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HomeMy WebLinkAbout131 Pinefield Dr 03-2751 SFRPERMIT ADDRESS 17.>%?ie";dd lb CONTRACTOR Maronda Homes ADDRESS 1 101 N Keller Rd., Ste F Orlando, FL 32810 407-475-91 12 CRC 058496 PHONE NUMBER PROPERTY OWNER PHONE NUMBER ELECTRICAL CONTRACTOR MECHANICAL CONTRACTOR PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER MISCELLANEOUS CONTRACTOR FEE PERMIT NUMBER FEE d t7 SUBDIVISION 40100 PERMIT # (J� • DATE 000, PERMIT DESCRIPTIONA" spA PERMIT VALUATION I Ws 4191 Z SQUARE FOOTAGE �1 d y Rc\ DY CITY OF ATnIEVENT NUMBER 103-75615 T:t JJI: 1. X) 1 1: EACITY) cojNry NiNBERS . . . . . . . . . .. ITTY/ ............................................... I C' YON.r.: I; zlt ji -0. wD x CT 1 ON c Pp. Q;(.*._�Y. ()I PLAT ECOK-,i VALCCKs LX A D C R E G 0 s APPLICANT WAKE: ADCRESSu ....................... ----------------------------------- LAI-4D CAIEGCRY: 001 - Singlo Fanily Dotachod HLUS(-.-� 7YrT UDEL k0nidMtial WC, RA DEECRIPTIONa Single Family Houson %tachod - Ccnntruckhmi --------------------------------------------------------------------- RENEFIT PAT E' FEE UNIT RATE PER I A TYPE TOTAL DIE: 'I Yi 07 DINT SCHTOJIE %sc. UAIT 07 UMITS -06ALE ----------------------------------------------------------------- --- -ARTERIALS CO -WIVE 0 dwl unit 1 705.00 1 1 05.00 CCLLECTORS NORTH 0 dwl onit 1 142.00 1 0 lq2.00 C 0 L''3: D 11E CI dwl unit 1 51.03 1 1 51.00 SCHCOLS) co-winE 0 dwl unit $1,184.00 1 s I,vowoo AMDJNT DU:*:-. * 2,205.00 BY SIGNATUREs ell NOTE TO RECEIVING SIGPATCRY/APPLICANT's FAILURE TO NOTTFY PRAUR AN)) FAY; ENT MAY RLSULT !N YUJA LIABILITY FOR THE FEE. DXS1R1RUTYCNo I -COUNTY 3-CITY 2-hPPLIGhNT I -COUNTY h:& hDVISED THnT THIS IS A STATENSNT OF FETU WHICi-I :10 XnAl AND PAYARLE PRIOR TO ESSUANCE OF A BUILDINO PHRMIT,. Auso ADVISED THAT MNY RIGATS 07 YHT APPLICANT, 00 OANVN, TO APPEAL TFE CnLCULATZONS CF TEE ROAD, LlrPARY SYSIPM nM01OR (!.X'i.0:j;j XMOACT FEES NUOT DE RXERCISEO BY FILIN(*:) A WRIIIEH RECUE2T WITHIN 45 CALENDAR DAYS OF TEE RwcsXvIAt*) !;!6NhT11Nk. DnTE ABOVE, BUT MO) LnTER THAI CERTIFICATE OF OCCUPAYOV O'-4 THE RUCCEST VCR REVIEW KUST MEET TFE REQUIREVENTO OF THI::: DEVULO?MEN7 CODE. COPIES 07 THE RULES GOVERNIN3 A&PEAL!'; VOY t! PICIHO UP, CR RECLESVEO, VROM 11•.E PLOP! 10PLEXEWTATIOM OFFSCE! 1101 !All1,001T cyc"VaET, shmnoko, FLORIDA 3277!g (107) 665-7071'' Pn7KINT 2ECULD PE MADE TOc CITY OF 2ANFERY) DUILDIN("; [:'ORK BE BY CEECK UR MONEY ORCER, AND OECULD RQ"Md!HC1: 11"L A!%!D C17Y BUILDINS PERAIT NJMOER AT TFI'i:: T01" SQ471h1f) WT(ATE1101T IF; VA' ID UALY 1N CONJUACTION WITH ASSUANUE 05 Alll:' FAMILY BUILDTNG CITY OF SA.NFORD ELECTRICAL PERMIT APPLICATION Permit Number: Date: The undersigned hereby applies for a permit to install the following electrical: Owner's Name: _ Nlaronda Homes Inc., of Florida Address of Job: V, Electrical Contractor: DANIEL G. PUGLISI Residential: --%e— Non -Residential: By Signing this application I am stating that I am in compliance with City of Sanford Electrical Code. State of Florida — ---_ County of Orange pplicant's Signature EC00014 UWAaE 2003. Sworn and subscribed before me this day of State License Number NotaPublic �....'..................` ry INo comml OD0232804 rv., rn& tia�d�e nw (eooK32-42549 Flory ►Votary ALM.. I= _ AJ -,(1 41 iUM CITY OF SANFORD MECHANICAL PERMIT APPLICATION Permit Number: Date: _ _q13LD,3 The undersigned hereby applies for a permit to install the following equipment: Owners Name:' Maronda Homes Inc., of Florida Address of Job: Mechanical Contractor: GARY CARMACK Residential Non -Residential IY By signing this application, 1 am stating that I am in compliance ith City of Sanford Mechanical Code. . " - - state of Florida Applicant Signature ;ounty of Orange _ _CAC043900 -worn and subscribed before me this 5dday of State License Number U01mb-py, 2003. lotary Public Camr Doo2=M soft snow, ft rftd t,ro MM=.a kc Wa CITY OF SANFORD PLUMBING PERMIT APPLICATION Permit Number: -� O --_-- ----- Date: The undersigned hereby applies for a permit to install the following plumbing: Owner's Name: Maronda Homes Inc., of Florida Address of Job: I �) hp-pl� 1 vuft) I Plumbing Contractor: WILLIAM T. SELF Residential: _ Non -Residential: By Signing this application I am stating that I am in compliance with City of Sanford Plumbing Code. State of Florida County of Orange worn and subscribed before me this 6dday of Applicant's Sign t re Dvla�, 2003. CFC057039 otary Public 'State License Number cows ooa=a" 2V4Wftro0omN=6M City of Sanford "The Friendly City" Application for Engineering Permit - This permit shall authorize work to be done in the City of Sanford based on the approved construction plans and the information provided below: Check One: _ Right -of -Way Utilization `� ' Driveway THIS APPLICATION IS SUBMITTED BV: PROPERTY OWNERS)/APPLIC NT: n (IncApplicant Nja�me:I Y I9 1 ''L_'L1S L p� 1!' Firm: �%r�o�nC�rr� I l I 1 I • O� FIO t do, Address: r �1I t l.1(C]rl1— _ • � u t �S._ _�[--���r� � �—,J.Ll�D1J_ ^lyslf Phone: ILIA _ Fax: — l 'Ll1 l�"F) Date: -I� 1. P CT LOCATION OR ADDRESS: I.C� P j 2. TITLE OF APPROVED DEVELOPMENT PLANS: APPROVAL DATE: 3. SCHEDULE OF WORK: FROM TO EMERGENCY REPAIRS 4. PROPOSED ACTIVITY (� ;J Driveway Installation L_i Aerial Installation El Underground Utilities Bore and Jack Open Cutting of Roadway C Sidewalk Installation Other 5. SPECIFIC DESCRIPTION: 6. EXCAVATION INFORMATION: Total Length (Feet) Number of Open Roadway Cuts — 7. AERIAL INFORMATION: Length (Feet) Number of Poles (Existing) (New) IT IS UNDERSTOOD AND AGREED THAT THE RIGHTS AND PRIVILEGES HEREIN SET OUT ARE GRANTED ONLY TO THE EXTENT OF THE CITY OF SANFORD'S JURISDICTION AND THE RIGHT. TITLE, OR INTEREST IN THE LAND TO BE ENTERED AND USED BY THE PERMITTEE. THE PERMITTEE SHALL AT ALL TIMES ASSURE ALL RISKS OF AND INDEMNIFY, DEFEND, SAVE HARMLESS THE CITY OF SANFORD FROM AND AGAINST ALL LOSS, COST, -DAMAGE. OR EXPENSE ARISING IN ANY MANNER ON ACCOUNT OF THE PERMIT REQUEST BY SAID PERMITTEE OF THE AFORESAID RIGHTS AND PRIVILEGES. IN THE EVENT THAT ANY FUTURE CONSTRUCTION OF ROADWAYS, UTILITIES, STORMWATER FACILITIES, OR ANY GENERAL MAINTENANCE ACTIVITIES BY THE CITY BECOMES IN CONFLICT WITH THE ABOVE PERMITTED ACTIVITY, THE PERMITTEE SHALL REMOVE AND/OR RELOCATE AS NECESSARY AT NO COST TO THE CITY OF SANFORD, INSOFAR AS SUCH FACILITIES ARE IN THE PUBLIC RIGHT-OF-WAY. ' CALL THE PBLIC WORKS DEPT. AT (407)330-5681 TO SCHEDULE A PRE -POUR INSPECTION ' YOU DIG CALL SUNSHINE 1-800-432-4770Applicant Signature,,,48,,H2OURASEFORE Date: `. OFFICIAL USE ONLY Applicat'ion?No:�' Fee: Date: Reviewed: Public Works DATE: Utilities — _ DATE: Approved: Engineering _A DATE: — — Eng_p mt.pdf 05 �� ,ems' CITY OF SANFORD PERMIT APPLICATION 6 Permit #: J Date: June 3 , Job Address: 131 Pin Description of Work: Single Family Residence Historic District: Zoning: Value of Work: $128,488.00 Permit Type: Building X Electrical X Mechanical X Plumbing X Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS 150 Addition/Alteration Change of Service Temporary Pole Mechanical: Residential X Non -Residential Replacement _ New X (Duct Layout & Energy Cale. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets 3 Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: 3,422 Construction Type: VI # of Stories: 2 # of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X) Parcel #: 32-19-31-515-0000-1180 (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes, Inc. of Florida 1101 N. Keller Road, Suite F Orlando, FL 32810 Phone: 407475-9112 Contractor Name & Address: Russell Keith Summers 1 101 N. Keller Road,Suite F Orlando, FL 32810 State License Number: CRC058496 Phone & Fax: (407) 475-9112 Contact Person: Laurie Pellegrino Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Tomas Ponce Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford, FL 32771 Fax: (407) 321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: 1 certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that 1 will notify the owner of the property of the requirements of Florida Lien Law, FS 713. 6/30/03 Signature of ner/ Tt Date Russell Keith Summers aP ' t Owner/Agent's Name 6/30/03 Signature of Notary -State of Florida Date OV DEBBIE TIME MyCom/5/05 No. CC 999378 P "'y Kr. 1106. I.D. Owner/Agent is _X_ Personally Known to Me or Produced ID 6/30/03 Signature o Cont t r/Agent Date Russell Keith Summers Print Contractor/Agent's Name 6/30/03 Signature of Notary -State of Florida Date oc rr DEBBIE TIME ^� 09 NOTAFo My Comm Exp. Z/5/05 Fuauc No. CC 999378 Contractor/Agent is _X_ Personally Known to Me or Produced ID APPLICATION APPROVED BY: BI —Z� Wining: (Initial & Date) (Initial & Date) Utilities: FD: (Initial & Date) (Initial & Date) Special Conditions: FORM 60OA-2001 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: WI CH Address: 151 City, Stater Owner: L CT,RIC Climate Zone: Central STER Builder: Permitting Office: Permit Number: Jurisdiction Number: 1. New construction or exis New _ 12. Cooling systems 2. Single family or multi -family i Single family _ a. Central Unit Cap: 34.0 kBtu/hr 3. Number of units, if multi- y 1 _ SEER: 12.00 4. Number of Bedrooms 4 _ _ b. Central Unit Cap: 28.8 kBtu/hr 5. Is this a worst case? Yes _ SEER: 12.00 6. Conditioned floor area (ft2) 3004 ft2 _ c. N/A 7. Glass area & type Single Pane Double Pane _ _ a. Clear glass, default U facto 312.0 W 0.0 ft2 _ _ 13. Heating systems b. Default tint 0.0 ft2 0.0 ft2 _ a. Electric Heat Pump Cap: 35.4 kBtu/hr c. Labeled U or SHGC 0.0 ft2 0.0 ft2 _ HSPF: 7.40 8. Floor types _ _ b. Electric Heat Pump Cap: 28.8 kBtu/hr a. Slab -On -Grade Edge Insula 'on R=0.0, 167.0(p) ft _ _ HSPF: 7.50 b. Raised Wood, Adjacent ft2 _ _ c. N/A c. N/A 9• Wall types _ 14. Hot water systems a. Concrete, Int Insul, Exterior R=4.2, 869.0 W _ a. Electric Resistance Cap: 50.0 gallons b. Frame, Wood, Exterior R=11.0, 1194.0 fe _ _ EF: 0.92 c. Frame, Wood, Adjacent R=11.0, 278.0 ft2 _ _ b. N/A : d. N/A e. N/A c. Conservation credits 10. Ceiling types _ _ (I-IR-Heat recovery, Solar a. Under Attic R=19.0, 1663.0 ft2 _ DHP-Dedicated heat pump) b. N/A _ 15. HVAC credits PTA c. N/A (CF-Ceiling fan, CV -Cross ventilation, 11. Ducts _ HF-Whole house fan, a. Sup: Unc. Ret: Con. AH: terior Sup. R=6.0, 150.0 ft _ PT -Programmable "Thermostat, b. Sup: Unc. Ret: Con. AH: tenor Sup. R=6.0, 140.0 ft MZ-C-Multizone cooling, MZ-H-Multizone heating) Total as -built points: 34998 PASS Glass/Floo I Area: 0.10 Total base points: 39935 I hereby certify that the I by this calculation are in Energy Code. PREPARED BY:�& DATE: I hereby certify that this compliance with the Flor OWNER/AGENT: DATE: k I I k and specifications covered )liance with the Florida ilding, as designed, is in � Energy Code. 1_1% 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: EnergyGauge® (Version: FLRCPB v3.30) FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS: , , , I ' PERMIT #: I BASE:AS-BUILT GLASS TYPES 15PM .18 X Conditioned X = Points Overhang Floor Area I Type/SC Ornt Len Hgt Area X SPM X SOF = Points .18 3004.0 25.78 13939.8 Single, Clear E 1.0 13.0 10.0 63.97 1.00 636.8 Single, Clear E 1.0 16.0 40.0 63.97 1.00 2550.0 Single, Clear E 1.0 15.0 30.0 63.97 1.00 1911.4 Single, Clear W 1.0 15.0 30.0 57.68 1.00 1723.8 Single, Clear W 2.0 14.0 10.0 57.68 0.98 567.3 Single, Clear E 1.0 6.0 16.0 63.97 0.97 991.6 Single, Clear E 1.0 6.0 32.0 63.97 0.97 1983.2 Single, Clear E 1.0 6.0 16.0 63.97 0.97 991.6 Single, Clear N 1.0 6.0 16.0 30.19 0.97 470.7 Single, Clear W 1.0 6.0 30.0 57.68 0.97 1675.9 Single, Clear W 2.0 7.0 36.0 57.68 0.89 1840.7 Single, Clear S 1.0 6.0 16.0 48.22 0.94 728.4 Single, Clear W 1.0 6.0 30.0 57.68 0.97 1678.8 As -Built Total: 312.0 17750.3 IIi WALL TYPES Area k BSPM = Points Type R-Value Area X SPM = Points Adjacent 278.0 0.70 194.6 Concrete, Int Insul, Exterior 4.2 869.0 1.16 1008.0 Exterior 2063.0 1.90 3919.7 Frame, Wood, Exterior 11.0 1194.0 1.90 2268.6 I Frame, Wood, Adjacent 11.0 278.0 0.70 194.6 Base Total: 2341.0 4114.3 As -Built Total: 2341.0 3471.2 DOOR TYPES Area BSPM = Points Type Area X SPM = Points Adjacent 18.0 j 1.60 28.8 Exterior Insulated 20.0 4.80 96.0 Exterior 20.0 1 4.80 96.0 Adjacent Wood 18.0 2.40 43.2 Base Total: 38.0 124.8 As -Built Total: 38.0 139.2 CEILING TYPES Area Y BSPM = Points Type R-Value Area X SPM X SCM = Points Under Attic 1663.0 4 2.13 3542.2 Under Attic 19.0 1663.0 2.82 X 1.00 4689.7 Base Total: 1663.0 3542.2 As -Built Total: 1663.0 4689.7 FLOOR TYPES Area I BSPM = Points Type . R: Value Area X SPM = Points Slab 167.0(p) -31.8 -5310.6 Slab -On -Grade Edge Insulation 0.0 167.0(p -31.90 -5327.3 Raised 378.0 ; -3.43 1 -1296.5 Raised Wood Adjacent 11.0 378.0 1.80 680.4 Base Total: -6607.1 As -Built Total: 545.0 -4646.9 i EnergyGaugeO DCA Form 600 -2001 EnergyGaugeO/FlaRES'2001 FLRCPB v3.:s0 I FORM 60OA-2001 SUMMER CALCULATIONS Residenti I Whole Building Performance Method A - Details I ADDRESS:,,, I I PERMIT #: BAS� AS -BUILT INFILTRATION Area � IBSPM = Points Area X SPM = Points 3004.0 1 14.31 42987.2 3004.0 14.31 42987.2 Summer Base Poin s: 58101.2 Summer As -Built Points: 64390.7 Total Summer X System = Cooling Total X Cap X Duct X System X Credit = Cooling Points Multi lier Points Component Ratio Multiplier Multiplier Multiplier Points (DM x DSM x AHU) 64390.7 0.541 (1.079x 1.150 x 0.90) 0.284 0.950 10510.0 64390.7 0.459 (1.079 x 1.150 x 0.90) 0.284 0.950 8902.6 58101.2 0.42 6 24786.0 64390.7 1.00 1.117 0.284 0.950 19412.5 EnergyGaugeTm DCA Form 60OA-2001 EnergyGaugeSMaRES'2001 FLRCPB v3.30 FORM 60OA-2001 Residenti WINTER CALCULATIONS Whole Building Performance Method A - Details ADDRESS: , , , I ; PERMIT #: BASS.! AS -BUILT GLASS TYPES I i .18 X Conditioned X BWPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X WPM X WOF = Point .18 3004.0 5.86 3168.6 Single, Clear E 1.0 13.0 10.0 12.37 1.00 124.1 j Single, Clear E 1.0 16.0 40.0 12.37 1.00 496.0 Single, Clear E 1.0 15.0 30.0 12.37 1.00 372.1 Single, Clear W 1.0 15.0 30.0 13.25 1.00 397.3 Single, Clear W 2.0 14.0 10.0 13.25 1.00 132.6 Single, Clear E 1.0 6.0 16.0 12.37 1.01 199.7 Single, Clear E 1.0 6.0 32.0 12.37 1.01 399.4 Single, Clear E 1.0 6.0 16.0 12.37 1.01 199.7 Single, Clear N 1.0 6.0 16.0 15.07 1.00 240.5 Single, Clear W 1.0 6.0 30.0 13.25 1.00 398.4 Single, Clear W 2.0 7.0 36.0 13.25 1.02 484.4 Single, Clear S 1.0 6.0 16.0 9.90 1.01 159.7 Single, Clear W 1.0 6.0 30.0 13.25 1.00 398.4 ' As -Built Total: 312.0 4002.2 WALL TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Adjacent 278.0 i 1.80 500.4 Concrete, Int Insul, Exterior 4.2 869.0 3.26 2832.9 Exterior 2063.0 2.00 4126.0 Frame, Wood, Exterior 11.0 1194.0 2.00 2388.0 Frame, Wood, Adjacent 11.0 278.0 1.80 500.4 Base Total: 2341.0 4626.4 As -Built Total: 2341.0 5721.3 DOOR TYPES Area X BWPM = Points Type Area X WPM = Points Adjacent 18.0 4.00 72.0 Exterior Insulated 20.0 5.10 102.0 Exterior 20.0 5.10 102.0 Adjacent Wood 18.0 5.90 106.2 Base Total: 38.0 174.0 As -Built Total: 38.0 208.2 CEILING TYPES Area X BWPM = Points Type R-Value Area X WPM X WCM = Points Under Attic 1663.0 1 0.64 1064.3 Under Attic 19.0 1663.0 0.87 X 1.00 1446.8 Base Total: 1663.0 1064.3 As -Built Total: 1663.0 1446.8 FLOOR TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Slab 167.0(p) -1.9 -317.3 Slab -On -Grade Edge Insulation 0.0 167.0(p 2.50 417.5 Raised 378.0 -0.20 I -75.6 Raised Wood Adjacent 11.0 378.0 1.80 680.4 Base Total: -392.9 1 As -Built Total: 545.0 1097.9 EnergyGauge® DCA Form 6 1 A-2001 EnergyGaugean/FlaRES'2001 FLRCPB v3.30 FORM 60OA-2001 WINTER CALCULATIONS Residenti;I Whole Building Performance Method A - Details I ADDRESS:,,, I ' PERMIT #: BAS( AS -BUILT INFILTRATION Area BWPM = Points Area X WPM = Points 3004.0 -0.28 -841.1 3004.0 -0.28 -841.1 Winter Base Points i 7799.3 Winter As -Built Points: 11635.4 Total Winter X System = Heating Total X Cap X Duct X System X Credit = Heating Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (DM x DSM x AHU) 11635.4 0.551 (1.068 x 1.160 x 0.92) 0.461 0.950 3204.0 1 11635.4 0.449 (1.068 x 1.160 x 0.92) 0.455 0.950 2571.9 7799.3 0.6274 4893.3 11635.4 1.00 1.140 0.458 0.950 5775.6 EnergyGaugeTm DCA Form 60PA-2001 EnergyGauge®/FIaRES'2001 FLRCPB v3.30 FORM 60OA-2001 WATER �EATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details I ADDRESS:,,, I 1 PERMIT #: — BAS 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 4 25 .00 10256.0 50.0 0.92 4 1.00 2452.52 1.00 9810.1 ' As -Built Total: 9810.1 j CODE COMPLIANCE STATUS BA St AS -BUILT Cooling + Heating Points Points + Hot Water = Total Points Points Cooling + Heating + Hot Water = Total Points Points Points Points 24786 489311 10256 39935 19413 5776 9810 34998 PASS EnergyGaugeTm DCA Form 60QAi 2001 EnergyGaugeOFIaRES'2001 FLRCPB v3.30 FORM 60OA-2001 Code Compliance Checklist Residenti,I Whole Building Performance Method A - Details ADDRESS:... I PERMIT #: 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS ECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors 06.1.ABC.1.1 Maximum:.3 cfm/sci.ft. window area• .5 cfm/s .ft. door area. Exterior & Adjacent Walls 06.1.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 06.1.ABC.1.2.2 Penetrations/openings >1/8" sealed unless backed by truss orjoint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed to the perimeter, penetrations and seams. Ceilings 06.1.ABC.1.2.3 Between walls & ceilings; penetrations of ceiling plane of top floor; around shafts, chases, soffits, chimneys, cabinets sealed to continuous air barrier, gaps in gyp board & top plate; attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is sealed at the perimeter, at penetrations and seams. Recessed Lighting Fixtures 506.1.ABC.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3" from insulation; or Type IC rated with < 2.0 cfm from conditioned space, tested. Multi -story Houses 06.1.ABC.1.2.5 Air barrier on perimeter 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. AA.99 OT14PP DRCCCI7IDTNC IIACACI IDCC L... __6 ..- &... _u COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters 12.1 Comply with efficiency requirements in Table 6-12. Switch or clearly marked circuit breaker electric or cutoff gas) must be provided. External or built-in heat trap required. Swimming Pools & Spas 12.1 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 efficiency of 78%. Shower heads 612.1 Water flow must be restricted to no more than 2.5 nallons per minute at 80 PSIG. Air Distribution Systems 10.1 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 30.7.1 Separate readily accessible manual or automatic thermostat for each system. Insulation 304.1, 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 60A-2001 EnergyGaugesn/FlaRES'2001 FLRCPB v3.3,0 ENER 1. New construction or existin 2. Single family or multi-fami 3. Number of units, if multi -fa 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (W) 7. Glass area & type a. Clear - single pane b. Clear - double pane c. Tint/other SHGC - single p d. Tint/other SHGC - double I 8. Floor types a. Slab -On -Grade Edge Insula b. Raised Wood, Adjacent c. N/A 9. Wall types a. Concrete, Int Insul, Exterior b. Frame, Wood, Exterior c. Frame, Wood, Adjacent d. N/A e. N/A 10. Ceiling types a. Under Attic b. N/A c. N/A 11. Ducts a. Sup: Unc. Ret: Con. Ali: 1 b. Sup: Unc. Ret: Con. AH: 1 Y PERFORMANCE LEVEL (EPL) DISPLAY CARD STIMATED ENERGY PERFORMANCE SCORE* = 85.6 The higher the score, the more efficient the home. ELECTRIC.... 3 ! New _ 12. Cooling systems y' Single family _ a. Central Unit mily ! _ 4 _ b. Central Unit Yes _ 3004 fe c. N/A Single Pane Double Pane _ 312.0 fe 0.0 fe _ 13. Heating systems 0.0 fP 0.0 fe _ a. Electric Heat Pump Lne 0.0 fe 0.0 fe _ ane b. Electric Heat Pump don R=0.0, 167.0(p) ft _ c. N/A R=11.0, 378.Oft- _ 14. Hot water systems a. Electric Resistance R=4.2, 869.0 fe _ R=11.0, It 94.0 W _ j R=11.0, 278.0 ft- _ I R=19.0, 1663.0 fe _ aterior Sup. R=6.0, 150.0 ft _ zterior Sup. R=6.0, 140.0 ft t b. N/A c. Conservation credits (I IR-Heat recovery, Solar DI IP-Dedicated heat pump) 15. HVAC credits (CF-Ceiling fan, CV -Cross ventilation, HF-Whole house fan, PT-Progca-enable Thermostat, MZ-C-Multizone cooling, MZ-H-Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the at ove energy saving features which will be installed (or exceeded) in this home before final inpoction. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Address of New Home: *NOTE. The home's estim, This is not a Building Enet your home may qualify for Contact the Energy Gauge information and a list of ce contact the Department of Datte: S I is Ci-ty/FL Zip: Cap: 34.0 kBtu/hr _ SEER:12.00 _ Cap: 28.8 kBtu/hr _ SEER:12.00 _ Cap: 35.4 kBtu/hr _ HSPF:7.40 _ Cap: 28.8 kBtu/hr _ HSPF: 7.50 Cap: 50.0 gallons _ EF: 0.92 _ PT, _ o4THE S yTgT�.o� f�C0 Wad° d energy performance score is onl y available through the FLARES computer program. ,Rating. If your score is 80 or greater (or 86 for a US EPA/DOE EnergyStarudesignation), ergy efficiency mortgage (EEA4) int-entives if you obtain a Florida Energy Gauge Rating. D,tline at 3211638-1492 or see the Ehergy Gauge web site at tvww fsec. ucf edu for red Raters. For information about Florida's F.nerD, Efficiency Code For Building Construction, nrmunity Aj%airs at 8501487-1824. EncrgyGauge® (Version: FLRCPB v3.30) Z Maronda Systems Engineer of Record: Design Criteria: TPI Maronda Systems 4005 Maronda Way Sanford FL 32771 (407) 321-0064 Tomas Ponce, P.E. 1005 Vannessa Dr. Oviedo, FL 32765 Design: Matrix Analysis TEE-LOK software PLAN JOB # LOT ADDRESS DIV/SUB MODEL 6CL11801 118 131 PINEFIELD DR ORLN-CEL WINA4 RIGHT Fax (407) 321-3913 FL PE # 50068, WINCHESTER A 4 This structure was designed in accordance with, and meets the requirements of TPI standards and the FLORIDA 2001 BUILDING CODE for 125 M.P.H. Wind Zone. Truss loadina is in accordance with 03CF 7_9R Thaca truceac mra rincin .A f— — --- 1,, -i L..:ia:__ Truss ID Run Date Drawing Reviewed Truss ID Run Date Drawing Reviewed No. of Eng. Dwgs: 27 Truss Layout 3-26-03 Roof Loads - VT 4-11-01 TC Live: 16.0 psf TC Dead: 7.0 psf BC Live: 0.0 psf BC Dead: 10.0 psf HIP 10-20-00 A 3-21-03 Al 4-1-03 `/ A2 3-21-03 Total 33.0 psf A3 4-1-03 / DurFac- Lbr: 1.25 DurFac- Pit: 1.25 O.C. Spacing: 24.0" A4 3-21-03 A5 3-21-03 A6 3-21-03 i Floor Loads- A7 3-21-03 A8 3-21-03 TC Live: 40.0 psf TC Dead: 10.0 psf BC Live: 0.0 psf BC Dead: 5.0 psf A9 3-21-03 B 3-21-03 61 3-21-03 ✓ 62 3-21-03 (/ Total 55.0 psf H 3-21-03 DurFac- Lbr: 1.00 DurFac- Pit: 1.00 O.C. Spacing: 24.0" H1 3-21-03 ✓ J 3-21-03 J 1 3-21-03 L/ J1A 3-21-03 J2 3-21-03 J26 3-21-03 J3 3-21-03 J36 3-21-03 J4 3-21-03 J46 3-21-03 INV # DESC QNTY JUL J 6 063 DATE: _ 18331 EHUH26 18330 EHUH28 18360 SKH26R 18361 SKH26L 18362 SUH26 18370 THJ26 4 MY Y OF SAW-ORD "I 0 v v 0 C'4 40-0 "— — — J CONVENTIONAL FRAMED ENTRY 14-0 _1 _ 8-4 1 17-8 0 v v O N JOB NUMBER: WNA4 DRAWN BY DATE: (( /!:✓!rl �i_ )f \ Q G�. tJ )�lr'`r'c�(� S `1 CUSTOMER: _ PITCH: 6/12 JOB NAME: WINCHESTER A 4 REARING: 3.5" LO JUL 16 2003 - .....�.F`' saki s g`s etyr ' `;{"MESS',,i„����4'�''���`�w:�"�"�=l"ile;+,r�&,�r�;�*u•J�, � ��.- tF r �' CA,`JT10,09"g1 `; 'Ii xtdenttFies`rsafe o era'tingd a,ym,�i .%w�i3�s-�'i',.r"',," �'4` Egg" YCf4•w ...r C i .qd,°"t.�p� '"�In L P.- ttcesr o� �ls: uner�'cprl�c ©ups �#�a"t bo tl I [737rrr 'R+,u< �V;u3t �s esult it'-persor�a ;fp�'ran or�darrragetbfii?uctures B-91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES" s'heresponsibXtvoftheinstallerfbuilder buildingcontractor, licensed contractor, ectororerection contractor) to propertvreceive unload store handle install and ace metal plate connected wood trusses to protect life and property, The installer ust exercise the same high degree of safety awareness as with any other structural aterial. TPI does not intend these recommendations to be interpreted as superior the project Architect's or Engineer's design specification for handling, installing ,d bracing wood trusses for a particular roof or floor. These recommendations are sed upon the collective experience of leading technical personnel in the wood CAUTION`ciiclisactcontractorr'licErlsed contrar_tor,:arc:ctoro: k rectioncontrac torisaditsed to obtain and read the entire b6didet "Cornmentartr and i c c o �rnenc�.iuo;;s for Handling, Installing Blacipg*Me dPlate ConnectedWoo,]Trusses 91" fmm. tip' rUss?iate Institute. -A TRUSS PLATE INSTFUTE 583 D'Onofrio Dr., Suite 200 Madison, Wisconsin 53719 (608)833-5900 truss industry, but must, due to the nature of responsibilities involved, be presented as a guide forthe use of a qualified building designer or installer. Thus, the Truss Plate Institute, Inc. expressly disclaims any responsibility for damages arising from the use, application or reliance on the recommendations and information contained herein by building designers, installers, and others. Copyright O by Truss Plate Institute, Inc. All rights reserved. This document or any part thereof must not be reproduced in any form without written permission of the publisher. Printed in the United States of America. TRUSS STORAGE ,:,CAk�TIOf�: Alltempomryb acrn'gshauldkerioless than 2-A orade rnarked',Ib .ber. Atf connections s ous d be made with niinimu n of 2-16d nails: All trusses assume 2' ©ntcenter or less. All mLdti-ply trusses should be connected together in accor- dance with design. dri wings prlor.to instaitction. CAUTION:`TrussessIhould not Jbeunloaded ors rou h tlerrain o:- uevei ,4 vama�e-to:the truss M1 :=,'�tCAIJTIONrT ussesstoTed�hor1zoj;j;tall�"/ shoufdtbe' a3t! r;1.`etA.b'-3::r?`r.,?,•i1.y .=`Im'.^>✓. �(N' e,J. }.j.�Ge i+u.rre:r� r `��`suppo�Eec3;onnbloc�Crng�to# mate"fe�esstve?lateralrs 'be dl and'Iess 7, ,I era�moiscre,,gatn .+.l,t—r :. MI;T-uF.-0r,w:•Y 11 M1 � n. u(�: "!' ,._t".'�:.�Y,..F . �w � , f' iF tt r ..... Coa,,Doinotabreaktbandill J u,l it �st3ifattunl�' {begins Cie^should �rexerm :mod < < banding ret c J : 5. ; «�.�tnpi��auoltl}sflfftin �ofsnnarvtcitrai trusses a �IAfiN�' Dry o Iftned ruses b �a�' an;dannk'D,oq(l�af7'tos��da�naj�ec�'u`trusses�rg'���+L�,�p1 ar ' �~�`� R�h,�,��cAUT1oN1gq', rVS$'s�siorec�Yv+'tit .ulf}/ Shl]Cilo '3': ". gg+t F ` ��f�'rac.ed tdlpreuent t(op,��]l�ln9rpr tlpp�i�c. M1ItNQ Frame 1 Tag Line Y ot- r es' t�A-4rL �tE't � �p�e,k�',t (.���, �s ski _.,. .,u� i t ,.. „»+. _...L,^-{rt ,.. Lr�.61-11 heft Isequatek�,o no.S ��Rib ,l�!�co�nof�p' , i:l: YW m1� ,f^1 AALe PR �+ A' yygi� i�In� ?{+S�EpT, pllgllulilrtilp�I�u� is d.J�11S® BRACING ®lJ��.�lt�!'t� �GW f �Illofl.',:i ryi ihn hllll(Nlmi thin llr l,.,iep w7 R .. „ ,, ... . GIB®tJ'iyWP . 'A,.C, I b�l C�'EXT6=6 B ILC�IN� Top Chord Typical vertical -- End Wall i LBT attachment Plan '! tN Blocking Or and brace �-verticat`OBV) ,To Chord ��G6 e, o, �'.,6'' �. Vim. + Ground 8raee Verticals (GBV) Strut \ (ST) 7 �� nta) tie member with e (HT) V,trusts of brat cup of Irusae (EB) Frame 2 Y 12 _ 11 4 or greater r i '�"��'Iidl�i�tN N��I t"'P, - I I II I, IIt5 ,1 ttt _ '4 II �I���I'dill? IPIII{q a Ilb�l I '�IaI I li Ii �I t ,TOP CHORD TOP' CHORD'. trill°I IIR��4'llhlli�I ryi, II DIAGONAL BRA CE ��I���,11 i.1 l�101 h�i 16ilfr�I .MINIMUM IHIII LATERAL BP,AICE' SPACING (DB SPANp�b,��i�ll]Ilfi��nll1�` ITCFII� ��,i SPACING�L6c�)��Ilillaj Iil� i.� #trusses) I,Ib,+i,,�til ti'4a.u�iilllld�ul 91,JI I�!�"�11rtht,�rh,'4��"��ris a'��I 1!!Iiliilhlil!�Illlir.lt,�!'I?,Ili! Il.. �� �� {- s„ r U to 32' 4/12 8' 20 1 1 5 Over 32' - 48' 1 4/12 6' 1 10 I7 Over 48' - 60' 4/12 5' 6 n.. cnr 4 - - -- - - I •.•.` •• ••a�,ar ter, la— ..a1VIIM engineer OF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir All lateral braces lapped at least 2 trusses. Continuous Too Chord Lateral BracE Required 10' or Gre `'N.y191 / - Attachment IJ kti / \tjy°tlli�' Required Top chords that are laterally braced sari buckle tog ether a nd cause col lapse if there Is nod iago- ��,�+Bj/ qqyyi (!�','y>,Ai t:?�•' 1'�r ,�p,���','� nalbracing. Diagonal bracingshouid benailedI+'t'r to the underside of the to chord when urlina - t p p t9 t1( '�i1 i• aF a ,r. are attached to the topside of the top chord. RITCHE TRUSS # r liftWARNING: Failureto followt;lese recommendations could resin- m G severe per sorar injury ur damage to�trusses or,. uildirigs. L.. V i TOP CHORD I1441f I Mlidif4UP/i 'TOP CHORD II .ill DIAGOhJAL 3FtAC� „rl"r+ jPITCHI Ii IILATERAL BRACE SPACIiVG (D2S) 12 F` SPAN'I I DIFFERENCE SPACIIVG(LBS)'; r#, trusses] I SP'DF : SP.F/HF Up to 28' 2.5 T I 17 12 - � Over 28' - 42' I 3.0 6' \ \\ IZe yr 9 6 Over 42' - 60' 3.0 5' _ .,`\ .,\ s/ ; S 3 \ `. Over 60' See a registered professional engineer DF - Douglas Fir -Larch SP - Southern Pine IF - Hem -Fir SPF - Spruce -Pine -Fir Continuous Top Chord Lateral Brace —� All lateral braces Reouired lapped at least 2 —T trusses. `\\� �'��t'N 10" or Greater Attachment yr r RequiredAt I. \ Top chorda that are laterally braced can bukle togetherand causecollapee inhere ienc dl�go- .r ;, 4 Jlp, r� �• r Ohl ,�� 5 nalbracing, Diagonal bracing si,ould be nailed to the unde side of tr±e to i.