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HomeMy WebLinkAbout103 Crown Colony Way 03-346 COPERMIT ADDRESS CONTRACTOR ADDRESS t (o . \'-NE 9 /1 SUBDIVISION CD PERMIT # 0) �)�-\�Q DATE '_' LA PHONE NUMBER 40'1. '47 J' `V\ PROPERTY OWNER �ao-- 0-nv-R, ADDRESS PHONE NUMBER ELECTRICAL CONTRACTOR MECHANICAL CONTRACTOR PLUMBING CONTRACTOR��\�.h- MISCELLANEOUS CONTRACTOR PERMIT NUMBER MISCELLANEOUS CONTRACTOR FEE PERMIT NUMBER FEE PERMIT DESCRIPTION PERMIT VALUATION t®e SQUARE FOOTAGE (9®(:),1 t� d m cn cn I d y tr1 CERTIFICATE OF OCCUPANCY / COMPLETION", This is to certify that 'the building located at, 103:CROWN COLONY WAY for which permit 03=00000346 has, her etbfore ,beenissued on l /06/02 has 'been completed according to plans and specifications filed in the . Office of,'the,`Buildin fficial prior_`to the issuance of said. building permit, to .wit asJ S� �q; IrC�,wi� i complies with' all 'the building;.;," plumbing,. electric zonin and subdivision' regulations Ex ordinance's .of `the City of fta Sanford and with the provisions `of' these regulations. STAFF APPROVAL Subdivision Regulations'Apply,: Yes No " DATE, APPROVAL' DATE APPROVAL BUILDING: Final:ed: 03, FIRE-c Inspected :ZONING. E Inspected UTILITIEST Water Sewer; Lines In ,: Z "` ''yu Liries In Meter 9 Sewer Set" Tap Reclaimed "Water ENGINEERING - Street Drainage ': '��; Paved . Maintenance-,. _ ;Bond ' PUBLIC, WORKS Street Name Street Lights Storm, a Sewer Driveway. e . Street Work FEES PAID DESCRIPTION DATE AMOUNT, o, WATER -SEWER IMPACT FEES 01=APPLCTN FEE-EL'LECTRIC 12/04/02 10.00 bl-APPLCTN FEE -BUILDING 12/04/02 10.00 01-APPLCTN FEE -MECHANIC 12/04/02 10.00 'Ol-APPLCTN FEE -PLUMBING 12/04/02 -10.00 `02-ENGNG DEVLPMT FEES 12/04/02 10.00 .01-FIRE IMPACT - RESI'DENT 12/04/02 59.27 01-LIBRARY IMPACT FEE 12/04/02 54.00 01-OPEN SPACE 12/04/02 279'.61 L PAGE: 2 CERTIFICATE OF OCCUPANCY / COMPLETION . Th"is is to certify that` -the building located at ".. .,1 a ,03 ;'CROWN COLONY. WAY'' for, ` ,03,7.00000346'' which permit" has heretofore been issued on 11/06/0'2 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 w-1th all the building,, plumbing",`, -electrical,' zoning :,and subdivision 'regul`ations 'ordinances oftYie',, City .of Sanford "and. with the provisions' of .` these" y regulations. STAFF APPROVAL Subdivision�Regulations"Apply: Yes- N61" ( Ol POLICE�IMPACT=,-RESID" 12"/04/02 91.93 01 RADON 'GAS TAX -FEE ,12/04/02 - 13 :45 O1-ROAD' IMPACT. FEES,"- 12/04/02 01- RECOVER Y"FD/CERT. PGM. 12/04/02 13.46 01-.SCHOOL-IMPACT FEE" 12/04/02=;"''1384.00 WD IMPACT:SINGLE.FAMILY 12/04/02 650:0.0 IMPACT:SINGLE FAMILY 12�:04/02 1700."00 „ i p , I� iiii k i i g OWNER 1 BUILDING_ OFFICIAL / DATE 1 Fema Rec'd Slab Rec'd Inspector App'd REQUEST FOR FINAL INSPECTION CERTIFICATE OF OCCUPANCY ****SINGLE FAMILY RESIDENCE*** DATE ,3 PERMIT # ADDRESS SUBDIVISION U CONTRACTOR The Building Division has received a request for a final inspection and a Certificate of Occupancy for the above referenced address. We would appreciate a final inspection of the site by your department. Approval by your department would result in a granting a C.O. for the address. If you have any issues that the contractor will need to address, please submit a statement for denial of C.O. or a conditional agreement to be attached to the C.O. Thank you for your cooperation. Engineering Public Works Utilities Conditions: (to be completed only if approval is conditional) Fema Rec'd Slab Rec'd REQUEST FOR FINAL INSPECTION CERTIFICATE OF OCCUPANCY ****SINGLE FAMILY RESIDENCE**** DATE-2-� ) C Inspector App'd PERMIT ADDRESS SUBDIVISION �1 \ CONTRACTOR The Building Division has received a request for a final inspection and a Certificate of Occupancy for the above referenced address. We would appreciate a final inspection of the site by your department. Approval by your department would result in a granting a C.O. for the address. If you have any issues that the contractor will need to address, please submit a statement for denial of C.O. or a conditional agreement to be attached to the C.O. Thank you for your cooperation. Engineering �D i Public Works S 3. (J/ Utilities Conditions: (to be completed only if approval is conditional) Fema Rec'd Slab Rec'd Inspector App'd REQUEST FOR FINAL INSPECTION CERTIFICATE OF OCCUPANCY ****SINGLE FAMILY RESIDENCE**** DATE 3 � -:� - C' PERMIT # (:�) l - ADDRESS \ C�5� SUBDIVISION �1 CONTRACTOR The Building Division has received a request for a final inspection and a Certificate of Occupancy for the above referenced address. We would appreciate a final inspection of the site by your department. Approval by your department would result in a granting a C.O. for the address. If you have any issues that the contractor will need to address, please submit a statement for denial of C.O. or a conditional agreement to be attached to the C.O. Thank you for your cooperation. Engineering Public Works Utilitie' Ll-i'e— L i(40 3 Conditions: (to be completed only if approval is conditional) LMBC0401 CITY OF SANFORD Address Misc. Information Maintenance 3/14/03 09:28:24 Location ID . . . . . 245785 Parcel Number . . . . . . Alternate location ID . . Location address . . . . . 103 CROWN COLONY WAY Primary related party . Type information, press Enter. Special Sequence Code(F4) App Free -form information Date notes 1.00 CSVC UT ********** LOT 63 ************** 31103 _ 2.00 CSVC UT 3/4" RC METER SET FEE $190.00 PD 3-10-03 31103 _ 3.00 CSVC UT REC#5616 31103 _ 4.00 5.00 6.00 7.00 _ 8.00 9.00 10.00 _ More... F2=Address F3=Exit F5=Notes display F6=Change display F10=Subdivsion Notes F12=Cancel LMBC0401 CITY OF SANFORD Address Misc. Information Maintenance 3/14/03 09:24:00 Location ID . . . . . . . 234765 Parcel Number . . . . . . 34.19.30.-0000-0630 Alternate location ID . . Location address . . . . 103 CROWN COLONY WAY Primary related party . Type information, press Enter. Sequence Code(F4) App Free -form information Date 1.00 CSVC UT SW DEV FEE $1700.00 WA DEV FEE $650.00 120602 2.00 CSVC UT BP03-346 PD 12-4-02 SEE REC#5490 120602 3.00 CSVC UT 3/4" WA METER SET FEE $190.00 PD 12-4-02 120602 4.00 CSVC UT REC#5490 **** LOT 63 **** 120602 5.00 6.00 _ 7.00 _ 8.00 9.00 _ 10.00 Special notes More... F2=Address F3=Exit F5=Notes display F6=Change display F9=Parcel Notes F10=Subdivsion Notes F12=Cancel 4078985999 FROM.: FAX NO. 4078985999 Oct. 17 2003 11:31AM P1 CITY OF SANFORD PERMIT APPLICATION ' Permit # ' ®tAr O�n Date. IJ Job Address: 3 CfC O W f1 01 1'11.1 W Description of Work: ., l y t,und 5 �y•� m t`I1 i n 0. O J Historic District: Zoning: Value of Work: $� : Permit Type: Building Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole r Mechanical: Residential Non -Residential Replacement Ncw (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtttnes # of Water & Sewer Lines # of CYds Lines I i Plumbing/New Residential: # of Wat Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential Commercial Industrial Total Square Footage: Construction Type: '—�of Stories: # of Dwelling Units: )Flood Zone (FEMA form required for other than X) Parcel #: c� �- 1y �^ QIJ(QA3 ch Yroof of Ownership &Legal Description) Owners Name & Address: \,dV%S. Qj l Contructar Name & Address: �:\ar, Phone: " 1 U / • --3 d'T r 1'hunc & Fax: �{\ nt t rsr—�5?wmlPhone �Q. 4 Bonding Company � ✓� MIA ------ Address. \ Mortgage Lender: IV -` 2 Address: r ;�,._ — Architect/Engineer: _ 1 ph$ne O -3 ` / 3 3 . — Address: 1Imo'' Fax = Application is hereby made to obtain a permit to do the work aritd inSralfatio di t work or installation has commenced prior to the issuance of a permit and that all work will be performed to mcet! Ws dards o it ws regu acing construction in thii:=yurisd2Ction. [understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBFNG,!91GNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S 6EFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicahle. laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE Or COMMENCEMENT MAY RESULT l:N YOU'R PA' i' iNO 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 addi'an 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 Ter- may be additional pemits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance os rtnit isarificCtionthat 1 W/l11 notify the olner of the property of the requirement of Florida Lien Law. Sigt t ye of Owner/Agc�it Date C-V� C 2t�t AJa � Print net/A8cm's Nam � 6"141ff4* AW- T'rff I U T F FLORIDA . �.DC COMMISSION # DD228953 i cr EXPIRES g�nt 9//66/N2p00A7 Owncr/AcsU t eP rso❑ 117known to Mc or — Produced ID APPLICATION APPROVED BY: Bldg' L6- "-" —0� Zoning: (Initial & Date) Special Conditions! of Contractor/Agent Date nt ContractodAgcnt's Name Signature of NotajR(3NjkWIO' + QMAN Date NOTARY PUBLIC - STATE OF FLORLOA COMMISSION # QD228953 EXPI /2007 Contractor/ggan d�T n to Me or Produced ID (Inilial & Date) Utilities: FD: (Initial & Date) (Initial & Date) 'zr Fi r rp4 3 3" ✓ , (r L of Central Florida,inc. LIMITED POWER OF ATTORNEY 1123 Seminola Boulevard Casselberry, FL 32707 Office: (407) 696-2300 Fax: (407) 696-2360 I hereby name and appoint 0e K= to by my lawful attorney in fact to act for me and apply to eg2!�i CrE for a permit for work to be performed at: and to sign my name and do all things necessary to this appointment. STATE OF FLORIDA COUNTY OF SEMINOLE The foregoing instrument was acknowledged before me this _I day of 20 3 by James M. Burke, who is personally known to me. Notary Publi/, Sfate of Florida tiP U'O LINDSAY A. MASTERSON Notary Public - State of Florida y ; MY Commission ExpiresSep 10 2pp6 +, aP Commission q DD)48968 Bonded B Y National Notary Assn, BE SURE ... Check with the POOL PROS Description of Work: Historic District: W < ci Zoning: of Work: Permit Type: Building - Electrical —AL Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical• New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water C osets Plumbing Repair — Residential or Commercial Occupancy Type: Residential Commercial Industrial Total Square Footage: Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required for other than x) Parcel #: 23 - I I_ 30 0 �:' 00 60 (03 (Attach Proof off O�.wnership & Legal Description) Owners Name & Address: ��� (l�4�'i_.t ( Jj "IA J'n IJtJr` 3 a ��( Phone: L4 l ' 3a- Contractor Name & Address: 2Sa2\610 V State License Number: E4e-6c) t t Phone & Fax: q Q� Q q I C Contact Person: Phone: Bonding Company: tlVl �- Address: Mortgage Lender: _ (A Address: Architect/Engineer: 6�� Phone: Address: Fax: Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable tht 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 wa r ma gement districts, state age or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements to a i maw, FS 713. Id JAC85 Signature of Owner/Agent Date Signature ontractor/Agent Date : o'•.•'c°°: q: Print Owner/Agent's Name Print r ge e D tT7 n x o is Signature Notary C, �G ' of -State of Florida Date Signature of Notary -See of Florida ate 0 a Cj n. C. CD tm -i 0 O n 2 S? E: o w _ Owner/Agent is _Personally Known to Me or Contractor/Agent is _Personally Known to Me or c a _ Produced ID Produced ID a w' APPLICATION APPROVED BY: Bldg` �a—t'�s -('7> Zoning: (Initial & Date) (Initial & Date) Special Conditions: Utilities: FD: (Initial & Date) (Initial & Date) POWER OF ATTORNEY ELECTRICAL PERMITS STATE OF FLORIDA COUNTY OF ORANGE KNOWN to all men present, "Robert M. James, of Bob James Electric does hereby nominate, constitute and appoint Aq Cie- (2�� , as his attorney in fact for procuring Electrical Permits at: (Job Address) Robert M. James Before me, the undersigned authority, personally appeared Robert M. James, who is personally known to me. N ary Public, State of Florida RpBG� Jq NET S. CORSON 0 MYCOMMISSION# DD049840 �fFOF F,, EXPIRES: September 1, 2005 1-aM3-NOTARY FL Notary Service $ Bonding. Inc, Seminole County Property Appraiser Get Information S05-1 by Parcel Number Page 1 of 1 PARCEL DETAIL ,; n c�1Inly �O lA1 K. Kirst St - Samford IM 32771 4q?.bb4.�stlh 2004 WORKING VALUE SUMMARY GENERAL Value Method: Market Parcel Id: 33-19-30-5QS-0000-0630 Tax District: S1-SANFORD Number of Buildings: 1 Owner: MARONDA HOMES INC Exemptions: Depreciated Bldg Value: $114,620 Depreciated EXFT Value: $1,422 Address: 1101 N KELLER RD STE F Land Value (Market): $21,160 City,State,ZipCode: ORLANDO FL 32810 Land Value Ag: $0 Property Address: 103 CROWN COLONY WAY Just/Market Value: $137,202 Subdivision Name: CROWN COLONY SUBDIVISION Assessed Value (SOH): $137,202 Dor: 01-SINGLE FAMILY Exempt Value: $0 Taxable Value: $137,202 SALES 2003 VALUE SUMMARY Deed Date Book Page Amount Vac/Imp 2003 Tax Bill Amount: $441 WARRANTY DEED 12/2002 04646 0743 $480,000 Vacant 2003 Taxable Value: $21,160 Find Comparable Sales within this Subdivision LAND LEGAL DESCRIPTION PLAT Land Assess Method Frontage Depth Land Units Unit Price Land Value LOT 63 CROWN COLONY SUBDIVISION PB 61 LOT 0 0 1.000 21,160.00 $21,160 PGS 76 - 78 BUILDING INFORMATION Bid Num Bid Type Year Bit Fixtures Gross SF Heated SF Ext Wall Bid Value Est. Cost New 1 SINGLE FAMILY 2003 9 2,694 2,250 CB/STUCCO FINISH $114,620 $115,196 Appendage I Sqft GARAGE FINISHED / 420 Appendage / Sqft OPEN PORCH FINISHED / 24 Appendage / Sqft UPPER STORY FINISHED / 1130 EXTRA FEATURE Description Year Bit Units EXFT Value Est. Cost New ALUM FENCE 2003 486 $1,422 $1,458 NOTE: Assessed values shown are NOT certified values and therefore are subject to change before being finalized for ad valorem tax urposes. "* If you recently purchased a homesteaded property your next ear's property tax will be based on Just/Market value. http://www.scpafl.org/pls/web/re_web. seminole_county_title?PARCEL=3319305QS0000063... 10/7/03 Seminole County Property Appraiser Get Information by Parcel Number Page 1 of 1 PARCEL DETAIL ' =' _ +� [ < Back C> 4 } VIHLEN Rp • s 's >rmint4c C ouIII, v �rjrrtrel�rpnrlser Z � citrr{crs I I I I I'.. h11, t NI. of 2004 WORKING VALUE SUMMARY GENERAL Value Method: Market Parcel Id: 33-19-30-5QS-0000-0630 Tax District: S1-SANFORD Number of Buildings: 1 Owner: CARDINALE COSIMO & Exemptions: Depreciated Bldg Value: $114,620 Own/Addy: CARDINALE NICHOLAS & DONNA Depreciated EXFT Value: $1,422 Address: 103 CROWN COLONY WAY Land Value (Market): $21,160 City,State,ZipCode: SANFORD FL 32771 Land Value Ag: $0 Property Address: 103 CROWN COLONY WAY Just/Market Value: $137,202 Subdivision Name: CROWN COLONY SUBDIVISION Assessed Value (SOH): $137,202 Dor: 01-SINGLE FAMILY Exempt Value: $0 Taxable Value: $137,202 SALES Deed Date Book Page Amount Vac/Imp 2003 VALUE SUMMARY SPECIAL WARRANTY DEED 09/2003 05056 0397 $160,300 Improved 2003 Tax Bill Amount: $441 WARRANTY DEED 12/2002 04646 0743 $480,000 Vacant 2003 Taxable Value: $21,160 Find Comparable Sales within this Subdivision LAND LEGAL DESCRIPTION PLAT Land Assess Method Frontage Depth Land Units Unit Price Land Value LOT 63 CROWN COLONY SUBDIVISION PB 61 LOT 0 0 1.000 21,160.00 $21,160 FIGS 76 - 78 BUILDING INFORMATION Bid Num Bid Type Year Bit Fixtures Gross SF Heated SF Ext Wall Bid Value Est. Cost New 1 SINGLE FAMILY 2003 9 2,694 2,250 CB/STUCCO FINISH $114,620 $115,196 Appendage / Scift GARAGE FINISHED / 420 Appendage / Sgft OPEN PORCH FINISHED / 24 Appendage I Sgft UPPER STORY FINISHED / 1130 EXTRA FEATURE Description Year Bit Units EXFT Value Est. Cost New ALUM FENCE 2003 486 $1,422 $1,458 NOTE: Assessed values shown are NOT certified values and therefore are subject to change before being finalized for ad valorem tax urposes. "' If you recently purchased a homesteaded property your next ear's property tax will be based on Just/Market value. http://www.scpafl.org/pls/web/re_web.seminole_county_title?parcel=3319305QS0000063... 