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142 Pinefield Dr 03-2826 SFR
• d PERMIT ADDRESS , SUBDIVISION6-a En Now v- En 0010, CONTRACTOR PERMIT # 48N DATE �11 ADDRESS Maronda Homes PERMIT DESCRIPTION 4%X 1101 N Keller Rd., Ste F a1� Orlando, FL 32810 PERMIT VALUATION , �Q 407475-9-112 CRC 058496 PHONE NUMBER SQUARE FOOTAGE e PROPERTY OWNER ADDRESS PHONE NUMBER ELECTRICAL CONTRACTOR MECHANICAL CONTRACT, PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE FEE N FAM EVANS GEOTECHNICAL & CONSTRUCTION MATERIALS TESTING GEOTECHNICAL SERVICES, INC. PROJECT: L v I CLIENT: 4 DATE: o Z Qj AREA TESTED: 1 TYPE OF TEST: ASTM D-2937 DRIVE CYLINDER METHOD SOIL COMPACTION REQUIREME 5°0 / MEETS REQUIRED DENSI e- TECHNICIAN: AWE TEST LOCAdIDN W==FIELD IMMm /o6.y 1717 611 k4 /6V �- 9y.40 loy, 4 /it, /vboll �l vv �i 7• i a1.9 1611 /L I - REMARKS: 0 PO BOX 740805 ORANGE CITY, FLORIDA 32774-0805 • PHONE (386) 804-6958 • FAX (386) 774-2182 9 COUNTY OF S[MIH()|.[ ISSUFD l�/ CITY U` UkD STATEMENT NUMP[R 103-75696 DATE: ' BUILDING y[RHI TY) C00XTY UHIT'AD%REES: -- C�ANi�T}Rl'-'---'--' TWP R S(/Dl�IVlCION: TRA�T: ^__--- ------'------------- PLAT BOOK: PLAY PAGE:���~�^~B|[CK: |OT: �' ~ � .~ -.�-...�'' hlDRESS: - --/^/- APPLICANT VAME: -`----1L------------- --------------- --------------------------- ADDRESS.-, --_-----/------------------------_------_-----------------------'_' LAND USE CATEGORY: 001 - Single Family Detached Huune TYP[ Uo[: Re"ide//lial wOR% DESCRIPTION: Single Family House: Detached - Construction ------ ___' F�E _________________________________________________________________ PEkEFIT RA7E FEE UNIT - RATE PER N & TYPE TOTAL 0U[ TY['[ DIST SCHAULa DESC. UNIT OF UXITS ��'_��----------_-------------_--------------------_--------------------�' �OADS ��___�� wARlERIALS CD -WIDE O dwl unit $ 705.00 1 $ 7()5.00 ROAD"', COLLECTORS NORTH U dwl w"it 0 142.00 1 $ 142.00 LIDRAKY CO -WIDE O dwl unit A 54.00 1 $ 54.00 SC[UOLS CO -WIDE O dwl unit $1,384.00 1 $ 1,3O4.O0 AMOUNT DU!::*. $ 2,205.00 ��TAT|�MGNT - R[C[lViD BY:i� ���=�/���_�SlG"4ATINS$ �PLBAS[ PklHlHAKE� NOTE TO RECEIVING SI[NATORY/PPPLICANT: FAILURE TO NOTIFY OKX|]l AM) [NSUkL TIHFLY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. ICTY.' DISTRIBUTION: 1-CCUNTY 3-CITY 2-APPLICANT 4-COUNTY *&HUT[M',( P[�SUNF; ARE ADVISED THAT THIS IS A STATEMENT OF FEES WHICH ARE DUE AND PAYABLE PRIOR TO ISSUANCE OF A BU[LDINU PERMI0. P[RSUH!'; OR[ ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNUK, TO APPEAL THE CALCULATIONS 8F THE ROAD, LlPRORY SYSTFM AM/OR EDUCATIONAL (CCHDOL) IMPACT FEES MUST BE EXERCISED BY FILIN� h WRITlEN REQUEST WITHIN 45 CALENDAR DAYS OF THE R[[[lVlNC SIGNATURE DATE ADOVE, BUT MOT LATER THAN CERTIFICATE 07 OCCUPANCY OIN UCCUPAKCY. THE REOUEST FOR REVIEW NUST MEET THE R[PUIREMENTS OF T|\[ COi8�[Y LAND DEVELOPMENT CODE. COPIES OF THE RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUES7ED, FROM THE PLON lMPLErENTATIUN OFFICE-: 1101 [.ADT FIRST STREET, SANFORD, FLORIDA 32771; (407) 665-7474. PAYVFNT EKO[LD RE MAD[ TO: CITY OF SANFORD DUliDIHG D[|'A|<TMLNT 300 NOXT|\ PARK AV|]^K)[ ='OkD. FL 32771 PAYMENT SHOULD BE BY CHECK OR NON[Y ORDER, AND 8KCUL)) R[FFR[NC[ 7||[ (JhT[M[NT AND CITY BUILDINS PERMIT NUMBER AT THE TD!.' *=0110 STATEMENT IS VALID ONLY lN CO4JUNCTIO] WITH ISSUANCE OF ATN'e, *11>119=4**5=*1SINQ'E FAMILY BUILDING PEP|1ITT>1xTA=111111111$** CITY OF SANFORD PERMIT APPLICATION Permit # Date: August 21, 2003 Job Address: 142 Pinefield Drive Lot 21 Description of Work: Single Family Residence Historic District: Zoning: Value of Work: $92-603:00— 3 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 O= �C L Construction Type: VI # of Stories: I # of Dwelling Units: I Flood Zone: X (FEMA form required for other than X) Parcel #: 32-19-31-515-0000-0210 (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes, Inc. of Florida 1101 N. Keller Road, Suite F Orlando, FL 32810 Phone: 407475-9112 Contractor Name & Address: Russell Keith Summers 1 101 N. Keller Road,Suite F Orlando, FL 32810 State License Number: CRC058496 Phone & Fax: (407) 475-91 12 Contact Person: Laurie• Pellegrino Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: ArchitecNEngineer: Tomas Address: 4005 Maronda W Phone: (407) 321-0064 Fax: (407) 321-3913 Application is hereby made to obtain a permit to do the work and inst 11 "'ic as mdi at f�ii i t io or o nst�lla�sxr ' commenced prior to the issuance of a permit and that all work will be performed to meet standards of aHifal33re'gulati o s ntr'i�o t h , ct n. 11tri ii: s _ that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, Pw_. E-S, FURN rat I'A1+UCS'�a IR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all ofthe foregoing informxion 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 A-1'1-ORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental enitics such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that 1 will notify the owner of the prol:erty of the requirementsof Florida Licn Law, FS 713. 8/21 /03 0 Signature of Ownef/Agent Date Russell Keith Summers Print Owner/Agent's Name O 1, 8/21/03_ Signature of Notary -State of gorida Date ............................................j LAURIE PELLEGRINO 0 VD'. Camtt DOf>QW E>mhM 711647 dt0a0 tE Fwa d Owner/Agent is _X_ Personally Known to Me or Produced ID APPLICATION APPROVED BY:: Bldg �y Lon (Initial & Date) 8/21 /03 Signature of Contractor/Agent Date Russell Keith Summers Print Contractor/Agent's Name qQ uA�&g,OPOI,-(A 8/21/03_ Signature of Notary -State 4Aorida Date �nn.wauu....... u......nnnn.n.uu� LAURIE PELLEGRINO Cannt/ 000232ap� EM&Mawded ON 7Mt3/lOOI 1.4. Ff1oAd�NNow in Contractor/Agent is_�C�C_ Pers000da y nown to Me or Produced ID Utilities: FD: (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: �c d . Lk-� ` �.. 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: 142 PINEFIELD DRIVE Lot: 21 Panel: 4 Electrical Contractor: DANIEL G. PUGLISI Residential: -_ve-00- Non -Residential: By Signing this application I am stating that I am in compliance with City of Sanford Electrical Code. pplicant's Signature ________ EC0001663 State License Number R, 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., %A Fl%J1 C ------------------------------------- address of Job: 142 PINEFIELD DRIVE Mechanical Contractor: GARY CARMACK Residential /_ ------- Non -Residential Lot: 21 Panel: 4 _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: 142 PINEFIELD DRIVE Lot: 21 Panel: 4 ----------------------------------------------------------------- Plumbing Contractor:_______WILLIAM T._SELF Residential: _J___ 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. allj-----45�'�-�—�- ------ Applicant's Sign ure CFC057039 --------------------------------- State License Number t, 0� 00 U) oa U a0c "oeo i�A X� �008 W G In 0 p .•r 0 Iv a KWANNE WROF, CLERK OF CIRCUIT COURT BRINDLE COUNTY BK 04939 PG 1206 CLERK'S N 2003t31298 RECORDED 87/29/2M 12sl7s57 PH RECORDING FEES 6.00 RECORDED BY N Nolden NOTICE OF COMAUNCEWNT 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 accordanpe with Chapter 713, Florida Statutes, the following Information is provided in this Notice of Commencement. DESCRIPTION OF PROPERTY (Legal Description and Street Address) Lot 21 142 PINEFIELD DRIVE : Subdivision: CELERY LAKES General Description of Improvement CONSTRUCT A SINGLE FAMILY RESIDENCE OWNER INFORMATION Name and Address Maronda Homes, 1101 North Keller Road, Suite F. Orlando, FL 32810 Interest in Property (Fee Simple, Partnership, etc.) -Owner NAME AND ADDRESS OF FEE SIMPLE TITLEHOLDERS (If other than owner) CONTRACTOR Maronda Homes, 1101 North Keller Road, Suite F. Orlando. FL 32810 (Name and address) SURETY (Bonding Company) Name and Address 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. Kampf Title, 200 W. 181 St., Sanford FL 32771 Fax: 407-330-5062, Phone: (407) 322-9484 (Name and address) In addition to himself, Owner designates or to receive a copy of Lienors Notice as provided in Section 713.13(2), (b), Florida Statutes. Expiration Date of Notice of Commencement (The expiration date is 1 year from the date of recording unless a different date Is specified.) RUSSELL KEI MERS Maronda Homes, Inc. of Florida Vice President - Construction Sworn to and subscribed before me this 29TH day of APRIL, 2003. Notary Public CERTIFIED COPY EDEBIBIE TIME JERK ARYANNE M0Omm UP. ZIVIS OF CIRCUIT COURNo. CC 999378INOLE COUNTY. FLOR14AO^''y 14wwn r I olfw CITY OF SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 21 Subdivision: CELERY LAKES Property Address: 142 PINEFIELD DRIVE ❑x 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. ❑x b. Floor plan indicating interior wall partitions and room identification, room dimensions, door, window, and/or opening sizes, smoke detector, distances from walls are to be shown. Note the State of Florida requirements for bath door for compliance of Handicapped Code (F. S. 553, Part 5). ❑x c. Elevations of all exterior walls, east, west, north and south. Finish floor elevation height as per City Engineering Department or subdivision plat. M d. Cross sections of all wall sections to be used in the structure. Bearing non -bearing interior and exterior. Show all components of wall section. ❑ e. Framing plan for floor joists where conventionally framed. Plan to indicate span, size and species of materials to be used. ❑x f. Engineered truss plan with details of bracing. Engineered beams for spacing openings to carry and support trusses. ❑ g. Stair details with tread and riser dimensions, stringer size, methods of attachment, placement of handrails and guardrails. 7 h. Square footage table showing footages: Garages/Carports 368 S.F. Porch(s)/Entry(s) 19 S.F. ❑x 3. ❑x 4. TO FOLLOW N/A 5. N/A N/A N/A ❑x 6. 1. 2. 3. 4. 5. 6. 7. 8. 9. 10 11 12 13 14 15 Patio(s) S.F. Conditioned structure 1,625 S.F. Total (Gross Area) 2,012S.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 Footer Underground, electrical, mechanical and plumbing Foundation elevation survey Slab Lintel — tie beams — columns — cells Rough electrical Rough mechanical Rough plumbing Tub Set Framing Tenant Separation/firewall Insulation, walls and/or ceilings Electrical final, mechanical final and plumbing final Building Final Other DATE: Thursday, August 21, 2003 SIGNATURE: (By Ownd"r<uthorized Agent) 0 PLAT OF BOUNDARY SURVEY N for MARONDA HOMES Legal Description LOT 21, 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. 20 �$ - II r w r, n n -71 N nS J JZS 1/ t I LL.tDJ I � N I I , I I I. I I I 00' 5' DRAINAGE ESM'T 25.00' _------5 58.00 I I U) E Y O I I F W I W cV N W I U Q 0 � � i I W I A W W cc I I21O Q L- I J W O O D_ O I w=OM 'CL O U ofi O I C I N I I I -----------------J 39.76 5' DRAINAGE ESM'T 15.00' N 89*38'17". E 122.77' 22- SCALE: 1 "= 20' I I I I CITY OF SAN'd-.i-fA0?L% SURVEY NOTES: 1) The street address of the above -described property is PINEFIELD DRIVE. 2) The above -described property lies in a Flood Zone X per FIRM 12117C 0065E dated APRIL 1995. SURVEYOR'S CERTIFICATE This is to certify that I have made a Survey of the above described property and that the plat hereon delineated is an accurate representation of the same. I further certify that this Survey meets the Minimum Technical Standards set forth by the Florida Board of Land Surveyors pursuant to Section 427.027 of the Florida Statutes. ►2V1J1u111J: �� CERTIFIED CORRECT TO: h TNER SURVEYING, INC. R. BLAIR KITNER - P.L.S. NO. 3382 Post Office Box 823, Sanford, F1. 327724W3 (407) 322-2000 PROJECT NO: 03-1I$ 1 SURVEY DATE: a PLAT Oil iC 4. DARY SURVEY OA,for MARO'NUA HOMES Legal Description LOT 21, 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. 1 i 20 1 1 I I i i i N 89°38'17'' E 122.63' 5.00' r------------ I 5' DRAINAGE ESM'T 25.00' 58.00' I `1 O i ►— W' W N U II i (n W I Z �p Uj W � 0-U_o i 21 O O Q Li L1 [Q i J _ O w 0- O I X 2 0 M O a. U 0� O I a_ N 5' DRAINAGE ESM'T -----------------J 15.00' 39.76 N 89`3817"" E 122.77 22 SCALE: 1 "=20' SURVEY NOTES: 1) The street address of the above -described property is PINEFIELD DRIVE. 2) The above -described property lies in a Flood Zone X per FIRM 12117C 0065E dated APRIL 1995. L0 N 0 w rn a w J CC U Cn SURVEYOR'S CERTIFICATE This is to certify that I have made a Survey of the above described property and that the plat hereon delineated is an accurate representation of the same. I further certify that this Survey meets the Minimum Technical Standards set forth by the Florida Board of Land Surveyors pursuant to Section 427.027 of the Florida Statutes. CERTIFIED CORRECT - - cti ITNEP, SURVEYING, INC- R. BLAIR KITNER - P.L.S. NO. 3382 Post Office Box 823, Sanford, F1. 32772-0823 (407) 322-2000 PROJECT NO: 03-118 SURVEY DATE: FORM 60OA-2001 FLO F Project Name: CHE, Address: IQ plyle 18 City, State: ,� Owner:, �LE( Climate Zone: Cent 1. New construction or existu 2. Single family or multi -farm 3. Number of units, if multi-fi 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft') 7. Glass area & type a. Clear glass, default U-facto b. Default tint c. Labeled U or SHGC 8. Floor types a. Slab -On -Grade Edge Insuk b. N/A c. N/A 9. Wall types a. Concrete, Int Insul, Exterior b. Frame, Steel, Adjacent c. N/A d. N/A e. N/A 10. Ceiling types a. Under Attic b. Under Attic c. Under Attic 11. Ducts a. Sup: Unc. Ret-. Con. AH: b. N/A IDA ENERG- Y-'EFFICIENCY CODE )R BUILDING `CONSTRUCTION Florida Department of Community Affairs esidential Whole Building Performance Method A �,PEAKE Builder: MARONDA HOMES Drive Permitting Office: Permit Number: 'RIC Jurisdiction Number: New _ Single family _ ily 1 _ 3 _ Yes _ 1625 ft' Single Pane Double Pane _ 133.0 fe 0.0 fe 0.0f? 0.0ft' _ 0.0 fe 0.0 W a R=0.0, 175.0(p) ft R=4.2, 1033.0 ft' _ R-11.0, 207.0 ft' R=19.0, 360.0 ft' _ R=19.0, 1272.0 ft- _ R=19.0, 97.0 ft- Sup. R=6.0, 165.0 ft 12. Cooling systems a. Central Unit b. N/A c. N/A 13. Heating systems a. Electric Heat Pump b. N/A c. N/A 14. Hot water systems a. Electric Resistance b. N/A c. Conservation credits (I IR-Hest recovery, Solar DHP-Dedicated heat pump) 15. HVAC credits (CF-Ceiling fan, CV -Cross ventilation, HF-Whole house fan, PT -Programmable Thermostat, MZ-C-Multizone cooling, MZ-H-Multizone heating) Glass/Floor Area: 0.08 Total as -built points: 21459 PASS Total base points: 23862 I hereby certify that the plans and specifications covered by this calculation are in dompliance with the Florida Energy Code. PREPARED BJt," Ij q f 00 1 1 DATE: I hereby certify that this b l ilding, as designed, is in compliance with the Florida Energy Coe. /A OWNERGENT: Q, DATE: Review of the plans and specifications covered by this calculation indicates compliance with the Florida Energy Code. Before construction is completed this building will be inspected for compliance with Section 553.908 Florida Statutes. BUILDING OFFICIAL:, DATE: Cap: 34.0 kBtu/hr _ SEER: 12.00 Cap: 34.0 kBtu/hr _ HSPF: 8.00 Cap: 50.0 gallons _ EF: 0.93 PT, _ 4 EnergyGauge® (Version: FLRCPB v3.30) FORM 60OA-2001 Residenti SUMMER -CALCULATIONS Whole Building Performance Method A - Details I ADDRESS:,,, i PERMIT #: I BASE AS-BUILT GLASS TYPES .18 X Conditioned X BSPM = Points Overhang Floor Area I Type/SC Ornt Len Hgt Area X SPM X SOF = Points .18 1625.0 25.78 i 7540.7 Single, Clear NE 1.0 6.0 16.0 47.10 0.97 732.9 Single, Clear NW 0.6 6.0 16.0 40.72 1.00 648.8 Single, Clear SW 1.0 7.5 40.0 56.99 0.99 2252.4 Single, Clear SW 1.0 6.0 16.0 56.99 0.96 879.9 Single, Clear SE 0.6 3.0 3.0 61.07 0.92 168.8 Single, Clear SE 1.0 11.0 36.0 61.07 1.00 2197.5 Single, Clear SE 1.0 3.0 6.0 61.07 0.81 297.2 As -Built Total: 133.0 7177.4 WALL TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Adjacent 207.0 0.70 144.9 Concrete, Int Insul, Exterior 4.2 1033.0 1.16 1198.3 Exterior 1033.0 1.90 1962.7 Frame, Steel, Adjacent 11.0 207.0 1.00 207.0 Base Total: 1240.0 2107.6 As -Built Total: 1240.0 1405.3 DOOR TYPES Area BSPM = Points Type Area X SPM = Points Adjacent 18.0 1.60 28.8 Exterior Insulated 20.0 4.80 96.0 Exterior 40.0 1 4.80 192.0 Exterior Insulated 20.0 4.80 96.0 Adjacent Wood 18.0 2.40 43.2 Base Total: 58.0 220.8 As -Built Total: 58.0 235.2 CEILING TYPES Area BSPM = Points Type IR-Value Area X SPM X SCM = Points Under Attic 1625.0 2.13 3461.3 Under Attic 19.0 360.0 2.82 X 1.00 1015.2 Under Attic 19.0 1272.0 2.82 X 1.00 3587.0 Under Attic 19.0 97.0 2.82 X 1.00 273.5 Base Total: 1625.0 3461.3 As -Built Total: 1729.0 4875.8 FLOOR TYPES Area XI BSPM = Poimts Type R-Value Area X SPM = Points Slab 175.0(p) -31.8 -55135.0 Slab -On -Grade Edge Insulation 0.0 175.0(p -31.90 -5582.5 Raised 0.0 0.00 0.0 Base Total: -55465.0 As -Built Total: 175.0 Area X SPM = -5582.5 Points INFILTRATION Area XI BSPM = Poilnts 1625.0 1 14.31 232!53.8 1625.0 14.31 23253.8 EnergyGauge® DCA Form 600A-2001 EnergyGauge®/FlaRES'2001 FLRCPB v3.30 FORM 600A-2001 SUMMERACALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS: , , , I ; PERMIT #: BASt I AS -BUILT Summer Base Points: 31019.1 Summer As -Built Points: 31365.0 Total Summer X System = Cooling Total X Cap X Duct X System X Credit = Cooling Points Multi tier Points Component Ratio Multiplier Multiplier Multiplier Points (DM x DSM x AHU) 31019.1 0.4266 13232.7 31365.0 31365.0 1.000 1.00 (1.079x 1.150 x 1.00) 0.284 1.241 0.284 0.950 0.950 10506.6 10506.6 EnergyGaugeTm DCA Form 600A-2001 EnergyGauge®/FIaRES'2001 FLRCPB J3.30 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , I , PERMIT #: BASt i AS -BUILT GLASS TYPES .18 X Conditioned X BWPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X WPM X WOF = Point .18 1625.0 '5.86 1714.1 Single, Clear NE 1.0 6.0 16.0 14.70 1.00 235.3 Single, Clear NW 0.6 6.0 16.0 14.97 1.00 239.3 Single, Clear SW 1.0 7.5 40.0 11.59 1.00 465.7 Single, Clear SW 1.0 6.0 16.0 11.59 1.01 187.3 Single, Clear SE 0.6 3.0 3.0 10.59 1.04 33.0 Single, Clear SE 1.0 11.0 36.0 10.59 1.01 384.0 Single, Clear SE 1.0 3.0 6.0 10.59 1.09 69.2 As -Built Total: 133.0 1613.8 WALL TYPES Area BWPM = Points Type R-Value Area X WPM = Points Adjacent 207.0 1 1.80 372.6 Concrete, Int Insul, Exterior 4.2 1033.0 3.26 3367.6 Exterior 1033.0 2.00 2066.0 Frame, Steel, Adjacent 11.0 207.0 2.60 538.2 Base Total: 1240.0 2438.6 As -Built Total: 1240.0 3905.8 DOOR TYPES Area X BWPM = Points Type Area X WPM = Points Adjacent 18.0 4.00 72.0 Exterior Insulated 20.0 5.10 102.0 Exterior 40.0 5.10 204.0 Exterior Insulated 20.0 5.10 102.0 Adjacent Wood 18.0 5.90 106.2 Base Total: 58.0 276.0 As -Built Total: 58.0 310.2 CEILING TYPESArea X BWPM = Points Type R-Value Area X WPM X WCM = Points Under Attic 1625.0 0.64 1040.0 Under Attic 19.0 360.0 0.87 X 1.00 313.2 Under Attic 19.0 1272.0 0.87 X 1.00 1106.6 Under Attic 19.0 97.0 0.87 X 1.00 84.4 Base Total: 1625.0 1040.0 As -Built Total: 1729.0 1504.2 FLOOR TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Slab 175.0(p) -1.9 -332.5 Slab -On -Grade Edge Insulation 0.0 175.0(p 2.50 437.5 Raised 0.0 0.00 0.0 Base Total: 332.5 As -Built Total: 175.0 437.5 INFILTRATION Area X IBWPM = Points Area X WPM = Points 1625.0 -0.28 -455.0 1625.0 -0.28 -455.0 EnergyGauge® DCA Form 600A-2001 EnergyGaugeOFIaRES'2001 FLRCPB v3.30 FORM 60OA-2001 WINTERCALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS: , , , I ; PERMIT #: I BAS�; AS -BUILT Winter Base Points:! 4681.2 Winter As -Built Points: 7316.5 Total Winter X System = Heating Total X Cap X Duct X System X Credit = Heating Points MultIiplier Points Component Ratio Multiplier Multiplier Multiplier Points (DM x DSM x AHU) 4681.2 0.6274 2937.0 7316.5 7316.5 1.000 1.00 (1.068 x 1.160 x 1.00) 0.427 1.239 0.427 0.950 0.950 3673.7 3673.7 EnergyGaugeT" DCA Form 60OA-2001 EnergyGauge®1FIaRES'2001 FLRCPB v3.30 FORM 60OA-2001 WATER Resident EATING & CODE COMPLIANCE STATUS I Whole Building Performance Method A - Details I ADDRESS: , , , I PERMIT #: BASE i AS -BUILT WATER HEATING Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 3 25r.00 7692.0 50.0 0.93 3 1.00 2426.15 1.00 7278.5 i As -Built Total: 7278.6 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating Points Points + Hot Water = Total Points Points Cooling + Heating + Hot Water = Total Points Points Points Points 13233 2937 7692 23862 10507 3674 7278 21459 PASS OV VVLE STg1E Gj" �4i x e • c �c0D wE� EnergyGaugeTm DCA Form 600A-2001 EnergyGaugeWlaRES'2001 FLRCPB v3.30 FORM 60OA-2001 Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS: , , , I PERMIT #: 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST Exterior Windows & Doors 606.1.ABC.1.1 Maximum:.3 cfm/s .ft. window area• .5 cfm/sq.ft. door area. Exterior & Adjacent Walls 606.1.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at comers; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from and is sealed to the foundation to the top plate. Floors 606.1.ABC.1.2.2 I Penetrations/openings >1/8" sealed unless backed by truss or joint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed Ceilings i606.1.ABC.1.2.3 Between walls & ceilings; penetrations of ceiling plane of top floor; around shafts, chases, soffits, chimneys, cabinets sealed to continuous air barrier, gaps in gyp board & top plate; attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is Recessed Lighting Fixtures 606.1.ABC.1.2.4 Type IC rated with no penetrations, 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 Multi -story Houses 606.1.ABC.1.2.5 I Air barrier on Dedmeter of floor cavity between floors. Additional Infiltration reqts 06.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. RA-99 r%T1.1G0 DD=Qr I1DT1\/C IACACI IOCC /..... ..-a L-...Y-• �- ��_-_J_J L__ _.. ___]J_- __ _ . COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements in Table 6-12. Switch or clearly marked circuit breaker electric or cutoff as must be provided. External or built-in heat trap required. Swimming Pools & Spas 612.1 Spas & heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficient of 78%. Shower heads 612.1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and installed in accordance with the criteria of Section 610. Ducts in unconditioned attics: R-6 min. insulation. HVAC Controls 607.1 1 Separate readily accessible manual or automatic thermostat for each s stem. Insulation 604.1, 602.1 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. EnergyGaugeTm DCA Form 60QA-2001 EnergyGauge®/FlaRES'2001 FLRCPB 0.?,0 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD STIMATED ENERGY PERFORMANCE SCORE* = 85.2 The higher the score, the more efficient the home. ELECTRIC... 1. New construction or existing New _ 12. Cooling systems 2. Single family or multi- fam y Single family _ a. Central Unit Cap: 34.0 kBtu/hr 3. Number of units, if multi -family 1 _ _ SEER: 12.00 4. Number of Bedrooms 3 _ b. N/A _ 5. Is this a worst case? Yes _ _ 6. Conditioned floor area (W) 1625 fP c. N/A 7. Glass area & type Single Pane Double Pane _ _ a. Clear - single pane 133.0 fe 0.0 ft' _ 13. Heating systems _ b. Clear - double pane 0.0 ft, 0.0 ft, _ a. Electric Heat Pump Cap: 34.0 kBtulhr c. Tint/other SHGC - single pane 0.0 fP 0.0 fe _ HSPF: 8.00 d. Tint/other SHGC - double pane _ b. N/A _ 8. Floor types _ a. Slab -On -Grade Edge Insulation R=0.0, 175.0(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, Exterio R=4.2, 1033.0 ft- _ _ EF: 0.93 b. Frame, Steel, Adjacent R=11.0, 207.0 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, 360.0 ft' _ 15. HVAC credits PT, b. Under Attic R=19.0, 1272.0 fe _ (CF-Ceiling fan, CV -Cross ventilation, c. Under Attic R=19.0, 97.0 ft' HF-Whole house fan, 11. Ducts _ PT -Programmable Thermostat, a. Sup: Unc. Ret: Con. AH:I Garage Sup. R=6.0, 165.0 ft _ MZ-C-Multizone cooling, b. N/A MZ-H-Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) 0011E SNI" in this home before final inspection. Otherwise, a new EPL Display Card will be complieted �. w, based on installed Code compliant features.'"� Builder Signature: Date: Address of New Home: City/FL Zip: fl,Co ' *NOTE.- The home's estimated energy performance score is only available through the FLARES computer program. This is not a Building Ene I' Rating. If Jwour score is 80 or greater (or 86 for a US EPA/DOE EnergyStar udesignation), your home may qualify for energy efficiency mortgage (EEM incentives if you obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 3.211638-1492 or seethe Energy Gauge web site at www.fsec. ucf edu for information and a list of cer* ed Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of Community Affairs at 8501487-1824. EnergyGauge® (Version: FLRCPB N-3.30) L���Aaronda Homes AN EASILY OBSERVABLE BETTER VALUEI 1101 NORTH KF_LLF_R ROAD, SUITE F • ORLANDO, FLORIDA 32810 407-475-9112 • FAx: 407-475-9115 LETTER OF AUTHORIZATION ❑ CITY OF DELTONA ❑x CITY OF SANFORD ❑ VOLUSIA COUNTY ❑ SEMINOLE COUNTY I hereby name and appoint Lee Emerson, Joyce Stark and Silver Streak to sign his/her name on my behalf in order to apply for and/or pickup building permits for Maronda Homes, Inc. of Florida work to be completed at Lot 21, '142 PINEFIELD DRIVE at CELERY LAKES. RUSSELL KEITH SIPIMMERS, CRC058496 MARONDA HOMES, INC. OF FLORIDA STATE OF FLORIDA COUNTY OF ORANGE Sworn and subscribed before me this 21 st day of AUGUST, 2003 by RUSSELL KEITH SUMMERS who is personally known to me. LAURIE PEU.EGRINO Ebbs 7/1M007 YOfd�d Mru (e00�2.4254: NOTARY PUBLIC C:\Documents and Settings\pellegrinl\Desktop\PERMITTING\City of Sanford\LOA Keith Summers for City of Sanford.doc I JJN t I y \r c- co N L r'1 rn (V 0 a Wayne WINDL OA0 SPE-CIFICA TION 0108 Dalton r I APPROVED SIZES: MODEL: WAYNEMARK 8000 & 8100 9'-0" MAX WIDTH x 14'-0• MAX HEIGHT STYLE: RAISED PANEL -MAXIMUM SECTION WIDTH 21" TEST PRESSURE: POS./NEG. 44 PSF DESIGN PRESSURE: POS./NEG. 29.3 PSF Nor S: I. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). 2. GLAZING OPTIONS - TOP OR INTERMEDIATE SECTION, .090 SS8 GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP (NAILED ON 6" CENTERS) MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16•' TO MEET NEGATIVE PRESSURES. 4. • U-BAR TO HAVE A MINIMUM YIELD OF 80 KSI 5. TRACK, AND DOOR STEEL TO HAVE A MINIMUM YIELD OF 33,000 PSI. 6. OPTIONAL - .080" (MIN) ALUMINUM LOUVERS WITH HIGH IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF THE BOTTOM SECTION. 13 GA HORIZ ANGLE } 054" HORIZ TRACK (2) 1/4-20x9/16" TRACK BOLT & (2) 1/4-20 HEX NUT DRILL .281 OR 9/32"0 HOLE IN TRACK FOR J8-US BRACKET ATTACHMENT (1) JB-US BRACKET LOCATED AT EACH ROLLER LOCATION EXCEPT TOP BRACKET ROLLER (P/N 125139). •r' ' cti f 4.v 7. LOCK OR OPERATOR IS REQUIRED. i 5/16xi-5/8" 8. THE DESIGN OF THE LAG SCREW ..% SUPPORTING STRUCTURAL AT EACH JB-us C G ELEMENTS SHALL BE THE BRACKET m' e« RESPONSIBILITY OF THE f PROFESSIONAL OF RECORD ,FOR THE BUILDING OR ST0b,G`TURE AND 054" VERT TRACK IN ACCORDANCE.:,WI TN ;, fZRN T • BUILDING COPES-�;FC7P�I�T[�;LOADS O LISTED ON...-T. f-tl'B;.RITAwIN�y,.;;- �., 1/4-20x9/16" TRACK BOLT & 1/4-20 HEX NUT AT EACH JB—US Approved: _ _ = BRACKET 33g5 ADOi50ri OR:, PENWOIti' FLORIOA'MTIFdArION1NO: 0048489,,r"".•:� ' GEOR%,rFICAj1ON NO_•018519 i,l�' NORTI4,.CAROUN,A•CERRRC tION''Ki"613636 Date: 3',y�_ p�� _ . � • . • OR 7101\1 CODE.- . 07`08 RE-V.- P _ - WM 9 ' x 14 " MAX . 4 4 PSF 1- OF 4 TRA Cff, END HLIN r4ETOP BRA CKET REQUIRE -MEN TS 1 /4-2Ox9/16" TRACK ° \ BOLT do 1/4-20 HEX NUT THROUGH ANY i TWO ALIGNING HOLES TOP BRACKET (P/N 108077) (5) 1/4-2Ox5/8" TEK SCREWS i (P/N 141668) 14 GA NOE BODY HINGE 8° i (4) 1/4-20x5/8" SELF —THREADING SCREWS (P/N 100320) 1 /4— 2Ox5/8" SCREWS END HINGES 9. 20 GA BAR WIDE BODY HINGE (P/N SEE BILL OF MAT'L) LH HIIGqCF RH END HINGE S� NYLO$4.-ROLLER (P/N 270791) ® \ 0- 71 A BOTT�p BRACKET (P/ H-2J0.;54 �. do LH-210-155) a (3f" 1/4-2 %7/8" f •.,TEK CREWS 11(PlN 100507 �1 Ap'nved: - - w.S. Wilson, P.E 3395 ADOISON OR. PENSACOLA. FL 32514 FLOPMA CERTIFICATION NO. 0048489 OEORCLA CERTIFICATION NO. 018519 NORTH C oumA CERTIFICATION NO. 023836 Date: 3 — :— 01 —OPT/ON CODE- 0108 I REV.: P .m. m m I'Ll �� I/2" L-.(20 CA CENTER 16 CA END STILES STILES) WM9"x 14' MAX 44PSF 20F4 ' U-BAR L OCA IONS 12'-6" THRU 14' HIGH DOORS NOTE: W/ (7) 20 CA 80 KSI U-BARS MAXIMUM SECTION WIDTH IS 21" LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (6) 20 GA 80 KSI U—BARS - LOCATED AS SHOWN FF I. 9'-0" THRU 10'-6" HIGH DOORS W/ (5) 20 CA 80 KSI U—BARS \ LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (4) 20 CA 80 KSI U-BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (3) 20 GA 80 KSI U-BARS LOCATED AS SHOWN i 1 (2) 1/4-2Ox5/8" TEK SCREWS ATTACH AT EACH STILE 1tr,rtrllr;;� '! 1 Approved: T ,.i W.S. Wiloon; ff��E:�(''11tl t n'r,t -:j —•i�i ]395 �QDISLiA' OR ; PENS'�Cou��325J It . FLORIDA CF3tnFlGnON N0. 0048489,=:'a caaiA CErmt7canoN;?+o0ara514 rORnl'.LTROUER NA cnFlGnoN x0 0 Date: l it i, : L. :. EOP T�OIv CODE::;-�y� REV. P WM 9 r x 14 MA 44 3 OF 4 _. r1.t r , I. ;., A 6 Wind Load Test Report Report # 0108F 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 specificati(,ns outlined in the attached drawing. Two 5/8" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. (1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 2.51. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .31 or 12%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes l0 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 1.59. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .10 or l 1%. (3) Upon inspection after test procedure, the intermediate section had creased at the hinge location. The door was shown to be safely operable. DRAWTNG NUMBER: 0 10 8 P TEST DATE: January 25, 2001. Temp 64° F. PRODUCT DESCRIPTION: 1. Waynelvtark Model 8000, 90, 4 section. 2. Exterior skin has minimum of.0175. The minimum yield stress is 33 KSI. 3. Standard bottom astragal and retainer. 4. 2" nylon roller with 5" stems. 5. 14 gauge end hinges and center hinges. 6. Three 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two l6ga end stiles and three 20 ga center stiles per section. 8..054 vertical and horizontal track. 9. Four JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY SIMILARITY: Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have less loading at equivalent pressures due to the decrease in area. Doors heights are approved to 3 times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Question and'•An' Ww m-:QA18(Ql27). APPROVECLOPT30NSt •L':rA!�i;; Cit10 c{� alet}t'.'Alurninum Louvers and Styrene Window Frame Assembly per test number 02050 L Based on ofh'e�s O6�«.3GE COUNTY UILDING D1 ION W.S..-Wason; Es , . �' .r6(;r' 3395.Addiso(YDrn P4rlsacgka;`-F E Ole Florida Ceh';No..00 L4 Georgia Ccrt'No��Jt$Sl4 •'`' North Caroling Cyri� Nd. 0�3 cD rn CV of z a Wayne 1]alton MODEL: S TYLE: 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 MAXIMUM SECTION WIDTH 21" ' NEG. 29 PSF , N T S- 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 E 330). 2. GLAZING OPTIONS — TOP OR INTERMEDIATE SECTION, .090 SSB GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP (NAILED ON 6" CENTERS) MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 4. U—BAR TO HAVE A MINIMUM YIELD OF 80 KSI A653 G-40 5. TRACK TO HAVE A MINIMUM YIELD OF 33 KSI A653 G-40 6. 26. GA DOOR FACER STEEL TO HAVE A MINIMUM YIELD OF 57 KSI 7. OPTIONAL — .080" (MIN) ALUMINUM LOUVERS WITH HIGH IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF THE BOTTOM SECTION. 8. LOCK OR OPERATOR IS REQUIRED. 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CUPRENT BUILDING CODES FOR "TH-E LOADS LISTED ON 13 GA HORIZ ANGLE 067" HORIZ TRACK (2) 1/4"-20x9/16" TRACK BOLT' & (2) 1/4"-20 HEX NUT 5/16"x1-5/8" LAC SCREW AT EACH JB-US BRACKET DRILL .281 OR 9/32"o HOLE IN TRACK FOR JB-US BRACKET ATTACHMENT I /4"-2Ox9/16" TRACK BOLT & 1 /4"-20 HEX NUT AT EACH JB-US BRACKET (1) J8-US BRACKET LOCATED AT THE MIDDLE OF EACH SECTION EXCEPT TOP SECTION. 067" VERT TRACK (1) JB-US BRACKET LOCATED s c 1� AT EACH ROLLER LOCATION Approved: - - EXCEPT TOP BRACKET ROLLER (P/N 125139). ' 3385 •AOQI:6?�1$�O�A FL �2514 .' F;% CIA tEATI➢l.\111bk1 �iCii Ob±�i89: y0: CMRGIA.Z�"F1CAT10N N6. 018519 H6RTii�RtOu.H� fR>�F7CAfION NO. -02�P x� Date: OP RON P 1 WM 16 x 14 MAX, f 27 -29 PSF 1 OF. 4 0 TRA CK, END HINGE TOP SPA C(ET REDUIREMENTS 1/4". 20x9/16" TRACK BOLT & 1/4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET (P/N 108077) TEK SCREWS (P/N 141668) p in, ARROW BODY HINGE (4) 1/4"-2ox5/8" SELF -THREADING SCREWS f�t 2" NYLON ROLLER (2) 1/4"-20x5/8"/�W/ 4 i/2" STEM TEK SCREWS ALL / (P/N) 108135 END HINGESI e dOWIDE BODY /16" PUSH NUT AT EACH. HINGE (P/N SEE OLLER (P/N 243341) BILL OF MAIL) _- » LOCATED .25 MAX BETWEEN ,. PUSHNUTS AND BRACKETS 3" 20 GA 2y'OR HINGES U-BAR HINGF RH END HINGE (3) 1/4"-20x7/8" TEK SCREWS (P/N 100507) Approved: W.S. was«,. P.E. 3395 ADDISON OIL, PEN ACOLA. FL 32514 I FTARIDA CEFMcICATION _NO. 0048489 - A GEORM CEnFrkT10N NO. 018519 NORTH GROUNA CEFMFrAT10N NO. 023836 Date: BOTTOM BRACKET (P/N RH-270354 & LH-270355) i i •. tll,�lilll L 20 GA CENTER STILES 16 GA END STILES OPT/ON CODE. 0110 1 REV * P1 I MI.. 76'. x 14 " MAX, f27 —29 PSF 12 OF 4 U-BAR LOCABONS 12'-6" THRU 14' HIGH DOORS NOT W/ (16) 3- 20 CA 80 KSI U-BARS MAXIMUM SECTION WIDTH IS 21" LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (14) 3- 20 CA 80 KSI U-BARS LOCATED AS SHOWN 9'-0" THRU 10'-6" HIGH DOORS-\ W/ (12) 3- 20 CA 80 KSI U-BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS-\ W/ (10) 3- 20 CA 80 KSI U-BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (8) 3- 20 CA 80 KSI U—BARS LOCATED AS SHOWN �D (2) 1/4"-20x5/8" TEK SCREWS ATTACH AT EACH STILE Approved:, D D D D D D D cl -ORMA- 6. MST N0RTd*0M 0 -2 C at. V 211 7' OPTION C I W111 16' x 14 MAX, +27 -29 PSF J OF 4 R V. P L' CENTER ER 5 TIZ E & IN TLc -/?/ WMA - TLE - HINGE L 0 CA T1 0/ VS 110:11 15' 14' 12' 10, f Approved: ORANGE COUNTY BUILDJ, � D I v t�u W—S. Wilson, P F 3395 ADDISON OR., PENSACOLA Fl. 32514 FLORIDA CE3MFrknON NO. 0048489 GEORM CERTIFICATION NO. OI85I9 NORM WOUNA CERTIFICATION NO. 02M36 Date: ?-ze—ol OP RON CODE 0 110 1 REV- p I I W1v1 15' x 14' MAX, --/- 2 7 - 29 PSF 1 4 --OF 4 Wind Load Test Report Report # 0110P 1 February 22, 2001 TEST REOUIREMENT: The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola; J 1,. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 5/8" thick blocks were placed under the door at the edge, centered under the end stile, 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 ina manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. (1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 5.77. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .34 or 6%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 5.07. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .I I or 3%. (3) Upon inspection after test procedure, the door showed no damage. The door was shown to be safely operable. DRAWING NUMBER: 0110 P TEST DATE: February 22, 2001. Temp -71° F. .PRODUCT DESCRIPTION' 1. WayneMark Model 8000, 16x7, 4 section. 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. 3. Standard bottom.astragal and .retainer. 4. 2" nylon roller with 4 1/2" stems. 5. 14 gauge end hinges and 18 gauge center hinges. 6. Eight 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and five 20 ga center stiles per section. 8..067 vertical and horizontal track 9. Seven JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde ivicDowell (Report Author), Sid Wilson, P.E. APPROVAL BY SDAILARITY' Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have Jess loading at equivalent pressures due to the decrease in area. Doors heights are apprgyedlo 3--times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Questiog.�d d, Ans�very,,,GA18(Q127). APPROVEDOPTIb£dSIFI(''7 Based on o_ er tts b uiG31` '` 'Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. :t• ', .,) . r.. .11 J i •a. � 'a. 7 P� �, F, •] �? '' r�� 4 t � � R'". 't � �" �•• "u � r � C<: - Tq .Q Name: a'a (tr 5 r1 t W.S. WlISOn � �� !` 7' •(`y''s-. '-��t'��v -2a-�<<, 3395 Add•'ison.Dr„ Pendacol'd,".FLt�?5 [4 ly A f" 7' Florida Cert Nu�At)$ E '��� �t�.iiij Ev e Georeia Cert'No. 8185��;i.:• 0 cc CN to rn rn CV c z o_ Wayne. pal#on MODEL: 5 TYLE: DESIGN PRESSURE: WINDL OAD SPECIFICA TION 0108 APPROVED SIZES: 9'-0" MAX WIDTH x 14'-0" MAX HEIGHT SCC 0 MAXIMUM SECTION WIDTH 21" POS./NEG. 29.3 PSF 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 o TEST SPECIMEN MAY BE DRAWN FROM .054" HORIZ TRACK-, THE TEST." (199.3 ASTM E330). WAYNEMARK 8000 & 8100 RAISED PANEL 2. GLAZING OPTIONS - TOP OR INTERMEDIATE SECTION, .090 SSB GLASS WITH OPTIONAL INSERTS. fzl�! (2) I/4-2Ox9/16"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 LISTED ON THIS DRAWING. Approved: 5w, W.S. Wilson, P.E. 3395 AOOISON OR., PENSACOLA. FL 32514 FLORIOA CERTIFICATION NO. 0048489 GEORCIA CERTIFICATION NO. 018519 NORTH CAROUNA CERTIFICATION NO. 023836 Date: `4 — Z R -0 OPT/ON CODE 0108 I RE-V. P 1 DRILL .281 OR 9/32"o HOLE IN TRACK FOR JB-US BRACKET ATTACHMENT I (1) JB-US BRACKET LOCATED AT EACH ROLLER LOCATION I EXCEPT TOP BRACKET ROLLER D (P/N 125139). • i I i 5/16x1-5/8" LAG SCREW i AT EACH _ J8-US C BRACKET e i 054" VERT TRACK 4 Hill 1 /4-20x9/16" TRACK BOLT & 1/4-20 HEX NUT AT EACH J8—US BRACKET • WY 9 ' x 14 ' MAX 44 PSF I 1 OF 4 TRA Cf( END HINGE; TOP BRACKET RECUIREMENTS 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) 14 GA WIDE BODY HINGE 8° —. (4) 1/4-20x5/8" SELF —THREADING SCREWS (P/N 100320) (2) 1 /4-204/8" TEK SCREWS • q ALL END HINGEScl q . 3" 20 GA off. U—BAR WIDE BODY HINGE (P/N SEE BILL OF MAT'L) NYLON ROLLER (P/N 270791) BOTTOM BRACKET.\• (P/N RH-270354 & LH-270355) (3) 1/4-20x7/8" •� TEK SCREWS (P/N 100507 Approved: ws Yawn, P.E. 3395 ADDISON OR.. PeM COLA. FL 32514 FLORIDA CERTIFICATION NO. 0048489 GEORGU CERTIFICATIoN No. oI8519 NORTH CAROUNA CERTiF MON NO. 023W6 Date: mom 16 GA END STILES 11111111 (20 GA CENTER STILES) OP TION CODE 0108 1 REV.' pi I WM 9' x 14 ' MAX 44 PSF 2 OF 4 U-BAR L OCA TIONS NOTE: MAXIMUM SECTION WIDTH IS 21" 12'-6" THRU 14' HIGH DOORS W/ •(7) 20 GA 80 KSI U=BARS LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (6) 20 GA 80 KSI U—BARS LOCATED AS SHOWN S � Mf` `� I 5—b"^�}iPU 10'-6" HIGH DOORS W/ (5) 20 GA 80 KSI U—BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (4) 20 GA 80 KSI U—BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (3) 20 GA 80 KSI G-8ARS LOCATED AS SHOWN (2) 1/4-2Ox5/8" TEK SCREWS ATTACH AT EACH STILE Approved: W.S. W03on, P.E. 3395 ADDISON DR, PENSACOLA. FL 32514 FLORIDA CERTIFICATION NO. 0048469 GEORGIA CERTIFICATION NO. 01 &519 NORTH CAROUNA CEFMFIWCN NO. 023836 Date: IT—.28 -0i OPT/ON CODE.- 01081 REV.- P1 I WM 9' x 14' MAX 44 PSF I 3 OF 4 *31 Wind Load Test Report Report # 0108P I ®February 1, 2001 TEST REQUIREMENT: � ..• _ .. . ie door must remain intact and safely operable after enduring static design pressures of both positive and negative 29.3 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. .TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola, FL. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 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. 7 tODUCT DESCRIPTION: �� D _ 1. WayneMark Model 8000, 9x7, 4 section. `c 7 2, Exterior skin has minimum of .0175.. The minimum yield stress is 33 KSI. c E R �� 3. Standard bottom astragal and retainer. lVt�`�� . 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 TB -US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY SIMILARITY- Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have less loading at equivalent pressures due to the decrease in area. Doors heights are approved to 3 times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Question and Answers, GA18(Q127). APPROVED OPTIONS ®Based on other tests a uivale t. Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. ,me: W.S. Wilson, P.E. 0( 3395 Addison Dr —Pensacola, FL 32514 - Florida Cert No. 0048489 Georgia Cert No. 018519 North Carolina Cert No. 023836 T Lo rn rn N 0 Wagne Dalton MODEL: STYLE: DESIGN PRESSURE: DESIGN PRESSURE: WINDL OA,D SP, SCIf7CA 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° NEG. 29 PSF NOTES: 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). 2. GLAZING OPTIONS - TOP OR INTERMEDIATE SECTION, .090 SSB GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP (NAILED ON 6" CENTERS) MUST OVERLAP TOP AND BOTH ENOS OF PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 4. U-BAR TO HAVE A MINIMUM YIELD OF 80 KSI A653 G-40 5_ TRACK TO HAVE A MINIMUM YIELD .OF .33 KSI A653 G-40 6. 26 GA DOOR FACER STEEL TO HAVE A MINIMUM YIELD OF 57 KSI 7. OPT10NAL — .080" (MIN) ALUMINUM LOUVERS WITH HIGH IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF. THE BOTTOM SECTION. 8. LOCK OR OPERATOR IS REQUIRED. 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CURRENT BUILDING CODES FOR THE LOADS LISTED ON 21� TTHI Approved: _�zz� W.S. Wlsan, P.E. 3395 AOOISON OR., PENSACOLA. FL 32514 FLORIDA CERTIFICATION NO. 0048489 GEORCIA CERTIFICATION N0. 018519 NORTH CAROUNA CERTIFICATION NO. OU836 Date: j— 2 8 —o 1 I mklxr $FTz� 067" HORIZ 1 (2) 1/4"-20x9 TRACK BOLT 8 1/4"-20 HEX 5/16"x1 -5/8" L SCREW AT EA JB-US BRACk DRILL .281 OR 9/1 HOLE IN TRACK F JB-US BRAC14 ATTACHME 1 /4"-2Ox9/16" TRACK BOLT & 1/4"-20 HEX NUT AT EACH J8-US BRACKET (1) JIB -US BRACKE LOCAI-ED AT THE MIDDLE ( EACH SECTION EXCEPT TC SECT10 067" VERT TRA (1) JB-US BRACKET LOCAT AT EACH ROLLER LOCATII EXCEPT TOP BRACKET ROLL (P/N 12513! OPTION CODE.