- r p _ chd when purling are attached to the topside of the top chord. — E�c ISSQRS l r'�,4_;s 1Frame 3 __1 rJ :w �4 1. -r- N. Bottom C11011, -.4 lag 10 4' Mal at each ��-en-ciio"t-."'n�W.bfj-ll� unwwCIN M ,IIII I " IIXI'�, 6RD M 'A C BOTTOWICHOROM `rAGONAL BRACE s 6 Io321 4112 1 is, 20 15 Over 32'- 481 I I 4/12 7 :Over 48 6o 4/12 1 15, 6 Over 60' See a registered professional engineer 'N. 7- SP - Southern P166 P F - Spruce -Pine `if V, All lateral braces lapped at least A. 41. r u s s .. ... ..... a?,"M j V i. k'4. I - W�E . . . . . . x 4: Wr . ..... nnuu�UMillequ qti rM PU V 10 Cross bracirlp repeater' s at each end of the i I a i n g f.a n d at'20' r ! , I r C 0 — W, Wilt SPA VITCH E SP Up to 24' 3/12 8, 17 12 Over 24'- 421 3/12 7' 10 6 Over 42' - 547 6' 6 4 Over 54' See a realsiered r)r0fPqr_lnn.I ­;­. .DF: Douglas Fir -Larch SP - Southern Pine HF Hem -Fir SPF - Spruce -Pine -Fir 'A Diagonal brace also required on end verticals. — Topchords that are laterally braced can buckle ' t a . logetharand cause collapse it here lanodiago. P.- here J_ h., Poe =t nalbracing. Diagonal br.ingshould benalled g to the underside of the top chord when purling are h r attached to the topaide Of the top chord. —EAC=)NO =TFIUSS,"�� TOLERANC�" L(In) 12 :7g`f.0.rter/1__\� All lateral braces lapped at least 2 trusses, Continuous Top Chord Lateral Brace Required 10'or GrE AttachmE Required Length L(in) Lesser of L/200 or ZI BOW L(In) I russ Depth D(in .......... ........... ......... T 1/4'. Lesser of Lesser of L/200 or 2" D/rn o w, 4aximum IWL-H UsPlacemeni Plumb Line 1 V 4 2' 1 1. 8.3' 3/4" 12.5' L(ft) 200" 1 16.7' 250" 1-1/4" 20.8' 300" 1-1/2" 25.0' OUT -OF -PLUMB INSTALLATION TOLERANCES. OUT -OF -PLANE INSTALLATION TOLERANCES. I MMM, ILI' I Frame 6 MAROAIDA SYSTEMS 40051gfaronda Way Sanford, FL 32771 (407) 321.0064 Far (9177) 32I.3915 Date: March 5, 2003 To: .Building Department 15 From: Maronda Systems Tomas Ponce Professional Engineer State of Florida. #0050068 Subject; Valley 'Trusses All alley4ransses labeled VF-t tiara 100 are covered under the general valley sheet provided let the truss package signed and sealed by the engineer of record. The connections are not, On the structural info she 2eneral sheet. et of the plans. All criteria of the valley trusses are noted on the Ge If you have any Questions please feel free to call at 407-321-0064. Siperely, Tom s.°once, P.E. Date: 3f 5%p3 DESIGN INFORMATION 710, dalgn b for an Wdhidaal I n0du,, mmponult and lass beea based on bufaraaaon Pro,ddcd by The d1ent- 'The d-Ver d,stlabas —Y r-ponslbluty for damages as a lesult of (sully car tnv„red InfarmaUoo. spedfT"Uam and/car danty- pm.t bed to the L_ d-lg._ by Ibe dlcnt and the mrrccLa s ar omuracy of this mhumauao m it may uclatc to a sP.- e01c Plot— and accepL, no respa_ W tUty car c"erels- no central w1Ut regard to lab,lnt- Uan baadong. shipment and t,--Usuon car busies. Thtt to >S has beast d-lgrletl n& ao ladlvtdtal building cc®poacnl In acm,dancc MIT, ANS'fM 1-1995 and NDS-97 to be lnmrparaea• a, part a the bWhllag d—Ign by a ItIdmg D.IgUer (regbtered Ineldled or prole,slarul <ngacerl. tvhrn mgcwed for app—.1 by.U.e building d-Igner, We d-Igo loadhug, shown must be cbecked In be sure that Ilnc data shown are In agreement, with the heal building end— ;.-1 euo,atfe rern,ds for wind arpoew load,. PIpJ--'-P-M-'JM' or sPeclal applied loads. lintels shown, truss has not been des18sd for storage or omupaucy foads. The destgr, assr,m— tsrmpresbn dw,ds (top — bollaml ere conUn,.- ously braced by sb— htag unless otbos be -pccdle.L 1Vh— baron, chord, m,ernlis ere not hdly braced lalaally by a pmpedy appaal ,tgfd -alto,, lhey ,bawd be b—_d at a madman pacing ar 10,4r a.c. Ca..edar plate, sb.11 be t ularatrred Imen 70 gauge hot dtppcd galnrdred steel mednug ASTbt A 653. Grad. 40. nadrz, .Wcru he shown FABRICATION NOTES TRtar 1. fabrjc.0 o, the fabricator shall,_,_ lhb drawing ta.ulry that tht drawing t in confontsart- with the fabricators Plan, and to 1oBre a eonuotdng rrsponsfbWty for such v , Ifuuon Any dlsuepanch, ae to be past it, w,nmg befom eutu.,g w fab,"Uan Plato shah not be butalled veer knolhnle, Ia,oln car dlslated g, , M_bera shallba tint for ilgbt ntL1n, woad in woad beam,. Coo- neetor Pbl— -ball be iaeat.d on bath Ia.— nr Ibe thus "U. oaLLs fly imbedded and ab.0 be rym- about the Joi.t dudes, olberwbe shown. A 5x4 plate b S- wlde x 4- long A 6xif plate Ls tr 'Ad. a e' Ieog. Slats (holesf run proud,. the plate length sIcf(led. Double nuts on web mwbcrs ,hag meet at the cen..1d a,,he web, tmlrnoU`crwfseshDaL Connectorphtesite, are dui n on sU s based on the forces shaven and m y need to be taefeased for ee,taln hand. Ung and/car crn:tton sfrca_s Thb truss Is not to be rahamim w1W Ore retandant Ircate.•d hunter wiles- othowt a sbowuu. For additional lofmmat", on gasuty Caabal refer to ANSIrIrl 1-1995 PRECAUTIONARY NOTES AB bracing and ereet,an ,,cmd.Uous a.. to be foUoxd to aeennianee w1lb -Ilandbag hutalltu, tt B,aclo(, 111D-91. Trusses are to be Imudlral wnh partial_ e'arc durtag Iaodln and bundling. delt , d t-tallaacn to.said da„ngt r P—Y and peunaoent bracing far baldtag thin— In a sealgpt and Plumb p— Won and for —bung lateral ra_ sb.B be dolgnut and Io,bllcd by oU (y,<Ibl buus- Bng 13 csacatlal and t,cdton htaclug b always required. 11 Precautionary action I., t"I'S" requires suth temporay bracing dtuttlg lnstaB'Don hdweeu truss- to aroW toppling and dotamoiag. The supersbl., no of _.hues of t= Ind] be under the ar P. ..P.,Ieneed ID th. L..L u.U.a of b,...—. Prof—lnnal ad"- &hall be s &t if needed ConccotraLlna of--tmeUon loads greater Than the d-Ign load, shall not be applied to ran,scs at any tune. No roam a,h.r rT,an me - wrghL of the cle"on shall be applied to buss- unUI silo all Iaslening and bracing is mmpl.l.d. MONO VALLEY VALLEY TITUS COMMON VALLEY VALLEY TRUSSES (TYP.) Iy1ARONDA SYSTEMS WO: VALLEY SET IF LESS TIIEII 3-0.0 TIIEN MOVE DIAGONAL ,WEB /T�O\NEXT PANEL Es rI q II SUPPORTING TRUSSES 11 11 ITYP.) II II YAIIEY AREA SUPPORTING TRUSS VALLEY TRUSSESITYP.) COMMOIt OR GIRDER COMMON TRUSSES (TYP.) a VALLEY STRAPPING TO TRUSS BELOW USING MSTA12 @ 4' O.C. VALLEY TRUSSES CAN BE CANTILEVERED UP TO TWO FEET f 214 OR 116 DIAGONAL WEBS — REQUIRED WITH SPANS GREATER THEN 28.0-0 B-6-� 2x4 214 2x4 716 on 1 4r6 5x6 8 2x4 OR 316 416 4f10 I14 316 3s6 on on 146 214 MAX. 6.0-0 O.C. (TYP) t 2s4 TI: VT QTY:1 Ill WREN DIGGONAL WEB PRESENT USE 4X6 PLATE (4) WNEN Ito DIAGONAL WEB PRESENT USE 2X4 PLATE VALLEY MEMBERS Al 24' O.C. (TYP) 2X4 3x8 214 YAfUEs 12 UP TO 7 2x4 214 ale I MAX. TRUSS SPACING MAX. 6-0-0 O.C. ITYPI -I BELOW a AS• O.C. I® SPANS UP TO 60-0-0 I►I TOP CHORDS: 2X4 SP #2 IT IS NOT REQUIRED TO SHEATH TRUSSES BOT CIIOIIDS: 2X4 SP $2 BELOW VALLEY SET. VALLEY MEMBERS WEBS: -2X4 SP 63 PROVIDE ALL NECESSARY TOP CHORD BRACING - VALLEY MEMBERS TO BE SET TIC MUST BE CONTINUOUSLY BRACED BY ROOF PERPENDICULAR TO TRUSSES BELOW. SHEATHING UNLESS NOTED OTHERWISE. WHEN VALLEY MEMBERS ARE NAILED DIRECTLY TO TRUSS TOP CHORDS USE (21 160 NAILS PER INTERSECTION, OR TWO FEET ON CENTER. WHEN BELOW TRUSSES ARE SHEATHED FIRST USE (2) 10d NAILS OR (1) 16d NAIL PER INTERSECTION , OR TWO FEET ON CENTER. 2X4 BRACING IIAILED 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. 014E BRACE REQUIRED ON WEBS GREATER THAN 8' LONG f. TWO 2X6 BRACES REQUIRED ON ANY WEB EXCEEDING 14',I j LXCJ,?" AS SITOWN PLATES-AltL ' L[Z0 GA 7TSCGD PI ft ANSlf17'I 1-1995 �1'aronda Systeot>ts 4005 MARONDA WAY SANFORD. I:L. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1090 GREE1113ROOK Cr.ONEDO.FL37'/66 Cont. Support WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF 1111S DRAWING 1.0 BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: which shaven on this drawing t not trmtlon b,actng, wind bracblg. pall., bm hr g or sbnllsr blaring which t a part rat Ute htdlthng deslgn and which mull be considered by the bWldlap I slgcllar DtactUg shown Is for lale,al support of toss manbcrs only to sedum butkllng Icngth. Pmvlsh.,u must be mode to anchor lateral bra,dng al rnda end sperlDnl bases U.— delenad cd by the ht lures raw ber. Ir-2AddiUPal b,a.ing of the ---U sbuettvc may be rei,rlr.d ISe. HIS-91 of ram. flm,s Plata Instttute, maned al area D'Unalrb Drive, Madtmt- 1 f T1,W 53719). Studs @ 6-0-0 ox. flag. . Ob: DWg: Dsgur: T7,'1 C11k: TC Live 16.0 t>sr •rC Dead 7.0 psr 11C .hive 0_0 (1sr ITC Dealt 2-0 psi 1701'AL 23.0 nsr Truss ID: VT Date: 4-1.1-01 DurFac - Lbr. 1.25 DulFac - 1,11: 1.25 O.C. Snacirlg: 24.0" Design Crileria: TPI Code-Desc: -- N-nx on nn O tr,n DESIGN INFORMATION This drslglf Le for an IlldiAdual buUd ng component m,d has beu, based on htl rrnatlnn .melded by the ellent- The designer discIl Uoa any rra pona.bnny for d,r C_. ea cult of faulty or loam( bdonmton. speelllMilorrs nnJ/or deIlpns iumbhed go U.e truss dolgner by the c ienl and the mrrcduess or accuracy nl t/rb hJonnallo.. u 11 any ..late to a -po— eUlcpMj_L and aczePts no InponslblUy- or eserehes no eonWI MUr .egad to labrtce- UnrC lundlb,g. aldpmeot and bulallauon of ' - 1Te rry +has beta J—If, ed a wr, bldlirldual building emnpnncnl In accordance Ivl(h N151 /'rT1 1-1995 and NO$UT to be b,cn,pe,.ted u part of the bulldh,g design 1•y a BuUd'a,g OnlVer heglstered , hneQ nr P.olaalooal urMee.l, 1Vhen .este,ced ron.pprowl by the boild.r,g d-1gucr, the .1-.gn b•adtng3 l hoorah must be checked to be I—III-ItU,e data shows are 61 agreement -Wr the tool buUdL,g codes, Iaui elbnolre rrsords for rrU,d ."I— Itnds. p.r�edspediiotions o1aPec41 applied loads. Unto- all.—. I— i,es not been d-Iff—d for storage or oe—Pang• loads. The design assumes eonhprc+lon el—ds pop or botloml a . unu- ously bnecd by shealldng ..I— oLh—,I_ speeined. Where bottom ehent- bo Ic fulcra ere not fully braced t tcrally by a P-Pelly applied ngfd eeUing, they. sho..ld be bra d at a frraanum. sPacbrg of 10'-0' 0.._ Cnnnccw, phles slvll sae nunuladumd Iron 20 gauge hot dlppcd galeulhed sleet mcctb,g AS77AA 653. Glade 40. urdo ourerwac a1._. FABRICATION NOTES P11- to hbrlallon, the bt rlblor s1,aU rental this dmnb.g to rcr 6y tint fhb dnMng 11 to mnlonnance w111, Ne Iabrf—tn's P" and to raUrea cams -1g r po 11,11ILy for such ru/- Ilcalbn. Any dbacpaodes arc to be put In ,s,UU,g bcfnle n IUng or labrfcallon. Plates shell not be but-Ucd over to nlholo, IUYa3 or dlslated groin. NI—,be,s Shall be eul for light flutrIg waod to awd Iw rang- Con- ncanr Pfata -hall be Io,-sled , both facts IX the t-- Mth .uti3 fully bnhcJded and shall be Spa about Ihe)ob,t unless -U.e a Iho . A 5x4 Phle 13 5-wide x i' long. A 639 plate is 6 wide x A' brag. Slots (holol urn Pa aif,-1 to the plate Icogth ay,edaed. 0onhle —L, a Soda r tubers Ilan mecl at the cel bold or file -,d— nthe„ be 9lrornr. Conn.,clor plate Sties re ILnb,,— she IeSeA on the fn.cn aho,- and may need lobe hlaeased for re.tabl Innd- .U.ganQforerectionstresses. This lrus3 h not 10 be rabaotcd felt, file reta„lant treated Or d— d— oLhe,a.be ah-- Por add1tfonal tr,lannauoo ran go. Uly Cnnbol rdcr to AP151/TPI 1-1995 PRECAUTIONARY NOTES no braeI rg and cteetbn ,c-n-r—dauons am to be f-II—; b, a¢n.dance .,ilh -liandurrq males Rbrit A 0radr.9'- f110-91. T-- - are to be h-ndled alth Parrlcuh.r ca rc dmb,e bandtng and bnndW,g. (1eU+e,y end hu1:.11auon to aeo.d damage Tn porary and pu,na.,enl OncU,g for Imldtng tnraao b . stralgl.l .r.d pl.anb pas- nbn and for resbW,g lateral In[ce3 shall sae designed na and Ilallcd br othe-. Careful I.and- Ihig is ess..Mll and .-tic- bracing is doa)s (cyuurd. Normal pri aupmary acUan for trVISM requlru such temporap• bradng during hrsblyalldn belwcctl trusses to amid toppling on•t damU,otng. The-apn�tswn or ereeuanof Ulwn slrwll sae under On coutml of pcnaru c perfcneed In Ure Wtallatinn of Uusses. Proresslonal adocc-ball besought U needed. Coneenfmlbn n1 rn 111'r.Ual Ioadl greater than the design loads slot nnl ha appllcd to I,,-- at fly U,re. Nn Lrods olhcr ti"'. Ure . -dgln rd the e:— atoll In applhA .,• lrrusc3 n.dII -f(cr -11 I -III —by( xn•r Inadng is e—yielcd. IVIAHUNUA SYSIEMS HIP GIRDER WO: I-IIPDETAIL 2x BLOCKING OF STEP "HI TI: HIP 9TYA ADDED -1-0 TOP C1-10RD P 1 RUSSES -1-0 SHORTEN. ' OSB* NOT TO EXCEED 24 "O.C.. 0 QE NA ILEb TO TRUSSES w/ @ -12" ON CEN. STAGGERED PIKE-ENG'D TRUS TOP WALL OF -BUILDING TYPICAL BLOCKING 170R 81-IE_,'�ITH Maronda Systems 4005 MARONDA WAY SANPORD, FL- 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LIMISF #0050068 1690 GREENBROOtt C LOVIE00.F1-]2 i 66 tom. ' "Afttdll� U: READ ALL NO1ES ON 1111S SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Unclog shoam on U,19 dnn•U,g Is rant erection braebre. hand bracing, porC�l bndng nr Str,Jlar bnebrg ,rhlch b a part or Um b.flidlnp design -1,d aldch must be enmidered by the bufWb,g d�IRucr. enclug ,h— is rot latml s"I'l—t d buss r,lemben auly to ,educe buckling kIIglh. Pracisl ,l must 4 made to anchor lateral braCUIR al tract. and specUlcd IxaUom dcferrot, d by the buUdb,g dolgnea Addlllvnal braeUhg of U.e oserall clover ore nuy Iw•- rcTubed. (Sec 1110-�i1 0l l all, IIlw3 PUIe Inslltule. TPt, b tooled al 533 U'Ontddo Ultee kladison, k•fxonsln 537I �. Flug. Job: Dwg: DSgur: 1'LY clik: Tc Live 16.0 psC '1'C Dead 7.(l psr BC Live U-U psr BC Dead I(LO I)si- Truss ID, HIP Dale: 10-70.-00 DurFac - Ibr. - 1.25 Du1Fac -,PI1: 1.25 O.C. Spacing: 24.0" Design Crileficr: Tpl Code Desc_— 11.11r __ r _—_ __ DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclaims any rwponsibWty 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 It this Information as It may relate to a spe- cific pmjmt and accepts no responsibility or excielses no control with regard to fabria- tion, handling, shipment and hutallation of t---. This truss has been designed as an individual building component In accordance .ith ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local climatic records for wind or snow loads. Project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless othenvbe specified. Where bottom chords in tension are not fully braced latemlly by a properly applied rigid telling, they should be braced at a maximum spacing of 10'-lY o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this dm.ing to veiny that this drawing is In conformance with the fabricator's plans and to realize a continuing responsibility for such ven. fication. Any discrepancies are to be put in writing before cutting or fabrication. Plate shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight nuing wood to wood bearing. Con- nector plates shall be looted on both faces of the truss with nails fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate Is 5- wide x 4- long. A 6x8 plate 0 6- wide x 8- long. Slots (holes) run paranel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown rind may need to be Increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quanty Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with -Handling Installing @ Bracing'. HIB-91. Trusses are to be handled with particular are 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 reststing 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 requtm such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the .tight of the erectors shall be applied to trusses until aver all fastening and bracing Is completed. J13: WINCHESTER A 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #2 2x4 SP #3 1,9 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 965# Support 2 922# MAX LIVE LOAD DEFLECTION: L/999 L=-0.13" D=-0.14" T=-0.271r MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.10" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.05" RMB = 1.15 10-3-2 0-4-3 114 1498# 3.50 1-0-0 (Ro-11-11) I r EXCEPT AS SHOWN WO: WINA4 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 141-011. WndLod per ASCE 7-98, C&C, V= 125mph, H= 23.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type= Encl L= 40.0 ft W= 44.0 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 -2768 0.48 14-13 2426 0.51 2- 3 -2573 0.55 13-12 2045 0.41 3- 4 -1912 0.50 12-11 1651 0.30 4- 5 -1654 0.42 11-10 2046 0.41 5- 6 -1908 0.51 10- 9 2426 0.51 6- 7 -2573 0.56 7- 8 -2768 0.55 5X8 4X6 12 44-0-0 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. LICENSF #0050068 1005 VANNF %A nR nwncnn vi 111- VylkM U: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this dmuing is not erection bracing. wind bracing, portal bracing or similar bracing which Is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be nwde to anchor lateral bracing at ends and sp-(fled locations determined by the building designer. Additional bracing of the overall structure may be required. (See ftlB-91 of Till). (Truss Plate Institute. TP]. is looted at 583 D'Onofrio Drive. Madison. Wisconsin 53719). Design: Mardi Analysis JOB PATH: C:17EE-L0 VOBSIIWNA4V TI: A QTY:2 =======__ ====Joint Locations=============== 1) 0- 0- 0 6) 31- 0- 8 11) 25- 0- 0 2) 6-10-15 7) 37- 1- 1 12) 19- 0- 0- 3) 12-11- 8 8) 44- 0- 0 13) 9-11- 4 4) 19- 0- 0 9) 44- 0- 0 14) 0- 0- 0 5) 25- 0- 0 10) 34- 0-12 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1497 44 -965 BOT PIN 43-10- 4 1451 0 -922 BOT H-ROLL Eng. Job: Dwg: Dsgnr: TLY CLk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf 4X6 9-10-3 0-4-3 T T� I 1452// 3.50" scale = 0.1489 Truss ID: A Date: 3-21-03 DurFac - Lbr. 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA -- - - HCS:-08.-20.02- -- -- --- DESIGN INFORMATION This design Is for an Individual budding component and has been based on Information provided by the client. The designer dtsclalms any responsibility for damages as a result of faulty or Inootrect Information, speeificaUons and/or designs furnished to the tnmn designer by the client and the conectness or accuracy of this information as It may relate to a spe- cdle project and accepts no responsibility or ecerclses no control with regard to fabrics. lion, handling, shipment and Installation of trusses. This truss has been designed as an Individual budding component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as pan of the budding design by n Budding Designer (registered architect or professlonal engL-1. %Vhcn 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 cllnmLfc 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 continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension arc not fully braced laterally by a properly applied rigid ceding, they should be braced at a maximum spacing of 10'-0' o.c. Connector plates shad be manufactured front 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shad review this drawing to verify that this drawing is In conform-ce with the fnbncat0r 3 plans and to realize a mnitnuing responsibility for such ven- Bcalion. Any discrepancies are to be put in writing before tutting or fabrication. Plato shall not be Installed over knotholes, knots or distorted grain. Members shall be cut for light fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be Byrn. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is 6' wide x 8- long. Slots (holes) nun parallel to the plate length specified. Double tuts on web members shad meet at the centrold of the -1. unless otherwise shown. Connector plate sizes arc minimum sizes based on the forces shown and may need to be Increased for certain hand. Ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with 'Handling Installing R 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- Itlon and for resisting lateral force shad be designed and Installed by others. Cmeful hand. ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during 1115taUallOn behveen lasses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to louse at any lime. No loads other than the weight of the erectorsshad be applied to trusses unW after all fastening and bracing Is completed. Jb"* WINLMLSIER A 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x6 SP #2 2x4 SP #1 D 1 2x4 SP #2 D 2 WEBS: 2x4 SP #2 2x4 SP #3 1,3,12 MULTIPLE LOADS -- This design is the composite result of multiple loads. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1059# Support 2 1089# MAX LIVE LOAD DEFLECTION: L/999 L=-0.26" D=-0.27" T=-0.54" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.28" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.14" RMB = 1.15 F600 9-3-2 0-4-3 3.00 I 0-3 3 WO: WINA4 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". All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125niph, H= 23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 44.0 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 -5063 0.82 17-16 4588 0.96 2- 3 -3059 0.71 16-15 4209 0.95 3- 4 -2290 0.63 15-14 2688 0.68 4- 5 -1870 0.42 14-13 2051 0.45 5- 6 -1784 0.42 13-12 1873 0.32 6- 7 -2046 0.49 12-11 2128 0.38 7- 8 -2628 0.54 11-10 2460 0.48 8- 9 -2800 0.50 5X8 3X4 4X6 13.00 17 116 15 114 113 1498# 3.50" 1-0-0-0 �f (RO-11-11) I 44-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 vAN'NESSA DROVIEDO.FL32766 Design: Marrix Anafvris TVIAKNInV: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bmcbig shown on tills drawing is not erection bmcing, wind bracing, portal bracing or slndlar bracing which is a part of the budding design and which must be considered by the budding designer. Bracing shown is for lateral support of truss mernbens only to reduce buckling length. Provislons must be made to anchor lateral bracing at ends and specified locations delennincd by the budding designer. Additional bracing of the overall structure may be required. (See 11113-91 of TPI). (Truss Plate Institute. TPI, Is located at 593 D'Onefno Drive. Madison. Wisconsin 53719). TI: A] QTY:1 ==============Joint Locations=============== 1) 0- 0- 0 7) 32- 4- 8 13) 21- 2- 6 2) 4- 3- 8 8) 37- 9- 1 14) 17- 2- 6- 3) 10- 7-12 9) 44- 0- 0 15) 10- 7-12 4) 17- 0- 0 10) 44- 0- 0 16) 4- 3- 8 5) 21- 2- 6 11) 35- 0-12 17) 0- 0- 0 6) 27- 0- 0 12) 27- 0- 0 --MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1498 68 -1059 BOT PIN 43-10- 4 1497 0 -1089 BOT H-ROLL Eng. Job: Dwg: Dsgiir: TLlr TIC Live TIC Dead BC Live BC Dead TOTA L JOB PATH: C:ITEE-LOKVOBSIW1AA4V ,#AD M 16 1498# 3.50" (RO-11-11) scale = 0.1457 Truss ID: Al Cldc: Date: 4-01-03 16.0 psf DurFac - Lbr: 1.25 7.0 psf DurFac - Pit: 1.25 0.0 psf O.C. Spacing: 24.011 10.0 psf Design Criteria: TPI Code Desc: FLA 33.0 psf V:09.05.02- 20365- C - 110E- 0.4.1A.02 --- - DESIGN INFORMATION This design Is for an Individual building component and has been based on information prowldcd by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect Information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cinc project and accepts no responsibility or exercises no control with regard to fabrica- lion, handling, shipment and installation of truces. This truss has teen designed as an individual building component in accordance with ANSI/TPI I-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data sham are in agreement with the local building codes. local climatic records for wind or snow lands. project spcclflaallons or special applied loads. Unless shown, truss has not been designed for etomge or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a pmperly applied rigid ceiling. they should be braced at a -Cirnum spacing of 10'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dlpped glalvanbid steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall mvlcw this drawing to verify that this drawing is in conformance with the fabricators plans and to reallm a continuing responsibility for such veri. fimuon. Any discrepancies are to to put in writing before cutting or fabrication. Plates shall not be installed over knotholes, knob or distorted grain. Members shall be cut for light fitting wood to wood bearing. Con- neclor plates shall be located on both faces of the truss with nails fully bnbedded and shall be sym. about thejoint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6.x8 plate Is 6- wide x 8' long. Slob (holes) run parallel to the plate length 5Pe fined. Double cuts on web members shall meet al ire "ntrold of the wet. unless otherwise shown. Connector plate sizes arc minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES ALI bracing and erection recommendations are to be followed in accordance with "Handling Installing 9 Bracing', MIB•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- ftlon and for resbung lateral forces shall be designed and installed by others. Careful hand - Unit is essential and erection bracing Ls always required. Normal precautionary action for masses requires such temporary bracing during Installation between trusses to avoid topping and doinino(ng. The supervislon of erecton of trusses stall be under the control of person. experienced In the tnstallaton of trusses. Professional advice shall be sought If needed. Concentration of mnsuuctlon bads greater than the design bads shall not be applied to trusses at any time. No Inds other than the welght of the emchu. shall be applied to trussu until after all fastening and bracing is completed. JO. VVINk-NtaltK A 4 AU: IU# UPLIFT U.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #2 2x4 SP #3 1,10 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 979# Support 2 936# MAX LIVE LOAD DEFLECTION: L/999 L=-0.13" D=-0.14" T=-0.27" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.10" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.0511 RMB = 1.15 6.00 9-3-2 0-4-3 WO: WINA4 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- 23.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L. 40.0 ft W= 44.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Iapact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -2797 0.46 15-14 2457 0.48 2- 3 -2625 0.51 14-13 2130 0.40 3- 4 -2053 0.47 13-12 1858 0.37 4- 5 -1790 0.39 12-11 2130 0.40 5- 6 -1790 0.39 11-10 2457 0.48 6- 7 -2053 0.48 7- 8 -2625 0.52 8- 9 -2797 0.52 4X6 3X4 dye, LS 14 13 - 1498N 3.50" 11-0-0-0 �f (RO-11-11) I 44-0-0 EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSI/TPI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.OVIEDOXI-32766 De igrl: Mmrit Analysis CA W VVAKNING: 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, wired bracing, portal bracing or sbnllar bracing which is n 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 lengi h. pmvIslorn must be made to anchor lateral bracing at ends and specified locations determined by tie building designer. Additional bracing of the overall structure may be required. (See IIIB-91 of TPI). (Truss Plate Institute, TPI, is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). TI: A2 9TY:1 - ===_____======Joint Locations==========_==== 1) 0- 0- 0 6) 27- 0- 0 11) 35- 0-12 2) 6- 2-15 7) 32- 4- 8 12) 27- 0- 0, 3) 11- 7- 8 8) 37- 9- 1 13) 17- 0- 0 4) 17- 0- 0 9) 44- 0- 0 14) 8-11- 4 5) 22- 0- 0 10) 44- 0- 0 15) 0- 0- 0 ---MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift y-Loc Type 0- 1-12 1498 44 -979 BOT PIN 43-10- 4 1452 0 -936 BIT H-ROLL 0 8X10 Eng. Job: Dog: Dsgnr: TLY Clik: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf 11C Dead 10.0 PSI` TOTAL 33.0 Dsf 8-10-3 0-4-3 t 4X6 A 14521/ 3.50" scale = OA489 Truss ID: A2 Date: 3-21-03 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA JOB PATH: C:ITFE-LOKUOBSIIW A4V - - - HCS.'-08.20:02- - DESIGN INFORMATION This design B for an individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect Information. specifications and/or designs furnished to lire truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrim- Ilon. handling. shipment and Installation of trusses. This truss has been designed as an Individual building component lit accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the budding design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown re In agreement with the local budding codes. local climatic records for wind or snow lads. Project speellleallons or special applied lads. Unless shown, truss has not been designed for storage or occupancy lads. The design assumes compression chords dop or bottom) are conllnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced Laterally by a property applied rigid ceiling, they should be braced at a maximum spacing of I(Y-W o.c. Connector plates shall be manufactured from 20 gauge hot dipped g l anued steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shad review this drawing to verify, that this drawing Is In conformance wish the fabricators plans and to realize a continuing responsibility for such van. nation. Any discrepancies are to be put hi writing before culling or fabrication. Plates shad not be Installed over knotholes, knots or distorted grain. Members shall be cut for tight filling wood to wood bean ng. Can. nectar plain shall be located on both faces of the I- with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is 6' wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet al the cc.u.id of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fie retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with 'Handling Installing & Bracing-, H1B.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• Ilion and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing 1s always required. Normal precautionary action for trusses requires such temporary bracing during installation Wwttn trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction lads greater than the design lads small not be applied to trusses at any unit. No loads other than the weight of the erectors shall be applied to trusses until alter all fastening and bracing is completed. its: WINUHESIER A 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #2 2x4 SP #3 1,2,3,14,15 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1051# Support 2 1094# MAX LIVE LOAD DEFLECTION: L/999 L=-0.24" D=-0.25" T=-0.49" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.26n MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.13" RMB = 1.15 8-3-2 0-4-3 3.00 I 0-3� 1498# 3.50' 1-0-0 (R0-11-11) I EXCEPT AS SHOWN 6.00 18 WO: WINA4 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 141-011. WndLod per ASCE 7-98, C&C, V= 125mph, H= 23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 44.