlon. specifications and/or designs furnished to the thus designer by the client and the correctness or accuracy of this Informatton as It may relate to a spe- cilk project and accepts no responsibility or exercises no control with regard to fabrica. tion, handling, shipment and Installation of trusses. This lass has been designed as an tndlvldual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as pan of the building design by a Building Designer (registered architect or professional engineed. When reviewed for approval by the building designer, the design Iwdlnpg 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 scow bads• project specifications or special applied Inds. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are contlnu. ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rtgld ceiling, they should be braced at a maximum spacing of IO'-0' o.c. Connector plate shall be manufactured from 20 gauge hot dipped gahanlzed steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Wtalled over knotholm knots or distorted gram. Members shall be cut for tight fitting wood to wood bearing. Con- nector plain shall be located on both faces of the tnsa with naps fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate b 5- wide x 4- long. A 6x8 plate Is 6' wide x 8' long. Slots (holes) run parallet to the plate length specified. Double cuts on web members shall meet at the "Mrold of the webs unless otherwise shown. Connector plate sizes are mm"num sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with the retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bmcing and erection recommendations are to be followed in accordance with 'Handling Installing & Bracing", HIB-91. Trusses are to be handled with particular cue during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- nion and for resisting lateral forces shall be designed and Installed by others. Careful hand. ling b essential and erection bracing is always required. Normal Precautionary action for trusses requires such temporary bmctng during Installation between trusses to avoid toppling and dtmtinotng. The superdslon of erecllon of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought If needed. Commnuailan of construction bads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after au fastening and bracing Ls completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 BEAR. BLK: 2x4 SP #3 WndLod per ASCE 7-98, C&C, V- 1251rph, H- 15.0 ft, i= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl L. 40.0 ft W= 10.7 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=-0.09" D= 0.02" T=-0.07" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" RMB = 1.15 WO: ARLK WE: Analysis based on Sinplified 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. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 448# Support 2 518# ..TC:..FORCE... CSI ..BC ... FORCE ... CSI 1- 2 -998 0.45 6- 5 920 0.22 2- 3 -964 0.52 5- 4 55 0.14 l l-" TI: X QTY:12 ==__ ====-=Joint Locations=============== 1) 0- 0- 0 3) 10- 8- 8 5) 5- 4- 4 2) 5- 4- 4 4) 10- 8- 8 6) 0- 0- 0 --MAR. REACTIONS PER BEARING LOCATION----= X-Loc Vert Horiz Uplift Y-Loc Type 10-10-12 357 0 -518 TOP H-ROLL 0- 4- 0 432 243 -448 BOT PIN PROVIDE HORIZONTAL CONNECTION PER SCHEDULE ; Support 1 243# 11 Z 3 0 0-11-8 1 T 1-8-1 1 2-6-5 2.00 0-8-0 038 1 10-0-8 6 433# 8.00" 5 4 L, 1-7-2 1 358# 2.50" (R1-7-O) 10-8-8 L 0-3-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSllTP1 1-1995 (R(Res-2-ls> scale = 0.4694 fMaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 rr1kKr41NU: 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 bmebtg which is a part of the building design and which must be considered by the building designer. Bracing n isshowfor lateral support of truss members only to reduce buckling ength. Pr Jsions must be made to anchor lateral bracing at ends and specified I=Uons deterNned by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). ffruss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wlsconshi 53719). Eng. Job: Dwg: Dsgiir: TLY Clik: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf Truss ID: X Date: 4-21-03 DurFac - PIt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: Design: Marrix Analysis 108 PATH: C:ITEE-LOK1110MEO1R HCS: 08.20.02 DESIGN INFORMATION This design is for an Individual building component and his been baud on InfonoaUon provided by the client. The designer dlsctalms any responsibility for damages as a result of faulty or incorrect Information, speeincouans and/or designs famished to the truss designer by the client and the correctness or accuracy of this information as It may relate to a spe- ctfle project and accepts no responsibility or exercises no control with regard to fabrica- tion. handling. shipment and tnstallallon of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1.1995 and NDS-97 to be Incorporated as pan of the building design by a Building Designer (registered architect or professional englneerl. When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes, local climatic records for wind or snow loads. project specflleallons or special applied loads. Unless shown, truss has not been designed for storage or occupancy Inds. The design assumes compression chords (top or boUorn) are continu. ously braced by shcathing 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 plats shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricators plus and to realize a continuing nuponslbtlity for such veri- Bcatfon. Any dsempaneles are to be put In writing before cutting or fabrlcaUon. 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 shag be located on both faces of the truss with nalls fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6.x8 plate is B' wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the mritroid of the webs unless otherwise shown. Connector plate sues are minimum slue based an the forces shown and may need to be mu' sed for mr am hand- ling and/or erecUmn stresses. This truss 13 not to be fabricated with fire etardant treated lumber unless otherwise shown. For addlUonal Information on guahty Contml refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erecuon recommendatlons are to be followed In accordance with "Handling Installing @ Bracing'. IHS-91. Trusses are to be handled with Particular care during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracingfor holding trusses In a straight and plumb pos. [Lion and for resisting lateral form shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal Pmmuuonwy action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dombioing. The supervislon of election of trusses shall be under the control of persons experienced In the bnslaUaUon of trusses. Professional advice shall be sought If needed. Concentration of construction loads Beater �than the design Inds shall not be applied to trusses at any time. No loads other than the wetght of the erectors shall be applied to trusses until after all fastening and bracing L, completed. .fn: HKLINVIUN K 3&4 AC: 10# UPLIFT D.I. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior hearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 232# MAX LIVE LOAD DEFLECTION: L/364 at Mid -panel # 3 L=-0.34" D= 0.07" T--0.27" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.03" RMB - 1.15 WO: ARLK 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. WndLod per ASCE 7-98, CrrC, V= 125mph, 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 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 1041 0.53 5- 4 -1173 0.40 2- 3 -89 0.37 0 TI: XI QTY:2 __ - == ===Joint Locations===========___= 1) 0- 0- 0 3) 10- 0- 8 5) 0- 0- 0 2) 5- 1- 8 4) 10- 0- 8 ---MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 10- 1- 4 80 0 -243 TOP H-ROLL 0- 4- 0 399 232 -422 BOT - PIN 10- 1- 4 246 0 -261 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 422# Support 2 243# Support 3 261# 2-44 1-7-3 1 0-8 Iltr�q�{tI' I 9-7-0 5 400# 8.00" 4 Iw 1-7-2 1 80# 2.50" 1 (111-7-0) 1 10-3-0 247#! .50" EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 Over 3 Supports C/L: 1 -1-4 scale = 0.4971 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE N0050068 1005 VANNESSA DROVIEDO.FL32766 Design: Afarrix Analph vyHKMIMU: READ All NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erection bracing. wind bracing. portal bracing or similar bracing which Is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor latcml bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). frruss Plate institute. TPI, Is located at 583 60"ofno Drive. Madison. Wisconsin 53719). JOB PATH: C:ITEE-LORINOMEDIR Eng. Job: Dwg: Dsgur: TLY Clik: W. ARM Truss ID: X1 Date: 4-21-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 13C lave 0.o psf O.C. Spacing: 24.011 BC Dead 10.0 psf Design Criteria: TPI Code Desc: TOTAL 33.0 psf V:0 .05.02- 21623-11 HCS: 03.20.02 DESIGN INFORMATION Thb design Is for an Individual building component and has been based on information provided by the client- The designer disclaims any responsibility for damages as a result of faulty or Incorrect information. specifications and/or designs furnished to the taus designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cInc project and accepts no responsibility or exerebo no control with regard to fabnca- ... handling, shipment and Installation of trusses. This truss has been designed as an Individual budding component N 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 engmerA. When reviewed for approval by the building designer. the design loadings shown must be checked to he sure that the data shown arc In agreement with the local building codes. Ions climatic records for wind or now loads. project sp2limuons or special applied loads. Unless shown. truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are conitnu. ously braced by sheathing unless otherwise specified. Where bottom chords in tendon are not fully braced Laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of 10'-0' o.e. Connector plates shall be manufactured from 20 gauge hot dipped yJvardted steel meeting ASIM A 653. Cmde 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's plaza and to radize a continuing responsibility for such veri- Motion. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted gain. Members shall be cut for tight Ruing wood to wood tearing. Can. nector plates shall be located an both faro of the truss with nabs fully imbedded and shall be sym, about the joint unless otherwise shown. A 5x4 plate Is 5- wide x 4- long. A 6x8 plate is 6, wide x 8- long. Slots Iholes) 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 sloes are minimum sues based on the forces shown and may need to be Increased for certain hand. Iing and/or erection strewn. Thistruss Is not to be fabricated with Ilre retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with'ftandling Installing & Bmcmg'. 