- 0110 1 REV. P 1 WM 16 ' x 14 ' MAX, f 27 — 29 PSF I 1 OF 4 TRACK, END HINGE TOP BRACKET REQUIREMENTS 1/4"-20x9/16" TRACK BOLT & 1/4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET (P/N 108077) (5) 1/4"-20x5/b TEK SCREWS (P/N 141668) SCG ## MASTER PLAN NARROW BODY HINGE 0 I 1 ti (4) 1/4"-2Ox5/8" SELF —THREADING SCREWS / \ (2) 1 /4"-20x5 8" 2" NYLON ROLLER / \ / 1/ �M / Q ® TEK SCREWS ALL / END HINGES A (P/N)1081 5 � Q j 0` WIDE BODY \ 7/16" PUSH NUT AT EACH HINGE (P/N SEE ROLLER (P/N 243341) BILL OF MAT'L) LOCATED .25 MAX BETWEEN PUSHNUTS AND BRACKETS 3" 20 GA OR HINGES U—BAR LH END HINGE RH ENDHING (3) 1/4"-20x7/8" TEK SCREWS (P/N 100507) � Approved:�e�E ws. w1son, Pr 3395 AOOISON OR.. PENSACOU, FL 32514 I FLORMA CEnFlCA110N NO. 0048489 GEORGIA CEnSCa110N NO. 018519 \ NORTH CAROUNA CERTIFICATION NO. 023836 Date: - 4'—.Z g— o ( OPTION CODE.' 0110 1 REV.' P 1 L 20 GA CENTER STILES BOTTOM BRACKET \-16 GA ENO STILES (P/N RH-270354 & LH-270355) WM 16' x 14' MAX, *27 -29 PSF 2 OF 4 U-BAR L OCA TIONS .. E� oil 61 NOTE: MAXIMUM SECTION WIDTH IS 21" 12'-6" THRU 14' HIGH DOORS W/ (16) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (14) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN Scc # 2_00 6- MASTER PLAN 9'-0" THRU 10'-6" HIGH DOORS W/ (12) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 0 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: WS. W1xn, P.E. M95 AOOISON OR, PeGkCOLA, FL 32514 FLORIDA CERTIFICATION. NO. 0048489 GEORGIA CEF RCA71ON NO. 018519 NORTH CAROUNA CERTIOCAMON 140. 023836 Date: 9 -.2�?- 01 0 '70N cooE. 0110 I REV- P1 I WM 16' x 14' MAX, +27 -29 PSF I J OF 4 CENTER STILE � INTERMEDIA TE HINGE L OCA TIONS DO # kioySTER PLAN 12. 10, Approved: W.S. Wilson. P.E 3395 ADDISON OR., PENSACOLA FL 32514 FLORIDA C>R11MATION NO. 0048489 CEORCIA COMICATION NO. 018519 NORTH CAROLINA CERTIFICATION NO. 023836 Date: OPTION CODE- 0110 1 REV- P1 I WM 16' x 14' MAX, f27 -29 PSF I. 4 OF 4 Wind Load Test Report Report # 01lop 1 February 22, 2001 ®TEST REQUIREMENT: . 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 maldmum deflection was recorded at 5.07. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to A 1 or 3%. (3) Upon inspection after test procedure, the door showed no damage. The door was shown to be safely operable. DRAWING NUMBER: 0110 P TEST DATE: February 22, 2001. Temp 71' F. .'RODUCT DESCRIPTION: S C C # �Z - op 6 1. WayneMark.Model 8000, 16x7, 4 section. MASTER PLAN ' F�, 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. LA V 3. Standard bottom astragal and retainer. 4. 2" nylon roller with 4 1/2" stems. 5. 14 gauge end hinges and 18 gauge center hinges. 6. Eight 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and five 20 ga center stiles per section. 8..067 vertical and horizontal track. 9. Seven JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY 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 o3��e,b 'uival Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. r4ame: W.S. Wilson, P-E: 3395 Addison Dr., Pensacola, FL 32514 Florida Cert No. 0048489 Georsia Cert No. 018519 Master File #7 Central Florida B.O.A.F Exterior Window and Door Master Filing Checklist I. Sufficiency Review Manufacturer Name: Norandex/Revnolds Distribution Model Number(s): 1 "x4" and 1 "x3" Aluminum Mullions Contact Name & Number: Christopher M Fuertsch — (407) 667-9390 Please ensure the following are contained in your submittal: X Two (2) signed and sealed engineered installation details. One (1) signed and sealed test report. One (1) signed and sealed engineered calculations for alternate fastening method, if applicable. Governmental Product Approval: Agency Initials/Date Brevard, County of Cape Canaveral Cocoa Beach, City of Eustis, City of Indialantic, City of Indian .Harbour, City of Lake, County of SN 3/26/02 Lake Mary, City of RJ 4/05/02 Leesburg, City of SS 3/26/02 Maitland, City of Malabar, City of Melboume Beach, City of Scan Date 4-4-02 Agency Initials/Date Melbourne, City of Mt. Dora, City of Orange, County of ACP ' 3/15/02 Port Orange, City of Rockledge, City of Satellite Beach,. City of Seminole, County of Tavares, City of Titusville, City of West Melbourne, City of Winter Park, City of LP 3/26/02 Created on 02/04/02 Page 1 of 2 NO RANDRX PAGE 29 CAULK TOP OF MULL #10 -X 3/4" TEK SCREW - ! JAMWINDOW 1g3 MULLION (XFLA-26-1) lx4 MULLION (XFLA-39) WINDOW JAMB #10 x 3/4" TEX SCREW CAULK BOTTOM OF MULL PRECASTED SILL ':SEE CHART FOR FASTENERS FLA- 45 MULLION ANCHOR CLIP 16 GA- GALV. SHEET METAL 800 LB. MAX CAPACITY lx3 MULLION XFLA ' 26-1) lx4 MULLION RFL.A-39) 3/4" MAX SEE CHART FOR FAO MAWACTURER NAM: ORQ� F MASTER FILE # '7 - y�� W c) W NOTES: a 1) OR 8063 T5. UWNUM EXTRUSIONS- ARE ALLAY 6063 T6, ci CHARL.ES A 'vik, P.E 2) WILEN THERE 13 ONE TAPCON (r1/40" X 1-1 2') ON EACH ANGLE LEG, THE TAI3CON SHALL BE ga 2 4 FL REG. ENG.. # 49121 PLACED ON MULLION CLIP CENTERLINF, DATE: 3/21/02 c 3) CATNCR OMPRESSWE STRENGTH — 3,000 PSI D E 28 S. . q MRAMEX PAGE- 30 1) ALL AL1 OR 608 2) WHEN 7 ON EAt PLACED 3) CONCRE AT 28 J CHARLES FL RM DATE DW SILL Sx HEAD o 6 pyp°b a f3 4 4 fq li, o q Q Z.14 Oil $ 4 9 ' 1 I■■■■■■b �1"tt 3H HEAD 13� F: 0 C4 Z NORANDEX A=ACTURER N W.- rt-- PAGE .24 r�if'�✓I�E�i (2) #10 x 1-3/4" Pli—SMS INTO 2 x 3/16'0 x 2-3/4" TAPCON THRU 1 BY BUCK (SHOWN) WITH A 1-1/4' MIN. EMBEDMENT H(TO MASONRY. SEE ELEVATION FOR ANCHOR SPACING. (2) #10 x 1-3/4" 1111—SMS INTO .2 x BUCK SEE ELEVATION FOR 'ANCHOR SPACING. (2) #10 x 1 3/4' PH —Sus WM 2 By BUCK WITH 1-1/2- MIN. EMBEDMENT. SEE EI.BVATION FOR ANCHOR SPACING. WOOD BUCK ILL-3w I18' (6) ttss 618 '•- 16 ,u to 76 S' 61! 68.4 IB 10 12B' 98' 64.6 61,g E0 10 93.en (2.6) 61.6 6l.6 IO !0 Hu J IN P � U73! %Tnru p��' SIZB HI i86T. I( S REQUIRED SE( 4 SHIM (SHOWN)IL TYP. JAMB. MUDD TRACK A$ REQUIRED 1 BY 2 BY (2) 3/16'0 z 2-1/4' TAPCON OR MIAMI DADE APPROVED CONC. FASTENER SEE ELEVATION FOR ANCHOR SPACING. NOTES: 1 SHIM AS REQUIRED,. MAX SHIM STACK 1/4". 2; ALL ALUMINUM EXTRUSIONS ARE ALLOY 6083—T6• OR T6 WITH TYPICAL •WALL THICKNESS OF • 0.62' . 3 USE HIGH QUALITY -CAULK BEHIND WINDOW FLANGE. 4 GLASS THICKNESS BASED -OR TABLE E1300 GLASS CHARTS, AND MAY VARY DEPENDING ON SIZE. 5) THE RESPONSD3UM FOR SELECTION OF NORANDEX PRODUCTS TO MEET ANY APPL_ICABLE'LOCAL LAWS, BUILDING CODESWENTS , ORDINANCES OR OTHER SAFETY TION BEUHJ)Wa p�RT' R SOLELY WITH CONTRACTOR THE ARCHITECT, 7) CONCRETE COMPRESSIVE STRENGTH — 3.000 PSI AT 28 DAYS. . 1/4' SHIM -- MAX (2BY2) rraca N�pAMN urmED CLASS ' CLASS DOOR (� 0 LMAL75Lq CIiART No. OF �ACN LOB ANCHORS Na OF ANCHORS 0 N I P03L M A H e e8.7 FRSu S r„ A 68.4 So e 68.7 80.4 24 ee.7 e9 4 lg 6 � t;, aL7 77.4 24 8a7 BSB Is 8 s � `;, BaT BS6 18 e Q r' ^I 8&7. 7d3 20 847 B 7a8 10 eo E� eo 30 80 to rn b) -'-,4 r.. 90 R4 80 s0 Is l0 415.3 a&3 24 10 647 71.3 19 l0 Ir 88.7 718 18 10 65.9 65.0 20 68.7 88.2 10 (2) 3/16"0 x 2-3/4" l0 10 O 0 y h t e TAPCON OR MIAMI DADE APPROVED CONC. FASTENERS. SEE ELEVATION FOR ANCHOR SPACING. o a t o qj a$ ' .4w61 Z . • � cti c 04Q (4BY2)_TfPLCW mzwjLTmx NORANDEX PAGE 23 s (2).#10 x 1-3/4' PH-SMS INTO 2 BY BUCK OR 3/16"0 x 2-3�4' TAPCON THRU 1 BY BUCK, (SHOWN) WITH L 1-1/4 MIN, EMBEDMENT INTO MASONRY. SEE ELEVATION FOR ANCHOR SPACING. (2) #10 z 1-3/4' FH-SMS INTO 2 x BUCK SEE ELEVATION FOR ANCHOR SPACING. L OPTIONAL 2 BY WOOD BUCK (2) 010 x 1 3/4' PH -SIBS DM 2 BY BUCK WITH 1-1/2' IIDL,EMBEDMENT. SEE ELEVATION FOR ANCHOR SPACING. /r-2 x HOOD BUCK 3/16" TEMPERED GLASS 'PANEL .SIZE INCHES DESIGN LOAD CAPAC17Y-PSF NO. OF AN CHOR SCREWS IN FRAME HEAD AND SILL JAMB WIDTH%HEIGHT EXTERNAL INTERNAL XX 30 %1' x 591/2•" xxx � ALL 36 3 a6 x 591/2 " 53.3 55.8 10 16 18 6 30 its' x 2 " 49.8 49.7 49.8 12 18 22 6 .791/ 36 46' x 791/2 " 45 49.7 10 16 20 8 45 12 .18 22 e SERIES`500 ALUMINUM'SrIDING GLASS DOOR ALL OPERABLE PANELS FAS ENER CHART �,, ; M-FL TAPCON OR ML4M[ DADS AIDTH AMMrt NAME, 1 x WOOD BUCK CONC. APPROVTENERS.ED SEE ELEVATION FOR ANCHOR SPACING. I .AS' RE URM TYP. HORIr ID SHIM gSHOWNI MUDD TRACK AA3$ REQUIRED 1 BY / (2) 3/187e x 2-1/4' TAPCON OR OVED CONC. FASENER SEE ELEVATION FOR ANCHOR -SPACING. NOTES; 1 SHIM AS REQUIRED, MAX SHIM STACK 1/4'. 2; ALL ALUMINUM EXTRUSIONS ARE ALLOY 6083-T5 OR T6 WITH TYPICAL WALL THICKNESS OF 0.62' 3) USE HIGH .QUALITY CAULK BEHIND WINDOW FLANGE. 4) GLASS 'THICK MESS BASED ON TABLE E1300 GLASS CHARTS, AND MAY VARY DEPENDING ON SIZE. . v fi) THE RESPONSIBILITY FOR SELECTION ,OF.' NORANDEX R PRODUCTS TO MEET ANY APPLICABLE LOCAL..LAWS, HEADER AND SILL SECTION BUILDING CODES;. ORDINANCES oR' nTHER'sAbl�1Y REQUIREMENTS REST -SOLELY WITH THE .ARCHITECT, TYP• coILDING oeDR. 1 BY BUCK 6) l cw srRxcI a s,000 PST AT 28 DAYS. (21JY2)*� �sxmn 4BY2) Irma MMTtax NORANDEX PAGE 22 1 I l0 X 1-9/4" P.H. S.M.S 11/1-1/2" 1&. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. Dot18[>: ai IN 10 X 1-3/4' P.H. S.M.S. 1/2 MIN. EMBEDMENT NOTES: SEE SEE E ELEVATION FOR ANCHOR SPACING. 1) :SHiM AS REQUIRED, MAX. SHIM STACK 1/4". 2) 0 g MT, ALLOY AL 60.62- D : ppI wA- THICKNESS �Ct OF 3 USE`:HICH.;QUAlXfT_•C1UL1{jBEHIND WINDOW WED FLANGE 4)" GLASS: THICKN&s. - 3ASED ON. TABLE E13oo GLASS MCI CHARTS; AND;'U VARY DEPENDING ON SIZE 5) 7HE':RESPbNSIBIGITY.:"R SELECTION OF 18-i p NORANDEX PRODUCTS TO: IaEET.:ANY APPLICABLE LOCAL LAWS. BUQ:DING.ICQI3I�§; :O1IDINANBES OR OTHER SAFETY 5-1 " REQUIRUENWINEST 'SOLn.y WITH THE ARCHITECT. BUILDfNG 019m-.-0a;,CONTRACTOR 6 52-1 z a 8) NOTE `• 'INDICA'GFS :'I jIAT E UAL . FASTENERS AT HEAD' AND- -MLl,.A9k':REQU ED. 18= l 5-1 38' t8-1 ALT. FIN ATTACHMENT se8" ` UNDER SHEATHING 62-1 P.L f'10 X 1-3/4" H. S.M.S. 18_L CENTRAL FLORMA &0;.A F. W/1-1/2' MIN, EMBEDMENT 5_1 98•- A� NAM: SEE -ELEVATION FOR ANCHOR SPACING. 52- 18_1 oR �X 5-1 MASTER FILE # 3 38- _ 'AND SILL S WOOD FRAME 10 X 1-3/4' P.H. S.M.S. 1W/1-1/2- MIN. EMBEDMENT SEE- ELEVATION FOR ANCHOR SPACING. S IMISAXJ�7 (TOP AND BOTTOM) CHARLES'. A _ �? E FL REG. ` ENG.. ''j 49121 DATE, 3/�T/02•• )OW ISIONS WINDOW FASTENER. SCHEDULE w HEIGHT HEADCHORS/SILL NO. ANCHORS IAMB IIE SEE NOTE 35 45 6 60 35 45 60 03 q PSF PSF PSF PSF PSF PSF 2 2 2' 2 2 2 �i • `� 25' �. 2 2• � 2 2 A. 9 —3 3• 4• '� 2 2" q 2 2 2• 2 3 3 F, ,y ai 97-1/4 3 2� 3 � 3 3 � w _ 3 4• '� 3 3 3 3 M � 49-6/8 2 _2 2 2 2 2• 2• 3 9 3 3 3 3 —3- <1• Gj Gl 3 3 .3• 46 3 9 3 3 . —3- 82` 2 2 2• 2• 9 4 4 4 4 _2 _3 3' B- 9 4• 4 4 4 2 2 2• 3 4 5 CO 16=3/4'07 2 3 2• 3 q 4 6 5 .30 4 fit+= wrr wfa �1 .ai 4 ,4 0 e ___-Di:TAIIr•C OF %DETAII.-B NORANDEX PAGE 10 # 10 X 1-3/4" P.H. S.M.S. W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. 0 cl CJ �v U _ 750 TYP -- 4 LA— 40 416/416 E 2.437 B 10 X 1-3/4" P.H- S.M.S. 1Y/1-1/2" 141H. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACI I�G: __ MUMFACTUMII i�AM: �fX . Lj�j 5 ALT. FIN ATTACHMENT # 10 X 1-3/4" P.H. S.M.s. W/1-1/2" MIN. EMBEDMENT UNDER SHEATHING SEE ELEVATION FOR FOR ANCHOR SPACING. 1/4" MAX -- SHIM (BOTH ,# 10 X 1-3/4" P.H. S.M.S. W/1-1/2' MIN. EMBEDMENT SEE. ELEVATION FOR ANCHOR SPACING. HEADER AND SILL SECTION WOOD -FRAME TYP. JAMB SECTION O: WOOD FRAME CHARLES A FL REG. ENG. DATE: 3/27/OZ NOTES: 1) SHIM AS REQUIRED. MAX SHIM STACK 1/4". 2 ALL ALUMINUM gMUS10NS ARE ALLOY 6063-T5 OR T6. WITH TYPICAL WALL THICKNESS OF 0.62' 3),W ) USE- HIGH ,QUA LPI Y'.CAULK ,BEHIND WINDOW. FLANGE 4' GRASS.THICKN= ;BASED'ON TABLE E1300 CLASS CHARTS, AND MAY'VARY DEPENDING ON SIZE. 5) THE. RESPONSH3=7 FOR: SELECTION OF.'NORANDEX `T PRODUCTS=O -MEET ANY APPLICABLE BUILDING LAWS, BUILDING :CODES; 'ORDINANCES OR OTHER SAFETY REQUIREMENTS 'REST SOLELY WITH THE ARCHITECT, B(IRZING OWNER- OR CONTRACTOR. 6) NOTE • 'INDICATES-l`THAT. EQUAL FASTENERS AT HEAD AND SILL ARE REQUIRED. A T". AT e- n�- ac, 7xv, -A 1 DETAIL-C SASH OF. DETAIL=B . } NORANDEX PAGE 21 EMBEDMENT x # 10 F.H. S.M.S. N. 1-1/4" MIN.. ' SEE ELEVATION FOR W/1-1/2' MIN. EMBEDMENT NOTES: ANCHOR SPACING. � SEE ELEVATION FOR 1) SHIM AS REQUIRED MAX o 101 4 ANCHOR SPACING. SHIM STACK 1/4:". 2) ALL ALUMINUM EXTRUSIONS ARE ALLAY 6063-15 OR T6 WITHALL �WINDOWS op OFL2ANGE ° 3) USE HIGH CAULKAL BEHINDBEHINID d ° 4 GLASS THICKNESS BASED ON TABLE E1300 GLASS • CHARTS; AND MAY VARY DEPENDING ON SIZE 6) THEPRODUCTS Y FOR SI�LECTION OR .NORANDEX PRODUCTS TO MEET ANY'APPFJCABLE LOCAL LAWS, BUILDING CODES.::ORDINANGE3 OR`:OTHER SAFETY REQUIREMENTSi-REST SOLELY WITH THE ARCHITECT; BUILDING OWNEEi •OR CONTRACTOR 6) A PRESSURE TREATED: WOODEN':Bl7CK :OR MARBLE SILL, SHALL BE :ADDED' UNDER THE PRODUCT TO FULLY p SUPPORT UNIT.. THIS;!SUPPORT SHALL BE FIRMLY ATTACHED INTO MASONARY AND SUPPORT THE PRODUCT OVER ITS FULL LENGTH (SUPPLIED BY OTHERS). . 7) CONCRETE COMPRESSIVE STRENGTH.- 3,000 PSI AT 28 DAYS. ALE. HEADER SECTION 8) NOTE • INDICATES THAT' EQUAL FASTENERS AT TYP. 2 BY BUCK A B.O.A.F.. 3/16" TAPCON ����,.,, /ate �EO�. MAN lJl' Ate. a Ural• Y( NAM: W/1-1/4" MIN. EMBEDMENT t� (SEE ELEVATION FOR ANCHOR SPACING) MASTER FME a. d I CALL SIZE WIDTH � • e Tiu- BUCK O 2 BY BUCK TYP. JAMB SECTION 1TH JAMBS). 1 BY / 2 BY BUCK SEE NOTE 6 HEADER AND SILL SECTION TYP. I BY BUCK CHARLES A'P N, P.E FL REG. MG. # ,491?'1 DATE: 12/11'/OI ® 10 F.H. SALS. 91 W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. _ WINDOW DIMENSIONS FASTENER SCHEDULE NO. ANCHORS N0. ANCHORS WIDTH HEIGHT HEAD SILL SEE N TE 8 JAMB (INCHES) (INCHES) 35 45-60 35 45-60 PS (PSF) PSF PSF 2 20 2 2 1 26" .— — 37" 2 3: 53-1 8" 3 3• 2 — 2 19 1/8• 2 Z• 2 3 2� 1 2" 36-1/4". ST 2 _ 2• — — 2 3•— 2 3 __3 19-1/1" _ 2 2' 3 3 2671 2 50-5/8" 2 _ 20 .3 3 97" _ 2 _ 3� d _— 3 53-1 8" 3 _ 4• 3 — 3 19-1/8" 2 2. 3 4 1 2 .63 37 3 3 4 63-1 8" 3 _ 4� 3 __4 19-1 8" 2 2• • 3 4 28-Iq2" 76-3/4" 2 —_ 2• 3 4. 37' iui UK" rmiu Mb {' ° 2 QQ l4I --DETAIL-C DETATLrB NORANDEX PAGE 9 ii ,u r.m Q.M.S. WITH A NOTES: 3r18' TAPCON WITH A SEE ELEVATION FORMBEDMSNT 2) ALALUMINUM AS IRED, MAX SHIM ExTRUSONS ARESTAIdpy16083—T5 ®1dIN. I-1/4' MIN. EMBEDMENT ANCHOR SPACNfG, OR T8 WITH TYPICAL WALL THICKNESS OF 0.62' SEE ELEVATION FOR I a 3 USE HIGH QUALITY CAU ANCHOR SPACING. 0 4; GLASS THICKNESS BASED ONLA E TABLE WINDOWflIND 300 GI�S CHARTS, AND MAY VARY DEPENDING ON SIZE 5) THE RESPONSIBILITY FOR SELWnON I OF NORANDEX PRODUCTS To MEET ANY APPLICABLE IACAL LAWS, BUILDING CODES, ORDINANCES OR OTHER SAFETY REQUIREMENTS REST SOLELY .WITH THE ARCHITECT, BUILDING OWNER OR CONTRACTOR e) A PRESSURE TREATED WOODEN BUCK OR MARBLE SILL SHALL BE ADDED UNDER THE PRODUCT FULLY �s TO .SUPPORT UNIT, THIS SUPPORT SHALL BE FIRMLY ATTACHED INTO MASONARY AND SUPPORT THE PRODUCT OVER ITS FULL LENGTH (SUPPLIED BY OTHERS), 7) CONCRETE COMPRESSIVE STRENGTH — 3,000 PSI AT 28 DAYS. EADER SECTION 2 BY BUCK CENTRAL, nORMA B.O.A p. MANUFACTURER NAME: 3/18' TAPCON SEE ELE4- MIN. EMBEDMENT MASTER ux.1i FOR FOR ANCHOR SPACING. 7t CALL SIZE WIDTH _ —. a v K $ 10 F.IL S.M.S. W/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. CHARLES A. PAGA14 P.E. FL REG. ENG. #' 40121 DATE: 3/21/02 MAX W .mrrp. I a- B.-a� UAZ OF �DETAH.—C SASH OF DETAn—B JI MIAMIDADE N11AMI-DADE COUNTY. FLORIDA METRO-DADE FLAGLER BUILDING PRODUCT CONTROL NOTICE OF ACCEPTANCE Pren(dor Entry Systems 911 E. Jefer•son, P.O. Box 76 Pittsburgh ,KS 66762 BUILDING CODE'CONIPLIANCE OFFICE ME-1110-DADE FI-AGLER I9UII.I)Ih'Q 140 WEST H.AGI.L•'it S'I'RHE P, SUM: 160.1 MIAM1, I'1.01ZIDA 3313U-I563 (305) 375-2901 I`Aa (3U5) 375-29c)s C ONTRUW11'0,t I.IC:1'. (Ju.) 375.2527 I -A _N (105) 375--'55S c:w ru,kc-r()tt Y-Ni: )Itc (3U5) 375.2966 FAX (105) 375-:9u5 PRODUM, C:C):\I'ItOL UI1'ltilUN Your application for Notice of Acceptance (NOA) of: (305) 375.2902 FAX (J05) 372-039 Entergy-6-8 S-W/E Inswing Opaque Double w/sidelites Resicicutial Insulated Steel Uoor under Chapter 8 of the Code of Miami -Dade County governing the use of Alternate Mliterials and'Types of Construction, and completely described herein, has been recommended for acceptance by the Miami -Dade; County Building Code Compliance Office (BCCO) under the conditions specified herein. This NOA shall 'not be valid after the 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 n)anufacturer. ACCEPTANCE NO.: 0.1-031.1.24 EXPIRES: 04/02/2006 Raul xoorlouci Chief Product Control Division THIS IS THE COVERSI'IEET, SEE ADDITIONAL P.IC;ES FOR SPECIFIC AND GENERAL CON'Di'i•IONS BUILDING CODE &C'PRODUC'T' REVIEW COMMITTEE This application for Product Approval has been reviewed by the BCCO and approved by the Building m Code and Product Review Comittee to be used in Miami -Dade County, Florida under the conditions set forth above. Fmncisco J. Quintana. R.A. Director f�•Ii;imi-Dads; County APPROVED: OG/OS12001 I311ildin= Cods; Complieilicc Office I1s045000I1pc200011templat.es\notice acceptance cover page.dot Internet mail ;l(1(It'CS3: 1)OStti)aStCr�buildinheu(Icanlinc.coni ', Ilumcl)a;c: http://��'n'1�'.builtlir)�CO[1CUI11iY c cun1 Premdor Entry Svstems ACCEPTANCE No.: 01-0314.24 'APPROVED JUN 0.5 2001 EXPIRES April 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'Aceeptance, designed to comply with the South. Florida Building Code (SFBC), 1994 Edition for Miami-Dadc County, for the. locations where the pressure requirements, as determined by SFBC Cbaptcr 23. do not exceed the Design Pressure Rating values indicated in the approved drawings. 2. PRODUCT.DESCRIPTION 2.1 The Series Enter-v 6-8 S-W/E Inswina Opaque Double Residential Insulated StccI Doors with SideIites-Impact Resistant Door Slab Only and its componcnts• shall be constructed in strict compliance with the following documents: Drawing No 31-1029-EN1'-I, Sheets. I tliro'ugh 6 of 6, titled "Prcmdor (Entcrgy Brand) Double Door with Sidclites in Wood Frames with Bumper Threshold (Inswing)," prepared by manufacturer, - dated 7/20/97 with revision C d:itcd 01/II 00, bearing the Miami -Dade County Product. Control approval stamp with ['lie 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 single unit applicatiorls of pair of doors and.singlc door only, as shop% in approved drawings. Single door units shall indlu.de all components described in [fie active leaf of this approval. 3.2 Unit shall be installed only at locations protected by a canopy or o%-crliong such that the angle between [lie edge of canopy or overhang to sill is less than-45 degrees. Unless unit is installed in non -habitable areas «•here the unit and the area arc designed to accept water iMiliration. 4. INSTALLATION 4.1 The residential insulutcd steel door and its componcnts shall•bc installed in strict compliance �N.•ith the approved drawings. 4.2 Hurricane protection system (shutters): 4.2.1 Door: the installation of this unit will! not require a hurricane protection systerii. 4.2.2 Sidelite: the installation of this unit will require a hurricane protection system. S. LABELING SA Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami-Dadc County Product Control Approved". 6. BUILDING PERMIT REQUIREMENTS 6.1 Application for building permit shall be accompanied by copies of the following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies of the approved drawings, as identified in Section 2 of this Notice of Acceptance, clearly marked to show the componcnts selected for the proposed installation. 6.1.3 Any other documents required by the Building OlTicial or. the South Florid' uilding Code (SFBC) in order to properly cvaluatc the installation o I s stem. Manuel erez, P.E. Product Con xamincr Product ntrol Division 2 Premdor Entry Systems ACCEPTANCE No.:. 01-03I4.24 APPROVED : JU-N O 5 2001 EXPIRES Anril02 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 (jest supporting data, engineering documents, arc no older than eight (8) years. 2. -Any and all approved products shall be permanently labeled with the manufacturer's nam.c, city, state, and the following statement: "Miami -Dade County Product Control Approved", or as specifically stated in the specific conditions of this Acccptance. 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 clianges. 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, requireriients of this acceptance, including the'corrcct installation of the product. d. The. engineer who originally prepared; signed and scaled the required documentation initially submitted, is no longer practicing the engineering profession. 4. Any revision or change in tFic materials, use, a�r�d/or manufacture of the product or process shall -automatically be cause for termination of this Acccptance, unless prior written approval has been requested (through the filing of a revision application with appropriate fcc) and granted by this off i cc. 5. Any of the following shall also be grounds for removal o.f this Acceptance: a. Unsatisfactory performance of this product or process. b. Misuse of this Acceptance as an endorsement of any product, for sales, advertising or any other purposes. 6. Thc Notice ofAcccptancc number preceded by the words Miami -Dade Co-unty, Florida, and .followed by the expiration date may be disp1hycd in advertising literature. Ifany portion of the Notice of Acccptancc is displayed, then it shall -be done in its entirety. 7. A copy of this Acceptance as well as approved draNyings and other. documents, %vlicre it applies, shall be provided to the user by the manufacturer or its distributors and shall bc'availablc for inspection at'the job site at all time. The engineer needs not -reseal the copies. i. Failure -to comply with any section of this Acceptance shall be ca�usc for termination and removal of Acceptance. 9. This Notide of Acceptance consists of pages 1, 2 and this last page 3. END OF TI(IS ACCEPT NCE Manuel erez, P.E., Product ontro - . iminer Produc Control Division 3 Vr f r LOW PREMDOR (ENTERGY BRAND) DOUBLE DOOR WITH SIDELITES IN WOOD' FRAMES WITH A BUMPER THRESHOLD (INSWING) 11pp � 'Mum 7t IRo /MAX 77 1/A• 11AX I Ps;-V�l s. MAX MIs• MAx ax Mnit �' N 1 " MAX i• O.G is' O MAX —I-' MAX 43 II/16• mf!' rrovs—/ , top or mm d a CArlI 1,61tC Juq rD 4 Cr LOCK MAX —H' MAX•y is* MAie1 1 NAx 2�t�0•Ihl -11 I DO 1 /16' ;n y=.' Cxi[trdli�� �l9• I* OC�I7' Ol l7' OCIs' 6C� 17' O.C. MAK MAJI MAX MAX MAX INX .r— s• NAMAX MAx MAx Il��iw,� r� r MAx A+s wti ' • K' . r LD4 fTu�fJ txl: YOTI ! ATTACH ASTRAGAL THROW BOLT 18 x V LONG STRIKE PLATE TO THE HEADER IN ALL REMAINING AND THRESHOLD WITH 110 x 1 3/4' HMES FLATHEAD SCREWS N07E5, IJ V000 BUCKS BY OTHERS. MUST BE ANCHORED - 18 x t 7/4^ LONG . PROPERLY —TO' TRANSFER, LOAUS TO THE .STRUCTURE. 'TLATHEAD SCREVS 2J THE'PRECEDING DRAWINGS ARE INTENDED TO L.M. I1VSVING Pit INSWING QUALIFY THE FOLLOWING INSTALLATIONS A. WOOD FRAME CONSTRUCTION WHERE DOOR SYSTEM IS ANCHORED TO A MINIMUM TWO BY WOOD' OPENING. ASTRAGAL B. MASONRY OR CONCRETE CONSTRUCTION WHERE DOOR SYSTEM IS ANCHORED TO A MINIMUM TWO BY �'^ APPR�LED tiS CCL+LYUM r,7tl. t^ STRUCTURAL•VOOD BUCr, SOUTH FL ,tom„?NGCO0 E C. MASONRY OR CONCRETE CONSTRUCTION WHERE A p 1Y U .'I DOOR SYSTEM IS ANCHORED DIRECTLY TO CONCRETE VATER WILTRA(EN VHCRE VATER WiLIRANDN sr OR MASONRY WITH OR WITHOUT A NON-STRUCTURAL OUDIE►�Il IS HEEDED x REOUIREIENr IS NOT NEEDED ONE BY WOOD BUCX + PROIxJ P...— nsJ. ALL ANCHORING SCREWS TO BE 110 WITH X _ BtALDC.� CEO'r,,.a MINIMUM 1 1/2' EMBEDMENT INTO WOOD SUBSTRATE ACCEPTAIM•E no. 11• G 31 Y. Cti OR 3/16' PFH TAPCONS WITH 1 1/2' MINIMUM EMBEDMENT i UNITS.SHALL BE INSTALLED WQY AT LOCATIONS PtdiTECTEO BY A CANOPY 02 INTO MASONRY. OVERHANG SUCH THAT TIE ANGLE BETWEEN THE EDGE OF CANOPY OR OVOWA 1. UNIT MUST BE INSTALLED WITH 'MIAMI-BADE COUNTY TO. SILL IS LESS THAN <S DEGREES. UNLESS tMIT IS INSTALLED IN APPROVED' SHUTTERS NUN -HABITABLE AREAS VHERE THE UNIT AND THE AREA ARE DESIGNED TD 9. THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES ACCEPT VATER IWILTRATIDR AND DOOR, THREE STAPLES PER JAMB INTO THRESHOLVEIN SIDELITES AND DOOR c I WX MMIT;FlrMArll7ti bAlm 6. LATEX SEALANT TO BE APPLIED AT SIDE BY SIDE ugrY 111f[ ¢C Rl JAMBS AND SIDELITES. UtearoStH[SS i SItanILLI ARRaIMCR'0lD COWIfAaAttD4 won, T. DOOR/SIDELITE HEADER. DOOR/SIDELITE JAMBS, AND SIDELITE BASE p I unu nmf tru o+aa' m r,oumt 'ORNERS ARE COPED AND BUTT JOINED. K 31 Its. I bill 7--29-97tI Y I DOORS SMALL BE PRE -PAINTED WITH A VATER-BASED EPDXY RUST HHEy� HHIBITIVE PRIMER PAINT WITH A DRY FILM THICKNESS OF QB r0 l,2 MIL II M 31-1029-EW-I 9. FRAMES SHALL BE PRE -PAINTED VITH AN ACRYLIC LATEX VATER-BASED/ goT Ara' SHEET I OF S VATER-REDLCIBLE VNITE PRIMER VITH A DRY FILM THICKNESS OF U TO LZ NIL. svD:tit LPRO (� 3114 __ I INTERIOR ]3 MAI Z.- 7 - 16 35 3/4• 73 7/4- 1 MAX 35 7/.• 7 MA• 7/4 n.x ti4 9 10 ig style MAX zzmm Il 8 - Z 4 9/16• 1 ' 2 4 l ° EXTERIOR . SCE GLAZIMO DC TAIL IT 6 14 I I/4• :I• , SECTION A -A. t •INSWING 17 OTHER CONFIGURATIONS ,, ,,.. MAN • III 1/4• GLAZING DETAIL """ . "' 14' ,.. MAX nAa ufisi"oe �rsMfnla rAWK EXIERWR ALL ;•p I�•e N 7/4• 74 3/4• • I rax MAX Ilr• IHI[RIDR HA: 112' 'GLASS BITEWL 9 �- uzo i I 1/8• TCHPERED GLASS APPR0YEDASCOi4FLYIND4KT11THE C "KMAIItwtutoa 1 SOUiH FLHU4�H0 C0� (tR4Db °UDL f4 Q , wrap D•t J�Jn Ut[ tw¢f l 4C1 Ylid mW mf1u11atOE t By . DMSttAI CODE COMPUMM OFFCE ■L,.. 1-1029-EV-I ACCEF'IN:CET94T/-c_ 3_Y.zy EPTIAR IR 1 2 OF 6 moot mn E 2 By VOOD BUCK 5 6 7 80 11/16' MAX , INTERIOR 79 5/16' , MAX ' •� �-i�:� 1 3 n 4 9/16' sEcrloN B-B EXTERIOR MA I LRIAI LIST ITCH N0. O DCSCRIPIIDH VDOD PART NUMBER CDHMENTS 2O HEAD JAMB COMPRESSION VEATHERSTRIP EV-14 1 1/4' X 4 9/I6' NIL. TO BE PINE OR EOUIVALCNI OO 4 ALIkIINUM ASTRAGAL V_ - SCREEN RAN X A 0 (R ' PREMDOR BRAND OR COUIVALENT- 5/8',ALUMINUM ASTRAL ALUHINLR4-BUFFER THRESHOLD EV-15 PREMOM BRAND DR [OUIVALENT - 1 1/4'•x © TOP [HAt L NIB 4 9/16' PREHDOR BRAND - 1 11/16' - 20 GA STEEL Via 9L IMI IMI -0) it Yugnmr rnAm lal BYDTO I liml [if YTRI BPIR ci rngr BASF FOAM - DENSITY 2.0 10 25 IbS./Ft' - DTTOH CHA)TNEL EV-07 PREHODR BRAND - 1 11/16' - 20 GA STEEL 10 WOOD LOCK OCK STRIKE STILE EV-09 4' X 9 1/2' MIL TO BE PINE OR [plpv--- ALCNf II HINGE STILE EV-06 15/16' X.1 11/16' NIL TO BE PINE OR [pUIVALENT 2 LOCK PREP FILLER PLAT[ LW-05 15/16' X 1 11/16' MIL. TO BE PINE OR EQUIVALENT 13 4'x4• HINGE EV-10 PRENBOR•BRAND - .050- THICK- HTL. TO OE.POLYETHYLE 1/ WOOD HINGE JAMB V-16 MAGER BRAND. HINGE 13R EQUIVALENT - A97 THICK A97 THICK (ST[I 1 110 x 3/4, F.H.V.S - 1 1/4' X 4 9/16' NIL. TO BE PINE OR C (4) SCREWS PER HINGE INTO MW 16 O alo x z• Fxvs. 19• hL THE1R[ ire L IN mmvs IH�DI STRI[E JAMB l TO SITEUrE 8' OG tHEREArTER JuM 4' DOW rRm ' ' 6) SCKVS RR M EACH SIDCUTE "I TWO SIDELITE. 4' BOW rRDM IIP• MAX IS' OC TIERCArTER • 17 L16' Rlt IAA vrimanq fW uEn REFER TO ELEVAI"w V►EV fDR IB 110 X 3/4' FHVS. I OF SCREWS USED AND LOCATIONS (2) SCREWS PER HINGE INTO JAMB 19 ' BB x E FHVS. (2) SCREWS AT EACH STRIKE PLATE LOCKSEi KVIKSET BRAND 200 LOCK OR HARLOC RAND 100 LUCK 110 X 1 3/4' FHVS. (2) SCREWS PER HINGE INTO JAMB WOOD SIDELITE JAMB EV-19 1 1/4' X 4 9/16' NIL TO BE PINE OR EOl11VALENT /--� 64"SINGLE PANEL GLASS EV-2D ' HP , ASS N A YPRDP7L - OC-1 17 - (OOL SIDELITE TRIM (VOOD) EV-21 5/16 x 1/2' 'HTL. TO BE PINE OR EOUIVALEN VOOD CASING lie• . I' H L D P OR EoulvAL — _ I Hs 4uD WLs U EV-22 r02 -Site or SIDE .wnr AS MR I m rs WOOD SIDELITE HEAD JAMB EV-23 1 1/4' X 4 9/16- NIL TO BE PINE OR EQUIVALENT © O WOOD SIDELITE BASE EV-24 1 1/4' X 4 9/16' HTL. TO BE PINE OR [Ol VALENI POLYPROPYLENE LITE FRAM[ -1643. DDL-2 HP Polypropylene by ODL !96 X 1 1/2':P.AN HEAD SCREWS 8 PER FRANETQ 4 I _SIDELITE STILES Art ¢ EV-26 ' IS/16' X I II/16' HTL TO BE PINE DR EOUIVALENT 1 PIN NAIL 4' LW Rut. 41 m riot ERB. MA7 r OL IH:RAn(R• MEl W IlUD6 ,= r D❑W SILIC❑NE #995 APPROVED AS CO&MYDTC %NTH ne I�tm+a(lyg1A I a lun DY P{IODU OT4TRDlDTNSIWT DITKDM CODE CM Pl1At,'CE OFME ACCEPTAMCE ND. I-0 3 ( Y. 2V 1-1029-EW-I SHEET 3 OF 6* ft( ON LEII(R 8 BY WOOD BUCK 1/4' SHIM MAX 3/4' n - INTERIOR I 7 - MAX16' 80 11/16' I MAX 2 BY WOOD BUCK SECTION c-c EXTERIOR PLEASE SEE 'GLAZING DETAIL' DRAWING #-31-1029-EW-I SHEET 2 OF 6 DOW SILICONE #995 APPROM A9 C01W1Y670 V&H SL'unlannm.__ 1-1029-EW-I SHEET.4 OF 6 QYISHIR MI R 0 OTHER DODR-*CONFIGURATInNS W warn W f W r W K V W V ..' bwr Ww rt 1 I o 0 - n IIt•.o K V.piO ® OL�Vd6 1 1 w 111µ11 r w J11 1 I ox ---------------- ran gyp' w Ie /W y rw rW w y r� n {,7r ww Pw Ix aba - Ki..0 v vrw - r 0 b WO• b /O O � �LYPrO. P Vrw O K VOL " OL Y61n J'ry�1�'Lr w Ln r WJL APPROVED AS COIUtyVrG IATM T"E Sam,Fl euaMMCODe By Jl)ti n P Pa, DR79a1 MMM aG a7�C:I=OFF ACLEFrAME AD._ O I- O�S�4 of W♦I Xj1 VISNIS rr I Uri 31-1029-EW-I SHEET 5 OF 6 nTI II-n LJ I I ILIA 1JUUK I RNLL S I YLES 36' t mAX 179 Flj6d' 00 00 all aao 'MAX 0° BUD ono �o ao ®a 00Dun BLANK TOP 6-PANEL 4-PANEL 9-PANEL 10-Par`L ID -PANEL 4-PANEL OTHER SIDELITE STYLES ES d —I rMAX 179 SL-10 SL-20 SL-39 �• SL-60 SL-50 ' SL-SOB SL-69A SL-69B C7 a no nn na aa• as ao ��. . as na as PD-1 PD-2 PD-3 PD-4 PD-5 PD-6 PD-7 PD-8 ffffl 9. BUBO PD 18 PD-19 PD-20 PD-21 PD-22 PD-23 PD-2� • PO-25 no 00 oa� 000 goo Ooo a n n o PD-35 PD-36 PD-37 PO-38 00 1113 001 Q p Q Q 00 ® �p o �a� QQ no ❑n — FLUS11 B-PANEL CRUSSBUCK n 12-PANEL 4-PANEL 5-PANEL 5-PANEL EYEBWSCRULL EYEBRUV 5-PANEL RUV 5-PANEL V/SCROLL [YEBRDV SL-69C SL-25 SL-53 SL-3DD SL_4D SL-90A SL-90B as oo as ' as as PD-9 PD-10 PD-11 PD-12 PD-13 ➢D-I4 11 111 iii 111 ►iii 111 It1 111 iii 111 liij 111 ill 111 ..� 111 �'!!1 iii iii a . SL-90C SL-3DB SL-30C SL-70 SL-00 PD-15 PD-16 PD-17 iY a • y y/ � N �► a so 9 v a PD-32 Pp-33 PD-34 31-1029—EW-1 SHEET 6 OF 6 mnsm cliff e ,• MIAMI PRODUCT CONTROL NOTICE OF ACCEPTANCE' Prerndor Entry Systems 911 E. Jeferson, P.O. Box 76 Pittsburgli ,KS 66762 Your application for Notice of Acceptance (NOA) of: 'NIIA,NII-DADS COUNTY, FLORIDA Nil=TRO-DARE FLAGLER SUILD.I,N'G 13UILDING CODE CONIPLIAN CE OFFICE MI71RO-DARE FI.AGLt:R 13UI1.1)1NG 140 IVI:S'r F1.AG1.Elt S'1RIili I', SIJFI'1i 1 G03 MIAMI, VLOI IDA .i31 3U-I 563 (303) 375-2JU 1 FAX (305) 375-29US c:o-N'I'I(,1c-roit I.IC.I NsiNc St'L-rIO.N (3U5)375.25271�,1X(.1U5)37<.:ct� C:U.N*rlt,ICrrou F\F'UIZC:I;\I IC,\ -I I)t �'I tilU\ (305)375-2')GG 111(UUI:CI' C:U.VI'IMI, VIVI51UY (305) 375-2')U2 V,\.N (3U5) 372-G1.17 Entergy 6-8 S-W/E Outswing OI),ique Single w/sidelitcs Rcsideutial Insulated Steel Door under Chapter S of the Code of Miami -Dade County governing tl)e use of Alternate Materials and Types of Construction, and completely described herein, has been recomniended for acceptance by the Miami -Dade County Building Code Compliance Office (BCCO) under tilt; conditions specified herein. This NOA sliall not be valid after the ekpirmion-date stated below. BCCO reserves the right t*o secure this product or material at' any time From a jobsite or manufacturer's plant f'or 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 ilia 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 EXPIRES: 04/02/2006 Raul tcoanguez Chief Product Control Division TI•IIS'IS THE COVERSI(EET SEE ADD[TIONAI, PAGES FOR S['ECIFICAND GENERAL CONDITIONS BUILDING CODE S PRODUCT REVIEWCOMMITTEE 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: 06i05/2001 r Francisco J. Quintana., R.A. Director "I�liartii-Dads: Count' 13uilding Cods; Compliance Office 1\:04S000I1pc2OOONltemplateslnotice acceptance cover page.dot Internet mail address: (toxtm:rstcr'i�`buildinhcucJconlinc.cont [Iontclt:rEc: at((p://t11�11,Guiltlin��cU(IcUrllinGCotTT Premdor Entry Systems ACCEPTANCE No.: '0-1-03I4.2 I APPROVED JUN 0 5 EXPIRES April 02 2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS . 1. SCOPE 1.1 This renews the Notice of Acceptance No. 00-0321.23 which was issued on April 28, 2000. It approves a residential insulated door, as described in Section 2 of this " Noti•cc of Ac•ccptancc, designed to comply with the South Florida Building Codc (SFBC), 1994 Edition for Miami -Dade County, for the locations ,vhcrc the pressure requirements, as deicrriiincd by SFBC Chapter 23), do not exceed the Design Pressure Rating valties indicated in. the approved drawings. 2. PRODUCT DESCRIPTION 2.1 The Series Entergy 6-8 S-W/E OutsNYing Opaque Singld Residential.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 3I-1020-EW-0, Sheets 1 through 6 of b, tithed "Premdor (Entergy Brand) Wood Edge Single Door with Sidclitcs in a Wood- Frames %vith Bumper Threshold -(Outswing),'' prepared by manufacturer, dated' 7/29/97 Nvith 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. Th�sc documcnts shall hereinafter be referred to as the approved drawings. 3. - LIMITATIONS 3.1 This approval applies to. -single unit applications of single door only, -as shown in approved drawings. 4. INSTALLATION •4.I The residential -insulated steel door and its components shall be installed in strict compliance with the approved drawings. . 4.2 Hurricane protection system (shutters): ' 4.2.1 Door: the installation of this unit will not require a hurricane protection system. 4.2.2 Sidclite: the installation of this unit Nr ill require a hurricane protection system. 5. LABELING 5.1 Each unit shall bear a permanent label with the manufacturer's name or 10-0, city, -state and following statement: Miami -Dade County Product Control Approved". 6. BUILDING PERMIT REQUIREIYlENTS 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 tlic approved drawings, as identified in Section 2 of this Notice of Acceptance, clearly marked. to show the componcrtts selected for the proposed installation. .6.1.3 Any other documents required by the Building Official or [lie South Florida Building Code (SFBC) in order to properly evaluate the installat'IQ of this system. Manuel Perez, P.E. Product Con •rol-xamincr Product ontrol-Division Premdor Entry Systems ACCEPTANCE No.: 01-03I4:21 APPROVED JUN 0 5 EXPIRES _ Atoril' 02 2006 NOTICE OF ACCEPTANCE: STANDARD CO,\'DITIONS 1. Renewal of this .Acceptancc (approval) shall be considered after a renewal application has been filed and the original submitted documentation, including test supporting data, engineering documcnts, are no older than eight (8) years. 2. Any. and all approved products shall be permanently Iabcled 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 cngiriedr who originally prepared, signed and scaled the required documentation initially submitted, is. no longer practicing the criginccring profession. 4. Any revision or change in the mdterials, -use, apd/or manufacture of the product or process shallautomatically be cause for termination of this A'cccptance, unless prior written approval has been s' requested (throug office. h the filing ofa revision'applicalion with appropriate fec) and granted by this . 5. Any of th'e following shall also be grounds for removal of this Acccptancc:' a. Unsatisfactory perfomiancc of this product or process. b. Misuse -of this Acceptance as an endorsement of any product, for sales, advertising or any other purposes. 6. The Notice of Acceptance number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. I.f any portion of the Notice of Acceptance is displayed, then it shall be done -.in its entirety. 7. A copy of this Acceptance as well as approved drawings and other documents, where it applies, shall be provided to the user by the manufacturer or its distributors and shall 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 Acceptance. 9. This Notice of Acceptance consists of pages 1, 2 and this last page 3. END OF THIS ACCEPT NCI Manuel crez, P.E., Product Co tro Examiner Pro 'ntrol Division 3' rKtM1JUK .. (LN I EHbY EKAND) WUOD EDGE SINGLE DOOR WITH• SIDELITES IN WOAD FRAME' WITH BUMPER . THRESHOLD 7. CO B. IN' 9. VA 4' MAX • i I5' MAX O C. IS' MAX 1XX ❑ C. A 1 15, MAX O.C. 15' MAX O1C. (OUT.SWING) 00' MAX. 4' MAX MAX 4' MAX MAX ' 3' MAX 3' MAX t9' 3' MAX la' 3' MAX MAX •C• .�. MAX 4' MA: B lA6' j 14' ' MAX-7. 01Is1 iDA ' MA 17' l9' MAX ;' IS' MAx MAX i 43 1 /16' r TOP OF DOOR 8 .T % TO 4 D LaD 0 KVIXI OEAOffitr Kamm. 460 SCRICI DR HARLDC DCAOROLI % KODCL -020' 22' Tc 64' MAX DLO r ' •' XvrKs[r L�Ics[rJ — \ IOJDCI DLE00 SERIES • WitLoc DU l00 LDCKSCT ' , ORRIS 6' AX t5' �._ Is 14.. � TV 19' MAX MAX .MAX MAX H r T Is 4' MAX__ AX �KA —3' MAX 3' MAX NOfES� 3' MAX > WOOD BULKS RT OTHERS RUST BE ANCHORED 4' MAX MAX 4' MAX MAX 3' 'ROPERL•T TO TRANSFER LOADS M TIC STRUCTURE, a THE PRECEDING DRAVINGS ARE INTENDED TO UALIFY -THE FOLLOVINGANSTALL'ANIINS. WOOD FmCM CONSTRUCTION WHERE BY YSY� J^ 1EM IS ANCHORED i0'A MINIMUM iV0 BY V000 V PCNINCa ,MASONRY OR CONCRETE CONSTRUCTION WHERE RA OUTSVING LJi puISVING DOR SYSTEM IS ANCHORED TO A MINIMUM TWO BY TRUCTURAL VMD BUCK MASONRY OR CONCRETE CONSTRUCT40M WHERE )OR SYSTEM IS ANCHORED DIRECTLY f0 CONCRETE E VVAAACR1 LLNATION V%lr ``TRAITOi L MASDNRYODVITC OR VITMOUT A NON-STRUCTURAL IT [OCI RCb NEEDED TE BY VVOO 6BUU ALL ANCHORNG SCREWS TO BE RID WITH llositivp HIMUM I I/Z' EMBEDMENT INTO WOOD SUBSTRATE X Ac ' 3/16' PFH TAPCERTS'V(TH I I/Z' MINIMUM EMBEDMENT TO MASONRY' 1 INITs SMALL EE D6IALL l ONLY AT LmArIONS PRDtECICD BY A CANOPY DR LIMIT MUST BE INSTALLED WITH 'MIAMI-DADC COUNTY. UVERWJ& RV 1MAI II[ AATLE BCIVEEM IMC EDGE Or• CAIM OR CNERIw& PROVED' SHUTTERS TO SILL IS LESS iMN 45 MMES tMESS WIT IS 061ALLED IN THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES ION-HAIIIABLE AREAS WHERE THE WIT AND IK AREA ARE XSIKD TD D DOOR, THREE STAPLES PER JAMB INTO BASE ON SIDELITES. ACCEPT VAIER IWLIRATIOK LATEX SEALANT TO -BC APPLIED AT SIDE BY SIDE MBS AND SIDCLIrrL : IR/SIDELITE HEADER, DOM/SIDELITE JAMBS, AND SIOCLIfE BASE Ip�b lllm m HERS ARE COPED AND BUTT JOINED. DOURS SHALL BE PRE-PAINIED WITH A VATER-BASED EPDXY RUST (BITIVE PRIMER FRAMES SHALL BEAPRE-PANEEDDWITHfAN ACRY�SLATEXDVATERI BASED/ - SYM fER•REOLCIBLC WHITE PRIMER WITH A DRY FILM THICKNESS OF OB TO 12 NIL wLzrm Y Rrnm lily H ADMINSI1LLi (6)OPER YrNO T . 3/16' PFH TAPCDNS MINIMUM EMBEDMENT NOTE5) fLES A ElO 11/16, MAX —j r---4' MAX MAX . ",RB x U 3/4' F.H.V.S '—{3) PER SIDE FROM JAMB INTO THRESHOLD APPADVED AS CM-1-LY11:C HTI ii InE DJUTM l�+ v BUKDIt10 CiGE DAB (JJ//�� f By • J 1 PRODU T C ATIOL Dr. san FlUkDDL CODE COMPL."4CE CFFi:P ACCF_orMTCE TT0.0,- of /Y• LT 1-1020-EW SHEET 10;. S KVDL Ifl+l _ 1/2' ;LASS BITE GLAZING DETAIL a U I S W I N G OTHER CONFIGURATIONS ---------------- SlKRV"' V0.L4" s W 68 lit• G(TCRTmt f1rAp( LAru CAUUC sHAMo 3X4, PAX urrRroR :•a ML mrcwr>s • . APPP"&D AS CDW'LTWB VATr1 THE . souDi 9 61i' T%.�1 �e tl6U6 ultB_ x�°_ I rrr . T rrRpl C,Y41@r2 M - V8 rErtPERCo aATs 9LdrM ACCFPWXE r1D. a 1- G 3rv. L, ¢- � - li 1-1020-EN-0 9ECi. 2 Q 6 �� C 3/4' 80 11/16' MAX EXTERIOR 79 5/16' MAX SECTION B-B INTERIOR F•-- V:105:�REA.D JAMB / )-ml NUMBLR. CDHHENIs EV-12 WEATHERSTRIP 1 1/4• X 4 9/16" NIL 10 BE PINE OR EOUIVALEI(TRON V00➢ STRIKE JAMB _ q K SUEEN BRANDXS A Q ALUMINUM -BUMPER THRESHOLD - EV-13 I I/4' X 4 9/16' Hll TO BE PINE p R EQUIVALENT PREMDOR BRAND OR EQUIVALENT tOP CHANNEL IV-05• - 11/4' x 4 9/16• PRENpOR BRAND - 111/16' T - 20 GA STEEL llU �� Y �ss rt1464E an 4rtn e BASF FOAM - DENSITY .0 10 2S Ibs./rt) ➢OTTOM CHANNEL V D EV-04 PREMDER BRAND -I I!/16' - 20 GA SPUR K BLOCK STRIKE STILE Ev-OB 4' X 9 1/2' HTL TO BE PONE OR EOUIVALENI HINGE STILE- EV-07 EV-06 15/16' X 1 11/16' MIL_ TO BE PINE OR EQUIVALENT LOCK PREP FILLER,PLAFE V-09 IS/16' X 111/16" HTL TO BE P FREHDOR BRAND - EOUIVALEHI Zg• THICK- VW HINGE V- 5 HTL TO BE PULTEIHYLENE HALER BRAN➢ HINGE OR EOl1fYALENE WOOD HINGE JAMB - D97 THICK (STEEL) A10 x 3/4' FHV S. - 1 1/4' X 4 9/l6- NIL TO BE PItD : pR EQUIVAI[ Nt 110 X 2• FHVS. (4) SCREWS PER HINGE INT(I MOOR 6) SrJtfvs Iff"C { EACH V e S10EUTE J0.1t1 /110 s IFlll 4 � mx 15' OE. THEREAFTER ! C• 41VN fItQ1 HN lAs(00 V 1 SIDELTE WOOD STILE fV-07 REFER TO ELEVATION VIEV. FOR 1 ff S�VS Ugp ANp IOCnTIRIS 0t1'x 2' FJiVS. 15/16• X 1 11/16• HTL TO BE Puff OR..EOUIVALENT LOCKSEi (2).SCREVS AT EACH STRIKE PLATE 110 x 1 3/4' FJLV.S KVIKSET BRAND 200 L CK OR NARLOC AND I LOCK 6) SCIgREVS'THNtgM HIKEE JANI INTO SIQLHC 1n &G TT1ER[n ,IER wul 1r golrx rRIIN tu' UZ N• nG THEREAFTER •� RHO SH)ELITE —L 4• RNN rRUR 1 EF 4) SCl A IFIUM EACH HM fM0 MM .1)HI VOOD SIDELITE JAMB Ev-IB I •• 22• X 64' SINGLE PANEL GLASS 14 X 4 ASi6'N Ta ip BE PINE DR EQUIVALENT 1 1'/4' EV-19 L -14 SIDELITE TRIM (VOUp) EV-20 S/16 x I/2• MT GOD CASING ; M L. TO BE PINE OR EQUIVALENT EV-21 rta sTHR eY sI1rE J ull As ML`Vt - T ® V001) SIDELITE HEAD JAMB EV-22 i I/4' X 4 9/16' HTL TO Lai WOOD SIDELITE BASE PINE OR EQUIVALENT PIIIYPROPYLENE LITE FRAME . EV-23 1 I/4' X'4 9/16' HTL. TO BE PINE OR EQUIVALENT -1643• DDL-2 HP PolyProA) lene by ODL 06 X 1 1/2' PAN HEAD SCREWS ID PER FRAME PIN NAIL If) EKED 4. QC T Art DOW SILICONE #995 4U3%"M'4lurlMUM MlIr0`.MAFlEt'uEllINtu,' MI To -+'�'w-As cowtYm r4rH, vm (_ SOUTH WI2pI{ gp�pL PI Pa �� 911 �x1 COOE COLTRIM•1� OFFICE PN ACMVWICE Hi 0 H-D3/Y.:� _aC = A& 1-1020-EW-0 SHEET 3 OF 6 o—m LEVER B 1/4' SHIM MAX yTERIOR 79 3/16-. MAX 80 11/16- I MAX 2 BY WOOD BUCK SECTION C-C -EXTER.IOR PLEASE SEE 'GLAZING DETAIL' DRAWING 431-1020-EW—p SHEET -2 OF 6 DOW SILICONE #995 APFAMM Io CoUpTwG in, THE SOUTHFl h-mwm nun,— L-I• .UUUi\ �,Uivi IUUNH 1IUNV >- L' nwtJ "ti Cot,�%Ym IIAT" lie Mx tGuranmAS B r Mx [w'E V J1 R4 Ii Mx b! PRI PR ' n OL OMSMH Za 911 G �L I FF fills. A%CEPI%.VCEfMD.oj- D� ]� i Mi ' 4-41 u" Mx .• MiJ L ac we f oc nh Mx U' MZ OL IS m" OL M 6• wqi r Ms re X 31-1020-EW-O SHEET S OF 6 QYISIX �tn[Q u1..i ritK DUUK HANEL STYLES- 360 J M AX 19 101 on o00 "'A o0 00 oa 001 QoDuo � 0 OUR BLANK TOP 6-PANEL 4-PANCL 9-PANEL 10-PANEL IB-PrWEI 4-PANEL OTHER SIDELITE STYLES 30° �) I¢ M A X 79 1/- 16" �•1 - - U 0 SL-10 SL-20 SL-39 SL-60 SL-50 SL-508 SL-59A SL-69B DD Dn ®D • 000s.uQ1Q QQ • oa ao Dv Pp-1 PD-2 PD-3 PD-4 PD-5 PD-6 • Pp-7 PO-8 00 ®o® n 0 Euu l ul QOQQ� 0 0 a o A o FLUSH O-PANCL CROSSBUCK 12-PANEL 4-PANEL l7 ❑ ❑ Q d 0 CYEBROV V PANEL 5 PANCL 5-PANEL Y/SCROLL ETERROV 5-pa V/SCRULL CYCBRDV U p SL-69C SL-25 SL-55 0o a0 oa PO-9 PD-10 PO -II oll I SL-30D SL-40 OD PD-12 SL-90A A PO-13 DD PD IB PO-19 PO-20 PD 21 PD 22 PD 2] PD-24 PD 25 PO-26 PO-27 PO-28 PD-29 n PD-30 • �� �.