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE...CSI 1- 2 -5364 0.71 2- 3 -3264 0.65 3- 4 -2522 0.58 4- 5 -2325 0.43 5- 6 -2117 0.35 6- 7 -2120 0.35 7- 8 -1920 0.37 8- 9 -2189 0.46 9-10 -2679 0.50 10-11 -2827 0.48 ..BC...FORCE...CSI 20-19 4902 0.78 19-18 4776 0.75 18-17 2875 0.42 17-16 2195 0.31 16-15 2406 0.37 15-14 2061 0.37 14-13 2211 0.39 13-12 2489 0.46 5X8 3X4 2X4 3X4 4X6 I 3.00 44-0-0 PLATES ARE TL20 CA TESTED PER ANSUTPI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 yANNE55A OR.0t7E1Y0.FL32706 Design: Mmrit Analwrir TI: A3 9TY:1 ==============Joint Locations=============== 1) 0- 0- 0 8) 29- 0- 0 15) 21- 2- 6 2) 4- 3- 8 9) 33- 8- 8 16) 17- 2- 6, 3) 9- 7-12 10) 38- 5- 1 17) IS- 0- 0 4) 15- 0- 0 11) 44- 0- 0 18) 9- 2- 4 5) 17- 2- 6 12) 44- 0- 0 19) 4- 3- 8 6) 21- 2- 6 13) 36- 0-12 20) 0- 0- 0 7) 25- 1- 3 14) 29- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1498 92 -1051 BOT PIN 43-10- 4 1498 0 -1094 BOT H-ROLL G 00 r4AD 7-10-3 0-4-3 T_ 14 13 12r 1493# 3.50" 100 (RO-11-11) scale = 0.1457 WAMINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this dmwing Is not erection bracing, wind bracing. portal bracing or similar bracing which is o pan of the bud ding design and which [Trust be considered by the budding designer. Bracing shave Is for Literal support of truss members only to reduce buckling length. Provisions must he made to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bracing of the overall structure maw be required. (See HID-91 of TPI). frruss Plate Institute. TPI, Is located at 583 D'Onofrio Drive. Madison. WBconsm 53719). Eq. Job: Dwg: Dsgiir: TLY Clik: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 usf Truss ID: A3 Date: 4-01-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA JOB P.4771: C:l7'EE-LOKVOBSIR'1 A4V HCS. 08.10:02 - --- DESIGN INFORMATION This design s for an tndh1dual building component and has been based on Information provided by the client. The designer disclaims any responsibi ty for damages as a result of faulty or Incorrect Information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- elffe project and accepts no responsibility or exercises no control with regard to fabrica- tion. handling, shipment and Irstallatlon of trusses. nits truss has been designed as an Indtvidual building component In accordance with ANSI/171 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineeri. When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. lord clbmatIc records for wind or snow loads. project specifications or special applied Inds. Unless shown. truss has not been designed for storage or occupancy loads. The design asswnes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of 10'-0- o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTNI A 653. Grade 40. unless oUmenvise shown. FABRICATION NOTES Prior to fabrication. the fabricator shill] review this drawing to verify that this drawing is in conformance with the fabricator's plans and to malLm a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shad not be installed over knotholes. knots or distorted gram. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shad be looted on both faces of the truss with nags fully Imbedded and sh:W be sym. about the Joint unless otherwise shown. A Sx4 plate s 5- wide x 4' long. A 6x8 plate is 6' wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are mmunum sun based on the forces shown and may need to be mcrcased for certain hand. ling and/or erection stresses. This buss is not to be fabricated with fie retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and election recommendations are to be followed inaccordance with -Handling Installing &. Bracing'. H16-91. Trusses arc to be handled with particular care during barrdmg and bundling. delivery and Instailation to avoid damage. Temporary and permanent bmcmg for holding trusses in a straight and plumb pos. Mon 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 tnsses requires such temporary bracing during Inslalladon between trusses to avoid toppling and doltdnoing. The supervision or erection of trusses shall be under the control of persons experienced inthe Instnllauon of trusses. Professtanal ad,.- shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: WINCHESTER A 4 AC: 10# UPLIFT D.I. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #2 2x4 SP #3 1,2,10,11 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 984# Support 2 940# MAX LIVE LOAD DEFLECTION: L/999 L=-0.14" D=-0.15" T=-0.29" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.10" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.05" RMB = 1.15 8-3-2 0-4-3 T_ i F600 WO: WINA4 WE: MULTIPLE LOADS -- This design is the composite result Of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, H= 23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 44.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req -TC ... FORCE ... CSI 1= 2 -2828 0.44 2- 3 -2680 0.46 3- 4 -2190 0.42 4- 5 -2144 0.54 5- 6 -2144 0.54 6- 7 -2190 0.43 7- 8 -2680 0.47 8- 9 -2828 0.49 ..BC ... FORCE ... CSI 16-15 2489 0.46 15-14 2209 0.36 14-13 1915 0.33 13-12 1915 0.33 12-11 2209 0.36 11-10 2489 0.46 5X8 2X4 SXx 4AD 116 15 14 13 1498# 3.50" 11-0-0 (Ro-11-11) I 44-0-0 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 VANNFSSA DR.OVIEDO.FL32766 Design: Matrix Analysis 8X 10 WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 13mcing shown on this drawing is not erection bracing. wind bracing. portal bracing or similar bracing which is a pan of the building design and which must be considered by the budding designer. Bmcmg shown is for lateral suppon of buss members only to reduce buckling length. Provisions must be made to anchor lateral bmcmg at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HID-91 of TPI). frruss Plate Institute. TPI, is located at 583 D'Onofrio Drive'.11fadison. Wf-comin 53719). TI: A4 QTY:1 =_ - =-___=====Joint Locations_____ 1) 0- 0- 0 7) 33- 8- 8 13) 22- 0- 0 2) 5- 6-15 8) 38- 5- 1 14) 15- 0- 0. 3) 10- 3- 8 9) 44- 0- 0 15) 7-11- 4 4) 15- 0- 0 10) 44- 0- 0 16) 0- 0- 0 5) 22- 0- 0 11) 36- 0-12 6) 29- 0- 0 12) 29- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc 0- 1-12 1497 44 -984 BOT PINS 43-10- 4 1451 0 -940 BOT H-ROLL 7 8 8X10 Frig. Job: Dwg: Dsgnr: TLY Cldt: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 nsf 7-10-3 0-4-3 4X6 -F A 1452# 3.50" scale = 0.1489 Truss ID: A4 Date: 3-21-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA s,c.- r s•wv- f o � HCS: OS 20.02 - -- JOB PATH: C:ITEE-LOKUOBSIW1 A4V DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by tine cUenL The designer disclaims any responsibility for damages as a result of faulty or Incorrect information, speciflrollons 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. cUlc project and accepts no responsibility or uerefses 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 ns pan of the building design by a Building Designer (registered architect or professional engineer). when reviewed for approval by the building designer, the design loadings shown most be checked to be sure that the data shown are In agreement with the local budding codes. local climatic records for wind or snow loads. Project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or boltoml are cordmu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid cedtng, they should be braced at a maxlmunt spacing of la-W o.c. Connector plates shall be manufactured from 20 gauge hot dipped gal arrtzed steel meeting ASTM A 653, Grade 40. unless olhenvlse shown. FABRICATION NOTES Prior to fabncallon, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricators plans and to realize a eanllnuing responsibility for such vert- ficrllon. 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 Uttlng wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nabs fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4' long. A 6x8 plate is 6" wide x 8' long. Slots (hole) nun pamf el to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand - I ng and/or erection stresses. This truss is not to be fabricated with fire retardant (rented lumber unless olheneise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -Handling Installing & Bmcing". HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding muses In a straight and plumb pos- Won and for restsung lateral forces shall be designed and Installed by others. Careful hand- 11ng is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppting and dominoing. The supervision of erection of Incases shall be under the control of persons e,,perlenced to the installation of trusses. Professional advice shall be sought 6 needed. Concentration of construction loads greater than the design Inds shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to muses until after all fastening and bracing Li completed. JD: VVlNk_Nt:bltK A 4 AU IU# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #2 2x4 SP #3 1,2,3,4,6 13 MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-98, C&C, V= 125mph, H= 23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 44.0 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=-0.28" D=-0.29" T=-0.56" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.29" MAX HORIZONTAL LIVE LOAD DEFLECTION: Te, 0.14" RMB = 1.15 1 2 3 r 7-3-2 0-4-3 T_ 3.00 I 0-3-3 ll WO: WINA4 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 141-011. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 978# Support 2 1039# ..TC...FORCE ... CSI 1- 2 -5380 0.73 2- 3 -5324 0.85 3- 4 -2785 0.54 4- 5 -2753 0.42 5- 6 -2448 0.36 6- 7 -2452 0.38 7- 8 -2062 0.42 8- 9 -2368 0.60 9-10 -2808 0.63 ..BC ... FORCE ... CSI 18-17 4907 0.71 17-16 2980 0.64 16-15 2435 0.51 15-14 2846 0.45 14-13 2339 0.45 13-12 2457 0.46 12-11 2460 0.47 5X8 3X4 2X4 6XR AYr, I 3.00 iD ra P4 1498# 3.50" 1-0-0-0 (R0-11-luo I 44-0-0 EXCEPT AS Sli0%VN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR0w1ED0.FL32766 Design: Afdrru Atalysis TI: A5 QTY:1 ========-=====Joint Locations=============== 1) 0- 0- 0 7) 26- 1- 3 13) 31- 0- 0 2) 4- 3- 8 8) 31- 0- 0 14) 21- 2- 6. 3) 8- 7-12 9) 37- 0-12 15) 17- 2- 6 4) 13- 0- 0 10) 44- 0- 0 16) 13- 0- 0 5) 17- 2- 6 11) 44- 0- 0 17) 4- 3- 8 6) 21- 2- 6 12) 37- 0-12 18) 0- 0- 0 --MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1497 119 -978 BOT PIN 43-10- 4 1498 0 -1039 BOT H-ROLL -6 0000 6-10-3 04-3 -••-•� onav 4A0 R 13 12 11 1498# 3.I15_0 0-0 (RO-11-11) scale = 0.1457 WAKNING: READ ALL NOTES ON THIS SHEET. Eng. ,lob: : WINA4 A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING DNvg: Truss ID: A5 CONTRACTOR. Dsgar: TLY Cldc: Date: 3-21-03 BRACING WARNING: 'rC Live 16.0 psf DurFac - Lbr: 1.25 Bracing shown on this drawing is not erection bracing, wind bracing, porial bracing or similar bracing which is a Part of the budding design and which be TIC Dead 7.0 psf DurFae - Pit: 1.25 must considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Prowislons must be to BC Live 0.0 psr O.C. Spacing: 24.0" made anchor Lateral bracing at ends and specified locations determined by the budding designer. Additional bracing of the overall structure mar be required. IS" HIB-91 of TPI). BC Dead 10.0 psf Design Criteria: TPI g Rruss Plate Institute. TPI. Is ]ousted at 583 D'Onofrio Drive. Madison. Wiscolrsbr 53719). Code Dese: FLA TOTAL 33.0 psf V:09.05.02- 954- 26 JOB PA771: C:ITE£-LOKVOBSIIYlNA4V - - - - - - - - HCS.-08:20.02 -- - -- DESIGN INFORMATION This design is for an individual budding component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as It may relate to a spe- clfle project and accepts no responsibility or exercises no control with regard to fabrics - Lion, handling, shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1.1995 and NDS-97 to be Incorporated as part of the budding design by a Budding Designer (registered architect or pmfesslonal engineer). when reviewed for approval by the budding designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local budding codes, local climatic records for wind or snow bads. pmjmt specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are conunu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension arc not fully braced laterally by a properly applied rigid ceding, they should be braced at a maximum spacing of 10'-0' o.c. Connector plates shad be manufactured from 20 gauge hot dipped galvanlud steel meeting ASfM A 653. Grade 40. unless otherwise shovti. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in confornnnm with the fabricators plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in wrltmg before cutting or fabrication. Plates shall not be installed wet knotholes. knots or distorted grain. Members shad be cut for tight ruling wood to wood bearing. Con. nector plates shall be looted on both faces of the truss with nails fully imbedded and shall be sym. about the jotnt unless otherwise shown. A Sx4 plate Is 5' wide x 4' long. A 5x8 plate is 6' tide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrnld of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. is This truss,not to be fabricated with fire retardant treated l lumber unless otherwa shown. For addluanal information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with 'Handling Installing A Bracing'. HIB-91. Trusses are to be handled with particular are during banding and bundling, delivery and Installation to avoid damage. Temponvy and permanent bracing for holding trusses in a straight and plumb pos- Itlon and for resisting lateral forces shall be designed and Insladed by others. careful hand- ling is essential and erection bracing is always required. Normal preauuonary action for tmu requires such temporary bracing during Installaton between trusses to avoid toppling and dominohlg. The supervision of erection of trusses shad be under the control of persons experienced in the tnaudation of trusses. Professional advice shad be sought if needed. Concentration of construction loads grater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shad be applied to tnrsses until after all fastening and bracing is completed. id: WINC:HESTER A 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #2 2x4 SP #3 1,10 MULTIPLE LOADS -- This design is the Composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1000# Support 2 1039# MAX LIVE LOAD DEFLECTION: L/999 L=-0.16" D=-0.16" T=-0.32" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.11" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.05" RMB = 1.15 7-3-2 0-4-3 TT� 1 115 1498# 3.50' I-0-0 (RO-11-1I) I I EXCEPT AS SHOW 14 WO: WINA4 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". WndLrod per ASCE 7-98, C&C, V= 125mph, H= 23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 44.0 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 -2811 0.62 15-14 2462 0.47 2- 3 -2360 0.58 14-13 2459 0.41 3- 4 -2057 0.44 13-12 2399 0.43 4- 5 -2442 0.45 12-11 2399 0.43 5- 6 -2057 0.44 11-10 2459 0.41 6- 7 -2360 0.59 10- 9 2462 0.47 7- 8 -2811 0.63 4X6 3X4 6X8 AVA 44-0-0 PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (!M!aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNE 4A DROVIEno_ FLnaran VCRKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be comldued by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling kngth. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the o•erd8 structure may be required. (See HIB-91 of TPII. rrrtus Plate Institute. TPI, is looted at 583 D'Onofrio Drive, Madison. Wisconsin 53719). TI: A6 9TY:1 --============Joint Locations=============== 1) 0- 0- 0 6) 31- 0- 0 11) 31- 0- 0 2) 6-11- 4 7) 37- 0-12 12) 22- 0- 0. 3) 13- 0- 0 8) 44- 0- 0 13) 13- 0- 0 4) 19- 0- 0 9) 44- 0- 0 14) 6-11- 4 5) 25- 0- 0 10) 37- 0-12 15) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift y-Loc Type 0- 1-12 1498 76 -1000 BOT PIP 43-10- 4 1498 0 -1039 BOT H-ROLL Eng. Job: Dwg: Dsgnr: TLY Clik: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 6-10-3 0-4-3 1498# 3.I�5f0-"00 I (RO-11-I1) scale = 0.1457 Truss ID: A6 Date: 3-21-03 DurFac - PIt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Derign: Afafrit Analysis JOR PA7/1: C:ITEE-L0K1j0BSIIWN.44V - - - -HCS: 08:20.02 - - DESIGN INFORMATION This design Is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect mfornation. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy ."his informallon as it may relate to a spe- cific project and accepts no responsibility or escrcbes no control with regard to fabrica- tion. handling. shipment and Installation of trusses. This truss has been designed as an Individual building connponenl in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Bulldmg Designer (registered architect or professional engtneer). When reviewed for approval by the building designer, the dmtgt loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local ellmatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) are continu. ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced lalerally by a properly applied rigid cegmg, 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 AMI A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this dmwinng IS In conformance with the fabricators plans and to value a continuing responsibility for such veri. fication. Any dlsciepancles are to be put in writing before cutting or fabrication. Plates shag not be installed over knotholes. knots or distorted grain. Members shag be cut for tight fitting wood to wood bearing. Con- nector plates shag be located on both faces of the truss with nails fully Imbedded and shag be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4- long. A 6x8 plate Is G wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shag meet at the cenlroid of the webs unless otherwise shown Connector plate sizes arc minimum slms based on the forces shown and may need to be increased for eerialn hand - Ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shorn. For additional Information on Quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be follw oed inaccordance with 'Handling Installing & Bracing. 11111-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage Temporary and permanent bracing for holding trusses in a straight and plumb pos- Itlon and for resisting lateral forces shag be designed and Installed by others. Careful hand. ling is essential and erection bnemg b always required. Normal precautionary action for trusses requires such temporary bracing during Instatla0on between trusses to avold toppUng and dominoin& The supervision of erection of trusses shag be under the control of persons experienced in the Instailaton of susses. Professlonal advice shall be sought If needed. Concentration of construction loads greater than the design loads shag not be applied to trusses at any time. No loads other than the weight of the erectors shag be applied to trusses until after all fastening and bmcing b completed. JB: WINCHESTER A 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4,6,8,9 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1005# Support 2 1041# MAX LIVE LOAD DEFLECTION: L/999 L=-0.30" D=-0.31" T=-0.62" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.28" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.14" RMB = 1.15 T )) 0 G-3-2 0-4-3 3.00 j 0-3� 16 115 1498# 3.50" 11-0-0-0 (110-11-11) I EXCEPT AS SHOWN PLATES ARE TL20 Maronda Systems 4005 MARONDA WAY SANFORD, FI_. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA nR_ow- a.-i WO: WINA4 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 141-011. WndLod per ASCE 7-98, C&C, V= 125rrph, H= 23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W- 44.0 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 -5443 0.78 16-15 4985 0.77 2- 3 -3056 0.90 15-14 4534 0.75 3- 4 -3379 0.68 14-13 2691 0.48 4- 5 -2901 0.41 13-12 3492 0.58 5- 6 -2906 0.50 12-11 2714 0.60 6- 7 -2224 0.44 11-10 2456 0.57 7- 8 -2532 0.52 8- 9 -2791 0.55 TI: A7 QTY:I ---==--=-=-===Joint Locations=============== 1) 0- 0- 0 7) 33- 0- 0 13) 17- 2- 6 2) 4- 3- 8 8) 38- 0-12 14) 11- 0- 0- 3) 11- 0- 0 9) 44- 0- 0 15) 4- 3- 8 4) 17- 2- 6 10) 44- 0- 0 16) 0- 0- 0 5) 21- 2- 6 11) 33- 0- 0 6) 27- 1- 3 12) 21- 2- 6 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1498 70 -1005 BOT PIN 43-10- 4 1498 0 -1041 BOT H-ROLL 5X8 3X4 GXN '1VA .1 3.00 14 44-0-0 GA TESTED PER ANSI/TPI 1-1995 YVAKNING: 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 braving, wind bracing, portal bmcing or shngar 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 meurbers only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the momll structure nay be required. (See 1118-91 of TPII. (Truss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). Design: Maui( Analysis JOB PATH: C:ITEE-LOKVOBS11VINA4V -G.00 Eng. Job: Dwg: Dsgar: TLY C11k: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf r 41NO 19 1498# 3.50" _(IRO-11-1 L) scale = 0.1457 Truss ID: A7 Date: 3-21-03 DurFac - L13r: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.011 Design Criteria: TPI Code Desc: FLA - _11C3: 08.10.02 - its: WINC;HESIER A 4 AC: 10# UPLIFT D.L. DESIGN INFORMATION This design Is for an Individual building component and has been based on Womtation provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect information, speelflnllons and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as It may relate to a spe- cifle pmjmt and accepts no resporulbWly or u f3w no control with regard to fabrica- tion, handling. shipment and Installation of trusses. This truss has been designed as an Indhtidual 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 arehllect 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 an In agreement with the local building codes. local cUmaUc records for wind or snow loads• project specifications or special applied loads. Unless shown, truss has not been designed for stooge at occupancy loads. The design assume compression chords (top or bottom) are continu- ously braced by sheathing unless other vise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rlgld ceWng, they should be braced nt a maximum spacing of 10'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped gat anlzed steel meeting ASIM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrlcallon, the fabricator shall review thin drawing to verify that this drawing Is in conformance with the fabricatoYs plans and to mallm a continuing responsibility for such ved- fimtion. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood tearing. Con. nector plates shall be located on both faces of the truss with nads fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4' long. A 6x8 plate is 6" wide x 8` long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centmid of the webs unless otherwise shown. Connector plate size are minimum sizes based on the fore- shown and may need to be Increased for certain hand- Iing and/or erection sir-s-. This truss b not to be fabricated with fire retardant treated lumber unless otherwise shown. For addlUonal Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling InstaWng @ Bracing•. HIB-91. Truss- are to be handled with particular care during banding and bundling• delivery and Installation to avoid damage. Temporary and permanent bracing for holding lasses In a straight and plumb pos- Itlon and for r-i tmg lateral forces shall to designed and Installed by others. Careful hand- ling Is essential and erection bracing is ahaays required. Normal precautionary action for trusses requires such temporary bracing during Inslalation between trusses to avoid loppUng and dominoing. The supervision of erecUon of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design Imds shall not be applied to trusses at any time. No bads other than the weight of the crcetors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 3,4,6,7 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1003# Support 2 1040# MAX LIVE LOAD DEFLECTION: L/999 L=-0.19" D=-0.19" T=-0.38" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.11" MAX HORIZONTAL LIVE LOAD DEFLECTION: Ter 0.06" RMB - 1.15 _r 6-3-2 0-4-3 114 1498# 3.50' 11-0-0-0 -11 L-11) I ici EXCEPT AS SHOWN 0 WO: WINA4 WE: MULTIPLE LOADS -- This design is the ccnq>osite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V- 125mph, H. 23.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L= 40.0 ft W= 44.0 ft Truss in INP zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC...FORCE ... CSI 1- 2 -2782 0.53 2- 3 -2520 0.50 3- 4 -2212 0.41 4- 5 -2924 0.47 5- 6 -2924 0.47 6- 7 -2212 0.41 7- 8 -2520 0.52 8- 9 -2782 0.55 ..BC ... FORCE ... CSI 14-13 2449 0.52 13-12 2697 0.55 12-11 2697 0.55 11-10 2449 0.52 TI: A8 QTY:1 ---- ------===Joint Locations=============== 1) 0- 0- 0 6) 27- 6- 0 11) 33- 0- 0 2) 5-11- 4 7) 33- 0- 0 12) 22- 0- 0. 3) 11- 0- 0 8) 38- 0-12 13) 11- 0- 0 4) 16- 6- 0 9) 44- 0- 0 14) 0- 0- 0 5) 22- 0- 0 10) 44- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc 0- 1-12 1498 74 -1003 BOT PIN pe 43-10- 4 1497 0 -1040 BOT H-ROLL 4X6 3X4 6YR 'IVA A-1 13 44-0-0 PLATES ARE T1.20 GA TESTED PER ANSI/TPI 1-1995 LM aronda Systems 4005 MARONDA WAY SANFORD, Ff.. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNFSSA DR 0VIEDO.rt-32700 Design: bfmrir dltwlysir WAKNINU: READ All NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this dm%" is not erection bracing, wind bracing, portal bracing or similar bracing which is a pan of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Pmvisions must be made to anchor lateral bracing at ends and specified locatlons deternined by Um building designer. Additional bracing of the metal] structure may be required. (See HID-91 of TPII. Erma Plate Institute, TPI, is located at 583 D'Onof io Drive, Madison. Wisconsin 53719). JOB PATH: C:ITEE-LOKVOBSlW1NA4V T 5-10-3 0-4-3 it 1� 1498# 3.50" 100 (R0-1 I-11) scale = 0.1457 Eng. Job: WO: WMA-4- Divg: Truss ID: Ali Dsgnr: TLY CU: Date: 3-21-03 TIC Live 16.0 psf DurFac - LbC 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psi• Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09.05 02- 19 42- 1 - - - -HGS--08..20.01 - DESIGN INFORMATION This design is for an Individual bulIding component and has been based on Information provided by the client- The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as II may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica. tion. handling. shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as pan of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, buss has not been designed for storage or occupancy loads. The design assumes cornpression 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 nWd ceiling. they should be braced at a maximum spacing of 10'4r o.c. Connector plats shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASI'M A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabncalor shall review this drawing to verify that this dmwhng is in cordormancc with the fabncato,'s plans and to realize a continuing responsiblity for such veri. Ikation. Any disvepanels 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 titling wood to wood bearing. Con- nector plates shag be located on both faces of the truss with nails fully Imbedded and shall be sym. about the Jotnt unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6s8 plate Is 6" wide x 8- long. Slots (holes) nm parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shows 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 additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with *Handling Installing d Bracing-. 1-1I8-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a w straight and plumb Poe, and for resisting lateral form shall be designed and Installed by others. Careful hand- ling is essential and erection bracing B always required. Noma] precautionary action for trusses requires such temporary bracing during installation between trusses to avoid loppbng and dorninoing. 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 consuuction lads greater than the design lads shall not be applied to trusses at any time. No loads other than the welght of the erectors shall be applied to trusses until after an fastening and bracing Is completed. J13: WINCHESTER A 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 9,11 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 999# Support 2 1043# MAX LIVE LOAD DEFLECTION: L/999 L=-0.37" D=-0.39" T=-0.76" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.30" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.15" RMB = 1.15 4X6 T 5-3-2 04-3 6X8 3.00 I 0-3� WO: WINA4 WE: ®Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.c Brace must extend at least 90% of web length 2x6 Brace required on any web over 14'-0". WndLod per ASCE 7-98, C&C, V= 125nph, H- 23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 44.