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 pas- 81on and for resisting lateral forces shall be destgned and installed by others. Careful hand. ling is essential and erection bracing is always required. Normal precautionary action for muses requires such temporary bracing during Iflstallatlon between trusses to avoid toppling and dominobng. The supervision of erection of trusses shall be under the central of persons experienced In the Installation of muses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to '.cusses at any time. No loads other than the weight of the erectors shall be applied to .cusses until alter all fastening and bracing s completed. JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 368# Support 2 433# Support 3 13# MAX LIVE LOAD DEFLECTION: L/598 at Mid -panel # 2 L=-0.15" D- 0.02" T=-0.12" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: Tit 0.00" RMB - 1.15 3-1-8 0-6-6 Face = 0-2-8 I 308# 8.00" WO: ARLK WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. 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- 40.0 ft W= 7.2 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 -131 0.51 4- 3 -16 0.39 TI: Y QTY:2 =_=_= ___ =====Joint Locations=============== 1)0- 9-11 3) 7- 3- 0 2) 7- 3- 0 4) 0- 9-11 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loa 7- 1-12 172 0 -433 TOP H-ROLL 0- 4- 0 308 249 -368 BOT PIN 7- 1-12 67 0 -13 BOT H-ROLL PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 249# 7-3-0 11 1 2 0 - 1-6-0 ` (111-5 3) ele EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 rMaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Matrix Afmj�sis Connection by others. 2.00 I 172# 2.50" 7-3-0 671/ 2 50" Over 3 SupSupportsC/L- -1-12scale = 0.6719 YVAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing. wind bmctng, 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 trues members only to reduce buckling length. Novlslons must be trade to anchor Lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. ISee 1118-91 of TPI). rrrusa Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). TOTAL Eng. 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 33.0 Dsf Truss ID: Y Date: 4-21-03 . s_v DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: !OR PA771: C:ITEF-LOKLHOMEDIR HCS: 08.20.02 .its: ARLINGTON K 3&4 AC: 10# UPLIFT D.I. DESIGN INFORMATION This design is for an Individual building component and has been based an information provided by the client. The designer disclaim any responsibility for damages as a result of faulty or Incorrect bdonnaUon. specNratirm 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- c1f1c project and accepts no responsibility or exerclsw no control with regard to fabrica- tion. handling. shipment and Installation of trusses. This thus has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated w part of the building design by a Building De ilgner Iregtstered archttect or professional englneerl. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the ben[ budding codes. local cBmauc records for wind or snow loads. project specifications or special applied bads. Unless shown, trios has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied right ttWng, they should be braced at a maximum spacing of 10.0• o.e Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this dmwtng to verify that this drawing is In conlorn ance with the fabricator's plans and to realize a continuing responsibility for such veri- flcatiom Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shag be located on both faces of the thus with nags fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5' wide x 4' long. A 6x8 plate is 6' wide x S' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members stall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum slow based on the forces shown and my 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 ANSIrMl 1.1995 PRECAUTIONARY NOTES All bmctng and erection recommendations are to be followed in accordance with'Handllng Installing R Bracing% RIB-91. Trusses are to be handled with particular core during banding and bundling, delivery and Installation to avoid damage Temporary and permanent bmctng for holding trusses in a straight and plumb p-- Won and for resisting lateral fortes shall be designed and installed by others. Careful hand. ling is essential and ereeUon bracing is ahcays required. Normal precautionary ocuon for trusses requires such temporary bracing during Instaltallon between trusses to avoid toppbg and dominaing. She supervision of erection of trusses shall be under the control of persons experienced In the li stallatlon of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the welghl of the erectors shag be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 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--0.02" D=-0.02" To-0.03" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: Ter 0.00" RMB . 1.15 WO: ARLK 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 mil be able transfer 82 pounds of horizontal reaction .TC ... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -31 0.32 4- 3 -173 0.16 TI: Z QTY:2 _____------- ar=Joint Locations =>aa=o====a=a=== 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 4- 1-12 87 82 -225 TOP PIIN 0- 4- 0 212 117 -396 BOT PIN 4- 1-12 54 0 -42 BOT H-ROLL WndLod per ASCE 7-98, Cfi,C, V. 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type= Encl L= 40.0 ft W= 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 1 2 2.00 _J 0-8-0 I � 4 212# 8.00" 1-7-2 I (R1-7-0) I - EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPL 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE //0050068 1005 VANNESM DROVIEDOXI-32766 Design: Marrit Analysis 87# 2.50" — 4-3-0 54N 2 0" Over 3 Supports C/L: 4-1-12scale = 0.9442 WAMINU: READ ALL NOTES ON THIS SHEET. Eng. Job: : ARLK A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D`vg: Truss ID: Z CONTRACTOR. Dsgnr: TLY Chk: Date: 4-21-03 BRACING WARNING: TC Live 16.0 psf DurFac - LFF 1.25 Bmcing 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 tire bulldgng designer. Bracing TC Dead 7.0 psf DurFac - Pit: 1.25 shoun is for Lateral support of truss members only to reduce buckling length. Protblons must be BC Live 0.0 psf O.C. Spacing: 24.0" made to anchor lateral bracing it ends and specified locations deterrnmed by the building designer. Additional bracing of the overall structure my be required. (See HIB-91 of TP71. BC Dead IU.0 p$f Design Criteria: TPI frruss Plate Institute, TPI. is located at 563 D'onolho Drive. Madison. Wisconsin 537191. Code Dese: TOTAL 33.0 psf V70 ,05.02- 2 62 - 1 JOB PATH: C (TEE-LOKIHOMf.DIR HCS: 08.20.02 DESIGN INFORMATION 'fhb design is for an Individual building component and has been based on Information provided by the chent. The designer disclaims any responsibility for damages as a result of faulty or Incorrect mformatlon. specifications and/or desigts furnished to the truss designer by the client and the correctness or accuracy of this information as it may relate to a spe- tdf c project and accepts no responsibility or exerelses no control with regard to fabrica- Uon, handling, shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance with ANSIfM 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 Iwdings shown must be checked to be sure that the data shown are N agreement with the local building codes. local chmatic records for wind or snow loads. project specltl©Uons or special applied Toads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes uwmpressbn chords (top or bottom) are continu. ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid telling. they should be braced at a maximum spacing of 10'-(' o.e. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel in-Ung ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a continuing responslbWty for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for tight fMUng wood to wood hearing. Con. nector plates shag be located on both faces of the truss with na is fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5' wide x 4' long. A 6x8 plate is 6' wide x 8' long Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are mmanum sties based on the forces shown and may need to be increased for certain hand. ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional mformauon on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES j All bracing and erection recommendations are to be followed In accordance with 'Handling installing & Bracing'. HIB-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 pw- Man and for reststiig lateral forces stall be designed and installed by others. Careful hand- ling is eaaentlai and erection bracing is always required. Normal precautionary action for trusses requtrm such temporary bracing during installation between trusses to avoid toppling and dolnlnoing. The supervision of erection of trusses shall be under the control of persons ecperionced In the installation of in==. Professional advice shall be sought if needed. Concentration of construction bads greater than the design !cods shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to tru sses until after all fastening and bracing Is completed. its: ARLINGTON K 3&4 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 1 226# 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 - 1.15 1-4-7 T 0-66-6 WO: ARLK . WE: MULTIPLE LOADS -- This design is the Composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WadLod 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= 40.0 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 -55 0.01 0- 3 20 0.01 TI: Z 1 ATY:2 ==1)a=========Joint Locations__ 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 I 0-8-0 1-0-4 4 3 1-7-2 138# 8.0011 48# 2.50" (R1-7-0) 1-84 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 LMaronda 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 rrHKninc,: 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 tniss members only to reduce buckling length. Prrnlsions must be trade to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the metal] structure may be requbed. (See HIB-91 of TPI). f rut s Plate Institute. TPI, Is located at 583 D'Onofrto Drne. Madison. Wisconsin 53719). Plate Height = 0-2-1 Eng. Job: Dwg: Dsgfir: TLY Clik: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 scale = 1.5329 Truss ID: Zt Date: 4-21-03 DurFac - Plt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: Design: Malrir Analysis JOB PATH: C:ITEE-LOKIHOMWIR HCS: 08.20.02 Master File #7 Central Florida B.O.A.F Exterior Window and Door Master Filing Checklist I. Sufficiency Review Manufacturer Name: Nora ndex/Revnolds Distribution Model Number(s): 1 "x4" and 1 "x3" Aluminbm Mullions Contact Name & Number: Christopher M Fuertsch — (407) 667-9390 Please ensure the following are contained in your submittal: X Two (2) signed and sealed engineered installation details. One (1) signed and sealed test report. One (1) signed and sealed engineered calculations for alternate fastening method, if applicable. I!. Governmental Product Approval: Agency Initials/Date Agency .Initials/Date Brevard, County of Melboume, City of Cape Canaveral Mt. Dora,, City of Cocoa Beach, City of Orange, County of ACP 3/1'5/02 Eustis, City of Port Orange, City of Indialantic, City of Rockledge, City of Indian .Harbour, City of Satellite Beach,, City of Lake, County of SN 3/26/02 Seminole, County of Lake Mary, City of RJ 4/05/02 Tavares, City of Leesburg, City of SS 3/26/02 Titusville, City of Maitland, City of West Melbourne, City of Malabar, City of Winter Park, City of LP 3/26/02 Melboume Beach, City of ALIAS REVIVIVED CITY. OF SANFORD Scan Date 4-4-02 Created on 02/04/02 Pagel of 2 NORANDEN PAGE 29 ° a ° ° . ° SEE CHART FOR dA a as b c . e •9d°/—FASTENERS CAULK TOP{ u OF MULL #10 •X 3/4" TEX SCREW i JAM WINDOW lx3 MULLIONN XI��LA— lx4 MULLION (XFLA— WINDOW 5/8" JAMB #10 x 3/4` TEX SCREW CAULK F BOOM PRECASTED -' SILL p D D p p D I 1-1/8" 3/8' MIN. WINDOW HEAD 26-1) 39) FLA--45 MULLION ANCHOR 'CLIP 16 GA. GALV. SHEET METAL 800 LB. MAX CAPACITY 7/8' lx3 MULLION XFLA-26-1) lx4 MULLION RFLA-39) WINDOW SILL 3/8"MIN. --F 3 "MIN. MAWACTURER NAME: . 