�, �©0 ��� ��II ��� � � , lWl4 uttrs 101[0. rAx ll Q� Ifl[SS rDi 0 oa on PO-35 PO-36 PO-37 , PD 38 PO-39 PD-40 PD-41 PO-42 PO-43 PO-43A 511E dfiUM PD-43B Plff$ �T6' 0 [all SL-9pB SL-90r SL-30B �• SL-30C SL-70 SL-OO OD no a❑ PD-14 PO-15 PD-16 PO-17 f4ib% PD-31 PO-32 PO-33 PO-34 rrr 31-1020-EW-p SHEET 6 OF 6 Qwis �S 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 CHESAPEAKE K 3 6CLO2101 21 142 PINEFIELD DR ORLN-CEL CHEK3 RIGHT This structure was designed in accordance with, and meets the requirements of TPI standards and the FLORIDA 2001 BUILDING CODE for 125 M.P.H. Wind Zone. Truss loading is in accordance with ASCE 7-98. These trusses are designed for an enclosed building Truss ID Run Date Drawing Reviewed Truss ID Run Date Drawing Reviewed No. of Eng. Dwgs: 44 Layout 11-4-02 T 4-22-03 Roof Loads - VT 4-11-01 U 4-22-03 TC Live: 16.0 psf TC Dead: 7.0 psf BC Live: 0.0 psf BC Dead: 10.0 psf HIP 10-20-00 V 4-22-03 011" , A 6-26-03 W 4-22-03 B 4-21-03 W1 4-22-03 61 4-21-03 �/ Y 4-22-03 ' Total 33.0 psf C 4-21-03 Z 4-22-03 C1 4-21-03 Z1 4-22-03 DurFac- Lbr: 1.25 DurFac- Pit: 1.25 O.C. Spacing: 24.0" D 4-21-03 Z2 4-22-03 E 4-21-03 �/ Z3 4-22-03 F 4-21-03 Z4 4-22-03 f C. y G 4-21-03 H 4-21-03 1 4-21-03 J 4-21-03 J1 4-21-03 J3 4-21-03 K 4-21-03 K1 4-21-03 K2 4-21-03 K3 4-21-03 K5 4-22-03 L 4-22-03 L1 4-22-03 L2 4-22-03 L3 4-22-03 M 4-22-03 INV # DESC QNTY AUG 1 9' 2003 DATE: N 4-22-03 18331 THD26 0 4-22-03 ✓ 18330 THD28 P 4-22-03 18360 SKH26R 2 Q 4-22-03 18361 SKH26L 2 R 4-22-03 18363 JUS26 16 S 4-22-03 18370 THJ26 2 18336 THD28-2 3 SEAT PLATES 138 40-0 I v I I A 11 IVLW U U T A T b is b SI IR I JUS2 5 HAN 3ER11 I J RI L N \\ - 4PLY 2 SKH26 ANGERS B (2) SKH26 HANGERS I / 12 / 4 E VOLUME CEILING / 12 12 �� I \ 6 _ F /g K _ m ODD S�ACE / G / Y ODD SPACE z / F I 8'-0 CEIQNG / m I 12 I 4E p \ \ VT 152 LC1 d / x �3 B1- 3PLY VT WA EHIU�H28-2 HANGIER a I �EHOH28 z FfANGER vr�u _ _ J3 ODD SPACE - g K I -_ CEILING r- 'Cl W- J1 N S t J1 i I K / t K1 KNEEWALL \J 6 m / 8'-0 CEILING i K2 TO1r-0" y J1 KNEEWALL TO 11-0" _ EHUH28-2 fHAN ER3, ,N �� VOLUME CEILING - Z4 12 N N N—fV i K5 - STRUCTURAL SCISSOR GABLE _ _ �w w w a FIELD FRAME —®^�� L15 THJ26 HANGER H\6 HANGER 2 JOB NUMBER: CHEK3 Z Z CUSTOMER: 6 JOB NAME: CHESAPEAKE K ZI b II.. Z9 DRAWN BY: tly DATE:11-4-02 I �j PITCH: 6/12 & 4/12 O.H.: 1-0"8 1.4 3/4" Z2 Z2 BEARING:8" LOADING:33psf 13-4 I 6-8 20-0 AUG 1 9' 2003 ~ This safetyr erf Fs , bgl?�W, Sad: to attract your;' a 1 I t6 �. +w, c rr nn ; ati#enf an# S( tq�R '/, FE f1Sr' fVOL�IE When' t yi• }e ^-ry �l7v 4 FiY� �"4!',+'e�}1' 41 r`�9't)1 S �, �i, it ` t o si er tusy • b B Q.'�E�ALERT AEIEDJTS: i,.��� `� .. ,f;r I ��i � �..,.bina i�"��x�"Jr 'I�LI;'r•�r.., li-'!i �%�' e"�`a'P„�r `; C:Ti�JT��IIY� ,yC"�kTICrV rt i'�ui es sa,.e olreratin Y r:praettcesorL�l1ir�dtcates 4u, afenritrons tl;at cu drltrPF 6a r.;,uersona�'in uor�ldarrra to strLcturea J,. . p_ l o-� l Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLiNG, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES is the resoonsibiiitvoftheinstalier(builder buildinocontractor licensec contractor, 'ectoror-erecfion contractor) to oronerlyreceive unload store handle instail and -ace metal olats connected wood trusses to protect life an ormerw The installer ust exercise the same high degree of safety awareness as with any other structural aterial. TPI does not intend these recommendations to be interpreted as superior the project Architect's or Engineer's design specification for handling, installing id bracing wood trusses for a particular roof or floor. These recommendations are ,r 'sWARNINGdescribes-a condition 'j ' wher6f6ilureto follow instructions could result in 1, ,severe personal �nJu or. c�arrage to structures. TRUSS PLATE INSTITUTE 583 D'Onofrio Dr., Suite 200 Madison, Wisconsin 53719 (608)833-5900 truss industry, but must, due to the nature of responsibilities involved, be presented as a guide for the use of a qualified building designer or installer. Thus, the Truss Plate Institute, Inc. expressly disclaims any responsibility for damages arising from the use, application or reliance on the recommendations and information contained herein by building designers, installers, and others. Copyright © by Truss Plate Institute, Inc. All rights reserved. This document or any part thereof must not be reproduced in any form without written ❑ermission ased upon the collective experience of leading technical personnel in the wood publisher. Printed in the United States of America. CAUTION: The bu,Ide'r, build€ng contractor, licensed contr actor, erectordrerection contractor is advised to:obfain and read the entire booklet "Comm,ntary and .Recor• rnendations for Handling, installing 3, Gtonecfe'dodTruse.[3 a iNHIS- IX 1'r )rr:t,tr ,i riass.Plate_Institute. the CAUTION: Allten porary )racingshould be noless than 2x4 grade rriarked.:lumber. All connections should be rnade with minimum of 2=1o"d nails, All trusses assumed Ton center or less: All rnr rlti-laly zr asses should bo, connes'ted torvther; in accvr dance vrith aesicn dravvings prior to.!nstaiiztion. AUTION: Trusses should not be unload-od on rough terrain or bn= ever surfaces vthich could cause damage t©.the truss. GAIJTION��rT�trsses stow d horizontally should be: `supported,onll?�!?905Pver' .,v^.. :il t ie ra{ bending carat' lessemlmoisu:rel'ga!n. VYAfININU. D6.j[1�� 1'"rrt �breakiba:ding unxrl ins`�silEtiun ' n lin f {a gins Care sho�uPd jie; exec(�c�setlwi t�anaing�1rle. �� UF7, tr '� �c Pw;a � h�slalrlgy,"rix�1� .r s7rLuy�r=�' a.�. ,,���tn,a�al_to,,ayotd shi�E►n �ofilnei.tv�tlual4, uses. ,r�� •�,,�� RrF�e f �1/ANiNC: 7. not�li,neditysses bl;,l C �Ge vdrragerussesr�'ti �,t r,JTs(i,�. Trt,� s s�o eci e:tic Ily sho"!ir+-'� ol_c r d o Qre vnt top"ling'or tips !nu. PER: ;il not ''StO re IJunra, .,+lyrr Cult Et rile>s j. 1 f ;;ir ` rfZ �erl.ybra edpoinobreakt7r�c tfrtwl'€)unc°es i • r o ti.. n,' �141161' t l l ��bbrizonfal�,positioi. F raCD4irr R V{1a king,o_n; Jr, ussr S v r ct� a e iy � f! z�r,ous anci;s M. Y r,661- ,ite'd. Frame 1 /60. or less\ \ 600 /Vless Tag Aply 7 Approximately Tag Line ,)proximate 1/2 truss length 7/2�truss length Line Truss spans less than 30'. Uffir the I Spreader Bar 'Ott ftac F sling Toe In Top in ate. Less than or equal to 60' Spreader Bar Toe In Less than or equal to w UT I C, N" :9 XQr.. ry I ITIth L ANSTALL_4TiCN .-A I t &I (It 1141 " 1A Slrongback/ SpreaderBar Tag Line Strongback/ SpreaderBar Atorabove mid -height Tag Line round staxes � :king Ground Brace Verticals (GBV) Typical horizontal tie member with muhiple stakea (HT] 'u Ptruss of bra, OUp of trunse (E B) Frame 2 j n . , lil % 49 M 11 rllp "tII P fl, 1� il TOP CHORD Me, ilTi�! T RD`!j;1,!: DIAGONAL L BRACT A or greater ;I; I I U R 1 11 61 Ac a PACING DIS 0 1, 11 1, . ( s) o; 1:, IT; SPA LBS # truss--' 4/1 MD1 --- 5.2 Over 32'- 48' 4/12 20 1 gHF 6. 10 1 7 Over 48'. 60' 4/12 zz. 6 Over 60' See a registered professional engineer 4 DF - Douglas Fir -Larch SP - Southern Pine X HF - Hem -Fir SPF - Spruce -Pine -Fir Continuous Top Chord All lateral braces Lateral Brace lapped at least 2 Required trusses. 10" or Great e r x z Attachment Required oo, NP� � Topchorde that are laterally braced can buckle togctherand cause collapse it there isnodiago- nalbracing. Diagonal bracing should benail&d it to the underside of the top chord when purlina are attached to the topside of the top chord. FPITCHED TRUSS Failure tbfc)flowV these ,re'comm enda tion . s noul I d.resUPill; .,severe personal injury or.darriage to,trusses or, buildin CIS'r TOP CHORD milulroum TOP CHORD DIAGONAL BRACE PITCH E S�Acl��G (D3 SPAhJ �DIFFERENCE�SPACING(LBS) riV trusses] ;) [�SP/DF I SPF;HF I Uo to 28' 1 2.5 7' 1 _7_1 1-21 Over 28' - 42' 3.0 6' 9 6 Over 42'- 60' 3.0 5 3 - �.lOver 60� See a registered professional engineer _ DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir COr,L!rl(.JoUs Tnn rhnrH Lateral Brac Recuired 1r," or GI Attachment Required - All literal braces lapped at least 2 trusses. 12 q C'.-V Top chords that are laterally braced can t.,, '-kle C logetherand catise collapse ift�.ere ianc diaqo- nal bracing. Diagonal bracing should be r,aoea to the underside of t17P cl-rd when pu. Nns are attached to the topside Of the top cho, d. ESc,l,,S.S0,,RS, TRUSS 7 Frame 3 Up to 32' 4/12 Over 32'- 48' 4112 Over 48' - 601 4/12 Over 60' See a register DE"Dou'glasFir, 'HOFiD - B FLACE 20 5 L 5 15, 10, 7� 15, -7 6 4 ad professional engineer rrch SP Sobthern Pine "'SPF Sp ruce -Pine _j. Alf'.16i&ai braces tapped at least 2 rLISSes... I2, 8Tr i k; ggKph 4 A,:;', �A 'Cross,bracinp repeated g.,,,q a c i t n &of t he i din4n.AnH..nf,9nI 1 s i :. I I -..., i ,. it ,.i -... I. .. �. _ w, SI .'.tt..�.-, I,. t 19y� F,1i. 1 •.. _.I C Up to 32, 30" 8' 16 10 Over 32' - 48' 42" 1 6' 6 4 Over 48' - 60' 48" 1 5' 4 2 Over 60 See a registered professional engineer DF = Douglas Fir -Larch SP = Southern Pine - HF - Hem -Fir. SPF. Spruce Pine Fir 11 end diagonal brace for cantilevered'1_" trusses must be' placed on vertical webs in line the support y I - Z. 1. I.. ' Continuous Top Chord Y Lateral Brace — " Required ;. Top chords that are laterally braced can buckle ' i `\ 4ogetherand"use coIlapselfthereian0d'ago- 1 O" Or Greater nal bracing. Diagonal bracing should be nailed ' `• �% to the underside of the top chord when purling ' !4, I are attached to the topside of the top chord. Attachment Required / '30'�p$ o 30., or 7. greater x2 PAR4LLEL'CryOR7 TRUSS:TOP CHORD !'.:,.. ntinuous p Chord \ 7Re Top chords that are lateral) braced can buckle, y { Lateral Brace ` log ether and cause collapse ifthere is no diago- - ral bracing. Diagonalbraa;ng should be nailed r +��'i '• , i.'. quir T\ to the underside of the top chord when purline arc attached to the topside of the top chord.' 'l' 10" or Greater, Attachment 15 r r_d — t``6s�1' i 1�'I JI` y/ / // y rJ sl�r4�s e f.7v C ` III_ 11� _, l 1 4 - / / - % � / 'mow, , , O \..I, i 14r,. iv L. v �urlti "I ' �`�',� "•,,,Y� uh„ p'-ty MtI!I )i ,i �Ir � NI i P dl y �I fr >r� �'a , It 6TOP�CHO, D,', � u �fll TAP CHORpI�y �raln tupri.nl DIAGOyNA'L RACE �. �sMINIMUM 1 TERLBIACE SPAN !� SPACING{LB�S)t[#'tiu"esj!y'� SPCING DBvI �!y I"IPITCHui� I 1'i:r t!.�:,��('t�;�ad, .�,4* �;M� ;;;y'h���'il�• I�, 'n,4 I„�.i !41 Ili" h' .'Y F Up to 24' 3/12 8' 17 12- Over 24'. 42' 3l12 7' 10 6 Over 42' - 54' 3/12 6' 6 Over 54' See a registered professional en Inee ur - uouylas rlr-Larcn SN - Southern Pine Hr' - Hem -Fir SPF - Spruce -Pine -Fir Diagonal brace also required on end verticals. Top chords that are laterally braced can buckle 11gather and cause collapse it the re is no diago- nalbracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topoide of the top chord. MONO Tr ASS'` r 4 /ti' 0� /ryo' •, ry0' yo' \,�F F 12 13 or 9- greater \ Z N, All lateral braces lapped at least 2 trusses. Continuous Top Chord Lateral Brace Required 10' or Gre Attachm e Required NSTA> L A T ION TOLERANCES ��re PLUMB D(ln) ,,,D;50 I D(fl 1 2" 1/4" 1' 24" 1 /2" 36" 3/4" 31i ---T- 48" 1" 4, 60" 1-1/4" 5' I 7z" 1-1 /2" 6' 84" 1-3 4" 7' Truss 96 2" 8' Depth 1081, 2 g' D(in) I T T I ±'W' I Lesser of l D/50 or 2" ±'/4 4 Maximum umb Misplacement Li Linee L(In) 50" 1/4" 4.2' 0 " 1/2" 8.3' 150" 3/4" 12.5' Length L(in) Lesser of L/200 or 2" 1-(In) Lesser of L/200 or 2" L(in) ;: L'200 L(ft) 200 111. 16.7' 250" 1 -1/4" 300" 1-1 /21, 25.0' OUT -OF -PLUMB INSTALLATION TOLERANCES. OUT -OF -PLANE INSTALLATION TOLERANCES. 1` fkvr�rAhuart �farG 116 ...� z' „?J$w.aN �.tr_:uni- °G�'u '� n:'�,,, 1�_' •OfI ,c�F! I � � { haE Frame 6 44id1,a Afari®na% ��1' FL Ba:771 00 , (¢a7) 4210064 Far (407) 321.3913 Date: Afarch �z, 2003 To: Buadinc Department From: Maronda Systems Tomas Ponce Professional Ernee -rcesr State of Florida OP50068 Subject- Valfey Trusses ` Vlffley;tr sses labelled J'T-1 thru 100 are covered under the general valley sheet pro->ar�ed in the Ir'ss pacl�ge signed arld sealed b the engineer on the structnra.t info sheet of the plans. A-H criteria of the wall y trusses ses are noted orzrd. The connections vtt�eted general street. 1€ you have any € uestions Please feel free to call at 407-321-0064. x Merely, Tomas PaIIce, P. �,����16�t&IPifl��•��, I1ate• �J 5 Jv � `�,�ti�'��(''�'��'S ACC '�Ae��,�,� No. OO:,OG5g STATE ^� aESIGN ,!Or This dcsggn is fur an Iadtvitirtal building eomPonent and Isar been tried L,(.rmaUaa Pmvtded by the Gent. Tl.e dalgnes• dlsdaLrra airy resp.nslbthLyhudasaagas as a tmull ur Eudt 4or hr.snrect Inf°rmall°n; apeeULcaUoos and/ r de IM- hvnrsheYl 1.U,e truss desr,ue: by tl1<dleat and the mned.— or a of Ike inf.lm Ijun a It inky relate to dik PL Jc-t and .—epts au rosponstblbty nr czMd+ts no "tml with regar.l 1. fabdm- tbq lwadib,, -WPmmt and tn,.R,tbn or t1tLs5a. This miss has Lien dcsigntd as an Indldrhed b ldtng e.r-p__L to a.arordance war A1151/YPf 1-14� and ?IDS-97 In be Dari^+orp.ralcd' x+ pt of Use bwldm, de'+Ign by . HnUdh,g esigner IregLetered ntclUled or professl0nnl graced. totem rMawed for pp—"nl try. U,e bull I I designer. the design loadings shown I be disked to be seve that We data ab, °Jc a$ mint "d1h the logt t fl(ling axles, t—d ea.mun ,eevrda for of d .e anew Imda, t Jed specnleal)nm - sPedsl applied )me- tn,g shown. truce hu --Iec bk dcsigncsl for storage or oca,paacy Imds- Tb. design,_uMes aunprasbn dmais flop or Irottoml ore amthw- .z1y b.aev3 by abathteg un — .ttttr+vl e ePceJned. tl7.e,e b.aWl chords m Imsbi.ern nM ItrUy bnesd J.L—y hp a pro,_l - dqW eeging, 1h'T should I.a tua_, at ., PlJlnd r—da ❑m sP,.t., of 1014r o.c Co..ednr . P6tes ab.11 be m'mdarnved Imm 7U 9--ge 11ot dipped gaMnaed aced taeelh,g ASf)tl A 653. Grade 40. mshss olh— a Shan-rt FABRICATION NOTES tTf.r t° f b,letton, llse lalntgitx shah reNew Wh drawl..g t. ve'Ify thnl this dewing Is to ®cr -41h the rabdoler's Pions and to rvl"' a e.nNouing ecep.a_sibdity Ibr such v I- )baaew. A p dla,zrpar.dcs ore to be put at "king ba— ebltwg or fab.totf..t. Pb - sbaU ant be hntayed veer kn.th.hy, Llrots or dWoded grata_ MembMs shall be cut (a Ug1d ntting _kart t. ood bcu4,g. Con- nector PLd� Shan t< laotexl nn both tam M the mesa went nabs fully Imbedded and shall be SX4sym. about the lolot ,.Jess Mhcraelse shown. A -Id plate la 5- .dde x h long. A 6r8 plate Ls 6- Lin rt to T.ng. spe Ihot sl run P ravel to the bl trb dj s,t t d. tb Dwble cat+ uu web to,mbcrs shall me<t of Ure a boid of the webs 'mloa °Lhcrwlce stu+wrs. Conuedorptatestccs sue cnl.lmtm, sties based Mn the fo,ces shaven sad mryneid to he tinged ern t.L. tr-.nd- Ing-ad/.r _A�n srressn. Th!s hsua la t. 6e fab.Ieafed not wtb U,- mt-rdant troted luml,er uul cs otherwise sMwr>, Far additional Ialormahnn on 9nauty C..tr.i refer to ANSIrm 1-1995 PRECAUTIONARY NOTES LB bradng and --tI.. rixotnmradaOaos ue a be followed >n accnrdaace adtb-ilaaallag .utatltng m eraefoC. me-.9t. Yt„sea arc to ,e Mndied wnb partfotlar ore d.ah,g banJing nd bnodU. dritv.ayand ImtaBotton to ---ld n• 1boW1n7—Pt� sad pnatanent bract., g trukses In --aalght and 11.mh pno- l.a and for r> wing 6(e,a1 16— -"1 be ,slgl,ed -od ImdaUed by.lhm. C1res d bkad- ngis msentbl and ett Uon blaring IS atWaYS 'PSI—L H-1 Prec utfauary action for uses le Ukm such IOnpdrary bmdug dull. rsfa1611aa b b-e a bu__ tc. aa.td t°pplEog be g act dammianla a The-uperrt ton °r --bua of uve -Null _+der the ennb.1 of p__ Tf fenced In the lastaa U— of t,' -15—tr nal advice -hall be sought if needed. oaccnRal7oa d n,mtlucU.O toads grcrler °n Ure design bade shall not be apPUsei t. usso at any nine Nn Iwds uth— th-. the et,bt or we e,cdo,s abau be ppled 1. scums nnlll alter all fisterth,g nud btach,g eoalPlcl,al MONO VALLEY VALLEY IRU9 COMMON VALLEY VALLEY TRUSSES 1TYP1 hAdVn1,lr, • e t 01 J 11:IVI J WO: VALLEY SET If LESS THEN 3-0-0 THEN MOVE DIAGONAL WEB TO NEXT PANEL ES PPURTING TRUSSES -- DIAGONAL WEBS T 4x6 REQUIRED WITH SPANS DR GREATER THEN 26-8-6 31 6 2x4 2r4 6-0-4 214 3x6 214 hit 2x4 3x6 MAIL 6-0-0 O.C. ITYPi TOP CHORDS: 2X4 SP 12 BOT CHORDS: 2X4 SP 112 WEBS: -2X4 SP #3 VALLEY MEMBERS TO BE SET PERPENDICULAR TO TRUSSES BELOW. # 214 t 2x4 DR 516 OR 416 316 3x6 4x6 11: vr OIYA ---------------- Ill WHEN DIGAOIIAL WEB PRESENT USE 4Xa PLATE Ill WHEN NO DIAGONAL WEB PRESENT USE 2X4 PLATE VAT I EY MFMBERS AT 24' O.C. (TYP) 2x4 VARIES 12 I uP ra r wi4 i 2i4 3t8 14x6 na 14xfi 214 1214 LIAR TRUSS SPACING LIAX. 6-0-U U.C. ITYPI BELOW a 4S • O.C. SPANS UP TO 60-0-0 — IT IS NOT REQUIRED TO SHEATH TRUSSES BELOW VALLEY SET. VALLEY MEMBERS PROVIDE ALL NECESSARY TOP CHORD BRACING. TIC MUST BE CONTINUOUSLY BRACED BY ROOF SHEATHING U14LESS 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 Ill 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 THAN 8' LONG t. TWO 2X6 BRACES REQUIRED ON ANY WEB EXCEEDING 14'.tt EMPr AS 5fI0WPt PLATES ARIv TT.20 GA 7 i iD PER ANSUITI 1-1995 Marouda Systems 4005 MARONDA VVAY SANFORD, FL 32771 (407) 321-0064 Fax (401) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 URER1Rn.var r-r nmm" VALLEY TRUSSES ITYP,) SUPPORTING TRUSS COMMON OR GIRDER ,A COMMON TRUSSES {TYp.) * VALLEY STRAPPING TO TRUSS BELOW USING MSTA12 19 4' O.C. VALLEY TRUSSES CAN BE CANTILEVERED UP TO TWO FEET - cont. Support 'r r�1t�6r1[V V. READ ALL NOTES ON THIS SHEET, A COPY OF THIS DRAWING TO RE GIVEN 1-ERECTING CONTRACTOR. [TRACING WARNING: Oaat[dt !s :Lawn on this drawtug is not Me Uon bmctng, _fad tlradpg. pnt� bratlng m slmllat bra shwm la l,L a U,c building,,I dgtga sad wldch must be e°nsldesed by the bm djug destg.er, F1,19 for lateral sttppod d truss m®lxrs exily to reduce huckllUg length. Havlslons must tw made t. I being g 01 b.-ado, -t end, u,d s AddlUonnl b,ac)ng of the _Mall skru p Jned 1—th"s d-1—e l by the hulldt. de, Dlus Plate fmtitut dare —y b - tequfred. ISee HIB-91 .1 TPII. g tea' S TPI, b Misled at 583 D'Onofrlo Dftce, Llad"On. ("Iscaastrt 57; 1rJ1 Scuds @ 640-0 O.C. 1! ng. lob. Dwg: Dsgnr: TLY C1111: I'C Live 16.0 ptsf 'PC Dead 7.0 psf RC Live 0.0 p5f BC Dead 2.0 PSF TRUSS ID: VT Date: 4-11-01 DutFac - Lbr. 1-25 D"ac - P►I: 1.25 O-C. SPacittg: 24.0" Design Clllefia: lP1 1-11P BLUCKING MARONDA SYSTEMS DESIGN INFORMATION This drsoi is [fir an Individual bulldblg rsruponent mud I - be-, based on brfommue, provided by the elfent'11w dezigntr dlsclalum any naponalbulty for danrogx o+ n roult of faulty or Incorrect bdori—Mm spetlll©uorn and/or dnlgns lumtshed to the truss designer by the client Find the cmredness or acahacy of W es 14 .....Uon as It unIT oriole I. w ape- c111e project and accepts no itnponsibillly w rxereL n uo conu.1 with regal d to rabrm- ❑nn. haodWig shipment and I'Stan."or, of trusses. Tlrb 1—has been Jelg•.ed .+ an Individual building component In ac dance rv10t nNS(llrl 1-1 P95 and NDS 97 to be incorporated as Imn of the building design by a Building Dnlgner Iregrstered architect ••r pr.lnslunal nrgkteerl. Wbai m0emed for uppl oral by the building de+lglreq the design badtr gp shown nnul be checked to be I,— that Ue data slroast arc to ngIre—col wUh the load building codes, tool dhnauc r—d. for wind or snot•: brads. p"Ji t. spccUlratlmn or spt.lat applled loads. IhJess show,s h , truss not been designed for storage or occupancy loads. l he design assumm c.mpmston chords Our, or b.ttoml are eontin.- asly bmeed by Sheathingrani.—.th-4ae zZted. {Vimre boll.,. chonts fn least.. we 1 fully braced hteralty by a properly applied ngld _11ing. lhry should be braced wl a utarb,wn spaeklg of 10'-D' 0. Cnnncrfw plales sholl bt manufactured horn 20 gauge hot dipped g.I-.Iteed steel meemng ASThl A 653, FABRICATION NOTES Prhn t. fabrlatlon, Ure fabrcimr shall renew ,Ill drawbrg to -entry that thh drawfng 1, In conlomnauce w1Ur Ure I.Lidealul" planan s d to 1-realire • eoultnuk.g'-po•.amlury for —el, Any dhercpanelo ere to be put kl "'lung before cutting .r fabri-I lon. plates shall not be Ln,,Wkd m cr knolh.les, ImoLs or a"' ruled grain. Pleruben sh.0 be —1 woad,I., light flitting wood to d Ienring. Con- -Inr plain shah) be looted Fin both r en of the inns wlih nabs fully tmhcJd.d and shall be syrn. about tle )olnl unless othenyise simrvn. A 5x4 plate is 5-wade a 4" long. A 6a9 plate Is 6 "Ad. a a' long Slots (hots) ram parallel to ire plate kugtb ape lrml. Double cuts on webnumbers shall Intel a1 the eentrold or the nabs .,A-s othcr,ise shmwr. Connector plate sites are mbtknunt all- lursrd on Ule farces shown and nay need to to increased for "Flair hand- ling andf.e.—Ilon sll—.S. Thls truss IS not to be fohrtented .+ttlr are retanhnl Lrealed lumber utdrss .Umwlse shnttm For ulditlonnl Lnf.rrnau.0 on 9— lay ConUol refer to ANSI/Tri 1-1995 PRECAUTIONARY NOTES all bracing and "return rernnrmendaUoru ue to be In, I—eIt I n accoManee .1th n•Lht! btstallbrg d Prating'- 111E-91. Trusses are to be handled rciUr parucular are during bwitdkng and boudlbrg. U11c y and knalalla Uon to at -old damage. Temporary and pesrnaoent bracing for holding lea.+cs to a stralght and rlmnb pns- lilon and for r hlbtg lateral I.— shall be deigned and katalled by othra Caedul hand - Ong is essenthil and election biacing h strays tcquired. Nulmal piccauttouaty action for trusses fcquims such lempofafy bracing dutbig bislallallun between trusses In arold toppling and d........ Ing. The s.per.nmer Fir -cello. of lnwcs shalt Ie under the tvndnd of persons experienced In the InsWlauon of busses. Poornslonal advice shall be sought Ir needed. C.—ithalioll Id eunalruttlon buds grey Ler ll U d I I I 1 U •l ba It d WO: HIPDETAIL I1:111P OTY't 2x BLOCKING ADDED TO TOP CI-1OBD OF STEP HIP TRUSSES TO SI--IORTEN. SPAN FOR OSB' NOT TO EXCEED 24'IO.C. BLOCKING TO BE NAILED TO TRUSSES w/ 12d NAILS @ 12 ON CEN. STAGGERED A PRE-ENG'D TRUS I I -TOP WALL OF BU ILDING HIP GIRDER ---Z CMaronda Systems tan to ` lnr FieFit .app ` to u,cs 4005 MARONDA WAY Irat anLI y Ir- M.,n krwdv vlhrr than tilt .eight .1 ti . 1 e 1 ll t . al IrUe•f I. SA NFORD. FL 32771 haaRTeta ' _„u}l I I4: lma µl�ga._g. —. (IU , 32t )64, Fa. p rril�+�ai�.i l Ian zTQIWIASrPONC&PIEJi _Les n .,r._- �,. . _ _ -. - - 10 ln,t:rf>_ei+at,�lt'Lrv;.clu#11.1.; Etasa; ..s• •�_ i 7n l f is Native Ann/rib WARNING: READALL NOTES ON 11IIS sllcEr. E. ,g- Job: A COPY OF !HIS DRAWING TO RE GIVEN TO ERECIING D1rg: CONTRACTOR. Dsgllr: TLx Gill: BRACING WARNING: -1'C Live 16.0 ps1 Pra i 1, sl II R I l i I< o f -II-n I q:J f a I. r r II I [1 n tl lu.tr rba4und., 1;:y'hejxme.all.eirlrct .—� ->. �;: If es F4le lursfll lc. Ipl h lor:aled -�B(�=11ea11 'Q U 1r,; - - 'i 0.rAt., 33.Q asC you FAru: r.:uFF-[.oevlfru 1, i:F Truss ID: HIP . Dale: 10-20-00 DurFac - Lbr. 11.25 r0 UesiIi Crrini.1, IPl'=` Cr�l=lea Ues�=,L r" r u� DESIGN INFORMATION This design B for an Individual budding component and has been based on information provided by the client. The deslgiier dlsclsans any responslbNty for damages - a result of faulty or incorrect info, matron. specifications and/or designs furnished to the truss designer by the cbent anco d the correctness or accuracy of this mfomhallon as It may relate to a spe- clrM project and accepts no responsibility or exerclses no control with regard to fabrics- tlon, handing. shipment and Installation of tnrs5es. This truss has been designed as an Individual building component In accordance with ANSI/TPI I-1995 and NDS-97 to be Incorpomtrj as part of the building design by a Building Designer (registered archftect or professional engincer). When reviewed for approval by the building designer. the design loadtogs shown must be hacked to be sure that the data shown re 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 toads. The design assumes compression chords (top or botlom( arc continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied iigd roiling, they should be braced at a ni-mhum spacing of la-0- o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prier to fabric iuon, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabncaloes plans and to reallm a continuing responsibility for such ven- ncation. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not he Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood 1. wood bearing. Con- nector plates shall be located an both faces of the truss with nails fully Imbedded and shall be slam. 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 lhol s) run parallel to the plate length specified. Double cuts on web olembem -hall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Ineres-ed for certain hand - Ling and/or erection stresses. This truss h not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional tnformation on Quality Control refer to ANSI/TM 1-1995 PRECAUTIONARY NOTES All bracbg and erection recommendations are to be followed In Aecordanro with "Handling Installing & Bracing-. HIS-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- ItIon and for resisting lateral forces shall be designed and bu talle,l by others. Careful hand- ling Is essenital and erection bracing Is always required. Normal pr'. Ionary action for trusses requi es such temporary bracing durtng Installation between trusses to avoid loppllng and doirdnoing. The supervision of erection of trusses shall be under the control of persons uperknced In the IrulallaUon of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not he applied to iinzsses,aLany. Ilme..NoAmds. other-thamthe- welght of the erectors shall be applied to trusses until after all fastening and bracing iIs completed. 10: `,-HtsAPEAKE K 3 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 #2 2,16 WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bid Type= Encl L= 58-0 ft W= 40.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/961 at JOINT #17 L=-0.48" D=-0.51" T=-0.99" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.47" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.23" RMB = 1.15 WO: CHEK3 WE: This 4-PLY Hip Master designed to carry 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 Repeat nailing as each ply is applied. 1/2" thru-bolts,or WS6 1/4"x 6" wood screw at 24" o.c. shall be installed on TC&BC in addition to nailing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1621# Support 2 1621# TC... FORCE ... CSI ..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 13-3-2 12241 0.68 ' 4-PLYS REQUIRED Q 8X10 4X6 4-4-8 0-6-6 --L � 8a 3X4 5X6 Face = 0-2-8 3.00 TI: A QTY_4 ==============Joint Locations======____====,. 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 Frost PLF To TC Vert L+D -46 -1- 0- 0 -46 7- 4- 0 TC Vert L+D -23 TC Vert L+D -46 7- 4- 0 -23 32- 8- 0 32- 8- 0 BC Vert L+D -20 -46 0- 0- 0 -20 41- 0- 0 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 Ho=iz Uplift Y-Loc Type 0- 4- 0 4660 39- 8- 0 4660 0 -1621 POT PIN 0 -1621 BOT H-ROLL Q 5X6 _T 0-6-6 4-2-6 J- r 0-8_0 I 3.00 Face = 0-2-8 �- 0-8-0 I 7-2-11 24-2-10 - 2 Z1 0 19 7-2-11 qI 4660# 8.001, I8 17 10 15 14 13 72 1-0 0 4660N 8.00" (RO-10-10) I -- 40-0-0 �1-0-0 EXCEPT AS SHO"'N PL.A"13;5 :ARE 12 04GA TESTFU PER ANSI/TPI 1-1995 1475#�) scale = n ICOC (!Iaronda Systems -4005 TvIARONDA WAY -- SANFOR13, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. f.ICE'NSL' #0050068 I005 VANNESSA DRUwtEDO.1`1_32766 Design: Mafrix Analysis YVMKI41NG: 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, whhd bracing, portal bracing or sbntlar bracing which is a part of the building design and which must be considered by the build bagdesigner. Bracing Mown la for lateral support of truss members only to reduce budding length frrmtatons must made to -nclor lateral bracing at ends and specified locations determined by the building designer Additional bracing of the Overall structure may be required. (See 1118-91 of TPB. frruss Plate Inatnute. TPI, 1s located at 583 D'onotda Drive, Madison. Wisennabh 53719). N;ag. Jolt: Dwg: Osgtlr: TLY Cltl:: - TC Live 0psf` TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf -TOTAL 33.0 D,cr Truss ID: A Date: 6-26-03 DufFdc - Lbr: 1.25 DurFac - pit: 1.25 O.C. Spacing: 24.01r Design Criteria: TPI Code Desc: FLA JOB PAI71: CJTEE-L0K1I10AfED11? ffCS: al ?on? DESIGN INFORMATION This design Is for an individual building component and has been based an Informaton provided by me ebent. The dess[Mier disclaims any responslbWty for damages as a result of faulty or Incorrect Information. speelfl®t cos; and/or designs furrrished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cific pmject and accepts no responsibility or exercises no control with mgarnl to rob l-. ton, handling, shipment and Installation of trusses. This tress has been designed as an Individual building component In accordance with ANSI/TPI 1.1995 and NDS-97 to be incorporated as part of the building design by a B WkfIng Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown list Ile checked to be sure that the data shown arc In agreement with the local building codes, lac. 1 climatic -M. Ion wind or snow loads, project specifications or special applied loads. Unless shown, I-- has not teen designed for storage or occupancy lands. The design assumes compression chords hop 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 maximum spacing of 10.1r o.e Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel --ti rig ASTM A G53. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrtwtlon, line falnlcdm shall mvi_ this drawing to verify that this drawing is In conformance wllh the fabricators plans and to malfte a continuing responsibility for such veri- fication. Any dlscrcpancles are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes, knout or distorted grain. Members shall be cut for tight fitting wood to wood bearing, Can. nector plates shot] be located on both face of the LrLta with nabs fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 pLale is 5- wide x 4- long. A 6.x8 pL tc is 6* wide x 8- long. Slots (hole) run parallel to the plate length spect]led. Double cuts on web members shall meet at the central I of the weW unless otherwise shown. Connector plate sizes are minimum st— based on the force shown and may need to be increased for certain hand- ling and/or emetlon stresses. This t-- Is not to he fabricated with fire retardant seated lumber unless otherwise shown- For addlUonal for bnnallon on euat]ty Control refer to ANSI/TPI 1-1695 PRECAUTIONARY NOTES AU bracing and erection recommendations are to be followed In accordance with 1landlmg Installing A Bracing', IIIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Wtallauan to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- loan and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling h essential and erection bracing is always required. Norval precautionary action for trusses require such temporary bracing during Inslalation between trusses to avoid toppling and dombming. The super-islon of erector art trusses shall be under the control of persons experienced In the InsL ILauon of trusses. Rufesslonal advice shall be sought if neetled. Concentration of constructon loads greater than the design loads shall not (re 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 bmcing Is completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,6 MULTIPLE LOADS -- This design is the composite result of multiple loads. AllCOMPRESSION Chords are assumed Eo 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 T 5-0-8 0-6-6 r Face = 0-2-8 3.00 I 0-8-0 6X8 WO: CHEK3 WE: ®Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.c Brace must extend at least 90% of web length 2x6 Brace required on any web over 141-0". Wndbod 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 -4073 0.52 12-11 3664 0.76 2- 3 -5333 0.59 11-10 3665 0.64 3- 4 -5387 0.42 10- 9 5402 0.83 4- 5 -5372 0.57 9- 8 3664 0.65 5- 6 -4072 0.53 8- 7 3663 0.76 4X6 RtiO TI: B 9TY: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# rve 0 5X6 T 0-61-6 4-10-6 L I 3 00 Face = 0-2-8 080 1 8-3-11 22-0-10 8-3-11 1 1366// 8.00" ll LU 9 7 1-0-0 0�� 1366J/ 8.00" (RO 10-10) I I 40-0-0 11 0 00- EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (' RO-IO-10) 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 VANNE53A UROVIEUU.FL32766 Design: Marrir Afw(vrii YYHKIV NU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing N not emcton bracing, wind bracing, portal bracing or similar bracing which N a part of the building design and which must be considered by the building designer. Bracing shown Lc for Lateral support of truss members only to reduce buckibng length. Provisionsmust be made to anchor lateral bracing at ends and specified IncaUons determbmd by the building designer. Additional bracing of the memll structure may be requircil. (See if IB-91 of TPI). frm" Plate Institute. TPI, is located at 583 D'Onofrio Drive, MadLton. Wisconsin 53719). JOB PA771: C:ITFF-L0KI110MF.DIR Eng. Job: Dwg: Dsgar: 'fLY CM: TC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 usf r r -- Truss ID: B Date: 4-21-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: IIC.S: 08,20.02 DESIGN INFORMATION This design B for an individual building component uud has been based on information provided by tire client. The designer disclaims any responsibility for dernnges as a result of faulty or Incorrect Information. specifications and/or designs furnished to the truss designer by the client and the corecuho. or acouraey of this Information as It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to labrtca- [(on, 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 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 buildbhg cotes. lord climatic records for wind or snow Inds. project speeillcatIon. or special applied toads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chards (top - bottom) are contLm- mrsly braced by sheathing unless otherwise specilied. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceilbag. 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 meetbhg AMI A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to tabricatlnn. the fabricator shall review this drawing to verify that this drawing is In conformance with the fabrlcatoYs plans and to reabte a continuing responsfbWty, for such veri- flrauon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Aternben 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 pL to is 5' wide x 4' long. A 6x8 plate is 6' wide x 8- long. Slots tholes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrotd of the webs unless otherwise shaven. Connector plate sizes areminimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. Thts miss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bmcing and erection recommendations are to be followed In accordance with "Handling InstaWng A Bractng', 11111-91. Trusses are to be handled with Particular core during banding and bundling. dellvery and tastailatton to avoid damage. Temporary and permanent bracing for holding uvsscs 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 I- -quires such temporary bracbhg during installation between trusses to avoid toppling and domdnoing. The supervision of erection of trusses shall be under lire control of persons experienced In the Installation of trusses. Professional advice shall be sought If needed. ConcentmUon of construction loads greater than the design loads shall not be applied to I- at any time. No loads other than the weight of the ermlom shall be applied to trusses until after all fastening and bracbhg is completed. JB: CHESAPEAKE K 3 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 12 WndLod per ASCE 7-98, C&C, V= 125mph, Her 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 MAX LIVE LOAD DEFLECTION: L/424 at JOINT #15 L=-1.09" D= 0.45" T=-0.64" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.31" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.53" RMB - 1.15 WO: CHEK3 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. 3-PLY TRUSSI fasten w/3"x 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Repeat nailing as each ply is applied. Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 787# Support 2 757# ..TC... FORCE ... CSI 1- 2 -7832 0.22 2- 3 -9350 0.24 3- 4 -11397 0.10 4- 5 -11398 0.12 5- 6 -14088 0.16 6- 7 -14092 0.16 7- 8 -12168 0.16 8- 9 -8034 0.20 9-10 -6791 0.18 ..BC ... FORCE ... CSI 20-19 6968 0.53 19-18 7171 0.54 18-17 8829 0.39 17-16 13169 0.57 16-15 13170 0.59 15-14 12462 0.58 14-13 7594 0.39 13-12 6224 0.47 12-11 6040 0.46 TI: B 1 9TY:3 ____= ___=====Joint Locations=====__=_=>___. 1) n0- 0- 0 8) 31- 4- 0 15) 20- 8- 0 2) 4-10-14 9) 35- 1- 2 16) 16- 2-11 3) 8- 8- 0 10) 40- 0- 0 17) 11- 7- 4 4) 11- 7- 4 11) 40- 0- 0 18) 9- 1-11 5) 16- 2-11 12) 35- 1- 2 19) 4-10-14 6) 20- 8- 0 13) 30-10- 5 20) 0- 0- 0 7) 23- 9- 5 14) 23- 9- 5 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 0- 0 -46 41- 0- 0 BC Vert L+D -20 0- 0- 0 -20 40- 0- 0 Concentrated LBS Location BC Vert L+D -866 11- 7- 4 BC Vert L+D -1394 20- 8- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 2656 -28 -787 BOT PIN 39- 8- 0 2334 0 -757 BOT H-ROLL Ilk 3-PLYS REQUIRED 8-8-0 22-8-0 8-8-0 1 2 4 5 6 7 9 1 r 6.00 T 8X10 3X6 6X8 1OX10 6X8 8X10 4X6 4X6 T 5-0-8 1 0-6-6 1, _ 8X14 6X8 3X6 1OX10 6X8 8X14 0-6-6 4-10-6 5X6 3X4 2-1-7 3X4 SX6 Face = 048 3 001 -2-0 Face I 3 00 = 0-2-8 0-8 080 8-5-11 21-8-10 8-5-11 12 19 18 17 16 15 14 13 (2 j 2657N 8.00" 1-0 0 2334# 8.00" 40-0 WNW A S (12) 2X4 SGGI T 1394# (RO-10-10) EXCEPT AS S110WN PLATES ARE TL20 GA TES 'ED PER ANSI/TPI 1-1995 scale = 0.1595 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050U6,9 1005 VANNESSA nn.0VIE1ra.FL32766 WIkKNINki: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracbhg shown an this drawing Is not -Urn bracing, wind bracing. portal bracing or similar bracing which is a part of the building design and which must be considered by to building designer. Stachhg shoe is for lateral support of truss members only to reduce bucking length. provisions must be made to anchor lateral bracing at ends and specified locations determined by the bullding designer. Additional bracing of to m•erall structure may be required. (She IIIB-91 of 1'1'I). fl'rss Plate Institute. TPI. is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). Eng. Job: WO: CHEK3 - Dwg: Truss ID: B1 Dsgnr: TLY Chk: Date: 4-21-03 TC Live 16.0 psr DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 13C Live 0.0 psf O.C. Spacing: 24.0" RC Dead 10.0 psr Design Criteria: TPI Code Desc: TOTAL 33.0 psf V:09.05.02- 21646- 11CS: 08.20.02 DESIGN INFORMATION This design Is for an Individual budding component and has been based on Infomtation provided by the client. The designer disclaims any responsslbWty for damages as n result of fandly or Incorrect Information, specifications and/or designs furnished to the Imsa designer by the client and the conectness or accuracy of this Information as It may relate to a spe- clflc pmjmt and accepts no responsibility or reNe-s no conuul with regard I" fab,i-- tlnn, handling, shipment and Installation of trusses. This buss has been designed as an Individual budding component In accordance with ANSI/TPI 1-1995 and NDS-97 to be hhc-porated as part of the budding design by a Budding Designer (registered archlt-t or professional englneet). When reviewed fur approval by the building designer, the design loadings shown must be checked to he sure that the data shown arc in agi cement with the local budding codes. local climatic records for wind or snow loads, pm)ect sptcifl-th"Is or special applied loads. Unlcs shown, less Ilan not been designer) for storage or occupancy loads. The design assumes compresslon chords Itop or bottom) are cuntlnu- ously braced by sheathing unless otherwise specllled. Where bottom chords h, tension are not fully braced laterally by a properly applied rigid -tW,g, they should be braced at a maximum spacing of 10'-O' ox. Connector plates shall be manufactured from 20 gauge hot dipped galvanlzed steel meeting AS NI A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify flint this dmwing Is III coolorrnance with the fabrf-tor', pL- and to realize a continuing responsibility for such veri- fication. Any dbcmpancies are to be put In writing before cutting or fabriahUon. Plates lle shall not be Instad aver knotholes. knots or distorted grain. Members shall be cut for tight ntu g 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 5.4 plate is 5' wide x 4' long. A 6.8 plate is 6' wide x 8- long. Slots l holes) run parallel to the plate length specdlcd. Double cuts on web members shall meet at the cent mid of the webs unless otherwise shown. Connector plate sizes are mintmum sizes based on Um fortes shown and may need to be increased for certain hand- ling and/or erection stresses. TbL% truss Is not to be fabricated with fire retardant heated lumber unless otherwise shown. For additional hdomna lun on Quni ty Control infer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES An bracing and erection recommendations are to to followed In accordance wall "Handling Installing & Bmctnr, HIB-91. Trtssses are to be handled with particular care during banding and bundling, delivery and lnsrallation to avoid damage. Temporary and permanent bracing for holding lasses in a straight and plumb pos- Iton and for reststmg lateral forces shall be designed and Installed by others. Careful hand. Iing is essential and erecuon hmang Is ahvay, required. Normal preenutionary action for trusses requite such temporary bracing during tnstallaUort between trusses to avoid toppWhg and domftioing. 1C supervision of erector of trusses shall be under the conuol of persons experleneed II, tine Installation of uusses. Professlonal advice shall be sought If needed. Concentration of construction loads greater than the design Inds deli nor be applied to trusses at any line. No loads other than to weight of the erectors shall be applied to trusses until after nil fastening and bracing I, completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise MAX LIVE LOAD DEFLECTION: L/999 L--0.42" D=-0.44" T=-0.86" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.44" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.22" RMB = 1.15 T WO: CHEK3 WE: ®Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.c Brace must extend at least 90% of web length 2x6 Brace required on any web over 141-0". WndLod per ASCE 7-98, 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= 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Fact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..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 == e:_ --===Joint Locationse, ====___ _� 1) 0 0- 0 5) 40- 0- 0 9) 10- 3-11 2) 10- 0- 0 6) 40- 0- 0 .10) 0- 0- 0 3) 20- 0- 0 7) 29- 8- 5 4) 30- 0- 0 8) 20- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1366 58 -992 BOT PIN 39- 8- 0 1365 0 -1011 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 992# Support 2 1011# 6X8 8X10 6YR Face = 04$- 3 UMr 4 +�{ 0-8 6.00 5XG 3.00 Face = 0-2-8 080 19d-7-11 19-4-10 11 9-7-ll1. 