10/30/2003 IINMORE i Prepared by:. Florida Pools of Central Florida, Inc. 1123 Seminola Boulevard Casselberry, FL 32707 NOTICE OF COMMENCEMENT State: FLORIDA County: SEMINOLE THE UNDERSIGNED hereby gives notice that Improvement will be made to certain real property, and in accordance with Chapter 713, Florida Statures, the following information is provided in this Notice of Commencement. KUYAM NORSF9 MERK OF CIRCUIT COURT GRINME CMXTY OK 05073 PG lt&H2 CLERK' O # 2003191912 FXOM 10/24/2M 12:38:01 PN REC4TtDING FEES 6.00 KZOW BY S O'Kelley MARYANNE MORSL' CLERK OF CIRCUIT COUITI b"E WI LE Ni)G D &EUTy. nl%r General description of Improvements: CONSTRUCT SWIMMING POOL Owner Information: ,N kCj,(, Name and Address C A. tali >J a�� w�� ► 0 3 C0 UL.n w e Z 17.1 W Interest in property: OWNER Name and address of fee simple titleholder (if other than owner): 4. Contractor: (name & address): FLORIDA POOLS 1123 SEMINOLA BLVD. CASSELBERRY, FL. 32707 5. Surety: A. Name and address: N/A B. Amount of bond: N/A 6. Lender: (name and address) 7. Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as provided by Section 713.13 (1)(a)7, Florida Statures: (name and address) N/A 8. In addition to himself, Owner designates the following person(s) to receive a copy of the Lienor's Notice as proved in Section 713.13 (1)(b), Florida Statues: (name and address) ABOVE NAMES CONTRACTOR 9. Expiration date of Notice of Commencement (the expiration date is 1 year for the date of recording unless a different date is specified) Signatures of Owner Drivers License #: Owner's Name: Owner's Address All information must be printed legibly to comply with recording requirements. STATE OF FLORIDA COUNTY OF SEMINOLE The foregoing instrument was acknowledged before me this byjV �(AL- C.Il#.al kffi-LE who is personally known to me or <oh s produce G�. f -10 G 1 0 k 5 as identification and who did (did not) take and oath. (Signature of person takingacknowledgement) g ) RONALD C. HOMAN (Name of officer taking acknowledgement - typed or stamped) s COMMIARY ES ON # DD228953 C-STATE OFFLORIOA (Tile or rank) EXPIRES 902007 BONDED TMRU 14MO-NOTARYI Wl E ,LAND SURVEYORS 300 COUNTY BOAC 427 SOUTH LONGW000, FLORIDA 32750-5499' TELEPHONE: (407) 530-90,30 FAX: (407) 339-3635 CERTIFICATE OF ELEVATION Address: 103 Crown Colony Way Legal Description: Lot 63 , CROWN COLONY SUBDIVISION, Plat Book 61, Pages 76, 77 and 78 The Finished Floor Elevation of the house on Lot 63 , CROWN COLONY SUBDIVISION meets or exceeds the requirements set forth in the City of Sanford Building Code, S. 6-7 (a). Dominick2 . Cavorie Florida. Surveyor`&& -Mapper Reg. No. 2005 Licensed Busirness Number 5073 2/11/2003 Date Fieldwork Completed 2003-1673 W.O. # d � ® 300 COUNTY ROAD 427 5OUTH LONGWOOD; FLOKIDA 32750-5499 4.AND SURVLFYORS LM TELEP40NE: (407) 530-9050 FAX: (407) 339-3636 CERTIFICATE OF ELEVATION Address: 103.Crown Colony Wa Legal Description: Lot 63 , CROWN COLONY SUBDIVISION, Plat Book 61, Pages 76, 77 and 78 3 The Finished Floor Elevation of the house on Lot 633 CROWN COLONY SUBDIVISION meets or exceeds the requirements set forth in the City of Sanford Building Code, S. 6-7 (a). E 2/11/2003 Dominick F'. Capone Date Fieldwork Completed Florida Surveyor-R .M4pper Reg. No. 2005 Licensed Business,Ntimber 5073 2003-1673 W.O. # FEDERAL EMERGENCY MANAGEMENT AGENCY NATIONAL FLOOD INSURANCE PROGRAM ELEVATION CERTIFICATE important: Read the instructions on pages I - 7. SECTION A - PROPERTY OWNER INFORMATION BUILDING OWNER'S NAME O.M.B. No. 30137-0077 Expires July 31, 2002 For Insuranoe Company Use-. Number /L1[,8r-0A/Q4 AA :> Company KAIC Number BUILDING STREET ADDRESS (including Apt, Unit, Suite, and/or Bldg, No,) OR P.0 ROUTE AND BOX NO. C /o�mot,/Li t-JAq 0:3 on STATE ZIP CODE CITY 32773 SAA/F02b PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) BU�TT� 9 ,Residential Non-residential, Addition, Accessory, ell, Use Comments section if necessary.) U SOURCE:F�S (Type): HORIZONTAL DATUM LATITUDEJLONGITUDE (OPTIONAL) ##o _J L NAD 1927 LJ RAO 1983 USGS Quad Map 1_1 Othec SECTION 13 - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION 1. NFIP COMMUNITY NAME & COMMUNITY NUMBER 82. . COUNTY NAME 63. STATE aJnJ �#Z 727 q r—L- - - ---T— ;F— eg. BASE 0 ELEVATION(f INDEX FIRM PANEL 68. FLOOD ; t FLOOD P AN EL 65, S FIRM INDEX qff� EFF 4LE � =S)(l 0r NUMBER DATE EFFECTIVEIRFOSED DATE ZONE(S) (Zone AC,.ui6. depth of flooding' L '= L B10. Indic -ale the source of the Base Flood Elevation (BIFE) data or base tioocl depth entered III ov FIS Profile I__J FIRM Community Determined `I Other (Describe}. BI 1. Indicate the elevation datum used for the BFIE in B9: l_J NGVD 1929 1­_J NAVO 1988 1 1 Other (Describe): B12 Is the btiilding located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? Yes L-1 No Desig,,-,aticiri Date: _--- SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: _iConstructionDrawings' I ISuildingU'naer ConStni-I !Finished Construction *A new Elevation Certificate will be.required when construction of the building is complete. - C2. Building Diagram Number (Select the building diagram I Simi[ar,to the building for which this certificate is being wmpietec s pages6and 7 If no diagram accurately represents the building: provide a sketch or photograph.; ­3. Elevations - Zones A!-A30, AE, AH, A (with BFIE), VE, V1-V30, V (with BFE), AR, ARIA, ARJAE, AR/A1-A30, ARIAH, ARJAO Complete items C3@-i below according to the building diagram -2. State the datum used. If the datum �s different `ionspecified in Item Con the datum used for the BFE­ in Sedion 8, convert the datum to that used for the BFE. Show field measurements and datum convey-51, calculation. Use the space provided ed or the Comments area of,Section 0 or Section G, as appropriate, to document the datum conve.si( Datum WCiI 113Z3 Conversion/Cornments.­0 mark used appear on the FIRM? Yes Elevation reference mark used­A//,A Does the elevation reference,7 r a) Top of bottom floor (including basement or enclosure) .12 p, (m, V) Q b) Top of next high er floor ,:D C) Borom of lowest horizontal structural member (V zones only) ftjm) Q d) Attached garage (top of slab) E Q e Lowest elevation of machinery and/or equipment servicing the building (n i) 0 Lowest adjacent grade (LAG) fA 2 r3 g) Highest adjacent grade (HAG) • h) Nc of permanent openings (food vents) within 1 ft above adjacent grade • i)'Tctal area of all permanent openings (flood vents) in C3h sq. in (sq cm) SECTION 0 - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION I engineer, or architect authorized by law to certify elevation Information This certification IS 10 be signed and sealed by a land surveyor, certify that the infornmtion In Sections A, 8, and C an this certificate represents my beslefforls to interpret the data available I unde vsranC that any talse statement may be punishable by fine Of-IMPn5onf-r7ent under 18 U S. Code, Section 1001 LICENSE NUMBER CERTiFiER S NAME COMPANY NAt-4E C I T� A 110 R;- 5 T�LEPHONE j l".1 T1."Ji aTIr-)tJ pppi ar17c' 6i i IMPQRTANT: In these spaces, copy the corresponding information from Section A. BUILDING STREET ADDRESS (lnciuding Apt., Unit. Suite, andror Bldg. No.) OR P.O'. ROUTE AND BOX For Insurance Company Us_ Policy CITY STATE ZIP CODE Company NAIC Number SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agenticompany, and (3) building owner. COMMENTS Check here if attachment SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO and ZONE A (WITHOUT BFE) For Zone AO and Zone A (without BFE), complete Items E1 through E3. If the Elevation Certificate is intended for use as supporting information for a LOMA or LOMR-F, Section C must be completed. El. Building Diagram Number (Select the building diagram most similar to the building for which this certificate is being completed see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph-) E2. The top of the bottom floor (including basement or enclosure) of the building is —1�j ft.