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI 1- 2 -5382 0.66 2- 3 -3342 0.56 3- 4 -3041 0.46 4- 5 -4339 0.51 5- 6- -3538 0.52 6- 7 -3291 0.50 7- 8 -3291 0.58 8- 9 -3291 0.58 9-10 -2632 0.45 10-11 -2840 0.47 3X4 3X4 ..BC ... FORCE ... CSI 19-18 4919 0.75 18-17 4480 0.71 17-16 3764 0.62 16-15 4489 0.69 15-14 3544 0.58 14-13 2307 0.40 13-12 2507 0.46 3X4 IN6 1VA TI: A9 QTY:1 ==__==========Joint Locations============-== 1) 0- 0- 0 8) 28- 1- 3 15) 21- 2- 6 2) 4- 3- 8 9) 35- 0- 0 16) 17- 2- 6 3) 9- 0- 0 10) 39- 0-12 17) 9- 0- 0 4) 13- 1- 3 11) 44- 0- 0 18) 4- 3- 8 5) 17- 2- 6 12) 44- 0- 0 19) 0- 0- 0 6) 21- 2- 6 13) 35- 0- 0 7) 23- 2- 0 14) 28- 1- 3 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1498 85 -999 BOT PIN 43-10- 4 1498 0 -1043 BOT H-ROLL I 3.00 8X10 8X10 4X6 19 118 0 116 1�5 - 1498# 3.50" 1-0-0 (RO-11-11) I 44-0-0 EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSI/TP1 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 Design: Afdlrir Analysis WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erallon 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 tnss members only to reduce buckling length. Provisions most be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). rrross Plate Institute. TPI, is located at 583 D'Onofrlo Drive. Madison. Wisconsin 53719). JOB PATH: C:ITEE-LOKVOB5IB%M41' 13 Job: Dwg: Dsgnr: TLY Cltk: TC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf 4X6 T 04-3 4-10-3 _�_ _L T_ 1498# 3.50" H 1-0-0 (RO-11-11) scale = 0.1457 Truss ID: A9 Date: 3-21-03 DurFac - Lbr: 1.25 DurFac - Plt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA -HCS.=03.-20.02- DESIGN INFORMATION This design Is for an individual building component and has been based on Information provided by the el enl. The designer disclaims any responsibility far damages as a result of faulty or Incorrect Information, speelfl--ions and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and Insla0.nlion of trusses. This truss has been designed as an Individual budding component In accordance with AN51/T'PI I-1995 and NDS-97 to be Incorporated as par of the building design try a Building Designer (registered architect or professional englneeri. 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 now loads. project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless othcrulse specified. where bottom chords In tension are not fully braced Laterally by a property applied rigid ceiling. they should be braced at a maximum spacing of l0'-0" o.c. 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 fabrication. the fabricator shall review this drawtng to verify Unat this drawing Is In conformance with the fabricators plans and to realize a continuing responslbWly for such veri. Bmllon. Any discrepancies are to be put In writing before culling or fabrication. Plates shall not be first. I ed Over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both laces of the truss with nalis fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate Is 5" wide x 4- long. A 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 centrold of the webs unless othervise shown. Connector plate sizes ate minbnum sizes based on the forces shown and nay need to be Increased for certain hand. Itng and/or erection stresses. This truss is not to be lubricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ail bracing and erection mcommendallons 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, deliveryand Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb poa- Itlon and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dontinobig. The supervision of erection of trusses shall be under the control of persons ecperfenced In the installation of trusses. Rofesslonal advice shall be sought d needed. Concentration of co-truction 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 faslenIng and bracing Is completed. JB: WINCHESTER A 4 TOP CHORDS: 2x4 Sp BOT CHORDS: 2x6 SP WEBS: 2x4 SP 2x4 SP AC: 10# UPLIFT D.I. #2 #2 #3 #2 3,5,7,9 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1005# Support 2 1042# MAX LIVE LOAD DEFLECTION: L/999 L=-0.26" D=-0.26" T=-0.52" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.13" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.06" RMB = 1.15 T 5-3-2 0-41-3 1 _1� T_ WO: WINA4 WE: MULTIPLE LOADS -- This design is the ca9posite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125titph, H= 23.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L= 40.0 ft W= 44.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI 1- 2 -2838 0.46 2- 3 -2630 0.43 3- 4 -3228 0.55 4- 5 -3558 0.58 5- 6 -3558 0.58 6- 7 -3228 0.55 7- 8 -2630 0.45 8- 9 -2838 0.47 5X8 3X4 ..BC...FORCE ... CSI 16-15 2506 0.46 15-14 2305 0.40 14-13 3258 0.51 13-12 3258 0.51 12-11 2305 0.40 11-10 2506 0.46 k, 6X8 Writ TI: B CITY:1 =_ ==========Joint Locations=======_===___= 1) 0- 0- 0 7) 35- 0- 0 13) 22- 0- 0 2) 4-11- 4 8) 39- 0-12 14) 15- 6- 0 - 3) 9- 0- 0 9) 44- 0- 0 15) 9- 0- 0 4) 15- 6- 0 10) 44- 0- 0 16) 0- 0- 0 5) 22- 0- 0 11) 35- 0- 0 6) 28- 6- 0 12) 28- 6- 0 -- MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1498 74 -1005 BOT PIN 43-10- 4 1498 0 -1042 BOT H-ROLL cvc Q 2X4 2X4 4X6 n 4X6 8X10 4X6 8X10 4X6 '16 15 14 13 1498# 3.50" 1-0-0 (RO-11- 0 I 44-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 Cmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNMA 0I1.0VIEDOXI-32766 Design: Mora, Analysis 4X6 T 0-4-3 4-10-3 1x1 _L T_ A 12 11 1 1498# 3.I�5e0- I (RO-I 1-11) scale = 0.1457 WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing. wind bracing. portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. provisions must be made to anchor lateral bracing at ends and specified locations determined by the budding designer. Addltional bracing of the Overact structure may be required. fSec HIB-91 of TPp. IT_ Plate Institute. M. is located at 583 D'Onofrfo Drive. Madison. Wisconsln 537 191. JOB PATH: C:ITEE-LOKU0BSIWI,VA4V Eng. Job: WO: WIIWA Dwg: Truss ID: B Dsgitr: TLY Clik: Date: 3-21-03 TC Live 16.0 psf DurFac - LF 1.25 TC Dead 7.0 psf DurFae - Plt: 1.25 11C Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09 05.02- 19 41- HCS: 08.20.02- DESIGN INFORMATION This design Is for an Indhidual building component and has been based on Information provided by the client. The designer disclaims any respomibl8ty for damages as a result of faulty or Incorrect Information. specifications and/or designs furnished to the truss designer by the event and the correctness or accuracy of this information as It may relate to a spe- cific project and accepts no responsibility or exerelses no control with repard to fabrica- tion. handling. shipment and Installation of trusses. This truss has been designed as an individual building component in accordance with ANSI/TPI 1.1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local dinauc records for wind or snow loads. project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupant' loads. The design assmnes cornpresslon chords (top or bottom) are cuounu. ously braced by sheathing unless otherwise specified. where bottom chords In tension arc not fully braced laterally by a property applied rigid ceiling. they should be braced at a maximum spacing of 10'-0' o.e. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting AS NI A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing La In conformance with the fabricator's plans and to realize a continuing responsibility for such wcri- ❑eatlon. 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 nt" wood to wood bcartng, Con. nectar plates shall be located on both faces of the truss with rolls fully Imbedded and shall be sym. about the Joint unless otherwise shown. A Sx4 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 the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shim and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed to accardance with -Handling Installing & Bracing-. HIB-91. Trusses are to be handled with Particular care during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pm- Itlon and for resisting laterae l forces shall be designed and Installed by others. Careful hand- [Ing is essentul and erection bracing is always requled. Norval pmmuuonwy action for trusses requires such temporary bracing during tnstallatIon bellveen trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. Jo:yyllyl_hltJltK A 4 AU: I U# UPLIFT U.L. TOP CHORDS: 2x8 SP #1 D 2x4 SP #1 D 1,6 BOT CHORDS: 2x6 SP #1 D WEBS: 2x4 SP #3 2x4 SP #2 10,12 2-PLY TRUSSI fasten w/3"X 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 999# Support 2 1016# MAX LIVE LOAD DEFLECTION: L/999 L=-0.49" D=-0.51" T=-0.991' MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.33" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.16" RMB = 1.00 r(, 00 T 4X10 3.00 I 0-3-3 �I WO: WINA4 WE: MULTIPLE LOADS -- This design is the carposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 2-PLY Hip Master designed to carry 71 0" open jacks (no webs) across center and Hip Jack Truss framed to BC WndLod per ASCE 7-98, C&C, V= 125mph, H- 23.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type= Encl L= 40.0 ft W= 44.0 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 -11813 0.60 18-17 10785 0.63 2- 3 -8935 0.42 17-16 9919 0.59 3- 4 -12580 0.24 16-15 8086 0.52 4- 5 -12601 0.26 15-14 14188 0.81 5- 6 -14332 0.28 14-13 11206 0.68 6- 7 -9730 0.18 13-12 10784 0.63 7- 8 -9732 0.21 12-11 5697 0.37 8- 9 -6371 0.20 11-10 5648 0.32 2-PLYS REQUIRED 5 TI: B 1 9TY:2 ===_ __ === = ==Joint Locations=============== 1) 0- 0- 0 7) 29- 1- 3 13) 21- 2- 6 2) 4- 3- 8 8) 37- 0- 0 14) 17- 2- 6. 3) 7- 0- 0 9) 44- 0- 0 15) 13- 1- 3 4) 13- 1- 3 10) 44- 0- 0 16) 7- 0- 0 5) 17- 2- 6 11) 37- 0- 0 17) 4- 3- 8 6) 21- 2- 6 12) 29- 1- 3 18) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 0- 0 -46 7- 0- 0 TC Vert L+D -100 7- 0- 0 -100 37- 0- 0 TC Vert L+D -46 37- 0- 0 -46 45- 0- 0 BC Vert L+D -20 0- 0- 0 -20 7- 0- 0 BC Vert L+D -43 7- 0- 0 -43 37- 0- 0 BC Vert L+D -20 37- 0- 0 -20 44- 0- 0 Concentrated LBS Location BC Vert L+D -429 7- 0- 0 BC Vert L+D -429 37- 0- 0 --MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 3095 32 -999 BOT PIN 43-10- 4 3091 0 -1016 BOT H-ROLL 10X10 1OX10 6X8 12X12 IOX10 1OX10 0 y '2a O so I s �if� I C�av 1 t ( 3.00 8X1O 8XI0 3X4 4.l'G 18 117 i6 15 114 113 3096# 3.50" 1-0-0 (RO-11-i1) I 44-0-0 EXCEPT AS SHOWN PLATES AR T(Z0 GA TESTED PER ANSI/TPI 1-1995 LMaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDOXI-32760 Design: Metric Analysis 12 VV,RKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bmcing shown on this drawing is not erection bracing. wind bracing, portal bracing or siullar bracing which is a part of the building design and which must be comldered by the building designer. Bmcing shown is for lateral suppon of truss members only to reduce bucking length. Provisions most be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. [See HIB-91 of ' I). frmss Plate Institute. TPI. is located at 583 D'Onotrio Drive. Madison. Wisconsin 53719). JOB PATH: C:ITEE-LOX1JOBS11V11VA4l' M 0 4-3 T 3-1I0-3 1 1 19 30-91o#�I 3.I�50-0-"-- 100 I I 430f1 (RO-11-11) scale = 0.1457 Job: DWg: Dsgnr. TLY Cltk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 asf Truss ID: B 1 Date: 3-21-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA v.n9 n5 n9- 1 OOS7_ _11CS:-_08.2Q02 - -- - Jb: WINL;Nl:SltR A 4 AC: 1U# UPLIFT D.L. DESIGN INFORMATION 711Ls design is for an Individual building component and has been based on Information provided by the clIenl. The designer disclaims any -sponslbWty for damages as a result of faulty or Incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as It may relate to a spe. cline pmjmt and nccepLs no responsibility or exercises no control with regard to fabrics. 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 fregslered architect or professional engineer). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the lord building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceWng. they should be braced at a maximum spacing of I lY-0' o.e Connector Plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting A-TRI A 653. Grade 40. unless oUicnvise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricators plans and to realize a continuing responsibility for such verl- ficallon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shad not be installed met knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shad be located on both faces of the truss with nabs fully Imbedded and shall be sym. about the Joint unless offic tse 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 shaft meet at the centmid of the webs unless otherwise shown. Connector plate sizes are minimnml sizes based on the forces shown and may need to be increased for certain hand- 8ng and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise ahoavn. For add..-1 Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations arc la be followed in accordance wilh'Handling Installng 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 pts- Ition and for resisting lateral forces shall be designed and installed by others. Careful hand. ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during InslaAatfon between trusses to avoid toppling and dom(noing. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads strati not be applied to I- at any [fine. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing I.completed. TOP CHORDS: 2x4 SP #2 2x6 SP #2 2,3 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 3,5,7,9 2-PLY TRUSS' fasten w/3"X 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1364# Support 2 1364# MAX LIVE LOAD DEFLECTION: L/999 L=-0.36" D=-0.38" T--0.73" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.15" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.07" RMB = 1.00 6.00 T 4--3-2 0-4-3 -Y_ WO: WINA4 WE: MULTIPLE LOADS -- This design is the composite result of nWltiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 2-PLY Hip Master designed to carry 71 0" open jacks (no webs) across center and Hip Jack Truss framed to BC WndLod per ASCE 7-98, C&C, V= 125mph, H= 23.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type= Encl L= 54.0 ft W= 44.0 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 -6375 0.29 16-15 5653 0.42 2- 3 -6290 0.27 15-14 5620 0.48 3- 4 -9291 0.39 14-13 9438 0.75 4- 5 -10551 0.41 13-12 9438 0.75 5- 6 -10551 0.41 12-11 5620 0.48 6- 7 -9291 0.39 11-10 5653 0.42 7- 8 -6290 0.27 8- 9 -6375 0.29 2-PLYS REQUIRED TI: B2 QTY:2 =====---======Joint Locations=============== 1) 0- 0- 0 7) 37- 0- 0 13) 22- 0- 0 2) 3-11- 4 8) 40- 0-12 14) 14- 6- 0, 3) 7- 0- 0 9) 44- 0- 0 15) 7- 0- 0 4) 14- 6- 0 10) 44- 0- 0 16) 0- 0- 0 5) 22- 0- 0 11) 37- 0- 0 6) 29- 6- 0 12) 29- 6- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 0- 0 -46 7- 0- 0 TC Vert L+D -100 7- 0- 0 -100 37- 0- 0 TC Vert L+D -46 37- 0- 0 -46 45- 0- 0 BC Vert L+D -20 0- 0- 0 -20 7- 0- 0 BC Vert L+D -43 7- 0- 0 -43 37- 0- 0 BC Vert L+D -20 37- 0- 0 -20 44- 0- 0 Concentrated LBS Location BC Vert L+D -429 7- 0- 0 BC Vert L+D -429 37- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-LOC Type 0- 1-12 3093 0 -1364 BOT PIN 43-10- 4 3093 0 -1364 BOT H-ROLL -6 00-1 I 04-3 3-10-3 T- �16 3093# 3.50" j5 14 13 12 11 1 11-0 _I_I 3093# 3.50" (RO-11-11) I 44-0-0 11 0-0 EXCEPT AS SHOWN PLATES A 430# TL20 GA TESTED PER ANSI/TPI 1-1995 430# �- (RO-1l-ll) scale = 0.1457 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: N LMaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING DWg: I Truss ID: B2 CONTRACTOR. Dsgitr: TLY Chk: Date: 3-21-03 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psf DurFac - Lbr: 1.25 SANFORD, FL. 32771 Bracing showri on [his drawing is not erection bracing, wind bmcing, portal bracing or similar bracing which is a part of the building design and which must be considered by the budding designer. Brachg TIC 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. Prowislons must be BC Live 0.0 psf O.C. Spacing: 24.0" TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations detertntned by the building designer. Addtuonalbmcingoftlnemersllstmctuminavbencyn4ed. (Sce HIB-91 of TPII. QC Dead 10.0 psf Design Criteria: TPI g LICENSE #0050068 rrrvss Plate Institute. TPI. Is located at 583 60nofr10 Drive. Madison. Wisconsin 53719). Code Dese: FLA 1005 VANNESSA DR0VIEU0.FL327G6 I TOTAL 33.0 psf V:09.05.02- 19940- 1 Design: Arendt Analysis JOB PATH: C:ITFE-LOKVOBSIIi'LVA4t' HCS: OU0.01 -- - - -- - ----- - - - DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorect Information, specifications and/or designs furnished to lilt truss designer by the client and the correctness or accuracy of this information as It may relate to a spe- clflc project and accepts no responsibility or exercises no control with regard to fabrica- Llon, handling. shipment and installation of truss-. This truss has been designed as an Individual building component In accordance wsth 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). Whai reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data showri are in agreement with the local building codes. local climatic records for wind or snow Inds. project sp"IBeaLlims or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu. ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceWng, they should be braced at a macinlum spacing of 10'-0' ox, Connector plate shall be manufactured from 20 gauge hot dipped galvanized steel meeting AS &I A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabnntlon, the fabricalor shall review this drawing to verify that this drawing is in conformance with the fabncatoe, plans and to —Ii- a continuing responsibility for such ven- fleation. 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 Bluing wood to wood bearing. Con- nector plates shall be located on both faces of the truss with malls fully fmb'dded and s),at] be sym. about the Joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6x8 plate Is 6- wide x 8- long. slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are mfirmum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional into Ilon on Quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES AB bracing and erection recommendations are to be followed in accordance with -Handling Installing & Bracing% HIB-91. Trusses are to be handled with particular care during banding and bundling, de(rvery and Installation to avoid damage. Temporary and permanent bmcmg for holding trusses in a straight and plumb pos- Illon and for resisting lateral forces shall be designed and Installed by others. Careful hand. ling is essential and erection bracing is always required. Normal precautionary action for trusses "LlIMs such temporary bracing during Installation between trusses to avoid toppling and dominoing. The superislon of erection of trusses shall be under the control of persons uperienced In the Installation of trusses. Professional advice stall be sought if needed. Concentmtlon of construction Inds greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of lire erectors shall be applied to Iuntil after all faslenmg and bracing Is completed. JB: WINCHESTER A 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 580# Support 2 340# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 275# MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" D= 0.00" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" RMB = 1.00 4-3-5 0-3-15 1 WO: WINA4 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, H= 23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 9.9 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- 2 635 0.54 5- 4 -782 0.42 2- 3 -55 0.42 TI: H QTY:3 ==============Joint Locations=============-= 1) 0- 0- 0 3) 9-10-13 5) 0- 0- 0 2) 5- 4- 1 4) 9-10-13 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To 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- 2- 8 208 275 -580 BOT PIN 9- 9- 0 423 0 -340 BOT H-ROLL 9-10-13 1 2 3 4.24- 3-9-15 9-10-13 f I 5 209# 4.95" 4 1-5-0 1 423# 2.50" (111-4-12) 1 9-10-13 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSl1TPI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNr A nm.nvsrnn ci s-.rra Design: Mafrit Annhafr WAKNIrib: 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 bmcmg, wind bracing, portal bracing or similar bracing which is a part of the budding design and which must be.. considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckllrig length. Provlsiuns roust be mad' to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPq. rrmss plate Institute- TPI, is located at 583 D'Onafrio Drtve. Madison, Wisconsin 53719). Eng. Jon: - Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Deaf) 1.0.0 psf TOTAL 33.0 usf scale = 0.4912 Truss ID: H Date: 3-21-03 Durfac - Lbr: 1.25 DurFac - PIt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA JOB PATH: C'TrF.F-LOKVOBSi1VGVA4V du, srnys..ncJlcrt M 4 J11.: tuff UI'Llhl U.L. DESIGN INFORMATION This design's for an Individual building component and has been based on Information provided by the client The designer disclaims any responalbWty for damages as a result of faulty or Incorrect inicrnatlon• specifications and/or designs fumished to the truss designer by the client and the correctness or accuracy of this infomation as It may relate to a spe. cdlc project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This truss has been designed as an individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as par of the bulldog design by a Budding Designer (registered architect or professional engineeri. When reviewed for approval by the budding designer. the design loadings shown most be checked to be sure that the data shown are In agreement with the local budding cafes. local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) are conitnu. ously braced by sheathing unless otherwise specified. Where bottom chords in tension ate not fully braced Literally by a pmperly applied rigid ceding. they should be braced at a maximum spacing of 10'4r O.C. Connector plates shad be manufactured from 20 puge hot dipped galvanized steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shad review 'Ills 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 discrepancies are to be put In writing before cutting or fabrication. Plalm shad not be installed over knotholes. knots or distorted grain. Members shad be cut for tight filling wood to wood bearing. Con- nector plates shad be located on both faces of the truss with nags fully Imbedded and shad be sym. about the Joint unless otherwise shown. A 5x4 plate is 5- wide x 4' long. A 6x8 plate is 6- wide x 8' long. Slots (holes) run parallel to Elie plate length specified. Double cuts on web members stall meet at the centrotd of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand - Wig and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information an Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES Ad bracing and erection recommrndatlons are to be followed in accordance with 'Handling Instilling A Bmcing-. HIB-91. Tosses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage Temporary and permanent bracing for holding trusses In a straight and plumb pos. Ition and for resisting lateral forces shall be designed and Installed by others. Careful hand- Iing Is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of election of trusses shall be under the control of persons experlenced In the Installation Of trusses. Professional advice shall be sought If needed. Concentration of construction bads greater than the design Inds shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be, applied Ica trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 581# Support 2 341# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 267# MAX LIVE LOAD DEFLECTION: L/999 L=-0.06" D= 0.0011 T=-0.06" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: T_ 0.05" RMB = 1.00 4-3-5 0-3-15 WO: WINA4 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, H= 23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 9.9 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 1164 0.71 6- 5 -1283 0.49 2- 3 1431 0.62 5- 4 0 0.16 I 4 24 TI: HI QTY:1 =====--- = --===Joint Locations=====____===___ 1) 0-0- 0 3) 9-10-13 5) 6- 0-13 2) 6- 0-13 4) 9-10-13 6) 0- 0- 0. ------------ TOTAL DESIGN LOADS ---------_ Uniform PLF From PLF To TC Vert L+D 0 0- 0- 0 -88 9-10-13 BC Vert L+D 0 0- 0- 0 -38 9-10-13 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 2- 8 208 267 -581 BOT PIN 9- 9- 0 423 0 -341 BOT H-ROLL 2.12 I 0-4-1 1 1 5-7-14 16 3-9-15 209# 4.95" 4 1-5-0 I (R14-12) 1 9-10-13 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Laronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDO.FL32766 Design: AlwAx Analysis WAKNINIU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not election bracing, wind bmcing, portal bracing or similar bracing which is a par of the budding deslgn and which must be considered by tie buddbhg designee Bracing shown is for Literal support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Add Wonal bracing of the overall structure may be required. (See IIIB-91 of TPII. (Truss Plate institute. TPI. is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). JOB PATH: C:I7EE-L0KU0BSI tW NA4V 423# 2.50" scale = 0.4912 Eng. Job: WO: WINA4 Dsvg: Truss ID: H 1 Dsgnr: TLY CILk: Date: 3-21-03 TC Live 16.0 psr DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFae - Pit: 1.25 BC Live 0.0 psr O.C. Spacing: 24.0" 13C Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 Dsf V•no na no_ innee —TICS. 0310.02 DESIGN INFORMATION This design is for an Individual budding component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It nay relate to a spe- .1c project and accepts no responsibility or exercises no control with regard to labnca- tlon, handling, shipment and installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1.1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When revtewed for approval by the building designer, the design loading, shown must be checked to be sure that the data shown are In agreement with the local building codes, local climatic meords for wind or snow loads• poject speedlcations or special applied loads. Unless shown. I.— has not been designed for storage or occupancy loads. The design assumes compression chords flop or bottom) are continu- ously braced by sheathing unless otherwise sPmLned. Where bottom chords in tension arc not fully braced laterally by a properly applied dgfd ceiling, they should be braced at a maximum spacing of 10'-0- o.e. Connector plat" shag 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 revinv thb drawing to verify that this drawing is in conformance with the fabricator's plans and to lealize a continuing responsibility for such verl- Bcation. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members slag be cut for fight [filing wood to wood bearing. Con- nector plat" stall be located on both faces of the truss with nails fully bnbedded and shall be sym. about the Joint unless otherwise shown. A Sx4 plate is 5' wide x 4' long. A 6a8 plate is 6' wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cut, on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are Minimum sizes based on the forces shown and may need to be Increased for certain hand. Ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For addltlonal Information on Quality Control refer to ANSI/TPI 1- I M PRECAUTIONARY NOTES Ail bracing and erection recommendations are to be followed in accordance with -Handling Installing A Bracing-. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding toss" in a straight and plumb pos. Hum 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 truss_ requtres such temporary bracing during Installation between trusses to avoid toppling and domtnoing. The supervision of erection of trusses shall be under the control ar er psons espertenced in the Installation of truss_. Professional advice shall be sought If needed. Concentration of construction bads greater than the design bads shall not be applied to trusses at any time. No loads other than the weight of the erector shall be applied to louses until after all fastening and bracing Is completed. JB: WINCHESTER A 4 AC: IOU UPLIFT D.L. TOP CHORDS: 2x4 SP #1 D BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125aph, H- 23.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type- Encl L= 44.0 ft W= 7.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/318 at Mid -panel # 1 L=-0.26" D= 0.04" T=-0.22" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: To 0.00" RMB = 1.15 4-3-2 k. 0-4-3 WO: WINA4 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on fmiltiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 353# Support 2 438# Support 3 49# ..TC...FORCE... CSI ..BC ... FORCE ... CSI 1- 2 -189 0.88 4- 3 -2 0.83 TI: J QTY:25 ==============Joint Locations==============_ 1) 0- 6- 7 3) 7- 0- 0 2) 7- 0- 0 4) 0- 6- 7 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 6-10-12 149 0 -438 TOP H-ROLL 0- 1-12 276 363 -353 BOT PIN 6-10-12 81 0 -49 BOT H-ROLL PROVIDE HORIZONTAL CONNECTION PER SCHEDULE : Support 1 363# 7-0-0 1 2 6.00 3-10-3 M 7-0-0 4 3 277# 3.50" 150N 2.50" �--fl 81N .50" (RO-11-11�— 7-0-0 EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSI/TPI 1-1995 C/L: 6-10-12 a 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 DROVIEDOYI-32766 YYAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drauing is not erection bracing, wind bracing. portal bracing or similar bracing which Is a part of the building design and which must be considered by the budding designer. Bracing shown is for Lateral support of truss members only to reduce buckling length. Prrn•Islons must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additlonal bracing of the overall structure may be required. (See HIB-91 of TPI[. D'russ Plate Institute. TPI, is located at 583 D'Onoldo Drive. Madison, Wisconsin 53719). Design: Metric Aildlysis _ JOB PATH._ _C_1TEE:L0KU0BSIII1,1M4V - Eng. Job: Dwg: Dsgr r: TLY Clik: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 17sf TOTAL 33.0 psf Attach with (3) 10d Toe -Nails Attach with (2) 10d Toe -Nails scale = 0.4929 Truss ID: J Date: 3-21-03 DurFac - Lbr. 