1 1366N 8.00" 8 161 1-0-0 1366# 8.00" 40-0-0 1-0-0 CC{�QT�>I A ES (12) 2X4 (RO-1010-10) EXCEPT' AS MOWN PLATES ARE TL20 GA TESTED PER ANSIrrPI 1-1995 scale = 0.1595 T Lmaronda systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. IJCFNSF. #0050068 1005 VANNESSA DR.OVIEtO.FI-32766 Design: Matra Analysis 11MMINU: 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 braaWg, wind bract g, portal bracing or shu8ar b-chhg which is a part of the building design and which must be considered by the budding designer. Bracing shown Is for lateral support of truss members only to mduce bucking length. provisions must be made to anchor lateral bracing at ends and spmdied IocnUuns determined by the budding designer. Additional bracing of the overall structure may be required. [See 1-1I13-91 of TPd. rrruss Piste Institute. TPI, is located at 583 DY)nafdo Drive. Madison, µisconsln 537191. JOB PA711: C:17'EE.1.OKI110AfED1R Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 PSI` BC Dead 10.0 psf 1'O'1'AL 33.0 Truss ID: C Date: 4-21-03 DurFac - Lbr: 1.25 DurFac - Plt: 1.25 O.C. Spacing: 24.011 Design Criteria: TPI Code Desc: 1/CS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: C1 QTY:1 DESIGN INFORMATION TOP CHORDS: 2x6 SP #2 Continuous lateral bracing attached to ===== ----=====Joint Locations=======_===____. Thus design Is for an individual building BOT CHORDS: 2x6 SP #2 ® either edge of web(s) shown. Bracing MUST be 1) 0- 0- 0 , 5) 40- 0- 0 9) 10- 3-11 component and has been based on bdormaton by the The designer di%claiis WEBS: 2x4 SP #3 positioned to provide equal u nbraced 2) 10- 0- 0 6) 40- 0- 0 10) 0- 0- 0 provided client. any ,—ponsibWty for darnagei as a result of 2x4 SP #2 2,4 segments OR 2x4 T-brace nailed flat to edge �'n 3) 20- 0- 0 7) 29- 8- 5 faulty or incorrect Information. specflcations MULTIPLE LOADS -- This design is the of web with w/3"x 0.120" nails spaced 8" o.c 4) 30- 0- 0 8) 20- 0- 0 and/or designs furnished to the trussdestgner composite result of multiple loads. Brace must extend at least 90% of web length ----MAX. REACTIONS PER BEARING LOCATION----- bythe client and the correctness or accuracy All COMPRESSION Chords are assumed to be 2x6 Brace rehired on any web over 14 r -0" . X-LOc Vert Horiz Uplift Y-Loc Type of this Information as It may relate to a spe- continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, 0- 4- 0 1366 58 -992 BOT PIN cNcpm)ectand accepts noresponsibWtyor exereises no control with regard to fabrica- MAX LIVE LOAD DEFLECTION: L/999 H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 39- 9- 0 1365 0 -1011 BOT PIN lion, handling, shipment and Installation of Bld Type= Encl L= 58.0 ft W= 40.0 ft Truss PROVIDE UPLIFT CONNECTION PER SCHEDULE: trusses. Thb tnus has been designed as an L=-0.42" D=-0.44" T--O. 86" in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Support 1 992# Individual building component In accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req Support 2 1011# ANSI/TPI 1-1995 and NDS-97 to be Incorporated T= 0.44" as part of the building design by a Building Designer (registered arehuect or pmfessbnal MAX HORIZONTAL LIVE LOAD DEFLECTION: TC • • . FORCE... CSZ BC... FORCE ... CSI engineer). when reviewed for approval by the T= 0.22" 1- 2 -4019 0.55 10- 9 3615 0.72 building designer, the design loadings shown RMB = 1.15 2- 3 -4925 0.57 9- 8 3597 0.64 must be checked to be sure that the data shown 3- 4 -4925 0.57 8- 7 3596 0.64 arc in agreement with the local building codes, 4- 5 -4018 0.56 7- 6 3614 0.72 local climatic records for wind or snow loads, p )ert specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design asshunes cornpresston chords (top or bottom) are conunu- usly 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 ma.Wnum spacing of 10'-0' o.c. Connector plates shall be manufactured front 20 gauge hot dipped galvanised 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 ved- tcation. Any disempancles are to be put In writing Wore cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Members shall be cut for tight filling wood to wood tearing. Con- nector plates shall be located on both faces of the lnnss with nails fully Imbedded and sha11 be sym. about the Jolnt unless otherwlse shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web embers shall meet at the cenlrold of the webs unless otherwise shown. Connector plate sizes are minimum sties based on the forces sh"wn and may need to be Increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated wiUn 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 recommendallons are to be followed in accordance with "Handling Installing A Bracing". HIB-91. Trus 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- Iing is essential and erection bracing Is always requtred. Normal precautionary acton for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dommomg. The supervtslon of erector of trusses shall be under the control of persons experienced In the mti stallaan of trussn. Professional advice shall be sought if needed. Conccntraton of constuction loads greater than the design loads shall not be applied to I—— at any time. No bads other than the weight of the erectors shall be applied to trusses until alto all fastening and bracing is completed. r 10-0-0 2U-0-0 10-0-0 1 3 5 0 6X8 8X10 6XR �� SX6 Face = 0-aa 3 0V_-0 a{ 0-8 T 5-6-6 0-6-6 T_ 1 3 00 Face = 0-2-8 080 11 9-7-11 11 194-10 9-7-11 8 6 1366# 8.00" 1366# 8.00" 100 -0-0 � 40-0-0 � Cd3%-ES 2X4 (12) I1(RO-1_0 -10) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1595 WARNING: READ ALL NOTES ON THIS SHEET. Eng. ,lob: W HE (Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: C1 CONTRACTOR. BRACING WARNING: Dsgnr: TLY Clih: Date: 4-21-03 4005 MARONDA WAY TIC Live 16.0 psf DurFae - Lbr: 1.25 SA N FORD, FL. 32771 Dmctng shown on this drawing is not erection bracing. wind bracing. portal bracing or similar bracing whlrh is a part of lie building dellghn and which must be considered by the building designer. Bracing TC Dead 7.0 psf DurFae - PIt: 1.25 (407) 321-0064 Fax (407) 321-3913 shown Is for lateral support of truss mernbers only to reduce buckling length. Provisions nmst be BC Live 0.0 lrif O.C. Spacing: 24.0n TOMAS PONCE P.E. made to anchor late,.] bracing at ends and specified la©bons delenntned by the building designer. Additional bracing of the overall structure may be required. ]See HIB-91 of TPII. BC ll d 10 ea.0 ySf l Design Criteria: TPI 1-ICENSF #0050068 rrruss Plate Institute. TPI. Is located at 583 D'Onofrio Drive. Madison, wteconshn 53719). ..1 Code Dese: .005 VANNFSSA DROVIEDO.1`1_32766 TOTAL 33.0 psf I V:09.05.02- 21648- aca,611. 1•„ 11 furs rHfrf: L:ut:L-JUAlfivaf6U/K HCS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: D QTY:2 DESIGN INFORMATION This design is for an Individual building component and has been based on Infonnallon provided by the client. The designer th-Wins any responslbWty for damages as a result of faulty or incorrect information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy If this information as It may relate to a spe- eine project and accepts no responsibility or uembes uo control with rc;g of to fabricn- Lion, handling, shipment and Installation of trusses. This truss has been d-Igned as an individual building component in accordance wilt ANSI/T pI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes cornpression chords (top or bottom] are continu- ously braced by sheathing unless olheivA e specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceWng, they should be braced at a maximum spacing of 10'-(r o.c. Connector libles shall be manufactured from 20 gauge hot dipped gahariLmd 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 d-w-hhg 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 installed over knotholes. knots or distorted grain. Members shall be cut for light fitting wood to wood bearing. Con- nector plates shall be located on both faces of tine 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 tholes) run parallel to the plate length specified. Double cuts on web members shall meet at lire cenlrold of lire webs unless otherwise shown. Connector plate sizes minimum sizes based on the fore- shown and may need to be increased for certabh hand- ling and/or erection stresses. This truss 0 not to be fabricated with fire retardant treated hunter unless otherwise shown. For additional Warniation on Quality Conlml 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 rare during banding and bundling. deavery 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. Zing is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling m and doinotng. The supervision of erection of truss- sban be under the control of persons experienced in the Installation of uusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any tint.. No loads other than tire weight of the erectors shall le apphod to truss- until after all fastening -d bracing Is completed. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 4,6 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 975# Support 2 1009# MAX LIVE LOAD DEFLECTION: L/999 L=-0.35" D=-0.36" T=-0.71" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.21" RMB = 1.15 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, CSC, V= 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 o Impact Resistant Cvering 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 ----====-=====Joint Locations====-==h=====- . 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 114-0 174-0 11-4-0 1 2 4 6 7 6 0000 -6 00 6X8 8X10 6XR 6-4-8 0-6-6 Face = 0-a-fs 0-8- 6-2-6 0-6-6 J 1lU 3 00 Face = 0-2-8 080 11 10-11-11 11 16-8-10 11 10-11-11 13 1 11 10 9 g 13661# 8.00" 1366# 8.00" 1 40-0-0 -0-0 e 1-0-0 ) H110-10-10) cd§W4 AWES (12) 2X4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1595 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: HEK Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: D CONTRACTOR. BRACING WARNING: Dsgnr: TLY Clik: Date: 4-21-03 TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARON DA WAY SANFORD. FL. 32771 Bracing shawn on this drawing Is not erection bracing. wind bracing, portal bracing a sinuar bracing TC Dead 7.0 psf DurFac - PIt: 1.25 (407) 321-0064 Fax (407) 321-3913 which Is a ivut 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 bucklingw length. Prislons must be BC Live 0.0 psf O.C.Spacing: 24.Orr P g• TOMAS PONCE P.E. made to anchor Literal bracing, at ends and siecined locations detemahed by tire building deslgrier. Additiorurl bracing of the overallstructure stcture may be required. I.See HIB-91 of Wit. QC Dead y d 10.0 sf I Design Criteria: TPI LICENSE #0050068 (Truss Plate Institute. TPI. Is located at 583 D'Onafrio Drhe. Aladt-n. WL--In 53719). Code Desc: 100S VANNESSA DROVIEDO.FL32766 TOTA L 33.0 psf V:09.05.02- 21649- - 1-11: t.:urc-Lunhnunacual HCS: 08.20.02 I i JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: E QTY:2 DESIGN INFORMATION This design is for an Individual building component and has been based on bdonnation provided by the client. The designer disclaims any responsibility for danages as a result of faulty or incorrect bdonnallon, spectflmiloos and/or designs furnished to the truss destgr e by the client and the conecthess or accuracy Of this Infomhauon as It may relate to a spe- cific protect and accepts no responsibility or exercises no control with regard to fabrim- tiun. handling, shipment and installation of I—— 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 orel tech or professional engmnerl. When reviewed for approval by the building designer- the design loadings shown must he checked to be sure that the data shown arc in agreement with the local building codes, local clbmtic records for wind or snow loads. pmjcct specifications or special applied bads. Unless shown, truss has not Ixen designed for storage or occuan pcy loads. The design assumes cou,presslon chords (top or bottom) we continu- ously braced by sheathing unless otherwise .[-filed. Where b tloun chords In tension are not fully braced laterally by a properly applied rlgld ceiling. they should be braced at n maxlmmn spochng of 10*-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASrM A 653, Grade 40. unless the, -Lc shown. FABRICATION NOTES Prior to fabrication. the fabricator shall tevlew this drawing to verify that this drawing is In cmdotma ce with the fabricatca s plans and to realize a continuing responsibility for such ven- ncation. Any dtsetepsncles are to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Membets shall be cut far light fitting woad to wood bearing. Con- nector plates shall be located on both faces of the Lraw with nails fully Imbedded and shall be syrn. about the Joint unless otherwise shown. A 5.4 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 sizes ere minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or crecUon stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For addltlmnal Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with 9landllng Installing A Bracing", IlIB-91. Trusses are to be handled with particular core during banding and bundling delivery and installation to avoid damage. Temporary and permanent bracing for holding I-- In o .tralght and plumb pos- luon and for restating loteal forces shag be designed and installed by others. Careful hand- ling Is essential and erection bracing is always required- Normal precautionary action for trusses rcgut,- such temporary bracing during Installation between trusses to avoid toppling and dorninoing. The supervision of erection of trusses shall be under the control of persans experienced In the Installation of trusses. Professional advl- sir 11 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 shall the applied to trusses until after all fastening and bracing k completed. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 4,6 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 974# 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 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, CS,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 Fact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -4002 0.46 14-13 3591 0.79 2- 3 -3689 0.42 13-12 3629 0.69 3- 4 -3880 0.37 12-11 3343 0.53 4- 5 -3880 0.37 11-10 3342 0.53 5- 6 -3689 0.43 10- 9 3629 0.69 6- 7 -4002 0.47 9- 8 3590 0.79 =_=====_= :c-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 HOT H-ROLL 12-8-0 14-8-0 12-8-0 1 2 1 4 6 6 0000 _6 00 1 6X8 3X4 6X8 Face = 0491232�8 , -a{ U-8 T 6-10-6 0-6-6 5X8 i 3 00 Face = 0-2-8 12-3-11 14-0-10 1112-3-11 14 13 12 11 10 9 g 1366N 8.00" 1366# 8.00" 1-00 -- 40-0-0 1 UU ef YES CYR4-)P((RO10-10) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1595 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: CHEK3 Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D`vg: I Truss ID: E CONTRACTOR. BRACING WARNING: Dsgur: TLY C": Date: 4-21-03 'I'C Live 16.0 psf DurFae - Lbr: 1.25 4005 MARONDA WAY SANFORD, FL. 32771 Bracing shown on this drawing Is not erection bracing, wind bracing, portal bracing or similar bracing TIC Dead 7.0 psr DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 which is a pan of the building design and which must be considered by the budding designer. Bracb,g shown is for I tend supprt n r oof truss members only ieduce buckling length. PmVillarh9 must he BC Live 0.0 psf O,C. Spacing: 24.p„ P TOMAS PONCE P.E. mad c to anchor lateral bracing at ends and spmdlcd locations detenni ed by the building designer. Addbbnal btacb"v ,g of the ertu suucture may he ,equtod. (See lull-91 or TPB BC Dead d 10.0 Psr Design Criteria: TPI LICENSE # 050068 rRuss Plate Institute, TPI. Is located at 583 60nolnu Dtwe, Madison, Wisconsin 53719). Code Dese: I005 VANNESSA DR.OVIEUO,FL32716 j TOTAL 33.0 I)sf V:09.05-02- 21 A5n- e .,".e... 1-— ^• dvo rnrrrr t:urr--I.VAIrlvnfr IA HCS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. DESIGN INFORMATION This design is for an Individual building component and has been based on bdonnatlon pravlded by the cli-L 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 corectrness or accuracy of this Information as It may relate to a spe- clne project and arcepts no respormlblity or exercises no control with regard to fabriar- tion, handling, shipment and installation of trusses. This truss has been designed as an individual building cumponent 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 budding designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the local budding codes. local rllmatic records for wind or snow loads. Project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy foals. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specdled. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceding, they should be braced at a maximum spacing of 10'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASf7.1 A 653, Grade 40. utrdess otherwise shown. FABRICATION NOTES Prior to fabricaUon, the fabricalar shaU miew this drawing to verify that this drawing is in conformance with tie fabricators plans and to tame a continuing responsibility for such vert- ncation. Any discrepancles are to be put in writing before cutting or fabrication. Plates shall not be Installed Over knotholes, knots or distorted grain. Members shall be cut for tight filling %load to wool bearing. Con- nector plates shall be located on Loth faces of the truss with na11s fully bnbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6x8 plate is 6- wide x 8' long. Slots (holed run parallel to the plate length specified. Double cuts on well members shall meet at the ccntrold of the webs unless otetwlse shown. Connector plate sizes are mbumum sties based on the forces shown and may need to be increased for certain Ihond- ling and/or erection strews. 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 InstaWng & Bracing', HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos. Itfon and for reslsUng lateral forces shad be designed and tmtaUed by others. Careful hand. ling is essential and erection bracing is atwayz required. Nornal precautionary action for trusses requires such temporary bracing during blslallaLion between trusses to avoid loppldng and dominoing. The supervision of erection of trusses shall be under the control of persoru experienced in the Installation of Woes. Professlonad advice shad be sought U needed. Concentration of construction loads greater Ihan the design loads shall not Ix applied to W-es at any (ine. 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" Ta,-0.61" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T_ 0.21" RMB _ 1.15 6.00 WO: CHEK3 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 1251sph, H= 15.0 ft, I- 1.00, Exp.Cat. B, Xzt_ 1.0 Bld Type= Encl L= 58.0 ft We, 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC...FORCE... CSI ..BC...FORCE ... CSI 1- 2 -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 6X8 7-8-8 0-6-6 Face = 049 12-23_ 000 0-8 TI: F QTY:2 ==Joint Locations==_==_===_=_____4, 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 0000 5X8 7-6-6 0-6-6 I 3.00 Face = 0-2-8 080 1 13-7-11 11-4-10 13-7-11 1 13 1 11 10 9 8 1366# 8.00" 1-0-0 1366# 8.00" 40-0-0 L 1-0-0 YI' CCl�I'il'�) Y ,A ES (12) 2X4 (RO-1010-10) EXCEAS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 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 VANNF_SSA DKOVIEDO.F1.32766 Design: Matrix Analysis YYAMIN(i: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a Iran of the budding design and which must be considered by to budding designer. Bracing shown is for Literal support of tross members only to reduce buckling length. Rovisluus must tx main. to anchor lateral bracing atends and spe.:tied locations determined by the building designer. Additional bracing of the merall structure may be required. (See 11I5-91 of TPU. fl'nuss Plate Institute. TPI. Is located at 583 60rulfria Drive. Madison, Wisconsin 53719). JOB PATH: C.ITEE-LOKIHOMFDIB Eng. Job: Dwg: Dsgnr: TLY Chk: W EK Truss ID: F Date: 4-21-03 TIC Live 16.0 psf DurFae - Lbr: 1.25 TC Dead 7.0 psf DurFac - Plt: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0a BC Dead 10.0 psr Design Criteria: TPI Code Desc: TO'I'Al. 33.0 psf V:09.05.02- 21651- HCS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: G QTY:1 DESIGN INFORMATION TOP CHORDS: 2x6 SP #2 MULTIPLE LOADS -- This design is the ====_=========Joint Locations===-========= This design Is for an individual building BOT CHORDS: 2x6 SP #2 composite result of multiple loads. 1) 0- 0- 0 • . 5) 31- 7-12 9) 24- 7- 8 component end has been based on information by fine d-Igner WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 8- 4- 4 6 40- 0- 0 10) 15- pondded chcnt.n,e dtielairru any iespomlbwtyor dw-gas a result of fn 2x4 SP #2 2,4,6 continuously braced unless noted otherwise. 3) 15- 0- 0 4- 8 7) 40- 0- 0 11) 8- 6- 8 faulty or Incorrect Womauon. sP-Ifl-u.ns WndLod per ASCE 7-98, C&C, V= 125uph, 4) 25- 0- 0 8) 31- 5- 8 12) 0- 0- 0 and/or designs furnished tothe truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt- 1.0 ----MAX. REACTIONS PER BEARING LOCATION----- bytheclientandthecorrectnessoraccuracy of this Infornauon as It may relate to a spe- Support 1 970# Support 2 1008# Bld Type= Encl L= 58.0 ft W= 40.0 ft Truss X-LOC Vert Horiz Uplift Y-Loc Type cNc l,mjttt and aecepls noResponsfbwty or re exetses no control with regard to labrien- MAX LIVE LOAD DEFLECTION: in INT zone, TCDL- 4. 2 psf, BCDL= 6. 0 psf Impact Resistant Covering and/or Glazing Req 0- 4- 0 1365 39- 8- 0 1365 105 -970 SOT PIN 0 lion, handling. L/999 -1008 BOT H-ROLL shipment and installation of trusses. n,lstruss has been designed asnn L=-0.28" D=-0.29" T=-0.57" ..TC... FORCE ... CSI ..BC...FORCE ... CSI badh9dua1 building component In accordance wllh MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -4030 0.48 12-11 3623 0.79 ANSI/TPI 1-1995 and NDS-97 to be Incorporated T= 0, 42" 2- 3 -3449 0.40 11-10 3646 0.66 ns part of the building design by a Building Designer (regtstcied archuect or professional MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -3132 0.57 10- 9 3130 0.56 engineed. When-le,vedforapprovalbythe T= 0. 20" 4- 5 -3451 0.41 9- 8 3645 0.66 building design.,. the design loadings shown RMg 1.15 5- 6 -4029 0.50 8- 7 3622 0.79 must to checked to be sure, ilal the data shown = are in agreement MU, U,e local building codes. local eltmullc records for wind or snmv bads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design nssun- compression chords (top or bottoml are conunu- ously braced by sheathing unless of -A c specnied. Where bottom .hinds in tension are not hAy braced laterally by a properly applied rigid telling. they should be braced at a maximum spacing of 10'-O' o- Connector plates shall be manufactured hom 20 gauge hot dipped gJ-nlzed steel meeting AMI A 653. Crude 40. unless otherwise shown. FABRICATION NOTES Prior to fabricalton. the fabricator shall review Ih1s dmwtng to verify that this dmwu,g Is in confomance with U,e falarl-We, plans and to realize a continuing responsibility for such verl- ScaUon. Any dlscrepancles are to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Nicribers shall be cut for tight fluting wood to wood bearing. Con- neclor plates shall be located on both faces of the truss with -it, fully Imbedded and shall be sym. about Umjotnl unless otherwise shown. A 5x4 plate Is 5' wide x 4' long. A 6z8 plate Is 6- wide x 8- long. Slots (holes) nun parallel to the plate length speclned. Double cuts on web members shall meet at the-ritrold of the webs unless otherwise shown. Connector plate sizes are -lot-- sizes based on the forces shown and may need to be Increased for certain hand- ling and/., crect ire stresses. Thls truss Is not to be fabricated with lire retardant treated lumber unless otherwise sho,vn. For additional Infonnatlon on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection neconunendaUons are to he followed in accordance with "I landlulg Installing A 8mcing'. 11113-91. Trusses are to be handled with particular care during banding and bundling, delivery and butallaUon to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Ition and for restsling lateral forces shall be designed and Installed by others. Careful hand- ling Is essential and erection bracing is allays required. Normal precautionary action for trusses requires such temporary bracing during Irisfallatlon between trusses to avoid toppling and dorntuning. The sup-f ton of erection of trusses shall be under the -11 .1 of persons experienced In the InsWI tlon of trusses. Professional advice shall be sought If needed. Concenuavon of construction loads greater than the design Inds shall not be applied to trusser. at any time. No loads other unan the weight oft erectors shall be applied to trusses until after .111-L-brg and bracing Is completed. 15-0-0 11 10-0-0 15-0-0 l 2 5 6 6 0000 6X8 8-2-8 0-6-6 Face = 049 12-2-03 00 J --I 6X8 Q �X6 8-0-6 0-6-6 T 1 3.00 Face = 0-2-8 0-8-0 l 14-8-8 9-3-0 14-8-8 I 13661/ 8.00" 11 10 8 7 1-0-p 1366# 8.0011 Cdgm#;, ) P A'I'ES (12) 2X4 40-0-0 1-0-0-U EXCEPT' AS SHOWN PLATES ARE T L20 GA TESTED PER ANSI/TP1 1-1995 (I RO-10-10) scale = 0.1595 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: : CHEK3 Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: G CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 4-21-03 4005 MARONDA WAY rc Live 16.0 psf DurFac - Lbr: 1.25 SANI.ORD, FL. 32771 Bracing shown on this drawing is not erection bracing. wind bracing. portal bracing or slmllar 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 (407) 321-0064 Fax (407) 321-3913 shown Is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psi O.C.Spacing: 24.0rr p g• TOMAS PONCE P.E. made to anchor lateral bracing at ends and specllicd locations determined by the building designer. Additlunal bracing of the overall structure may be required. (See HIS-91 of TPI). BC Dead I oo .psf I Design Criteria: TPI LICENSE #0050068 frn,ss Plate Institute. TPI. is 1 ted of 583 Donofrio Drive, Madison. Wisconsin 53719). Code Desc:. 1005 VANNFSSA D0.0VIED0.FL32-,66 In.....-. rr...-:- �..-re,.-:. ..... .. ...... .. ........ . TOTAL 33.0 psf V:09.05.02- 21652- 1 11 CS: 09.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: DESIGN INFORMATION This design is for an Individual building component arrd has been based on bnf—Uon provided by the client. The designer disclaims any responsibility for darnages as a result of faulty or incorrect Information, specifications and/or designs furnished to the truss designer by the client and the corteclness mr accuracy If this Information as It may relate to a spe- dUc project and accepts no responsibility or uerebes no control with regard to fabrica- tion, handling. shipment and Installation of truss=. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building D=Igner (registered architect or professional engtnect). 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 retorts for wind or snow loads. project specifications or special applied loads. Unless shown, trusa has not I.— designed for storage or occupancy loads. The design assumes compression chords Itop or bottom) are contlnu- rusly braced by sheathing unless otherwise speclBed. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ectling. they should be braced at a maximum spacing of IU-O- o.c. Cmnneetor plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASfM A 653, G mile 40. mdess otherwise shown. FABRICATION NOTES Prior to fabrication, the fabriminr shall review this dmwing to verify that this drawing Is In conformance with to fabricator's plans and to reall- a continuing responsibility 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 goon. 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 jobrl unless oUIUVASC shown. A 5x4 plate is 5' wide x 4' long. A 6.8 plate is 6" wide x 8- long. Slots (Irolesl run parallel to if,. plate length specified. Double cuts on web mcmben shall meet at the ttntrold of the webs unless otherwise shown. Connector plate sizes are nWrlmurn 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 oth—tse shown. For additional Information on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations we to be followed In accordance w1Ur -Handling IrrstaWng & Bracing', HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and pernaunent bracing for holding trusses In a straight and plumb pm. Ilion and for —Wing lateral forces stall be designed and installed by others. Careful hand - brig Is essential and erection bracing is always required. Normal precautionary action for truss= requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The superv"' of erecUon of trusses shall be under the control of persons uperienced In the Installation of muss=. Professional advice shall be sought If needed. ConceuUatlon of comic—tlon loads greater than the design loads shall not be applied to trusses at any time. No twits other than the weight of the erectors shall be applied to :u<ses unW alter all fastening and bmcmg is completed. TOP CHORDS: 2x4 SP #2 2x6 SP #2 BOT CHORDS: 2x6' SP #2 WEBS: 2x4 SP #3 2x4 SP #2 WndLod per ASCE 7-98, C&C, V. 125mph, H- 15.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type= Encl L= 58.0 ft W= 20.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.06" D=-0.06" T=-0.12" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.04" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.02" RMB = 1.00 T 4-3-15 0-6-6 1 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 1-PLY Hip Master designed to carry 71 0" open jacks (no webs) across center and Hip Jack Truss framed to BC PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 559# Support 2 559# ..TC... FORCE ... CSI ..BC...FORCE...CSI 1- 2 -2367 0.50 10- 9 2054 0.55 2- 3 -2302 0.34 9- 8 2033 0.48 3- 4 -2065 0.49 8- 7 2036 0.54 4- 5 -2283 0.34 5- 6 -2348 0.51 TI: H QTY:1 __--- ====Joint Locations===... ====__ __ 1) 0- 0- 0 5) 16- 3- 0 9) 7- 0- 0 2) 3- 9- 0 6) 20- 0- 0 10) 0- 0- 0 3) 7- 0- 0 7) 20- 0- 0 4) 13- 0- 0 8) 12- 8- 8 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 1- 9 -46 7- 0- 0 TC Vert L+D -100 7- 0- 0 -100 13- 0- 0 TC Vert L+D -46 13- 0- 0 -46 21- 1- 9 BC Vert L+D -20 0- 0- 0 -20 7- 0- 0 BC Vert L+D -43 7- 0- 0 -43 13- 0- 0 BC Vert L+D -20 13- 0- 0 -20 20- 0- 0 Concentrated LBS Location BC Vert L+D -429 7- 0- 0 BC Vert L+D -429 13- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Lot Vert Horiz Uplift Y-Loc Type 0- 4- 0 1381 0 -559 BOT PIN 19- 8- 0 1368 0 -559 BOT H-ROLL 7-0-0 6-0-0 7-0-0 1 2 5 6 5X10 6X8 T 4-0-6 0-" 20-0-0 11 10 9 8 1381# 8.00" 7 1368k 8.00" 1-1-9-9 ` �1-119 (R1-1-7) I le 20-0-0 430# (I R1-1-n 430# EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PE ANSI/TPI 1-1995 scale = 0.3010 Maronda Systems 4005 MARONDA WAY SANFORD, 1.1-. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNF_ RA DROVIEDOYL-32766 WAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Braring shown on this drawing is not erection bracing, wind bracing, portal bracing or smnUar bracing which is a pan of the building design and which must be considered by the building designer. Bracing -11-M Is for lateral support of truss members only to reduce bucklinglength. Provisions must be made to anchor lateral bracing at ends. and specified locators delenmined by the building designer. Additional bracing of the overall structure may be required. (Sec HIB-91 of TPI). (Tmss Plate Institute, TPI, is located at 583 U'Onofrio Drive. Aindison. Wisconsin 53719). Eng. Job: Dwg: Dsgnr. TLY Cbk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psr BC Dead 10.0 psf "TOTAL 33.0 Truss ID: H Date: 4-21-03 DurFac - Lbr. 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: TICS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: I 9TY:I DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the =_===___ __ ==Joint Locations=====_ This design is for anindlvldualbuilding BOT CHORDS: 2x4 SP #2 ccuposite result of multiple loads. 1) 0- 0- 0 5) 15- 5- 0 9) 9- 0- 0 component and has been based nado )aims WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 4- 7- 0 6) 20- 0- 0 10) 0- 0- 0 provided by the client. The designer disclaim any mspon,lbWty for damages as a result of All 2x4 SP #2 continuously braced unless noted otherwise. 3) 9- 0- 0 7) 20- 0- 0 faulty orbrrnrrecttdormauon.speculcauons WndLod per ASCE 7-98, C&C, V= 125mph, 4) 11- 0- 0 8) 11- 0- 0 and/or designs furnished to the truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: H- 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 ----MAX. REACTIONS PER BEARING LOCATION----- bytheclientandlhecorrectnessoracouracy Support 1 547# Bld Type. Encl L. 58.0 ft W= 20.0 ft Truss X-Loc Vert Horiz Uplift Y-Loc Type of this btfomtatlon as It may relate to a spe- Support 2 496# in ZNT zone, TCDL- 4.2 psf, BCDL= 6. 0 psf 0- 4- 0 711 31 -547 BOT PIN colic project and accepts no responsibility, or MAX LIVE LOAD DEFLECTION: p p exercises no control with regard to fabriea- LA999 Impact Resistant Covering and/or Glazing Req 19- 8- 0 659 0 -496 BOT H-ROLL firm, hnndllng, shipment and InstaBauon of hisses. This trusslots been designed tsan L=-0.04" D=-0.04" T=-0.07^ ..TC...FORCE ... CSI .,BC...FORCE... CSI Individual building component In accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -973 0.27 10- 9 826 0.40 ANSI/TPI 1-1995 and NDS-97 to be Incorporated T- 0.04^ 2- 3 -667 0.16 9- 8 665 0.25 as part r the building design or a Budding ession MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -667 0.16 8- 7 Designer (registered architect or professional T= 0 . 02 ^ 825 0.40 engmeerj. When reviewed for approval by the 4- 5 -787 0.24 building designer. the design loadings shown RMB = 1.15 re 5- 6 -972 0.30 must be checked to be. sum that the data shown alit agreement with the local building codes• local cWnatie records for wind or snow loads. project speelllrauons or special applied loads. Unless sit_. truss has not been designed for storage or occupancy loads. The dmlgn assumes compression chords (top or bottom) are contbm- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully hraml laterally by a property applied rigid ceghne, they should be braced at a maximum spacing of ID-0- o.c. Connector 9-0.0 2-0-0 plates shall be amnufactuted from 20 gauge hot 9-0-o dipped gahanlzed steel meeting ASTM A 653. 1 2 S 6 Grade 40. unse s less otherwihown. I FABRICATION NOTES 6.00 _64X8 4X6 Prior to fabrimUon. Ute fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancles are to be put In writing before culUng or fabrication. Plates shall not be Installed met knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to woad beating. Co.- 2X4 2X4 nector plates shag be located on bout faces of the moss with md, fully Imbedded and shall be 5-3-15 5-0-6 sym. about the Jotnt unless otherwise shown. A 5x4 plate is 5" wide x 4' lung. A fix8 plate is 9' wide x 8' long. Slats (holes) run parallel to (lie plate length specified. Double cuts on web 0.66 members shag meet at the w- centmld of the webs 0-6-6 unless minimum t shown. Connector plate sizes are minimum m size based on the (ores shown and rnay need to be tnci eased for mnaln hand- - lmg and/or erection slresses. This, truss is not - - - lo be runlets tithhen lire retardant heated 5X6 6X8 3X8 lumber unless otherwise shown. For ndditonal 5X6 Wormatlon 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'. 1116-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing Far holding trusses fit a straight and plumb pos- loon and for resisting lateral forces shag be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary acUon far trusses requires such temporary bracing during tristallation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shaft be under the control of persons experienced In the Installation of trusses. Professional advice shag be sought if needed. Concentration of cortstruction loads greater than the design loads shall not be applied to trusses at any tine. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. il0 9 712N 8.00" 11-1-9-9 (R1-1-7) I le 20-0-0 EXCEPT AS Sl10WN PLATES ARE TL20 GA TESTED PER ANSI/1'PI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNEWA DROVIEDO.Ft32766 WAKMNG: 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 ervctlon 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. 14ovislons must be made to anchor lateral bracing at ends and specified Ineatlons determined by the building designer. Additional bracing of the merall structure may be required. (See HIB-91 of TPI). frruss Plate Irlsuwte. TPI. is located at 583 D'Onofrio Drh•e. Madison, Wisconsin 53719). 660# 8.00" scale = 0.3171 Eng. Job: K Dwg: Truss ID: I Dsgiu-: TLY CIA: Date: 4-21-03 TC Live 16.0 psi DurFac - Lbr: 1.25 'rC Dealt 7.0 psf DurFac - Plt: 1.25 BC Live 0.0 psi O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: TOTAL 33.0 psf V:09.05.02- 21655- 1 11CS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10#UPLIFT D.L. WO: CHEK3 WE: DESIGN INFORMATION This design is for an Individual building component and has been based on Wormation provided by the Ilent The designer dlaclabns any responsibility for damages as a result of faulty or incorrect Urfomellon. specifications and/or designs furnished to the truss designer by the client and Lite correctness or accuracy of this WormaUon m it may acute to a spe- cific project and accepts tin responslbWty or exercises no control whir regard to fab i-- lion, handling, shipment and Installation of busses. This tnaas has bee. designed as an individual building conponent 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 engtneerl. When reviewed for approvd by the building designer, the design loadings shown most 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 speclllcatIons or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are conunu- ously braced by sheathing unless otherwise specWed. Where bottom chords In tension are not fully braced Ldemlly by a properly applied rtpd ceiling, they should be braced at a n a filar rn spacing of 10'-0" ox. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Crade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Is In conformance with the fabricator's ptvu and to call- a continuing responsibility for such veri- n©wan. Any di—mirancfes are to be put In writing before cutting or fabrlmtlon. Plates shall not be Installed over knotholes. knots or dlstoried grain. Members shall be cut for light fitting wood to wood bearing. Con- nector plats shall be located on both faces of Lire truss with nalls fully I ibedded and shall be syon. about thejofnt unless otherwise shown. A 5.4 plate la 5' wide x 4' long. A 6.8 plate is B' wide s 8- long. Slots (holes) ran parallel to the plate length specified. Double cuts on web members shall meet at the c rtmid of the webs unless otherwise shown. Connector plate skies are minimum slzs 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 lumher unless otherwise shown. For oddluonal Idonnallon an quality Control refer to ANSI/TPI I -1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing', Hln-91. Trusses are to be handled with particular en— during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding lasses in a straight and plumb pos- ition and for resisting lateral forces shall be dslgned 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 daounomg. The supervision of erection of I-- shall be under the control of persons experienced in the Install urin of trusses. Professional advice shall be sought U needed. Concentration of construction loads greater than the design loads shall not be applied to mossesal any tine. No twits other than tire weight of the erectors shall be applied to truss- 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 1 532# Support 2 566# MAX LIVE LOAD DEFLECTION: L/999 L=-0.04" D=-0.04" T--0.07" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.02" RMB - 1.15 5-9-15 0-6-6 an— TI: J MULTIPLE LOADS -- This design is the =_ __=========Joint Locations=====-==---=-=-. carnposite result of (multiple loads. 1) 0- 0- 0 4) 14-11- 0 7) lo- 0- 0 All COMPRESSION Chords are assumed to be 2) 5- 1- 0 5) 20- 0- 0 8) 0- 0- 0 continuously braced unless noted otherwise. 3) 10- 0- 0 6) 20- 0- 0 WndLod per ASCE 7-98, C&C, V= 125nph, ----MAX- REACTIONS PER BEARING LOCATION----- H- 15.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 X-Loc Vert Horiz Uplift Y-Loc Type Bld Type= Encl L= 58.0 ft W= 20.0 ft Truss 0- 4- 0 711 60 -532 BOT PIN in INT zone, TCDL= 4.2 psf, BCDL- 6.0 psf 19- 8- 0 711 0 -566 BOT H-ROLL Impact Resistant Covering and/or Glazing Req ..TC...FORCE ... CSI ..BC...FORCE ... CSI 1- 2 -963 0.26 8- 7 816 0.40 2- 3 -753 0.22 7- 6 816 0.40 3- 4 -753 0.22 4- 5 -963 0.29 10-0-0 10-0-0 1 2 4 5 W Q 4X6 18 712# 8.00" - ` (R1-1-7) I I� 20-0-U EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD. I-L 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNE A DROVIEDOX1.327e6 VVIkKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing b not erection bracing, wind bracing, portal bracing or stndlar bracing which Is a part of Lite building design and which must be considered by the building designer. Bracing shown is for Lateral support of truss mcnbers only to reduce buckling length. Pruv[slons must be made to anchor lateral bracing at ends and specified 1—Uons determined by tire building designer. Addiuunal bmcbug of the metals structure may be required. (See IfIB-91 of'1791. [Truss Plate Institute, TPI, is located at 5&4 D'Unofrio Drive. Madlean. Wisconsin 53719). Q 5-6-6 0-6-6 712# 8.00" Ije 1 scale = 0.3010 Eng. Job: Dwg: Dsgur: TLY Cldi: TIC Live 16.0 psf TIC Dead 7.0 psf 13C Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf Truss ID: J Date: 4-21-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: Design: bfatdr indYsis JOB PA771: C:ITEE-LOKIHOAfFDIB HCS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: J1 QTYA DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the =_=_ _========Joint Locations=====___=====_ - This design isfor anIndividual building BOT CHORDS: 2x4 SP #2 ccnWsite result of multiple loads. 