3/4"MAXmAJTE1il Fm % SEE CHART FOR p p ' FASTENERS • NOTES_ 1) ALL ALUMINUM EXTRUSIONS'ARE ALLAY 6063 T8, OR 8003 T5. ( / CHARLES L •PpCON A �N, P.E. 2)ON EACH ANGLE LEG, 13 ONE THE TppCON SHALL1b2-) FL REG. ENG.. # 40121 -PLACED ON MULLION CLIP CENTERLINE. DATE:3/21/02 3) CONCRETE COMPRESSIVE STRENGTH = 3.000 PSI AT 28 DAYS. � �, - A B.O.A.F. I'1'I IMANDEX PACE' 30 rU'Rrti: ' 1) ALL All OR 608 2) MMN I ON RAC PLACED 3). CONCRE AT 28 1 CHARIM PL Rm. AATM MANUFA MASTER DW SILL SH HEAD DW SILL iH HEAD oll NORANDEX PAGE .24 AlApWACTURER NAW e A � (2) 00 x 1-3/4- PH-SMS INTO 2 x B 3/16"0 x 2-3/4` TAPCON THRU I BY BUCK, (SHOWN) WITH A 1-1/4' MIN, EMBEDMENT INTO MASONRY SEE ELEVATION FOR ANCHOR SPACING. (2) #10 x 1-3/4` FH-SMS INTO .2 x BUCK SEE ELEVATION FOR ANCHOR SPACING. (2) Q10 x 1 3/4` PH -SUB 1NT0 2 By BUCK WITH 1-1/2' MIN. EMBEDMENT. SEE ELEVATION FOR ANCHOR SPACING. I (— WOOD BUCK 3ALL 10, RPM & 60.0 DP... 1<7.975' 46 18 (4) 24 6 OB.S' 46 48 le e 152-760' 57.5 57.5 24 9 Mew 80' ISI 67.6 57.a 18 e 76.5' 67.5 67.6 IB 6 126' fi0' 58.7 68.7 88.6 26 10 e e1e23 201' 45 48 90 e 10 . 147.875' gir 45 45 (4) 24 10 BC.6' 46 IS 18 10 t52.750' 3 (6) 41le 616 514 48.D 516 55.4 24 19 to 10 to to lll.'Y78' Mr tell" De' (E6) a4.6 54.6 54.5 54.5 20 t0 10 10 t1e26 ft/ IN PARSIMUM RWi__Gv Pam, =9 0i rw6 W AS REQUIRED � ID SHIM ( SHOWN) TYP. JAMB. SE( MUDD TRACK AS REQUIRED 1 H 2 BY (2) 3/16'0 x 2-1/4' TAPCON OR -- MIAMI DADE APPROVED CONC. FASTENER SEE ELEVATION FOR ANCHOR SPACING. NOTES: 1 SHIM AS REQUDZED,. MAX SHIM STACK 1/4`. 2; ALL ALUMINUM EXTRUSIONS ARE ALLOY 8063-T5. OR T8 WITH TYPICAL -WALL THICKNESS OF • 0.62' . 3 USE HIGH QUALITY-CAULIK BERM WINDOW FLANGE. 4 GLASS THICKNESS BASED -ON TABLE E1300 GLASS CHARTS, AND MAY VARY DEPENDING ON SIZE. 5) THE RESPONS®ILrry . FOR SELECTION OF NORANDEX PRODUCTS TO MEET ANY APPLICABLE' LOCAL LAWS, BUDDING CODES, ORDINANCES -OR OTHER SAFETY TION REQUIREMENTS REST SOLELY WITH THE ARCHITECT, ICOPSVE� 7) CONCRETE COMPRESSIVE STRENGTH - 3.000 PSI AT 28 DAYS. 1/4` SHIM -. MAX Na OP ANCHORS No: OF ANCHORS 04 O O HKA Sul It ,� �q 10 W W L] 30 a A 24 to 6 e �5 G Is to 6 O A 20 a 10 so 8 to Q O (r� c Cr to O le is t0 24 t0 Ia to C O a A y p' 18 20 10 t0 to to ('L) 3/16-0 x 2-3/4` 4 rs k �° e TAPCON OR MIAMI DADE APPROVED CONC. Q y b . N FOR to ci O' N &) y > q0 Rft- i y .t • a A tom-. �� ul �I�m • 11�131�1�1 � IQI (2BY2)nca nt7unu (4BY2) 7iwa, na7untt l NORANDEX PAGE 23 I a ° (2 JIO x 1-3/4' PH-SMS INTO 2 BY BUCK OR 3/16'0 x 2-3{4' TAPCON THRU I BY BUCK (SHOWN) WTH SEE A 1-1 ION OR EM IDU p CDM ING MASONRY. (2) f to x 1-3/4' FH-SMS INTO 2 Y BUCK SEE ELEVATION FOR ANCHOR SPACING. T <_ OPTIONAL 2 BY WOOD BUCK (2) 010 x 1 3/4' PH -BUS INTO 2 BY SEE ELEVATION MR ANCHEMBEDMENTOR SpACI G Jr-2 x IMOD BUCK 3/16" TEMPERED GLASS PANEL .SIZE INCHES DESIGN LOAD CAPACITY—pSF NO. OF ANCHOR SCREWS IN FRAME HEAD AND. SILL JAMB, WIDTH/HEIGHT EXTERNAL INTERNAL Xx xxx ALL 301ije x 59�%p'" 53.3 55.8 ' 10 16 18 363 a7 x 6912. 49.8 49.8 12 6 18 22 30 his* x .791/2 " 49.7 49.7 10 6 16 20 38 %6* x 791/2 " .. 45 45 12 .8 18 22 SERIES-600 ALUMINUM sUDTNG GLASS FAENER CHARTDOOR ALL ST e OPERABLE PANELS nn � r�A )(i,�,A,�7� (2) 3/16'0 z 2-3/4' TAPCON OR MIAMI �AIVI)Ia s wim AGIrriA I x �ooD eucc DAEo coNc. . FASTENERS.. II SEE ELEVATION FOR ANCHOR SPACING. `HORIZONTAL sffiM .AS' RE I1HtED TYP. SECTIO WOOD SHIM gSHO 6 OR MUDD TRACK aT REQUIRED I. 'BY 2 BY RUCK O (2) 3/1670 x 2-1/4' TAPCON OR MR SEE ELEVAATIONPROVED FOR ANCHOR PACCING. ° NOTES: m v 1 SHIM AS' REQU[(iED; MAX SHIM STACK 1/4'. 2) ALL ALUMDJUM EXTRUSIONS ARE ALLOY 6063-T5 /� m A OR T6 WITH- TYPICAL WALL THICKNESS OF 0.62' e 3) USE HIGH.QUAIITY CAULK BEHIND WINDOW 'FLANGE: p i 4 a GLASS THICKNESS BASED ON TABLE E1300".GLASS X X CHARTS, AND MAY VARY DEPENDING ON SIZE.. 6) SHE RESPONSIBILITY FOR -SELECTION •NQFANDEX PAN PANEL .OF PRODUCTS TO MEET ANY APPLICABL$ LOCAL.;LAWS, BUILDING CODES.. ORDINANCES "SAFETY HEADER AND SILL SECTION REQUIREMMM REST 'SOLELY WITH THE.OR-:OTHER.ARCHITECT. HULLOING °.OWNER 'UR .�. gym• - CONTRACTOR. TYP. 1 BY BUCK 8) CONCH CQMPRESSIVE STRENGTH a 3.000 PSI ' 29DAYs.E N 1/4' SUM —' MAR tar X PANEL X PANEL X PANEL. -X PANEL /0111 (26Y2) ar (4BY2) trAeu pMTM �i o � czk t4 cq Qb Q . ko'�v G NORANDEX PAGE 22 1¢ LOX 1-1 4' P.H. S.M.S 10 X 1-3/4' P.H. S.M.S. Ur/1-1/2' MN. EMBEDMENT W/1-1/2' MIN. EMBEDMENT. NOTES: SEE ELEVATION FOR SEE ELEVATION FOR 1) 'SHIM AS REQUIRED, MAX. SHIM STACK 1/4'. ANCHOR SPACING. .ANCHOR SPACING. 2) ALL ALUMINUM; EMUSIONS ARE ALLAY 606E—T5 OR: It: S9IM TYPICAL• •WAI4 THIC[O1LSS OF 0.62' . 3) USE ,HIGH.:QC1AIa7 y EWill it BEHIND WINDOW FLANGE. O4) GLASS, �I3AIIIOY VARY DEPENDING ONON. TABLE: OSIZI GLASS A pDoo 5) THHE:`RESPhwwntr-m.` -%o u� R S ELECPION OF NORANDEX PRO1)iiCT3;:Tp:;MEET.,ANY APPLICABLE LOCAL LAWS, BUQ DB{G.?CODL9; O12DINAN¢ES .OR OTHER SAFETY o BUU ffRIv1SENT5':jk ST. `SOLELY WITH THE ARCHITECT, BLIIIiIIYNG pq :O�R:pR"CONTRACTOR. 8) NOTE `• `INDICATES THAT EQUAL. FASTENERS AT HEAD' AND Si1I::Al2E REQUIRED. ALT. FIN ATTACHMENT UNDER SHEAT- HNG # • 10 X 1-3/4' . .t a•NT-HAii Ni ORMA &6,A.F. N/1-1/2• MIN. F=EDMENT SEE. ELEVATIONMAT- jtOR ' A NAM- ORQ.beX ANCHOR SPACING. MASTER FRE # 3 HEADER 'AND SILL SECTION w/1�1j21 MIN. EMBEDMENT WOOD FRAME SEE. ELEVATION OR ANCHOR SPACING. (TOP AND BOTTOM) 4 • CHARLES.' A: FL REG: •ENG:49121 DATI4•, 3/Q7/OZ' 11 ONS WINDOW FASTENER -SCHEDULE N NHFAD/ LL N0. JAMB iICM) SEE 'NOTE 6 95 45 60 95 46 60 C7 q PS PS PSF PSF PSF PSF to t;, 2 2 2' 2 2 2 w. 25' —2. 2 9 _3 2' 3• '�' 2 2 2. q V 2 2 4'• 2 2 q . _- 3 3 3 3 '30 4• T '� 3 3 3 3 M 2 2 2--2-.-3 3 39 3 3 s q ti GJ � 3 4• 9 62' 2 2 _2 2 9 9 2• •2• 3• q. 9 3- B- STAM -A OF V�DETAH_-c a ,;DETAIG-B _ ti h w.y� 4 5 4 5 4 5 qo q=4�• ' d 5 t 9 NORANDEX PAGE 10 $ 10 X 1-3/4" 0 F I i W/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. cn U Iv U T 10 X 1-3/4" P.H. S. M.S. W/1-1/2' 141N. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACI — . . ryp.MUMFACMM FHX # N,&0 ALT. FIN ATTACHMENT 0X 1-3/4- P.H. ��13/�Mr UNDER SHEATHING SEE' ELEVATION FOR FOR ANCHOR SPACING.-- 1/4' MAX — SHIM (BOTH TYP. JAMB SECTION WOOD FRAME NOTES: 1) SHIU AS REQUIRED. MAX SHIM STACK 1/4 ALU 2) ALL !lINUM E USIONS ARE ALLOY 6063-75 OR T6. WITH TYPICAL WALL THICKNESS OF 0.62" . .� 10 X 1-3/4" P:H_ SALS. 3) USE'RIGH-QUALFFY.CAULK';BEHM WINDOW- FLANGE. W/1-1/2' MIN, EMBEDMENT 4' GWS THICKNESS'HASED 'ON TABLE E1900 CLASS Oooums SEE. ELEVATION FOR CHARf3 AND"MpY'VARY DEPENDING ON SIZE. B = ANCHOR SPACING- 5) THE RESPONSIBILITY FOR'SELECTION OF.'NORANDEX PRODUCTS'`TO MEET ANY APPLICABLE LOCAL LAWS, BUILDING•:.C6DES.-'6RDINANCES OR OTHER SAFETY HEADER AND SILL SECTION REQUIREMENT$ 'REST SOLELY WITH THE ARCHITECT. BUIIDDQG OPiNER :OR CONTRACTOR CHARLES A PA 'P.E: -6) NOTE ' INDICATES:THEQUAL FASTENERS AT WOOD •FRAME FL REG. ENG. -0.449121. READ AND' SILL 'ARE REQUIRED. DATE; 3/27/62 3" J al T" -iV aG Ir AIL —A DETAAIL—C SASHr DETAIL-B , I NORANDEX i PAGE 21 3 16" 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 ANCHOR SPACING. 1) SHIM AS REQUIRED, MAX SHIM STACK 1/4". 2) ALL ALUMINUM -EXTRUSIONS ARE ALLAY 6063-T5 OR TB WITH TYPICAL WALL THICKNESS OF 0.62" 3USE O Ld,d HIGH QUALITY CAULK. BEHIND WINDOW FLANGE 4 GLASS THICKNESS BASED ON TABLE E1300 'I4 _ ' ° ..` GLASS CHARTS; AND MAY VARY DEPENDING ON SIZE. 6) 1LE` RESPONSI MML FOR •S2I&TI''0WOF .NORANDEX PRODUCTS TO MEET ANY APPIi1CABLE ,LOCAL LAWS. •BUILDING CODES, :ORDINANCES OR':OTHER SAFETY REQUIREMENTSt•RFST *SOLELY WITH 5 THE ARCHITECT; BUILDING OWNER -OR CONTRACTOR 6) A PRESSURE TREATED: WOODEN'':BUCK:OR' MARBLE SILL SHALL BE :ADDED *UNDER' THE PRODUCT TO FULLY ® SUPPORT' UNIT.. •THIS 'SUPPORT SHALL BE FIRMLY ATTACH® INTO MASONARY' AND SUPPORT THE PRODUCT OVER ITS FULL LENGTH (SUPPIJED BY OTHERS), 7) CONCRETE COMPRESSIVE STRENGTH.- 3.000 PSI AT 28 DAYS. ® ALT. HE SECTION 6) ; OrE • INDICATES THAT E UAtj]RDL FASTENERS AT TYP. 2 BY BUCK B.O.A.F.• SAO" TAPCON ��*��EO MA Ui'ACTM NAM, W/1-1/4- MIN.'EMBEDMENT—/1%A4Ale) ,lr (SEE ELEVATION FOR ANCHOR SPACING) MASTL' R FfLE a 4 I CALL SIZE WIDTH W x ® lay oL U a' n.. I' •' 1 BY BUCK © 2 BY BUCK 1/4- SHLM TYP. JAMB SECTION MAX (BOTH JAMBS) - 1 •BY 2 BY BUCK r4 ® 10 F.H. S.M.S. p p D p ® W/1-1/2" MIN. EMBEDMENT SEE NOTE 6 SEE ELEVATION FOR ANCHOR SPACING. CHARIES IL N, P.E HEADER AND SILL SECTION F- REG. ENG. # •481?^1 TZ'P. 1 'BY BUCK DATE: 12/1r/oI WINDOW DIMENSIONS FASTENER SCHEDULE NO. AN/CHORS N0. ANCHORS HEADILL JAMB WIDTH HEIGHT SEE NOTE (INCH) (INCHES) 35 45-60 35 45-60 PS (PSF) (PSF PSF is -le• 2 2* 2 2 1 28" .— — 37" 2 &► 2 2 53-1 8' 3 --3*— Z •18—�6• 2 2• � 2 3 264 2 36-1/4'. 2 2- 2 — 3 37 2 _ 3! 2 --A- 3 53-1 8' 3 — 4• 2 — 3 28-1�2 50-5/8' 2 2!_ 3 g 37" _ 2 — 30 3' _ 3 _ 3 10-1/6' 2 2. 3 4 28` 1 2 63" 2 — 2• 3 — 4 37 — 4 — 4 jo- 29 78-3/4' 2 2• 2 3 _ 3! 3d�� l-,f-OWL..l�f Y{' 4Q HMI -A //�/ IF - _-�DETA1L-C J- DETAIIrB ` . .NORANDEX PAGE 9 10 F.H. S.M.S. WITH A 3 1B' TAPCON IN. 1-1/2_MIN. EMBEDMENT WITH A SEE ELEVATION FOR 1-1/4' MIN. EMBEDMENT ANCHOR SPACING. ® SEE ELEVATION FOR I a ANCHOR SPACING. A _ A A d �4 750 TYp 4 NOTES: 1) SHIM AS REQUIRED, MAX SHIM STACK 1/4'. 2) ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063-T5 OR 3) USE THIGH QUA LITY6 WITH ACAULK BEHIND ITALL WINDOW FOLANGB 4 a 4 GLASS THICKNESS BASED ON, TABLE E1300 GLASS CHARTS, AND MAY VARY DEPENDING ON SIZE 5) THE RESPONSIBaM FOR SELWnON OF NORANDEX PRODUCTS TO MEET ANY APPLICABLE LOCAL LAWS, ' ( BUILDING CODES, ORDINANCES OR OTHER SAFETY REQUIREMENTS REST SOLELY WITH THE ARCHITECT, BURRING OWNER OR CONTRACTOR. 8) A PRESSURE TREATED WOODEN BUCK OR MARBLE SILL SHALL BE ADDED UNDER THE PRODUCT TO :4 FULLY SUPPORT UNIT. THIS SUPPORT SHALL BE FIRMLY ATTACHED INTO MASONARY AND SUPPORT rl THE PRODUCT OVER ITS FULL LENGTH (SUPPLIED m BY OTHERS). 7) CONCRETE COMPRESSIVE STRENGTH .. °1 AT 28 DAYS. a 9,000 PSI ALT. HEADER SECTION Tn'• 2 BY BUCK 1.500 ---L L 940 CENTRAL FLOR MA B, 0, A. F. MAN 'ACTURER NA-rae W/181/4'MNN EMBEDMENT XASTER �. SEE ELEVATION FOR FOR ANCHOR SPACING. CALL I BY BUCK 1/4' SHIM MAX (BOTH JAMBS) •Or D BD D N SEE NOTE 6 HEADER AND SILL SECTION - FL REG NC. #' 49121X TI r-• 1 BY BUCK DATE: 3/21/02 10 F.H. S.M.S. W/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. w U= mur rmnc I� D T1L �r@� 4C MAX /A' I'FF DETAIL-c SASH AV DETAIIrH 4 01, v MIA�MI•DADE - MIAMI-DADEMUNTY. FLORIDA METRO -DADS FLAGLER BUILDING PRODUCT CONTROL NOTICE OF ACCEPTANCE Prenldor Entry Systems 911 E. Jefer•sorl, P.O. Box 76 Pittsburgh ,KS 66762 BUILDING CODE•CONIPLIANCE OFFICE MEDRO-DADL' FI.AC,I•.lilt 13UILl)!NG 140 WEST FI.AGIXR S'I'itlili I', St)1'1'1: 1603 MIAMI, I"I.ORIDA 33130-1563 (303) .i73-29U I FAX (303) 373-290S CON-11CAC-1'OR IACI:NSI.NG SIEC('IUX (3 (j5) 375.2527 1'A.N (.105)175•?S SS c:o..vrtL%c-roitr�lc)ttc F,�11 rwvis1UN (3U5)175.2966 FAX (305) 375•29m IIII()nl:c:1' C:UM W)1. 