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA 11CS. 03.20.02 J13: WINCHESTER A 4 AC: 10# UPLIFT D.L. DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Inwnmt Information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe• cille project and accepts no responsibility or exercises no control with regard to fabri-- tion. handling, shipment and tristallatlon of trusses. This truss has been designed as an Indhidual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Inearporoted as part of the building design by a Building Designer (registered architect or professional englneerl. When mimed for approval by the budding designer, the design lmdmgs 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, pmJect specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are eontlnu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied Aged cellng, they should be braced at a madmurn spacing of 10'-0* o.c. Connector plates shill 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 tor shall review, this drawing to verify that this drawing is in conformance with the fabnnlor's plans and to realtre a continuing rnon psibWA ty for such ve- 0allon. Any dtscrcpancln are to be put it, writing before cutting or fabrimuon. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight lilting wood to wood bearing. Con- nector plat" shall be located on both faces of the truss with nails fully Imbedded and shall be m. about sythe 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 5pec8led. Double cuts on well members shall meet at the centmid of the webs unless otherwise shown. Connector plate slrn are minimum sizes based on lire force shown and may need to be Increased for certain hand- ling and/or erection stresses. Tilts muss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For addluonal Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to att be followed In accordance w-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 trusan in a straight and plumb pos- IUon and for restating lateral forces shall be designed and Installed by others. Careful hand- ling Is essential and erection bracing is ahsays required. Normal precautionary action for trusses requires such temporary bmcmg during Installation between trusses to avoid toppling and dommoing. The supervision of erection of trusses shall be under the control of persons expenenced 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 lie weight of the erectors shall be applied to trusses until after an fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 379# MAX LIVE LOAD DEFLECTION: L/999 L=-0.04" D- 0.01" T=-0.04" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.02" RMB = 1.15 4-3-2 0-4-3 WO: WINA4 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. WndLod per ASCE 7-98, CSC, V= 125inph, H= 23.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L= 44.0 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- 2 582 0.42 6- 5 -824 0.26 2- 3 879 0.45 5- 4 -2 0.05 TI: J 1 QTY:7 ==______======Joint Locations=====_========= 1) 0- 9-13 3) 7- 0- 0 5) 4- 3- 8 2) 4- 3- 8 4) 7- 0- 0 6) 0- 9-13 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc 6-10-12 210 0 -494 TOP H- Type 0- 1-12 274 379 -339 BOT PIN 6-10-12 19 0 0 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 339# Support 2 494# 7-0-0 I 2 l r6 00 3.00 I 3X6 2-10-3 1-0-0 Attach with (3) 10d Toe -Nails Attach with (1) 10d Toe -Nails 0-3 4-0-0 2-8-8 6 274# 3.50" (RO-i 1-1 7-0-0 4 210# 2.50" _A EXCEPT AS SIiOWN PLATES ARE TL20 GA TESTED PER ANSI/TPi I-1995 Over 3 Supports „a C/L: 6-10-12 scale = 0.4929 Maronda Systems 4005 MARONDA WAY / SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DB.OVIEDO.FL32766 Design: Matrix Atmfyus rrt►Knfriti: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bmcbtg shown on this drawing is not c,-U.n bracing- wind bmemg, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bmcing shown Is for lateral support of truss members only to reduce buckling length. Provisions nmst be made to anchor lateral bmcmg at ends and specified locations determined by the building designer. Addluonal bracing of the rn 11 structure maybe required. (See HIB-91 of TPQ. muss Plate Institute. TPI, is located at 583 D'Onofrto Drive. Madison, Wisconsin 53719). JOB PATH: C:IiEE-LORUOB51tVINA4V Fog. Job: W INA4 Dwg: Truss ID: J 1 Dsgnr: TLY Chic: Date: 3-21-03 TC Live 16.0 psf DurFac - Lbr. 1.25 TC Dead 7.0 psf DurFac - Plt: 1.25 BC i.ive 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLAV:09.05 TOTAL 33.0 psf 02- 19959- 3 —HCSr OSJA.02 DESIGN INFORMATION' This design is for an Individual budding component and has been based on Infommuon provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect mfornmuon, apectfimtfonn 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- etfic project and accepts no responsibility or exercises no control with regard to fabrica. tion, handling, shipment and installation of trusses. This truss has been designed as an individual 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 the budding designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local budding codes. local climatic records for wind or snow loods. Project specNcallons or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) art contiou. ously braced by sheathing unless otherwise specified. Where bottom chords in tendon are not fully braced laterally by a property applied rigid telling, they should be braced at a maximum spacing of 10--V o.c. Connector pales shad be manufactured from 20 gauge hot dipped galvenlzed steel meeting ASTM A 653. Crade 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 labrtcalors plans and to realize a continuing responsibility for such ven- Bollon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not he Installed Over knotholes. knots or distorted grain. Members shad be cut for light fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with naffs fully imbedded and shall be syn'. about the joint unless otherwise shown. A 5x4 plate Is 5- wide x 4' long. A 6x6 plate is 6' wide x 8' long. Slots [holes) run parallel to the plate length specified. Double cuts on web members shad meet at the cenlrold of the webs unless otherwise shown. Connector plate sties arc mi finum 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 m1aidant treated lumber unless otherwise shown. For additional Infonnation on Quality Control refer to ANSI /TPI 1-1995 PRECAUTIONARY NOTES All lancing and erection recommendations are to be followed in accordance with -Handling InataWng R Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bmcing for holding trusses in a straight and plumb pos- illon and for resisting lateral forces shad be designed and Walled 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 donlhlofng. Tlie supervision of erection of trusses shad be under the control of persons experienced in the installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No bads other flan the weight of the erectors shad be applied to trusses until after all fastening and bmcag Is completed. .su. rrII'4%- 1r01rK N 4 Al_: IUif UNLIhI U.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 This truss is designed to bear on multiple Supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 363# MAX LIVE LOAD DEFLECTION: L/999 L=-0.06" D= 0.01" T=-0.05" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" RMB = 1.15 WO: WINA4 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. WndLod per ASCE 7-98, C&C, V= 125mph, H= 23.0 ft, 1- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 44.0 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- 2 983 0.50 6- 5 -1236 0.18 2- 3 -129 0.44 5- 4 -1171 0.19 TI: J 1 A 61TY:1 __===___ = ;a=Joint Locations=============== 1) 0- 9-13 3) 7- 0- 0 5) 2- 5- 0 2) 2- 5- 0 4) 7- 0- 0 6) 0- 9-13. ----MAR. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 6-10-12 89 0 -271 Top H-ROLL 0- 1-12 276 363 -352 BOT PIN 6-10-12 141 0 -218 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 352# Support 2 271# Support 3 218# 7-0-0 1 2 3 4-3-2 3X4 3-3-13 0-4-3 _ SXG 2X4 3XG O-G-G 3.00 0-3-8 � 2-1-8 4-7-0 Plate Height 6 = 0-6-6 277# 3.50" 4 (RO-11-1 i) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 C/L: 6-10-12 � Over 3 Supports Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNFSSA DROVIEDO.FL32766 Design: Afcanx Analysis VVAKNING: 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 bncIng. wind bracing. portal bmcing or similar hmcbrg which Is a part of the budding design and which must be considered by the budding designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Prrnislons must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bncing of the overall structure nav be required, (See HIB-91 of 7P11. ,T-ss Plate Institute. TPI, is located at 583 UOnofro Drive. Madison. Wisconsin 53719). JOB PA771: C:ITE£-LOKUOBSIWI1VA4V Attach with (4) 10d Toe -Nails Attach with (3) 10d Tue-Nails scale = 0.4929 Eng. Job: : I A D`vg: Truss ID: J 1 A Dsgnr: TLY Cllk: Date: 3-21-03 TIC Live 16.0 psf DurFae - Lbr: 1.25 TIC Dead 7.0 psf DurFac - Pit: 1.25 11C Live 0.0 psf O.C. Spacing: 24.0" BC Dead lo.o psf Design Criteria: TPI Code Desc: FLAV:09.05.0 TOTAL 33.0 psf - 1 960- 3 --- — -N&S.-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 respomibWty for damages as a result of faulty or Incorrect Information. specifications and/or designs furnished to the truss designer by the client and the conmet—a or occuracy of this Information as it may relate to a spe- cific projeet and accepts no responslbWty or exercises no control with regard to fabrica- tion, handling, shipment and Installation of lrusa-. This uuss has been designed as an Individual building component In accordance with ANSI/771 1-1995 and NDS-97 to be Incorporated as pan of the building design by a Building Designer (registered architect or professional ngineeti. 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. lawn climatic records for word or snow loads. proJecl specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottoml are continu. ously braced by sheathing unless otherwise specified. where bottom chorls In tension are not fully braced literally by a properly applied rigid ceWng• they should be braced at a maximum spactng of 10'-0' o.e. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel m-Lhlg ASTIA A 653. Grade 40. unleaa otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this dmwing to verify that this drawing is In conformance uath the fabricator's plans and to �llze a continuing responslbilly for such veri. flcallon. Any discrepancies are to be put In writing before cut tmg or fabnmtion. Plato shall not be Installed over knotholes. knots or distorted grates. Members shall be cut for light fitting wood to wood bearing. Con- nector plates shall be located on broth faces of the taus with nails fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate Is 5' wide x 4' long. A 6x8 plate is 6' wide x 8• long. Slots (holes) run parallel to the plate length specified Double cuts on web members shag meet at the eentrold of the webs unless otherwise shown. Connector plate sizes are minimum st— based on the forces shown and may need to be Increased far certain hand- ling and/or erection stresses. This truss b not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional hmfonnation on Quality control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with 'Handling Installing & Bracing'. HIB-91. Trusses are to be handled with particular ore during banding and bundling, delivery and Installation to avold damage. Temporary and Permanent bracing for holding trusses In a straight and plumb pas - Non and for restsmog lateral forces shall be designed and Installed by others. Careful hand- ling Is essential and erection bracing b always required. Normal precautionary action for tnrases requires such tempomry bracing during Installation between trusses to avoid toppLing and domtnoing. The supervision of erection of trusses shall be under the control of persons experienced N the uulalLation of trusses. Professional advice shall be sough 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 erector shall be applied to trusses until after all fastening and bracing is completed. .ro. vv1I4%-t1tb1t1< A 4 AU 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, Vet 125rtph, H= 23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 5.1 ft Truss in INT zone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/741 at Mid -panel # 1 L=-0.08a D= 0.01" T=-0.07a MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00r MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00rr RMB = 1.15 3-3-14 0-44-3 —L I WO: WINA4 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 333# Support 2 345# Support 3 43# TC... FORCE ... CSI BC...FORCE... CSI 1- 2 -165 0.66 4- 3 -2 0.50 TI: J2 QTY:6 ======-----===Joint Locations=========------ 1) 0- 6- 7 3) 5- 1- 8 2) 5- 1- 8 4) 0- 6- 7 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-LOC Type 5- 0- 4 108 0 -345 TOP 0- 1-12 215 324 H-ROLL -333 BOT 5- 0- 4 60 0 -43 BOT PIN H-ROLL PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 324# : 5-1-8 1 9 6.00 Y 240-15 CRI 5-1-8 4 215# 3.50" 3 I 1-0-0 1 109# 2.50" 5 I (RO-11-l1)� -1-8 61# 50r' EXCEPT AS SHOWN PLATES ARE TI-20 GA 'PESTED PER ANSI/TPI 1-1995 Over 3 Supports C/L: -0-4 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.OVIEDOX1.32766 Design: Mmrit Analytic vvHKN1N1U: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing fh ich Is of heart of theOwn on m buildinggdq(gn arts whichmm must be mns dered portalg. wind bracing. h bracing or building desigmerr Brach g shown u for lateral support of truss members only to reduce buckling length. Prm-lions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. ee (SHIB-91 of TPI). frmss Plate Institute. TPI, Is located at 583 D'Onofno Drive. hladlson. Wisconsin 53719). JOB PATH: CATEE-LOKVOBSIWJAA41V Eng. Job: DWg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 usf Attach With (3) 10d Toe -Nails Attach with (1) 10d I oe-Nails scale = 0.6319 Truss ID: J2 Date: 3-21-03 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 It- been based on tnfamaunn provided by the client. The designer disclaims any responsibility for damages as a result of faulty on incorrect information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- edie project and accepts no responsibility or exercises no control with regard to fabrica- tion. handling, shipment and Installation of trusses. This truss has been designed as an individual budding component In accordance with ANSUTPI 1-1995 and NDS-97 to be Incorporated as part of the budding design by a Budding Designer Iregstered 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 arc in agreement with the local budding codes, local climatic records for wind or snm loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottoml arc rnnllnu- ously braced by sheathing unless olhenwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceding, they should be braced "t a maximum spacing of 10'-0- o.c Connector plates shall he manufactured from . gauge hot dipped galvanized steel meetingASTM A 653. Crade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrimUon, the fabricator shad review this drawing to verify that this drawing Is in conformance with the fabriealor's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in witting before cutting or fabrication. Plates shad not be installed over knotholes. knots or distorted grain. Members shall be cut for light fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be syrrn. about the joint unless otherwise shown. A 5.4 plate is 5- wide x 4- long. A t3x8 plate is 6- wide x e- long. sorts (holes) run parallel to the plate length specified. Double cuts on web members shad meet at the centmld of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forty shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fee 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 Imt-Wag A Bracing-. HIB-91. Trusses arc to be handled with particular care during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb 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 prceautlomry action for (ruses requires such temporary bracing during tnsta11ation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shad be under the control of persons experienced in the Installation of trusses. Professional advice shad be sought if needed. Concentration of construction loads greater than the design loads shad not be applied to trusses at any time. No loads other than the weight of the erectors shad be applied to trusses unid after all fastening and bracing is completed. .its: WINUHESTER A 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE HORIZONTAL CONNECTION PER SCHEDULE ; Support 1 342# MAX LIVE LOAD DEFLECTION: L/812 at Mid -panel # 1 L=-0.07" D= 0.01" T=-0.06" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" RMB = 1.15 3-3-2 EXCEPT AS SIIO%NN PLATES Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA OROVIEDOXI-32766 Design: 6fathr Aiudysis 0-4-3 WO: WINA4 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the COnipoAll ite COMPRESSION result multiple RESSIONChorrds areasstmleddto be continuously braced unless noted otherwise. WndLod per ASCE 7-98 C&C, V= 125rnph, H= 23.0 ft, I= 1.00, Ebcp.Cat. B, Rzt= 1.0 Bld Type. Encl L= 44.0 ft W= 5.0 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 -223 0.55 6- 5 35 0.31 2- 3 -33 0.06 5- 4 1 0.30 TI: J213 QTY:2 -=============Joint Locations=============_= 1) 0- 9-13 3) 5- 0- 0 5) 4- 3- 8 2) 4- 3- 8 4) 5- 0- 0 6) 0- 9-13 ----MAX. REACTIONS PER BEARING LOCATION----- X-LOC Vert Horiz Uplift y-LOC Type 4-10-12 69 0 -71 TOP H-ROLL 0- 1-12 206 342 -306 BOT PIN 4-10-12 90 0 -312 BOT it -ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 306# Support 2 71# Support 3 312# 5-0-0 1 2 3 6.00 140-3 1-0-0 I 3.00 I 038 . n 0-8-8 206# 3.501, 6 4 1-0-0 I 70!/ 2.50u 5-0-0 91// 2 50" ARE TL20 CA TESTED PER ANSI/TPI 1-1995 Over 3 Supports C/L: 4-10-12 YVAKNINU: READ ALL NOTES ON THIS SHEET. Eq. Job: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Divg: CONTRACTOR. Dsgnr: TLY Chk: BRACING WARNING: Bracing TC Live 16.0 psf shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is apart of tin bulkling design and which must be TC Dead 7•0 psf considered by the building designer. Bracing shorn is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends BC Live �� and specified locations determined by the budding desi Additional bracing of lire overall structure may be required. Isee HIB-91 of TPn. F �" (Truss Plate Institute. TPI, is located 13C Dead pSf 10.0 at 583 D'Onofrfo Drive, Madison, Wisconsin 53719)• psf TOTAL 33.0 psf JOB PATFI. C:17Ef-LOX VOBSIWIX44V_ _ _ _ Attach %vith (1) 10d Toe -Nails Oa 'roe--Nails3) scale = 0.6440 Truss ID: J26 Date: 3-21-03 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA IfCS: 08.20.02 DESIGN INFORMATION Thls design is for an individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cinc project and accepts no responsibility or mercies no control with regard to fabrica- tion, handling. shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes, local ellmatic records for wind or now bads, project specifications or special applied loads. Unless shown. truss has not been designed for storage or ocoupanty loads. The design assumes compression chords (lop or bottom) art miju nu- usly braced by sheathing unless oLh..,uc specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0' o.c. Connector plates shall be manufactured Cram 20 gauge hot dipped gaivanlzcd 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 ven- ficaUon. 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 the truss with nalls fully Imbedded and shall be sym. about lhejotnt unless otherwise shown. A 5x4 plate is 5' wide x 4- long. A 6x8 plate is 6" wide x 8- long. Slots (holes) run pam lie] to the plate length specified. Double cuts on web members shall meet at the -nt-ld of the webs rmleas otherwise shown. Connector plate sizes arc minimum sizes based on the forces shown and may need to be Increased for certain hand - Wag and/or erection stresses. This truss Isnot to be fabricated with fire retardant treated lumber unless otherwise shown. For additional lnfornallon on Quality Control refer to AN51/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -Handling Installing @ Bracing% HIB-91. Trusses arc to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a stmlghl and plumb pos- Itlon and for resisting lateral fort- shall be designed and Installed by others. Careful hand. ling Ls-senUai 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 supervision of erection of truss— shall be under the control of persons experienced in the Installation of trusses. Professlonal advice shall be sought if needed. Concenlmtlon 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 sha0 be applied to truss- until alter all fastening and bracing is comp leted. JU: WINU111:511:K A 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, H= 23.0 ft, I- 1.00, Ecp.Cat. B, Xzt= 1.0 Bld Type= Encl L. 40.0 ft W= 3.1 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req 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 2-3-14 0-4-3 EXCEPT AS SIIO1VN PLATES [Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-00(rt Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Afmri.t Annlrris WO: WINA4 WE. Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 249# Support 2 215# Support 3 26# TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -99 0.25 4- 3 -2 0.19 TI: J3 61TY:6 ===========—=Joint Locations==========-==== 1) 0- 6- 7 3) 3- 1- 8 2) 3- 1- 8 4) 0- 6- 7 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Lot 3- 0- 4 66 0 -215 TOP H Type L 0- 1-12 149 196 -249 BOT PIN 3- 0- 4 36 0 -26 BOT H-ROLL 3-1-8 1 2 6 0000 9 1 3-1-8 4 149N 3.50" 3 1-0.0 66N 2.50" 37L# 2 0'l (RO-11-11) �e 3-1-8 ARE TL20 GA TESTED PER ANS11TI31 1-1995 Over 3 Supports —CAL. 3� 1 4 YVAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bmcing or shnliv bmchhg 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. Pmvislots must be made to anchor lateral bracing at ends and spec8led locations determined by the bu8ding designer. Additional bracing of the overall structure may be required. (See IfIB-91 of TPII. (Truss Plate Institute. TPI, is located at 580 D'Onofriu Drive. Madison. Wisconsin 53719). Eng. Job: Dwg: Dsgar: TLY Cldl: TIC Live 16.0 psf TIC Dead 7.0 psf 13C Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf Attach with (3) 10d Toe -Nails Attach With (1) 10d Toe -Nails scale = 0.9039 Truss ID: J3 Date: 3-21-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA JOB PATH: C:ITEE-LOKUOBSI H71VA4V DESIGN INFORMATION This design Is for an Individual building component and has been based on Inforn allon provided by lire client. The designer disclaims any responsibility for damages as a result of faulty or incorrect information. specifications and/or designs furnished to the truss designer by the client and lire correctness or acculicr Of this information as It may relate to a spe- cific protect and accepts no responsibility or exercises no control with regard to fabrica. tion, handling, shipment and Installation of trusses. 'nits truss has teen designed as an individual building component In accordance with ANSI/TPI te 1-1995 and NDS-97 to be Incorporad as part of the building design by a Building Designer (registered architect or professlonai engineer). When reviewed for approval by the building designer. the design landings shown must be checked to be sure that the data sham are In agreement with the Incal building codes, local climatic records for wind or snow loads. protect specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) are cominu- ously braced by sheathing unless othernise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid telling, they should be braced at a maxbnunn spacing of 10'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a contunuing responsib Bty for such vert. Bcatlon. Nry discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Alembers 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 thetoint unless otherwise shown. A 5x4 plate Is 5- wide x 4' long. A 6A plate Is 6- wlde x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise 5li-1. Connector plate sizes are minimum sUes based on the forces shown and may need to be Increased for certain hand- ling and/or erect Lon stresses. This truss 13 not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Bualily Control refer to ANSI /TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with 'Handling Installing A Bracing". HIB-91. Trusses are to be handled with particular care during Landing and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses or a straight and plumb pos- Ition and for resisting lateral forces shall be designed and installed by others. Careful hand. ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Ins1211aUon between trusses to avoid toppling and domino(ng. The supervision of erection of trusses stall be under the control of persons crperienced in the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. .fo. vrllv\-rltJltK A 4 Al.: I UR UPLIF1 U.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 247# Support 2 217# Support 3 26# MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D= 0.0011 T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 WO: WINA4 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. WndLod per ASCE 7-98, C&C, V= 125mph, H= 23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 3.1 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -102 0.25 4- 3 -18 0.19 TI: J38 QTY:2 =_ = = ======Joint Locations===========__ _ 1) 0- 9-13 3) 3- 1- 8 2) 3- 1- 8 4) 0- 9-13 ----MAX. REACTIONS PER BEARING LOCATION----, X-Loc Vert Horiz Uplift Y-LOc Type 3- 0- 4 66 0 -217 TOP H-ROLL 0- 1-12 149 200 -247 BOT PIN 3- 0- 4 36 0 -26 BOT H-ROLL 3-1-8 I 2 Attach with (3) LOd 'roe -Nails 2-3-14 0-4-3 _t Attach with (1) 10d Toe -Nails 3.00 I 0-3-8 Z-10-0 4 3 149# 3.50" 67k 2.50" 1-0-0 1 3 1 37# 2{50" (RO-11-11) 1- 8 C/L: - 4 EXCEPT AS S11OWN PLATES ARE T1,20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports VVAKNINU: READ ALL NOTES ON THIS SHEET. Eng. Job: Lmaronda systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgnr: TLY Cldf: 4005 MARONDA WAY BRACING WARNING: TIC Live 16.0 psf SAN FORD, FL. 32771 Bracing shown on this drnuing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be TIC Dead 7.0 psf (407) 321-0064 Fax (407) 321-3913 considered by the budding desigirer. Bracing shoat is for Lateral support of truss members only to reduce buckling length. Proa'Isions must be BC Live 0.0 psr TOMAS PONCE P.E. made to anchor late,] bracing at ends and specified lo©llons determined by the building designer. AddRfonal bracing at the overall structure may be required. (See IIIB-91 of TPI). BC Dead 10.0 psf LICENSE #0050068 rrmss Plate Institute. TPI. is locnled at 583 Donofrio Drive, Madison. Wisconsin 53719). 1005 VANNFSSA DR.0VIEDO.F1.32766 TOTAL 33.0 psf Design: Afmris Armfysis JOB PATH: C.17'EE-L0KU0BSIIl7N,44t' scale = 0.9039 Truss ID: J3B Date: 3-21-03 DurFac - Wr: 1.25 DurFac - PIt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA tick. 08.20.02 DESIGN INFORMATION This design Is for an individual building component and has been based on Information provided by the cllenL The designer disdains any responsibility for darnages as a result of faulty or Incorrect Information, speclncatlons and/or designs furnished to the truss designer by the cheat and the correcuuss or accuracy of this Information as It may relate to a spe- cific project and accepts no responslbUlty or exercises no control with regard to fabrtca- tion, handling. shipment and Installation of trusses. This truss has been designed as an individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local eWmtic records for wind or snow loads. Project specifications or special apphed loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottoml are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0- o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanued steel meeting ASrM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication• the fabricator shall review this drawing to verify that this dravAng is in conformance with the fabricator's plans and to realize a continuing rmpomibWty for such vert- flnlfon. Any dsceponcles are to be put 1n writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Afembem shall be cut for tight fitting wood to wood bearing. Con- nector plate shall be located on both faces of the true with nails fully Imbedded and shah be sysn. about the joint unless otherwise shown. A 5.4 plate is 5- wide x 4- long. A rix8 plate is 6' wide x 8- long. Slots (holes) run parallel to the plate length specifed. Double cuts on web members shall meet at the eenlrold of the webs unless otherwise shown. Connector plate sizes ore minimum sizes based on the forces shown and may need to be increased for certain hand. ling and/or erection stresses. This lnmss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional tnfonnallon on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES AD bracing and erection recommendations are to be followed in accordance with -Handling Installing & Bracing'. HI3-91. Trusses are to be handled with particular cue during banding and bundling• delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pm- ltlon and for ressting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal pree111-ty a,Uon for trusses requiro such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the Instalalion of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracng is completed. JD. VVII4%.r1tJ1tK A 4 AC:: 1U# UNLIFI D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 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- 23.