1) 0- 0- 0 4) 14-11- 0 7) lo- 0- 0 component and has been based on information WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 5- 1- 0 5) 19- 5- 8 8) 0- 0- 0 provided by the client. The designer diclalua mages tryyorinsiblLitycorrec WEDGES: 2x4 SP #2 continuous) braced unless noted otherwise. 3 10- 0- 0 6) 19- 5- 8 btfoeor tlonasaresullof mcortcd lnfmmallon. specifications WndLod r ASCE 7-98, C&C, V. 125 h, per rap ---'MAX. REACTIONS PER BEARING LOCATION----- and/oror and/or designs rurnthedtothe tru%%designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt- 1.0 X-Loc Vert Horiz Uplift Y-Loc Type by the chentand the correctness or accuracy Support 1 531# Bld Type= Encl L= 58.0 ft W= 19.5 ft Truss 0- 4- 0 700 26 -531 BOT PIN If this bdorination ir_%it may relate to a spe- Support 2 473# in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf 19- 3-12 635 0 -473 BOT H-ROLL .11C project and accepts no responsibility or exere ses no control with regard to fabrica- MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req and of tion.inst band Wig,russ d-Ignauon I—— This truss has been designed as an has L=-0.03" D=-0.03^ T=-0.06^ .,TC.., FORCE...CSI ..BC... FORCE... CSI Individual building component In accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -947 0.26 8- 7 801 0.46 ANSI/TPI I-1995 and NDS-97 to be lncorporaled T= 0.03" 2- 3 -737 0.22 7- 6 749 0.45 apart of the building design by Building MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -740 0.27 Designer Iregbtered archbeet or prafesslanal engineer). when reviewed for approval by the T= 0.01" 4 - 5 61 0.20 bulldlug designer. the design loadings shown RMB 1.15 must be checked to be sure that the data shown = are in agreement with the local building codes. local clanatic records for wind or now loads. project specifications or special applied loads. Unless shown. Iro%% has not been designed inn storage or occupancy loads. The design nsswnes 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 10-0-0 9-5-8 1 W rigid ceng. they should be braced at a maxinnum spacing of 10'-0- o.c. Connector 2 4 5 plates %fall be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A G.53, �— 6. 00 _ G.00 Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review unis drawing to verily that this drawing I% In conformance with line fabrimtor's plans and to realize a conWming responsibility for such veri- fication. Any disenepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed over knothulcs. knots or distorted grain. Members shall be cut for tight Biting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the lomt ,Ness ouenvls. shown. A 5x4 plate b 5- wide x 4- long. A 6x8 plate is 6' wide x 8- long. Slots (holes) run parallel to the plate length spretfled. Double cuts on web members shall meet at the cenlrold of the webs unless otherwise shown. Connector plate sizes are rnbihoun slz- based on the forces shown and may need to be Increased for certain hand- ling and/or erection str sses, This truss Is not to be fabricated wit], retardant treated lumber unlr otherwise shown. For additional Information on Quality Control refer to ANSI/Tf9 1-1995 PRECAUTIONARY NOTES All bracing and crectfon recommendations are to be followed In accordancc with 'Handling Installing & Bracing". HIB-91. Trusso are to be handled with particular mre during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pas. [Lion and for resisting lateral forces shall to designed and Installed by othen. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during tnstallatlon between tmsses to avoid toppling and domtnoing. The supervision of erection of trusses shall be under ire mnlrol of persons experienced In the installation of trusses. Professional advice shall be sought If needed. Conoentrauon of construction loads greater than the design loads shall not be applied to Int n at any time. No loads other than the weight of the erector shall be applied to trues until alter all f stenmg and bracing Is completed. 4X6 2X4 3X4 5-9-15 5-6-6 0 6_f' 2X4 0� — — 5X6 6X8 3X4 R 19-5-8 8 7 6 700# 8.00" 636# 3.50" 1-1-9 (R1-1-7) le 19-5-8 EXCEP'C AS SHOWN PLATES ARE TL20 CA TESTED PER ANSI/TPI 1-1995 scale = 0.3254 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: E Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D`"g: Truss ID: J1 CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 4-21-03 TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARON DA WAY SANFORD, FL. 32771 Bmcing shown an this drawing Is not election bracing. wind bracing. partal bracing or sinner bracing TC Dead 7.0 psf DurFae - Pit: 1.25 7 (407) 321-000r1 Fax (407) 3_1-3913 which is n part of the building design and which must be considered by tie building designer. Bracing shown Is for lateral support of truss mennben ono, to reduce buckling lee Provisions must he PPa g gun. RC Lave 0.0 psf n O.C. Spacing: 24.0 g: TOMAS PONCE P.E. trade to anchor lateral bactng at ends and specified locations determined by We building designer. Additional bmcbng of line overall structure maybe required. (See HIB-91 ,fTPn. BC Dead 10.0 tin N: Design Criteria: TPI LICENSE 0050068 (Truss Plate Institute. TPI. is located at 583 D'Onofrto Drive. Madison. Wi—istn 53719). Code Desc: 1005 VANNFSSA DR.OVIEDO.FL327GG TOTAL L 33.0 psf V:09.05.02- 21657- 1 _6". nrmq,u wn rnul: L:utt-LUAl1fUMt JjK HCS: 08.20.02 I JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: J3 QTY:1 DESIGN INFORMATION This design Is for an Individual bulldbig component and has been based on information provided by the client. The designer disclaims any responsibWty for damages as a result of faulty or incorrect hdorination, specifications and/or designs furnished to the truss designer by the ellent and the crineclness or aceumey of this hdormaton as It may relate to a spe- cific project and accepts no responslANty or exems- no consul with regard to fabrl-- ton, handling, shipment and hstallatlon of I---. 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 ardiltecl or professional englnecrl. When reviewed for approval by to hu(lding designer, the design loadings shown most 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, less has not been designed for storage or occupaancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are notfully braced lat.raily by a propehiy applied rigid ceWng, they should be braced at a m—Jit— spachhg of 10'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTNI A 653, Grad. 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 fabrlmtoYs plans and to realize a continuing responsibility for such veri- ficatlon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed Over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on built faces of the truss with nails fully imbedded and shall be sym. about lhej.hn unless tittle-1-shown. A 5.4 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 cenlrotd of the webs unless otherwise shown. Connector plate awes are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not tO be fabricated with the retvdanl treated lumber unless otherwise shown. For additional hdomhation on Quality Consul refer to ANSI/Tel1-1995 PRECAUTIONARY NOTES All bracing and emeHon mcutmncnd.Uons ore to be followed 1. accordance with') handling Installing A Bracing', HIB-91. Trusses are to be handled with particular care during bandbhg and bundling, delivery and Installation to avoid damage. Temporary and permanent bracbhg 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. Normal precautIonary action for trusses requires such temporary bracing during installation between trusses to avoid toppWhg and dominomg. The supervision of erector of trusses shall be under le control of persons . perienced in to installation of trusses. na Professiol advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not he applied I trusses at any time. No bads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing I, completed. TOP CHORDS: 2x4 SP #2 HOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 BEAR. BL.K: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 515# Support 2 382# MAX LIVE LOAD DEFLECTION: L/999 L=-0.07" D=-0.07" T=-0.15" MAX HORIZONTAL TOTAL LOAD DEFLECTION: Te, 0.06" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" RMB = 1.15 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125m1ph, H= 15.0 ft, I- 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type. Encl L= 58.0 ft W= 19.5 ft Truss in INT zone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC...FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -1753 0.33 9- 8 1553 0.34 2- 3 -1578 0.30 8- 7 1454 0.37 3- 4 -1383 0.31 7- 6 113 0.13 4- 5 -1383 0.30 = _=====Joint Locations========_ ====. 1)Oc 0- 0 4) 13- 4-12 7) 13- 6-10 2) 3- 8- 0 5) 19- 5- 8 8) 7- 7-12 3) 7- 4- 0 6) 19- 5- 8 9) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 19- 8- 4 645 0 -382 TOP H-ROLL 0- 4- 0 701 168 -515 BOT PIN 74-0 12-5-0 1 5 2 4 6.00 3X6 4X8 2X4 6X8 2X4 7- 1-3-1 4-5-IS _ _ 0-6-6 5X10 3X8 3X4 3X4 1-8-15 SXG 3X4 1-8-15 3.00 I 0-8 I y 6-11-12 11-9-12 9 /I 70211 8.00" 7 G 645# L50" -1-1-9 (R1-1-7) I le 19-5-8 0-3-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 (RU 3 8) scale = 0.3209 WARNING: READ All NOTES ON THIS SHEET. Eng. Job: HEK LMaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: J3 CONTRACTOR. BRACING WARNING: Dsgnr: TLY Clik: Date: 4-21-03 4005 MARON DA WAY TC Live 16.0 psf DurFac - Lbr: 1.25 SA NFORD. FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 which is a pan of the building design and which must be considered by the building designer. nmebng shown is 16, lateral support of truss members only to reduce buckling length. f'misions must be BC Live 0.0 par O.C. Spacing: 24.0n TOMAS PONCE P.E. made to anchor lateral btacmg at ends and specified locations detennined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). BC Dead u).o psf Design Criteria: TPI LICENSE #0050068 rTruss Plate Institute. TPI. Is located at 583 D'OnofriWisconsin o Drive, Madison. Wisco53719). Code Dese: 1005 VANNFSSA DR.OVIEDO.FL32766 TOTAL 1 AL 33.0 psf V:09.05.02- 21658- 1 ..6,.. ..rr—, nrwq JUa r/ull: l,:I/CC-LUA1HNJMh.1J1K N[S: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: K QTY:3 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 [1: Plate(s) OFFSET from joint center. The =________=====Joint Locations=====__________. This tleslgnisfor an0ldividualbutldUig BOT CHORDS: 2x4 SP #2 Joint Detail Report must be included 1) 0- 0- 0 6) 20- 8- 0 11) 8- 0- 0 component and has been lased on information WEBS: 2x4 SP #3 with any submittal, inspection, and/or 2) 4- 1- 0 7) 20- 8- 0 12) 4- 1- 0 prmvMed by the client. The d-igner disetalnts WEDGES: 2x4 SP #2 fabrication documentation. 3) 8- 0- 0 8) 16-11- 0 13) 0- 0- 0 any responsibilityltyorI-ect for damages asarnultm All COMPRESSION Chords are assumed to be MULTIPLE LOADS -- This design is the 4 13- 4- 0 9) 13- 4- 0 faulty or Incored Infortiaton. spedlieations gn ) - and/ordesigns furnished to the trrrssdesigner continuously braced unless noted otherwise. composite result of multiple loads. 5) 16-11- 0 10) 11- 4- 0 by the client arid tile Correctness Or accuracy WndLod per ASCE 7-98, C&C, V. 125uph, ---- MAX. REACTIONS PER BEARING LOCATION----- Ofthisinformallonasltmayrelatetoaspe- PROVIDE UPLIFT CONNECTION PER SCHEDULE: H= 15.0 ft, I- 1.00, Exp.Cat. B, Xzt= 1.0 X-Loc Vert Horiz Uplift Y-Loc Type clflc project and accepts no responsibility or Support 1 64# Bld Type= Encl L= 58.0 ft W= 20.7 ft Truss 0- 4- 0 185 173 -64 BOT PIN Lion, hn li control with regard tafabrics- Support 2 1076# in INT zone, TCDL= 4.2 psf, BCDL= 6.0 lion, handling, shipment arid Installation of PPo p psf 11- 6- 4 1282 0 -1076 BOT H-ROLL trusses. This truss has bx n designed as an MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req individual building component In accordance with L/999 ANSI/TP11-1995and NDS-97to be Incorporated L=-0.07" D=-0.07" T=-0.14" ..TC... FORCE ... CSI ..BC...FORCE ... CSI as part of the building design by a Budding MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 - 37 0.12 13-12 7 0.17 Designer fregistered architect or professional 'j'= 0.05" engineer). When mvlewedfor approval hythe 2- 3 296 0.30 12-11 4 0.09 building designer. the design loadings shown MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 1196 0.44 11-10 -323 0.11 must be checked to be sure that the data shown T= 0.03" 4- 5 511 0.29 10- 9 -430 0.17 are in agreement with the local building codes, 5- 6 235 0.15 9- 8 -174 0.10 local climatic records for wind or snow loads. RMB = 1.15 8- 7 -170 0 . 10 P-J-t specifications -special applied loads. Unless shown, truss has not been designed bar storage or occupancy loads. The design assume compression chords (top or bottom) are continu- 134-0 '].4_0 ously braced by sheathing unless otherwise specified. Where bottom chords In tension are 1 2 3 15 6 not fully braced laterally by. properly applied rigid telling, they should be braced at a maximum spachhg of 10'-0" o.c. Connector 6.00 _ Q plain shall be manufactured tram 20 gauge hot dipped galvanized steel meeting ASTM A 653. 4X6 Grade 40. urdns otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review 3X4 this drawing to verify that ids drawing I in confor Nance with the fabricator's plans and to T. reallze n conUnumg mspunslbWty for such vcrt- 3X4 4-2-6 ficatinn. Any discrepancies are to be put in writing before cutting or fabricatoon 0-6-6 Plates shall not be Installed over knotholes, knots or distorted grain. Members shall be cut for light filling wood to wood bearing. Con- 7-5-15 nector plates shall be located on both laces of tile truss truss with mans fully hnbedded and shall be 6X8 sfrn. about the joint unless otherwise shows. A [6X81 3X4 2X4 5X6 5x4 plate is 5" wide x 4" long. A 6xe plate is 6" wide x B" long. slats (holes) rim parallel to the plate length specified. Double cuts on web membrs ers shall meet al the cenlrold of tine webs 0-6-6 3-3-0-0aril mi otherwise shown. Connector plate si ore nUnhonun sizes based on the force shanvn and naay need to be In.ensed for certain hand- _ ling and/or crcdlon air This truss is not to be fabricated with fire relanlant treated lumber uriless otherwise shown. For additional - 5X6 2X4 5X8 3-0-0 Information on Quality Control refer to 34-8 ANSI/TPI 1-1995 Ie ---os PRECAUTIONARY NOTES An bracing and erection recommendatIons ate to be followed In accordance with "Handling Installing A Braeing•', 11ID-91. Trusses are to he handled with particular care during banding and bundling, delivery and haanatiOn to avoid damage. Temporary and pernanent bracing for holding trusses In a straight and plumb pm. Itlon and for resislmg 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 installaton between trusses to avoid toppling and donuinoUng. The supervlslon o(erecUon of truss- shall be under the control of persons experienced In the Usstall.Ua i of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to taus,- at any time. No loads other than tine welghl of the erectors shall he applied to truss- until after an lastenbhg and bracing is completed. 10.80 I F9 M 8-0-0 11 34-0 1, 94-0 11 1.3 12 11 1 9 8 7 185N 8.00" 1 1-9 1283# 3.50" CANT: 9-0-0 COSME(M-1ftATES 4) 2X4 20-8-0 1-1-9 I k`(111-1-7) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/'l'PI 1-1995 scale = 0.2803 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job:lWOT-C-R-EK3 Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D`yg: I Truss ID: K CONTRACTOR. Dsgur: TLY Chk: Date: 4-21-03 BRACING WARNING: TC Lave 16.0 psf DurFac - Lbr. 1.25 4005 MARON DA WAY Brining shown on this drawing is not erection bracing. wind bracing, portal brachhg or stinilar bracing TIC Dead 7.0 psf DurFae - Pit: 1.25 SA N FORD, FI_. 32771 (407) 321-0064 Fax (407) 321-3913 which Is a part of the building design and which most be conslde-d by the building designer. Bracing showrh is for lateral support of truss ntemb- only to reduce buckling length. Provisions must be I1C Live 0.0 psf O.C. Spacing: 24.0" TOMAS PONCE P.E. made to anchor lateral bmeing at ends and specified locations determined by the building designer. Additional bracing of tine overall structure may be required Isee HIB-91 of Tan. BC Dead 10.0 psf 1 Design Criteria: TPI LICENSE- #0050068 (muss Plate Institute. 9PI, Is located at 563 D'Onofrio Drive, Madison, WLconsln 53719). Code Desc: 1005 V NNFs A Dkovneoo.rt-32766 TOTAL 33.0 psf V:09.05.02- 21659- 1 .,,b,,. 111-1- n,mq,u can mare U:trrr-LVAInUAIW1X TICS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: K1 9TY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 [1: Plate(s) OFFSET from joint center. The =_=== __=====Joint Locations=====_=====c: = ., This design is for an Individual building BOT CHORDS: 2x4 SP #2 Joint Detail Report must be included 1) 0- 0- 0 5) 15- 4- 0 9) 11- 4- 0 component and has been based on Information WEBS: 2x4 SP #3 with any submittal, inspection, and/or 2) 4- 1- 0 6) 20- 8- 0 10) 8- 0- 0 provided by the client. The designer disclaims WEDGES: 2x4 SP #2 fabrication documentation. 3) 8- 0- 0 7) 20- 8- 0 11) 0- 0- 0 any responsibility for damages as a result of faulty or incorrect Information• specifications All COMPRESSION Chords are assumed to be MULTIPLE LOADS -- This design is the 4) 11- 4- 0 8) 15- 4- 0 and/or designsfurlshedtothetrussdesigner continuous) y braced unless noted otherwise. composite result of multiple loads. ----MAX. REACTIONS PER BEARING LOCATION----- ' by the client and the correctness or accuracy WndLod per ASCE 7-98, C&C, V= 125mph, X-Loc Vert Horiz Uplift Y-Loc Type If this Information as it may relate to spe- PROVIDE UPLIFT CONNECTION PER SCHEDULE: H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 0- 4- 0 185 181 -56 BOT PIN clflc pr Ject andacoeptsnor"ptimubWtyor exercises no control with regard to fabrica- Support 1 56# Bld Type= Enel L= 58.0 ft W= 20.7 ft Truss 11- 6- 4 1282 0 -1127 BOT H-ROLL U... handling. shipment and Installation of Support 2 1127# PPo in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf P trusses. This truss has been deslg"ed as an MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req Individual building component In accordance with L/999 ANSI/Tpl1-1995antiNDS-97tobeincorporated L=-0.08" D=-0.08" T=-0.16" ..TC... FORCE ... CSI ..BC ... FORCE ... CSI as part of the building design by. Building MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 74 0.17 11-10 -18 0.18 Designer (registered architect or professional englneerl. When reviewed for approval by line T= 0.03" 2- 3 291 0.20 10- 9 -350 0.14 building destgner, the design loadings shown MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 1142 0.29 9- 8 -256 0.15 must be checked to be sure that the data shown T- 0.02" 4- 5 976 0.28 8- 7 -260 0.19 are In agreement with the hoed building codes, 5- 6 355 0.28 local climatic records for wind or snow Inds. RMB - 1.15 p )ect specUlcallors or sp-L I appUed loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are conlbm- ously braced by sheathing unless otherwise specified. Where bottom chonis In tension are not fully braced laterally, by. properly appUed 114-0 1, 4-0-0 54-0 1 2 riod ceiling, they should be braced at a maximum spacing of 10'-0" o.e. Connector 3 G plates shall be manufactured from 20 gauge hot dipped galvanted steel meeti5ng AN A 653, �- 6.00 -1 G.00 ra Gde 40. unless otherwise shown. 4X6 4X8 FABRICATION NOTES - Prior to fabrication• the fabricator shall review thL drawing to verify that this drawing is In conformance with the fabricator's plans and to realize a continuing responsibility for such veri- 3X4 fication. Any discrepancles are to be put In 3-2-6 writing before cutting or fabrication. 0-6-6 Plates shall not be rain. d wee knotholes, knots or distorted grain. Member shall be cut for light fitting wood to wood bearing. Con- _ vector plates shall be located on loth faces of 6-5-15 2X4 the truss with nails fully Imbedded and shall be (GX 1 2X4 syrn. about the JoInt unless olherwlse shown. A 5X6 5x4 plate is 5" wide x 4" long. A 6x8 plate Is 6' wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web member shall meet at the cenlrold of the webs 0-6-6 3-0-0 shown. Connector es s saes unless otherwiseunt-i sum are nritlrnum sizes basnl on the forces shown and may need to be Increased for certain hand- ling an, erection sums"This Cuss is not - fire ta. ta 1r fabricated with e rerdant Ireatea lumber unless otherwise shown. For additional - 5X6 SXS 3-0-0 Information on Quality Contul refer to 3-4-8 ANSI/TPI I -1995 10.80 ) PRECAUTIONARY NOTES All bracing and erection reconunendatlons are I* be followed In accordance with "I landling Installing & 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 pm - Ilion and for resisting lateral forces shall be designed and Installed by others. Careful hand- IIng Is essenUal and -Uon bracing is always required. Normal precautionary action for trusses requires such temporary bracing during InstallaUon between trusses to nvold toppUng and douomatng. The supervision of erection of trusses shall be under the control of persons experienced In the installation of trusses. Professional advice shall be sought U needed. Concentration of construction loads greater than the design Inds shall not be applied to truss- at any time. No loads other than the weight of the erectors shall be applied to truss" until after all fastening and bracing t completed. 8-0-0 34-0 1, 9A-0 11 10 � 8 7 186# 8.00" 1282// 3.50" 1 1 9 20-8-0 C0SKf"L7) ATE (4) 2X4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-W&I Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 I005 VANNES A DR.0VIEUU.FL327GG WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing. portal bracing or sinllar bracing which is a part of the building design and which must be considered by the building designer. B=Ing shown is for lateral support of truss memfrrs only to reduce buckling length. P-4,1ons must be made to anchar lateral bracing al ends and specified 1-U.-determined by We building d"Igner. Additional bracing of the overall structure may be required. IS" IIIB-91 of TPI). Muss Plate Institute. TPI. Is located at 583 D'Onolno Drive, Madison. Wisconsin 53719)- ueaign: Arent nnat)-its JUIJ PAIR: C11EE-LOKINOMEDIR 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 Inf TOTAL 33.0 psf CANT: 9-0-0 scale = 0.2922 Truss ID: K1 Date: 4-21-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: V:09.05.02- 21660- 1 TICS: 08.20.02 DESIGN INFORMATION This design Is for all individual building component and has been based on Information provided by the ell-L The designer di-laum any responsibility for damages as a result of faulty or Incorrect Idonnation, speclBcations and/or designs furnished to the Ines designer by the cUent and the correctness or aceumq of this Wonnation as it may relate to a spe- clfla project and accepts no r-ponsibWty or exercises no control with regard to fabrica- tion handling, shipment and insiallatlon of truss-. This I-- 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 n Building Designer (registered architect or professional englnecri. 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 speciff" utins or special applied loads. Unless shown, truss has not been designed for storage or ocwupancy loads. The design assumes compression chords (lop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a property applied rfgld celling, they should be bowed at a maximum spacing of 10'-0' o.c. Connector pLites shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASrM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES FYtor to fabrimllon, 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 verl- ffrn0on. Any discrepancies we to be put in writing before culling or fabrication. plates shall not be installed over knotholes. knots or distorted gain. Members shall be cut for tight fitting wood to wood hearing. Con- nector plates shall be located on both faces of the truss with nails rutty Imbedded and shall be sym. about the jobht unless otherwise shown. A 5x4 plate Is 5' wide x 4' long. A 6.8 plate Is 6- wide x 8- long. Slots tholes) run parallel to the plate length speeNed. Double cuts on web mernlers shall meet at the centmif of the wells unless otherwise shown. Connector plate sizes are minl-ont sizes based on the fames shown and may need to be Increased for certain hand- ling and/or erection stress-. 'Rolls truss Is not to be fabricated with lie relardant treated lumber unless otherwise shmvrn. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ai bracing and erection recormnendatlons are to be followed In accordance with'Handing InstaMng N Bmcbne. HIB-91. Trusses arc to be handled with particular care during banding and bundling , delivery and ilstaiation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- loan and for oesMing lateral fore- shall be designed and installed by others. Careful hand- bng Is-sentlal and crertlon bracing Is ahvays required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominubhg. The sup-LsIon of ereetron of truces shall be under the control of persons e<perlenced in the installation of trusses. Professlonal advice shall be sought if needed. Concentration of construction loads greater than the design bads shall not to applied to t ross- at any time. No loads other than the welght of the erector shall be applied to trusses until after all fastening and boating is completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 2x8 SP #2 1 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise WndLod per ASCE 7-98, C&C, V- 125mph, H. 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type. Encl L= 58.0 ft W= 20.7 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" D=-0.02" T=-0.04" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB = 1.00 5-5-15 0-6-6 _1_ __ WO: CHEK3 WE: 0: Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 540# Support 2 856# Support 3 356# ..TC...FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -806 0.23 13-12 683 0.15 2- 3 -609 0.22 12-11 476 0.21 3- 4 -51 0.44 11-10 -29 0.16 4- 5 -51 0.44 10- 9 -2205 0.27 5- 6 -795 0.22 9- 8 703 0.33 8- 7 693 0.29 TI: K2 9TY:1 __===__=======Joint Locations===============-, 1) 0- 0- 0 6) 20- 8- 0 11) 11- 7- 4 2) 5- 0-12 7) 20- 8- 0 12) 9- 2- 4 3) 9- 4- 0 8) 17- 2- 4 13) 0- 0- 0 4) 13- 0- 0 9) 12-10- 4 5) 17- 4- 0 10) 13- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 1- 9 -46 13- 0- 0 TC Vert L+D -118 13- 0- 0 -118 17- 4- 0 TC Vert L+D -46 17- 4- 0 -46 21- 9- 9 BC Vert L+D -20 0- 0- 0 -20 13- 0- 0 BC Vert L+D -59 13- 0- 0 -59 17- 4- 0 BC Vert L+D -20 17- 4- 0 -20 20- 8- 0 Concentrated LBS Location TC Vert L+D -120 17- 4- 0 BC Vert L+D -1449 11- 7- 4 BC Vert L+D -79 17- 4- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 615 82 -640 BOT PIN 12-10- 0 2435 0 -856 BOT H-ROLL 20- 6- 4 1 546 0 -356 BOT H-ROLL 120# 9 4-0 8-0-0 3-4-0 1 2 4 6 "13 616a 8.00" OG 0 5X6 1-1-9 (R1-1-7) I I° 20-8-0 EXCEPT AS S11OWN 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 1005 VANNESSA DROVIEDOXI-32766 n-,:..-. u...-:_ .e--u-._ 2X4 0 4X8 0-6-6 2-2-6 T 3-0-0I- M 2435# 4.00" 546# 3.50" � 11-1-9- d/�149A2-10-0 79# (' RI-1-7) Over 3 Supports scale = 0.2922 WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg; Truss ID: K2 CONTRACTOR. Dsgiir: TLY Chet: Date: 4-21-03 BRACING WARNING: TC Live 16.o psf DurFac - Lbr: 1.25 Bracing shown on this drawing Is out erection bracing, wind bracing, portal bracing or sinriar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 which ti a part of the building design and which most be considered by the building designer. Bracing shown is for Lateral support of truss members only to reduce bucklhhg length. Provisions must be TIC Live 0.0 psf O.C.Spacing: 24.0" P trade to anchor lateral bracing at ends and specaied locations determined by the building designer. Additional bracbrg of the overall structure may be required. (SHIf1-91 of TPI). ec I1C Dead 10.0 psf Criteria: TPI frnus Plate Institute. TPI. is located at 583 D•onofr/o Drive Madison. Wisconsin 53719). Code Dese: TOTAL 33.0 psf V:09.05.02- 21662- 1 HCS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: DESIGN INFORMATION This design Is for an Wdlvldual building component and has been based on Information provident by the client. The designer disclaims any mspo..Willy Ibr 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 n spe- ctfic project and accepts no responsibility or exercises no control with regard to fnbricn- tlon. handling, shipment and Installation of musses. This truss has been designed as an Individual building component In accordance with ANSI/M 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered amhltect 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 cWuallc records for wind or snow loads. protect spmdleations or special applied loads. Unless shown. tru ss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by shealhbig unless otherwise specified. Where bottom chords In tension arc not fully braced laterally by a property applied rWd ceWng, they should be braced at a maxbnum spacing of I(Y-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped gahanlzed steel meeting ASfM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall mlew this drawing to verily that this drawing Is in corifommnce with Um fabricators plans and to realize a conWmdng responsibility for such veri. 11mllon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over krnothades. knoll or distorted foilin. Mnnbem shall he cut for tight Ailing wad to wood bearing. Con- nector plates shall be located on both faces of the truss with rails fully Imbedded and shall be sym. about the Joint unless otherwise shounh. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is 6' wide x 8' long. Slots (holes) run pamllel to the plate length specified. Double cuts on web members shall meet at the centrold of lie webs unless otherwise shown. Connector plate sizes are minimum sizes lived on tie forces showrh and may need lobe 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 addJU.,,W bdunnatlon no Quality Control refer to ANSI/-17'I 1-1995 PRECAUTIONARY NOTES AN bmeing and erection reco ionendalions are to be followed in accordance with -Handling Installing A Bmcing-, HIB-91. Trussq are to be handled with parucular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a stmight and plumb pos- Itton and for resisting lateral forces shall be designed and installed by others. Careful hand- ling Is essential and erecUon bracing is ahvais required. Normal precautionary action for trusses requires such temporary bracing during triX lallon between trusses to avoid toppling and dointnoing. 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. Concentmflun of construction loads greater thnds shall not an the design Ibe applied to trusses at any time. No (cads other than the weight of the ereclois shall be applied to trusses uoW after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 SLIDERS: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 493# Support 2 408# MAX LIVE LOAD DEFLECTION: L/999 L=-0.03" D=-0.03" T=-0.07" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" RMB = 1.15 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= 5B.0 ft W- 13.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC...FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 926 0.30 7- 0 -747 0.16 2- 3 -766 0.32 0- 6 -962 0.21 3- 4 0 0.29 6- 5 -587 0.27 TI: K3 QTY:1 = _=== _== ==Joint Locations=====______=___ . 1) 0- 0- 0 4) 13- 0- 0 7) 0- 0- 0 2) 3- 8- 0 5) 13- 0- 0 3) 7- 4- 0 6) 6- 8- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 487 206 -493 BOT PIN 12-10- 0 422 0 -408 BOT H-ROLL PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 206# 7A-0 5-8-0 1 2 1 4 6 0000 4X8 2X4 2X4 4-5-15 4-2-6 0-6-6 5X6 3X4 X6 3X4 5X6 1-6-0 3X4 0-8-0 040 6-0-0 6-0-0 7 5 487# 8.00" 423# 4.00" 13-0-0 EXCEPT AS SHOWN PLATES ARE 7'L20 GA TESTED PER ANSI/1'PI 1-1995 scale = 0.4674 �M_aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-UO&t Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.OVIEDOXI-22766 YYAK141N%t: 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 bmdrig, portal bracing or similar bmcmg which is a pori of the building design and which must be considered by the building designer. Bracing shorn is for Lateral support of buss members only to reduce buckling length. Rmislons must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bmeing of the overall structure may be required. (See HIB-91 of TPI). rrmss Plate Institute. TPI, is located at 583 D'Onofrio Drive, Madison. Wisconsin 537i9). Eng. Job:CREEK-3 Dwg: Truss ID: K3 Dsgnr: TLY Chk: 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 Ilsf O.C. Spacing: 24.01, BC Dead 10.0 psf Design Criteria: TPI Code Desc: TOTAL, 33.0 usr w-no nc ne ni rc- , 11CS: 03.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: K5 QTY:1 DESIGN INFORMATION This design is for an Individual building TOP CHORDS: 2x4 SP #2 BUT CHORDS: 2x6 SP #2 2X4 TRANSVERSE BRACING nailed flat to edge =___ ___ =====Joint Locations=======_======. component and has been based on Information WEBS: 2x4 SP #3 of web with 12d nails at 8" 0.c. TRANSVERSE 1)= 0- 0- 0 3) 13- 4- 0 5) 6- 8- 0 provided by the client. The deslger disclaims GABLE STUD: 2x4 SP #3 BRACING to extend for center 80% of length. 2) 6- 8- 0 4) 13- 4- 0 6) 0- 0- 0 any r-pon.IbWty for damages as a result of faulty or Incorrect twomration. speclficauons All COMPRESSION Chords are assumed to be MULTIPLE LOADS -- This design is the composite result of multiple loads. ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc and/ordealgns furnished to the truss designer continuously braced unless noted otherwise. WrldLod per ASCE 7-98, C&C, V- 125rnph, Vert Horiz Uplift Y-Loc Type 0- 4- 0 491 by-th<cllent and the correctness or accuracy MAX LIVE LOAD DEFLECTION: H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 36 -550 BOT PIN 13- 0- 0 492 0 of this Information as It may relate to a spe- clflc project and accepts no responsibility or L 999 L=-0.03" D=-0.03" Bld e- Encl L= 58 . 0 £t W= 1y'P 13.3 ft Truss -589 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: exercise no control with regard to fabrics- T=-0.05" in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Support 1 550# ,ton, handling, st,lpment and Installation of MAX HORIZONTAL TOTAL LOAD DEFLECTION: Impact Resistant Coveringand/or Glazing R 9 eCj Su 2 589# trusses. This truss ha, been designed as an T= 0.04" sport Individual building component In accordance with MAX HORIZONTAL LIVE LOAD DEFLECTION: --TC ... FORCE... CSI ..BC FORCE... CSI ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building desigir by a Building T= 0 055 n ... 1- 2 923 0.58 6- 5 789 0.16 - Dnlgner (registered mchlt-t or professional RMB - 1.15 2- 3 964 0.59 5- 4 789 0.16 engineer). When reviewed for appro al by the building designer, the deign loadings shown must be checked to be sure that the data shown are In agreement witiu 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 assume compression chords (lop or bottom) ate mnUnu- nsly braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0' o.c. Connector 6-8-0 6-8-0 plates shall be manufactured from 20 gauge hot 1 dipped galvardzed steel meeting ASIM A 653. 3 Grade 40. unless otherwise shown. 06�. 0 -6 FABRICATION NOTES Prior to fabrication, the fabricator shall redew thisdrawing to verify that this drawing Is In conformance with the fabrlmtors plus and to reatue a continuing responslbWty, for such verl. ftcation. Any discrepancls are to be put in writing before cutting or fabrication. Plats shall not he Instated over knotholes, knots or distorted pain. Members shall be cut far tight fitting wood to wood bearing. Con- nector plats shall be located on both laces of the truss with —Us fully imbedded and shall be syrn. about the Joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is 6' wide x R' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the cenlrotd of the webs unless otherwise shown. Connector plate sues are minimum sus based on tire forces shown and may need to be inerwsed for certain hand- ling and/or erection stresses. ThH truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality.Control refer to ANSI/TN 1-1995 PRECAUTIONARY NOTES All bracing and erection -connrendaUons are to be followed In accordance with'Handling InstaWng R Bracing-. HIB-91. Trusses are to be handled with particular care during banding and bundling, delhery and Installation to avoid damage. Temporary and pemnarrent bracing for holding trusses in a straight and plumb pm - (Lion and for resisting lateral forces shall be designed and instated by others. Careful hand- ling Is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under Ilse control of persons experienced in the installation of trusses. Profsslonal advice shall be sought if needed. Conceutraton of construction loads greater ,Iran the design loads shall not Ie applied to trusses at mry time. No loads other than the weight of the erectors shall be applied to trusses until after all lastenbig and bracing I, compacted. 0-6-6 1 4X6 le---- 3-10-0 to 3-10-0 —�I 3.00 1 ( 3.00 0-6-6 4 3-10-6 U-8 080 t 6-0-0 6-0-0 492# 8.00" 492N 8 00" 1-1-9 13-4-0 1-t-9 GABLE SI'U ft (w 2X4 I (R1-1-7) EXCEPT AS SIIOWN PLATES ARE TL20 GA TESTED PER ANSI/TPl 1-1995 Stubs ® 2-0-0 o.c. scale = 0.4296 rMaronda Systems 4005 MARONDA WAY SANFORD. FL 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 VVAKr41r4tj: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bmcing slim un on this drawing L not a Uon bracing, wbrd bracing, portal bracing or similar bracing which Is a part of to building design and which must be considered by tine building desigen Bracing shown Is for bleml support W truss members only to reduce buckling length. Pravisfuns must be made to anchor Lateral bracing at ends and specWed form Lions determined by the building designer. Additional bracing of the uvemt structure may be required (See HIB-91 of Tpq. (Truss Plate Institute. TVI, is located at 583 D'Onofrio Drive, Aladlson, INBconstn 53719). 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 TOTA L 33.0 Truss ID: K5 Date: 4-22-03 DurFac - Lbr: 1.25 DurFac - Plt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Aerfoa ar. i, e,,.d„r HCS: 08.20.02 DESIGN INFORMATION This design is for an Individual building component and has been based on hdomraUon prided by the client. T1re designer dlselalm, any responsibility for damages as a result of faulty or mco—t. Irdormauon, speciflmuom and/or designs furnished to the truss designer by the client and the correctness or accuracy of this mfonn.Uon as It may relate to a rope. cif c project and accepts no responsibWty or uenxhes no control witi, regard to (ab i-- tion, handling. shipment and mslallaUon of I—.. This Ir— has been designed as an Individual building component in accordance with ANSI/TP1 1-1995 and NDS-97 to be Incorporated as part of the building design by a Budding Designer Ireglstered architect or professional engineer). When revinved for approval by the building designer, the destt�n loadings shown must be checked to be sure that lire data shown are in agreement wyth the local building codes, local cllmaUc records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has lot been designed for storage or occupancy loads. Tlm design assurnes compression chords (top or bottom) are conlmu- ously braced by sheathing urdess oUtenvise specified. Where bottom chords In tension are not fully braced Literally by a properly applied rigid ceiling. they should be braced at o maximum spacing of 101-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvarttzed steel meeWag AS-fM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabricaUon. the fabricator shall review this drawing to verify that this drawing is in confotnantt with the fabricator's plans and to mallet a contmuing responsibility for such veri- fication. Any discrepancies are to be put In wTtling before cutting or fabrication. Plalcs shall not be Installed over knotholes, knots or distorted gram. Members shall be cut for tight Otu ng wood to wood bearing, Con- nector plat" shall be located on both faces of the truss with nabs fully bnbedded and shall be sym. about the joint unless otherwise shown. A 5.4 phtc is 5" wide x 4- long. A &,8 plate is 6' wide x 8- long. Slob (holes) run parallel to the plate length spetlfled. Double cuts on web members shall meet at the centmid of the wells unless otherwise shown. Connector plate sizes are minlmum sizes based on the forces shown --.d may nr--3 t•":,e :or eru:n hnnd- long and/or erection stress" This truss is not to be fabrlcaled with fire retardant treated lumber unless otherwise shown. For addluonal information on Quality Control refer to ANSI/1-PI 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed In accordance with "landing Installing A Bracing", HIB-91. Trusses are to be handled with particular rare during banding and bundling. delivery and insta➢allon to avoid damage. Temporary and pennanenl bracing for holding trusses In a straight and plumb pos- Itlon and for resisting lateral forces shall be designed and butalled by others. Careful hand- nng is essential and erection bracing is always required. Nunual 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 e,cpenenced in the Inslallallon of Professin oal advice shall be sought If needed. Concentration of constructlon loads greater than the design- loads shall not be applied to truss" at any time. No Imds other than the weight of the ....tars shall be applied to lnnsses until after all fastening, and bracing is completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2 SLIDERS: 2x4 SP #2 BEAR. BLK: 2x8 SP #2 Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, CiC, V= 125mph, H= 15.0 ft, I- 1.00, Exp.Cat. B, Kzt- 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/608 at JOINT # 5 L=-0.24" D= 0.08" T=-0.16" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.07" RMB = 1.00 4-5-10 0-6-1 - I WO: CHEK3 WE: ®Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.c Brace must extend at least 90% of web length 2x6 Brace required on any web over 141-0". MULTIPLE LOADS -- This design is the cccrtposite 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 1 262# •-TC... FORCE ... CSI ..BC...FORCE ... CSI 1- 2 1624 0.90 6- 5 -1780 0.31 2- 3 1694 1.00 4 -203 0.30 35f1 87# 1 3.33 TI: L QTY:2 =_ ===Joint 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 -1- 2-15 TC Vert L+D -9 -1- 2-15 -9 13- 2-10 BC Vert L+D -10 0- 0- 0 -10 12- 6-10 Concentrated LBS Location TC Vert L+D -35 2- 0- 5 TC Vert L+D -87 5- 7-10 TC Vert L+D -127 9- 2-14 TC Vert L+D -202 12- 0- 1 BC Vert L+D -21 2- 0- 5 BC Vert L+D -53 5- 7-10 BC Vert L+D -64 9- 2-14 BC Vert L+D -40 12- 0- 1 -- -MAX. REACTIONS PER BEA�RJI�NG LOCATION----- Type 13t V366 Ho262� Z6�3ftTTOP -ROLL OT p 0-6-6 2-6-5 1.68 I 0-9 9 1 11-9-1 6 5 36711 9.56" 4 1-10-9 547# 2.50" (RI-1U-7) 12-6-10 0-8-0 EXCEPT' AS SHOWN PLATES ARE TL20 GA 21N TESTED PER ANSI/TPI 1-19 54# 64 40 (RO-8-5) 5 scale = 0.4437 WAKNIN(i: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: CHEK3 Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: L CONTRACTOR. Dsgnr: TLY Chk: Date: 4-22-03 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 Ilisf DurFae - Lbr: 1.25 $A NI'ORD, FI,. 