1)1%'I�lo\ Your application for Notice of Acceptance (NOA) of: (US) 375�2702 FAX-(.105) 37Z•6119 Entergy-6-8 S-SV/E Inswing Opaque Double w/sidelites Residc,Iti:11 Insul:ltcd Steel Door under Chapter 8 of the Code of Miami -Dade County governing the use ol'Alternate Mliterials and•Types of Construction, and completely described herein, has been recommended for acceptance by the Miami -Dade County Building Code Compliance Office.(B000) under the conditions specified herein. This NOA shall hot be valid after the expiration date stated below. BCCO reserves the right to secure this product or material at any time from a jobsite or manufacturer's plant for quality control testing, if this product or material fails to perform in the approved manner, BCCO may revoke, modify, or suspend the use of such'product.or material immediately. BCCO'reserves the right to revoke this approval; if it is determined by BCCO that- this product or material fails to meet the requirements of the South Florida Building Code. The expense of such testing will be incurred by the manufacturer. ACCEPTANCE NO.: 0.I-0314.24 +' EXPIRES: 04/02/2006 .Raul Icoongucz Chief Product Control Division THIS IS THE COVERS1']EET. SEE ADDITIONAL PAGES FOR SPECIFIC AND GENERAL CONDITIONS BUILDING CODE &•PRODUCT REVIEW COMMITTEE, This application for Product Approval has been reviewed by'the BCCO and approved by the Building Code and Product Review Committee to be used- in Miami -Dade County, Florida under the- conditions set forth above. :APPROVED: 06/0i/2001 Francisco J. Quintana. R.A. Director Miami -Dade County Building Code Conl])li:incu Ofiicc \\10450001\pc200011tcmplatw\notice acceptance cover pase.dot Internet mall add!'l'S3: ])OtitlllatitCi �l)U11�111�CU(Il'OI111nC.CUlt1 IIOIIte])ahC: tltt]l:/1P11'11'.t)Ult(IIRhCO(�CUI1tI11C CUr11 Premdor Ehtry Svstems ACCEPTANCE No.: . 01-0314.24 APPROVED JUH 0 5 2001 EXPIRES 'At)ril 02. 2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS 1. SCOPE 1.1 This renews the Notice of Acceptance No. 00-0321.26 which was issued on April 28, 2000. it approves a residential insulated door, as described in Section 2 of this Notice of 'Acceptance, designed to comply with the South. Florida Building Code (SFBC), 1994 Edition for N'Tiami-Dade County, for the locations where the pressure rcquircmcnts, as.dctcrmincd by SFBC Chapter 23, do not exceed the Dcsign Pressure Rating values indicated in the approved drawings. 2. PRODUCT. DESCRIPTION 2.1 The Series Enter-y 6-8 S-W/E Inswing Opaque Double Residential Insulated Steel Doors witlt Sidelites-Impact Resistant Door Slab Only and its components. shall be constructed in strict compliance with the following documents: Drawing No 31-1029-EN1'-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-Dadc County Product. Control approval stamp with the Notice of Acceptance number'and-approval date by the Miami-Dadc County.Product Control Division.. These docum:tits shall hereinafter be referred to as the approved drawings. 3. LIMITATION'S 3.1 This approval applies to single unit applicatiogs of pair of doors and.singlc door only, as shoNvn in approved drawings. Single door units shall indlu.de all components describes! in the active leaf of this approval. 3.2 Unit shall be installed only at locations protected by a canopy or overhang such that the angle between the edge of canopy or overhang to sill is less than-45 degrees. Unless unit is inst:illcd in non-liabitablc areas where the unit and the area arc dcsi,ncd to accept water in(iliration. 4. INSTALLATION 4.1 The residential insulated steel door and its components shall -be installed in strict compliance %�Jlh the approved drawings. • 4.2 Hurricane protection system (shutters): 4.2.1 Door: the installation of this unit will not require a hurricane protection systcrti. 4.2.2 Sidclite: the installation of this unit %vill require a hurricane protection system. a. LABELING S.l 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 REQUIREN-1ENTS 6.1 Application for building permit shall be accompanied by copies ofthe following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies of the approved drawings, as ide-itilied 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 Buildin, O icial or the South Florida_13ttilding Code (SFBC) in order to properly evaluate the installation o ii s stem. Manuel crcz, P.E. Product Con xamincr Product ntrol Division Prcmdor Entry Systems ACCEPTANCE No.:. 01-0314.24 APPROVED : JUN O 5 2QQQ1 EXPIRES April 02, 2006 NOTICE OF ACCEPTANCE: STANDARD CONDITIONS - I Renewal of this Acccptancc (approval) shall be considered alter a renewal application has been filed and the original submitted documentation, including test supporting data, engineering documents, arc no older than eight (S) years. 2. Any and all approved products shall be permanently labeled with the manufacturer's name:, city, state, and the 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 orig.inally approvcd. C. If the Acceptance holder has not complied with all the requirements of this acceptance, including the'corrcct installation of the product. gineer who originally prepared, signed and scaled the required documentation initially d. The. en submitted, is no longer practicing the engineering profession. 4. Any revision or change in t9c materials, use, and/or manufacture of the product or process shall -automatically be cause for termination of this Acccptancc, unless prior written approval has been requested (through the filing of a revision application 'with appropriate fcc) and granted by this off ice. 5. 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 expiration date may be displ'aycd 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 dra%yings and other, documents, where it applies, shall be provided to the user by the manufacturer or its distributors and shall bc'availablc for inspection 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 Notice of Acceptance consists of pages 1, 2 and this last page 3. END OF THIS ACCEPT NCE Manuci crez, P.E., Product ontro - .-imincr Produc Control Division PREMDOR (ENTERGY BRAND) DOUBLE ' DOOR WITH SIDELITES IN* WOOD' FRAMES ' WITH A BUMPER THRESHOLD (INSWING) • ' N7 R. -it I/r MUMMxERS[Sk 140 yr. MAX 37%4' 74• 77 11//4•NAm . • MAX KAN I/r f r Low it -%es ttt wit N,u Z 4• MA% 3• NA% NAX ' MAX 19• IS• 19' • 19. O.0 IS' O.C. 19• D C 13• DG IS' DL ' NAX MAX MAX MAMAX X MAX MAX 1 MAX MAX C .m . rx ry s n m r 4a o1�i t 17 1/ ' MAX • O.C. SPACING rrNm ,csrr 17 1/ NAAX 43 TOP OF ODOR proj p I�ii[IK Ju,1 A OL SPACING 10•' 0.C. t0 i LDCK 2E' 64• . J r MAX OLD _ 00 1 /16• j MAX • 17 1/1 MAX .v,.a`.op•r • [1G SPACING to OL a'pOC..as wi e� an a • 17 1/ NAX O.C. SPACING j10' OL .v,nt, LOnK a .+wa�iaui i B• mn ue - ''00 (� V,;ClI,/5�• t lL xl IX , J C - 1 .• A I IS' OL IS' DL 13. OC 13. OG !3' OC IS• OC IS' OC. 13• t1C Au ' MAX MAX MAX MAX MA% MAX MAX MAC 4. MAX 3' MNX PIAX .. r•-- ® �- MAX w ILNdtt K• . . ATTACH ASTRAGAL THROW BOLT 18 x 1' LONG r tDC 21—Lt3 XQ wn7 STRIKE PLATE TO THE HEADER IN ALL REMAINING AND THRESHOLD WITH 110 x l 3/4' HEAES FLATHEAD SCREWS' NOTES, lJ WOOD BUCKS BY OTHERS MUST BE ANCHORED 18 z I S/4•' LONG PROPERLY, T[I .TRANSFER •LOADS TO.THE .STRUCTURE. FLATHEAD SCREWS 2J THE'PRECEDING DRAWINGS ARE INTENDED TO L.M.INSWING RA INSvING 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 APPRmED4 CCJ+:t,l<^ r11,. t^e STRUCTURAL'VOOD BUCK. C. MASONRY OR CONCRETE CONSTRUCTION WHERE A SOUTH F NO CODE p ��A U) DOOR SYSTEM IS ANCHORED DIRECTLY TO CONCRETE WERE VATER WiLTRATT@I VNCRE VAiER INFILiRAiION OR MASONRY WiTH OR WITHOUT A NON-STRUCTURAL 01MMENI 6 NEEDED t RECUIRE01 IS NOT NEEDED er ONE BY WOOD BUCK >E PRODu CDNTROL01ns1oN 3. ALL ANCHORING SCREWS TO BE 110 WITH K _ eUrta'•� MINIMUM 1 1/2' EMBEDMENT INTO WOOD SUBSTRATE ACCEPTANCE No. 'JI•a31'i.tti OR 3/16' PFH TAPCONS Wi7H 1 1/2' MiNiMUM EMBEDMENT i UN1iS. SHALL BE INSiALLED XT AT LOCATIONS PROTECTED BY A CANOPY OR INTO MASONRY. OVERHANG SUCH THAT THE ANiLE RE MEN THE EDGE OF CAMPY OR OVERHANG 4. UNIT MUST BE INSTALLED WITH 'MIAMI-DADE COUNTY TO SiLL IS LESS TWW 45 DEGREES UNLESS UNIT IS INSTALLED IN . APPROVED' SHUTTERS NON -HABITABLE AREAS WERE THE UNIT AND THE AREA ARE DESIGNED io S. THREE STAPLES PER SIDE JAMB INTO HEADER ON SIOELiTES ACCEPT WATER INFILTRATION. AND DOOR, -THREE STAPLES PER JAMB INTO THRESHOLD'ON SIDELITES AND DOOR C PU laartT /OWMAII(Pa Mvw S. LATEX SEALANT TO BE APPLIED AT SIDE BY SIDE ``mti IDttLL IEC a 6 11 9111II M way.... JAMBS AND S10ELiTES. 101 lit MIL ILLT C."Im+Alum Iwun1 7. DOOR/SIDELITE HEADER, DOOR/SIDELITE JAMBS, AND SIDELITE BASErNGINFrg I a CORNERS ARE COPED AND BUTT JOINED. K IT U. I SUE r B. DOORS SHALL BE PRE -PAINTED WITH A VATER-BASED EPDXY RUST PREy� M8 i SYSIL- M INHIBITIVE PRIMER PAINS WITH A DRY FILM THICKNESS OF QTO 1.2 NIL 1-1029-EW-1 9. FRAMES SHALL BE PRE -PAINTED WITH AN ACRYLIC LATEX VATER-BASED/ n rn�a� SHEET 1 OF S VATER-REDUCIBLE WHITE PRIMER ViTH A DRY FILM THICKNESS iS U TO 1.2 NIL. E I1tQ 37 1/,• nw1 ss v. IIAx 1/,- smin Max �K. zz• KAX OLD 1, 9/16• l 1 1/.• 1.. GLAZING DETAIL 112' ! GLASS BITE INTERIOR 7.' 1Nx - ]s 7/.- n.x ssMAX v.• EXTERIOR scE anzlHG BcrAnl C-- 14 SECTION A -A @7 INSWING OTHER CONFIGURATIONS 37 1/4. MAX 1 111 I/,- Iux111�1X, f I _ 74. I I -sl1 -�•----- KAX . uax xx fox 74 MAX � 112• . rinx :D aASS APPROVED AS C@IPLY81G%%IN THE !"2 !9;EV SOl1TN FL�1�1 alDL M COOE L'RB7 DAIISIDNcooEcarruAlea aDl�lKCEPW=moA/-03/v.zy 1/4' SHIM MAX r— 3/4' 80 11/16- MAX INTERIOR 79 5/16' MAX ? SECTION B-B 2 BY VOOD BUCK n MAILRIALS LIST IIEH NO. IO DESCRIPIFON PAR) NUMBER EO)KNTS I7 2 VOOD HEAD JAMB COMPRESSION WEATHERSTRIP 'EV-14 V_ 1 1/4' X 4 9/16• HTL. TO BE PINE OR EDUIVALENI 1ENSCREEN RAN OO 4 ALUN1NUN ASTRAGAL x A 0( R PRENDOR BRAND OR EOUIVALENT- 5/0',ALUMINUM ASTRAL I 1 / 4•' ALUMINUM -BUMPER THRESHOLD TOP Ev-15 PREMBOR BRAND OR EOUIVALENT - 1 1/4' x 4 9/16' © CHANNEL• EV-08 • PRE14DOR BRAND - 1 II/I6' - 2p GA STEEL r N 26 gn IDiT Chu •10D 1 T A IR DlDoTD 1 RIAI [D QNtI B 8' BASF FOAM - ➢ NSITY 2.0 TO 2.5 IbS./F1' 9 OTTOH CHARNEL EV-07 PREHDOR BRAND - 1 11/16• - 20 GA STEEL 10 v10l LOCK 01 OCK STRIKE STILE EV-09 4 X 9 I/2' MIL. TO BE PINE OR COUIVALCN( —� II HINGE STILE EV-06 15/16' X.1 11/16' HTL TO BE PINE OR EDUIVALENT 12 LOCK PREP FILLER PLATE IV-05 15/16' X 1 11/16' NTL TO BE PjNL OR EDUWALENT 13 4'x4' HINGE EV-10 . PREHDOR•HRAND - O50" THICK- HTL. TO BE POLYEIHYLE 14 vODD HINGE JAMB V- 6 HALER BRAND. HINGE OR EQUIVALENT - D97 THICK (STET i 010 x 3/4' FH.V•S. - 1 1/4' X 4 9/16' HTL TO eE PINE OR EOUIVALCNT I6 BID —X2. F.HVS. cu S[R£vi PER HI NGE INTO DOOR ' x IB' G OrERCAr TER ) 1111 Ill L ,m . --VS r1Ra" SrRmE -W8 WrD SIDELITE -M 4• DOWN rRDI B' IL INERMTER EXTERIOR MV I� EAC" SRnaIIC .Wq Jura SIDELIrL 4• W%M nW 6W 5 17 IH 3A6 fni signs vrg- ( R OID X 3/4' fHV.S REFER ID EIEVAr►DN VICv, FOR s or SCREVS USED AND LOEATlQ1s 19 x 2' FHVS. (2) SCREVS PER HINGE INTO JAMD • L LOCKSET (2) SCREWS AT EACH STRIKE PLATE I 010 X 13/4' FHV.S. KVIKSET BRAND 2(m LOCK OR HARLOC BRAND 100 LOCK VOOD SIDELITE JAMB (2) SCREVS PER HINGE INTO JAMB 4 22' X 64' 'SINGLE PANEL GLASS EV-19 ' 1 1/4' X 4 9/16' HTL TO BE PINE OR EOUIVALENT H? 4' SIDELITE TRIM (VOOD) EV-20 LASS N P(1LYPROPYL N - DC-1 4] - 1 1 /4 • VMD CASING EV-21 EV-22 5/)6 x Ile 14TL. TO BE PINE OR EOUIVALEN N t P Iu1VAL VOOD SIDELITE HEAD JAMB EV-23 rnR •sloe or slor:.rwor Wi 'uuws HOLD w.1 u © WOOD SIDELITE BASE I I/1' X 1 9/16' HTL TO HE PINE OR EDUIVALENT POLYPROPYLENE LITE FRAME EV-24 i ' X 4 9/16' MTL TO BE PINE OR EDUIVALENI -1643. DDL-2 HP Polypropylene by ODL "16 1 I 1/2':P.AN HEAD SCREVS B PER FRAME to SIDELITE STILES EV-26 - B u I Art 15/16' X 1 11/16' HTL TO BE PINE OR EDUIVALENT I PIN NAIL (lOftu0.. 