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 1.1 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D= 0.00" T= 0.0011 MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 1-344 T 0-4-3 WO: WINA4 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the cOrnposite 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 1 156# Support 2 75# Support 3 6# TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -29 0.03 4- 3 -2 0.02 1-0-0 (RO-11-11) EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSI/TPI Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DPLOVIEDOXI-32766 Design: Mrdrir Atiafytis TI: J4 QTY:6 ==------ ==Joint Locations=============== 1) 0- 6 7 3) 1- 1- 8 2) 1- 1- 8 4) 0- 6- 7 -- MAX. REACTIONS PER BEARING LOCATION----- x-Loc Vert Horiz Uplift Y-Loc Type 1- 0- 4 24 0 -75 TOP H-ROLL 0- 1-12 83 57 -156 BoT PIN 1- 0- 4 12 0 -6 BOT H-ROLL 1-1-8 1 2 r 6.00 0-1045 1-1-R 4 3 83N 3.50" 24N 2.50" Di"--- 1-1-8 1n C/L: 1- 4 1-1995 Over 3 Supports READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is riot erection bracing, wind bmcing, portal bracing or similar bracing which Is n pan of the building design and which must be considered by the budding designer. Bracing shmam is for lateral support of less members only to reduce buckling length. Provisions must be made to anchor lateral bmcing at ends and specified Io Uons determined by the building designer. Additional bracing of the werall structure may be required. (See HIB-91 of TPI(. rrrss Plate Institute. TPI, Is located at 583 D'Onofrio Drive. Madison. Wisconsin 537191. JOB PA771: C:IT£F-LOKIJOBSIIV1NA4V Eng. Job: Dwg: Dsgfir: TLY Clik: TIC Live 16.0 TIC Dead 7.0 13C Live 0.0 BC Dead 10.0 TOTAL 33.0 Attach R•ith (1) IOd Toe -Nails Attach with (1) 10d Toe -Nails scale = 1.5869 ITruss ID: J4 Date: 3-21-03 psf DurFac - Lbr: 1.25 psf DurFac - Pit: 1.25 psr O.C. Spacing: 24.0" psr Design Criteria: TPI Code Desc: FLA HCS:-08:20.01 — DESIGN INFORMATION This design is for an IndMdual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect bdonnation, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this tnfomratlon as it may relate to a spe• elflc protect and accepts no responsibility or exercises no control with regard to fab lca- Lion, handling, shipment and Installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1. 1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered amid ecl or professional enginced. When rmlewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for wind or snow bads, project specifications or special applied loads. Unless shown, truss has not been designed for storage nr occupancy loads. The design assumes compression chords (Lop or bottom) are contlnu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceding• they should be braced at a maximum spacing of 10'-0' o.e. Connector plates shall be manufactured from 20 gauge hill dipped galanbed steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabriaLLlon. the fabri©tor shall review this drawing to verify that this drawing is I,, confomuance with the fabricator's plans and to realize a continuing responsibility for such ver- Bartlon. Any discrepancies are to be put in westing Wore cutting or fabrication. Ptat- shall not be Installed over knotholes. knot+ or distorted grain. Members shall be cut for light fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6x8 plate is 6- wide x 8- long. Slots (holes) rust parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector p4 to sizes are minimum sizes based on the forces shown and may need to be increased for certain hand. ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless othenvtse shown. For additional Information uu Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recon0mmndations are to be followed In accordance with"Handling Installing & Bracing". HIB-91. Trusses are to be handled with particular care during banding and bundling. deli—y and Installation to avoid damage. Temporary and permanent biactg for holding trusses in a straight and plumb pos. Itlon and for misting Lateral forces shall be designed and Installed by others. Careful hand. ling is essential and erection bracing Is always required. Normal precautlormry action for trusses requt o such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erecllon of l—.- shaU be under the control of persons experienced In the installation of muses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any linre. No lards other than the weight of the erectors shall be applied to Lrusses until after all fastening and bracing Is completed. Jb." VIIIW-1-101tK A 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. Field Connection at Support 1 must be able transfer 28 pounds of horizontal reaction 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 T 0-4-5 1 WO: WINA4 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. Wndlrod per ASCE 7-98, C&C, V= 125mph, He: 21.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type= Encl L. 40.0 ft W= 1.1 ft Truss in 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 -9 0.03 4- 3 -6 0.02 TI: J46 QTY:2 --- ==========Joint Locations===========_=== 1) 0- 9- 5 3) 1- 1- 8 2) 1- 1- 8 4) 0- 9- 5 ----MAX. REACTIONS PER BEARING LOCATION--- X-LC.0 Vert Horiz uplift Y-Loc Type 1- 0- 4 24 28 -65 TOP PIN 0- 1-12 88 37 -163 BOT PIN 1- 0- 4 12 0 -6 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 163# Support 2 65# Support 3 6# 3.00 I 0-3-3 0-10-0� 4 3 89N 3.50" 25N 2.50" 1-1-9 13N 2.5 " — 1-I-8 0-8-9 0-2-8 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 C/L: L- 4 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: scale = 1.5123 A4 Maronda Systems))] A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: J4B CONTRACTOR. Dsgnr: TLY ICU: Date: 3-21-03 4005 MARONDA WAY BRACING WARNING: TIC Live 16.0 psf DurFac - Lbr: 1.25 SANFORD, FL. 32771 Bracing shown on this drawing Is not erection bracing, wind bracing, portal bracing or similar bracing which Is a part of the building design and which must be consideredthe buildingdesigner. TIC Dead 7.0 psf DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 e1 ngth. Proiisionsmust lie cog shown Is for lateral support of truss mernbers only, to reduce buckling BC Live 0.0 psf O.C. Spacing: 24.0" TOMAS PONCE P.E. made to anchor Lateral bracing at ends and specified locations determined by the building designer. AddiLlonalbmctngoftheovemlistrucLuremnvberequbcd. (SccHiB-9IofM). BC Dead lo.o psf Design Criteria: TPI 9 LICENSE #0050068 1005 VANNESSA DR.OVIEDOXI-32765 rriosi Plate Institute. TPI. is located at 583 D�Onofrio Drive. Madison. Wisconsin 537191. Code Code Dese: Design: Matrix An"Ipsis JOB PATH: C:ITEE-LOKUOBSIB4N.44V TOTAL 33.0 psf 5. 19963- 3 - -- -- _ _ HCS:_04.20.02 - — L�aronda Homes Ak AN EASILY OBSERVABLE BETTER VALUEI 1101 N0R71iKF1 LER ROAD, SuiTE F • ORLANDO, F1 OR/DA 32810 407-475-9112 • FAX: 407-475-9115 I LETTER OF AUTHORIZATION ❑ CITY OF DELTONA ❑ VOLUSIA COUNTY ❑x CITY OF SANFORD ❑ SEMINOLE COUNTY I hereby name and appoint Lee Emerson, Joyce Stark and Silver Streak to sign his/her name on my behalf in order to apply for and/or pickup building permits for Maronda Homes, Inc. of Florida work to be completed at Lot 118, 131 PINEFIELD DRIVE at Celery Lakes. RUSSE1?EITLSUdMERS, CRC058496 MARONDA HOMES, INC. OF FLORIDA STATE OF FLORIDA COUNTY OF ORANGE Sworn and subscribed before me this 30th day of JUNE, 2003 by RUSSELL KEITH SUMMERS who is personally known to me. OVLf,,.my DEBBIE TIME My Comm Exp. 215/05No. CC 999378 NOTARY PUBLIC K,.Ilowml.D. CADocuments and Settings\pellegrinl\Desktop\PERMITT] NG\City of Sanford\LOA Keith Summers for City of Sanford.doc d PLAT OF BOUNDARY SURVEY for MARONDA HOMES Legal Description LOT 118, 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. I I I I I I � D 117 I> I n I � AI On°ZQ'1-711 C 1')n nn' I0 Ln 15' DRAINAGE EASEMENT o c� ��h9 P -------------------------- 44.00 Z o =o 0 m II Ln m o O O NMO �. � D 9�P I819�P 5' DRAINAGE ESM'T KI S2n"zoli -7" C i oo nn' SCALE: 1 "= 20' 46.00' 118 I PO NS REVIEliVED SURVEY NOTES: Oily OF SANFOO 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. PROJECT NO: 03-595 .tea.1 11 .JW11VL 111Y11f JLIVI.. R. BLAIR KITNER - P.L.S. NO. 3382 Post Office Box 823, Sanford, F1. 32772-M3 (4(Y) 322-20M SURVEY DATE: CERTIFIED CT TO: Master File #7 Central Florida B.O.A.F Exterior Window and Door Master Filing Checklist Sufficiency Review Manufacturer Name: Norandex/Reynolds Distribution Model Number(s): 1 "x4" and 1 "x3" Aluminum Mullions Contact Name & Number: Christopher M Fuertsch — (407) 667-9390 Please ensure the following are contained in your submittal: X Two (2) signed and sealed engineered installation details. One (1) signed and sealed test report. One (1) signed and sealed engineered calculations for alternate fastening method, if applicable. II. Goverrimental Product Approval: Agency Initials/Date Agency Initials /Date Brevard, County of Melbourne, City of Cape Canaveral Mt. Dora, City of Cocoa Beach, City of Orange, County of ACP 3/15/02 Eustis, City of Port Orange, City of Indialantic, City of Rockledge, City of Indian Harbour, City of Satellite Beach,. City of Lake, County of SN 3/26/02 Seminole, County of Lake Mary, City of RJ 4/05/02 Tavares, City of Leesburg, City of SS 3/26/02 Titusville, City of Maitland, City of West Melbourne, City of Malabar, City of Winter Park, City of LP 3/26/02 Melbourne Beach, City of Scan Date 4-4-02 Created on 02/04/02 Pagel of 2 NORANDE PAGE 29 CAULK TOP OF MULL #10 •X 3/4" TEK SCREW WINDOW JAM lx3 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) 1x4 MULLION RFLA-39) 3/4"MAX SEE CHART FOR MANI)rACTORER NAMB: TER mE # "/ FASTENERS NOTES: � "o i) ALL ALUMINUM EXTRUSIONS'ARE ALLAY 6063 OR 8083 T5. T6, y a 2) WHEN THERE IS ONE TAPCON (1/40" X 1-1/2-) CHARLES A 'p N. P.E ON EACH ANGLE LEG, THE TAPCON 2 SHALL BE FL REG. ENG.. N 40121 PLACED ON MULLION CLIP CENTERLINE. DATE 3/21/02 3) CONCRETE TE COMPRESSIVE STRENGTH a o z i a m a Z AT = 3.000 PSI o c MRODEX PAGE 30 NOTES: 1) ALL ALI OR 608 2) WHEN 7 ON EAC PLACED 3), CONCRE AT 28 1 CHARLES , FL REG. DATA MASTER DW SILL SH HEAD h w Q hko N ■ilill pilM q 3H MEAD yi FCC rq,, W 44S d �y7y•�w z .3rn m g V$ k q NORANDEX PAGE 24- 'ACT URER NAME,.- 3 t *0 x 2-3/4" TAPCON TtiRU I BY BUCK, (SHOWN) WITH A 1-1/4MIN. EMBEDMENT INTO MASONRY. SEE ELEVpT[ON FOR ANCHOR SPACING. (2) #10 x 1-3/4' FfI-SMS DM 2 x BUCK �--- SEE ELEVATION FOR ANCHOR SPACING. (2) 010 x 1 3/4' PH -SUE BUCK WITH 1-1/2' MIN. E_ SEE ELEVATION FOR ANCHOR SPACING. . rWOff(OD BUCK 1 ONAL 3Y WOOD BUCK No. OF I No. OF ANCHORS ANCHOR 147.375' 48 () 46 24 e ee.s' 46 4g 1B 6 152760' 67.6 57.5 24 g IIL976'lao7.6 57.5 16 6 76.5'7.6 57.6 I6 e 128"8.7 66.7 29 0 CS825 S6 86.6 10201'5 a6 90117875' to 5 i5 45 2410 le !0152.750"S8 BB.S'5 46.82! 10U.Sw95 6S616 55.4 18 IO 10 75.5-9.4 128'4.5 54.6 64,5 20 t0 10 !0 I].B2b4.5 NmI IN PARSNTHISIq DIBICA7R79 PANEL 91Z6 Rl FV'BC. I ♦ ,� l ` i.�= STEEL REINF, LL 10" PANELS & 60.0 D.P. [IM AS REQUIRED �(II_ IOD SHIM (SHOWN) TYP• JAMB. SECTION 1eR SHIM --I MUDD TRACK AS REQUIRED I BY 2 BY BUCK M (2) 3/16'0 x 2-1/4' TAPCON OR MIAMI DADE APPROVED CONC. FASTENER SEE ELEVATION FOR ANCHOR SPACING. c01�f° NOTES: ,n 1 4 115AIFLRED CLASS MnINC CLASS DOOR W RATIVE ANALYSIS CHART No. OF bE OF3[CH IDAD ANCHORS Ho: OF ANCHORS RSIGNS CAPACI(Y-psy w e� pasrrrvE NECA � e FAME JAND [� r^ ^I 88.7 89.4 20 () 68.7 09.4 24 60.7 BB.4 I6 08.7 77.4 24 6 8 3) BS7 03g 1g le 0 O M 80' 68.7. 78.3 20 (R6) 86.7 78.9 6 60 BO 90 10 (/) r��, ) 80 24 60 gp jg 4t5.9 86.] 15 10 V'!co .C�j'� 10 10 24 98' 66.7 71.9 16 (9) -� K 60.7 718 IB to BB' 65.0 aSB 20 (Z5) 66.7 65.2 10 10 t0 O (2) 3/16"0 x 2-3/4" 14 k° u TAPCON OR MIAMI DADE APPROVED CONC. ° FASTENERS- SEE ELEVATION FOR ISt, ANCHOR SPACING. Z ryO 9 � � � gl h t w to a (>r o f zoo �ii >od� >' w� w 1v a s �We y V t N r4 TGNI � NP . I) SHIM AS REQUIRED,. MAX SHIM STACK 1/4". 2 ALL ALUMINUM EXTRUSIONS ARE ALIAY e • .e 6063-T6• OR T6 WITH TYPICAL WALL THICKNESS OF • 0.62' 3 USE HIGH QUALITY -CAULK BEHIND WINDOW y � ` e Z a FLANGE. 4) GLASS THICKNESS BASED ON TABLE E1300 GLASS CHARTS, AND MAY VARY DEPENDING ON SIZE 1+ X h� PANF X PANEL X PANEL X X PANEL PANEL X PANEL I 5) THE RESPONSIBILITY FOR SELECTION OF NORANDEX PRODUCTS TO MEET ANY APPLICABLE' LOCAL LAWS, HEADER AND' SILL SECTION BUILDING CODES, ORDINANCES OR OTHER SAFETY REQUIREMENTS REST SOLELY WITH THE ARCHITECT, L/0// /0 /� i c TYP. I BY BUCK BUILDING OWNER OR CONTRACTOR 7) CONCRETE COMPRESSIVE STRENGTH m 3,000 PSI I n a ; w z AT 26 DAYS. .o-( t- (ZBY2)Trexu »i11A1mR -i p •q- I (4BY2) YIP1cu tOsvAlmx o` H S k C t4i d q NORANDRY PAGE 23 1 a o 6 w—m—m mumm (2).#10 x 1-3/4" PH-SMS INTO 2 BY BUCK OR 3/16"0 z 2-3/4' TAPCON THRU I BY BUCK, (SHOWN) WITH A 1-1/4" MIN. EMBEDMENT INTO MASONRY. SEE ELEVATION FOR ANCHOR SPACING. (2) #10 z 1-3/4' FH-SIBS INTO 2 x BUCK SEE ELEVATION FOR ANCHOR SPACING. LL OPTIONAL 2 BY WOOD BACK 1 3/4' PH -SUS INTO 2 BY BUCK SEE ELEVATION/FUR ANCBOR�SPA NG. 1r-2 z wnnD R1rrK 3/16" TEMPERED GLASS PANEL .SI7.E INCHES DESIGN LOAD CAPACITY—PSF NO. OF ANCHOR SCREWS IN FRAME HEAD AND SILL JAMB WIDTH/HEIGHT EXTERNAL INTERNAL XX x( }OOIX ALL 30 �16" x 591/2 " 53.3 55.8 10 16 18 361W x 591/2 " 49.8 49.8 12 18 6 22 30 Vie' x 791/2 " 49.7 49.7 10 6 16 20 36146" x 791/2 " 45 45 12 8 18 22 e SERIES '500 ALUMINUM SLIDING GLASS DOOR ALL OPERABLE PANELS FASTENER CHART CEI 'y`R�� O RMA B.O,�F.. (2) 3/16"0 z 2-3/4" TAPCON OR ETA 11iAnFAGTM- R N 1 x WOOD BUCK MIAMI D- FASTENRS. APPROVED CONC. n�D--� "�Q'r-1'i ram'= 1 SEE ELEVATION FOR I ANCHOR SPACING. -SHIM AS RE UIRED 1 YY. NORM WOOD SHIM ?SHOWN) OR MUDD TRACK AAS3r REQUIRED 1 BY (2) 3/I6'A z 2-1/4' TAPCON OR MIAMI DADE APPROVED CONC. FASTENER SEE ELEVATION FOR ANCHOR 'SPACING. a NOTES: 1 SHIM AS REQUIRED, MAX SHIM STACK 1/4 2; ALL ALUMINUM EXTRUSIONS ARE ALLAY 6063-T5 OR T6 WITH TYPICAL WALL THICKNESS OF 0.62' . 3) USE HIGH QUALITY CAULK BEHIND WINDOW FLANGE. 4) GLASS THICKNESS BASED ON TABLE E1300 GLASS CHARTS, AND MAY VARY DEPENDING ON SIZK 6) THE RESPONSIBILITY FOR SELECTION OF NQRANDEX ^ PRODUCTS TO MEET ANY APPLICABLE LOCAL..LAWS, HEADER AND SILL SECTION BUILDING CODES: ORDINANCES OR.OTHER SAFETY - REQUIREMENTS REST :SOLELY WITH THE -ARCHITECT. TYP. 1 BY BUCK 6) CONCRETEBUILDING COMPRESSIVE STRENc H - 3;600 PSI AT 28 DAYS. —I (26Y2) r mwAL eui.rwx 1/4' SHIM --If-- MAX (4BY2) TTmAt =r4noN NORANDEX PAGE 22 r �I SEE AELEVATION OR ANCHOR EMBEDMENT i 0 � ���•III!10 ON # 10 X 1-3/4" P.H. S.-M. S: MIN. EMBEDMENT. NOTES: E SEE ELEVATION FOR .ANCHOR SPACING. 1) :SHIM AS REQUIRED, MAY, SHIM STACK 1/4. 2) ALL ALUMINUM,EXTRUSIONS ARE ALLOY WINDOW DIME NS IONSSEE 6063-T5 ON T6: WITI ? TYPICAL WALI, THICKNESS OF 0.62" . 3) USE'.iHGH.:QUALPCY'•CAUI.k jBEIHND WINDOW FLANGE 3 GLASS: THICKNESS-13�ASED ON TABLE WIDTH ID H HEIGH' nun E1300 GLASS CHARTS; AND; XAlY-'VARY DEPENDING ON SIZE 5) THE- RESPONSIIII0Y YOR SELECTION Q OF NORANDEX i'RODUCTS:.:TO: MEET -ANY :APPLICABLE LOCAL LAWS, BUILDING -.CODES; :ORDNAN"ES OR OTHER 18-1 8 5- " pip SAFETY REQUIR�MENTS';$EST, SOLEI Y WITH THE ARCHITECT, BUDillING Oi4NER'.OR"CONTRACTOR 38" 52-1 25" a 8) NOTE `• ''•INDICATES THAT EUAL FASTENERS AT BEAD' �1ND •:SILI;';ARE REQUI ED. 8" E 5_ 1 38`12' 37-1/4 2- WINDOW FASTENER. SCHEDULE N0. ANCHORS IIEAD/SILL NO. ANCHORS JAMB w SEE NOTE 6 35 45 60 •PSF PSF PSF 35 PSF 45 60 PSF PSF � q 2 2 2' 2 2 2 V 3 2• �. 3 .3• 2 � 2 2 2 2 q 2 _2 2• 2 3 3 Rr 2 2 2• 3 30 2 �- 3 3 3 3 3 3--4• 2- --3 3 CO w ALT. FIN ATTACHMENT I 1L2" 49-6/8 2 _ 2 2 _2 2• 2• 3 3 3 3 3 g En -N UNDER SHEATHING ' �'� 3e� 52-i 6" 3 3 3 3• a• 3 3 _ 3 3 UIO X 1-3/4" P.H S.M.S. 18=(Le 2_ 2_ 2• 3 3 4 3 4 CEWFRAL I'LOR�RA &,O:A_F. W/1-1/2" MN. EMBEDMENT SEE'. ELEVATION FOR - 96" 82' �_ _2 3 .2• 3• 3 3' 4 4 ACTORER NAM-: ANCHOR SPACING. — 5 - 8" 3 4• '� 4 4 a OIQgn/�jfii 2 2 3 v Ii�AS`I`ER FILE �{ 5-_ �2" 38 6-3/4' 2 _2 _ 2• 3 3 4 6 c f. q: 4 e. r v — 3 3' 4 5 HEADER AND SILL SECTION # 10 X 1 3/4MIN. EMBEDMENT WOOD FR-� SEE -ELEVATION AME ANCHORSPACING. OR sI[4 M MAR (TOP AND BOT?OM) CHARI.ES' A, _ LN, S' E FL REG.' ENC.. 'i 491ZI DATE..:3/�7/02• 52-1 4• 3 4 5- 6) V. I as• o.c AR. -A O P�IDETAIL-'C �+ NORANDEX PAGE 10 W/1-1/2• MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING 0 Sol j/ 10 X 1-3/4" P.H. S.M.S. W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACIC}G - UFACl UM r`lt 4-E: r� # ALT. FIN ATTACHMENT # 10 X 1-3/4" P.H. S.M.S. W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR UNDER SHEATHING FOR ANCHOR SPACING. J 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 CHARLES A PA 'P.E FL. REG. ENG. ''. �4912L DATE: . /2.7 /n9 WIDTH XD SECTION YD FRAME WINDOW DIMENSIONS FASTENER SCHEDULE NO. ANCHORS NO. ANCHORS WIDTH INCHES HEIGHT INCHES) - HEAD/SILL 35 E NOTE 6 JAMB PSF 35 PS F PSF PSF 15_1L2, 2• 2 2 25" T22 3 2 _2 252-1 8" 3 • 2 2 18_IL8" _2 2 2• 2 3 3 5--1 2" 37-1/4 2 2 2 3 3 36__ 3 3• 2 3 9 52- 8" 3 3 • _ 3 3 18-L8`_ _2 2 2 •_ 3 3 3 5-�2 49-5/8 _2 2 2 3 _ 3 36" _ 2 3 3 _3 3 52-1 8' 3 _3 3 _3 5• 3 3 3 _2 2 • 3 3 4 5=�2 62- 2 _2 2_ 2 3 3 d 36" _ 3 3 '3- 3 4 52-1 8" 3 • 3 4 2•_ 4 4 5 12 78-3/4` 2 z '_ 4 5 38" -2-3 g �_4 5 52-1 8" _ 3 -3 3 4 5 NOTES: 1) SHIM AS REQUIRED,. MAX SHIM STACK 1/4". 2) ALL ALUMINUM EXTRUSIONS ARE ALLAY 6063-T5 OR T6. WITH TYPICAL WALL THICKNESS OF 0.62" 3) USE -HIGH -QUALITY' CAULK BEHIND WINDOW' FLANGE. 4' GLASS THICHNESS,BASED'ON TABLE E1300 GLASS CHAR S, A1fD MAY VARY DEPENDING ON SIZE. 5) THE RESPONSIBILPfY FOR SELECTION OF.NORANDEX PRODUCTS"TO MEET ANY APPLICABLE LOCAL LAWS, BUILDING CODES; 'ORDINANCES OR OTHER SAFETY .REQUIREMENTS 'REST SOLELY WITH THE ARCHITECT, BUILDING 'OWNER OR CONTRACTOR. 6) NOTE • INDICATES THAT EQUAL FASTENERS AT HEAD AND SILL ARE REQUIRED. TYP. IT HEAD i. e. AI[I-A DETAIL-C d SASH/ DETAIL=B .1 NORANDEX i PAGE 21 1b TAPCON WITH A N. 1-1/4" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. —7 Flim # 10 F.H. S.M.S. W/1-1/2" MIN. EMBEDMENT NOTES: SEE ELEVATION FOR ANCHOR SPACING. 1) SHIM AS REQUIRED. MAX SHIM STACK 1/4". 2) ALL ALUMINUM -EXTRUSIONS ARE ALLAY 6063-T5 OR T6 WITH TYPICAL 3 OFOITLANGE DWI USE HIGH QUALITY CAWULK BEHIND OWS 4) CLASS THICKNESS BASED ON TABLE E1300 CLASS CHARTS; AND MAY VARY DEPENDING ON SIZE 5) THE' RESPONSIBILITY FOR SELECTION: OF NORANDEX PRODUCTS TO MEET ANY APPLICABLE LOCAL LAWS, BUILDING CODES, :ORDINANCES OR OTHER SAFETY REQUIREMENTS%REST'SOL:ELY WITH THE ARCHITECT; BUILDING OWNER OR .CONTRACTOR . 6) A PRESSURE TREATED WOODEN .BUCK:OR MARBLE SILL SHALL BE .'ADDED' UNDER THE PRODUCT TO FULLY SUPPORT UNIT.. •THIS' SUPPORT SHALL BE FIRMLY ATTACHED INTO MASONARY AND SUPPORT THE PRODUCT OVER ITS FULL LENGTH (SUPPLIED BY OTHERS). 7) CONCRETE COMPRESSIVE STRENGTH.- 3.000 PSI AT 26 DAYS. ALT. HEADER SECTION B) NOTE ' INDICATES THAT' EQUAL FASTENERS AT TYR 2 BY BUCK [ ffi®Si !rE B.®.A.F.. 3/16" TAPCON �� niA Ul'AMTMER NAM: W/1-1/4" MIN. EMBEDMENT (SEE ELEVATION FOR ANCHOR SPACING) _ AloA1441,i.0 . MASTM FiL>f; # � e • d I CALL SIZE WIDTH I F 0 ' 1 BYTr(- 2 BY BUCK B SECTION )TH JAMBS) 1 BY / 2 BY BUCK SEE NOTE 6 HEADER AND SILL SECTION TYP. 1 BY BUCK CHARLES A 'P . N, FL REG. ENG. # •49121 DATE: 12AVOI ® 10 F.H. S. L S. W/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. YLL UNR 10R}f f a" e• AIL -A OF _"DETAIL-C _y DETAU-B k 9 j. NORANDEX PAGE 9 3/16" TAPCON WITH A OMMIN• 1-1/4" MIN. EMBEDMENT A SEE ELEVATION FOR ANCHOR SPACING. I 750 TYP W0 F.H. S.M.S. WITH A . 1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR T NOTES: 1) SHIM AS REQUIRED, MAX SHIM STACK 1/4". 2) ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063-T5 4; OR T6 WITH TYPICAL WALL THICKNESS OF 0.62- USE HIGH GLASS THICKNESSYBASED ONCAULK E TABLE WINDOWHIND 300 GLASS K CHARTS, AND MAY VARY DEPENDING ON SIZE. 5) THE RESPONSIBILITY FOR SELEMON OF NORANDEX PRODUCTS TO MEET ANY APPLICABLE LOCAL LAWS, BUILDING CODES, ORDINANCES OR OTHER SAFETY REQUIREMENTS REST SOLELY .WITH THE ARCHITECT, BUILDING OWNER OR CONTRACTOR. 6) A PRESSURE TREATED WOODEN BUCK OR MARBLE SILL SHALL BE ADDED UNDER THE PRODUCT TO FULLY .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 PS[ ALT. HEADER SECTION AT 26 DAYS. TYP. 2 BY BUCK 3/I6" TAPCON W/1-1/4" MIN. EMBEDMENT SEE ELEVATION FOR FOR ANCHOR SPACING. CENTI;AI, FLORWA B.O.A.F. MANUFAC�`iFt NAME: 0 MASTER , .# A. "5--� --�- 1 BY BUCK r 1/4" SHIM— L MAX (BOTH JAMBS) SIZE WIDTH � D p B p D p p p SEE NOTE 6 HEADER AND SILL SECTION FHA LEES ENCAG 4e121E' TYP' 1 BY BUCK DATE: 3/21/02 10 F.H. S.ELS. W/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. 41Y Ulm •m7H1 rrr. T /A, IF —DETAIL--C SASH o LAn,B wwww,.s M I A M I•DADE ,NIIAMI-DADE COUNTY. FLORIDA METRO-DADE FLAGLER BUILDING PRODUCT CONTROL NOTICE OF ACCEPTANCE Prenidor Entry Systems 911 E. Jefer'son, P.O. Box 76 Pittsburglr ,KS 66762 BUILDING CODECONIPLIANCE OFFICE M1?7RC)•I)AI)[? IFLnGLEIt BUILD11.'G 140 W1:S1'1-'I.AGIXJt S'l'Itlili P, StJi'Ili 1603 MIAMI, 171.01UDA 33130-I563 (305) 375-2t)U I I`AX (3t)5) 375-290S C ONTILIC'1'Olt I.IC:I.:NtiI.NC SI:C'1'1oS (3(J5) 375.2527 PA.\ (3U5) 375-25SS Co\riw."r'oit I:.\i:oitC'fC\II..\-r' UI1'Iti1U.Y (30) 375.2966 FAX (305) 375-29(a I?jzoI)CC:r cx 1'noL n1vislo.N YC)Ur application for Notice of Acceptance (NOA) of (3US) 37S�29Q' FAX (303) 37?•G331 Entergy G-8 S-W/E Inswing O1)aclue Double w/sidelites Reside, Irlsul:ltcd Steel Door under Chapter 8 of the Code of Miami -Dade County governing the use of Alternate Miiterials and Types of Construction, and completely described herein, has been reconimended for acceptance by the Nlianii-Dads; County Building Code Compliance Office.(BCCO) tinder 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 revolve, modify, or suspend the use of such product or material immediately. BCCO reserves the right to revoke this approval, if it is determined .by BCCO that this product or material fails to meet the requirements of the South Florida Building Code. The expense of such testing will be incurred by the manufacturer. ACCEPTANCE NO.: 0.1-0314.24 � EXPIRES: 04/02/2006 Raul Koariguea Chief Product Control Division THIS IS TIIE COVERSHEET. SEE .AOD.ITIONAL PACES FOR SPECIFIC AND GENERAL CONDITIONS BUILDING CODE & -PROD Ucr REVIEW COMMITTEE This application for Product Approval has been reviewed by the BCCO and approved by the Building Code and Product Review Committee to be used in Miami -Dade County, Florida under the conditions set forth above. APPROVED: 06/05/2001 97_0� 4_24��� Fmncisco J. Quintana, R.A. Director Miami -Dade COCInt\' [3uilc3ing Code Colripliance OR-Icc \1S0450001\pc2000\\templates\notice acceptance cover pagc.dot Internet mail addresti:'Ilostm:lstcr'a buildinhcodconlinc.con) Ilamclla�c: brill:/hwn\\.builditlticolltonli'nc com Premdor Entry Systems ACCEPTANCE No.: 01-0314.24 APPROVED JUN 0.5 2001 EXPIRES �t�ri1 U2, ?006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIOitS I. SCOPE 1.1 This renews the Notice of Acceptance No. 00-0321.26 which was issued on April 28, 2000, it approves a residential insulated door, as described in Section 2 of this Notice of 'Acceptance, designed to comply with the South. Florida Building Code (SFBC), 1994 Edition for Miami -Dade County, for the locations where the pressure requirements, as dctermincd by SFBC Chapter 2;, do not exceed the Design Pressure Rating valubs indicated in the approved drawings. 2. PRODUCT. DESCRIPTION 2.1 The Series Entergy 6-8 S-W/E Inswing Opaque Double Residential Insulated Steel Doors witli Sidelites-Impact Resistant Door Slab Only and its components shall be constructed in strict compliance with the following documents: Drawing No 31-1029-EW-1, Sheets 1 thro'ugh 6 of 6, titled "Ptcmdor (Entergy Brand) Double Door with Sidclites in Wood Frames with Bumper .Threshold (Inswing)," prepared by manufacturer,- dated 7/29/97 with revision C d:,tcd 01 /1 1 00, bearing the Miami -Dade County Product. Control approval stamp with the Notice of Acceptance number'and-approval date by the Miami -Dade County.product Control Division.. These documents shall hereinafter be referred to as the approved drawings. 3. LIMITATIOaNS 3.1 This approval applies to single unit applicatiogs of pair of doors and.singic door only, as shown in approved drawings. Single door units shall.irl6lude all components described in the active icaf of this approval. 3.2 Unit shall be installed only at locations protected by a canopy or overhang such that the angle between the edge of canopy or overhang to sill is less than-45 degrees. Unless unit is installed in non -habitable areas where the unit and the area arc designed to accept water infiltration. 4. INSTALLATION 4.1 The residential insulated steel door and its components shall.be installed in strict compliance 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 systcrii. 4.2.2 Sidelite: the installation of this unit «•ill require a hurricane protection system. S- LABELING a.l Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved". 6. BUILDING PERMIT REQUIREMENTS 6.1 Application for building permit, shall be accompanied by copies of tlic following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies of the approved drawings, as identified in Section 2 of this Notice of Acceptance, clearly marked to show the components selected for the proposed installation. 6.1.3 Any other documents required by the Building osln cial orthe South Florid, 3w1dingCodc (SFBC) in order to properly cvaluttic the installioof 11s stem. Manuel crcz, P.E. Product Con roV xamincr Product ntrol Division Premdor Entry Systems ACCEPTANCE No.: 01-0314.24 APPROVED JUN 0 5 2[301 EXPIRES Arsrii 02. 2006 NOTICE OF ACCEPTANCE: STANDARD CONDITIONS Renewal of this Acceptance (approval) shall be considered after a renewal applicntion has been tiled and the original submitted documentation, including test supporting data, engineering documents, are no older than eight (8) years. 2. Any and all approved products shall be permanently labeled with the manufacturer's nam.c, city, state, and the following statement: "Miami -Dade County Product Control Approved", or as specifically stated in the specific conditions of this Acceptance. 3. . Renewals of Acceptance will not be considered if: a. There has been a change in the South Florida Building Code affecting the evaluation of this product and the product is not in compliance with the code changes. b. The product is no longer the same product (identical) as the one originally approved. C. If the Acceptance holder has not complied with all the requirements of this acceptance, including the concct 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 1F a materials, use, and/or manufacture of the product or process shall automatically be cause for termination of this Acccptancc, unless prior written approval has been requested (through the filing of a revision application with appropriate fcc) and granted by this off ice. 5. Any of the following shall also be grounds for removal o.f this Acceptance: a. Unsatisfactory performance of this product or process. b. ivlisuse of this Acceptance as an endorsement of any product, for sales, advertising or any other purposes. G. The Notice of Acceptance number preceded by the words Miami -Dade County, Florida, and .followed by the expiration date may be displayed in advertising literature. If 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.documctits, where it applies, shai.l be provided to the user by the manufacturer or its distributors and shall bc'availablc for inspection at* the job site it all time. The engineer needs not-rescal the copies. S.- Failure to comply with any section of this Acceptance shall be cause for termination and removal of Acceptance. 9. This Notice of Acceptance consists of pages 1, 2 and this last page 3. END OF THIS ACCEPT NCE Manucl- crcz, P.E., Product Contro - . arnincr Produc Control Division PREMDOR (ENTERGY BRAND) DOUBLE DOOR WITH SIDELITES IN WOOD. FRAMES WITH A BUMPER THRESHOLD (INSWING) 51 1/P xINIAW CxtCCJQYt % 1Ap yr ' MAX 37 I/P 07 1/4• • MAX 74, MAX icc Wtc 7 Jw 41 MAXu 7' MAX 7' MAX Mi MAX Is, G. is, aL. IS••D.0 15' 0.0 IS' D.C.— 13' DC. 17' dC.•y-IS' • MA% MAX MAX MAX MAX MAX MAX MAX W� 10 T fJIVX. .R Ii� .siL Cv YI 4CM 01t1 Jul NAY ' OL SPACING IB' 0.G rn a JA tts A MAX 1B' G.C. TOP Or DOOR Li M7 1 e• f n V.c ■ CACN WSitC Jul A DLIlt SPACING r0 LDCK 2P' 6t MAX OLD17 7 I%r _ BO I /16• MAX • 1/1 K. O.C. O.C. SPACING D.C. .vt.¢ Aven W Is axi w 17 1/ ' MAX aC SPACING jp' 0.C. VI.ic1 A¢.ttl •ORJ A.— "I'll , .—•A 11 �ORI I{A 6' XA. I ;,I cvtllv,nMil CM1CmfN, t •• �Is• aC. Is• aC. Is* DC is, oc Is, aC u• DC_ Is• oc Is• G.C.AAi MAX MAY MAX MAX MAX AD MAX MAX 3' MAX MAX MAX w nAA ✓t' • r Ava XTAJ CZ Xtc Mott X ATTACH ASTRAGAL THROW BOLT 18 x T' LONG STRIKE PLATE TO THE HEADER IN ALL REMAINING AND THRESHOLD WITH 110 x l 3/4' HOLES FLATHEAD SCREWS ` NOTESI 1.) V000 BUCKS BY OTHERS. MUST BE ANCHORED . 