(m) !_"in.(cm) ;—I above or fJ below (check one) the highest adjacent grade. ET For Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? j_j Yes 1_1 No 1-1 Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without a FEMA-issued or community -issued BFE) or Zone AO must sign here PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATiVE;S NAME CITY STATE ZIP CODE — ADDRESS Oa A"O0 1 3z�1i> r _ --�- PHONE SIGNATU ! - L DATE 0_7 - 3Z3-ta12� -- /- 7. 03 �/ 3z3— COMMENTS Check here i; attachrr: �t SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance.can complete Sections A, B. C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. G'. L_I The information in Section C was taken from other documentation that has been signed and embossed by a licensed surveyor; engineer, or architect who is authorized by state or local law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. _i A community official completed Section E for a building located in Zone A (without a FEMA-issued or community -issued BFE) or Z orie A0. G3 j_j The following information (Items G4-G9) is provided for community floodplain management purposes. Ga PERMIT NUMBER I G5 DATE PERMIT ISSUED �I, . LATE CERT[FICATE OF COt4PL F.N.CEIOC UPANr'Y --- I ISSUED — -- -- -- G7 This permit has been issued for: j__j New Construction l_j Substantial Improvement G8 Elevation of as -built lowest floor (including basement) of the building is: _ ft.{m) Datum: G9. 6FE or (in Zone AO) depth of flooding at the building site is: — h.(m1 Datum: LOCAL OFFICIAL'S NAME - -�-- - TITLE �- ^�- --- COMMUNITY NAME - -- TELEPHONE ---_._---- SiGN_AT URE — ---------- DATE COMMENTS heck riere f attache enl 1jar® a o 1101 N. KELLER RD. SUITE F. ORLANDO, FL 32810 (407) 475-9112 Tuesday, November 26, 2002 Tony VanDerworp, City Manager City of Sanford 300 North Park Avenue Sanford, FL 32771 RE: ESTOPPEL LETTER Crown Colony (103 Crown Colony Way) M This ESTOPPEL LETTER is provided to the City of Sanford for reliance upon by the City of Sanford and as the basis for the issuance of Permit No. for the following work: Construction of a Single Family Residence. Maronda Homes Inc., of Florida, hereinafter referred to as the "Owner", recognizes that issuance of Permit No. 03-346 will be made with numerous limitations as more particularly set forth herein. The Owner recognize that this approval does not exempt us from complying with any applicable building codes, land development regulations, Comprehensive Plan requirements, or exempt our site or building(s) from any applicable development regulations. By issuing Permit No. 03-346, the City does not guarantee approval of any other development orders or development permits. The Owner acknowledges and agrees that no Certificate of Occupancy will be issued by the City for the single family residence until all required land development approvals have been obtained and all required improvements have been installed, inspected and authorized for use by the City. The Owner hereby grants the City the right to deny use of the single family residence for occupancy until all of the above -referenced project is in compliance with all applicable development regulations, The Owner hereby agrees to indemnify and hold the City and its officers, employees and agents harmless for any and all losses, damages, injuries and claims in any way relating, directly or indirectly, to the permitting or construction of the above -referenced project or the issuance of Permit No. 03-346. The Owner also agrees to the following as additional conditions for Permit No.03-346: N/A. The Owner hereby agrees to disclose the contents of this document to any and all of our successors in interest, contractors, sub -contractors and agents. The undersigned further warrants that he or she is authorized to bind the Owner and has been duly authorized to sign this document. WITNESSES: , (Owner) Ww L-_ U--ignature r JENNIFER EHRECKE I Printed/Typed Name 1 �N Signature RUSSELL KEITH SUMMERS Printed/Typed Name STATE OF FLORIDA ) COUNTY OF ORANGE ) Signature THOMAS H. GREENAWALT Printed/Typed Name VICE PRESIDENT - ORLANDO NORTH DIVISION Title The foregoing instrument was acknowledged before me this 26TH day of NOVEMBER, 2002, by THOMAS H. GREENAWALT as owner's representative for Maronda Homes Inc., of Florida who is personally known to me. Notary Public Print Name: Debbie Time My Commission Expires: 0 CITY OF SANFORD ENGINEERING PERMIT /� ?u J PERMIT NO. 03 - This permit shall authorize work to be done in the City of Sanford based on the approved construction plans and this information provided below: Right of Way Utilization ....... ❑ Driveway ....... Applicant Name: DEBBIE TIME Firm: MARONDA HOMES, INC. OF FLORIDA Address: 1101 NORTH KELLER ROAD, SUITE F, ORLANDO, FL 32801 TELEPHONE:407-475.9112 FACSIMILE:407-475-9115 Project Location or Address: LOT 63 - 103 CROWN COLONY WAY Subdivision: CROWN COLONY Title of Approved Development Plans: Schedule of Work: From: Proposed Activity: Driveway Installation ..... 59 Bore and Jack.......... ❑ Other .................. ❑ Approval Date: To: Aerial Utilities .............. ❑ Open Cutting of Roadway..... ❑ Emergency Repairs ....... ❑ Underground Utilities ....... ❑ Sidewalk Installation........ ❑ Specific Description: ............................................................................................................................ Excavation Information: Total Length (FT) Number of Open Roadway Cuts Aerial Information: Length (FT) 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 indemnity, 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 foresaid rights and privileges. In the event of 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 within the public right-of-way. * CALL PUBLIC WORK DEPT. AT 330.5681 TO SCHEDULE A PRE -POUR INSPECTION APPLICANT SIGNATURE DATE: 111512002 ............................................................................................................................ Reviewed: Public Works Utilities APPROVED: Engineering L Date: Date: Date: FEE: e0.00 1 3eeti' � .T w� t ,�' t,: � ui b�'t.1 §.H b,;k, • - v.IMPAZIT for r h tI Jif r tIt $7 R . * { � a_i-, W fat S SSS d .ti '� � } •^ 2 ash '°"� � ��i'*{� Fk • � { � "2's., SI e !py�� .4 �'�. Iiflvsic K• �. 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Ml"•' . ,:, x �. ,i ..... ; a � _„,r � � ,x� • , •. • • B t' a .} r e .. . : .i 6 xe- � �},�. a``�'ax�,�'��r�A�x,is;Y'-,j•�;n>�t(>he�E„ra,,H'•'a,„v�s.;�;RS?t�.� }���3,,w�,��i.�,',�,'�,�aa,�_�!,ra,� K.� a�'�¢.�'ti 1""�-� ix�'re� . .