32771 Bracing shown on this drawing is not erection bracing. word bracing, Portal bracing or sbnitar bracing which Is a part of the building design and which he TC Dead 7.0 psf DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 must considered by the building designer. Bracing shown is for la trml support of truss members only to reduce buckling length. provisions must be BC Live 0.0 psr O.C. Spacing: 24.0" TOMAS PONCE P.E. to anchor lateral bracing at ends and slmclflod Ioc Dons determined by the building designer. made aov Addilmat bracing of tine erall structure n1ay he mqulrat ed. (See H1B-91 TPO. 13C Dead 10.0 psf Design Criteria: TPI 9 LICENSE /l0050068 (Russ Plate Institute, TPI- is located at 583 D'Onofto D he. Madison. WL cousin 53719). Code Desc: FLA 1005 VANN F_CSA DR.OVIEDO.Ft-32766 I TOTAL 33.0 psf V:09.05.0 - 21713- 1 Design: Afmrh Analysis JOB PA771: C:17FF-LDd•IIIOMEOIR TICS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: Ll QTY:2 DESIGN INFORMATION TOP CHORDS: 2x12 SP #2 MULTIPLE LOADS -- This design is the ==_====__=====Joint Locations==============_ This design is for at Individual bufldhhg has been based BOT CHORDS: 2x8 SP #2 composite result of multiple loads. 1) 0- 0- 0 3) 8-10- 8 5) component and on Information provided by the client. The designer diselatms WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 6- 4-12 2) 6- 4-12 4) 8-10- 8 6) 0- 0- any responsibility for damages as a result of faulty 2x4 SP #2 2 2-PLY TRUSS! fasten w/3"X 0.120" in continuously braced unless noted otherwise. 0 or bi—el information• specifications and/ordesigns fun,lsbed to the truss designer nails staggered pattern per nailing schedule: This 2-PLY truss designed to carry 111 4" span framed to BC face ------------ TOTAL DESIGN LOADS ------------ by the client and the conectn-s or accuracy TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft one 01 9" span framed to TC opposite face Uniform PLF From PLF To TC Vert L+D of tics informationandace It may repot t... pc ,no projectaontrol oricar- Distribute loads equally to each ply. WndLod per ASCE 7-98, C&C, V= 125mph, -12 0- 0- 0 -12 8-10- 8 BC Vert L+D -182 0- 0- 0 exercicific it ardtoflbility Lt.,,. sn li controlwithregard t.fibrin- ties, handling, shipment and Ws1a8aUon of PROVIDE UPLIFT CONNECTION PER SCHEDULE: H= 15.0 ft, I- 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type= Encl L= 58.0 ft W= 8.9 ft -182 8-10- 8 ----MAX. REACTIONS PER BEARING LOCATION----- tn,ss- This truss has been designed as an Support 1 397# Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf X-LOc Vert Horiz Uplift Y-LOc Type 0- 1-12 866 ANSI TPI bu895ading component Inbeaccordance ANSI/TPI 1.1995 and NDS-97 to be incorporated corpor witred Support 2 D DE MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req 0 -397 BOT PIN 8- 8-12 866 0 -397 BOT H-ROLL as partof the building design by n Building L/y 99 This truss has not been designed for ROOF Designer (regi te,edarchitectorprofessional When fora L=-0.10" D=-0.10" T=-0.20" ..TC... FORCE ... CSI ..BC...FORCE ... CSI 1- PONDING. Building designer must provide engineer). reviewed approval pp by building designer, the design loadings shown MAX HORIZONTAL TOTAL LOAD DEFLECTION: 2 -30 0.02 6- 5 0 0.54 2- 3 0 0.02 5- 4 0 0.48 adequate drainage to revert g p ponding. (0.25 must be checked to be sure that the data shown T= 0 . 05" in./ft. min. slope to drain). Truss must be are In agreement with the local building codes. MAX HORIZONTAL LIVE LOAD DEFLECTION: marked to prevent UPSIDE DOWN erection. lord climatic records for wind or 511M la ds, T= 0 03" Project spe[ilaUons or special applied loads. . unless shown. L.— has rat been designed for RMB = 1.00 1 2-PLYS REQUIRED storage or occupancy loads. The design assumes compression chords Itop or bottom) are continu- ously braced by sheathing unless otherwise B-IO-B specified. Where bottom chords In tension are 1 not fully braced Laterally by a properly applied 2 3 rtgid tetling, they should be braced at a maxlmtun spacing of I 0*-0' o.c. Connector plate shall be manufactured hem 20 gauge hot 8X10 dipped galvanized steel meeting ASTM A 653. 4Y8 Grade 40, urilns oU,c,wvLse shown. FABRICATION NOTES Prior to fabriatian, tine fabricator shall —lew this dhawmg to verify that this drawing 1s (it conformance with the fabricator's plans and to realm a continuing responsibility for such veri- - lialion. Any discrepancies are to be put In writing before cutting or fabrication. PLaIes shall Tint be Installed over knotholes• knots or distorted gram. Atembem shall be cut for tight fitting wood to wood bearing. Con- 3-0-0 1- nector platesshall be looted on both faces of 3-0-0 the truss will, nails fully Imbedded and shad be sym. about the Joint unless otherwise shown. A 5x4 piste Is 5' wide x 4' long. A 6x8 pLite Is 6' wide x 8- long. Slots (holes) run Parallel to the plate length specified. Double cuts on web mcn,bem shall meet at the centrold of the webs _ unless otherwise shown. Connector plate size su are ml-ies based on the forcesshown and mnum ay need to be Increased for certain hand- ling and/fir erection Sir-s-. This t__ is not to be fabricated with fire relardanl treated luinber unless otherwise shown. For additional b,fom,atlon on Quality Control refer to 3XG 5XG ANSI/TPI 1-1995 , PRECAUTIONARY NOTES All bracing and erection mcorrunendations we to be followed In accordance Mth'Handlb,g burtaWng A Bractng-. HIB-91. Trusses are to be handled with particular are during banding and bundling, delivery and tmtaUauon to avoid damage. Temporary and permanent bmcmg for holding truss- in a stmlght and plumb pos- Won and for r citing Lateral forces shall be designed and Installed by others. Careful hand. Wig is essential and erection bracing is always required. Normal preauuo,ary action for I— requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of truss- shall be under the control of persons experienced in We butallaUon of trusses. Professional advice shall be sought If needed. ConeentraUon of constriction lads greater Than the design loads shall riot be applied to L—es at any Woe. No loads other than the weight of the erectom shall be applied to tosses until after n8 faslenb,g and bowing Is courpleted. 86GN 3.50" 8-10-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1m05 V;ZESSA DR.01nEDOXI-32766 f)-ion• Af—ir Aanlvrf, I 4 866# 3.50" scale = 0.7000 WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: K A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: L1 CONTRACTOR. Dsgnr: TLY Cbli: Date: 4-22-03 BRACING WARNING: TC Live 16.0 psf DurFac - Lbr: 1.25 Bracing shown on this drawing is not erection bracing, wind bmcing, portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 which is a part of the building design and which must he considered by the building designer. Bracing shown, In for Lateral support of truss membersn• only to reduce buckling length. Pnislons ,mast be BC Live 0.0 psf O.C.Spacing: 24Arr P g: made to anchor Lateral bracing at ends and speollled locations determined by the building dealgner. Additional bracing of the overall structure may be requited. (See 1119-91 of TPI). BC Dead to.o psf Design Criteria: TPI ffn,ss Plate Institute, TPI. Is located at 583 D•onofrto Drive. Madison. Wisconsin 53719). Code Dese: FLA ..... ....._._._ TOTAL 33.0 psr V:09.05.02- 21714- 11 CS: OR.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: 1-2 QTY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 D ® Continuous lateral bracing attached to =____ ___=====Joint Locations===========—=*- =0- Thisdesign isfor anIndividual building been BOT CHORDS: 2x4 SP #2 either edge of web(s) shown. Bracing MUST be 1) 0- 0 3) 12- 6-10 5) component and has based on Information provided by the cllenl. The designer disclaims WEBS: 2x4 SP #3 positioned to equal p Provide a al unbraeed 2) 6- 3- 5 6- 3- 5 4) 12- 6-10 6) 0- 0- any responslbWly for damages as a result of 2x4 SP #2 2 segments OR 2x4 T-brace nailed flat to edge 0 faulty or Incorrect lufonnaUon. specflcations SLIDERS: 2x4 SP #2 BEAR. BLR: 2x8 SP of web with w/3ox 0.120" nails spaced 8" o.c ---------- TOTAL DESIGN LOADS - and/or designs furnished to the truss designer by #2 Brace must extend at least 90% of web length Uniform PLF From PLF To the client and the cormuness or accuracy of this idanauon It to Analysis based on Simplified Analog Model. 2x6 Brace required on any web over 141-0". TC Vert L+D -46 -1-10- 9 -46 13- 2-10 as may relate a spe- cflc project and accepts no responslbillty or All COMPRESSION Chords are assumed to be MULTIPLE LOADS -- This designis the BC Vert L+D -10 0- 0- 0 12- 6-10 —rctses no control with regard to fabrics- continuously braced unless noted otherwise. erwse. e cmposite result of multiple loads. Concentrated -10 LBS Location tion. handling. shipment and Installation of trusses. This truss has I—n designed - an WndLod per ASCE 7-98, C&C, V= 125mph, Shim or wedge if necessary to achieve full bearing. TC Vert L+D -31 1- 4- 4 Individual building component bl accordance with 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 -48 3- 9- 1 ANSI/TPI 1-1995 and NDS-97 to be Incohporated Bld Type= Ell L= 58.0 ft W- 12.6 ft Truss support 1 609# ppo -70 6- 1-15 as part of the budding design by a Building Designerlregtatered in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Support 2 591# TC Vert L+D - 98 8- 6-12 architect or professional engineer{. When reviewed for approval by the Impact Resistant Covering and/or Glazing Req PROVIDE HORIZONTAL CONNECTION PER SCHEDULE TC Vert L+D BC Vert -127 10-11-10 building designer, the design loadings shown MAX LIVE LOAD DEFLECTION: Support 1 263# L+D BC Vert L+D -6 1- 4- 4 3- must be checked to be sure that the data shown are to ogee —tit with the local budding codes. climatic records lords, L/577 at JOINT # 5 L=-0.25" D= 0.00" T=-0.25" .TC... FORCE... CSI ..BC... FORCE... CSI BC Vert L+D BC Vert L+D -19 9- 1 -44 6- 1-15 -60 8- 6-12 pecdorsnow protect specNcations or specL 1 applied loads. proI.ject or special MAX HORIZONTAL TOTAL LOAD DEFLECTION: ^ 1- 2 -2252 0.81 6- 5 2129 0.52 BC Vert L+D -76 10-11-10 Unless shown, truss has not been designed for slorageoroccupancyloads. Thedeslgnassumes compression chords (top or bottom) are con Wm- T. 0. 06 MAX HORIZONTAL LIVE LOAD DEFLECTI�31111 T. 0. 06 ^ _ 2- 3 06 0.92 5- 167 0.47 48# 70N ----MAX. REACT NS PER BEARING LOCATION ----- 9i4rLoc Verbiiz Uplift Y-Los Type ousty braced by sheathing unless otherwise '�,3 ¢ 0-10 71 0 -591 TOP H-ROLL specified. Where bottom chords in tension are RMB = 1.00 13-1-14 0- 4-13 678 263 -609 PIN not fully braced laterally by a properly applied 1 rigid ceiling, they should be braced at a 2 3 m —hro n spacing of IO'-W o.c. Connector plates shad be manufactured from 20 gauge hot 3 3 dipped galvanized steel meeting A4IM A 653. Grade 40. wdess otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shad review thi� drawing to verify that this drawing Is In conformance with the fabricator's plans and to read- o continuing responsibility for such verl- nouon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be hnslalled over knotholes, knots or distorted grain. Member shall be cut for tight Biting wood to wood bearing. Con- nector plates shad be located on both laces of the truss with nxlLs fully Imbedded and shall be syTmm. 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 stall meet at the centmid of the webs unless otherwise shown. Connector ptnte sizes are minimum sizes bisect on the foes shoran and may need to be tric--d for certain hand- Ung and/or erection stresses. This truss is not to be fabricated with fire ret-dant treated Itunber unless otherwise shown. For additional Information on quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recornmendatlons are to be followed In accordance with -Handling Insiddng A Bmcing'. HID-91. Trusses are to be handled with particular care during banding and bundling, delivery and iutadatlon to amid damage. Tempommy and permanent bracing for holding trusses in a slralght and plumb pos. Ilion and for resisting lateral forces shad be designed and instated by others. Careful hand. ling is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bmr.Ing during InstallalJon between trusses to avoid toppling and dombnolog. The etpentslon of erection of trosses shad be took, the control of persons experienced hn the Installation of trusses. Professional advlm shall be sought If needed. ConcenlraUon of construction Inds greater than the design loads shall not be applied to hisses at any time. No foods other than the weight of the erectors shall he applied to trusses until alter ad fastening and bracing Is completed. 4-5-10 0-6-1 0-2 I 1.68 I I 0-1-0 I T 1-7-7 I 2-6-10 11-6-10 6 5 4 G78# 9.56" 1-10-9 719k 2.50" (R�� G# 146-10 —0 88-00 EXCEPT AS S11OWN PLATES ARE TL2�0 GA TESTED PER ANSI/TPI 1-1995 44N GO/! 76p (I RO-8-5) _ scale = 0.4437 (Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.OVIEDO.FL32766 f)—i-- Aln,rir A,,..1..,;, WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not election brnchng, wind bracing. portal bracing or stmlf- bracing 1011ch Is a fan of the building design and Much most be considered by the building desigrut, Bracing shown La for lateral support of truss members only to reduce buckling I—gih. Provisions must be made Io anchor fale,al bracing at ends and specified locations determined by the budding designer. Additional bracing of the overall structure may be required. ISee HIB-91 of TPd. Rnnss PL to Institute. TPI, is looted at 583 D'Onofrto Ddve. Modlsan. Wisconsin 53719). 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 TOTAL 33.0 psf Truss ID: L2 Date: 4-22-03 DurFac - Lbr: 115 Dull - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCE: 09.20-02 I _ 1 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: L3 61TY:2 DESIGN INFORMATION This design is loran hhdMdual building component and has been based on bdommation provided by the client. The designer disclaims any responsibility for damages as a result of faulty or hi[urect Information. specifications and/or designs furnished to the hiss designer by tie client and the corectness or accuracy of this information as It may relate to a spe- cific project and accepts no responsibility or exercises no ccntrol with regard to fabrim- Uon, handling. shipment and Installation of trusses. This tress has been designed as an bmdMdual building component. m accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated ns 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 climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss tins not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) are mnUnu- ouely braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced l terauy by a properly applied rigid ceding, they should be braced at a maximum spacing of 10'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTA1 A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. Lite fabricator sha8 review this drawing to verify that this drawing Is In conformance with the fabricators plans and to realize a conWomg responsibility for such veri- ncatlon. Any dtscfepancies are to be put in wrttbng before cutting or fabriatian. Plates shall not be Installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- ncetor plates shall be located on troth faces of the truss with ..it. fully Imbedded and shall be synm. about thejnbn unless otherwise shown. A 5x4 plate is 5' wide x 4- long. A 6,x8 plate is 6' wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of lire webs unless otherwise shown. Connector plate si . are minimum sizes based on the forces shown and may need to be increased for certain hand- Wng and/or erection stresses. This Wss is not to be fabricated with lire retardant treated lumber unlessotherwise shown. For addltianal Information on (duality Control refer to ANSI/1-PI 1-1995 PRECAUTIONARY NOTES All bracing and erection reeouunendations are to be followed In accordance with -Handling Installing & Bracing', I11B-91. Trusses are to be handled with particular care during !sanding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing Ion holding uusses In a straight and plumb pos- Ilion and for reststing lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal pieenutionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of uuases shall be under the control of persons experienced W the bsaBaUonn of wsses. Professlonal advice shall be sought 8 needed. Concentration of construction loads greater than the design loads shall riot be applied to trusses at any time. No loads other than the weight of the rectors shall be applied to trusses untilafter all fastening and bracing Is completed. TOP CHORDS: 2x12 SP #2 BOT CHORDS: 2x8 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2 2-PLY TRUSS! fasten w/3"X 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 594# Support 2 594# MAX LIVE LOAD DEFLECTION: L/634 at JOINT # 3 L=-0.16" D=-0.17" T=-0.32" MAX HORIZONTAL TOTAL LOAD DEFLECTION: Te, 0.08" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.04" MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced lidless noted otherwise. This 2-PLY truss designed to carry 19, 4" span framed to BC one face 01 0" span framed to TC opposite face WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I- 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L= 58.0 ft W= 8.9 ft Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -26 0.01 6- 5 0 0.88 2- 3 0 0.01 5- 4 0 0.75 RMB = 1.00 , 2-11LYS REQUIRED 8X10 =_ ===Joint Locations======—=o====-. 1) 0- 0- 0 3) 8-10- 8 5) 6- 4-12 2) 6- 4-12 4) 8-10- 8 6) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To BC Vert L+D -314 0- 0- 0 -314 8-10- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1394 0 -594 BOT PIN 8- 8-12 1394 0 -594 BOT ' H-ROLL This truss has not been designed for ROOF PONDING. Building designer must provide adequate drainage to prevent ponding. (0.25 in./ft. min. slope to drain). Truss must be marked to prevent UPSIDE DOWN erection. 4X8 3X6 5X6 1394# 3.50" ill 8-10-8 EXCEPT AS SHOWN PLATES ARE. T1.20 CA TESTED PER ANSI/TP1 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD. FL.. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050008 t005 VANNFSSA DROVIFDOXI-32766 WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erection bracing. wind bracing, portal bracing or shnllar bracing which Is a part of the building design and which most be considered by tie building designer. Drachmg shown is for Lateral support of truss members only to reduce buckling length. Provlsiuns must be made to anchor lateral bracing at ends and specified locations determined by the building deslgmer. AddlUtinal bracing of the overall it—tute nay be —pitted. (See HIB-91 .1 MI. ffruss Plate Imrltute. TPI. Is looted M 583 D'Onofdo Drive. Madison. Wisconsin 53719). 3-0-0 I 4 1394# 3.50" scale = 0.7000 Eng. Job: W HEK Ding: Truss ID: L3 Dsgnr: TLY CI)k: Date: 4-22-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFae - Plt: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 1)sf Design Criteria: TPI Code Desc: FLA TOTA1, 33.0 psf V:09.05.02- 21716- ; Design: Matra Analpsis JOB PATH: C.'ITEE-LOXIHOMEDIR 11CS: 08.20.02 WO: CHEK3 WE: JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. DESIGN INFORMATION This design is for an individual budding component and has been based on Information provided by the client- The designer dlsclahos any r.ponslbWty for damages as a result of faulty or Incorrect Information. specifications and/or dmlgns lumished to the truss designer by the client and the correctness or accuracy of this Wonnaton as It may relate to a spe- clflc project and accepts no responsibility or -ercis- no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This truss has been designed as an individual budding component In accordance with ANSI/TPI 1-1995 and NOS-97 to be incorporated as part of the budding design by a Budding Designer (registered architect or professional engineer). when reviewed for approval by the building desIgner, the dslgn loadings shown must be checked to be sure Ural the data shown are Ur agreement with the local building cods. local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for stomge or occupancy loads. The destgn assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise speciNed. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a rnavinum spacing of 10'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped gahanlzed steel meeting AMI A 653, Cmde 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shad review this drawing to verify that this drawing is In conformance with the labnntor's plans, and to realize a mnitnuing responslbWty for such vert- Ucatlon. Any discrepancies are to be put in writing before cutting or fabrication. Plats shall not he installed over knot,.]-. knots or distorted grain. Members shall be cut for tight fitting wool to wood bearing. Con- nector plat- shall be located on both faces of the truss with nails fully imbedded and shad be Byrn. about the Julnt unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6.8 plate is 6' wide x 8' long. Slots Iholesl run parallel to the plate length specified. Double cuts on web members shall meet at the centmid of the web 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 lurntrcr unless otherwise shown. For addlLfonal WomhaUon on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recormnendatiom are to be followed In accordance with 'Handling I-WRng A Bracing'. HID-91. Toss -we to be handled with particular care during landing and bundling. delivery and tnstallallon to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Illon and for resisting lateral forces shad be designed and installed by other. Careful hand. ling is essential and crecunit ,racing is allays required. Normal precautionary action for lmwes requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervtston of erection of trusses shall be under the control of persoru experienced in the installation of truss-. Professional advice shall be sought If needed. Concentration of construction loads gicater than the design loads shall not be applied to truss- at rmy time. No loads other than the weight of the c......s shall ire applied to muss until after all fastening and bracing I. completed. TI: M 9TY:12 Analysis based on Simplified Analog Model. _==_ _ __=====Joint Locations=========______'. MULTIPLE LOADS -- This design is the 1) 0- 0- 0 3) 10- 8- 8 5) 5- 4- 4 composite result of multiple loads. 2) 5- 4- 4 4) 10- 8- 8 6) 0- 0- 0 All COMPRESSION Chords are assumed to be ----MAX. REACTIONS PER BEARING LOCATION----- continuously braced unless noted otherwise. X-Loc Vert Horiz Uplift Y-Lois Type Shim or wedge if necessary to achieve full 10-10-12 357 0 -518 TOP H-ROLL bearing. 0- 4- 0 432 243 -448 BOT PIN PROVIDE UPLIFT CONNECTION PER SCHEDULE: PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 448# Support 1 243# Support 2 518# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -1003 0.54 6- 5 924 0.23 2- 3 -92 0.41 5- 4 924 0.29 U — 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= 125niph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type= Encl L= 58.0 ft W= 10.7 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.08" D- 0.02" T=-0.07" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" RMB = 1.15 0-6-6 0-11-8 __L T 1-8-1 2-6-5 2.00 I 0-8 0 0-3-8 I I� l y 10-0-8 6 I 5 4 433N 8.00" 3 4 2.50" 1-71 -2�O " �(R1-7-0)� 10-8-8 k`(RO-2-15) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSIPi'PI 1-1995 scale = 0.4694 YYAKNINIU: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: CHEK3 Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D`vg: Truss ID: M CONTRACTOR. BRACING WARNING: Dsgnr: TLY stilt: I Date: 4-22-03 TIC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARON DA WAY SAN FORD, FL. 32771 Braclnp, shown on this drawing is not eection bractrhg, wynd bracing. pm,] bracing.r sir ,I1. r bracing which is a fart of the building design and which must he considered by the building designer. Bracing TIC Dead 7.0 psf DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 shown is for Lateral support of truss meuabcm only to reduce buckling length. Provisions must be BC Live 0.0 psr O.C. Spacing: 24.0u TOMAS PONCE P.E. made to anchor lateral bmchhg at ends and specified locatioru determined by the building designer. Addlu.nal bracing "1 the -emd ir structure may be requed. (see Ilia-91 of Tz n. $C Dead lo.o cash Design Criteria: TPI LICENSE #0050068 (rruss Plate Institute. TPI, is located at 583 D'Onofno Drive. nladison. Wisconsin 53719). Code Dese: FLA „- 1005 VANNE55A DIL0VIED0,FL3MG TOTAL 33.0 psf V:09.05.02- 21717- ) ,,.. ,our. a.rucc-LVAIn(/A7CUU( HCS: 03.20.02 i I I JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: N 9TY:2 DESIGN INFORMATION This design is for an hhdhldual building component and has been based on inumtal on provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information, specifications and/or designs lumlshed to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spc. clfic project and accepts no responslbWly or exerelses no control with regard to fabrica- tio, handling. shipment and b,.WlI.Uon of trusses. This truss has been designed as an bidtvldual 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, local climatic records for wind or snow loads. project spectfiraU"ns or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords Ilop or bottom) are continu- ously braced by sheathing, unless otherwise specified. Where bottom chords In tension are not fully braced Laterally by a property applied rigid cefllng, they should be braced at a maximum spacing of 10'-0' o.e. Connector plates shall be manufactured tram 20 gauge hot dipped galvanized steel meeting ASTid A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to v Ify that Uds drawing ls in conformance with the fabricator's plans and to reailze a continuing responsibility for such ved. flea l . on. Any discrepancies are to be put In writing before cutting or Iabri©von. Plates shall not be lo""tied over kri.U,.I-. knots or distorted grahi. Mnnbers shall be cut for Ught 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 5.4 pl to is 5- wide x 4' long. A Gr8 plate Is G' wide x 8' king. slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centmld of the webs unless otherwise shown. Connector plate sizes arc mmmmurn sizes based on the forces shown and may need to be Increased for certain hand. Iing and/or erection stresses. Thls 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 All bracing and erection recormuandauans are to be followed in accordance with 'llandlmg WAt Bracing'. fit 0-91. Trusses are to be handled with particular core during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight wid plumb pm- It1on and for misting lateral furies shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avuld toppling and dominomg. 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 conslrucuon loads greater than the design loads shall not be applied to trusses at any Wne. No loads other than the weight of Ihe. er ct is'halt be apphed to trusses unW after all fasle»mg and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 WndLod per ASCE 7-98, C&C, Ve, 125uph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W. 10.2 ft Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 Let-0.07" D= 0.01" T=-0.06" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.06" RMB = 1.15 0-6-6 1 MULTIPLE LOADS -- This design is the ==_ _====e:= Joint Locations=====__==______• composite result of multiple loads. 1) 0- 0- 0 3) 10- 3- 0 5) 0- 0- 0 All COMPRESSION Chords are assumed to be 2) 5- 1- 8 4) 10- 3- 0 continuously braced unless noted otherwise. ----MAX. REACTIONS PER BEARING LOCATIONN----- Shim or wedge if necessary to achieve full X-Loc Vert Horiz Uplift Y-Loc Type bearing. 0- 4- 0 417 264 -419 BOT PIN PROVIDE UPLIFT CONNECTION PER SCHEDULE: 10- 1-12 331 0 -520 BOT H-ROLL Support 1 419# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 2 520# Support 1 264# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 983 0.51 5- 0 -904 0.27 2- 3 -103 0.54 0- 4 -1150 0.40 10-3-0 1 2 3 r 4.00 2.00 0-8� 9— 9-7-0 5 4 418# 8.00" 332# 2.50" 1-7-2 I �e 01 10-3-0 (Ri 7 U) I EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPi 1-1995 scale = 0.4971 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: O: CHEK3 Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: N CONTRACTOR. BRACING WARNING: Dsgnr: TLY ICU: Date: 4-22-03 TIC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARONDA WAY Bracing shown on this drawing is not erection bracing. wind bracing. porinl bracing or similar bracing TIC Dead 7.0 psf DurFae - Pit: 1.25 SAN FORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 which is a part of the building design and which must be considered by Elie building designer. Bracing shown Is for L foal support of truss members only to reduce buckling length. Provisions must be RC Li {'e �.n f pS O.C. Spacing: 24.Onn TOMAS PONCE P.E. made to inch., Lateral bmcing at ends and specified locations determined by the building designer. Additional bracing of the metal] structure may be required. (See HIB-91 of il'I). BC Dead toml] p Sf Design Criteria: TPI LICENSI-- #0050068 Rn1ss Plate Institute. 171, ls located at 583 D'O.afria Drive Madison. Wisconsin 53719). Dese: FLA IWS VANNMSA DROVIEDO.i'L_ ta27GG TOTAL O I AL 33.0 Dsr x/•no nr. n7_ 71 71 In ✓r.m6n. mrana n, a IV. r/IIIC L alirr-LVAlnvmeLnrc HCS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: DESIGN INFORMATION This design Is for an indMdual building component and has been based on information provided by the client. The designer disclaims any map onslbWty for damages as a result of faulty or incorrect information, specif mtkins and/or designs fumtshcd to the truss designer by the client and the correctness or accumcy of this Information as It may relate 10 a spe- cific project and accepts no responsibility or exercises no control with regard to fahrlca. lion, handling. shipment and Installation of trussea. This truss has been designed as an In=clual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building desllgn 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 chrnatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has nor been designed for storage or occupancy loads. The design assumes compresslon chords hop or botmml are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceWng. they should be braced at a maximum spacing of 10'-O' o.c. Connector plates shall be manulaclured from 20 gauge hot dipped galvanized steel meeting ASIM A 653, Grade 40. unless odretwts. shown. FABRICATION NOTES Prior to fabrlotion, the fabricator shall review this drawing to verify that this drawing Is In conformance with the fabri©tors plans and to realize a contnumg resportslbWty for such ver/- Il�atlon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Wtalied over knothole. knot1 or distorted gran. Members shall be cut for tight fitting wood to wind bearing. Con- nector plat" shall be located on both faces of the truss with nails fully Imbedded and shall be syrn. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4- long. A 6x8 plate is G wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts an web members shall meet at the cenlroe ld of the wbs unless otherwise shown. Connector plate sizes are minimum sizes based on lire fore" shown and may need Io be tried for certain hand- [ng and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For addluonal Information on Quality Contra] refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with 'Handling Installing A Bmcng% HIB-91. Truss" are to be handled with porilcular care during bundmg and bundling, delivery and bulallation to avoid damage. Temporary and permanent bracing for holding Uvss" In a straight and plumb pos- Itlon and for resisting lateral form shall he deslgnel and installed by others. Careful hand- Wng b essential and erection bracing is allays required. Normal precautionary action for truss" requires such temporary bracing during Installation between trusses to avoid toppling and dornmong. The supervsion of erection of Inusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be nppled 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 WndLod per ASCE 7-98, CSC, V. 125mmph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 58.0 ft W. 7.2 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" D= 0.00" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB - 1.15 3-2-11 0-6-6 TI: O QTY:2 MULTIPLE LOADS -- This design is the =__=====_=====Joint Locations=======____== composite result of multiple loads. 1) 0- 0- 0 3) 7- 3- 0 5) 0- 0- 0 All COMPRESSION Chords are assumed to be 2) 3- 7- 8 4) 7- 3- 0 continuously braced unless noted otherwise. ----MAX. REACTIONS PER BEARING LOCATION----- Shimor wedge if necessary to achieve full X-Loc Vert Horiz Uplift Y-Loc Type bearing. 0- 4- 0 319 257 -420 BOT PIN PROVIDE UPLIFT CONNECTION PER SCHEDULE: 7- 1-12 232 0 -446 BOT H-ROLL Support 1 420# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 2 446# Support 1 257# ..TC...FORCE ... CSI ..BC...FORCE...CSI 1- 2 712 0.26 5- 0 -787 0.14 2- 3 -81 0.29 0- 4 -883 0.18 2.00 I 0-8-0 Uzi 1 6-7-0 5 4 319# 8.00" 233# 2.50" 1-7-2 r (R1-7-0) "1e 7-3-0 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 DIt.OVIEDOXI-32766 YYAKNINU: READ ALL NOTES ON THIS SHEET. Eng. Job: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgitr: TLY clik: BRACING WARNING: TIC Live 16.0 psf Bracing shown on this drawing Is not erection bracing. wind bracing, portal bracing or similar bracing TC Dead 7.0 psf which is a pant of the building deslgu and which must be considered by the building designer. Bracing shown is for lateral support of truss niembers only to reduce bucking length. Provisions must be BC Live 0.0 psr made her anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall st—lure may be required. IS- 1)IB-91 of TP9. BC Dead 10.0 psf Irruss Plate Institute. TPI, is looted at 583 D'Onofrio Drive, Madison. Wisconsin 53719). TOTAL 33.0 scale = 0.6513 Truss ID: O Date: 4-22-03 DurFac - Lbr: 1.25 DurFac - Plt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA win "Aire to/tt-LUA1/iVMhJJ/H ffCS: 09.20.02 I I I JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: P QTY:2 DESIGN INFORMATION Thfs design is for an Individual building cunnpone it and has been based on Information provided by to client- The designer disclahns any respomibWly for damages as a result of faulty or Incorrect Information, specifications and/or designs furnished to the truss designer by to client and to correctness or accuracy of this Information as It may relate to a spe- cific project and accepts no responsibility or c,tercises no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This truss has been designed as all Individual building component m acconlance with ANSI/TPI 1.1995 and NDS-97 to be Incorporated as pan of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building d-Wer, the design loadings shown must be checked to be sure that the data shown are In agreement with the hoc 1 bulldh,g codes. lonl chloulue rvoords for wind or snow loads. project specn-Uons 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 commu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are out fully brace,t laterally by a properly applied rigid celLng. 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 ro9ew this drawing to verify that this drawing Is in conformance with the fabrimtoes plans and to realize a continuing responsibility for such ven- flcallon. Any dlscrepancles are to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted gram. Mernbers shall be cut for light filling wood to wood tearing. Con- nector plates shag be located on both faces of the truss with naft fully imbedded and shall be. syrn. about the joint unless otherwise shown. A 5.4 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 We centld of the webs unless otherwise shown. Connector plate sizes are inlni nurn 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 hunter unless otherwise shown. For addlUonal bdormatlon on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to the followed In accordance with"Handling ImumWng & Braemg-. 11IB-91. Trusses ore to be handled with particular cue durtng banding and bundling, delivery and Installation to avoid damage. Temporary and per,anenl bracing for holding trusses In a straight and plumb pm - Ilion and far resisting lateral forces shall be designed and installed by oilers. Careful hand- ling is essential and erection bracing is allays required. Normal precautionary action for trusses requtres such temporary bracing during Inslal)a0on between trusses to avoid toppling and dominomg. The supervision of erection of louses shall be under the control of persons experienced In the butaUauon of trusses. Professional advice shall be sought if needed. Cone, ntr Lion 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 bmcing I, completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 396# Support 2 225# Support 3 42# MAX LIVE LOAD DEFLECTION: L/999 L=-0.04" D= 0.00" T=-0.03" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 0-8-0 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. Field Connection at Support 1 must be able transfer 82 pounds of horizontal reaction .TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -31 0.39 4- 3 -173 0.19 ---== -=======Joint Locations============ 1) =___ 0- 0- 0 3) 4- 3- 0 2) 4- 3- 0 4) 0- 0- 0 --MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Lac Type 4- 1-12 87 82 -225 TOP PIN 0- 4- 0 212 117 -396 BOT PIN 4- 1-12 54 0 -42 BOT H-ROLL WndLod per ASCE 7-98, C&C, V- 125mph, He: 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type- Encl L= 58.0 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 Z I i 4 212# 8.00" 1-7-2 (R1 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/'I'PI 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.OVIEDO.FL32766 _ 2.00 4-3-0 87# 2.50" 54# 2.ff' C/L: 4-1-12 Over 3 Supports Attach ti 10d Toe - scale = 0.9442 WAKNINU: READ ALL NOTES ON THIS SHEET. Eng. Job: - W HEK A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: P CONTRACTOR. Dsgnr: TLY Cl)k: Date: 4-22-03 BRACING WARNING: rC Live 16.0 psf DurFac - Lbr: 1.25 Bracing shown on this drawing is not erection bracing. wind bmcmg, portal bmcmg or slmilw bracing TC Dead 7.0 psf DurFae - PIt: 1.25 which is a pan of the building design and which must Ica considered by the bu8ding designer. Bracing shown, is for Literal support of truss men)lers only to reduce bucklmg length. Provisions must be BC Live 0.0 psf aClll O.C. 24,On Spacing: made to anchor lateral bmcing at ends and specified locations deler,med Iry the building designer. Additional bmcmg of the metal] structure may be required. (SHIB-91 nr non. ee BC Dead 10.0 psf Design Criteria: TPI g frmw Plate Institute. TPI. is located at 583 D'Unofno Drive. Madison. Wisconsin 537191. Code Dese: FLA TOTAL 33.0 psf V:09.05.02- 21721- 1 ".., cc-Lva, urvarcum ifCS: 08.20.01 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: 9 QTY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the =_=======_ —Joint Locations=====--====-=-- 'Rills design is for an Individual building BOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1) 0- 0- 0 3) 1- 8- 4 - component and has been based on Information SLIDERS: 2x4 SP #2 All COMPRESSION Chords are assumed to be 2) 1- 8- 4 4) 0- 0- 0 provided by the edent The designer dsclabns Shim or wedge if necessary to achieve full continuously braced unless noted otherwise. ----MAX. REACTIONS PER BEARING LOCATION----- any responsibWty for damages as a result of faulty - Incorrectld-in.Umn.specWcations bearing. WndLod per ASCE 7-98, C&C, V= 125mph, X-Loc Vert Horiz Uplift Y-Loc Type and/or designs furnished to the tntssdesigner H= 15.0 ft, I- 1.00, Exp.Cat. B, Kzt- 1.0 0- 4- 0 137 63 -226 BOT PIN by the client and thecorectnessoraccuracy PROVIDE UPLIFT CONNECTION PER SCHEDULE: Bld Type= Enel L= 58.0 ft W= 1.7 ft Truss 1- 7- 0 47 0 -125 BOT H-ROLL If ttds Information as it may relate to a spe- Support 1 226# in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf cUlc project and accepts no responsibility or exercises no control with regard to fabrica- Support 2 125# Impact Resistant Covering and/or Glazing Req lion. handling, shipment and Intall uon of MAX LIVE LOAD DEFLECTION: trusses. This truss has been designed as an L/999 .. TC... FORCE... CSI .. BC... FORCE... CSI Indmelual building component In accordance with L= 0. 