'F- IB x 13/<•• LONG PROPERLY, •i0'.TRANSFER.LOADS TO THE STRUCTURELATHEnp SCREWS 2J THE PRECEDING DRAWINGS ARE INTENDED TO L.H. INSWING R.H. INSWING OUALIFY 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 rPPno�iDAsccv�,l,,•�,;,I•; STRUCTURAL WOOD BUCK. SOUTUFLpqRAAFDINGCODE C. MASONRY OR CONCRETE CONSTRUCTION WHERE N A c JUIV j DOOR SYSTEM IS ANCHORED DIRECTLY TO CONCRETE WATER 1161LTRAQON VHCRE WATER INFILiRAiION er OR MASONRY WITH OR WITHOUT ANON -STRUCTURAL OUI�MEN1 IS NEEDED X REQUIREMENT IS NOT NEEDED ONE BY WOOD BUCK. y + PRDDL couraoL'11S N (/\J 3. ALL ANCHORING SCREWS TO BE 110 WITH6F X _ SUILDL'...CODE C^:PUANCEoFr;.,C MINIMUM 1 1/2' EMBEDMENT INTO WOOD SUBSTRATE AccEPTAti.^E r1o.,I 1131 OR 7/PFH TAPCDNS WITH 11/2' MINIMUM EMBEDMENT r UNITS SHALL BE INSTALLED DNLT AT LOCATIONS PROTECTED BY A CANOPY OR INTO MASONRY. OVERHANG SUCH THAT THE ANGLE BETVEEN THE EDGE OF CANOPY OR OVERHANG 4. UNIT MUST BE INSTALLED WITH 'MIAMI-DADE COUNTY TO SILL IS LESS IMAM 45 DEGREES. UNLESS UNiT iS INSTALLED IN APPROVED' SHUTTERS NON•HANTABLE AREAS WHERE THE UNIT MD iN[ AREA ARE DESIGNED TD 5. THREE STAPLES PER SIDE JAMB INTO HEADER [IN SIDELITES ACCEPT VATER INFILTRATION. AND DOOR, THREE STAPLES PER JAMB INTO THRESHOLD'ON SIDELITES AND DOOR.c wa mmiT M071(ICAIIDa hnvm 6. LATEX SEALANT TO BE APPLIED AT SIDE BY SiDE Lllarsuussla¢LTax ILL Aii P I , I It JAMBS AND SIDELITES. UImm Wis M1I[B, III•mli. Rl A40 0112X Dorn CWMlAAtIDd �unlnJ 7. DOOR/SIDELITE HEADER. DOOR/SIDELITE JAMBS, AND SIDELi,1E BASE FNGINFFR., KILVIRINI PAR[ W4,fblA:. nmi JtAttv rNitlRl CORNERS ARE COPED AND BUTT JOINED., Joni Iq ft - ► ll IN.I.S. B. DOORS SHALL BE PRE -PAINTED WITH A VATER-BASED EPDXY RUST I K. N029-EW-1 Y Y MS TI-SIHEET INHIBITIVE PRIMER PAiNE WITH A DRY FILM THICKNESS OF 0.8 TO 1.2 MTL. flIC tFR u 9. FRAMES SHALL BE PRE -PAINTED WITH AN ACRYLIC LATEX WATER -BASED/ r�Trsur arrT62 I OF 5 VATER-REDUCIBLE VHITE PRIMER VITH A DRY FILM THICKNESS OF U TO 1.2 MIL. O:V1T77 i11Z GLAZING DETAIL 112' GLASS BITE D GLASS INTERIOR INSWING OTHER CONFIGURATIONS MAX 74. III .CS-\��iti!'+r' ':i� �e; � ,.� L •,�.o�ii-�ii'l////..=`=C�\\.: - I.. — KAX eI um APPROVED AS COLIPLYDIG lKTN 1tiE SOUiN FLJDV DIMMM COOS eY PROOU DIVISION OWL CODE COL'AW&--OFFICE ACCEPuncE to 0 1 - 0 3 114. z y I-IU29-EV-1 SIEE1 2 GT 6 -¢in c 1/4' SHIM MAX r— 3/4' 80 11/16' MAX INTERIOR 79 5/16" MAX SECTI[7N B-B 2 BY WOOD BUCK EXTERIOR v MAILRIALS LIST I1CH N0. O DESCRIPTION WOOD PAR] NUMBER COMMENTS 22 HCAp JAMB CW-I4 1 1/4' X 4 9/16- NFL. TO BE PINE OR [OUIVALCNf 30 COMPRESSION VEATHCRSTRIP ALUMINUM V-25 -LOCKSCREEN BRAND LQX5[AL0( R ONZQ ASTRAGAL W- PREHDOR BRAND OR COUIVALENF- 5/8' ALUMINUM ASIRAG 4 ALUMINUM BUMP[? THRESHOLD 10P EV-15 PREHOOR BRAND OR EQUIVALENT - 1 1/4' x 4 9/16' © CHANNEL PREMBOR BRAND - 1 11/16' - 20 GA STEEL ' T SKIN - 11) rn BiDr5 l 11MI Blf um B Ia' TOLYURET A FAH tBASFFDAJM- DENSITY 2.0 TO 2.5 IbS./FLIBOTTOM CHANNEL PREHDOR BRAND - 111/16' - 20 GA STEEL 10 WOOD LOCK LOCK STRIKE STILE 4 X 9 1/2'i0 BE PIN[ OR [OUIVALCNi 15/16' X 1 11/16' MIL. TO BE PINE OR EQUIVALENT 11 HINGE STILE EV-06 12 LOCK PREP FILLER PLATE EV-05 15/16' X 1 11/16- NIL. TO BE PINE OR EQUIVALENT 13 4'xV HINGE EV-10 PREHDOR.BRAND - .050- THICK- HTL. TO BE POLYETHYLE 14 WOOD JAMB EV-16 HAGER BRAND HINGE OR EQUIVALENT - 097 THICK ISTEI BID x 3//44'' F H.V.$. _ 1 1/4' X 4 9/16' MIL. TO BE PINE OR [QUIVALCNT 16 BID X 2', (4) SCREWS PER HINGE INTO 0" . VH1 Jill I ( R x IB' he IHEREAr TER ID) SCREWS IRMJr.1 STRIKE AHI INTO SIDELIFE JANN. 4- wvN rRON K B' D.C. THERCAr TER ' ' 61 SCR[VS THREW' EACH S10[LIIE "I W(0 SIDELITE. 4• DOvR ream IMP. NO 15' Or HER[Art[R. 17 1mn w ITN IVEM vm�K [NIECKIN REFER IO ELEVATION VIEv rDR 1 [IF S CRE ID 19 ' i ® BID X 3/4' FH.V.S. BB x 2' FHV.$. LOCKSET DIO X 1 3/4' FHV.S. VOOD SIDELITE JAMB 22' X 64' SINGLE PANEL GLASS EV-19 [SF-20 S USED AND LQnT10N5 (2) SCREWS P[R HINGE INTO JAHD (2) SCREWS AT EACH STRIKE PLATE KVIKSET BRAND 200 LOCK OR HARLOC BRAND 100 LOCK (2) SCREWS PCR HINGE INTO JAMB 1 1/4' X 4 9/16' MIL. TO BE PINE OR EQUIVALENT LASS N PD�YPRQPYLEN R - DC-1 43 - (VO Y P A SIDELITE TRIM (WOOD) EV-21 5/)6 z PINE OR EOUIVALEN )PI TO 1 1 / ^ • 't ® WOOD CASING VOOD EV-22 L10 IV 1/B' . I' HTL. TO PI DR EQUIVALENT - 11 NS Na pIHGS U fpp •Sip[ BY SIpC JAN BS- AS tpILLIONS - © SIDELITE HEAD JAMB WOOD EV-23 11/4' X 4 9/16' HTL. TO BE PINE OR EQUIVALENT SIDELITE BASE POLYPROPYLENE LITE FRAME EV-24 I I/4' X / 9/I6' HTL. TO DE PINE OR EOUIvgLCNi - -1647, DDL-2 HP Polypropylene by ODL 16 •X 1 1/2' PAN HEAD SCREWS 18 PER FRAME [ SIDELITE STILES EV 2b IS/16' X 1 11/I6' HTL TO BE PINE OR EQUIVALENT I PIN NAZI A' LUZ RAIL, 4' [it FgBt Tun, WU D' DL OERArIER, USED DR RUM MID I DOW SILICONE #995 APPROVED AS =tPLYp(G %WITH nM BY PROwo"MMS101, BUILCM CODE COL'P(U).CE OFFICE ACCEPTANCE NO.O (- 0 31 Y. 2 Y LIMAS OErSS will. FRZ CIL Nib CIIRIKD@b IPdCSS Id a SID C:HL as B DADE COUNTY HODITICATI@IS wval JD A DDED PAGE' 5 (DOOR OPTIONS) 10-1-98 R LIR RCVISDRB MI[ BY ly PROM ENTRY SYSTEMS P�RDAR tI R `r 90 L N _ _ 31 10 2 9 E W- I .[T!"(2 PHISBIR6 IS. 6676t SHEET 3 OF 6 RCVISBI( Lrllu p 2 BY WOOD DUCK 1/4' SHIM MAX 3/4' T--F-05 INTERIOR I 79MAX16• 80 11/16' MAX 2 BY WOOD BUCK SECTION PLEASE SEE 'GLAZING DETAIL' DRAWING 4.31-1029-EW-I SHEET 2 OF 6 DOW SILICONE 4995 APPRO eo u ccuPC4uIc errH tHE Sou n 1 R ram. m .- au"M COOS C0►,aAME 1-1029—EW—I SHEET.4 OF 6 awsimw irnre 0 1♦ OTHER DOUR . URATIUf�S X. )rW w rw U• ��T �.. V ) w W 11Y. rat ' r•,t WLL 1)ri ..�t T1T j1j-�'•T 1 1 �•� 1 Wit• I lLpw>t• - - 1 I w 1 i 1 w cc vKw LL I.KaK. - r - JL IF'ryI Ire ,• ... }I Lr ... L. unn .0 ur ... LLi:t.`o • ® ii%.owv. L.W n AF• O ED As COUP LyVIG Ni, rnE sot" Fl lm 0 ERM CODE �N ar BY PRI PROW T . aoLDp.,SM! 9A L BUIUVIG CODE Coj LAME OFF PII15 ACCEPTANCE PO. 0 /- O a I 31-1029-EW-I SHEET 5 OF 6 RLVIMN LLIRE .J F— T 1 I r— r-n Tn r-I n U I .JuuK rAINLL S 1-YLES rMAX 7 9 o o �0� 00 ciao -MAX D a 00 000 �— n 0 000 ❑❑ Dan BLANK Tap 6-PANEL 4-PANEL 9 PANEL ID-PaN L ID -PANEL 4-PANEL OTHER SIDELITE STYLES MAX 793 M X SL-10 SL-20 SL-3D �• SL-60 SL-50 ' SL-50B SL-69A SL-692 an I .aoOd�� oo DD . o0PD-1 A. PD-4 PD-5 PD-6 PD-7 PD-8 ®® goo �� 0j v� a BOB 00 o0 00 00 FLUSH D-PANEL CRO12-PANEL 4 SSBUCK11 FL -PANEL 5-PANEL 5-PANEL EYEBROV V/SCROLL EYEBROV 5 P�4fl 5-PANEL V/SCROLL GYEBRpV a � O SL-69C 'SL-25 SL-55 SL-300 SL-40 Sl-90A SL-90B DD o0 00 ' OD DO PD-9 PO-10 PD-11 PD 2 PD-13 Pp-1/ oo0 oaa o00 0 0 0 o A 0 PRl Pp-35 PD-36 PD-37 PO-38 PD-39 PD-40 PD-41 PO-42 PO-43 PD-43A IL Fl PD-439 nllri SL-90C SL-30D SL-3DC SL-7o SL-00 PD-15 PD-16 PD-17 W � 00 O �o 19. s ao u.a a O ? U ui 2 t3 U S! W PD-31 PO-32 Pp-33 PD-34 `< n a m n 4 ECL ur. 31-1029-EW-1 SHEET 6 OF 6 QvpBr lcliff e ,. M I A M I-DADE PRODUCT CONTROL NOTICE Or ACCEPTANCE Pi-cmdor Entry Systems 911 E. Jeferson, P.O. Box 76 Pittsburgh ,KS 66762 'AIIAIiNII-DADS COUNTY, FLORJDA METRO -DARE FLAGLER BUILDING BUILDING CODE COhIPLIAh CE OFFICE METRO-DAD13 FI-ACYLEK I3UI1.1)INC, 140 l,V1i5'r ri.Ac3miR S'1'R1:1"1', SlJl I'li 1603 MIAMI, 1" I -OR IDA 33130-15G 3 (305) ,75-2901 FAX (305) 375-29us C ON ILAC-roll I,ICl•:.NSIN(: SKL-rlo\ (aus) 37S-2527 J-'A.\ (.1U5) 375.3s c` C:o-vri1,1C'rat( EIFORCENIEN'T I IVISloS (305)37s-29G6 I-.,1.\ (.lu5)375.29u\ 11IIUU(:Cr (:U\ ruc)l. DIN. ISMS (305) 375.2)U2 F.L,N (.105) 372•G.1.17 Your application for Notice of Acceptance (NOA) of. Enter•gy 6-8 S-NV/E Outswing Opaque Single w/sidelites Residential Insulated Steel Door under Chapter S of the Code of Miami -Dade County governing Elie use of Alternate Materials and Types of Construction, and completely described herein, has been recommended for acceptance by the Mianii-Dade County Building Code Compliance Office (BCCO) under the: conditions specified herein. This NOA shall not be valid afler 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 lbr quality control testing. If this product or material fails to perform in the approved manner, BCCO- niay revoke, modify, or suspend the use of such product or material immediately. BCCO reser ,cs the right to revoke this .approval, if it is determined by BCCO that this product or material- fails to meet the requirements of the South Florida Building Code. The eXpense of such testing will be incurred by the manufacturer. :kCCEPTANCE NO.: 01-0314.21 EXPIRES: 04/02/2006 Raul tcoarlguez Chief Product Control Division TI•IIS'IS THE COVERSIIEET SEE ADDIT[ONAI, PACES FOR SPECIFIC:1\D QENE-RA1, CONDITIONS BUILDING CODE S PRODUCT REVIEW CO-NI,11[TTEE 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 CoIInty, Florida under the conditions set forth above. APPROVED: 06)05/2001 Francisco J. Quintana, R.A. Director lMinn11-Dads; C01.111t1' I311iiding Code Compliance Oflicc \\s0450001\pc20W\\templates\notice acceptance.cover page.dot Inler'net mail address: I)ostin;Esterqi buildill"Cudconline.con) [IOn)cl)a�„C:)lltt):IIi1'11'11'.I)UlI(Ilr)'�CU(ICUr1Ii11C.CUn1 Premdor Entry Systems ACCEPTANCE No.: 01-0314.21 APPROVED 0 5 2Qj EXPIRES April 02, 2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITION—.' 1. SCOPE 1.1 This renews the Notice of Acceptance No. 00-0321.23 which was issued on April 28, 2000. 1i approves a residential insulated door, as described ill Section 2 of this•Noti-cc of Acccptancc, designed to comply with the South Florida Building Code (SFBC), 1994 Edition for Miami-Dadc County, for the locations where the pressure requirements, as dctcmiincd by SFBC Chapter 23. do not exceed the Design Pressure Rating values indicated in the approved drawings. 2. PRODUCT DESCRIPTION 2.1 The Series Entergy 6-8 S-'W/E Outswino Opaque Sinald Rcsidential,Insulated Steel Door with SideIites- Impact Resistant Door Slab Only and its components shall be constructed in strict compliancc with the following documents: Drawing No 31-1020-EW-0, Sheets 1 through 6 of 6., titled "Premdor (Entcrgy Brand) Wood Edge Single Door with Sidelites in.a Wood- Frames «illy Bumper Threshold (Outswing)," prepared by manufacturer, dated' 7/29/97 with revision C dated 01115101, bearing the Miami -Dade County Product Control approval stamp with the Notice of Acceptance number and approval date by the Miami-Dadc County Product Control Division. These documents shall hereinafter be referred to as the approved drawings. 3. - LIN11TATIONS J. 3.1 This approval applies to -single unit applications ofsingle door only, as shown in approved drawings. 4. INSTALLATION •4.1 The residential -insulated steel door and its components shall be installed in strict compliancc with the approved drawings. . 4.2 Hurricane protection system (shutters): 4.2.1 Door: the installation of this unit Nvill not require a hurricane protection system. 4.2.2 Sidclite: the installation of this unit will require a hurricane protection system. -. LABELING 3.1 Each unit shall bear a permanent label with the manufacturer's name or 10j0, city, -state and following statement: "Miami -Dade County Product Control Approved", 6. BUILDING PERMIT REQUIREi11ENTS 6.1 Application for building permit shall be accompanied by copies of the following: 6.1.1 This Notice of Acccptancc 6.1.2 Duplicate copies of the approved drawings, as identified in Section 2 of this Notice of Acccptancc, clearly marked. to show the components selected for the proposed installation. 6.1.3 Any other documents required by the Building Official or the South Florida Building Codc (SFBC) in order to properly evaluate the installati n of this system. Manucl Pcrcz, P.E. Product Con ro!-xaminer Product ontrol Division Premdor Entry Systems ACCEPTANCE No.: 01-03I4:21 APPROVED JOIN 0 5 H..,01 EXPIRES April02 2006 NOTICE OF ACCEPTANCE: STANDARD (0ONDITIONS I. Renewal of this.Acceptance (approval) shall be considered after a rcnc%val application has been Tiled and the original submitted documentation, including test supporting data, engineering documents, are no older than eight (8) years. Z. Any and all approved products shall be permanently labeled with the manufacturer's name, city, slate, and the 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 affectinc, 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 r1ie requirements of this acceptance, including the correct installation of the product. d. The engineer' who originally prepared, signed and scaled the required documentation initially submitted, is. no longer practicing the eriginecring profession. 1. Any revision or change in the materials, use, aO/or manu facture of the product or process steal I automatically be cause for termination of this A'eceptance, unless prior written approval has been requested (through the filing of revision application with appropriate fec) and granted by this office. 5. Any of the following shall also be grounds for removal of this Acceptance: a. Unsatisfactory performance of this product or process. b. Misuse -of this Acceptance as an endorsement of any product, for sales, advertising or any other purposes. 6. The Notice of Acceptance number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the Notice of Acceptance is displayed, then it shall be done in its entirety. 7. A copy of this Acccptancc as well as approved drawings and other documents, where it applies, shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at all time. The engineer needs not reseal the copies. S. Failure to comply with any section of this Acceptance shall be cause for terriiination and removal of Acceptance. 9. This Notice of Acccptancc consists of pages 1, 2 and this list page 3. END OFTHIS ACCEPT NCE Manuel crez, P.E., Product Co tro Examiner Produc ntrol Division 3' 4' MAX 15' MA) O.C. 15' MAX OTC. 15' MAX O.C. A 15' MAX 0.c. 15' MAX rKLMJJUH .. (LN I LHbY HAND) WUOD EDGE SINGLE DOOR WITH- SIDELITES IN WOOD FRAME WITH BUMPER ,THRESHOLD (OUTSWING) 00' MAX 4' MAX — MAX 4' MAX ' MAX 3' MAX 3' MAX -MAX'1 3' MAX nnX 3' MAX 4' M/ CMIstWA EMnXMn—' 4' L,..15 • 15, ^MAX MAX 15' MAX TOP OF DOOR TO 4 OF LCI0 DR Hoc' KVIKSET DEA0B11Y MODEL 6.. SCRICS OR ,.III DEAa I I 013 L B:O' '2' 64' MAX DLO 5 t/2' t /} KVtKSCY LOCJCSCT- ' MODEL MOO SERIES •''•. OR HARLDC ' LOCKSCT BI 0n6' MODEL 100 a Inraas ',- 6' AX MAX -MAX MAX �MA% I M5 r r A7 4 MAX —3' MAX NOTES. 3' MAX 3' MAX ";A 1.) VOOD BUCKS BY OTHERS —• MUST BE ANCHORED 4' MAXMAX 4- IIAX --I-- MAX 3' PROPERLY TO TRANSFER LOADS TO THE STRUCTURE. 2.) THE PRECEDING ORAVINGS ARE INTENDED TO QUALIFY THE MOINSTALLATIONS A.VpOD FRAMEE CONSTRUCTION UCTION WERE DOOR S-' SYSTEM IS ANCHORED TO A MINIMUM TVO BY VOOD OPENING, B. MASONRY OR CONCRETE CONSTRUCTION WERE RR OUTSVING L.H. O1ITSVING DOOR SYSTEM IS ANCHORED TO A MINIMUM TVO BY STRUCTURAL VOOD BUCK. C. MASONRY OR CONCRETE CONSTRUCTION WERE DOOR SYSTEM IS ANCHORED DIRECTLY TO CONCRETE VAIER Ui1LIRAII@7 wfRC vAtEk IIDtIIPAtIOI R MASONRY V TH OR VITHOUT A NON-STRUCTURAL IMRr Z IS RECBED RCOUIRUSIE IS IL REITED NE ,BY VOOD UCK. .� + T. ALL ANCHORING SCREVS TO BE 110 VItH VNIMUM 1 I/2' EMBEDMENT INTO VOOD SUBSTRATE X PFH TAPCONS vfiM 11/2' MINIMUM EMBEDMENT NTO MASONRY , INNS SHALL BC UISIKO LED ONLY At LOCATIONS PROfECIED it A CAIaBY OR . TNCRNANG SLIo1 THAT III[ AATA.E REIVEEN IN[ EDGE OF. CNAPY OR OV[RtwIG I, UNIT MUST BC INSTALLED VITH 'HIAMI-DAOC COUNTY to SILL IS LESS IIIAN AS rEMEi UNLESS UNIT IS INSIALLED IN k ED' SHUTTERS THREE HDOOR. SSTAPLES PER SIDE JAMB INTO HEADER ON SIDELITES ?&-HABITABLE AREAS VHERE THE LDOI AND IHC AREA ARE DESIGNED' ID WD DOOR, THREE STAPLES PER JAMB INTO BASE ON SIDELITES. AC[EPT VAIER IIdDtRAIIOK ,. LATEX SEALANT TO BE APPLIED AT SIDE BY SIDE IAMBS AND SIDELIrEi. DOOR/SIDELITE HEADER, OOIIR/SIDELITE JAMBS, AND SIDELITE BASE In Dxt i ' ORNERS ARE COPED AND BUTT JOINED. DOORS SHALL BE PRE -PAINTED. VITH A VATER-BASED EPDXY RUST ?HIBITIVE PRIMER PAINT VITH A DRY FILM THICKNESS OF 0J3 10 12 NIL ' FRAMES SMALL BE PRE -PAINTED VITH AN ACRYLIC LATEX VATER-BASED/VAMOUR LNIRY Y ATER-RCOUCIBLE VMITE PRIMER VITH A DRY FILM THICKNESS OF all i0 I? MIL uL)Trc_a [grimy. -a S{ a10 : 1/2 MIT" INIHUN EHDEOHERr CI4) Pck RN HEAD L SIL``. I61 PER JnMD AL1ERNniE: 3/I6' PFH TAPCO)d K/1 1/2' MINIMUM EMBEDMENT NOiE 15) LES A 80 11/16, MAX MAX 08 x 1. 3/4' F.H.v.S 3) PER SIDE FROM JAMB INTO THRESHOLD APPROVED AS C011-LYING R) I i i InE �OL1 i H F(�Ijty�.l DU4Du+G CovE O.:i JIJf{ 7 1 OY '610_ %I�Al/1 . : / 1 PRODU RROL CI•.15:7:I U 6uILDw`C CODE c0GIPLW4CS CFFI:2 ACCEPTAJMEH0.0E- 13/V.2r -1020-EW C SHEET 11�;. S I ma uml -, GLAZING DETAIL SNERVIN WILL14HS USDA EKIERIUR CRAVE LATEX CAULK EXTERIIR INiERIQi 112' ;LASS BITE 9 118' IEMPMU GLASS SECTION A -A OUTSWING r- MAX OTHER CONFIGURATIONS ■nn S�'�atLTnwlAcw H 1. APPWIED A9 COW LrW, 5'All THE 501li11 fj,C�9, �A gOl�.l Opae aT- JUN � CJJ�� BY PRO i nROl01`ASK)M BU0.OIN5 COOS COi:P(b,I7CE OF ti ACCEPW.IC'c 110. 01' 21 n 1-1020-EW-0 SWET. 2 Or 6 aai. E 80 11/16' MAX EXTERIOR 79 5/16' MAX -SECTION B-B O ' VCIUD HEAD JAMB .'..RI aunxLM. EN-12 COHMENIS �-- ZO COMPRESSION WEATHERSIRIP I I/q' X 4 9/16' MR. TO BE PINE OR EOUIVALCI(1 WOOD STRIKE JAHB _ 4 IDEKSLREFN BRAND XS A 50 ( R 4 ALUMINUM -BUMPER THRESHOLD W- EW-13 1 1/4' X 4 9/16' MIL TO BE PINE OR EOUIVALENI PREMDOR Q TOP CHANNEL BRAND OR EUUIVALENf - I I//' x 4 9/16' 6 IV-05 PREMDOR BRAND - l II/16• - 20 GA STEEL 7 ST YURE 1HANE FAH rIIRF 26 tail IAN -m ) MRss [it gxsxt Q11 RI1111 B IT 9 BASF FOAM - DENSITY 2.0 TO 2.5 lbs./Ft) 9O BOTTOM CHANNEL WOOD LUCK BLOCK EV-04 PREMOOR BRAND -1 11/16- - 20 G4 STEEL l0 STRIKE STILE EV-BB 4 x 9 I/2' Mil.i0 BE PINE OR EOUIVALENI II HINGE STILE EV-07 15/16' X 1 11/16' MIL f0 BE PINE OR EQUIVALENT INTERIOR LOCK PREP FILLER.PI 4•x4' HINGE WOOD HINGE .IAMB 110 x 3/4' F.TLWS. BID X 2' FHVS. o xv vmixaun � p )x6' HH IAI[(p15 V(x1!@xT1 1 u SIDELIIE WOOD STILE CB* x'2' FHW.S. LOCKSET 010 x 1 3/4- FHV& WOOD SIDELITE JAMB 1 64' SINGLE PANEL GLASS 1'/ 4 22' x SIDELITE TRIM (WOOD) ® WOOD CASING' WOOD SIDELIIE HEAD JAMB WOOD SIDELIIE BASE POLYPROPYLENE LITE FRAME ' ® 06 X 1 I/2' PAN HEAD SCREWS PIN NAIL DOW SILICONE 0995 1,PPRLPrASCoWLyM YAni mE -- SOUTHFI/iaYl{) E. BR. BY Pa aoLnmSION P11 pl0FW.6 -lCOpEC01.iPLLll' A=VTANCEIM 01-03)V.zI JQU- THICK- MIL TO BE POLYETHYLENE V-15 HAGER BRAND HINGE OR EQUIVALENT - .097 THICK (STEEL) 1 1/4' X 4 9/16' MIL TO BE PINE. -OR EQUIVALENT (4) SCREWS PER HINGE INTQ OM 6) SCREWS TIOZpUpI EACH SIBCLIIC JAnB WIO SIBELII (' tP MAX 15. IL r)ER[gf IER G OUVM FROM _ RLTER 10 CLCVAIION VIEV, FOR B OF SCREWS USEp Al{p IOCAfION$ EV D7 15/16' X 1 I1/16- HTL TO BE PINE OR..EOUIVALENT (2)_SCREVS AT EACH STRIKE PLATE KWIKSET BRAND 200 L C( OR 14ARLUC BRAND.100 LOCK IS) SFREvS tlRpuQl MAX 10' OL HINGE JAMB IM10 SfQLII[ JNIB, B' TIIERCAFIER fXIVN TRt81 Tug 1c) SCREVS II�1 SIRIXE JAMB Wr0 SIBEL IC JAMB, 4' WVN TRI.N I MAX B' RC. IHEREAFIER () SCREWS Ilam" EACH MEG[ INTO mw jmB W-IB 1 1/4''X 4 9/16' MTL. TO BE PINE OR V-19 I A N oL IIPY COUIVALCNT rM is -1 4 - W-20 5/16 x 1/2• MTL. TO BE PINE OR 0 W-21 R� :" Bi SIBE JnMBS ns ��sN - , RS EQUIVALENT MBL V-22 1 1/4' X 4 9/16' MIL. TO BE PINE OR EQUIVALENT V-23 1 1/4' X 4 9/16' NIL. TO BE PINE OR EQUIVALENT 647, ODL 2 HP PolyP_oPVI,.L by 011L 10 PER FRAME 10 Oki, Bt1T Ai lExO 3/4• L@& 1Wt. 1' IM TIi01 LMB. MAx B. BG 11[RNILR, USEV R( RULIUS 1W8 IRRI • NI4 31-1020-EW-0 SHEET 3 OF 6 ffVBDW l[H[R 0 1/4' SHIM MAX �TERIOR I 79MAX16'. 80 11/16' I MAX 2 BY WOOD BUCK SECT -ION PLEASE SEE 'GLAZING DETAIL' DRAWING #31-1020-EW-0 SHEET 2 OF 6 DOW SILICONE 4995 -PrfiWFAI SMMR-MG %MTH 1NE I ..uIJLJI\ �,UINI IUUf-\H I 60 ]/.• —x 3, MAX ]• MAX 1' • �s- MAI 1.• I WIC 1 II J L—.• MAX I!• I!• "A% or I9• MAX 0.c BO II/16• MA% Is' MAX s D.C. 1!• MAXoL .• MAX I' Is NA% OL _ 14 - MA% PAX ]• „A% ]• Mz L 6• MA . MAX ] M% .• MAX .' HA; _]• IIAz S.Nq )K AS:O-LY04GUTHTHE _ GEiHl:IUWW�,,, e it PRI raooT t vTaoL DWI(xT fll L WALUVIcCODECOIar16WCEOFT E Fills . A:cErlxvcE Ho.o /- n, • w MAX .• n MAX ] 1 HA; -a1I tC—. 31-1020-EW-p SHEET 5 OF 6 PIYISYm taus u I H L K BUUK FANEL STYLES - MAX '9 rx6` �� ®�� DD r °° D � � �D� ❑❑ oa0 M Aix °° 0 D 0 Q ���CIE] DGE) 0000 00 DIANIc TOP 6-PAt�I 4-PANEL 9-PANEL 10-PANEL .-PANEL IB-PANEL OTHER SIDELITE STYLES 30" ¢MAX 79 Mn� SL-10 SL-20 SL-30 SL-60 SL-50 SL-508 SL-69A SL-698 0o DD au 9190-91 .00 °° an PD-1 PD-2 PD-3 PD-/ PD-5 PD-6 PD-7 Po-s OD PD-IB PO-19 PO-20 PO-21 PO-22 PD-23 P0-2/ O o 009 �a 0 0 0 0 log ooa aau o00 PD-35 PD-36 PD-37 . PO-311 PO-39 PD-40 PO-11 �v ADO oa ❑� 0�0 QQ ❑a q FLUSH D-PANEL CRUSSBIICK Cl Q ❑ ❑ 12 PANEL <-PANEL 5-PArrFI 5-PANEL EYE V/SCROLL EYEBROV 5-PANEL 5-P V/SCROLL CYEBROV � 0 0 SL-69C SL-25 SL-55 SL-300 SL-40 fl0 aD DD DD PD-9 PO-10 PD-11 PO-12 SL-90A aD PD-13 1� 111 _72-NI 111 I 111 11 111 )�� 111 �1 its 111 IIIII 0 Q [7 O PO-42 PD-4.3 PO-43A PD-13B Sl-9oH SL-9W SL-308 f SL-JOC S1-70 SL-OO PD-14 PD-15 PO-16 PO-17 € ci a pp� ii 1y ry3 = 12 PO-71 PD-32 PD-33 PO-71 °; W TrL A,r g 3 a eo PREMB YS M MIt, 911 C JLISpIt . N Y 31-10�0-EW-0 Pllls a s6'ra SHEET 6 OF 6 . aVUR 111111 c.o CV Ln r� (V 0 a a Wz iync WINDL OAD SPECIFICA TION 0109 l]alton APPROVED SIZES: MODEL: WAYNEMARK 8000 & 8100 9'-O' MAX MOTH x 14'-0' MAX HEIGHT STYLE: RAISED PANEL MAXIMUM SECTION MOTH 21' TEST PRESSURE: POS./NEG. 44 PSF DESIGN PRESSURE: POS./NEG. 29.3 PSF NOTES: 13 GA HORIZ ANGLE 1. GLASS DISCLAIMER "NO } CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR I INADEQUACY OF THE GLASS IN O54" HORIZ TRACK THE TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 i ASTM E330). 2. GLAZING OPTIONS — TOP OR INTERMEDIATE SECTION, .090 SSB RA K BOLT TRACK BOLT & (Z) i GLASS WITH OPTIONAL INSERTS. 1/4-20 HEX NUT 3. VINYL OR WOOD DOOR STOP (NAILED ON 6" CENTERS) MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16" TO MEET co �yl, F�.. NEGATIVE PRESSURES. c" 4. U—BAR TO HAVE A MINIMUM DRILL .281 OR 9/32"oHOLE IN TRACK FOR YIELD OF 80 KSI J8—US BRACKET " ATTACHMENT S. TRACK, AND DOOR STEEL TO HAVE A MINIMUM YIELD OF 33,000 PSI. (1) JB—US BRACKET LOCATED -• AT EACH ROLLER LOCATION . — 6. OPTIONAL — .080" (MIN) EXCEPT TOP BRACKET ROLLER (P/N 125139). ALUMINUM LOUVERS WITH HIGH -o, IMPACT STYRENE FRAME MAY BE= LOCATED IN THE END PANELS OF THE BOTTOM SECTION. i "! 7. LOCK OR OPERATOR IS REQUIRED. 5/16x1-5/8" 8. THE DESIGN OF THE LAC SCREW ; SUPPORTING STRUCTURAL AT EACH is —us p O ..� r ELEMENTS SHALL BE THE BRACKET RESPONSIBILITY OF THE PROFESSIONAL OF RECORD .FOR THE BUILDING OR SFRl-J,CrTURE AND TN ; .054" VERT TRACK IN ACCORDANCE. -,WI rl�f R N T BUILDING COPES -FOR1 j T ,,;LOADS 0 LISTED ON :THt-S.?D.f�"A1VIG�ty��-;. i/4-20x9/16' TRACK � � O � BOLT & 1 /4-20 HEX NUT AT EACH JB—US _ Approved:' BRACKET 'w:& Wison, P. '— 3395 MOMSON DFtrPENS+COt.�' FL,i2514'_ %. .:: FLORCA'CERT1F fioN(Na. 0048489,`":.' '. CEORKCL -0e FICA ON NO_ Oj8519 ,, NORM.GlitOUNp,N0.`0136g -E?nFlG;1tiON' Date: OP 7-101\1 CODE- ' 0:1.08 REV- P WM 9 ' x 14 ' MA X 4 4 PSF 1 OF 4 TRACK, END HINGE TOP BRA CffET REOUIREMEN TS 1 /4-20x9/16" TRACK ° \ BOLT & 1/4-20 HEX___4_ NUT THROUGH ANY i TWO ALICNING HOLES TOP BRACKET �• (PIN 108077) (5) 1/4-20x5/8" 1 TEK SCREWS i (P/N 141668) 14 GA WIDE BODY HINGE i (4) 1/4-20x5/8" SELF —THREADING SCREWS (P/N 100320) (2) 1/4-20x5/8" TEK SCREWS •poL END HINGES 9. 'U—BAR WIDE BODY HINGE (P/N SEE BILL OF MAT'L) ;1 LH HIrO ,F RH END HINGE V NYLOV.-ROLLER (P/N 2 70791) ® \ BOTT BRACKET \ (P/ H-2.7- 0;54 & LH-210,M5) •TEK SCREWS 't(PlN 100507 Approved: W.S. Wilson. P.E 3395 ADDISON OR.. PENSACOLA, FL 32514 1 I I I I I � I � ' 1 ✓ FLORIDA CERTIFICATION No. 0048489 CEORCIA CERTIFICATION No. O 519 — — 1 /2" L NORTH CAROUNA CERTIFICATION NO. 023836 .(20 CA CENTER Date: 3 _ r_ o 16 GA END STILES STILES) OP RON CODE' 0108 1 REV.- P WM 9 ' x 14 ' MAX 4 4 PSF 2 OF 4 ' U-BAR LOCATIONS NOTE: „. MAXIMUM SECTION WIDTH IS 21" 12'-5" THRU 14' HIGH DOORS W/ (7) 20 CA 80 KSI U—BARS LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (6) 20 CA 80 KSI U—BARS LOCATED AS SHOWN f 9'-0" THRU 10'-6" HIGH DOORS W/ (5) 20 CA 80 KSI U—BARS LOCATED AS SHOWN 7'-6` THRU 8'-9" HIGH DOORS W/ (4) 20 GA 80 KSI U—BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS r W/ (3) 20 CA 80 KSI U—BARS LOCATED AS SHOWN (2) 1/4-2Ox5/8" TEK SCREWS ATTACH AT EACH STILE Approved: T �' E Y65. Wilxn,• JJ��E:"< 1395 AQOt$b17'OF FEI7STO L'a325J4'-- FLORIOA ;CERTIFICATION NO. 004848i NORM'.Cr+RDUNA CERTIFICATION NO ; 0238�6 Date: OP r10N CODE ::' y" REV.' P I WM 9 r x 14 r M. I.. a I- n OF 4 Wind Load Test Report Report rx 01081? 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 specifications outlined in the attached drawing. Two 5/8" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. (1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 2.51. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .31 or 12%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes t0 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 t.59. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to A or l t%. (3) Upon inspection after test procedure, the intermediate section had creased at the hinge location. The door was shown to be safely operable. DRAWING NUMBER: 0108 P TEST DATE: January 25, 2001. Temp 64° F. PRODUCT DESCRIPTION: 1. Waynetvlark Model 8000, 90, 4 section. 2. Exterior skin has minimum of.0175. The minimum yield stress is 33 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 J13-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY SIMILARITY: Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have less loading at equivalent pressures due to the decrease in area. Doors heights are approved to 3 times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Question and An'$wers;:GAIS(Q127). APPROVED OPT3ON� Based on ofher"tes0 al'., ,:Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. Name: ®" N'GF COUNTY UILJNG V ) W.S.;Wdson,;Es.'E: rJ-�"-Q - N 3395.Addi � Q sv�i• Drr, Pkrlsacoka;:FC;�"�44':'..,,, t'; •, ` "",yam r _ �// V E Georgia Cert. No��Jt85(•9 �`' North Carolina Cy'r aw cfl rn CV ofa Wayne joattan M ODEL S TYLE DESIGN PRESSURE DESIGN PRESSURE WINOL OA0 SPECIFICA TION 0110 APPROVED SIZES: WAYNEMARK 8000 & 8100 RAISED PANEL 16'-0" MAX MOTH x 14'-0" MAX HEIGHT POS. 27 PSF MAXIMUM SECTION WIDTH 21" NEG. 29 PSF 1 13 GA HORIZ ANGLE NOTES: } 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE 067" HORIZ TRACK TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). (2) 1/4"-20x9/16"- TRACK BOLT & (2) 2. GLAZING OPTIONS — TOP OR 1/4"-20 HEX NUT INTERMEDIATE SECTION, .090 SS8 GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP (NAILED ON 6" CENTERS) MUST 5/CREWAT EACH S/e" LAG S OVERLAP TOP AND BOTH ENDS OF SCREW BRACKET RACKET PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 4-. U—SAR TO HAVE A MINIMUM YIELD OF 80 KSI A653 G-40 DRILL .281 OR 9/32"o HOLE IN TRACK FOR 5. TRACK TO HAVE A MINIMUM JB—US BRACKET YIELD OF 33 KSI A653 G-40 ATTACHMENTHMENT 6. 26 GA DOOR FACER STEEL TO 1/4"-2Ox9/16" HAVE A MINIMUM YIELD OF 57 KSI TRACK BOLT & 1/4"-20 HEX 7. OPTIONAL — .080" (MIN) NUT AT EACH ALUMINUM LOUVERS WITH HIGH JB—US BRACKET IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF THE BOTTOM SECTION. (1) JB—US BRACKET LOCATED AT THE MIDDLE OF S. EACH SECTION EXCEPT TOP . LOCK OR OPERATOR IS SECTION. REQUIRED. 9. THE DESIGN OF THE SUPPORTING I STRUCTURAL ELEMENTS SHALL BE c THE RESPONSIBILITY OF THE .067" VERT TRACK PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CUPRENT BUILDING CODES FOR `TH.E LOADS LISTED ON THIS,.GA4ViN�,,•..,: 'r.: (1) JB-us BRACKET LocATED Approved: t if AT EACH ROLLER LOCATION EXCEPT TOP BRACKET ROLLER i�5 A0�1 ON+GP:~PENy�O F132514 (P/N 125i 39). o F�RMIA i. 9. C£DRCw• ZfFMF1CAT10N 'f(6: 018519 HQ(T}i. OU FJi F1C.GilON N0. •0�,3P:z�; �'' Date: 28-01_ PZ= _r F3 C". c= 1A 6 OPTION P1 ( WM 16' x 14' MAX, +27 —2-9 PSF 1 OF 4 TRA CK�END HINGE; TOP BRA CKET REOUIRSUSNTS 1 /4 20x9/16" TRACK — BOLT & 1/4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET — (P/N 108077) (5) I/4"-2Ox5/8" TEK SCREWS (P/N 141668) �K A [� A � Q ��4-`J`j' ARROW BODY HINGE J \ i� i � Imo•'` s�? . •� I b I w l j�`CC (4) 1/4"-20x5/8" SELF —THREADING SCREWS \- �� (2) 1/4"-20x5W/ 2" NYLON ROLLE 4 1/2" STE1,TEK SCREWS ALL END HINGESWIDE (P/N) 108135 TO�� BODY *7/16" PUSH NUT AT EACHINGc (P/N SEE t (P/N 243341) BILL OF MAT'L) t• - •ROLLER LOCATED .25 MAX BETWEEN w.PUSHNUTS AND BRACKETS 3" 20 CA ry' OR HINGES U—BAR 1 HIN RH END HINGE (3) 1/4"-20x7/3" TEK SCREWS (P/N 1(;0507) / f Approved: WS. Mason, P.E. 3395 ADDISON DR., PENSWOLI FL 32514 I� FLORIDA CEFMFZAT10N.NO. 0448489 GEORGA CSFT1F1C1T)0N NO. 018519 NORTH CAROUNA CIOMF1CATION NO. 023836 Date: ?,-2 9- o BOTTOM BRACKET (P/N RH-270354 & LH-270355) MIN= 20 GA CENTER STILES 6 GA END STILES OPTION CODE' 0710 1 RE v.' P 1 1 WM 16 x 14 ' MAX, f 27 -29 PSF 1 2 OF 4 U-BAR L OCA BONS 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 t 9'-0" THRU 10'-6" HIGH DOORS W/ (12) 3" 20 GA 80 KSI U-BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS -\ W/ (10) 3" 20 GA 80 KSI U-BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (8) 3" 20 GA 80 KSI U-BARS LOCATED AS SHOWN I � (2) 1/4"-20x5/8" TEK SCREWS ATTACH AT EACH STILE �i Approved:, ,.: ,1S 1 f t '�'��, :wZ way 3y95'/DDISON DR; P£H$JGO FG`J251i1 ' FbORIDA � ., CE rl=" `po�a�' KFTij'0MLItA.�TCEUj n0NfNCC 02d836 Date �': �, 2 �� toot `�% ' J �.r.� �F P 4 �/' ' y', 9 P` q n Q OP7101V C-bl ;q �REV P1 W111 16' x 74'I MAX, f27 -29 PSF 3 OF 4 ��t I CENTER STILE & INTERMEOIA.TE HINGE L OCA TIONS 'al 1' ff 15' 14' 10, Approved: ''� ORA N G E' c 0 U N TY B U I L D j P D i �'c. W.S.Wilson, P.E . 