����;„E.. Permit No.: —' `1 Job Address:Z Parcel No.: p CITY OF SANFORD PERMIT APPLICATION Date: Description of Work: CONSTRUCT A SINGLE FA VI I (Attach Proof of Ownership & Legal Description) ILY RESIDENT (SFR) Type of Construction: Flood Zone: Valuation of Work: $ , CW 14, 3 Occupancy Type: Residential Commercial Industrial Number of Stories: Owner: Number of Dwelling Units: Zoning: Total Square FootageQV011 A RONDA HOMES, INC. OF FL`fOkib-A.. Address: 1101 NORTH KELL City: ORLAI�I®O P�ne No.: 407-475-9112 Contractor: RUSSEL:L'KEITH' S 1101 NORTH KELL City: Phone No.: ITE F State: FL Fax No.: 407-475-9115 ill E IRS;, State: Zip: State License No.: M11.2407-475-9115 Contact Person: DEBBIE TIME Title Holder (If other than Owner): Address: Bonding Company: NSA Address: Mortgage Lender: Phone No.: Address: Architect: Phone No.: 40� �21 3e13 Address: Fax No.: Application is hereby made to obtain a permit to do the work and installations:as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. OCT 2 12002 OCT 2 12002 SO= SSgLTSUMMERS Date S tar§9EC1 rt 2 ff1ffkV p M M E RS Date t P mt Owner/Agent's ame ri Contractor/A nt's Name 120 (� �T 212002 Signature atY-13LTC'C'l7ftofu] Date Signature of 4 Herida Date DEBBIE TIME eve DEBBIE TIME NOTARY o My comet Exp. 2/5/05 M Comm Exp. 215/05 PUBLIC s No. CC 999378 Y No. CC 999378 versonaty Wlown 110 1.0. eaonally Known L1 Other L0. j' Owner/Agent is Personally Known to Me or i Contractor/Agent is Personally Known to Me or Produced ID Produced ID APPLICATION APPROVED BY: Date: Special Conditions: � �13_� PLOT PLAN for: MARONDA HOMES, INC. DESCRIP77ON: _ LOT 63, CROWN COLONY SUBDI V15ION (unrecorded RECOROCO IN PLAT BOOK __ PAGE(S) PUBLIC RECORDS OF SEM/NOLE _ COVNTY. FLORIOA LOT G4 O O i ►i 0 Qi TRACT 'A' 50305311 1 "E GO.13' d� CONS. r sloop 10, ()D' 40.00' ODEL: SUNBURY",j" 3-2 1/2) BLOCK 2-STORY IFINISHED FLOOR ELEVATION: 43.30 DRAINAGE TYPE 'C " o W17N LDFT IV _ N I (), 00' r 10.Do* 21.0v CONC. OIUVB 0 4 N I \`\ "10'U.E. NOO°OG' 19"W GO.00' CROWN COLONY WAY ` NOO'OC 191N a0 P-� m 7h �, Z> N I IY 5' 1(r 21r r,WV•1IIC :K'N E LOT G2 a: VAT ,. i ...� -NOTES: FLOOD CERTIFICATION SETBACKS I BEARINGS ARE BASCO ON 111E CCNIERLINC OF _BUILDING BASED ON THE FEDERAL EMERGENCY FRONF: l5' CROON COLONY WAY BEING NOOV6'19-W MANAGEMENT AGENCY FLOOD INSURANCE HEAR: Zn 2 ELEVATIONS AND LOT ORAWAG£ TYPE SHOWN RATE MAP, THE STRUCTURE HEREON ARE BASCO ON SIIE ENGINEERING SHOOK HEREON DOES NOT LIE WHIN ODE: I_V, PLANS FOR TIE PROJECT. THE 100 YEAR FLOOD HAZARD AREA. sloe STREET; J 9MOING TIES ARE TO FOUNDATION. THIS STRUCTURE LIES IN ZONE - X -. BUILDING LINE: L.0' ♦ PLOT PLAN ONLY. LOT HAS NO► BEEN STAKED COMMUNITY PANEL NO. 120294 0043 C IN THE FIELD. EFFECTIVE DATE: APRIL 17, 1995. LOT 63 CONTAINS THIS IS NOT A SURVEY. MAP REVISION DATE: 7.019 SOUARE FEE ►/0161 ACRES t/ (SUBJECT TO CHANGE) THE UNDERSIGNED AND CAVONE, INC. LAND SURVEYORS and MAPPERS MAKE NO RESERVATIONS OR GUARANTEES AS TO THE INFORMATION REFLECTED HEREON PCR►AWWG TO EASEMENTS, RIGHTS OF WAY, SCIBACK LINES, AGREEMENTS AND OTHER MATTERS, AND FURTHER TITS INSTRUMENT IS NOT INTENOCO IU REFLECT OR SET FORTH ALL SUCH MATTERS. SUCH INFORMATION SHOULD BE OBTAINED AND CONFIRMED BY OTTERS THROUGH APPROPRIATE TITLE WRIFICATIOXN ABBREVIATIONS/LEGEND. P,T.-POWT OF TANGENCY P.I.-POINT OF INTERSECTION CONC-CONCRETE WE.- WALL EASEMENT L.S.-LAND SURVEYOR P•R.C.-POINT OF REVERSE CURVATURE D.C.-DRAINAGE EASEMEN► P.C.-POWs OF CUSRVASRSaRf M L.B.-LICFNSE C OR-OFTI]AL RECORDS P,C,C-pOSIIT OF COMP01INq CLIRVAIURE U.f.-UTIu►Y EASE(MMEENi UTILITY K & UTILITY EASEMENT DU.#SE.-SDEwAt►c A/C- OONIOI T10NER PAD ODE ALT CENTRAL MF(;E) D#NE.-9FA LE # UT1l/TY EASEMENT ASfMEN* E A PONE, INC. VINO SURVEYMS Am AIApMS 300 COUNTY ROAD 427 SOUTH LONGWOOD. FLORIDA 32730-3499 TELEPHONE (407) 830-90s0 FAX No. (407) JJ9-3636 THIS ROW VAIN THE S A FLORIDA L1 uowyxx F. CAVOW - "IRESIDENT FLORIDA SURVEYM # MAPPER NLAWR 2005 LICENSED BV OESS HIAtABN:R L.t7,J07J ASION I OA If go LOT by NER rAIY) - .,.-Irn R I n*v PLOT PLAN 1-1-3-ZOQZ . W.O.2002- 7271 FORM 60OA-2001 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: SUU�NB N�6N.QAHOMES Y J,G,H,I \ ! Builder: Address: y(/�.1� Permitting Office: City, State: o Permit Number: Owner: E q CTRIC Jurisdiction Number: Climate Zone: Central i 1. New construction or existing 2. Single family or multi -family 3. Number of units, if multi -family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft') 7. Glass area & type a. Clear - single pane b. Clear - double pane c. Tint/other SHGC - single pane d. Tint/other SHGC - double pane 8. Floor types a. Slab -On -Grade 1_d_ae Insulation b. N/A 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: Uuc. Ret: Con. AH: Interior b. N/A New _ Single family _ 1 _ 4 _ Yes _ 2223 ft' 12. Cooling systems a. Central Uuit b. N/A c. N/A Cap: 41.0 kBtwnr _ SEER: 11.50 263.5 ft' _ 13. Heating systems 0.0 ft' _ a. Electric Heat Pump Cap: 41.0 kBtu/hr 0.0 ft' - HSPF: 7.50 ft 0.0 ' b. N/A R=0.0, 136.0(p) ft R=4.2, 720.0 ft' _ R=11.0, 992.0 W _ R=11.0, 159.0 ft' R=19.0, 1023.0 ft' Sup. R=6.0, 85.0 ft c. N/A 14. Hot water systems a. Electric Resistance b. NIA c. Conservation credits (HR-Heat recovery, Solar DHP-Dedicated heat pump) 15. HVAC credits (CF-Ceiling fan, CV -Cross ventilation, HF-Whole house fan, PT -Programmable Thermostat, MZ-C-Multizone cooling, MZ-H-Multizone heating) Glass/Floor Area: 0.12 Total as -built points: 29570 PASS Total base points: 32563 hereby certify that the plans and specifications covered by this calculation are i ompliance with the Florida Energy Code. PREPARED BY: DATE: I hereby certify that this building, as designed, is in compliance with the F rid Energy Co 9. OWNER/AGENT: DATE: {J ( k ; s Review of the plans and specifications covered by this calculation indicates compliance with the Florida Energy Code. Before construction is completed this building will be inspected for compliance with Section 553.908 Florida Statutes, BUILDING OFFICIAL: DATE: Cap: 50.0 gallons _ EF: 0.93 04 THE sAll 3 rAT� WE'�vS� A EnergyGauge® (Version: FLRCPB v3.2) FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS,,,, PERMIT #: -I BASE AS -BUILT GLASS TYPES .18 X Conditioned X BSPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X SPM X SOF = Points .18 2223.0 25.78 10315.6 Single, Clear W 1.0 6.0 30.0 53.47 0.97 1556.4 Single, Clear W 1.0 15.0 30.0 53.47 1.00 1598.5 Single, Clear W 1.0 4.0 9.0 53.47 0.92 440.5 Single, Clear W 1.0 4.0 6.0 53.47 0.92 293.7 Single, Clear W 1.0 4.0 6.0 53.47 0.92 223.7 Single, Clear S 1.0 15.0 30.0 44.66 0.99 1330.9 Single, Clear E 1.0 16.0 40.0 59.31 1.00 2363.7 Single, Clear E 1.0 15.0 30.0 59.31 1.00 1772.3 Single, Clear E 1.0 13.0 9.0 59.31 1.00 531.4 Single, Clear E 1.0 5.5 15.0 59.31 0.96 856.4 Single, Clear E 1.6 5.5 15.0 59,31 0.96 856.4 Single, Clear E 1.0 5.5 30.0 59.31 0.96 1712.9 Single, Clear W 4.0 2.5 8.0 53.47 0.45 193.9 Single, Clear W 4.0 7.0 5.5 53.47 0.70 204.8 As -Built Total: 263.5 14005.5 WALL TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Adjacent 159.0 D.70 111.3 Concrete, Int Insul, Exterior 4.2 720.0 1.16 835.2 Exterior 1712.0 1.90 3252.8 Frame, Wood, Exterior 11.0 992.0 1.90 1884.8 Frame, Wood, Adjacent 11.0 159.0 0.70 111.3 Base Total: 1871.0 3364.1 As -Built Total: 1871.0 2831.3 DOOR TYPES Area X BSPM = Points Type Area X SPM = Points Adjacent 17.0 1.60 27.2 Exterior Insulated 20.0 4.80 96.0 Exterior 20.0 4.80 96.0 Adjacent Wood 17.0 2.40 40.8 Base Total: 37.0 123.2 As -Built Total: 37.0 136.8 CEILING TYPES Area X BSPM = Points Type R-Value Area X SPM X SCM = Points Under Attic 1023.0 2.13 2179.0 Under Attic 19.0 1023.0 2.82 X 1.00 2884.9 Base Total: 1023.0 2179.0 As -Built Total: 1023.0 Y884.9 FLOOR TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Slab 136.0(p) -31.8 -4324.8 Slab -On -Grade Edge Insulation 0.0 136.0(p -31.90 -4338.4 Raised 0.0 0.00 0.0 Base Total: -4324.8 1 As -Built Total: 136.0 -4338.4 EnergyGauge® DCA Form 60OA-2001 EnergyGaugeO/FlaRES'2001 FLRCPB v3.2 FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT INFILTRATION Area X BSPM = Points Area X SPM = Points 2223.0 14.31 31811.1 2223.0 14.31 31811.1 Summer Base Points: 43468.2 Summer As -Built Points: 47331.2 Total Summer Points X System = Multiplier Cooling Points Total X Component Cap Ratio X Duct X System X Multiplier Multiplier (DM x DSM x AHU) Credit Multiplier = Cooling Points 43468.2 0.4266 18543.5 47331.2 47331.2 1.000 1.00 (1.079 x 1.150 x 0.90) 0.297 1.117 0.297 1.000 1.000 15673.5 15673.5 Q) EnergyGauge'" DCA Form 60OA-2001 EnergyGauge(D/MaRES'2001 FLRCPB v3.2 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #: -I BASE AS -BUILT GLASS TYPES .18 X Conditioned X BWPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X WPM X WOF = Point .18 2223.0 5.86 2344.8 Single, Clear W 1.0 6.0 30.0 10.74 1.00 323.0 Single, Clear W 1.0 15.0 30.0 10.74 1.00 322.1 Single, Clear W 1.0 4.0 9.0 10.74 1.01 97.7 Single, Clear W 1.0 4.0 6.0 10.74 1.01 65.1 Single, Clear W 1.0 4.0 6.0 10.74 1.01 65.1 Single, Clear S 1.0 15.0 30.0 7.73 1.00 231.2 Single, Clear E 1.0 16.0 40.0 9.96. 