1 R r�l [K0. IW r Ot IIERVIER. USTO On RUUB um I DOW SILICONE #995 1091D IR SS Ell. FIX EEL EIIRIEIOdRom NIIED Sip, (1TfTl. IILI Alb B DADE COUNTY HDOIFICAiIONS IAInt JD 17 A L e DDED PAGE 5 (DiIOR OPTION$) IaI-98 I R APPaweouco)>P(YmcnItNTNE PART REVIsmBs DSIE HT Sam BY BY PREMDNR ENTRY - SYST MS U S[pl R B] La,„ao" 91►L1147cSI➢I 31-1029—EW—I MnUXNG CME 901TIAOXE OFRM PO' VI 9762 n SHEET 3 OF 6 ACLEPYAMCENO/71-•031Y•2y RCVMDI LEI1(2 B 2 BY WOOD BUCK 1/4' SHIM MAX 3/4' F-1 -n5 - INTERIOR 79 3/16' MAX 80 11/16' MAX 2 BY WOOD BUCK SECTION C-C EXTERIOR PLEASE SEE 'GLAZING DETAIL' DRAWING ;#.31-1029-EW-I SHEET 2 OF 6 DOW SILICONE 4995 APP mm A9 COLPIYom aft nm emu= com collpL 1-1029—EW—I SHEET A OF 6 aV sso rrll(R B OTHER DOOR COWMUR�TIONS W K „�` w ia�•. �W w�. K Qw PW W� �i..LK r �iy wW L T W rw f W k v+oc o �+ uvrw o PO O Vr w � O Y WO' b= O . A. L..o. K p.Of O 1 1 1 1 1 1 - .ri� w WL L-�w "O" w V�r• rK �yW rl K V__i_- ' 1 W 1 it Vr • L n W W 1'V 1 � W wW wVit w VV bV'i EM 1 '-1 w K V•06 p plw K V41.6 p LTw K L�/Lt6 X0 APPOOVEo A8 CCUMVVIG Wn" ttM F fl lAS-M-Coo, OM' JUN Irr PI P T noLOR7gaL .i M02MIGC00E�OFF Pil ACCEFMdWEn. 01� 11y.2Y N V��yV4i�_OCLL-� -'.a H 31-1029-EW-I XLVII 1 LLIILK u 1 mLN MUK FANLL STYLES 36' r-MAX 179 /167' ag [:To as SOD pp Dan MA, X o0 00 oD 04 . Dan q❑ Dan BLANK TOP 6-PANEL 4-PANEL 9-PANEL 10-PAWL IB-PANEL 4-PANEL OTHER SIDELITE STYLES 36-1 -- rMAX 793 16° M X SL-10 SL-20 SL-30 �• SL-60 SL-50 ' SL-SOB SL-69A SL-69B C7 E3 0o nn an pp nn ao oa oo as no PD 1 PD-2 PD ] PD-4 PD-5 PD-6 PD-7 PD-8 �Q9 PD-IB PD-19 PD-20 PD-21 PD-22 PD-23 0 130 ❑ ❑ a ❑ �� QQQ QQQ QUA PD-35 PO-36 PO-37 PD-38 PD-39 PD-40 A 'I P0-24 PG-25 iI ❑o PO-41 PD-4i El El 00 00 091@ vo@ DD OD - fl. H H Da Boo 00 ❑❑ ❑❑ — FLUSH 8-PANEL CROSSBUCK 12-PANEL 4-PANEL ❑ ❑ 5-PANEL 5-PANEL 5-PANEL 5-PANEL EYEBROV V/SCROLL EYEBROV [7EBROV V7SCR(ILL SL-69C 'SL-25 SL-35 SL-MD SL-40 0 ' ® A .0000 PD-9 PO-10 OD-11 PD42 SL-90A 00 PD-13 -1. SL-90B PO-14 iii I m 1u tHi m ••. �u ! �u iii iii " u 0 . SL-90C SL-309 SL-JOC SL-70 '•SL-80 PD-15 PD-16 PO-17 s o� u � •t a m PO-32 PO-]] PD-34 3 a 4 31-1029-EW-1 SHEET 6 OF 6 avaB� unre e , ' MIA M I DADE • N I IArtiI I -DADS COUNTY, FLORJ D A -METRO-DADS FLAGLER BUILD-ING PRODUCT CONTROL NOTICE Or ACCEPTANCE Pr-crudor Entry Systems 911 E. Jefcrson, P.O. Box 76 Pittsburgh ,KS 66762 BU1LDINC CODE CONIPLIAItCE OFFICE M17TRO-DAD13 FI.AGIX.-k 13UI1.DING 140 1V1iS'r rl.Acjm:R S'17tIs1i C, �UfJ'!s 1 G03 MIAMI, FLOIUDA 33130-I563 (305).375-2901 FAX (305) 375-2908 CE)STIL CT011 I,ICHN: NC tiEL-nc)x (305) 375.2527 1 .1X (,1U5) 375.�53K r.O�-1•tL�c-rot(t:vFciriCt:�n•:�-r t)t�'tstc)x P05) 375.2902 1'.L\ (3U5) 372•G3,17 Your application for Notice of Acceptance (NOA) of: Enter•gy 6-8 S-NY/E Outswing Opaque Single �v/sidcIitcs Residential Insllllltcd Steel Door under Chapter 8 of the Code of Miami -Dade County governing tileuse of Alternate Materials and Types of Construction, and completely described herein, has been recommended Tor acceptance by the Miami -Dade County Building Code Compliance Office (BCC-0) under the; conditions specified herein. This NOA shall not be valid after the ekpiration•date stated below. BCCO reserves the right to secure this product or material at' any time from a jobsite or manufacturer's plant 1br quality control testing. If this product or material fails to perform in the approved manner, BC CQ 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. :ACCEPTANCE NO.: 01-0314.21 ti EXPIRES: 04/02/2006 Raul xoangticz Chief Product Control Division TI•f1S •IS THE CO'ERSHEET SEE ADDITIONAL, PAGES FOR SPECIFICAND GENERAL CONDITIONS BtfILDING CODE S PRODUCT REVIEW CO\INfITTEE 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: OLIO-5/2001 Francisco J. Qe1111tnna, R.A. Director .1%lianti-Dade: Count• 13tidding Codc; Compli;trtce Office h-04500011pc200011templat=\noLice acceptance cover page.dot Internet mail address: ttostnt;tsteuifdill 'To leonlitre.coil) Honieliage: lttlp://ttttitt.builtlirt2 Prenidor Entry Systems ACCEPTANCE No.: 01-0314.21 APPROVED JLJN 0 5 ZQ31 EXPIRES April 02 2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITION'S . -1. SCOPE EI This renews the Notice of Acceptance No. 00-0321.23 which was issued on April 28, 2000. It approves a residential insulated door, as described in Section 2 of this"Noti•ce of Acceptance, designed to comply with the South Florida Building Code (SFBC), 1994 Edition for Miami -Dade County, for the locations where the pressure requirements, as dctcrriiincd by SFBC Chapter 23. do not exceed the Design Pressure Rating values indicated in. the approved drawings. 2. PRODUCT DESCRIPTION 2.1 The Series Entergy 6-8 S-NN'/E Outsivin; Opaque Singld R�esidentia[ Insulated Steel Door with SideIites- Impact Resistant Door Slab Only and its components shall be constructed in strict compliance with the following documents: Drawing -No 31-1020-EW-0, Sheets 1 through 6 of 6., titled "Premdor (Entergy Brand) Wood Edge Single Door with Sidclitcs in a Wood- Frames ivitl' Bumper Threshold -(Outswing)," prepared by manufacturer, d2ted"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 -Dade County Product- Control Division. These documents shall hereinafter be referred to as the approved drawings. 3. LIMITATIONS 3.1 This approval applies to.--singlc unit applications of single door only, -as shown in approved drawings. a. INSTALLATION •4.1 The residential -insulated steel door and its components shall be installed in strict compliance with the approved drawings. . 4.2 Hurricane protection system (shutters): ' 4.2.1 Door: the installation of this unit will not require a hurricane protection system. 4.2.2 Sidelite: the installation of this unit wilt require a hurricane protection system. S. LABELING 5.1 Each unit shall bear a,permanent label with the manufacturer's name or logo, city, -state and following statement: Miami -Dade County Product Control Approved". 6. BUILDING 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 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 Official or the South Florida Building Codc (SFBC) in order to properly evaluate the installati n of this syslcm. 511,11 Manucl Pcrcz, P.E. Product Con roI xaminer Product ontrol Division Premdor Entry Systems ACCEPTANCE No.: 01-03I4.21 APPROVED JUN 0.5 `uo EXPIRES AoriI'02, 2006 NOTICE OF ACCEPTANCE: STANDARD CONDITIONS I. Renewal of this Acceptance (approval) shall be considered after a renewal application has been filed and the original submitted -documentation, including test supporting data, engineering documents, are no older than eight (8) years. 2. Any and all approved products shall be permanently labeled with the manufacturer's name, city, state, and the following statement: "Miami -Dade County Product Control Approved",•or as specifically stated in the specific conditions of this Acceptance. 3. Renewals of Acceptance will not be considered if: a. There has been a 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 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 chance in tiie materials, use, and/or manufacture of the product or process shall automatically be cause for termination of this Acceptance, unless prior written approval has been s, requested (through the filing of revision application with appropriate fcc) and granted by this office. 6. 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 Acceptance as an endorsement of any product, for sales, advertising or any other purposes. 6. The Notice of Acceptance number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advcriising literature. I.f any portion of the Notice of Acceptance is displayed, then it shall be done in its entirety. 7. A copy of this Acccptancc as well as approved drawings and other documents, where it applies, shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at all time. The engineer needs not reseal the copies. S. Failure to comply with any section of this Acccptancc shall be cause for termination and- removal of Acccptancc. 9. This Notice of Acceptance consists of pages 1, 2 and this last page 3. END OFTHIS ACCEPT NCE Manuel crcz, P.E., Product Co tro Examiner Produc "ntrol Division 3 rrKLMDUK .• (LN I LKbY EHAND) WUOD EDGE SINGLE DOOR WITH- SIDELITES IN WOOD FRAME WITH BUMPER . THRESHOLD (OUTSWING) 00' MAX 4' MAX 4' MAXMr.; 4' MAX — MAX' 3' MA ' 3' MAX MA 14• 3MAX AX 'CMAX 4' Mt OMIAVC Ist �Mnx—' "a K 1 MINIMUM EHDE DHCNF 14T PE� H AD L SILL, f6) PER JrMD ILTERNAT t 3/16' PFH TAPCDNS r/t 1/2' MINIMUM EMBEDMENT -1/SE x NDTE[5) LES 15' MAX 0 C. MAX ;' 1S. 14A9 MAX if 43 1 /16' 15' MAX TOP OF DOOR 0 C. ' g 3/U' C% TO 4 o L[tCK (DRI KVIKSET DEADOM MODEL 660 SERIrS OR MARLOC DEADROLI • /' MmDCL DED' 22' x 64' IS" MAX MAX DLO 5 t/2 0 C. A ©o I /16• A MAX /j KVIKSET• L=KsrT. 1.. . I$' MAX MODEL OLE= SERICS ••' K RLD LOCXSCT O.C. OR loo 31>�• • ORI= �. 15' MAX OEAX.- Mnx•, . 6'MAX�MAX IMAX 19' • .MAX M T T 15, _ `MA. 4' MAX -3- MAX 3MAX MAX NOTES. 3' MAX 3' MAX 1.) VODD BUCKS BY OTHERS MUST DE ANCHORED 4' MAX MAX 4' IiAX ' MAX PROPERL•T TO TRANSFER LOADS TO THE STRUCTURE, RB x I. 3/4' F.H.V•S 2J THE PRECEDING RAVINGS ARE INTENDED TO QUALIFY -THE FOLLDVING'INSTALLATIONS 3) PER SIDE FROM IL VOOD FRAME CONSTRUCTION WERE DOOR SYSTEM IS ANCHORED TO'A MINIMUM TVO BY Wall 4� I— r JAMB INTO THRESHOLD OPENING B. MASONRY OR CONCRETE CENSTRUC71M WERE RJL OUTSVING L1t OUTSVING DOOR SYSTCM IS AkMbRED TO A MINIMUM TWO BY STRUCTURAL VOOD BUCK. C. MASONRY OR CONCRETE CONSTRUCRON WERE DOOR SYSTEM IS ANCHORED DIRECTLY TO CONCRCTE )�R MBSYfRERY VITH OR VI1HDUi ANON -STRUCTURAL VAT R B641RAfIQ4 DUIBOt[A1 11 IdC�e VMERC VA DdnIRAIIUI REMRUQB?IS 6 NEEDED DD ULI F BE SID VITH ALL ANCHOR DEG SCREVSEMBEDMENT APPROVED AS LOUDLYING"Ill. inc M IN K MINIMUM I i/2' EMBEDMENT INTO VOOD SUBSTRATE - ahJTHF�pRIy�f9UL lnccoo=_ - OR 3/16' PFN TAPCONS'VITH 1 I/?- MINIMUM EMBEDMENT O,L� .IUI'i INTO MASONRY. X Uf115 SMALL EC IRSIALLED DMEY At LMAIIN PROtECTED IT A CAMPY OR By 4. 11Nlt MUST BE INSTALLED VITH 'MIAMI-DADE CDUNIT OVERHANG SUCH IMMAI 111E AMLE BCIVEEM D1E EDGE Dr. CAHW'/ OR DVEI.'IWT, APPRDVCD' SHUTTERS ID SILL IS LESS DUN 45 CEOTES IEILESS UHI IS INSIML[D IN pR001 YL TIROL CP.ISO1 S IHREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELTTES 10•H481IABLE AREAS VMERE THE UDI AND 1M: AREA ARE DESIWrto 8uUml CODECCdP",4ceCFnCP AND DOOR, THREE STAPLES PER JAMB INTO BASE ON SIDELITES ACCEPT VATER I1611,1124lIOL ACCEP WtCB ttO 0l - °JAY. Z t 6. LATEX SEALANT TO -BE APPLIED AT SIDE BY SIDE JAMBS AND SIDELITCS. xtc mwn MmrtuiXn Y.. 7. DOOR/SII) LITE HEADER, DOOR/SIDELITE JAMBS, AND SIDCLITE BASE ° 1 ' its CORNERS ARE COPED AND BUTT JOINED. MIAAxX9 ttl mn , u S. OURS SHALL BE PRE -PAINTED. VITH A VATER-BASED EPDXY RUST INHIBITIVE PRIMER PAINT VITH A DRY FILM THICKNESS OF 09 TO 12 NIL 9. FRAKS SHALL BE PRE-PAINIED VITN AN ACRYLIC LATCX VATER-BASED/ I Y 31-1020-EW-� VATER-RCREIBLE VHITE PRIMER VITH A DRY FILM THtCxHESS OF DB TO I? NIL tOLLOM SHEET 112 ` ;LASS BITE I U T S W I N �] OTHER CONFIGURATIONS GLAZING DETAIL SHERVIN VIIIINIT BSM I 68 LI 314- C1IiERImt GRAM LATEX CAULK Imo— 6B PAX CxTCRIOr .a M INTERIM • • . APPµO'2a j4 Ca4Plrm rATH THE • war ��' � a° � aw_` lar,. n�m�,, la 9 er 7rTHA 0PA9@1 HD ve rEH�ETIto GLASS 1p evaw+c wepu r+ce s T. Elm . ACCE?TNxE Hp. � 1' G 3 ! v. LMGM tE Ju I-1020—EW-0 SHEET. 