3395 ADDISON OR., PENSAWL., FL 32514 FLORIDA CErTi1FrAT10N NO. 0048489 CEORCIA CEFMF1GTi0N NO. 018519 NORTH CAROUNA CEIMMATION NO. 023836 Date: g- Z 8 —o _ _ OPTION CODE 0170 1 REV.- P1 I WM 15' x 14' MAX, f27 -29 PSFI 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; 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 stilet, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. (1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 5.77. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .34 or 6%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum. deflection was recorded at 5.07. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to A I or 3%. (3) Upon inspection after test procedure, the door showed no damage. The door was shown to be safely operable. DRAWING NUMBER: 0110 P TEST DATE: 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 McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY SIMILARITY: Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have Jess loading at equivalent pressures due to the decrease in area. Doors heights are apprgvedlo 3. Limes the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Questiop-'Od Ans�verso;/,GAIS(Q127). APPROVEa'OP`I;IOLdj If' (7'SO,/:: Based on o- er tcs b' �. ' uiG�I- "Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. fit. •.) � .: u. 0 a... ' y� �•`. W.S. Wilson f ! _ 7 •(`L''S'' a!r a csC,:1C S ��� .2 8 -Ply �' 3395 Add-ison.Dr, FchnaolZi FL 5 - 5f4 Florida Cert NU:,�O tS�B .,�r�.�et E y d r Georeia Cert No. hil O • cD CN Ln rr•I Cn CN C z z a a F-11111 Wagne Dalton MODEL: S TYLE: DESIGN PRESSURE: WINOL OA0 SPECIFICA TION 0108 APPROVED SIZES: WAYNEMARK 8000 & 8100 9'-0* MAX WIDTH x 14'-0" MAX HEIGHT RAISED PANEL SCC # p MAXIMUM SECTION WIDTH 21" POS./NEG. 29.3 PSF Z 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 W000 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 RESPONS181LITY OF THE PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CURRENT BUILDING.CODES FOR THE LOADS LISTED ON THIS DRAWING. Approved: W.S. Wilson, P.E. 2395 AOOISON DR., PENSACO" FL 32514. FLORIOA CERTIFICATION NO. 0048489 CEOROIA CERTIFICATION N0, 018519 NORTH CAROUNA CERTIFICATION NO. 023836 Date: 4'- 29 .o / OPTION CODE.• 0108 1 REV.• P 1 MASTER PLAN 13 GA HORI Z 054" HORIZ ANGLE y 2c NU2) 'tip' ► — OR E NT TE T10 LLER 1 " 1 W H _ T A (2) 1/4-20x TRACK BOLT 1/4-20 HE DRILL .281 OR 9/32 HOLE IN TRACK F J8—US BRACK ATTACHME (1) J8—US BRACKET LOC AT EACH ROLLER LOCA EXCEPT TOP BRACKET RO (P/N 1251 5/16XI-5/8 LAG SCRE AT EAC JB—U BRACKE 1 /4-20x9/16" TRACK BOLT & 1/4-20 HEX NUT AT EACH JS—US BRACKET WM 9'x 14' MAX 44 PSF 1 OF 4 TRA CK, END HINGE TOP BRA CKET RECUIREMEiV TS 1/4-20x9/16" TRACK MiA BOLT & 1/4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET (P/N 108077) (5) 1 /4-20x5/8" TEK SCREWS (P/N 141668) SCC # o -00 MA I I I i i I 14 GA WIDE BODY HINGE ------------------------ (4) 1 /4-20x5/8- SELF—THREADING SCREWS (P/N 100320) (2) 1/4-20x5/8' TEK SCREWS • q ALL END HINGES 9 . 3" 20 GA o0. U—BAR C= WIDE BODY HINGE (P/N SEE BILL OF MAT'L) NYLON ROLLER r (P/N 270791) I \ BOTTOM BRACKET \ (P/N RH-270354 & LH-270355) (3) t/4-20x7/8" �••"I TEK SCREWS (P/N 100507 Approved: WS. Whon, P.E. 3395 ADDISON OR., PENSACOLA. FL 32514 FLORICA CERi1F1CA110N NO. 0048489 GEOROU COMACA1ION NO. 018519 NORTH CAROUNA CERTiFiMON NO. C23WB Date: 4 -Zg _p/ - 16 GA END STILES (20 GA CENTER STILES) OPT/ON CODE 0108 1 RE V. P 1 I WM 9 ' x 14 ' MAX 44 PSF 2 OF 4 U-BAR L OCA TIONS NOTE: MAXIMUM SECTION WIDTH IS 21" 12'-6" THRU 14' HIGH DOORS W/ (7) 20 GA 80 KSI U—BARS LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (6) 20 GA 80 KSI U—BARS LOCATED AS SHOWN mf`.,. I 9''—b"^�jHRU 10'-6" HIGH DOORS W/ (5) 20 GA 80 KSI U—BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (4) 20 GA 80 KSI U—BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (3) 20 GA 80 KSI U—BARS LOCATED AS SHOWN 1. (2) 1/4-20x5/8" TEK SCREWS ATTACH AT EACH STILE Approved: Ws mmn, P E 3395 ADDISON DR.- Pe ACOLA FL 32514 FLORIDA CERTIFICATION NO. 004W9 GEORGIA CERTIFICATION NO. 01 &519 NORTH CAROLINA CERTIFIWCN N0, 023836 Date: 17 ,z 8 - or OP 77ON CODE- 0108 1 REV P 1 WM 9' x 14 ' MAX 44 PSF 3 OF 4 Wind Load Test Report Report # 0108P1 ® TEST REQUIREMENT: February 1, 2001 ie door must remain intact and safely operable after enduring static design pressures of both positive and negative 29.3 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola, FL. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 5/8" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. (1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 2.51. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .31 or 12%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 1.59. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .10 or 11 %. (3) Upon inspection after test procedure, the intermediate section had creased at the hinge location. The door was shown to be safely operable. DRAWING NUMBER: 0108 P ®TEST DATE- January 25, 2001. Temp 64' F. :O:D:UIT DESCRIPTION: 1. WayneMark Model 8000, 9x7, 4 section. S4,J�.� 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. ER PLAN3. Standard bottom astragal and retainer. MAST 4. 2" nylon roller with 5" stems. 5. 14 gauge end hinges and center hinges. 6. Three 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and three 20 ga center stiles per section. 8..054 vertical and horizontal track. 9. Four JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY SIMILARITY- Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have less loading at equivalent pressures due to the decrease in area. Doors heights are approved to 3 times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Question and Answers, GA18(Q127). APPROVED OPTIONS Based on �otherests b �euiv�aie t.Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. .ame, W.S. Wilson, P.E. 3395 Addison Dr —Pensacola, FL 32514 Florida Cert No. 0048489 Georgia Cert No. 018519 Noah Carolina Cert No. 023836 We - cc rn Cn CV c a Wagne Balton MODEL: S TYLE: DESIGN PRESSURE: DESIGN PRESSURE: WINDL OAD SPE-CIFICA TION 0110 APPROVED SIZES: WAYNEMARK 8000 & 8100 RAISED PANEL 16'-0" MAX WIDTH X 14'-0" MAX HEIGHT POS. 27 PSF SCC # O� . �� MAXIMUM SECTION WIDTH 21" NFG_ 79 PSF NOTES: 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR .067" HORIZ 7 INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). (2) 1/4"-20X9 TRACK BOLT & 2. GLAZING OPTIONS — TOP OR 1/4"-20 HEX INTERMEDIATE SECTION, .090 SSB GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP (NAILED ON 6" CENTERS) MUST SCREW AT 5/EA SCREW L OVERLAP TOP AND BOTH ENDS OF JB—US BRACk PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 4. U—BAR TO HAVE A MINIMUM YIELD OF 80 KSI A653 G-40 DRILL .281 OR 9/3: HOLE IN TRACK F 5_ TRACK TO HAVE A MINIMUM J8—US BRACk ATTACHME YIELD .OF 33 KSI A653 G-40 6. 26 GA DOOR FACER STEEL TO 1/4"-20x9/16" HAVE A MINIMUM YIELD OF 57•KSI TRACK 80LT & 1/4"-20 HEX 7. OPTIONAL — .080" (MIN) NUT AT EACH ALUMINUM LOUVERS WITH HIGH J8—US -BRACKET IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF THE BOTTOM SECTION. (1) J8—US BRACKE LOCATED AT 711E MIDDLE ( S. LOCK OR OPERATOR IS EACH SECTION EXCEPT TC SEC110 REQUIRED. 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE .067" VERT TRA PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CURRENT BUILDING CODES FOR THE LOADS LISTED ON THIS DRAWING. (�1 j (1) JB—US BRACKET LOCAT Approved: AT EACH ROLLER LOCATii c W.S. Wilson, P.E.EXCEPT TOP BRACKET ROLL 3395 AOOISON OR., PENSACOLA. FL 32514 (P/N 12513' FLORMA CERflFlCATION NO. 0046499 GEORCIA CERnFicAf10N No. 018519 NORTH CAROUNA CERTIF1CA110N NO. 023636 Date: T-29—o( OPTION CODE.- 0110 1 REV- P1 I WM 16' x 74' MAX, *27 -29 PSF I 1 OF 4 TRA CK, END HINGE TOP BRA CKET REQUIRE -MEN TS 1 /4"-20x9/16" TRACK - SOLT & 1/4-20 HEX NUT THROUGH ANY TWO AUGNING HOLES TOP BRACKET - (P/N 108077) (5) 1/4"-20x5/8" TEK SCREWS (P/N 141668) SCC# •..off-o&4 MASTER PLAN NARROW BODY HINGE (4) 1/4"-20x5/8" SELF -THREADING SCREWS (2) 1/4"-20x5/8" TEK SCREWS ALL END HINGES 7/16" PUSH NUT AT EACH' ROLLER (P/N 243341) LOCATED .25 MAX BETWEEN PUSHNUTS AND BRACKETS OR HINGES LH END HINGE Approved: f/ �,2:5- ws. mmn, P.E. 3395 A001SON DR.. PENSACOLA, FL 32514 FLORIDA CEFMFIWON No. 004W9 GEORGU CERTIFICATION NO 018519 2" NYLON ROLLER W/ 4 1/2" STEM (P/N) 108135 0 •_' WOE 80DY HINGE (P/N SEE BILL OF MAT•L) 3" 20 GA U-BAR P.H END HINGE (3) 1/4"-20x7/8" L 20 GA CENTER STILES -16 GA END STILES NORTH CAROUNA CUMFiCATION NO. 023836 �r-� (P/N RH-270354 Date: 4•-2 9- o ( & LH-270355) OPTION CODE: 0170 1 PEV,' P1 WM 16' x 14' MAX, f27 -29 PSF 2 OF 4 U-SAR L OCA TIONS �;lli] 12'-6" THRU 14' HIGH DOORS NOTE: W/ (16) 3" 20 GA 80 KSI U-BARS MAXIMUM SECTION WIDTH IS 21 LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (14) 3" 20 GA 80 KSI U-BARS LOCATED AS SHOWN SGG #::.d�_eo G MAS-TER FLAN 9'-0" THRU 10'-6" HIGH DOORS W/ (12) 3" 20 GA 80 KSI U-BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (10) 3" 20 GA 80 KSI U-BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (8) 3" 20 GA 80 KSI U-BARS LOCATED AS SHOWN I � (2) 1/4"-20x5/8" TEK SCREWS ATTACH AT EACH STILE Approved: WS Wiil=n, P.E. 3395 ADOISON OR., PENSACOLA, FL 32514 FLORIDA CERTIFICATION. N0. 0048489 GEORGIA CERTIFICATION NO. 018519 NORTH CAROUNA CCMCA110N N0. 023836 — Date: 4 -.28- al OP 77ON CODE.• 0110 I REV- PI I WM 16 ' x 14 ' MAX, -1-27 -29 PSF 13 OF 4 CENTER ST/LE & INTERMEDIA TE HINGE L OCA TIONS C# o 16 n CTPR PLAN V V V t 5' 14' ml I 12' Approved: 3395 ADOISON OR., PENSACOL. FL 32.514 FLORIDA CERTIFICATION N0. 0048489 GEORM COMFICATION NO. 018519 NORTH CAROLINA CERTIFICATION NO. 022836 Date: Q- z 8 -o I OPTION CODE.' 0110 1 REV 01 1 WM 16 ' x 14 ' MAX, f 27 —29 PSF j 4 OF 4 Wind Load Test Report Report # 0110P1 February 22, 2001 0 TEST REOUIREMENT:. The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola, FL. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 5/3" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. (1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 5.77. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .34 or 6%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maXdmum 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. ?RODUCT DESCRIPTION: S C C# OZ — 4 D 6 1. WayneMark Model 8000, 16x7, 4 section. MASTER PLAN2. 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 13 gauge center hinges. 6. Eight 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and five 20 ga center stiles per section. 8..067 vertical and horizontal track. 9. Seven 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 SIlvffLARITY• 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 transrnined 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, GA1S(Q127). APPROVED OPTIONS Based ono er tes b ' uival Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. dame: W.S. Wilson, P.E. 3395 Addison Dr., Pensacola, FL 32514 Florida Cert No. 0048489 Georsia Cert No. 018519 PLAT OF BOUNDARY SURVEY for MARONDA HOMES Legal Description LOT 118, 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. 25' __ Y -47 0 W F- O Z u] a W J Q U N N 89°38'17" E 120.00' 1 °'-- 15' DRAINAGE EASEMENT o ---------------- 44.00 `a�E P N O I �- � 118 C � �� -u z I M � 0 -P m _ -D o o �I Cn o o o) D E E C Ig.91P 1� ��P C ------------ 5.00' 5' DRAINAGE ESM'T 46.00' ni Qn-zo1-1 —7" c- i )n nn' I V Y ..J `/ lJ I / L I L V. V V I iu ID 119 SCALE:. 1 "= 20' °° I SURVEY NOTES: 1) The street address of the above -described property is PINEFIELD DRIVE. 2) The above -described property lies in a Flood Zone X per FIRM 12117C 0065E dated APRIL 1995. SURVEYOR'S CERTIFICATE This is to certify that I have made a Survey of the above described property and that the plat hereon delineated is an accurate representation of the same. I further certify that this Survey meets the Minimum Technical Standards set forth by the Florida Board of Land Surveyors pursuant to Section 427.027 of the Florida Statutes. CERTIFIED'CORRECT TO: .tea ...a.... . LIVL,. R. BLAIR l(ITNER - P.L.S. NO. 3382 Post Office Box 823, Sanford, F1. 327724M3 (407) 322-2000 PROJECT NO: 03-595 SURVEY DATE: CITY OF SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 118 Subdivision: CELERY LAKES Property Address: 131 PINEFIELD DRIVE ® 1. Two (2) recent boundary and building location surveys showing setbacks from all structures to property lines for permit for structures (not fences). 0 2. Two (2) complete sets of construction design drawings drawn to scale. Complete sets to include: ❑x a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. 0 b. Floor plan indicating interior wall partitions and room identification, room dimensions, door, window, and/or opening sizes, smoke detector, distances from walls are to be shown. Note the State of Florida requirements for bath door for compliance of Handicapped Code (F. S. 553, Part 5). FX_1 c. Elevations of all exterior walls, east, west, north and south. Finish floor elevation height as per City Engineering Department or subdivision plat. ❑x d. Cross sections of all wall sections to be used in the structure. Bearing non -bearing interior and exterior. Show all components of wall section. ❑ e. Framing plan for floor joists where conventionally framed. Plan to indicate span, size and species of materials to be used. ❑x f. Engineered truss plan with details of bracing. Engineered beams for spacing openings to carry and support trusses. ❑ g. Stair details with tread and riser dimensions, stringer size, methods of attachment, placement of handrails and guardrails. ❑x h. Square footage table showing footages: Garages/Carports 402 S.F. Porch (s)/Entry(s) 16 S.F. Patio(s) S.F. Conditioned structure 3,004 S.F. Total (Gross Area) 3,422S.F. ❑x 3. Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97). ❑x 4. Soil analysis and/or soil compaction report. If soils appear to be unstable or if structure to be built TO FOLLOW on fill, a report may be requested by the Building Official or his representative. N/A 5. Other submittal Documents: N/A a. Utility letter or approval when public water supply and/or sewer system connection to be made. N/A b. Septic tank permit to be obtained from Seminole County Health Department at: 400 West Airport Boulevard, Sanford, FL (407) 665-3600. N/A c. Arbor permit when trees to be removed from property. Contact the City Engineer for details regarding the arbor ordinance and permit. ❑x 6. Application to be completed thoroughly and signatures provided by a licensed and insured contractor. OWNER/BUILDER MUST APPEAR IN PERSONS TO SIGN APPLICATION AS PER FLORIDA STATE STATUTE 489. Subcontractor license numbers must be included on the application. If electrical, mechanical or plumbing permits have not been issued, inspections will not be scheduled or made and subcontractors will be subject to penalty under the City Ordinances REQUIRED INSPECTIONS DURING AND UPON COMPLETION OF CONSTRUCTION 1. Footer 2. Underground, electrical, mechanical and plumbing 3. Foundation elevation survey 4. Slab 5. 6. 7. 8. 9. 10. 11. 12. 13. 14. 15. Lintel — tie beams — columns — cells Rough electrical Rough mechanical Rough plumbing Tub Set Framing Tenant Separation/firewall Insulation, walls and/or ceilings Electrical final, mechanical final Building Final Other and plumbing final DATE: Monday, June 30, 2003 SIGNATURE: I� (By Owner or Authorized Agent) IIIII 111NGIMN1818111118UiNrl�11 MARYM E HORSE, CLERK OF CIRCUIT COURT SEIIINOLE COUNTY BK 04890 PG 0435 CLERK'S k 2003112095 RECORDED 07i002003 02:23:4e PN tECORDINB FEES 6.00 RECORDED BY M Nolden NOTICE OF COMAHNCEMENT TAX FOLIO NO. 25-133-6949 PERMIT NO. STATE OF FLORIDA COUNTY OF SEMINOLE The UNDERSIGNED hereby gives notice that improvement will be made to certain and real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. DESCRIPTION OF PROPERTY (Legal Description and Street Address) Lot 118 131 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 00 FEE SIMPLE TITLEHOLDERS (If other than owner) CONTRACTOR Maronda Homes 1101 North Keller Road Suite F. Orlando FL 32810 (Name and address) SURETY (Bonding Company) Name and Address Amount of Bond LENDER Name and address Bank of America. NA 750 S. Orlando Ave #102 Winter Park FL 32789 ATTN: DAN FINNEGAN Phone (407) 646-6304 Fax (407) 644-2388 Persons within the State of Florida designated by owner upon whom notice or other documents may be served as provided by Section 713.13(1), (a), 7., Florida Statutes. Kamaf Title, 200 W. 15'St Sanford FL 32771 Fax: 407 330 5062 Phone: (407) 322-9484. ' In addition to himself, Owner designates (Name and address) 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 K Tji.S MMERS Maronda Homes, Inc. of Florida Vice President - Construction Sworn to and subscribed before me this 29TH day of APRIL, 2003. Notary Public MEBBIE TIMEY Comm Exp. ZgW5 No. CC 999378 Pe „Jh, w1*�.n 11 o0W I.O. ,.JUL 01 0 .,Imrlw COPY MARYANNE MORSE CLERK OF CIRGUIT COU" SEMINOLE COUNTY. FLOR" CITY OF SANFORD ELECTRICAL PERMIT APPLICATION Permit Number: Date: The undersigned hereby applies for a permit to install the following electrical: Owners Name: Maronda Homes Inc., of Florida Address of Job: Electrical Contractor: 131 PINEFIELD DRIVE DANIEL G. PUGLISI Residential: Non -Residential: Lot: 118 Panel: 3 Number Amount Addition, Alteration, Repair Residential & Non -Residential New Residential: AMP Service .5b 00 New Commercial: AMP Service Change of Service: From AMP Service to AMP Service Manufactured Building Other: Description of Work: Application Fee: $10.00 TOTAL DUE: 5 oa By Signing this application I am stating that I am in compliance with City of Sanford Electrical Code. icant's Signature EC_0001663 State License Number CITY OF SANFORD MECHANICAL PERMIT APPLICATION Permit Number: Date: The undersigned hereby applies for a permit to install the following equipment: Owner's Name: Maronda Homes Inc., of Florida Address of Job: 131 PINEFIELD DRIVE Lot:118 Panel: 3 Mechanical Contractor: GARY CARMACK Residential Non -Residential CAC043900 State License Number CITY OF SANFORD PLUMBING PERMIT APPLICATION Permit Number: Date: The undersigned hereby applies for a permit to install the following plumbing: Owner's Name: Maronda Homes Inc., of Florida Address of Job: 131 PINEFIELD DRIVE Lot: lls Panel: 3 Plumbing Contractor: ___—_WILLIAM T. SELF Residential: _� _ Non -Residential: Number Amount Addition, Alteration, Repair Residential & Non -Residential $52.00 New Residential: One Water Closet Additional Water Closet Commercial: Minimum Permit Fee $25.00 Fixtures, Floor Drain, Trap Sewer Piping Water Piping Gas Piping Manufactured Building Description of Work: Application Fee: $10.00 TOTAL DUE: By Signing this application I am stating that I am in compliance with City of Sanford Plumbing Code. /J/), c.. Applicant's Sigma e CFC057039 State License Number CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 131 PINEFIELD DR for which permit 03-00002751 has heretofore been issued on 9 03 03 has been completed according to plans and specifications filed in the office of the Buildi Official prior the issuance of said building permit, to wit as S,complies with all the buigding, plumbing, electri 1, zoning and subdivision regulations ordinances of the City of Sanford and with the provisions of these regulations. STAFF APPROVAL Subdivision Regulations Apply: Yes No DATE APPROVAL BUILDING: FIRE: Finaled _�1V-:1naj(1&4 Inspected ZONING: l Inspected UTILITIES: Water Sewer Lines In Lines In Meter Sewer Set Tap Reclaimed Water ENGINEERING: I - r Street Drainage ; e Paved Maintenance Bond PUBLIC WORKS: Street Name Street Signs Lights Storm Sewer Driveway Street Work DESCRIPTION WATER -SEWER IMPACT FEES 01-APPLCTN FEE -ELECTRIC 01-APPLCTN FEE -BUILDING 01-APPLCTN FEE -MECHANIC 01-APPLCTN FEE -PLUMBING 01-PLANS - EXTRA SETS 02-ENGNG DEVLPMT FEES 01-FIRE IMPACT - RESIDENT 01-LIBRARY IMPACT FEE FEES PAID DATE APPROVAL DATE AMOUNT 9/03/03 9/03/03 9/03/03 9/03/03 12/04/03 9/03/03 9/03/03 9/03/03 10.00 10.00 10.00 10.00 5.00 10.00 59.27 54.00 PAGE: 2 CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 131 PINEFIELD DR for which permit 03-00002751 has heretofore been issued on 9/03/03 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 buil'lding, 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-OPEN SPACE 01-POLICE IMPACT - RESID 01-RADON GAS TAX FEE 01-ROAD IMPACT FEES 01-RECOVERY FD/CERT. PGM. 01-SCHOOL IMPACT FEE WD IMPACT:SINGLE FAMILY SD IMPACT:SINGLE FAMILY 9/03/03 279.61 9/03/03 91.93 9/03/03 17.11 9/03/03 847.00 9/03/03 -17.11 9/03/03 1384.00 9/03/03 650.00 9/03/03 1700.00 OWNER BUILDINI• - 1 31 _ e CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE**** DATE: \ ` a3-Q�`I PERMIT #: !-) - 0- 15 1 ADDRESS: \ -"� � P"-A(\ CONTRACTOR: MARONDA PHONE #: 9 \ - �-- \ 0 () 0 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. Engineerin z o Public Works �] Utilities Fire N1 � N Zoning n \ A, Licensing n � A - CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) 41) 369 -70 CERTIFCATE OF OCCUPANCY Wc?wd- REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE**** �`�� DATE: \` a3-Q)`I PERMIT #: 1 - 01 S 1 CONTRACTOR: MARONDA PHONE #: g \ - \--1 \Q - � O a O The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. DEngineering Fire ublic Works a fly Zoning V\ :] Utilities :1 Licensing A � d�- CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) DATE: 1 1 I 1 1 1 1 1 1 1 I 1 31 C d i PERMIT #: E c d V v w o I O G G N Ca ADDRESS' - ��� ���` �,2 `'; �. c t 1 r- c u c� o i V u a 1 CONTRACTOR: MARONDA u _= a r PHONE #: ` O�'��a 1 O 1 CERTIFCATE OF OCCUPANC' a REQUEST FOR FINAL INSPECTIhN 1 W 1 **** SINGLE FAMILY RESIDENCE**** �= N Z 1 1 a3-Q�y 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. JEngineering ,DPub] Ali CON] O Fire ❑Zoning ,Q OLicensingd�- LY IF APPROVAL IS CONDITIONAL) Al +I. q%IX IT N E R S U R V E Y I N G 16 January 2004 City of Sanford Building Department 300 North Park Avenue Sanford, Florida 32771 Re:131 Pinefield Drive To Whom It May Concern: This is to certify that the finished floor elevation of the new building constructed at the above site meets or exceeds the requirements of Section 6- 7 of the City of Sanford Building Code. Should you have any questions or need additional information, please do not hesitate to call. Sincerely, R. Blair Kitner P.S.M. No. 3382 P.O. BOX 823 - SANFORD, FLORIDA 32772-0823 - (407) 322-2000 FEDERAL EMERGENCY MANAGEMENT AGENCY NATIONAL FLOOD INSURANCE PROGRAM O.M.B. No. 3067-0077 • Expires December 31, 200E ELEVATION CERTIFICATE on oam 1. 7. MARONDA HOMES BUILDING STREET ADDRESS Mdudirg Apt, Unit, StAe, ardor Bldg. No.) OR P.O. ROUTE AND BOX NO. Company NAIC Number 131 PINEFIEID DRIVE CITY STATE ZIP CODE SANFORD FL' 3Z771 PROPERTY DESCRIPTION (Lot end Block Nrrnt ems, Tax Parod Nurnber, Legal Desaip6or> etc.) LOT 118, CELERY LADS PAUSE 1 PLAT BOOK fit, PAGES 75 & 76 BULDING USE (e.g., Reddenlal, No weddential, Additim Aooessay, efr-- Use a Conner B area, I necessary.) RESIDENTIAL LATTTUDEA_ONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE Ll GPS (type): ( mtP - into - ##A r' or W.h ❑ NAD i 9P7 ❑ NAD 1983 ❑ USGS Quad Map ❑ Ober: SECTION B . FLOOD INSURANCE RATE MAP"" INFORMATION-- 131. NFP COWAJNITY NAh£ & COMMUNITY NUMBER 82 COUNTY WE B3. STATE CITY OF SANFORD 120294 SEMNOLE FLORDA 84. MAP AND PANS B7. FRM PANEL 89. BASE FLOOD ELWATXM) NUMBER I B5. SUFFD( 1 66. FIRM INDEX DATE EFFECrW_FEVLSED DATE 138. ROOD ZONE(S) (lace AO, ue deph d too ft 12117CO065 E APRL 1995 APRL 1995 X NA w u. in=ae me scum or me tease t-Kw trawaam (tsrt) am or base tlooa depth entered In B9. ❑ FIS Prdb ® FIRM ❑ Community Determined ❑ Odw pesabek B11. Indimle ffhe elevation datum used for BFE in B9, ® NGVD 1929 ❑ NAVD 1988 ❑ Ofher(Descfte B12 Is the buldi g bcaled In a Coastal Ba rri rResotrroes System (CBRS) area orOftreWm kdected Area (OPA)? ❑ Yes ®No Designation Dale SECTION C • BULMG ELEVATION NFORMAT10N (SURVEYREQI RMI _ .. _ ......_ Ct. Bolding dwations are based on ❑ C ditdbn Draw4gs' . ❑ Bolding Linder potrs4uc6oM ® Fihisthed Construction 'A new Elevation Cerfifrale will be requted when aortsfru r of the building Is aoniplete. C2. B Adrtg Diagram Number I(Seled the building diagram most drilar b the building forty hkh Imfs ae i - A Is bang m plel3d -see pages 6 and 7. If no diagram amuralely re; eserthqfine Mfirg, pvAde a dg3I fh orpIdVa h ) C3. Elewabm -lanes Al-M, AE, AK A (wth BFE� VE, V1430, V (wM BF4 AR, ARIA, AR/AE, AR/AIAW, ARIAR ARIAO Complete Items C3.-e4 bebw wm drg b the buidrg diagram spedied n Item CZ-&Ae the dak n used. Ithe datum is dlfetw t from fine datum used br fine BFE n Sedition Q convert fine datum b that used for fine BFE Show field measurements and datum oahersbn c alo lation. Use the space provided or fine Commen s area d Sectim D or Section G as appro xWB, b doament fine datum aomersim - Datum NGVD 29 Elevation reference marls used Does the elevation reference mark used appear on the FIRM? ❑ Yes ® No o a) Top dbdlom floor (ndudig basement or endosure) 21. 67 tl(m) o b) Top d nerd higher floor NA . R(m) o c) Bofbm d lowest hor=W tucbffd mmtw (V m mes orrty) IAA . _R(m) o d) Alfadmed garage (bp of slab) 21.171(m) o e)Lowestelevationdmachir yandbrequornertt servicig to bulding (DesAm in a Comments area) 21. 0114m) o t) Lowest ad)acent (fnrsh4 grade (LAG) Klfl.(m) 0 9) (finished) grade WG) Z. Q fL(m) o h) No. dpemhaned openings (flood vents) within 1 tL above ad)aoent grade NA o i) Total area of all permanent openigs (food vents) In C3.h NA sq. h (a; am) SECTION D • SURVEYOR, ENGINEER, OR ARCf1'W CERTIRCATION This certification Is to be signed and sealed by a land surveyor, engineer, or architect authorized by law.b as* elevation information. I certify that the information in Sections A, A and C on ibis certificate represents my best efforts to interpret the data avdable. I understand that any false statement maybe punishable by fine or imprisonment under 18 U.S. Code Section 1001. CERTIFIER'S NAME R BLAIR KITNER LICENSE NUMBER P.S.M. 3382 TITLE PRESIDENT COMPANY NAME KITNER SURVEYING, INC. ADDRESS CITY . STATE ZIP OODE 2597 SAWORD AVEMJE�-� / SANFORD FL 32772 � ire• •W .i 0 P A IMPORTANT: In these spapes, oppy the wresponcling ftnTodon from Secbion A For namve Carpsmy use: 10LUNG SiRgTADU ESS (gyp Apt, Unk Stab, motor 13# Pb) OR P.O. ROUTE AND BQ.NO. - Pt�y Nrnber . 131 PINEFIELD DRIVE CITY STATE ZIP CODE SkNR)RD R- 3WI NAIL Nurba SECTION D • SURVEYOR, ENGINEER ORAROVECTCERTIRCATION (CONTINUED) Copy both sloes dohs Eievaflon C lbeis br (1) cornmu' my dfiU (2) isurarnce agan6looapary, and 0 btrldrng owner.. COMMENTS . • . ❑ Check here Kabdvrertls SECTION E •BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Iona AO and Zone A (*NW 131:4 complete liems E1 thuough E4. If tine Elevation Certicate is Mended br use as stpportirng htffnation for a LOMA or LOMR-F, Section C must be completed El.13u1d'ng Diagram Nunber_(Selsd the bukfi ng diagram most similar b the bulling for*ft this aerf%ale is being completed — see pages 6 and 7. If no diagram aoarrately wesernls the buidrg, provide a daeifi or photograph) EZ The bP of ft botlom floor (ndtdtg basement or endosure) d the boiling is _ tt(m) _h(cm) ❑ ebvme or ❑ below (dned(ons) tine highest adjacent Bade. (Use natural grade, iavaiable� E3. For Bufot'ig Dag mms fi8 wth openings (see page 71 the Head higher floororelevated floor(elevation b) dthe buiidrng is _ Q(m) _h(an) abo% the hood adjao, I grade. Complete liens CU and C3.i on front ofbmn E4. The top d the plafform d madiwy andlor equpment sevAJ ng the building is _ t(m) _h(an) ❑ abo m or ❑ below (dick one) the highest adjacent grade. (Use rnaiural gads, i avaiable� F.5. ForZone AO or#jr Kno flood depth number Is available, is the tap dthe botbm floordevated In acoordarnce wth the oomrnu*s kodplain mannagenrant 0(dlnanoe? ❑ Yes ❑ No ❑ tlrnionowm The local affdal m ustasrtiy fhls IrAwdon In Section GL �� •� ra71 V- The pnumV owneroram a aWrataed representative wh00omplates Sectors A, R C (llama C3.h and MI 6*� and E forZane A (wAlW a FBvV imt ed ormmrnuW - issued BFE) orZaneAO n%9 sign here. The statww* h SedionsA, Q C andEare oarredb ft bodc(nVlano stdge. PROPERTY OWNERS OR OWNER'S AUMRIZED REPRESENTATNFS NAME . ADDRESS CITY STATE AP OODE SIGNATURE DATE TELEPHONE COMMENTS ❑ Check here Iabdvraft SECTION G • COM041UNITY INFORMATION (OPTIONAL) The local oIlW who is att ataed by law or ord'nanoe b administer the cornmunt/s 1100dplah managennernt ordnanos can complefs Sediom A, R C (or R and G d this Elevation Certiraia. G-nplefe one aFpkabis ierrn(s) ad sign below. G1. ❑ The tnb kdm in %cL-n C was hakm from other dcaunatialion that has been signed and embossed by a kernsed stnveyor, engineer, or archled who is aulhalaid by state or ucal law b oefy elevation hfomnation. (Indicate fine source and dais dthe elevation data into Conn -aft is area below.) G2 ❑ A =nrt * okd =rosbd Seddon E br a buildrg located In Zone A (without a FBMA4wW oroomm mily sued BFE) or Zonne AO. G3. ❑ The Umft Knuton (dams G4 39) is provided br canmurnly floodplafn manWrrant purposes. ui. I nos paint nos Dean esued for U New Cornftoli n U Stbstarntial Imnpra,errnerd G& Bevaborn d asbuR lowest floor(ndudi'g basement) d fine bulling is: Dahm G9. BFE or (n Zone AO) deo dtloodrg et fine hA tg sia kr — _ n(m) Dahm LOCAL OFFICIALS NAME Tf I.E COMMUNITY NAME TELEPHONE SKMTLIRE DATE COMMENTS