00" D= 0. 00" T= 0. 00" 1- 2 -3 0.01 4- 0 -56 0.01 ANSI/7-PI 1-1995 and NDS-97 to be incorporated MAX HORIZONTAL TOTAL LOAD DEFLECTION: 0- 3 20 0.01 as part of the building design by a Building T= 0 . 00" Designer Ireglstered architect or professional MAX HORIZONTAL LIVE LOAD DEFLECTION: enginecrl. When reviewed for approval by the building designer. the design loadings showt, T- 0 . 00" must be checked to be sure that 1-he data shown are In agreement with the local building codes. RMB - 1.15 local climatic records for wind or snow loads. Project speclMons or special applied loads. Unless shown, truss has not Teen designed for storage or occupancy loads. The design assurues compression chords (lop or bottom) are conllnu- I 1-84 ousty braced by shmtldng unless otherwise ',I)' 11 specified. Where bottom chords In tension arc t 2 not fully braced 6 terally by a properly applied rigid mLlhi . they should be braced at a O maalmurn spacing of 10'-O' o- Connector plate shall be: manufactured from 20 gauge hot dipped galvanized steel meeting AS- M A 653. Grade 40. unless otherwise shown. , FABRICATION NOTES Poor to fabrication. the fabricator shall review Bit, drawing to verify that this drawing is In conformance with the fabricator's plans and to _ realize a conWmuing responsibility for such veri- fication. Any discrepancies are to be put In 0 11-2 writing before cutting or fabrication. Plates shall nut Instated over knotholes. knots or distortedd grain. Memtxrs staallto cut for tight fitting wood to wood heaving. Con- 1-4-7 _ nector plates shall be located on both faces of the inns with nalis fully Imbedded and shall be sym. about the joint unless otherwise shown. A 0-6-6 widepiste is g, wide lox 4- long. A par plate U G I wide z 8' long. Slots (holes) run parallel to _1fIL the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes arc mbnbnwn sizes based on the forees shown SX8 and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated wltin nm ,clamant treated lumber unless oUerwise sti—ii. For addluonal Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES 0-8-0 All bracing and erection reconunendatlons are to be followed In accordance with "Handling II I Plate height InsiaUbng A Bracing'. HIB-91. Trusses are to l IL�_ 1-04 L = 0-2-1 be handled with particular care during banding 4 � 3 and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing 138# 8.00" 48# 2.50" for holding tresses In a straight and plumb pen- 1-7-2 Ilion and for resisting lateral forces shall be 1-84 designed and Installed by others. Careful hand- (R1-7-0) ling is essential and erection bracing Is always EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 1.5329 requited. Normal precautionary' action for trusses requites such temporary bracing durbi . InslaliZUonbetween lrussestoavoldEn Job' toppling WARNING: READ ALL NOTES ON THIS SHEET. g K and domlnoing. The supervision of erection of trusses shall to under the control of persons A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: Q exror�sbedl a �n� tti noft�es. LIMHLaronda Systems CONTRACTOR. Dsgflr: TLY Clik: Date: 4-22-03 Concenlratlon of construction lards greater TIC Live 16.0 I` DurFae - Lbr: 1.25 than the design Inds shall n"I be applied l0 4005 MARONDA WAY BRACING WARNING: tm"M at any time. No Inds other than the Bracing shown on this drawing L not erecUon bracing. wind bracing. portal bracing or similar bracing TC Dead 7.0 psf DurFae - PIt: 1.25 weight of the erectors shall be applied to SANFORD. FL. 32771 which is a part of the budding design and which umst be considered by the building designer. Bracing u trusses unit) after all fastening and bracing (407) 321-0064 Fax (407) 321-3913 shown Is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 Psf O.C. Spacing: 24.0 is completed. node to anchor lateral bracing at ends and specified ImcaUmns determined by We budding designer. )` Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overall structure may be mqubed. [See IIIB-91 of TPI). BC Dead 10.0 PSI` ULICENSE #0050068 fanslocated , Piste Institute. TPI. is loted at 583 D'Onofrlo Drive. Madison. WLsconsin 53719). Code Desc: FLA 10m51IAKNFSSA DROVIEDO.FL37766 1 O I AL 33.0 PSI` V:09.05.02- 21722- 12 e.cnA.h. nh— —r/nr JUD r-A/rl: UAILL-LUAIr1UMLVIK 11CS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: R QTY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 Analysis based on Simplified Analog Model. ==============Joint Locations=====_=====e==='. This dni;�tlsfor anindividual building BOT CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the 1) 0- 0- 0 3) 6- 0- 8 component and has been based on Information SLIDERS: 2x4 SP #2 composite result of multiple loads. 2) 6- 0- 8 4) 0- 0- 0 provided by the ehenL The destgnter dBeLaLns any responslbWty for rages as a result or This truss is designed to bear on multiple All COMPRESSION Chords are assumed to be ----MAX. REACTIONS PER HEARING LOCATION ----- faulty or incorrect Information. specifications Information. supports. Interior bearing locations PPo 9 should continuously braced unless noted otherwise. X-Loc Vert Horiz Uplift Y-Loc Type and/or designs furnished to the I-.. designer be marked on truss. Shim or wedge if Shim or wedge if necessary to achieve full 5-11- 4 126 166 -303 TOP PIN by the client and the correctness or accuracy necessary to achieve full bearing. bearing. 0- 4- 0 248 235 -422 BOT PIN or this tnfortanon as It may relate to a spe- cilic pmject and attepb no responslbNty or exercisesnn control with regard Ira fandn- Field Connection at Support 1 must be able PROVIDE UPLIFT CONNECTION PER SCHEDULE: transfer 166 pounds of horizontal reaction 5-11- 4 75 WndLod ASCE 7-98, 0 -65 BOT H-ROLL V. lion, handling. shipment and Installation of Support 1 422# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE per H= 15.0 ft, I= 1. C✓6C, 125niph, 00, Exp. Cat. B, Kzt= 1.0 bushes. n,l, truss has been designed a, an, Support 2 303# Support 1 235# Bld Type- Enel L- 58.0 ft W= 6.0 ft Truss tndMdual building component In accordance with ANSI/TPI I-1995and NDS-97tolxIncorporated Support 3 65# MAX LIVE LOAD DEFLECTION: FORCE CSI in INT zone, TCDL= 4.2 psf, BCDL- 6.0 psf as part of the building design by. Building L/419 at Mid -panel # 1 ..TC...... ..BC...FORCE ... CSI 1- 2 0.84 Impact Resistant Covering and/or Glazing Req Designer (registered architect orprofessional engldind. When reviewed for approval by the L=-0.17^ D= 0.02" T=-0.15^ -62 4- 3 -457 0.40 buildinggdesigner, the design loadings shown MAX HORIZONTAL TOTAL LOAD DEFLECTION: must be checked to be sure (),at the data Shown T= 0. 02" are in agreement with the local building codes, MAX HORIZONTAL LIVE LOAD DEFLECTION: loud climatic record, for wind or snow loads. T= 0 . 02" project specUl"Uons or special applied loads.Unless shown,truss ha, not beer, designed for RMB = 1.15 storage or occupancy loads. The design assumes compression chords hop or bottom) are eoutinu- 6-0-8 ously braced by shnthing unless otherwise specified. Whcre bottom chords In tension are 1 not fully braced laterally by. properly applied 2 rigid ceWng, they should he braced at a 10'-T Connector I --- 6.00 maximum spacing of o.c. plates shall be manufactured from 20 gauge hot dipped gnlvanlzed steel meeting ASMI A 653. Grade 40. unless otherwise shown. Attach Will, (4) 1 Od Toe -Nails FABRICATION NOTES Prior to fabrication, the fabricator shall teview ppq ICI this drawing to verify that this drawing Is In conformance with the fabricatoes plans and to realize a continuing responsibility for such verf- 2-2-8 Ucation. Any discrepancies are to be put in writing before cutting or fabrication. Plalm shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearbhg. Con- 340-3 rector plates shall be located on both faces of the truss with nails fully Imbedded and shall be s}v,, about the Joint unless othavvtse'shrnvn. A 5.4 pb to is 5" wide x 4- long. A 6.8 plate Is 6' 0-6-6 wide x 8" long. slats (holes) run parallel to the plate length Specified. Double cuts on web member sha8 meet the the 1 �- al centrold of web. unless otherwise U basen. on the for plate sizes are mbUmwn sizes based on the forces Shown _i i 3X4 1-4-2 and may need to be increased for certain hand- ling and/or erection stresses. This tnms is 3X4 not to be fabricated wilt fire retardant treated 5X6 Attach With (1) I0d Toe luml,er unless otherwise shown. For additional -Nails Information on Quality Control refer to ANSI/7PI 1-1995 3.00 I PRECAUTIONARY NOTES 0-8-0 All bracing and erection recommendations are I I to be followed In accordance with "Handling Installing d Bmcing", 1i18-91. Trines are to 1 5-4-8 be handled with particular care during banding and bundling, delivery d d instillation to avoid 248N 8.00nr 3 damage. Temporary perrnanent baci g For holding Uusses In a straight and plumb pox- I-1-9 127# 2.50" 76N Ilion and for resisting lateral forces shall be a 6-0-8 .50" designed and installed by others. Careful hand- ling b essental and erection bracing is always required. Normal for EXCEPT' AS SHOWN PLATES ARE (R I-1-7) TL20 GA TESTED PER ANSI/TP1 1-1995 Over 3 Supports C/L: -11-4 precautionary action t2i such temp bra aty) Dvssaregtttrtweent trusses toa avoid bulallatlon between Wssa to avoid la Wtg LoPPllig. scale = 0.5459 WARNING: and dommomg. The supervise— of e—U"n of trusses shall be under the control of pemons =Maronda Systems 1(, READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: D`v g: : CHEK Truss ID: R experlenced in the Installation of trusses. Professional advice sha8 be sought if needed. CONTRACTOR. Dsgur: TLY Chk: Date: 4-22-03 Imds greater Concentration of loads than th<deslgn Imds shall not the applied to bosses No Imds BRACING WARNING: 4005 MARON DA WAY TC Live 16.o hs r DurFae - Lbr: 1.25 at an time. other than the y "eightof the erectors shall be npplled to SANFORD. FL. 32771 Bracing shown on this drawing la not erector hracin wind bracing. g g g, g, portal bracing or similar bracing TC Dead 7.0 psf DurFaC - Pit: 1.25 Uusses it. after ail fastening and bracing (aU7) 321-0064 Fax (aU7) 321-3913 which Is a part of the building design and which must be considered by the building designer. Bracing shown la for lateral support of Russ manners onh• to reduce buckling length. li—islons must be BC Live 0.0 psf O.C.Spacing: 24.On h 9• B completed. TOMAS PONCE P.E. made to anchnr lateral brachngat ends and specified IoaUons detem,ined by the building designer' Additional bracing of the overall structure may be ill). BC Dead to.o Design Criteria: TPI LICENSE #0050068 required. (See HIH-91 of (fruSs Plate Institute, TPI• IS located at 583 D'ouofrlo Drive. Aladtann. Wisconsin 53719). psf Code Desc: FLA 1005 VANNESSA DP-OVn:DO.M.32766 TOTAL 33.0 psf I V:09.05.02- 21727- 16 ••a••• •••-•-• ••••w•�+ >vn r„rrr: L:Occ-LUA1tIUAfrJJIK HCS: 08.20.02 DESIGN INFORMATION This design Is for an Individual building component and has been based on Infonnai on provided by the client. The designer disclalms any responsibility for damages as a result of faulty or incorrect Information, speedlnUor and/or designs furnished to the truss designer by We client and the corectness or accuracy Of this Information as It may relate to a spe- cific pn Ject and accepts no responsibility or exercises no control with regard to fahrim- Uon. handling. shipment and Installation of trusses. This truss has been designed as an Individual budding component In accordance wlLh ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of Ue building design by a Budding Designer (registered architect or professional engtneer). When reviewed for apprrnal by the budding designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local budding codes, local ellmatic records for round or snow loads. 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 continu- ously braced by sheathing unless otherwise specified. Wlere bottom chords In tension are not fully braced laterally by a properly applied rigid ceWng, they should be braced at a maximum spacing of 10'-0' o.c. Connector plates shall to manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40. unless otherwise shmm. FABRICATION NOTES Prior to fabrication, the fabricator shall mum tints drawing to verify that Uds drawing is In conformance with Unc fabricator's plans acid to realize a continuing responsibility for such veri- llculon. Any discrepancies are to be put in writing before cumbig or fabrication. plats shall not be Installed over knotholes. knots or distorted grain. Membets shall be cut for tight fitting wood to wood bearing. Con- nector plats shall be located on loth faces of the truss with nails fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A Gx8 plate is it wide x 8- long. Slots (holes) rum parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless oUerwlse shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for cerfam hand- Ung and/or erection stresses. This truss is not to be fabricated with llm retardant treated lu abe unless oUerwase shown. For additional i swinalion on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with 'Handling Installing R Bracing". 1118-91. Trusses are to be handled with particular mre during banding aid bundling, dedvery 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 he designed and Installed by others. Careful hand - Wig is essential and erection bractng is always required. Normal piemutionary action for trusses requires such temporary bracing during Installation between trusses to av'old toppling and dombnaing. The supervision of erection of trusses shall be under the mount of persons experienced In the installation of Lrusss. Professional advice shall be sought If needed. Concentration of construction Inds greater than the design loads shall not he applied to trusses at any lime. No lo.-nds other than the weight of the erectors shall be appticd to trusses until alter all fastening and bracing t completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: S QTY:2 TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 368# Support 2 249# Support 3 55# MAX LIVE LOAD DEFLECTION: L/913 at Mid -panel # 1 L=-0.06" D= 0.01" T=-0.05" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB = I.15 3-2-3 0-6-6 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of smsltiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. Field Connection at Support 1 must be able transfer 136 pounds of horizontal reaction ..TC...FORCE...CSI ..BC ... FORCE ... CSI 1- 2 -48 0.54 4- 3 -269 0.26 _ __= =_ _ =========Joint Locations======== n1) 0- 0- 0 3) 4- 8- 8 2) 4- 8- 8 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 4- 7- 4 98 136 -249 TOP PIN 0- 4- 0 204 195 -368 BOT PIN 4- 7- 4 59 0 -55 BOT H-ROLL WndLod per ASCE 7-98, C&C, V= 125mph, He: 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L= 58.0 ft We: 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 r000 3.00 I 0-8-0 1 4-0-8 11 4 205k 8.00" 98a 2.50" 1 1 9 4-8-8 60# 2 50 (R1 1 7) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSlrl'Pi 1-1995 Over 3 Supports C/L: -7 4 (Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407)321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE- #0050068 YYAKiVINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: coming shown nn this drawing is not erection bracing, wind bracing, portal braving or stir lar bmcbng which is a part of the budding design and which must be considered by the budding designer. Bracing shown Is for lateral support of truss numbers only to reduce buckling IengLh. Prorisfons nmst Ie made to anchor Lateral bracing at ends and specdled Iocatlons determined by the building designer. AddWoml bracing of Um overall structure may be required. (See HIB-91 of TPI). (Truss Plate Institute. TPI. Is located at 583 D'Onofrio Drive. Madison. Wlsconsin 53719). Eng. Job: Dwg: Dsgar: TLY Cltk: TIC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf Attach with (4) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.6603 Truss ID: S Date: 4-22-03 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Matris Analysis JOB PATiI: CATEE-LOKIHOMEDIR TOTAL 33.0 TICS: 08.20.02 DESIGN INFORMATION This design Is for an Individual building component and has been based on bdornation provided by :lie client. nre desig re, dselatms any responsibility for damages as a result of faulty or incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy If thin information as It may relate to a spe- elflc project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling. shipment and Installation of misses. ThL, truss has been designed as an id Indivual budding component in accordance wiUt ANSI/TPI 1-1995 and NDS-97 to Ix Incorporated as part of the building design by a Building Deslguer (registered architect or professional engineer). When mimed for approval by the building designer, the design loadings shown ust be checked to be sure that the data shown are In agreement with the local building codes. loeaI climatic records far wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords Itop or bottom) are conWm- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced Literally by a property applied rigid ceiling. they should be braced at a maxbmun spacing of 10'-0" o.c. Connector plates shall he manufactured from 20 gauge hot dipped gahanlmd steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Print to fabrication, the fabricator shall miew this drawing to verify that this drawing is In conformance with the fabri®tors plains and to realize a conUnumg responsibility lur such verl- Bcatlon. Any discrepancies are to be put In wrlthng before culling or (abricntlon. Plates %hail not be installed over knotholes. knots or distorted grain. Members shall be cut for light fitting wood to wood bearing. Con- nector plates shall be located ou both faces of the truss with malls fully Imbedded and shall be sy m. about the Joint unless otherwise shown. A 5.4 plate 1s 5" wide x V king. A 6x8 plate u 6" wide x 8" long. Slots (molest run parallel to Um plate length specified. Double cuts on web members shall meet at the mntrold of the webs unless otherwise shown. Connector plate sizes arc minimum sizes based on the forces shown and may need to be increased for certabn hand- ling and/or erection stresses. This Ices- isnot to be fabricated with fire retardant treated lunnler unless otherwise shown. For additional information on Quality Control refer to ANSI/IPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recormnendations are to be followed In accordance with-Handibig Installing 6 Bracing", 1`1113-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Illon and for rest ltng lateral forces shall be designed and Installed by others. Careful hand- ling is cssentlal and crectlon bracing is always required. Normal precauUur—y action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of susses shall be under the control of persons uperlenced In We Installation of trusses. Professional advice shall be sought If needed. Concentration of consb uction loads greater ,,,an the design loads shall not he applied to trusses at any time. No loads other tinan the welght of the erectors shall be applied to busses until after all fastening and bmicbrg is completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 294# Support 2 181# Support 3 41# MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" D= 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB = 1.15 2-6-3 I 0-6-6 WO: CHEK3 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. Field Connection at Support 1 must be able transfer 99 pounds of horizontal reaction ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 35 0.28 4- 3 -112 0.15 TI: T 9TY:2 ==-- ====Joint Locations=====__======_= 1) 0-0- 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- 4 69 99 -181 TOP PIN 0- 4- 0 161 143 -294 BOT PIN 3- 3- 4 43 0 -41 BOT H-ROLL WndLod per ASCE 7-98, 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 6.00 1-6-8 0-8-2 1 3.00 I 0-8-0 2-8-8 4 3 161# 8.00" 70# 2.50" 1-1-9 3-4-8 44# 2 50" e (R1-1-7) la C/L:-3 4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI t-1995 Over 3 Supports Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DRONEW.1`1_12766 A.rvo Afm,.. 11;, ;, YYAKr41F* is READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing harm an this drawtng b not erection bracing, wind bracing. portal bracing or strnllar bracing which is it pan of the building design and which must be consldered by the building designer. Bracing sbown is for Lama] support al truss members ouh, in reduce buckling length. P—'Mons must be made to anchor lateral bracing at ends and specilled locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 or TPd. (`rruss Plate Institute, TPI, is located at 583 D'Onofno Wive. Madison. Wisconsin 53719). Attach with (3) 10d Toe -Nails Attach with (1) 10d Toe -Nails Eng. Job: Dwg: Dsgnr: TLY Clik: TIC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead t0.0 psf TOTAL 33.0 lisf scale = 0.8355 Truss ID: T Date: 4-22-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: U QTY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the ==_=_ __======Joint Locations======a,====. This design is for an Individual budding BOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1) 0- 0- 0 3) 2- 0- 8 component and and has been based on Information, SLIDERS: 2x4 SP #2 All COMPRESSION Chords are assumed to be 2) 2- 0- 8 4) 0- 0- 0 provided b)'the ellent. 'nxdelgher dbcbaMs Shim or wedge if necessary to achieve frill continuously y braced unless noted otherwise. ----MAX. REACTIONS PER BEARING LOCATION----- faulty orincorrect Information. specifications bearing. WndLod per ASCE 7-98, C&C, V= 125mph, X-Loc Vert Horiz Uplift Y-Loc Type rind/fir designs funiuhedtothe truss designer H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 0- 4- 0 127 131 -157 BOT PIN by the client and the corcct ness ., accuracy PROVIDE UPLIFT CONNECTION PER SCHIDULE: Bld Type= Encl L= 58.0 ft W= 2.0 ft Truss 1-11- 4 60 0 -191 BOT H-ROLL of this information as h may relate I. a six- Support 1 157# in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf clfic project and accepts no reponslbWly or Support 2 191# p p exercises no control with regard to fabrica- MA�yC LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req lion, handling. shipment and inslall.Uon of trusses. This truss has been designed as an L/964 at JOINT # 2 TC... FORCE ... CSI ..BC ... FORCE ... CSI individual budding component In accordance with L=-0.02" D= 0.00" T--0.02" 1- 2 -24 0.20 4- 0 -229 0.05 ANSI/TPI 1-1995 and NDS-97 to be Incorporated MAX HORIZONTAL TOTAL LOAD DEFLECTION: 0- 3 46 0.02 D part of the budding design by. Budding T= 0 . 03" Designer (registered re archsewed for or professional h MAX HORIZONTAL LIVE LOAD DEFLECTION: englncerl. When reviewed for approval by the budding deslgrer, the deign loadings shown T- 0. 04" must be checked to lx sure that the data shown RMB = 1.15 are In agreement with the local budding codes. local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, tnhss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) nee conUnu. 2-0-8 ously braced by sheathing unless oUxrvise specified. Where bottom chords to tension are not fully braced laterally by a properly applied 1 2 rigid ceiling. they should be braced at a marhnum spacing of 10'-O' o.c. Connector 6.00 plates shad be manufactured from 20 gauge hot dipped gahard-d steel meeting ASTM A 653. _ Grade 40. unless oth.—Is. shown. FABRICATION NOTES Prior to fabrication. the fabricator shall re view this drawing to verily that this drawing Is in conformance with the fabricator's plans and to rnaluc a continuing responsibility for such ved- fication. Any discrepancies are to be put In 1-2-8 wilting before cutting or fabrication. Plat— shad not be installed over knotholes. knots or distorted grain. Manbem shall be cut for tight fitting wood to wood bearing. can- 1-10-3 - necto, plat- shad be located on both faces of the truss wkh halls fully bnbedded 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 (hole) run parallel to 0-6-6 the plate length specified. Double cuts on web members shall meet at the centrold of the webs ' 04-2 unless otherwise shown. Connector plate size are mbit.= slz- based on the force shown and may need to be Increased for certain hand- 5X6 Urg and/or erection stresses. This truss is not to be fabricated with fire retardant treated Ir.utxr unless otherwise shown. For additional Information an Quality control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be foUmverlin accordance ulth 'l landling Installing R Bracing". HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and pennanent bracing for holding trusses in a straight and plumb pas - Won and for resisting lateral forces shall be deigned and Installed by others. Careful hand- Ung Is essenual and erection bracing Is allays required. Normal precautionary action for tnlsses requires such temporary bracing during Ifista11a0on between (IUSses to avold topplln, and dominoing. The supervision of ermllon of truss- shall be under the control of persons e,Xpedaeed in the Installation of buss-. Professional advice shall be sought U needed. Concentration of construction loads greater than the design loads shall not be applied to I—- at any time. No loads other than the weight of the erector shall be applied to trusses until after all fastening and bracing Is completed. 3.00 I 0-8-0 1-4-8 4 3 92-0-8 127# 8.00" 60# 2.50" (R1117) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSWI'PI 1-1995 (M!aronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407)321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 hg0.5 VANNF-SSA DfiOVIEDO.FL32766 1) ,ion- Afnrrir Aan/vdr WAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erection bracing. wind bracing. portal bracing or shndar bracing which is a pan of the building deign and which must be considered by tie building designer. Bracing shown Is Ira L tcral support of tnnss mcnnlxn only to reduce bucking Iwngth. Ihm1slons must Ix mad. to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure nnay be tequircd. (See III13-91 of TPII. rrruss Plate Institute. TPI. I, located at 583 6011.frio Drive. Madison. Msconsln 53719). TOTAL Eng. Job: Dwg: Dsgur: TLY Clbk: TIC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf 33.0 osf scale = 1.1370 Truss ID: U Date: 4-22-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA /1CS: 08.20.02 DESIGN INFORMATION Tilts design Is for an badMdual building component and has been based on Information provided by the ci ent. The designer diselabns any responsibility for damages as a result of faulty or Incorrect Information, specifications and/or destif- hrrnl.hed to the truss designer by the client and the correctness or accuracy of till. Information as If may relate to a spe- cific project and accepts no responslbWly, or exercises no control with regard to labrtca- Ilon. handling, shipment and installation of trusses. Thus In— has been designed as an Individual building component In accordance with ANSI/TPI I-1995 and NDS-97 to be Incorporated as part of it,. building design by a Building Designer (registered arcIdlect or professional engineer). When reviewed for approval by the building designer, the design loadings shown oust be checked to be sure that the data shown are In agreement with the local building codes, local cWnatic records for wind or snow loads, project speclfcations or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes eornpresslon chards (lop or botloml are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceWng, they should be braced at a maximum spacing of 10'-0- o.c. Connector plates shall be manufactured tram 20 gauge hot dipped galvanized steel meeting A57hl A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawling I. verify that this d-wvhg is In conformance with Um fabricator's plans and to realize a continuing responsibility for such vert- ncaton. Any dl.crepancles are to be put in writing before cutWng or fabrication. Plates shall not be Installed wee knotholes. knots or distorted grain. Members shall he cut for tjit fitting wood to wood bearing. Con- nector plain shall be located on both faces of the truss with finds 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) nun parallel to the plate length specifb d. Double cuts on web members shall meet al the cenlroid of the wets unless otherwise shown. Connector plate sizes arc minimum sizes leased on the forces shown and may need to be Increased for certain hand- Wng and/or erection stresses. Thl. truss is not to be in ricaled with file retardant treated lumber unless otherwise shown. Fur addalonal Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with 'I landling Inslalling A Bracing% HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In n straight and plumb pm- Itton and for —I ting late-] forces shall be designed and Installed by utners. Careful hand- ling b essential and erection bracing l. always required. Normal precautionary action for looses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall In under the control of persons experienced In the Installation of trusses. Professional advice shall be sought if needed. Concentration of cohsstrucllon loads greater than the design loads shall not be applied to trusses at any Ilne. No loads other than the wdght of file erectors shall be applied to Incases until after all fastening and bracing Is completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D- 0.00" T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 1-2-7 0-6-6 WO: CHEK3 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 must be able transfer 27 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type. Encl L= 58.0 ft W= 0.8 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 5 0.01 4- 3 0 0.00 ��1-1-9-1-9 (R1-1-7) 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. LICENSr #0050068 1005 VANNFSSA DROVIEDO.FL32766 TI: V QTY:2 ----==-- =====Joint Locations=====___======= 1) 0- 2- 1 3) 0- 9- 0 2) 0- 9- 0 4) 0- 2- 1 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 5- 0 28 27 -77 TOP PIN 0- 3-12 65 16 -111 BOT PIN 0- 8- 4 7 0 -1 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 Ill# Support 2 77# 0-9-0 1 2 6.00 Attach with (1) lOd Toe -Nails 0-10-14 Attach with (1) 10d Toe -Nails (. 0-9-0 �j 4 3 65# 7.50" 8# 1.50" 5000 1 Over 3 Supports 11YAKNIN%j: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erecllon b-cing, wind bracing,. Imrtal bracing or similar bracing which is a part of the budding design and which must be cohsstdehed by the building designer. Brachig shown Is for lateral support of truss members only to reduce buckling length. Provisions must be made- to anchor Lateral boleing at ands and specified locations determined by the building designer. Additional bracing of the overall structure may be required. ISee HIB-91 of'rpl). rrruss plate Institute, TPI, is located at 583 D'Onoftio Drive. Madison, Wisconsin 53719). EDg. Job: Dwg: Dsgnr: TLY Chk: TIC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf IOTA L 33.0 scale = 1.7484 Truss ID: V Date: 4-22-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.01, Design Criteria: TPI Code Desc: FLA HCS: 08.20.02 DESIGN INFORMATION This design Is for an Individual budding component and has been based on Wonnation provided by the cllent- The designer disclawts any responsibility for darnages as a result of faulty or Incorrect information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy If this Wortnation as it may relate to n spe. clBc project and accepts no responslbWty or exemis- no control with regard to fabrien- tlon, handling, shipment and Installation of trusses. This truss has been designed as an Indh9dual budding component In accordance with ANSI/TPI 1. 1995 and NDS-97 to be Incorporated as part of the budding design by a Building Designer (registered architect or professional engineer). When reviewed for approval by tire building designer, the design 1—lings shown rnusl be checked to be sure that the data shown are In agreement with the local budding codes. lord climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been de,rlgo ed for storage or occupancyloads. The design assurnes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chards in tension ate not fully braced laterally by a pt"periy applied rigid ceiling. they should be braced at a maxlmwn spacing of 10'-0- o.e. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review This drawing to verify that this drawing is In conformance with the fabricator's plans and to realize a continuing responsibility for such veri- neation. Any discmpancles are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grow. Members shall be cut for fight ntung wood to wood bearing. Con- nector plates shall be located on both faces of the truss with roads fully Imbedded and shall be sym. about the joint wd-s oL herwise shown. A 5x4 plate is 5- wide x 4- long. A 6x8 plate is 6- wide x 8' long, Slots (holes) nun parallel to the plate length specified. Double cuts on web members shall meet at the -.t-td of the webs unless otherwise shown. Connector plate trims are nuntmm usizes based on the fore- shown and may need to he 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 Infonnation on Quality Control refer to ANSIrMl 1.1995 PRECAUTIONARY NOTES All bracing and erect -fan recormnendatluns are to be followed in accordance with -Handling Installing d 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 truss- in a straight and plumb pos- Ition and for resisting lateral forces shall be designed and installed by other. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during hhstadaton between trusses to avoid toppling and dominoing. The supervision of erection of Uusses shall he under the control of persons e perlenced In the installation of cusses. professional advice shall be sought if needed. Concentration of construction loads greater than lire design loads stud not be applied to truss- at any Wne. No loads other than the weight of the erectors shad be applied to trusses until after all fastening and bracing is completed. I JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: W 6QTY:2 TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 WndLod per ASCE 7-98, C&C, V= 125niph, H= 15.0 ft, Ier 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L= 58.0 ft W= 9.9 ft Truss in INT zone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D= 0.00" T--0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: Ter 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.02" RMB = 1.00 0-6-2 1 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. End vertical(s) not designed for exposure to lateral wind pressure. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 588# Support 2 331# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 274# .TC...FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 586 0.45 5- 4 -737 0.40 2- 3 -55 0.34 ====-----=====Joint Locations------------=-- ------------ -- 1) 0- 0- 0 3) 9-10-13 5) 0- 0- 0 2) 5- 0-15 4) 9-10-13 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TIC Vert L+D 0 0- 0- 0 -88 9-10-13 BC Vert L+D 0 0- 0- 0 -38 9-10-13 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 5-11 214 274 -588 BOT PIN 9- 9- 0 417 0 -331 HOT H-ROLL 9-10-13 1 2 3 24 4-0-2 3X8 Jam' M 9-10-13 5 4 215# 11.31" 417# 2.50" 1-6-2 (RI 1 6 0) I 9-1U-13 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 1005 VANNFSSA D0.0VIEWYL-32766 scale = 0.4873 WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: W HEK A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dw'g: Truss ID: W CONTRACTOR. Dsgnr: TLY Chk: Date: 4-22-03 BRACING WARNING: TC Live 16.0 psf DurFae - Lbr: 1.25 Bracing shown on this drawing Lc not erection bracing, wind bracing, port.] bracing or sbrtlLv bracing TIC Dead 7.0 psf DurFae - Pit: 1.25 which is a part of the budding design and which must be considered by the building designer. Bracing shown is for lateral support of truss mrs embeonly to reduce buckling length. F'mvisl"re must be BC Live 0.0 psf O.C. 24,Otr Spacing: p g. made to anchor lateral boning at ends and specified locations deterohwed by the budding designer' Additional bracing of the ovemll structure may be required. (See HIB-91 of TPII. BC Dead 11).0 f Design Criteria: TPI fauns Plate Institute. TPI. Is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719). Code Dese: FLA TOTAL 33.0 psf V:09.05.02- 21 43- 3 ❑CS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: W1 QTY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 Analysis based on Simplified Analog Model. ======_= ====Joint Locations=:e ==_=_=====__' - This design is for anindhidualbudding BOT CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the 1) 0- 3- 2 3) 4- 6- 9 component and has been based on Information by WEBS: 2x4 SP #3 composite result of multiple loads. 2) 4- 6- 9 4) 0- 3- 2 provided the client. The designer disclaims any responsibility for damages asar-uftaf WEDGES: 2x4 SP #2 All COMPRESSION Chords are assumed to be bully or Incorrectrrect information. speclflcaUons This truss is designed to bear gn on multiple continuously braced unless noted otherwise. P ------------ TOTAL DESIGN LOADS _ _ _ _ _ _ _ _ and/or designs furunhed to the truss designer supports. Interior bearing locations should Field Connection at Support 1 must be able Uniform PLF From PLF To by the client and the correctness or amumcy be marked on truss. Shim or wedge if transfer 52 pounds of horizontal reaction TIC Vert L+D 0 0- 0- 0 -30 4- 8- 9 ofthis information asumay mtatetoaspe- and accepts necessary to achieve full bearing. WndLod per ASCE 7-98, C&C, V= 125 h, P BC Vert L+D 0 0- 0- 0 -13 4- 8- tine project no responsibility or zrcts- nocontrolwithregardtofabrl-- handling, PROVIDE UPLIFT CONNECTION PER SCHEDULE: H= 15.0 ft. I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Part L= 58.0 ft 9 ----MAX. REACTIONS PER BEARING LOCATION----- . shipment and Installation of trusses. ThIS trus, has been d-tgned Support 1 375# W= 4.7 ft Truss in INT X-Loc Vert Horiz Uplift Y-Loc Type a, an zone, TCDL= 4.2 psf, BCDL= 6.0 psf 4- 6-13 120 52 -430 TOP PIN individual budding component In accordance with Support 2 430# 0- 2- 8 28 121 -375 BOT PIN ANSI/TPII-1995and NDS-97tobeIncorporated as part of lire building design by. Building Support 3 56# ..TC...FORCE ...CSI ..BC...FORCE...CSI 4- 7- 2 240 0 -56 HOT H-ROLL Designer (registered architect or professional MAX LtUfi LOAD DEFLECTION: 1- 2 -10 0.42 4- 3 1 0.31 ungtncerl. When reviewed for approval by the LA 3- 0 0 0.08 building designer• the design loadings shown L=-0.01" D= 0.00" T=-0.01" must be checked to be sure that the data shown MAX HORIZONTAL TOTAL LOAD DEFLECTION: are in agreement with the local building codes. T= 0. 00" 1-1 climatic records for wind or snow Ioads, MAX HORIZONTAL LIVE LOAD DEFLECTION: project specdications or special applied loads. 1'= 0 00" Unless shown, truss has not been designed for . storage or occupancy Inds. The design assumes RMB - 1. 00 compressiau chords (top or bottom) are conlinu- mnly braced by sheathing unless otherwise 4-8-9 specified. Where bottom chords it, tension are I 2 not fully braced laterally by a properly applied rtgld ceding. they should be braced at a 4 maximum spacing of 10'-O" o.c. Connector 4 plades shall be manufactured from 20 gauge hot dipped galvanknl steel meeting ASTM A 653, Grade 40. unless otherwise shown. 