2 TT 6 3/4' 80 11/16' MAX EXTERIOR 79 5/16' MAX SECTION B-B 1 1/4' INTERIOR . .- VOOD HEAD JAMB I'll 'WILK. EV-12 COMMENTS —�`--- COMPRESSION VEATHERSTRIP 1 1/4' X 4 9/16' MIL TO BE PINE OR EUUIVALCHI . V000 STRIKE JAMB . 4 - K N R XS A 0 I I/4' X 4 9/16' Hil TO BE PINE ALIIHINU4-8UHPER THRESHOLD EV-13 I1R EDUIVALENI PRCHOOR BRAND OR EDUIVALENF TOP CTIANKI. CV-05 - 1 I/4' x 4 9/16- PREHOOR BRAND - 1 11/16' T - 20 GA STEEL a ll1/ 'ml UJ01 ' Y N F AmBASF la omtss rt� 'su nn ¢ILti o FOAM - DENSITY 2.0 TO 25 tbs./Ft) BOTTOM NNEL CHA V EV-04 PREMOUR DRANO - 1 II/16' - 20 GA STEEL D BLOCK STRIKE STILE EV-OB � 4' X 9 1/2' HTL TO BE PINE [B( E0111VALENF HINGE STILE-- EV-07 cv_nc IS/16' X 1 11/16 HTL TO OE PINE COUIVAIENI .�..,. _ . _. LOCK PREP FILLER,PI 4•x4' HINGE WOOD HINGE JAMB BIO x 3/4' FJtVS. 010 x 2• FHVS. 7 y my PfR IAPCp6 V/1QIp111t 1 U SIDELITE VOOD STILE 18 x 2' F}tV.S. IOCKSET 010 x 1 3/4' FHVS VOOD SIDELITE JAMB 22' X 64• SINGLE PANEL GLASS SIDELITE TRIM (WOOD) WOOD CASING - ® VOOD SIDELITE HEAD JAMB WOOD SIDELITE BASE POLYPROPYLENE LITE FRAME ' 16 X 1 1/.2' PAN MCA]) SCREWS PIN NAIL DOW SILICONE #995 APPRtClEUAS Cwtym tans rm — — 1>a11TN IT er J(! PR( PR -�Ml �, 911 c 00(TPl1JVKCE(FF.6 NMI ACCE14%na KD. D I -D31 Y- 2' - `"• uRM'.0 - J17D- THICK- MIL. TO BE POLYETHYLE W-15 HALER BRAND HINGE OR EOUIVaLEpF _ 097 THICK (STEE 1 1/4' X 4 9/16' NIL TO BE P.INE..OIT EDUIVATHIC ENI 5 SCREVS PER HINGE INTO. DOOR STREVS i14$)flpl EAI]I S10EUIC JaMI $ir0 SIOCLIIE• /' 00vK rROH )lax IS' C)C. IFER[gr•ICR REFER 16 ID EIEVartml VIEv' FOR I OF SXVS USED AND LOCAllois EV-07 15/16• X 1 11/16- MIL TO BE PINE OR,EDOIVALENT (2).SCREVS AT EACH STRIKE PLATE KVIKSEi BRA NO 200 L CK 0R HARLOC1MAND, Too LOCK (5) sCRtvs ITRDm IRKGE JATII INTO SIOECITC 1►IffArTER B flT I t1oA vS r STROCE JMg WT0 SIDELITE JMI. 4• 4) MMWS It1H CH EACHTER IKivp fRpt 1 KIIS{ TRIO nrm .rrn/ V-IB 1 1/4'-X 4 9/16' MIL. TO BE PINE OR EOUIVAICNT V-19 aS n R ROPY _ _1 V-20 5/16 x i/2• MTL. T-0 BE PINT' nD rrnl'.... -... L- J 1 1/�Polypro�p�jene TO BE PINE OR EDUIVALENT 643. DDL-i HPby ODL 18 P4 THERE art (• m • vinsltD1 wt MI Ir OL TTEEATtrI. T(iL1 Qi IIS11RtS fYTI • ABf► B Ilallr snot...........-__--- 31-1080-EW-0 A SHEET 3 OF 6 IEVISBH LEIIER 0 1/4' SHIM MAX �TERIOR 1 79 3/16'. MAX 80 11/16' I MAX 2 BY WOOD BUCK SECT -ION C-C -EXTERIOR PLEASE SEE 'GLAZING DETAIL' DRAWING 031-1020-EW-0 SHEET-2 OF 6 DOW SILICONE 4995 vpj r -X 0 L�• uuui� �uivi IUUNH I IUJV,� mi:....-•- _ . pat , ASC()ej%yWGVAT" THE �s • pat twr.�n��.0 � L pat • h, PAORp Yin^OL DM&r A I 91l euLLue+G COZ'PtWMEOFF E PII h'CEP0.'r..E maof- O� ]r=== 0 ]7 ore r nAt r- • MAX .• IM L o Is. pat obc. not 1s' rat or_ is• nit or_ wit•" 1 Lr V put r pat r X 31-1020-EW-0 SHEET S OF 6 R[YISR11 l[1I[R u I H L K BUUK RANEE STYES.36 .MAX '9 rX16: �0 na ]lUl MAC_ �� An ou BLAW TIP 6-PANEL 4-PANEL 9-PMIEL lo-PANEL 4-PANE1. 18-PAWL OTHER SIDELITE STYLES 3 0' [—MAX 79 M X •• O SLID SL-20 SL-30 SL-6o SL-50 SL-SOB SL-69A Sl-69Y DD oa oo .. o0 00 • ao oa PD-1 PD-2 PD-3 PO-1 PD-5 PD-6 PD-7 PO-0 Do 1313 00 0p FLUSH 8-PANEL a SM us� Qa pQ QQ. �� ❑❑ oQ ti q 12-PANEL 4-PANEL 5-PANEL 5 PANEL ❑ ❑ EYEBRIN V/iCR(ILL EYEBRUL 5-PANEL 5-PANEL V/SCRQ•L EYEBRBv 0 a o •o SL-69L SL-25 SL-55 SL-30D SL-40 SL-90A D� 00 0� oo na an PO-9 PO-lo PD-11 PD-12 PD-IJ log] PD-1B PO-19 PD-20 PO 21 PO-22 PD-23 PO-24 pD-25 PD-26 PO-27 PD-20 PO-29 PD-30 tlAliY orris �Ol[0. ten[ qq ❑n �� 000 000 pp° �' �� PO-35 PD-36 PD-37 . PO-38 PD-39 PD-40 PD-4t PO-42 9l1 E .it PO-43 PO /3A PD-43B Wf15�►L WW Sl-9oB SL-9K. SC-]OB f SL-3X SL-79 SL-BD pd • �� pp QD ❑❑ Qq PO-14 PO-15 PO-16 PD-17 Pil V l_ N T� PD-31 PO-32 PO-]] PO-]/ 31-1020-EW-0 SHEET 6 OF 6 et'ums Niue LO CV Ln rn (V ci Waync WINDL OAD SPECIFICA TION 0108 i]alton APPROVED SIZES: MODEL: WAYNEMARK 8000 & 8100 9'-O" MAX WIDTH x 14'-0" MAX HEIGHT STYLE: RAISED PANEL MAXIMUM SECTION WIDTH 21" TEST PRESSURE: POS./NEG. 44 PSF DESIGN PRESSURE: POS./NEG. 29.3 PSF NOTES: 13 GA HORIZ ANGLE 1. GLASS DISCLAIMER "NO } ' CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR I INADEQUACY OF THE GLASS IN HORIZ TRACK THE TEST SPECIMEN MAY BE .054" DRAWN FROM THE TEST." (1993 ASTM E330). 2. GLAZING OPTIONS — TOP OR (2) t/4-20x9/16" INTERMEDIATE SECTION, .090 SSB TRACK BOLT do (2) GLASS WITH OPTIONAL INSERTS. 1/4-20 HEX NUT j 3. VINYL OR WOOD DOOR STOP (NAILED ON 6" CENTERS) MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16" TO MEET Ly , NEGATIVE PRESSURES. `' 4. U—BAR TO HAVE A MINIMUM DRILL .281 OR 9/32"o HOLE IN TRACK FOR �.� i : •1 YIELD OF 80 KSI JB—US BRACKET ATTACHMENT '�'� is • 5. TRACK, AND DOOR STEEL TO I HAVE A MINIMUM YIELD OF 33,000 PSI. (1) JB—US BRACKET LOCATED • AT EACH ROLLER LOCATION 6. OPTIONAL — .080" MIN EXCEPT TOP BRACKET ROLLER (P/N 125t39).co p ALUMINUM LOUVERS WITH HIGH IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF THE BOTTOM SECTION. G i w••' 7. LOCK OR OPERATOR IS • f:.i:✓ - REQUIRED. i �� ' 5/1.60-5/8" 1 8. THE DESIGN OF THE LAG SCREW SUPPORTING STRUCTURAL AT EACH• JB_US.04 ELEMENTS SHALL BE THE BRACKET RESPONSIBILITY OF THE f N =' ' ='=� PROFESSIONAL OF RECORD .FOR THE BUILDING OR STP G'X- RE AND R .054" VERT TRACK IN ACCORDANCE- WIT-Hii�� NT O BUILDING COPES�;FC7PZ/T�-q��%GOADS O LISTED ON :rt-tIS;.Df�AWI • 1/4-20x9/16" TRACK—\ ' %� .,.� ,: :�'" BOLT do 1/4-20 HEX NUT AT EACH J8—US Approved: _ ;- - .-.. BRACKET ' Mq5 A06S6k OR:; PENS1 fL 2514 QLA.' � 0o�@48s,=.'_� :,:, 'fLOCEO �. •- d . - �.'- RCtRiOA'�fRTiflF.lnfSN1N0 NORTW.,FEi1TJFlC�1 P. ic49 'N 1'1�' `_ NORiH GROUW�.E?I1F1G1�QN'NC�`b138S6 .'!'; C' `Y �� Atar ORD Date: 3'75 =.D1. '. • . OPTION CODE.:. 07'08 REV. P WM 9 ' x 14 ' MAX 44 PSF 1 OF 4 TRA CI,( END HINGE, TOP 81?A Cl (E T REO UIREME -N TS 1/4-2Ox9/16' TRACK • BOLT & 1/4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET (P/N 108077) (5) 1/4-2Ox5/8" TEK SCREWS '7 (P/N 141668) c j 14 GA WIDE BODY kSELF—THREAOING HINGE Q • ----------4) 1/4-20x5/8" SCREWS (P/N 100320) '(D' (2) 1/4-2Ox5/8" TEK SCREWS i (D 'L ENO HINGES 3" 20 CA BAR 9 WIDE BODY HINGE (P/N SEE BILL OF MAT'Q L N4 HINGE RH END HINGE --4 NYLON -ROLLER (P/N 270791) BOT*i B R A-Cj< E T (P/ H—W- 0 .;54 ac LH-2Z03`55) ?CREWS -�41ZK ?(CREWS t(P,/N 100507 Approv ed: W.S. Wilson. P.E. 3395 ADOISON OR.. PEHSACOLA. FL 32514. FLORIDA CUMFICATION NO. 0048489 CEORCILA CERTIFICATION NO. 018519 — 1'/2 NORTH CAROumA cERTimnON 140. 0238:36 .(20 GA CENTER Dote: STILES). 33 16 CA END OPTION CODE-.- 0108 RE,V... p Wlvl 9' x 14' kJAX 4 4 PSF 2 OF 4 U-BAR L OCA IONS ' 12'-6" THRU 14' HIGH DOORS NOTE: W/ (7) 20 GA 80 KSI U—BARS MAXIMUM SECTION WIDTH IS 21' LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (6) 20 CA 80 KSI U—BARS LOCATED AS SHOWN 9'-0" THRU 10'-6" HIGH DOORS W/ (5) 20 CA 80 KSI U—BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (4) 20 GA 80 KSI U—BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (3) 20 CA 80 KSI U—BARS LOCATED AS SHOWN JD 1 (2) 1/4-2Ox5/8" TEK SCREWS ATTACH AT EACH STILE �1litt r::lr;;� •':Ei . ,,t • !,r M1,�A Approved: 1KS. Wbonr i}&'��n':7 ]395 AQOi5�7N' DR; 1PE]aS�Ctxy� ft�25,� it FLOPMATERTIF1GTION NO. 004848§��:•. CEOPIi1A CERTIFJGT10N�07at85I4 v-"��;;: ';� rOF{TN•AMLINA CUMFICITION,Nb:D13ri s -< Date: ' ':3 ="'�a' `(• �' ' `i= t OPTION CODE- .d y i � REV. P WM 9 ' x 14 ' MA � 44 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 l0 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 2.51. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .31 or 12%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at-44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 1.59. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .10 or l l%. (3) Upon inspection after test procedure, the intermediate section had creased at the hinge location. The door was shown to be safely operable. DRAWING NUMBER: 0108 P TEST DATE: January 25, 2001. Temp 64° F. PRODUCT DESCRIPTION: ( 1. WayneMark Model 8000, 90, 4 section. Z. Exterior skin has minimum of.0175. The minimum yield stress is 33 KSL 3. Standard bottom astragal and retainer. 4.2" nylon roller with 5" stems. • 5. 14 gauge end hinges and center hinges. 6. Three 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 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'•An�wets:QP18(Q127). . APPROVED. (3PT30lV,�J1r�'!,;�:,::.1� Based on ofhertes �eiub 'qu alef}1^r:Aluminum Louvers and Styrene Window Frarne Assembly per test number 020501. Name: ;� A AGE COUNTY �6.98�.��1V� ��( �J��Iii W rim_ d 3 tr�c 5 '� 3395:Addisori• Dr. - Florida Georgia Ccrt�Nb�' t851 �� .'• North Caroling C, rlr && 0 '3 36� F CD rn rn CV 0 z °d a Wayne foalton MODEL: STYLE: DESIGN PRESSURE: DESIGN PRESSURE: WINOL OAO SOSCIRCA TION 0110 WAYNEMARK 8000 & 8100 RAISED PANEL POS. 27 PSF NEG. 29 PSF NOTES• 1. GLASS • DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). 2. GLAZING OPTIONS - TOP OR INTERMEDIATE SECTION, .090 SS8 GLASS WITH OPTIONAL INSERTS. 3. VIN YL 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:p'THE LOADS' LISTED ON THIS, -,DRAWING:, r1.•.`''/ �lr�. it/�-': ... 13 GA HORIZ ANGLE I- 067" HORIZ TRACK (2) 1/4"-20x9/16" TRACK BOLT' & (2) 1/4"-20 HEX NUT 5/16"xl-5/8" LAG 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 SOLT & . 1/4"-20 HEX NUT AT EACH JB—US BRACKET (1) JB—US BRACKET LOCATED AT THE MIDDLE OF EACH SECTION EXCEPT TOP SECTION. 067" VERT TRACK T^ '' (1) J8—US BRACKET LOCATED Approved: AT EACH ROLLER LOCATION EXCEPT iOP BRACKET ROLLER 3a�5 �OQ1 N�pit: PEN (P/N 125139). C�� F�IQA �t?D'Qre9 • _ ;�� GlX)RG1k-:t6T 1ACAT1ON q' . O 18519 t�RijFrGD014 NO. Date: - 28-oG APPROVED SIZES: 16'-0" MAX WIDTH x 14'-0" MAX HEIGHT MAXIMUM SECTION WIDTH 21" opFION coL7 "r�`: �1� `„ :::f?EV. P1 wA�1 16' x 14' MAX, +27 -29 PSF,.1 O.F. 4 TPA CIS END HINGE TOP BRA CKET REOUIREMEN TS 1 /4"-20x9/16" TRACK BOLT & 1/4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET (P/N 108077) TEK SCREWS F Imo••_, (P/N 141668) nun to ARROW BODY HINGE (4) 1/4--20x5/8" SELF -THREADING SCREWS �' / '— (2) 1 /4"-2Ox5/8" 2" NYLON ROLLER W/ 4 1 /2" STEM i ® TEK SCREWS ALL / END HINGES Q (P/N) 108135 0 ! • ` � / WIDE BODY �••� \ ;'7/16" PUSH NUT AT EACH. HINGE (P/N SEE � ^OLLER (P/N 243341) BILL OF MAT L) t• LOCATED .25 MAX BETWEEN �. PUSHNUTS AND BRACKETS 3" 20 GA ram;' OR HINGES U-BAR LEOLLLN RH END HING' (3) 1/4"-20x7/8- TEK SCREWS (P/N 100507) Approved: -�1— ws. wam,,, P.E M95 ADOISON OR. PIDI&COLA. FL 32514 FLORIDA CEFMFrkT10N •NO. 004&Q9 GEORGIA CEMFr-AT10N NO. 016519 \ N09M GUMM C£H11RCAnON NO. 023IU6 Date: 4 -2 9- o ( = 1 /2- BOTTOM BRACKET (P/N RH-2703`54 & LH-270355) I I � I I I I i 111111111 L 20 GA CENTER STILES 16 GA END STILES OPTION CODE. 0110 I REV.' P1 11YU 16' x 14' MAX, 4-27 -29 PSF 12 OF 4 U-BAR L OCA RONS 12'-6" THRU 14' HIGH DOORS NOTE: W/ (16) 3" 20 GA 80 KSI U—BARS MAXIMUM SECTION WIDTH IS 21 LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (14) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN F 9'-0" THRU 10'-6" HIGH DOORS W/ (12) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (10) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (8) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN I � (2) 1/4"-20x5/8" TEK SCREWS ATTACH AT EACH STILE Approved:..:- '�-�%' ,�T I f .!