1.00 399.5 Single, Clear E 1.0 15.0 30.0 9.96 1.00 299.7 Single, Clear E 1.0 13.0 9.0 9.96 1.00 89.9 Single, Clear E 1.0 5.5 15.0 9.96 1.01 150.9 Single, Clear E 1.0 5.5 15.0 9.96 1.01 150.9 Single, Clear E 1.0 5.5 30.0 9.96 1.01 301.9 Single, Clear W 4.0 2.5 8.0 10.74 1.10 94.9 Single, Clear W 4.0 7.0 5.5 10.74 1.05 62.2 As -Built Total: 263.5 2654.2 WALL TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Adjacent 159.0 1.80 286.2 Concrete, Int Insul, Exterior 4.2 720.0 3.26 2347.2 Exterior 1712.0 2.00 3424.0 Frame, Wood, Exterior 11.0 992.0 2.00 1984.0 Frame, Wood, Adjacent 11.0 159.0 1.80 286.2 Base Total: 1871.0 3710.2 As -Built Total: 1871.0 4617.4 DOOR TYPES Area X BWPM = Points Type Area X WPM = Points Adjacent 17.0 4.00 68.0 Exterior Insulated 20.0 5.10 102.0 Exterior 20.0 5.10 102.0 Adjacent Wood 17.0 5.90 100.3 Base Total: 37.0 170.0 As -Built Total: 37.0 202.3 CEILING TYPESArea X BWPM = Points Type R-Value Area X WPM X WCM = Points Under Attic 1023.0 0.64 654.7 Under Attic 319.0 1023.0 0.87 X 1.00 890.0 Base Total: 1023.0 654.7 As -Built Total: 1023.0 890.0 FLOOR TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Slab 136.0(p) -1.9 -258.4 Slab -On -Grade Edge Insulation 0.0 136.0(p 2.50 340.0 Raised 0.0 0.00 0.0 Base Total: -258.4 As -Built Total: 136.0 340.0 EnergyGauge® DCA Form 60OA-2001 EnergyGaugeCE)/FlaRES'2001 FLRCPB v3.2 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #: BASE AS -BUILT INFILTRATION Area X BWPM =Points Area X WPM = Points 2223.0 -0.28 -622.4 2223.0 -0.28 -622.4 Winter Base Points: 5998.9 Winter As -Built Points: 8081.5 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) '5998.9 0.6274 3763.7 8081.5 8081.5 1.000 1.00 (1.068 x 1.160 x 0.92) 0.455 1.140 0.455 1.000 1.000 4191.6 4191.6 EnergyGaugeTm DCA Form 60OA-2001 EnergyGauge(DIFIaRES'2001 FLRCPB v3.2 FORM 60OA-2001 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #: BASE AS -BUILT WATER HEATING Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 4 2564.00 10256.0 50.0 0.93 4 1.00 2426.15 1.00 9704.6 As -Built Total: 9704.6 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points = Total Points Cooling Points + Heating + Hot Water = Total Points Points Points 18544 3764 10256 32563 15673 4192 9705 29570 PASS Kati0 ,1,�, 'S HEM S T,g EnergyGaugeTll, DCA Form 60OA-2001 EnergyGaugeO/FlaRES'2001 FLRCPB v3.2 FORM 60OA-2001 Code Compliance Checklist Residential Whole Building Performance Method A - Details I ADDRESS:,,, PERMIT #: 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS 1 SECTION REQUIREMENTS FOR EACH PRACTICE I CHECK Exterior Windows & Doors 606.1.ABC.1.1 Maximum:.3 cfm/s .ft. window area; .5 cfm/sq.ft. door area. j Exterior &Adjacent Walls i 606.1.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at comers; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from, and is sealed to, the foundation to the top plate. Floors Penetrationslopenings >1/8" sealed unless backed by truss orjoint members. 1606.1.ABC.1.2.2 EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed to the perimeter, penetrations and seams Ceilings 606.1.ABC.1.2.3 Between walls & ceilings; penetrations of ceiling plane of top floor; around shafts, chases, I 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 1606.1.ABC.1.2.4 _ Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a box with 1/2" clearance & 3" from insulation; or Type IC rated with < 2.0 cfm from I _ Isealed conditioned space tested. Multi -story Houses 606.1.ABC.1.2.5 Air barrier on perimeter of floor cavity between floors. Additional Infiltration reqts 606.1.ABC.1.3 I Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. RA-22 f)TW;:P DRG4Zr`M10r111C 11ACA011GcL1 �v.._. COMPONENTS ._.-., SECTION _,_ ...— — -1— \J1 --a-u u an resiuences. REQUIREMENTS _ i CHECK _ Water Heaters 612.1 Comply with efficiency requirements in Table 6-12. Switch or clearly marked circuit i 1 breaker (electric) or cutoff (pas) must be provided_ External or built-in heat trap required. Swimming Pools & Spas 612.1 Spas & heated pools must have covers (except solar heated). Non-commercial pools I must have a pump timer. Gas spa & pool heaters must have a minimum thermal _ — i efficiency of 78%. Shower heads 6r 12 1 _ ! Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG, Air Distribution Systems 1610.1 I All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically i _ attached, sealed, insulated, and installed in accordance with the criteria of Section 610. Ducts in unconditioned attics: R-6 min. insulation. HVAC Controls ! 607.1 I Separate readily accessible manual or automatic thermostat for each system.7_ Insulation f 604.1, 602.1 I Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. . ,.r EnergyGaugeT" DCA Form 600A-2001 EnergyGauge(D/FIaRES'2001 FLRCPB v3.2 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 84.5 The higher the score, the more efficient the home. ELECTRIC, , , , 1. New construction or existing New - 12. Cooling systems 2. Single family or multi -family Single family _ a. Central Unit Cap: 41.0 kBturhr 3. Number of units, if multi -family 1 _ SEER: 11.50 4. Number of Bedrooms 4 _ b. N/A 5. Is this a worst case? yes _ 6. Conditioned floor area W2) 2223 ft' c. N/A 7. Glass area & type _ a. Clear - single pane 263.5 ft' - 13. Heating systems b. Clear - double pane 0.0 ft2 _ a. Electric Heat Pump Cap: 41.0 kBt,,Ar- _ c. Tint/other SHGC - single pane 0.0 ft2 - HSPF: 7.50 _ d. Tint/other SHGC - double pane 0.0 ft, b. N/A 8. Floor types _ a. Slab -On -Grade Edge Insulation R=0.0, 136.0(p) ft _ c. N/A b. N/A _ c. N/A 14. Hot water systems 9. Wall types _ a. Electric Resistance Cap: 50.0 gallons _ a. Concrete, Int Insul, Exterior R=4.2, 720.0 W - EF: 0.93 b. Frame, Wood, Exterior R=11.0, 992.0 ft- _ b. N/A c. Frame, Wood, Adjacent R=11.0, 159.0 ft' _ d. N/A _ c. Conservation credits e. N/A (HR-Heat recovery, Solar" ^ 10. Ceiling types _ DHP-Dedicated heat pump) a. Under Attic R=19.0, 1023.0 ft' _ 15. HVAC credits _ b. N/A _ (CF-Ceiling fan, CVI Cross ventilation, c. N/A HF-Whole house fan, 11. Ducts _ PT -Programmable Thermostat, a. Sup: Unc. Ret: Con. AH: Interior Sup. R=6.0, 85.0 ft RB-Attic radiant barrier, b. N/A N1Z-C-Nlultizone cooling, hIZ-H-Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Constl-uction through the above energy saving features which will be installed (or exceeded) yo�TxESTgT�o in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code in ant It1 Builder Signature: Date: a Address of New Home: City/FL Zip: �`1'COD W-6 �vs� *NOTE: 1h.e home's estimated energy performance score is only available through the FLARES computer program. This is not o Building Energy Rating. If your score is 80 or greater (or 86 for a USEPA/DOE EnergyStar designation), your home may qualify for enemy efficiency mortgage (EEM incentives ifyou obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge web site at www.fsec.ucfedu for information and a list of certified Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of Community Affairs at 8501487-1824, EnergyGauge(-kl (Version: FLRCPB v3.2) Master File #7 Central Florida B.O.A.F Exterior Window and Door Master Filing Checklist Sufficiency Review Manufacturer Name: Norandex/Revnolds Distribution Model Number(s): 1 "x4" and 1 "x3" Aluminum Mullions Contact Name & Number: Christopher M Fuertsch — (407) 667-9390 Please ensure the following are contained in your submittal: X Two (2) signed and sealed engineered installation details. One (1) signed and sealed test report. One (1) signed and sealed engineered calculations for alternate fastening method, if applicable. Governmental Product Approval: Agencv 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 Page 1 of 2 NOANDPR" PAGEt 2J d d d d ° °41 °4 ° ,,-'---SEE CHART FOR FASTENERS 11 CALJLf{ TOPOF MULL ��� a---1.