3 X Connection design others. FABRICATION NOTES Prior to fabrication• the fabricator shall review this drawing to verity that this drawing is in conformance with the fabricator's plain and to make a continuing responsibility for such ved- ficatton. Any discrepancles are to be put in witting before cutting or fabrication. Plata shall not be Installed over knotholes, knotsor distorted grain. Members shall be cut 2-2-2 for tight fitting wood to wood bearing. Con- 2-5-11 ' nector planes shall be located on both faces of the truss with raft fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A rsx8 plate is 6' wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the cenLmid of the webs 0-6-2 unless otherwise shown. Connector plate sizes are minimum sixes based on the fort- shown and may need to be increased for certain hand- Attach with (4) Ling and/or erection stresses. This truss is not 4X6 3X8 2X4 10d Toe -Nails to be fabricated with fire retardant treated lumber mdess otherwise shown. For additional information on Quality Control refer to ANSI/TV] 1-1995 PRECAUTIONARY NOTES All bracing and erecUon reconunendatIons ate to followed in accordance with "Handling allbe Insting & Bracing% HIB-91. Trusses are to 4-8-9 be handled with particular care during banding 4 and bundling, delivery and installation to avoid 28# 95" 3 damage. Temporary and permanent bracing 120# 2.83" for holding trusses in a straight and plumb pos- Ilion and for resisting lateral forces shall be L �e 1-6-2 D 4-8-9 (RI-6-0) 240E 2 00" CANT: 0-0-% designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal for EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 Over 3 Supports -1.3 precautionary action trusses such Ionbneentrumpotoavoidbracing InsladatoB between truss- to avoid toppling scale = 0.8481 WARNING: ppling and dounbroing. The sups, I.,h of erection of trusses shall be under the control of peraons (!M!aronda systems READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING En Job: g• Dwg= ' Truss ID: W 1 experienced In the installation of trussn. Professional advice shall be caught d needed. CONTRACTOR. Dsgnr: TLY Chk: Date: 4-22-03 of greater Conthan 4005 MARONDA WAY TIC Live 16.o r Ps DurFae - Lbr. 1.25 the deal d, h. ,,.loads than lire dalgn bads span hat be applied to trusses time. funds BRACING WARNING: at any No other than the weight of the er"to s shall be applied to SA N FORD, FL. 32771 Bracing, shower on this drawing Ls not erection bracing, wind bracing, portal bmeing or.t if- bracing TIC Dead 7.0 psi DurFae - Pit: 1.25 trusses untilafter all fastening and bracing (407) 321-0004 Fax (407) 321-3913 which is a fart of the budding design and vtdch must be considered by the building designer. Bracing shown is for Lateral support of thus members only to reduce buckling length. Pro, tsions must Ie BC Live 0.0 psr O.C. Spacing: 24.0" is completed. TOMAS PONCE P.E. made to anchor b teral bracing at ends and specified locations deterinf ed by the building designer- Additional bracing of the overad structure may be required. (See 111B-91 of 7T0. BC Dead 10.0 psr Design Criteria: TPI g LICENSE #0050068 frnus Plate Institute, TPI, is located at 583 D'Unolio Drive. Madison. Wisconsin 53719). Code Desc: FLA 1005 VAN•NF.SSA DROVIEDO.FL327GG TO I AL 33.0 psf - V:09.05 02- 2174431 -••r•• +vu .nisi. l.:ua GUAWVMWIA TICS: 08.20.02 I I JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: Y 9TY:4 DESIGN INFORMATION This design Is for an Individual building component and has been based on Information provided by lie cli.A. nx designer dbolahns any responsibility for damages as a result of faulty or Incorrect Informauon. specifications and/or designs furnished to the truss designer by the client and the conect ness or accuracy of this Information as It may relate to a spe- clllc project and accepts no responsibility or exerebes no control with regard to fabrica- tion• handing, sIdl cut and insLIlaUon of trusses. This I-- has I— designed as an Individual building component In accordance with ANSI/TI.1 1-1995 and NDS-97 to in Incorporated as part of the building design by n Building Designer (regi teed nrehIlect or professional engbeed. When reviewed for approval by the building designer, the design loadings shown must Inc checked to be sure that the data shown are In agreement tvith the local building codes• local eWrtatic records for wind or snow loads. protect specificatons or special applied loads. Unless shown. Inns has not been designed for storage or occupancy loads. The design assumes compresslan chords (top or botlorn) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximmn spacing of MAY o.c. Connector plates shall be manufactured from 20 gauge hot dipped glvanlzed steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Rior to fabrication. the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's plans and to rwhze a mnUnuing responsibility for such veri- f1catlon. Arty discrepancies are to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted gram. Mernbers shall be cut for tight fitting wood to wood bearbng. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the Joint wdess otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 pl to Is 6- wide It 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 ndnlmum 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 addlu.n.1 InformatIon on Quality Conbol refer to ANSI/TPI I A M PRECAUTIONARY NOTES AU bracing and erection recommendations are to be followed In accordance with'HandWug InstaWng R Bracing'. HIB-91. Trusses ore 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 braring b ah-ys required. Normal precautionary action for truss" rerpuUes such temporary bmcing during Installation between trusses to avoid toppling m and doinoing. The supervision of erection of trusses shall be under the control of persons experienced In tie WtallaUon of truss". Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not In aPphed to trusses at any time. No loads other than the weight of the erectors shah he applied to in,-- until afler rill fastentug and bracing I, completed. TOP CHORDS: 2x4 SP #2 D BOT CHORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE HORIZONTAL CONNECTION PER SCHEDULE r Support 1 203# MAX LIVE LOAD DEFLECTION: L/254 at Mid -panel # 1 L=-0.33" D= 0.05" T=-0.28" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB - 1.15 0-6-6 1 I Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 must be able transfer 172 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I- 1.00, Exp.Cat. B, Rzt- 1.0 Bld Type= Encl L= 58.0 ft W. 7.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -71 1.00 4- 3 0 0.85 ========== ==J------ oint Locations========= 1) 0- 2- =0 3) 7- 0- 0 2) 7- 0- 0 4) 0- 2- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 6-10-12 151 172 -355 TOP PIN 0- 4- 0 280 203 -433 BOT PIN 6-10-12 81 0 -52 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 433# Support 2 355# Support 3 52# 7-0-0 1 2 4-0-6 I I 7-0-0 4 3 281a 8.00" 151a 2.50" 1-1-9 D, 1. 7-0-0 82a .50" EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports C/L: 6-10-12 �Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSI: #0050068 1005 VANNESSA DROVIEDOXI-32766 WAKNIN(j: READ ALL NOTES ON THIS SHEET. Eng. Job: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgnr: TLY Chk: BRACING WARNING: TC Live 16.0 psf Bracing shown on this drawing b not erection 1 m 111g. wind bracbtg, portal bracing or similar bracing TC Dead 7.0 psf which is a pat of the building design and which must be considered by the building designer. Bmcing for .hewn is for lateral support of truss members only to reduce buckling length. Provlslons must he BC Live U.0 psf made to lateral bracing nt ends and specified locations determined by the building designer. Additional bracing of the overall structure may he required. (See I IIB-91 of TPI). Ca BC, Dead 100 f .PS Bross Plate Institute, TPI. Ls located at 583 D'Unohio Drive. Madison, Wiscunsm 53719). TOTAL 33.0 psf Connection designed by others. Attach with (2) 10d Toe -Nails scale = 0.4854 Truss ID: Y Date: 4-22-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA "Ij16^. 111jy1L1 ^1Y1n1• JVn rRuc CULL-LUAUIUIILVIK HCS: 0.4.10.02 DESIGN INFORMATION This design is for an Individual building component and has been based on Infomration provided by the c11enL The deslgrrer disclaims any responsihWly for damages as a rush of faulty or Incorrect bdormation, specifications and/or designs furthshed to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- ciffe ptegect and accepts no responslbilty, o, -ere"- 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 (regstem it architect or professional engIneerl. When reviewed for approval by the building designer, the design loadings shown most be checked to be sure that the data shown arc In agreement with the local building codes. local climatic records for wind or snow loads. p"ecl specifications or special applied loads. Unless shown. miss has not been designed for storage or occupancy loads. The design asswnes compression chords (top or bottom) are couthru- ously braced by sheathing undess otherwise specifled. Where bottom chords in tension are not fully braced laterally by a properly applied rigid telling, they should be braced it a maxlmwn spacing of 10'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped plvanlzed steel meeting ASfM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawings in cordbini race with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not he Instated over knotholes. knots or distorted gmin. Member shallbe cut for tight fitting wood to woad bearing. Can. nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sru. about the Joint unless otherwise shown. A 5x4 plate Is 5' wide x 4' long. A 6x8 plate is G' wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the cenlrold of the webs unless otherwise shown. connector plate sizes are minimum sins based on the form shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not m be fabricated with fire retardant treated be Ihunber unless otherwise shown. For additional Information on Suably Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations arc to be followed In accordance with -Handling Installing A Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pas- 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 ocuon for muses requires such temporary bracing during installaton between trusses to avoid lopplklg and dominobng. The supervislon of erection of trusses shall be under the control of persons experienced In the installation of trusses. professional advice shall be sought If needed. Concentration of construction loads greater than the design bads shall not to applied to truss- al any lime. No loads other than the weight of the etectors shall Ie applied to truss- until after ail fasts Ing and bracing s completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: Z 9TY:4 TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 This truss is designed to bear on rrlultiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: L/635 at Mid -panel # 1 L=-0.10" D= 0.01" T=-0.08" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 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 147 pounds of horizontal reaction WndLod per ASCE 7-98, CRC, V- 125mph, H. 15.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 58.0 ft W= 5.1 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC...FORCE ... CSI ..BC...FORCE... CSI 1- 2 -51 0.66 4- 3 0 0.51 ===-=---== ===Joint Locations=============== 1) 0- 2 0 3) 5- 1- 8 2) 5- 1- 8 4) 0- 2- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loot Vert Horiz Uplift Y-Loc Type 5- 0- 4 110 147 -278 TOP PIN 0- 4- 0 219 191 -399 BOT PIN 5- 0- 4 60 0 -44 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE. Support 1 399# Support 2 278# Support 3 44# 3-1-2 5-1-8 4 3 219N 8.0011 110# 2.50" 1-1-9 e 5-1-8 61# 50" EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports WARNING: READ ALL NOTES ON THIS SHEET. EBg• .lob: �Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. 1Dsgnr: TLY Chk: BRACING WARNING: 4005 MARONDA WAY Bracing shown on this dmwing is not erection bracing, wind bracing, lortaI bracing or stmllar bracing SANFORD. FL. 32771 which s o part of the building design and width must be considered by the building designer. Bracing (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckibhg length, provisions most be made to anchor Lateral bracbhg at ends and specified locatlmrs determined by the building designer. TOMAS PONCE P.E. AddWanal bracing of the overall stmetum may be required. (See IIIB-91 of TPll. LICENSE #0050068 (Truss plate Institute. TPI. Is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). 1005 VANNFSSA DILOVIEDO.FL32766 TIC Live 16.0 psr TIC Dead 7.0 psf BC Live 0.0 psf BC Dead t0.0 psf TOTA L 33.0 Attach with (4) tOd Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.6197 Truss ID: Z Date: 4-22-03 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA 1),,ion- Alnrrlr An 1l ;, TICS: 08.20.02 DESIGN INFORMATION Ibis design is for an individual budding component and has been based on Information provided by the ebent. The designer disclalnrs any tesponsib Hly for damages as a result of faulty or Incorrect Idormatlon, specifications' and/or d"tgns furnished to the truss designer by the client and lire correctness or accuracy of this information as It may relate to a spe- cific project and accepts no responslbWty or exercises no control with regard to fabrlco- tlon, handling, shipment and Installation of trusses. This truss has been designed .s an Individual budding component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that One data shown are In agreement with the local building codes. local climatic records for wind or snow kinds, pr,Jecl speed©eons or special applied loads. Unless shown, truss has not teen designed for storage or occupancy loads. The design assumes cornpresslon chords (top or bottom) arc continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not rutty braced laterally by a property applied rigid ceding. they should the braced at a maxbnu i spacing of 19-T o.e. Connector plates shall be manufactured front 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabri©tion, the fabrt©tor shag review this dmwbhg to verify that this drawing is In conformance with the flbri alor's plans and to realize a continuing responsibility for such ved- Bcatlon. Any dIs—pancles are to be put In writ big before cuu-Lng or fabrication. Plates shah not be installed over knotholes. knots or distorted grain. Members shall be cut far Ught fitting wood to wood bearing. Con- nector plates shad be located on both faces of the truss with nads fully imbedded and shall be sym. about the joint unless otherwise shown. A 5.4 plate is 5- wide x 4' long. A 6x8 plate iv 6- wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts an web members shall meet at the ccntrold of the wells unless otherwise shown. Connector plate sizes are minimum sites based on the forces shown and may need to tx Increased for certain hand - Wig and/or ermilon stresses. This truss is not to be fabricated with fire retardant treated lumher unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES All bracing and erection recmnmendations am to be followed In accordance with "Handling Installing h Bracing', HIB-91. Trusses art to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and pumanenl bracing for holding trusses in a straight and plumb pos- Illon and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing Is .Mays required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing The supervision of erecuon of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shad be sought if needed. kinds Concentration of construction greater than the design loads shall not be applied to trusses at any tone. No loads other than the weight of the erectors shall be applied to trusses until after ail fastening and bracing I, completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D- 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 2-4-11 0-6-6 WO: CHEK3 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 must be able transfer 91 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V= 125mph, H- 15.0 ft, I= 1.00, Exp.Cat. B, Rzta 1.0 Bld Type= Encl L- 58.0 ft W. 3.1 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 31 0.25 4- 3 0 0.19 TI: Z 1 61TY:4 ==== _ = == --- ===Joint Locations========---= 1) 0- 2- 0 3) 3- 1- 8 2) 3- 1- 8 4) 0- 2- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3- 0- 4 67 91 -176 TOP PIN 0- 4- 0 154 118 -287 BOT PIN 3- 0- 4 36 0 -27 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 287# Support 2 176# Support 3 27# 3-1-8 1 2 2-1-2 3-1-8 4 1-1-9 1154# 8.00" 37N 2 50r 3-1-8 EXCEPT AS S110"'N PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports (Maro*nda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0004 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Afaidt Analysis Attach with (3) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.8792 WAKNIN(i: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: CHEK3 A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D%vg: Truss ID: Z1 CONTRACTOR. Dsgiir: TLY Cllk: Date: 4-22-03 BRACING WARNING: TC Live 16.0 psf DurFac - Lbr: 1.25 Bracing shown on this drawing is not erecuon bracing, wind bracing, portal bmcing or similar bmebng is TIC Dead 7.0 psf DurFae - Pit: 1.25 which . furl of the building desigil and which must be corsldered by to building designer. Bracing shown is for 4m nds tersupport of Imembers only to reduce buckling length. Provisions must be BC Live om psf 0 O.C.Spacing: 24.0" made to anchor lateral bracing at ends and speclfied locatlons dctemnlnel by the buildbng designer. Additional bracing of ttr o overall structure may be required. (See HIB-91 of TPn BC Dead 10.0 psf Design Criteria: TPI 1. g (Truss Plate Institute. TPI, Is located at 583 D'Onofrio Drive, Madison. Wiscnnsln 53719). Code Dese: FLA TOTAL 33.0 psf V-09.05.02- 21747- 3 JOB MATH: C:ITEE-LOKI/lO,1fED1R HCS: 08.20.02 DESIGN INFORMATION This design is for air Individual building component and has been based on Information provided by the client- The designer dhc4 bi s any responsibility for damages as a result of faulty or Incorrect infonnatlun. specifications and/or designs furnished to the I— designer by the client and the correctness or accuracy of Urns Itfonnauon as it may relate to a spe- cific project and accepts no responslbWty or exem's- no control with regard to fabrica- tion, handing, shipment and IlstalWUon 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 engineerl. when reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown arc In agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords hop or bottom) are contlnu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by n prnperly applied rigid ceiling, they should be braced at a maxinum spacing of 10'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped ga]viiUsed steel meeting ASTId A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shah review this drawing to verily that thL drawing is In conformance with the fabricators planes and to ealle n continuing respoosibWty- for such ved- ficalion. Any discrepancies are to be put in writing before culthg or fabrication. plates shall not be Installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wuod bearing. Con- nector plates shall he located on both faces of the t'r- with malls fully Imbedded and shall be syan, about the Joint unless otherwise shown. A 5x4 plate Is 5' wide x 4' long. A B.xil plate is 6' wide x 8' long. Slots (holes) rim parallel to the plate length spcei led. Double cuts on web members shall meet at the centrold of the webs unless otherwise slim". Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for ceriatn hand - Ling mid/or erection stresses. This truss is not to be fabricated with fire retardant treated ,under unless with shown. For nddjUonal information on Quality Control refer to ANSI /TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with'Handli "Handling Installing A Braci'1 HIB-91. Trusses am to be handled with particular care during banding and bundling, delivery and insitllalion to avoid dam ge. Temporary and pennanent bracing for holding tnisses In a straight and plumb pw- Illon and for reslsttng lateral forces shall be designed and Installed by others. Careful hand. bang is essential and crecUon bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The sap W.", of erection of trusses shall be under the control or persona experienced In the installation of muses. professional advice shill be sought If needed. Concentration of construction loads greater than the design lands shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to turves out after all fastening and bracing Is cornp,eted. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: Z2 QTYA TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D= 0.00" T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 must be able transfer 31 pounds of horizontal reaction WndLod per ASCE 7-98, CSC, V. 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt- 1.0 Bld Type= Encl L= 58.0 ft W= 1.1 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Fact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI-.BC... FORCE ... CSI 1- 2 10 0.03 4- 3 0 0.02 ======_ ====Joint Locations=====_===__==== 1) Oa 2- 0 3) 1- 1- 8 2) 1- 1- 8 4) 0- 2- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1- 0- 4 24 31 -65 TOP PIN 0- 4- 0 88 39 -165 BOT PIN 1- 0- 4 12 0 -7 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 165# Support 2 65# Support 3 7# 1-1-8 1 2 0 4 89# 8.00" 25# 2.50" 1-1-9 �19 1-1-8 13# 2._ " Attach with (1) 10d Toe -Nails Attach with (1) 10d Toe -Nails EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 1.5123 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: CHEK3 Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: I Truss ID: Z2 CONTRACTOR. BRACING WARNING: Dsgnr: TLY Clik: Date: 4-22-03 4005 MARON DA WAY TC Live 16.0 psr DurFae - Lbr: 1.25 SANFORD, FL. 32771 Bracing shown on this drawing u not erection bracing, wind bracing, portal bracing or similar bracing wldch I a part of the building design and which must be considered by the building desipier. Bracing TC Dead 7.0 psr DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live o.o psr scan O.C. S Spacing: 24.0" TOMAS PONCE P.E. made to anchor Lateral bracing. at ends and specified locations detemahed by the building designer. Additional bracing of the metal] structure may be required. [See HIB-91 of TPI). BC Dead 10.0 psr I Design Criteria: TPI LICf_NSE N0050068 (Truss Plate InsBtum. TPI. is looted at 583 D'Onafrio Drive Maduan. Wisrnnsia 53719). Code Desc: FLA 1005 VANNFSSA DP-OVIEDO.FL32766 TOTAL 33.0 pin V:09.05.02- 21748- 3 HCS: 08.20.02 DESIGN INFORMATION This design is for an Individual building component and has been based on hdoma rllan provided by the client. The designer disclabns any responslblity for damages as a result of faulty or Inconcct hdonnatlon. 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- clfic project and accepts no responsibility or exemises no control with regard to fabrica- tion, handling, shipment and Installation of trusses- lids 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 (reglstemd archllect 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 cafes. loc 1 elli—tic records for wind or snow Imds. project sPMcatfons or special applied loads. Uolw shown, muss has not been designed for storage or occupancy loads. The design assumes connpresslon chords Itop or bottom) arc contlnu- ously braced by sheathing unless otherwise speclfled. Where bottom chords in tension are not fully braced laterally by a properly applied rfgld ceiling. they should be braced at a maximum spacing of 10'-O' o.c. Connector plate shad) be manufactured from 20 gauge hot dipped galvanized steel meeting ASfM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator slmll review this drawing to verify that this drawing, is in coNornance uIU, the fabricator's plans and to realize a continuing responsibility for such veri- ncatlon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for light nittng wood to wood tearing. Con- nector plates shall be located on both faces of the Inns with nails fully Imbedded and shall be sym. about theloml unless oterwtse shown. A 5x4 plate Is 5- wide x 4- long. A 6x8 plate Is G wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shn8 meet al lire centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on tie forces shmvn and may need to be increased for certain hand- ling and/or erection stresses. This truss b not to be fabricated with are retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES Ali bracing and erection mconunendaUons are to be followed In accordance with -i landling Installing A Bracing', HIB-91. Trusses are to be handler) 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 reslslbng lateral forces shall be designed and Installed by others. Careful hand- Iing I,essentlat and erection brachng is shays required. Normal precautionary action for trusses requires such temporary bracing during hnstallatlon between trusses to avoid toppling and dunrbnoing. The supervision of erection of trusses shall be under the control of persons experienced In the mstlaatian of trusses. Professional advice shall be sought if needed. Concentration of conslruc0on loads greater than the design bads shall not be applied to muses at any these. No loads other than the ec weight of the ertors shall be applied to trusses until after all fastening and bracing is completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: _ TI: Z3 QTY:3 TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" D= 0.00" T--0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB - 1.15 2-5-15 7- 0-6-6 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 must be able transfer 99 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V. 125mph, H- 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Part L= 58.0 ft W- 3.3 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -33 0.30 4- 3 -1 0.24 =_ 1) =_ === ==Joint Locations= _ ============= 0= - 2- 1 3) 3- 4- 0 2) 3- 4- 0 4) 0- 2- 1 ----MAX. REACTIONS PER BEARING LOCATION----- X-LOC Vert Horiz Uplift Y-Loc Type 3- 2-12 71 99 -190 TOP PIN 0- 1-12 160 127 -330 BOT PIN 3- 2-12 63 0 -55 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE. Support 1 330# Support 2 190# Support 3 55# 3-4-0 1 2 Q 2-2-6 3-4-0 r / 4 3 161# 3.50" 72# 2.50" (e 1-1-9 Bill 3-4-0 63# 2 50" ( (R1-1-7) I C/L: 3-2-12 EXCEPT AS SllO%VN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. 1.103_NSt #0050068 1005 V NFSSA DROVIED0.1"L32766 n. ;.". ir.., - 1-.- Attach with (3) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.8424 W11,KIVII4V: READ ALL NOTES ON THIS SHEET. Eng. Job: HEK A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: Z3 CONTRACTOR. Dsgur: TLY Cldi: Date: 4-22-03 BRACING WARNING: TC Live 16.0 psr DurFae - Lbr: 1.25 Bricbg shown on Oils drawing is not erection bracing, wind bracing, portal bracing or similar bracing TIC Dead 7.0 psr DurFae - PIt: 1.25 which is a Ivan of the building design and which must 1,e considered by We building designer. Bracing shown is for lateral support of truss members only to reduce buckWhg lengthPr . ovisions must be BC Live 0.0 psr O.C.Spacing: 24.Orr P g• made to anchor Lateral bracing at ends and specified locations delenulned by the bulidkng designer. Additional bracing of the m•era9 suuctum may be required. (See HIB-91 of TPI). BC Della I ao psf Design Criteria: TPI (Truss Plate Institute. TPI. is located at 583 D'Onofrlu Drive, Madison, Wisconsin 53719). Code Dese: FLA 7.OTA L 33.0 psr V:09.05.02- 21749- 3 HCS: 08.20.02 DESIGN INFORMATION This design is for an Individual building component and has been based on information provided by the client The designer disclaims any msponsibWty fan damages as a result of faulty or incorrect information. specs katfons d/ar designs furnished to the tni- desigrmr by the client and the correctness or accuracy of this Information as It may relate to a spe- ciflc project and accepts no responsfbWty or u.mises no control with aegard to fabrica- tion, handling, shipment and Installation of truss". This truss has been designed as an brdtvidual budding component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated ns pall of the budding design by a Building Designer (registered arohilml or professional engineer). When reviewed for approval by the building designer, the design loadings shown most be checked to be sure that the data sh— am in agreement with the local building codes. local cli n itic records for wind or snow loads, project speMmtions ar special applied loads. Unless shown, truss has out Men designed for storage or occumes pancy loads. The design assu compmsslon chords (top or bottoml are continu- ously braced by shwt.Ing unless otherwise spec0led. Where bottom chords in tension are not fully braced laterally by a properly applied rigid celhng, they should be braced at a maximum spacing of 10'-0- o.c. Connector plat" shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASI'M A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabtoUon, the fabricator shall review this drawing to verify that this dmwbng is in confonmanm with the fabrimtoes plans and to realize a continuing responsibility for such ver O- caUon. Any dberepandes are to be put m writing before cutting or fabrication. Plat" shall not be Installed over knotholes. knots or distorted grain. Members shall be cut Per tight Utttng wood to wood bearing. Con. nector plates shall be looted on both faces of the thus with nails fully imbedded and sli all be sym. nboul 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) nrn parallel to the plate length specified. Double cuts on web members shall meet at the millrold of the webs unless otherwise shown. Connector plate sizes arc mlNm forces sizes based on the fos 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 toted lumber unless otherwise shown. For additional tnformation on Quakily Control refer to ANSi/T'PI 1- i 995 PRECAUTIONARY NOTES All bracing mid erection recorrunendations ate to be followed in accordance with-I1andWhg Installing h Bracing'. ifIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Wtallation to avoid damage. Temporary and permanent bmcing for holding trusses In a straight and plumb pos- Ition and for resisting lateral forces shall be designed and Installed by t uets. Careful hand- ling as essential and co-tIon bracing is always required. Normal precauUonary action for trusses "oil_ such temporary bracing during Installation between trusses to avold toppling and dominoing. The supervision of erecuan of insses shall M amder the control of persons experienced in tie Installation of trusses. Professional advice shad be sought If needed. Conttntration of construction loads seater than the design .it. shall not be applied to trusses at any time. No loads other than the weiglm of the erectors shall be applied to trusses until after all fastening and bracing I. completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D= 0.00" T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 WO: CHEK3 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 must be able transfer 32 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V. 125mph, H= 15.0 ft, 1- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type- Part L= 58.0 ft W. 1.1 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 10 0.03 4- 3 0 0.02 TI: Z4 9TY:2 =_ ===_======Joint Locations=============== 1) 0- 2- 0 3) 1- 1- 8 2) 1- 1- 8 4) 0- 2- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1- 0- 4 24 32 -66 TOP PIN 0- 1-12 88 39 -175 BOT PIN 1- 0- 4 21 0 -16 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 175# Support 2 66# Support 3 16# 1-1-8 1 2 0 1-1-8 �� 4 89# 3.50" 25# 2.50" 1-1-9 2n (R1-1-7) aje 1-L-R EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports C/L: 114 Lmaronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNFSSA DROVIEDOXI-32766 Design: Afmrft 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, purtal bracing or similar bracing which Is a part of the building design and which must the considemd by the building desIgner. Bracing shown is for lateral support of truss []]embers only to reduce buckWhg length. Provisions must be made to anchor Lateral bracing, al ends and specified locations determined by the building designer. Add Wonal bracing of to overall structure may M required. ISee NIB-91 of TPd. (Truss Plate Institute, TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). JOB PA711: C:17EE-LOKIII0AIEDIB Attach with (1) 10d Toe -Nails Attach with (1) 10d Toe -Nails Eng. Job: Dwg: Dsgnr: TLY Clik: TC Live KO psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 PSI` TOTAL 33.0 Dsf scale = L.5123 Truss ID: Z4 Date: 4-22-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.011 Design Criteria: TPI Code Desc: FLA HCS: 08.20.02 CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 142 PINEFIELD DR for which permit 03-00002826 has heretofore been issued on 9/12/03 has been completed according to plans and specifications filed in the office of the Buildin Official prior to the issuance of said building permit, to wit as s;n{�,F�«�t. (Ls complies with all the building, plumbing, electri 1, zorling 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 6 Inspected ZONING: Inspected UTILITIES. Water 1( Sewer Lines In Z. OytylYY Lines In Meter Sewer Set Tap Reclaimed Water ENGINEERING: I Street Drainage 2y �. Paved Maintenance Bond PUBLIC WORKS: Street Name I Street Signs 2I� t�.S�n-..v�� Lights Storm Sewer Driveway Street Work DESCRIPTION WATER -SEWER IMPACT FEES 01-APPLCTN FEE -ELECTRIC 01-APPLCTN FEE -BUILDING 01-APPLCTN FEE -MECHANIC 01-APPLCTN FEE -PLUMBING 02-ENGNG DEVLPMT FEES 01-FIRE IMPACT - RESIDENT 01-LIBRARY IMPACT FEE 01-OPEN SPACE DATE AMOUNT 9/12/03 9/12/03 9/12/03 9/12/03 9/12/03 9/12/03 9/12/03 9/12/03 10.00 10.00 10.00 10.00 10.00 59.27 54.00 279.61 PAGE: 2 CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 142 PINEFIELD DR for which permit 03-00002826 has heretofore been issued on 9/12/03 has been completed according to plans and specifications filed in the office of the Building Official prior to the issuance of said building permit, to wit as complies with all the building, plumbing, electrical, zoning and subdivision regulations ordinances of the City of Sanford and with the provisions of these regulations. STAFF APPROVAL Subdivision Regulations Apply: Yes No 01-POLICE IMPACT - RESID 9/12/03 91.93 01-RADON GAS TAX FEE 9/12/03 10.33 01-ROAD IMPACT'FEES 9/12/03 847.00 01-RECOVERY FD/CERT. PGM. 9/12/03 10.33 01-SCHOOL IMPACT FEE 9/12/03 1384.00 WD IMPACT:SINGLE FAMILY 9/12/03 650.00 SD IMPACT:SINGLE FAMILY 9/12/03 1700.00 cvk� [Lo)� qDe�'-A &e— OWNER BUILDING OFFICIAL / DATE CITY OF SANFORD. FL UTILITIES DEPARTMENT REQUEST FOR FINAL P,EINSPECTION DATE z/1Z /0y ADDRESS /%Z CONTRACTOR 176,-�5 THE BUILDING DEPARTMENT HAS PREPARED A C.OF 0. FOR THE ABOVE LOCATION AND THE INITIAL INSPECTION_ WAS' DENIED DUE a 0. U T ILITY REL,a,i EL ITEMS. THE CONTRACTOR IS REQUESTING A. REINSPECTION OF RELATED ITEMS AND IS ;NOVf,' rS FOLLOWS. INSPECTOR , oil / � � I I I I I I V CERTIFCATE OF OCCUPANCQ I , I REQUEST FOR FINAL INSPECTIgN I **** SINGLE FAMILY RESIDENCE*** * a z i i � ' DATE: 00 - i I I PERMIT #: " -aa� I I O S � IJ�`ylfl�V °' l I ADDRESS: 1 va, N `� rJ Lt v I CONTRACTOR: MARONDA 11 bl .� PHONE #: \\r�� _ �Ja� �,�1 a a �- ��� The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. Engineering DPublic Works �' >Ilities \ CONDITIO Fire YI A ❑Zoning ,n I ❑ Licensing L MOMTED ONLY IF APPROVAL IS CONDITIONAP t CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE**** DATE: - O PERMIT #: ADDRESS: 1 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 OFire ;/') :] Public Works D Utilities ❑Zoning I,q OLicensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) E2u=lur�,'f CERTIFCATE OF OCCUPANCY rived. �/a 1 REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE**** DATE: PERMIT #: a ADDRESS: \ CONTRACTOR: PHONE #: MARONDA C a The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. DEngineering ublic Works �""►M�`� `� 1 �1�3 D Utilities OFire n 1 A ❑Zoning '0 I ❑Licensing in CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) IT N E R S U R V E Y I N G 23 January 2004 City of Sanford Building Department 300 North Park Avenue Sanford, Florida 32771 Re: 142 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 W-- (66 R. Blair Kitner P.S.M. No. 3382 P.O. BOX 823 - SANFORD, FLORIDA 32772-0823 - (407) 322-2000 FEDERAL EMERGENCY MANAGEMENT AGENCY O.M.B. No. 3067-0077 NATIONAL FLOOD INSURANCE PROGRAM Expires December 31, 200E • ' ELEVATION CERTIFICATE InWrtant Read the instrudons on pages I.7. SECTION A - PROPERTY OWNER INFORMATION Fa hwanoa CwWM Use: BUILDING OWNER'S NAME Poicq Number MARONDA HOMES BUILDING STREET ADDRESS (Including Apt, Unit, Suite, arxUor Bldg. No.) OR P.O. ROUTE AND BOX NO. Company NAIC Number 142 PINEFIELD DRIVE CITY STATE ZIP CODE SANFORD FL 32771 PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) LOT 21, CELERY LAKES PHASE 1 PLAT BOOK 62, PAGES 75 & 76 BUILDING USE (e.g., Residential, Norxesidential, Addition, Accessory, etc. Use a Comments area, if necessary.) RESIDENTIAL LATrrUDE/LONGrrUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: Ll GPS (Type): ( W - #9 - ##.#1e' or ##.#####) ❑ NAD 1927 ❑ NAD 1983 ❑ USGS Quad Map ❑ Other. SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NRP COMdt1NITY NAME & COMMUNITY NUMBER B2. COUNTY NAME 63. STATE CITY OF SANFORD 120294 1 SEMNOLE I FLORIDA B4. MAP AND PANEL B7. FIRM PANEL B9. BASE FLOOD ELEVA nON(S) NUMBER B5. SUFFIX B6. FIRM INDEX DATE EFFECTNE/REWSED DATE 138. FLOOD ZONE(S) Vbne AD, use depth offbodi g) 12117CO065 E APRIL 1995 APRIL 1995 X NA B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in B9. ❑ FIS Profile ® FIRM ❑ Community Determined ❑ Other (Describe): B11. Indicate the elevation datum used for the BFE in B9: ® NGVD 1929 ❑ NAVD 1988 ❑ Other (Describe): B12 Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑ Yes ® No Designation Date SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Buiding elevations are based on: ❑ Construction Drawings' ❑ Building Under Con&ucbon' ® Finished Construction 'A new Elevation Certificate will be required when construction of the building is complete. C2. Building Diagram Number 1(Select the building diagram most similar to the building forwhich this oeffrate is being completed - see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) C3. Elevations — Zones Al-A30, AE, AH, A (with BFE), VE, V1-V30, V (with BFE), AR AR/A, AR/AE, AR/AI-AM, AR/AH, AR/AO Complete Items C3.-a4 below according b the building diagram specified in Item C2. State the datum used. If the datum is different from the datum used for the BFE in Section B, convert the datum to 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 conversion. Datum NGVD 29 Conversion/Comments Elevation reference mark used Does the elevation reference mark used appear on the FIRM? ❑ Yes ® No O a) Top of bottom floor (including basement or enclosure) 23. 24 ft(m) O b) Top of mead higher floor NA. ft(m) ❑ c) Bottom of lowest horizontal structural member (V zones only) O d) Attached garage (top of slab) 71. 74 ft(m) E g O e) Lowest elevation of machinery and/or equipment - m servicing the building (Describe in a Comments area) 2'1. 9 ft(m) E ❑ f) Lowest adjacent (finished) grade (LAG) 22.]A(m) z M O g) Highest adjacent (finished) grade (HAG) ❑ h) No. of permanent openings (flood vents) within 1 ft above adjacent grade NA ❑ ) Total area of all permanent openings (flood vents) in C3.h NA sq. in. (sq. cm) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. 1 certify that the information in Sections A, B, and C on this certificate represents my best efforts to interpret the data available. 1 understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. CERTIFIERSNAME R. BLAIR KITNER LICENSE NUMBER P.S.M. 3382 TITLE PRESIDENT COMPANY NAME KITNER SURVEYING, INC. ADDRESS CITY STATE ZIP CODE 2597 SANFORD AVENUE / j SANFORD FL 32772 SIGNATURE�t C (JCf 23 JAN2004 407�22-2000 IMPORTANT. In these spaces, copy the comesponciing inkrmation from Sesfion A. For Ina,amoe Camp Uas ' - . , BUILDING STRUT ADDRESS Ondu ft Apt, Unit Suile, ardor Bldg. No.) OR P.O. ROUTE AND BOX NO. Policy Number 142 PINERELD DRIVE 'f . CITY STATE ZIP CODE U pary NAIC Nurrber SANFORD FL 32nl SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) oommunity official, (2) insurance agentfoompany, and (3) building owner. COMMENTS ❑ Check here if attachments SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zone AO and Zone A (without BFR complete Items E1 through E4. If the Elevation Certificate Is intended for use as supporting information for a LOMA or LOMR-F, Section C must be completed. El. Building Diagram Number _(Select the building diagram most similar b the building forwhich this certificate is being completed - see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) E2 The top of the bottom floor (including basement or enclosure) of the building is _ ft(m) _kn.(an) ❑ above or ❑ below (dick one) the hghest adjacent grade. (Use natural grade, fiavaiable). . E3. For Building Diagrams H with openings (seepage 7), the rind higherfloor or elevated floor (elevation b) of the buid'ung is _ fL(m) _in.(am) above the highest adjacent grade. Complete items C3.h and C3.i on front of form. E4. The top of the plaffam of machinery andlor equipment servicing the building is _ ft(m) _in.(crm) ❑ above or ❑ below (check one) the highest adjacent grade. (Use natural grade, I available} E5. For Zone AO only. If no flood depth number is available, Is the top of the bottom floor elevated in accordance with the communitys floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown The local official must certify this infom>ation in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property ownerorowneh's authorized representative who completes Sections A, B, C (Items C3.h and C3.i only), and E for Zone A (without a FEMA4ssued oroommunity- issued BFE) or Zone AO must sign here. The statements in Sections A, R O and E are oonect to the best ofmy browfedge. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME ADDRESS CITY STATE ZIPCODE SIGNATURE DATE TELEPHONE COMMENTS ❑ Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law orordinanoe to administer the communilys floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable items) and sign below. G1. ❑ The h1lom>ation in Section C was taken from otherdocumentabon tinat has been sgnad and embossed by a licensed surveyor, engineer, or architect who is authorized by state or local law to ce * elevation information. (Indicate the source and date of the elevation data In the Comments area below.) G2. ❑ A community official completed Section E for a building boated In Zone A (without a FEMAIssued or community -issued BFE) or Zone All. G3. ❑ The following information (Items G4{5) is provided toroommunity floodplai n management purposes. G4. PERMIT NUMER G5. DATE G7. This permit has been issued for. ❑ New Construction ❑ SubstantialImprovement G6. Elevraton of asbuit lowest floor (including basemerd) of the building is: _. _ft(m) Datum: G9. BFE or (n Zone AO) depth of flooding at the building site is _ tt(m) Datum: LOCAL OFFICIAL'S NAME TITLE COMMUNITY NAME TELEPHONE SIGNATURE DATE COMMENTS