•%. .w.V wait P 3d95./0DlS0N DR `►Pj�f}l�tC�Ojlp�4�' F�`3251ir•.• c .�'�+',CEORCLI�C��F'iGT16N�� b($5� 'r'r._�•�r . NOlzlii�0!liQU1'i ,rr6DnoN<N0; 02306 i OP TION cb� ' ot,,, �? (,;, t`� REV.' P1 WAll 16' x 14' AIIAX, +27 -29 PSF '1 All 4 . • 3 OF 4 CENTER STILE & INTERIVEDIA•TE HINGE L OCA TIONS ��l Iml WEI Approved: ORANGE* COUNTY &3 U H DJ Pt � D I V WS. Wilson, P E ' 3395 ADDISON OR.. PENSACOLA. FL M14 FLORIDA CIUMMATION NO. 0048489 CEORCIA CE7TTMATION NO. 018519 NORTH CAROUNA CERTff1GTION NO. onwti Date:-z8—off OPTION CODE.' 0110 1 REV Pl-j WM 16' x 14' MAX, -1-27 . -29 PSF 4 OF 4 • Wind Load Test Report Report # 0110P 1 TEST REQUIREMENT: February 22, 2001 7 The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29 PSF. The door 'must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola;�L. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 5/8" duck 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 .11 or 3%. (3) Upon inspection after test procedure, the door showed no damage. The door was shown to be safely operable. DRAWING NUMBER' 0110 P TEST DATE: February22, 2001. Temp •71° F. . PRODUCT DESCRIPTION: - 1. WayneMark Model 8000, 16s7, 4 section. 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. 3. Standard bottom. astragal and retainer. 4. 2" nylon roller with.4 1/2" stems. S. 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 SUvIILARITY' Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have Jess loading at equivalent pressures due to the decrease in area. Doors heights are apprgyed,to 3. times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Questigg��;d Ans�ver.�;Q413(Q 127). APPROVEI'OP'1;IO t f I r. Based ono- er tcs b uio" w"AluminLim Louvers and Styrene Window Frame Assembly per test number 020501. ?Name: •'j . E & 0 ' t� F " 3 F � W.S. Wilson E n-.�e_04 .-, �.O au 'ta 3395 Add-"isoa.l3'3r„•Pgfifa , F1t t5f4 y; i,� "r •;"� ] ,,, , Florida Ceoy tS '° 9 R N Georeia Ccrt'No. tYY8 ----x-/ kc M N �1`11171 Wagne Balton MODEL: STYLE: DESIGN PRESSURE: WINDL OAD SPECIF/CA 7ION 0108 APPROVED SIZES: WAYNEMARK 8000 & 8100 T-0" MAX WIDTH x 14'-0" MAX HEIGHT RAISED PANEL MAXIMUM SECTION WIDTH 21" POS./NEG. 29.3 PSF SCC MASTER PLAN � NOTES • 13 GA HORIZ ANGLE 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY BE DRAWN FROM .054" HORIZ TRACK THE TEST." (1993 .ASTM E330). 2. GLAZING OPTIONS — TOP OR INTERMEDIATE SECTION, .090 SSB GLASS WITH OPTIONAL INSERTS. iLli (2) 1/4-20x9/16"3. VINYL OR WOOD DOOR STOP TRACK BOLT & (2) (NAILED ON 6" CENTERS) MUST 1/4-20 HEX NUT OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 4. U—BAR TO HAVE A MINIMUM YIELD OF 80 KSI A653 G-40 5. TRACK TO HAVE A MINIMUM YIELD OF 33 KSI A653 G-40 6. 26 GA DOOR FACER STEEL TO HAVE A MINIMUM YIELD OF 57 KSI. 7. OPTIONAL — .080" (MIN) ALUMINUM LOUVERS WITH HIGH IMPACT STYRENE FRAME MAY BE LOCATED IN'THE END PANELS OF THE BOTTOM SECTION. 8. LOCK OR OPERATOR IS REQUIRED. 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CURRENT BUILDING -CODES FOR THE LOADS USTED ON THIS DRAWING. Approved: W.S. Wilson, P.E. 3395 AOOISON OR., PENSACMA FL 32514, FLORIOA CERTIFICATION No. 0048489 GEORGIA CERTIFICAMN N0. 018519 NORTH CAROUNA CERTIFICATION No. 023836 Date: 17-.2 9 .n OPTION CODE 0108 I REV- P 1 DRILL .281 OR 9/32"0 HOLE IN TRACK FOR l J8—US BRACKET ATTACHMENT I (1) J8—US BRACKET LOCATED AT EACH ROLLER LOCATION t.fii EXCEPT TOP BRACKET ROLLER(P/N 125139). 5/16xi-5/8" LAG SCREWAT EACH JB—US BRACKET _054" VERT TRACK J flu 1/4-20x9/16" TRACK BOLT &: 1 /4-20 HEX NUT AT' EACH JB—US BRACKET • WM9'x 14' MAX44PSF 1 OF 4 I TRA CK, ENO HINGE. TOP BRA CKET REQUIREVEN 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) SCC # o -00 MA I i � I 14 GA WIDE BODY HINGE (4) 1/4-20x5/8" SELF -THREADING SCREWS (P/N •100320) (2) 1 /4-2Ox5/8' TEK SCREWS • p ALL END HINGES 9 . U-BAR 1' WIDE BODY HINGE , (P/N SEE BILL LH END HINGF OF MAT'L) RH END HINGE NYLON ROLLER (P/N 270791) BOTTOM BRACKET �•� (P/N RH-270354 & LH-270355) (3) i /4-20x7/8" \ �- TEK SCREWS (P/050 Approved:TION Ws Wds°n, P.E. 3393 AOOISON OR_ PENS�C01.� FL 32514 FLORIOA CERi1FlCr1110N NO. 0048489 GEORM CERTIRCA NO. 01 g514 NORTH GR UM CFRTIfiG110N NO. 023838 Date: 4 -,28 _off OPT/ON COOE.' O 108 REV.' P ;7 (20 GA CENTER 16 GA END STILES --I STILES) WM 9 ' x 14 ' tilAX 44. PSF 2 OF 4 U-8AR L OCA �TIONS WIV-11 0.1 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 9'-0 HRU 10'-6" HIGH DOORS W/ (5) 20 GA 80 KSI U-BARS -\ LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (4) 20 GA 80 KSI U-BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS •W/ (3) 20 GA 80 KSI U-BARS LOCATED AS SHOWN (2) 1/4-20x5/8" TEK SCREWS ATTACH AT EACH STILE Approved: W.S. Wil=,, P E 3395 ADDISON OR. PENSACOLk FL =14 FLORIDA CERTIFXXnON No. 004W9 GEORGIA CERMCAMON NO. 016519 NORTH CAROLINA canF1CAmoN NO. OM6 Date: OPTION CODE 0708 I REV P1 WU9'x 14' MAX 44PSF I 30F4 N 5Tl & INTERMEDIA TE HIM L OCA TION 8'-9' SCG # MASTER PLAN ■ lw Approved: ws way,, P� M95 ADDISON DR.. F'e A LA. FL =14 FLORIDA CERTIFICATION NO. 0048489 GEORGU CERTIFICATION NO. O185I9 NORTH GROUNA CEMMATON NO. 0UW8 Date: 7 —d1 OP 77ON CODE.- 0 108 1 REV F' 1 I WM 9 ' x 14 . ' MAX 44 PSF ' 14 OF 4 )q a Wind Load Test Report Report # 0108P1 February 1, 2001 STEST 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 518" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. (1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 2.51. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .31 or 12%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 1.59. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .10 or I I %. (3) Upon inspection after test procedure, the intermediate section had creased at the hinge location. The door was shown to be safely operable. DRAWING NUMBER: 0108 P :TEST DATE: January 25, 2001. Temp 64' F. .tODUCT DESCRIPTION: �� G _ 1. WayneMark Model 8000, 9x7, 4 section. S 2. Exterior skin -has minimum of .0175. The minimum yield stress is 33 KSI. AS e PLAN3. Standard bottom astragal and retainer. lv AS 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 tht: same are approved by similarity. These doors have the same structural ability as the door tested, but will have less loading at equivalent ipressures due to the decrease in areal. Doors heights are approved to 3 times the heig.'ht tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Question and Answers, GA18(Q 127). APPROVED OPTIONS ®Based on other tests b ' e uivv ale t. Alumin.um Louvers and Styrene Window Finaze Assembly per test number 020501. .me: W.S. Wilson, P.E. 3395 Addison Dr.,.Pensacola, FL 32514 Florida Cert No. 0048489 Georgia Cert No. 018519 North Carolina Cert No. 023836 Wagne Balton ® . MODEL: STYLE: DESIGN PRESSURE: DESIGN PRESSURE: WINDL OAD SPECIFICA TION 0110 APPROVED SIZES: WAYNEMARK 8000 & 8100 RAISED PANEL 16'-0" MAX WIDTH x 14'-0" MAX HEIGHT POS. 27 PSF ScC MAXIMUM SECTION WIDTH 21" NFG. 29 PSF I mkll ;+ TzF NOTES: 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY' OR INADEQUACY OF THE GLASS IN THE .067" HORIZ T TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). (2) 1/4"-20x9 TRACK BOLT & 2. GLAZING OPTIONS - TOP OR 1/4"-20 HEX INTERMEDIATE SECTION, .090 SSB GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP (NAILED ON 6" CENTERS) MUST 5/16"xl-5/8" L OVERLAP TOP AND BOTH ENDS OF SCREW EA J8—US BREA PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 4. U-BAR TO HAVE A MINIMUM YIELD OF 80 KSI A653 G-40 DRILL .281 OR 9/�: HOLE IN TRACK F 5- TRACK TO HAVE A MINIMUM JB-US BRACK YIELD .OF .33 KSI A653 G-40 ATTACHME 6. 26 GA ,DOOR FACER STEEL TO 1/4"-20x9/16" HAVE A MINIMUM YIELD OF 57 ' KSI TRACK BOLT & 1/4"-20 HEX 7. OPTIONAL — .080" (MIN) NUT AT EACH ALUMINUM LOUVERS WITH HIGH JB—US -BRACKET IMPACT STYRENE FRAME MAY BE . LOCATED IN THE END PANELS OF. THE BOTTOM SECTION. (1) JE9-US BRACKE LOCATED AT THE MIDDLE C 8. LOCK OR OPERATOR IS EACH SECTION EXCEPT TC REQUIRED. SECTIO1 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE co THE RESPONSIBILITY OF THE .067' VERT TRA PROFESSIONAL OF RECORD FOR THE ' 1 BUILDING OR STRUCTURE AND IN �" ACCORDANCE WITH CURRENT BUILDING CODES FOR THE LOADS Z LISTED ON THIS DRAWING. r. (1) JB—US BRACKET LOCATI Approved: -/ AT EACH ROLLER LOCATI( W.S. tYl- P.E. EXCEPT TOP BRACKET ROLU 3395 AOOISOM OR., MSACOIA. FL 32514 (P/N 12513� Adft FLORIOA CERTIFCATION Mo. 004646Si • CEORCU CERTIFICATON NO. 018519 MOM CAROUNA CERTIFICATION 140. 023836 Date: f-2P-o1 OPTION CODE.- 0110 I REV. P1 I WM 16' x 14' MAX, f27 -29 PSF I 1 OF 4 TRA CK END HINGE TOP BRA CKET REOUIREMEN TS 1/4"-20x9/16" TRACK BOLT & 1/4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET (P/N 108077) 151 1 /4"-20x5/:; TEK SCREWS (P/N 141668) SCC# MASTER. PLAN NARROW BODY HINGE (4) 1/4"-2Ox5/8" SELF -THREADING SCREWS \ (2) 1 /4"-20x5/8" \ ' 2 NYLON ROLLER W/ 4 181 STEM / r Q ® TEK SCREWS ALL / END HINGES ®Q (P/N) 108135 0 WIDE BODY 7/16" PUSH NUT AT EACH HINGE (P/N SEE ROLLER (P/N 243341) BILL OF MAT'L) \123" LOCATED .25 MAX BETWEEN PUSHNUTS AND BRACKETS 20 GA OR HINGES U-BAR LH END HINGE RH ENQ HINGE (3) 1/4"-20x7/8" TEK SCREWS (P/N 100507) Approved: _ WS. Wilson, P.E. 3395 ADDISON OR.. PEHSACOIA. FL 32514 FLORIDA COMF1G11TON N0, 0048489 GEORGLA CERMCATION N0. 018519 \ NORTH CAROUNA COMF1CATION NO. 023836 Date: 4,-2 9— o ( OP T/ON CODE O 110 1 REV.• P 1 ate �~ - l/2" L 20 GA CENTER STILES BOTTOM BRACKET 16 GA END STILES (P/N RH-270354 & LH-270355) WM 76' x 74' MAX, - -27 —29 PSF 2 OF 4 U-BAR L OCA TIONS 0 NOTE: MAXIMUM SECTION WIDTH IS 21" 12'-6" THRU 14' HIGH DOORS W/ (16) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (14) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN SGC # 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 i (2) 1 /4"-2Ox5/8" TEK SCREWS ATTACH AT EACH STILE Approved: 2:: -- L WS. MGlxn, P.E 3395 ADOWN OR, PENSACOLA. FL 32.514 FLORIDA CEFMF1CAT10N. N0. 0018M9 GEORCIA CEFMICA110N N0. 018519 NORTH CAROUJA CERfl amoN N0. 02383fi: Date: q -Z,g_ a OPTION CODE.• 0110 1 REV.: P1 I WM 16' x 74' MAX, +27 -29 PSF 3 OF 4 I CENTER STILE E IN TTRUEDIA TLE HINGE L OCA T10N5 c!-rr.--m P1 AN w V -15' 14' I�F rwill 12 IN Approved: W.1 Wilson. P.E 3395 ADDISON OR, Pe4SAMLA. FL 32514 FLORIDA CERTIFICATION No. 0048489 GEORGtA COMM11ON No. 018519 NORTH CAROLINA CERMCAMON NO. 02WS Date: OP770/V CODE. 0110 1 REV. P1. I W1W 75" x 14MAX, -1-27 -29 10SF-1 4 OF 4 Wind Load Test Report Report # 0110P1 February 22, 2001 ®TEST REOUIREMENT: The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola, FL. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 513" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. (1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 5.77. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .34 or 6%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The m1,1.10mum deflection was recorded at 5.07. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .11 or 3%. (3) Upon inspection after test procedure, the door showed no damage. The door was shown to be safely operable. DRAWING NUMBER: 0110 P 0 TEST DATE: February 22, 2001. Temp 71* F. 'RODUCTDESCRIPTION• pS,yCC �Z-pp6 1. WayneMark.Iviodel 8000, 160, 4 section. MASTER PLAN. 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. LAN. 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 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 onPoer tes b ' o uival . Aluuninum Louvers and Styrene Window Frame Assembly per test number 020501. .Name: _ W.S. Wilson, P.E. y--Z'B -o/ 3395 Addison Dr., Pensacola, FL 32514 Florida Cert No. 0048489 Georgia Cert No. 018519 CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 136 PINEFIELD DR for which permit 03-00002567 has heretofore been issued on 8 12/03 has been completed according to plans and specifications filed in the office of the Buildinq,,Official prior the issuance of said building permit, to wit as S" complies with all the building, plumbing, electricVl, zon ng and subdivision regulations ordinances of the City of Sanford and with the provisions of these regulations. STAFF APPROVAL Subdivision Regulations Apply: Yes No DATE APPROVAL DATE APPROVAL BUILDING: FIRE: Finaled� Inspected ZONING: Inspected UTILITIES: Water Sewer �� Lines In j 7 Lines In Meter Sewer Set Tap Reclaimed Water ENGINEERING: Street Drainage �( (Z; Paved Maintenance Bond PUBLIC WORKS: Street Name Street Signs chi Lights Storm Sewer Driveway Street Work FEES PAID DESCRIPTION DATE AMOUNT WATER -SEWER IMPACT FEES 01-APPLCTN FEE -ELECTRIC 8/13/03 10.00 01-APPLCTN FEE -BUILDING 8/13/03 10.00 01-APPLCTN FEE -MECHANIC 8/13/03 10.00 01-APPLCTN FEE -PLUMBING 8/13/03 10.00 02-ENGNG DEVLPMT FEES 8/13/03 10.00 01-FIRE IMPACT - RESIDENT 8/13/03 59.27 01-LIBRARY IMPACT FEE 8/13/03 54.00 01-OPEN SPACE 8/13/03 279.61 PAGE: 2 CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 136 PINEFIELD DR for which permit 03-00002567 has heretofore been issued on 8 12/03 has been completed according to plans and specifications filed in the office of the Building Official prior to the issuance of said building permit, to wit as complies with all the building, plumbing, electrical, zoning and subdivision regulations ordinances of the City of Sanford and with the provisions of these regulations. STAFF APPROVAL Subdivision Regulations Apply: Yes No O1-POLICE IMPACT - RESID O1-RADON GAS TAX FEE O1-ROAD IMPACT'FEES O1-RECOVERY FD/CERT. PGM. O1-SCHOOL IMPACT FEE WD iMPACT:SINGLE FAMILY SD IMPACT:SINGLE FAMILY 8/13/03 8/13/03 8/13/03 8/13/03 8/13/03 8/13/03 8/13/03 91.93 11.44 847.00 11.44 1384.00 650.00 1700.00 fv\� �� rDo� i`n A3�N OWNER BUILDING OFFICIAL DATE CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE**** DATE: PERMIT #: n3-- o%Sw� ADDRESS: '? CONTRACTOR: MARONDA PHONE #: The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. _Engineering O4- Fire A Public Works Utilities 'Zoning Y1 � 0.\ Licensing 0 1 r-A CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE**** DATE: � - \ k,.o PERMIT #: ADDRESS: CONTRACTOR: MARONDA PHONE #: The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. .-Engineering DFire A �ubc Works , �5y j12'2/'7 Zoning - Utilities Licensing 0 1 A CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) I I I 1 I 1 1 I I I I I I 1 CERTIFCATE OF OCCUPANC� REQUEST FOR FINAL INSPECTIQ I I I 1 1 1 J I I I I I 1 **** SINGLE FAMILY RESIDENCE****=, Z► I I I 1 1 1 � I 1 DATE: I U W I ►a. V . cr C--) I a N 1 i Qz: v PERMIT #: p3- c�5�,1 V o 0 f u V a C ` ai ADDRESS: v V v CONTRACTOR: MARONDA C = o o PHONE #: The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. DEngineering ❑Fire A � A OPublic Works OZoning r O tilities�, 1 OLicensing 0 1 A 1 I \ CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) I T N E R S U R V E Y I N G 16 January 2004 City of Sanford Building Department 300 North Park Avenue Sanford, Florida 32771 Re:136 Pinefield Drive To Whom It May Concern: This is to certify that the finished floor elevation of the new building constructed at the above site meets or exceeds the requirements of Section 6- 7 of the City of Sanford Building Code. Should you have any questions or need additional information, please do not hesitate to call. Sincerely, R. Blair Kitner P.S.M. No. 3382 P.O. BOX 823-SANFORD, FLORIDA 32772-0823 -(407) 322-2000 FEDERAL EMERGENCY MANAGEMENT AGENCY NATIONAL FLOOD INSURANCE PROGRAM O.M.B. No. 3067-0077 Expires December 31, 200E ELEVATION CERTIFICATE Read the instructions on IIlac1e81- 7. SECTION A - PROPERTY OWNER INFORMATION I For Wu mecarpary Use: BUILDING OWNER'S NAME I Pofcv Number - BUILDING STREET ADDRESS McItidng Apt, Unit Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. r Company NAIC Number 136 PINEFIELD DRIVE I CITY STATE DP CODE SANFORD FL 32771 PROPERTY DESCRIPTION (Lot and Block Nurr tw% Tax Parcel Number, Legal Description, etc.) LOT 18, 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 LATTTUDEILONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: El GPS (Type): ( #r - #9 - ##.#r or ##.# ❑ NAD 1927 ❑ NAD 1983 ❑ USGS Quad Map ❑ 06W. SECTION B • FLOOD INSURANCE RATE MAP (FIRM) INFORMATION 81. NFP COWUNITY NAME & COMMUNITY NUMBER B2 COUNTY NAME 83. STATE CITY OF SANFORD 120294 SEMNOLE FLORIDA B4. MOP AND PANEL 87. FIRM PANEL 139. BASE FLOOD ELEVATION(S) NUMBER 135. SUFFIX 136. FIRM INDEX DATE EFFECTNEREVISED DATE 68. FLOOD ZONES) gions AO, use dso dfoodrh9) 1211700065 E APRL 1995 APRL 1995 X NA B10. IrKfa a the source of the Base Flood Elevation (BFE) data or base flood depth entered in B9. ❑ FIS Profle ® FIRM ❑ Community Determined ❑ Other(Dewibe} B11. Indioale the elevation datum used for the BFE in 89, ® NGVD 1929 ❑ NAVD 19M ❑ Other(DesorbeX B12 Is the bjkflm baled In a Coastal Barrier Resources System (CBRS) area or Oltwwise Pro/ecled Area (OPA)? ❑ Yes M No Desicnation Date SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) Ct. Buldng elevations are based on: ❑ Contuction DrawirW ❑ Building Under Constnxybn' ® Finished Constnxfion 'A nary Elevation Certficate will be requited when construction of the buidng is oomplele. C2 Buldng Diagram Number 1(Select the buidng diagram most similar b the building ter which this certi>cala is being completed - see pages 6 and 7. If no diagram wwrai* mpr mb fhe txkng, provide a de4 h or ox)bgraph.) C3. Bevations — Zones Al-A30, AE, AH, A (with BFE), VE, V1430, V (with BFE), AR, ARIA, ARIAS, ARIAt-AM, ARIAH, ARIAO Complele Hems C3.-a4 below aooadng b the buldng diagram specified in Item C2 Stale the datum used. If the datum is diffarent from the datum used for the BFE in Section B, convert the datum to that used for the BFE Show field measurements and datum conversion calculation. Use the space provided or the Comments area of Section D or Section G, as appropriate, b document the datum oonversion. Datum NGVD 29 Conversiorromments Elevation refenenoe mark used ' Does the elevation reference mark used appearon to FIRM? ❑ Yes ® No o a) Top of bottom floor (ndudng basement or erdosure) 21. 41 t(m) o b) Top of nerd higher floor NA. k(m) o c) Bottom of lowest horizontal structural member (V zones only) NA . _R(m) o d) Attached garage (bp of slab) 20. 901t(m) a o e) Lowest elevation of mmactihwy and/or equipment servicing the building (Describe In a Comments area) 21.0 tl(m) o f) Lowest adfaoent (finished) grade (LAG) 20.71(m) z' c g) Highest adjaoerd (finished) grade (HAG) 20. 9 &(m) o h) No. of permanent openings (flood vents) within 1 ft above adjaoerd grade NA o ) Total area of all permanent openings (hood vents) In C3.h NA sq. ir (sq. cm) SECTION D • SURVEYOR, ENGINEER, OR ARCF$TECT CERTIFICATION This oedittbn Is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to oartity elevation Information. I certify that the information in Sections A, B, and C on this certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U. S. Code, Section 1001. CERTIFIERS NAME R. BLAIR KITNER LICENSE NUMBER P.S.M.3382 TITLE PRESIDENT COMPANY NAME KITNER SURVEYING, INC. ADDRESS CITY STATE ZIPCODE 20 JAN2004 407-M-2000 IMPORTANT: In these spaces, copy the cmWonding information from Section A. For hmarne Carpery use: BUILDING STREET ADDRESS (hdudrg Apt. Unk Stile, ar da M# No.) OR P.O. ROUTE AND BOX 1J0. Pobj Nrntff 136 PINEFIELD DRIVE I • crly STATE 7p CODE SANFORD R. 32771 H NAIL Norther SECTION D - SURVEYOR, ENGINEER, OR ARCHrTECT CERTIFICATION (CONTINUED) Copy bath sides of this Elevation C iftate for (1) community of ial, (2) insurance agenbborrpany, and (3) building owner. k.UMMtN 15 ❑ Check here if athaclt rents SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zane AO and Zane A (without BFE), complete Items E1 through E4. ff the Elevation Cediicate is Intended for use as supporting information for a LOMA or LOMR-F, Section C must be completed. El. Building gram Number_(Select the building diagram most simian to the building for which this aertfimpi is being completed — see pages 6 and 7. ff no diagram accurately represents the building, provide a sketch or photograph.) E2. The top of the bottom floor (including basement or enclosure) of the building is _ it(m) _h.(an) ❑ above or ❑ below (chec(one) the highest adjacent grade. (Use natural grade, i available). E3. For Building Diagrams 68 with openings (seepage 71 the nerd hgherfloor orelevaled floor (elevation b) of the building is _ ft(m) _h.(cm) above the highest adiaoent grade. Compleb llerms C3.h and C3.1 on front of Torn. E4. The top of the Patton of machinery ardlor equprnent servicing the building is _ ft(m) _in.(an) ❑ above or ❑ below (check one) the highest adjacent grade. (Use natural grade, i available). E5. For Zane AO only. ff no flood depth number Is available, is the top of the bottom floorelevated in aocordanoe with the communiys floodplain management ordinance? ❑ Yes ❑ No ❑ U*10wn. The IDCai Dfirclal must oa* fins hfomhadon in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION - The property ownerorowner's aulhortmed representative who completes Sections A, B, C (Hems C3.h and C3.i ontyl and E for Zone A (without s FEMA4ssued oroommu niy- issued BFE) or Zone AO must sign here. The da Wnerds ih Sectors A, Q C, artd E are owedto the tied ofmy fvawledge. _ PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME ADDRESS CITY STATE ZIP CODE SIGNATURE DATE TELEPHONE KeEky, d,1=016' ❑ Check here ffaltacttments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local offidal who is authort and by law or ordinanoe to administer the eommunlys floodplaih management ordinance can oomplete Sections A, B, C (or E), and G of this Elevation Certificate. Corplete the ap&-Ab items) and sign below. Gt. ❑ The htimatien in Section C was taken from other documentation that has been tried and embossed by a licensed surveyor, engineer, or arctnitect who is authort and by stale or bW law b oertty elevation hfamabon. (Indicate the source and dale of the elevation data in the Comments area below.) G2. ❑ A community official oorpleted Section E for a building located in Zone A (without a FEMAmissued oroommuniyssued BFE) or Zone AO. G3. ❑ The Wowing g irhmation (loans G4-G9) is provided for omrmunity floodplain management Purposes G6. Elevation of as -bust lowest floor (eiduding basement) of the buidig h _• _ft(m) Datum: G9. BFE or (n Zonis AO) depth of flooding at the building site is: — _ ft(m) Datum LOCAL OFFICIAL'S NAME TITLE COMMUNITY NAME TELEPHONE SIGNATURE DATE COMMENTS