---- #10 X 3/4 1 TEK SCREW - WINDOW HEAD WINDOW / ----- J A M - 7/11" 5/13 - ' Ix3 MULLION (XFLA-26-1) Ix4 MULLION (XF'I..A-39) WINDOW 5131'IIIK-' JAMB # 10 x 3/4" �aT TEX SCREW 5i CAULK BOTTOM OF MULL PRECASTED SILL FLA- 45 MULLION ANCHOR CLIP 16 GA. GALV. SHEET METAL 800 LB. MAX CAPACITY 7/E3„ Ix3 MULLION (X-1,A-26-1) Ix4 MULLION (XFLA-39) �_ -- WINDOW r--- 1 SILL i 3/13"MIN. 3/4"MAX. SEE CHART FOR FASTENERS VERTICAL MULLION SCHEDULE SINGLE UNIT TYPE OF MULLION TYPE OF CLIP WINDUY� WINDOW WIDTH HEIGHT DESIGN I'RLSSURE NUMBER AND INCH INCH 35 PSF' FLA-45 TYPE OF FASTENERS _ 26" _ ---T 1.0 x 3.0 1.0 x 3.0 OK OK_ 4 3 1.60 x 1-L/2 TAPCONS ------ 4 3 16u�' x_1-1 2 TAPCONS l l -_ ____ ----------------- - - - OK - - - - x 1-1%2 TAPCONS 63 76-3 4' OK ---- - --- �4 _3J16�' 4 _3f16cn' x 1-J2' TAPCON _-. x 3.0 -- - - - OK (4 3/116�- x 1-1 2 TAPCONS _ 26"1.0 x 3.0 ___ 1.0 x 3.0 -------------- OK ---- ----- OK �� - -- --- 4 3�16� x_1-1/2 7'AE'CONS (4)_3Tl6o" x 1-!7 TAPCONS 26-1 2" 50_ 576` 1.0 r 3.0 ------'------- ---- - ----- ---- OK '-- - (4x T_APC_0_NS ---- _ 63 1.0 x 3.0 LO x 3.0 0IC _- OK -3J167' _1-1/2' (4 3-166i'_x I_1%2' TAPCONS 4 3 16y,' 26" ------ 1.0 x 3.0 -------------- Oh ----- x 1-1/2" TA.kC6N.9 (4) 3/160" x 1-� ATAT P ONS 37' 3E1-1 4" ----- � S0_57d" 1.0 x 3.0 ------x- __.__-- ---- OK ------- -------- 4 3 lfi0" x i-1%2' TAPCONS -,.- ----- 1.0 x 3.0 ---___--_----- ---OK__-----:3 :---- -. 1_1 2_ TAPCONS 13-( 63" ----- 4" 1.0 x &0 - -- -OK_-_- -x 4 31160"_x 1_11 _ TAPCONS _ 26'" _ - x 4.0 - 4.0 ___1.0 _x 3.0 - ---_ OK _ OK____ 4 lj-0'r x 1-1/2' TAPCONS 4 3 16m" x 1 -1 2__TAPCONS �_ - T 53-1/8" 3f3-1 4' 50_ 5%A„ 1.0 _x_3.0 1.0 x 3.0 --_ __ OK___ - �4 3/160"-x l-_-1 2"_T_A_PC_O_N.S 63' _ 1.0 x 3.0--- OK_ _ _ -- OK-(2 �2 _i14�'` x 1_-1 2"_TAE?CONS L- -- -- x-1_-1/2" TAPCONS _1140" 1 4�"-x 1-1 2' TAPCONS tIANVFACTUR.ER NAtAE: /,j MASTER FILE # �. m------ 4 NOTES: I) ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063 T6, OR 6063 T5. 2) WHEN THERE IS ONE TAPCON (1/40" X 1-1/2"} CHARLES A. ' PA E;N, [I. E. ON EACH ANGLE: 1.EG, THE TAPCON SI(ALI, 3E FL REG. EN(;.. N 49121 PLACED ON MULLION CLIP CENTERLINE. DATE: 3/21/02 3) CONCRETE: COMPRESSIVE STRENGTH = 3,000 PSI AT 28 DAYS. NORANDi-l;uN I-'AUL 30 NOTE:S: —------- t) All ALI 0R 606 2) WIIEN 'I ON FAC PLACED 3) CONCRE AT 28 1 CHARLES M REG, Q A'rE: C NTRA) MANUF A MASTER DW SILL SH HEAD DW SILL }I � 0 II y c z W � iH HEAD V NURANDliX 1-'AGa 1', - zl. 1)•�i1�1I�P��i�rl'�iII[I!fc I'�Tttr,'�f ;` u 4 -- - ----- n-_ --- -- -- -------- -_ - - -- -- __ __ ( CIO x 1-3/4" Pti- SAIS INTO 2% BUC!< 3/I6" TEMPEPED CLASS ::3 16 a- x 2-3/4" TAPCON I HRU 1 H1 DUCK, (SHO[YIJ) 1/d 7E63PERED cl.ASs - WITH A 1-1/4" MIN. EMBEDMENT INTO MASONRY. ( 1 suDlNc I LASS DOOR all 1Axxx) sums;c ciAs DooR p �) -SEE ELEVATION FOR ANCHOR SPACING. CoNPARATrvE: ANALYSIS CHART JJ No. OF No. OF -r-_ CONFORM. ANALYSIS CHAR No OF N 0 (2) #10 x 1-3/4" FJI-SMS INTO 2 x BUCK SEE] ELEVATION FOR ANCHOR SPACING. (2) #10 x 1 3/4 PH-SMS INTO 2 BY DUCK WITH I-1/2" MIN. EMBEDMENT. SEE ELEVATION FOR ANCHOR SPACING. WOOD BUCK �I - STEEL. REINF. ALL 10' PANELS & 60.0 D.P. OPTIONAL 2 BY WOOD BUCK on-N INDICATES PANEL SIZE Ri FEET. CALL SIZE WIDTH STEEL REINF. mat_ ALL 10' PANELS =& 60. 0 D.P. - SHIM AS RE UIRED 'I'YP. JAMB S.I 10N WOOD SHIM (SHOWN) ---_0- - OR MUDD TRACK AS REQUIRED I � I Y BU CIf (2) 3/16"0 x 2-1/4" TAPCON OR MIAMI DADE APPROVED CONC. FASTENER SEE; ELEVATION FOR ANCHOR SPACING.,a Z ----.. NOTES: FWIDTH DOW DESIGN LOAD ANCHORS ANCHORS C)NSIONS HEIGHT POSITIVE NEGATIVE HEADD & FRAME � E-4 (INCHES201 66.7 09.4 --30 - 6 - (a 147.3) 68.7 88.4 24 g e0 .6. 66.7 89.4 I52.760' 86.7 77.4 24 -6 ^ 111.375` 60- 68.7 63.6 18 6 "T 75.5" (3) 66.7 83.6 16 8 -126' 80' 66.7. 76.0 20 6 ti 83.625 (2.5) 66.7 76.3 t0_ 8 201` 60 60 30 10 U) rEr`,--,,' T^ 147.375` 96` 60 -60 -24 10 99.5' (4) 60 60 I6 10 O t� 152.750"65.3 65.3 26 Ip T41. 375" 96` 66.7 7/.3 IB -10 .. 7q-25 (3) _ 66.7 73.8 16 l0 C -- ..96" 65.9 66.0 2p --- o 10 O 69. (2.5) 66 7 -65 2 10 1/4" SHIM --i j--- MAX _=-Zg_-_ 1) SHIM AS REQUIRED, MAX SHIM STACK 1/4". - - 2) ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063-T5 em�nLL OR T6 WITH TYPICAL WALL THICKNESS OF 0.62" �/ 3) USE HIGH QUALITY CAULK BEHIND WINDOW FLANGE. - 4) GLASS THICKNESS BASED ON TAHLE F1300 GLASS 4 CHARTS, AND MAY VARY DEPENDING ON SIZE. =[� X YAN' X PANE[. 5) THE RESPONSIBILITY FOR SEIECTION OF NORANDEX OO 9 PRODUCTS TO MEET ANY APPLICABLE LOCAL LAWS, BUILDING CODE'S j;q� A -to OR OTHER SAFETYIIFADER AND SILT., SEC`I�ION RE.QUIRE:MEN'ISIREST SOLELY WITH THE ARCIII'1III-'E;C7',AU[LUfNG OWNER OR CONTRACTOR. I�YP I DY DU( K 7) CONCRETE, COMPRESSIVE STRENGTH = 3.000 PSI -_ AT 26 DAYS. 2BY2)lYPICAL tIEVATION _ 10 y (2) 3/16-0 x 2-3/4" El TAPCON OR MIAMI DADE APPROVED CONC. FASTENERS. o, SEE ELEVATION FOR o n o ANCHOR SPACING. w� y v`v jybi ; o a arniy04 ra 0 X X X PANEL ]PANEL PANEL PANEL - lA R VoI .......... ........ _._.. Ew ohC yi Nei i wow j1c1 C V I 110JlANDP X PAGE 23 (2) #IG' x 1-3/4" PH—SMS INTO 2 BY BUCK Oft — 3/16"u x —3/4" TAPCON THRU 1 BY BUCK, (SHOWN) WITH A 1-1/4" MIN. EMBEDMENT INTO MASONRY. SEE ELEVATION FOR ANCHOR SPACING. (2) #10 x 1-3/4" F'H—SMS INTO 2 x BUCK SEE ELEVATION FOR ANCHOR SPACING. L- OPTIONAL 2 BY WOOD BUCK (2) S10 x 1 3/4" PII-SMS INTO 2 BY BIJCK WITH 1--1/2" MIN. EMBEDMENT. SEE: ELEVATION FOR ANCHOR SPACING. 2 x WOOD BUCK 3/16" TEMPERED GI_.ASS ' PANEL SIZE DESIGN LOAD NO. OF ANCHOR SCP.EWS IN FRAME INCHES CAPACITY-PSF HEAD AND SILL JAMB WIDTH/IIFIGHT 1EX-I'ERNAL INTERNALI XX I M -1 XXXX ALL 301i6" x 591/z ;_� 53.3 55.8 10 16 18 6 361/6" x 591/2 49.8 _49.8_ 12 _ 18 22 1 6 301/6" x 791/2" 49.7 49.7 10 _ 16 20 8_ 361/6" x 791/2„ 45 _ 45 _ 12 _ 18 22 8 SERIES 500 ALUMIN_UhI S!,IDING GLASS DOOR. _ AL,I, OPERAB E PANELS FAS1'Gt�ER CHART Ck,IVT FLORIDA B.O.A. n. (2) 3/16" 0 x 2-3/4" TAPCON OR MIAMI A�,TRAL MANUFACTURER URER I1j � 1 x WOOD BUCK DADE APPROVED CONC. FASTENERS. WIDTiI w. j - 006 d�inr — � SEE ELEVATION FOR —1 Zvi a , �FILE -� ANCHOR SPACING. ST - SHIM AS REQUIREDH T_Y_P_ . _HORI ORMUDD WOOD I SHOWN) TRACK AS REQUIRED 1 13Y (2) 3/16"0 x 2-1/4" TAPCON OR MIAMI DADE APPROVED CONC. FASTENER —' SEE ELEVATION FOR ANCHOR SPACING. NOTES; 1) SHIM AS REQUIRED, MAX SHIM STACK 1/4". 2) ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063—T5 OR T6 WITH TYPICAL WALL. THICKNESS OF 0.62" 3) USE HIGH QUALITY CAULK BEHIND WINDOW FLANGE. 4) GLASS THICKNESS BASED ON TABLE E1300 GLASS CHARTS, AND MAY VARY DEPENDING ON SIZE. 5) THE RESPONSIBILITY FOR SELECTION OF NORANDEX PRODUCTS TO MEET ANY APPLICABLE LOCAL LAWS, BUILDING CODES, ORDINANCES OR OTHER SAFETY ,ON REQUIREMENTS REST SOLELY WITH THE ARCHITECT, BUILDING OWNER OR CONTRACTOR. 6) CONCRETE COM13HESSIVE STRENGTH = 3,000 PSI AT 28 DAPS. NTAL SECTIO 2 BY DUCK .�ie- aoo *mrx X^ X y s PAP PANf?L,s r- 4 Ul. (2 H Y2)TYPICAL_ Ei evenon V � O NOR— IC7 olk 1/4" SHIM mil -- MAX x X X X PANEL PANEL, PANEL PANEL un n CG O �l CID coQq �`aoV cs o O co h ti e i NORANDRY PAGE 22' N 10 X 1 -3/4" P. H. S.M.,,, W/1 112" MIN. EMNEDME.NT SEE ELEVATION FOR ANCHOR SPACING. # LU X 1-3/4 P.H. S.M.S. W/l 1/'" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. L o a 0 ALT_ FIN ATTAC_IIMENI' "a. UNDER SHEATHING ti �v CENTRAL FLORIDA II.O.A- . i�llAlyL1FAC'!'IJIIMR NAME: /l/vRqv�fX MASTER FILE # 3 NOTES: 1) SHIM AS REQUIRED, MAX SHIM STACK 1/4". 2) ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063-T5 OR 7 3) EHIGH TQAUALITYCAULK .BEHI DDWINDOW FLANGE. INC 4 GLASS THICKNESS BASED ON TABLE E1300 GLASS CHARTS, AND MAY VARY DEPENDING ON SIZE. 5) THE RESPONSIBILITY FOR SELECTION OF NORANDFX 18- PRODUCTS TO MEET ANY APPLICABLE LOCAL LAWS, BUILDING COZIES, ORDINANCES OR OTHER SAFETY 5- - REQUIREMENTS REST SOLELY WITH THE ARCHITECT, 36_ BUILDING OWNER OR CONTRACTOR. 6) NOTE • 52- INDICATES THAT EQUAL FASTENERS AT HEAD AND SILL ARE REQUIRED. Id= N 10 X 1-3/4" P.H. S.M.S. W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. L TYP TAIJD QVf-IPTn11T �uuu% j I B j/ 10 X 1-3/4" P.H. S.M.S. IE ---- AND SILL SECTION w/1-1/2" MIN. EMBEDMENT — -- — — -- SEE ELEVXIlON FOR WOOD FRAME ANCHOR SPACING. •.vvu 11�I71YLLJ Li 1 4" MAX- -- SKIM (TOP/AND BOTTOM) CHARLES'.' A.. EN, P. E. FL REG.' ENG. N 49!21 DATE: 3/ 07/0Z WINDOW WINDOW FASTENER SCHEDULE IMF SIONS NO. ANCHORS 140. ANCHORS PH HEIGHT BEAD/SILL JAMB IES)' INCHES) SEE NOTE: 6 35 45 60 35 45 60 PSF PSF PSF PSF PSF PSF /2_" 25" 2 --2- 2 2• 2 2 2 3 3• -�- --2--2- _2_ 4• - 2 2_ 78" 2 3 3 37-1/4"_ 2- _2 -2-.-2 _ 3- 2 3 3• z 3 -3- i2-1 6" 3 4• 2 3 3 2• _ 3 3_ 3 ,5-L2„ 49-5/8'--2 2-,-2-.-3 - 3 3- 16" _ 2 3 3• 3 3 3 i2-1 6" 3- 3 4� -3 -3 1- 6-3L1I_ 2 2 2• 3 4 4 62" 2--2• -3 - 4 4- 16' - -a� - 3 3' _3 4 4 -1 6" —3 —3- - 4• —4 4- 6- L8- 2 2 2• 3 4 5 6-3/4" 2 2 2' -3 4 5- 6"" _ 2 _9 _ 3+ 3 4 5' 2-1 6" 9 3 4• 3 4 5- 4AL IWr „M TYR AT �i(EAO/S—ILL—j' Yt' O.C. I Vul AIL- A /'///// --DETAIL-C DETAIL.-B PACiL IO N 10 X 1--3/4" P.H S.M.S. `j lY/1 -1/2" MIN. EMBEDMENT `I SEE F.1I ,EVATION FOR ANCHOR SPACING. TYP. —BovetSs j zx� �x �x XFLA- 40 41.5/416 1.500 F W .750'rYP �J DEADER AND _ SILL, SECTION WOOD FRAME _ # 10 X 1-3/4" P.H. S.M.S. W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACINNG: - 1ANUACTMEll �I-N-A rh - I T1P. � O �✓,�i.ft' - Ii'II.I; # �z ALT. I{'IN ATTACHMENT N 10 X 1-9/4" P.H. S.M.S. — _ W/1-1/2MIN. EMBEDMENT UNDER SHEATHING FOR ELEVATION FOR F'OR ANCHOR SPACING. CAId, SIZE WIDTH I - TYP. JAMB SECTION r1 WOOD FRAME 1/4- MAX---,I-- SHIM (BOTH JAMBS) WINDOW DIMENSIONS FASTENER SCIILDUI,E WLDTII HEIGHT N0. ANCHORS HEAD/SILL NO, ANCHORS JAMB (INCITES ",INCHES) 35 E 4oTE60 PSF PSF PSF 35 (PSF 45 60 (PS F PSF ifl—i J6„ 2 2 2• 2 2 2 5--1/2" --2—.-2- 2 2 2 —2— 2 2 2 3 3 25_12K 37-1/4"_ 2 _2. 2 ' _ 3 3_ 36_'" _ 2 3 _2 3• _2 2 _ 3 52-18.. -- - 3 -3 _3 2 2 2• 3 3 3 25_�2`' 49-5/8'--Z- -2 2-•_-3 - 3 -3- 36_' _ 2 -3- 3 3 - 3 3- 52-1 D" 3 3-'g —;3 3 3 tR_18_ 2 2 2 + :1 3 4, `?_12I 62" 2_ 23 2• 3 3 q 4 52-1 8.. --3— 3--3 — 1— 3 —4- 18_ Y 2 2 4 4 —2 2 • 4 _ 4 _5 5 3 3+ 4 .-4 5 52-1 8" —3_3— NOTES: 1) SHIM AS REQUIRED, MAX SHIM STACK 1/4". 2) ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063--T5 OR T'6 WITH TYPICAL. WALL THICKNESS OF 0.62" X 1-9/4" P.H. S.M.S. . 3) USE HIGH QUALITY CAULK BEHIND WINDOW FLANGE. 1/2" MIN. EMBEDMENT 4 GLASS THICKNESS BASED ON TABLE E1300 GLASS ELEVATION FOR TOR CHARTS, AND MAY VARY DEPENDING ON S17E. 5) THE RESPONSIBILITY FOR SELECTION OF NORANDEX SPACING. % PRODUCTS To MEET ANY APPLICABLE LOCAL, LAWS, BUILDING CODES, ORDINANCES OR OTHER SAFETY REQUIREMENTS REST SOLELY WITH THE ARCHITECT, BUILDING OWNER OR CONTRACTOR. CHARLES A- ftf. ,,'P,E, 6) NOTE • INDICATES THAT EQUAL FASTENERS AT FL. REG. ENC. N ,49121 HEAD AND SILL ARE REQUIRED. DATE_ 3/27/02------- — MAX ANTI WTOTl1 TYP. AT ue�n/sn.c e. r 1MA `\DETAIL -A T DETAIL-C DETAIL-B -SASfIY N012AND1'Y F'AGI? 2] s, I6 r4PcDN WITH A ---- MIN 1 1/4" MIN. EMDEDMENT N' 10 FAI. S.M.S. SEE FIE.VATION FOR W/1-1/2" MIN EMBEDMENT NOTES: ANCHOR SPACING. / SEE ELEVATION FOR 11 SIHM AS REQUIRED, MAX SHIM STACK 1/4". ANCHOR SPACING. 2) ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063-T5 ++ d p � (�� Inp, .13 , - - 3❑ m "D a ° OR T6 WITH TYPICAL. WALL THICKNESS OF 0,62" 3) USE HIGH QUALITY CAULK BEHIND WINDOW FLANGE y a 4) CLASS THICKNESS BASED ON TABLE E1300 GLASS CHARTS, AND MAY VARY DEPENDING ON SIZE. 5) TLLE RESPONSIBILITY FOR SELECTION OF NORANDEX PRODUCTS TO MEET A14Y APPLICADLF 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 \ HALL RE FIRM YSA' LACHED IN-1-0 MASONARY A D T UNIT. THIS SUPPOTSUPPORT - THE PRODUCT OVER ITS FULL LENGTH (SUPPLIED x BY OTHERS). 7) CONCRETE COMPRESSIVE STRENGTH.= 3,000 PSI �IIL_AI)I'..IZ SF,C�I'ION AT 28 DAYS. 8) (i07' • INDICATES EIIAE EQ1Nti FASTENERS AT —A—Ur. - � tAL �,® T'YP. 2 DY BUCK CIA B.O.A.F. 3/16" TAPCON AMU)FACTUREft NAME' W/1-1/4" MIN. EMBEDMENT (SEE ELEVATION FOR ANCHOR SPACING) ' j/o ClgNiiE 1' 10$Tl':R FILE " I CAIJ. SIZE WIDTH IjFADPf� AND SILL SECTION 'TYP 1-HY BUCK _ 1 BY BUCK O 2 HY BUCK CHARLES A. PXCAIN, P.E. Ff. REG. ENG. # .49121 DATE: 12/11/01 rr LO F. H. S.M.S. W/1-1/2" MIN. EMBEDMENT SEE: ELEVATION FOR ANCHOR SPACING. WINDOW DIMENSIONS FASTENER SCHEDULE NO. ANCHORS NO. ANCHORS HEIGHT HEAWIDTH SEE N6TE SI8 JAMB (INCHES) (INCHES) 35 45-60 35 45-60 PSF PSF PSI PSF 19 O_ r 2*- 2 2 26 1/2" — 26" -2 2 -- — -- .Z- 2 - --2— 37" --3- 53-1 2 -- — 2 — 19_ — 2• 2 3 26-1/2" 38-1/4" 2 —2 — 2. 2 -- — 3 97•- -3�— —2-- - 3 - 53-1 8" - - -4�— 2 --3 19_ 1/8_ 2 2• 3 3 26-1/2" - 50-5/8" _ _2- - 2- 3 - - 3 37. 2 .— —3 --T — 59-1 8.. —3-- —4.— —3— — 3 -- 19-1 8" �__ 2• 3 q 26-1/2" - — 63 —Z -- 2• —3— --h — 37' — 2 — 3•—- 53-1 6" 3 4• :3 — — q — 20 26-1/2" 76-3/4" —2-- - 2�- —3 - 4 37a— —� —.—. 4 — 53-1 8" ,� --4� 3 — ILA% UNR L7DT11 ---- rrn. AT �I HFAD/SILL 6 — F"'� I 24. O.C. IVAX -A //�/,% V/ DETAIL-C ///// iDETAIL. B N a I10RAND1+;X PAGE < 1/16" TAPCON WITH A / MIN, 1-1/4" MIN EMBEDMENT ICSEE. ELEVATION FOR ANCHOR -SPACING.-----,,, NOTES: ------ I) SHIM AS REQUIRED, MAX SLAM STACK 1/4". 2) ALL ALUMINUM EXTRUSIONS ARE' ALLOY 6069 T5 OR T6 WITH TYPICAL WALL THICKNESS OF 0 62" 3) USE HIGH QUALITY CAULK BEHIND WINDOW FLANGE. 4) GLASS THICKNESS BASED ON TABLE E1300 GLASS CHARTS, AND MAY VARY DEPENDING ON SIZE. 5) THE RESPONSIB111TY FOR SELECTION OF NORANDEX PRODUCTS TO MEET A14Y APPLICABLE LOCAL LAWS13UILDING CODES, , THFR SAFETY REQUIREMENTS REST I SOLELY WITH OR O WI7H THE ARCHITECT, BOILDINC OWNER OR CONTRACTOR. 6) A PRESSURE TREATED WOODEN BUCK OR MARBLE SILL SHALL BE ADDED UNDER THE PRODUCT TO FULLY SUPPORT UNIT. TFIIS SUPPORT SHALL HE FIRMLY ATTACHED INTO MASONARY AND SUPPORT THE PRODUCT OVER ITS FULL LENGTH (SUPPLIED BY OTHERS). 7) CONCRETE COMPRESSIVE' STRENGTH - 3,000 PSI AT 28 DAYS. -ALT._HEADER SECTION TYP. 2 DY }SUCK _- # 10 , F. H. S.M.S. WITH A MIN. 1-1/2" MIN, EMBEDMENT SEE ELEVATIO14 FOR AW'WIP CDArlkw !. T i CENTRAL 1 10 RIVA B.O.A.F. I►IANUFACTMEIt NAME; 3/16" 'fAPCON —"�- W/1-1/4" MIN. EMBEDMENT 'AlASI'ER FILE SEE, ELEVATION FOR FOR ANCHOR SPACING. CALL fP WIDTH N D L BY BUCK `J 2 BY BUCK ,r TYP. JAMB SECTION 1 BY / 2 By BUCK AMBS) CHARLES A. PAGLfiN! P.E. FL REC. ENC. # 49121 DATE: 3/21/02 IY7NDOW DIMENSIONS ' FASTENER SCHEDULE NO. ANCHORS HEAD NO. ANCHORS WIDTH HEIGHT JAMB (INCHES (INCITES) 35 AND 45 35 AND 45 (PSF) (PSF) (PSF (PSF 19-1/8" 2 2 26-1/2" 26" ---2 -- - -- 2 -- --- --- 53-1 8" -- 3--- -- 2--- 19-1/6" 2 3 26-1— -1/2" 38 4" /--- 2----- 3--- 37' 53-13-- 19-1/6" 3 26-!Z2-. 50-5/a-2--- --- — 3 3%" 2 -- -- 3 -- 53-1-- -- 3 — -- 19- 2 f3„ --- -z -- ---33 -- 37% -- 3 -- — --- 53-1---- 19--8" 2 4 — 37' - — - — — 4 -- — 53-1 3-- # 10 F.H. S.M.S. W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. "Ax u nuTH YP. ASIIL e' I` -� I --24' O.C. IYA% A DETAIL-C SASH o ryl/ DETAIL-B MI. I A M I•DADEE PRODUCT CONTROL NOTICE OF ACCEPTANCE Prenldol' Eiitry Systems 911 E. Jeferson, P.O. Box 76 Pittsburgh ,KS 66762 IMIAMI-DADS COUNTY, FLORID.^, M T RO-DADE FLAGLER BUILDJ;:u BUILDING CODE COMPLIANCE OFFICE FLAGLicit 13U11.J) NO i-10 WES'f'FLAGI.ER S'i'R1i1i'i', Si i'ii: I:: . MIMMI 1'1.Oi IMA 331 30-1 ici (305) 375-20U 1 FAX C305) 37 3-291)J (:ON ,10C.I*QI2 l.lC:VNSll'(: SECTION (305)375.2527 1':i:\(iU5)i7S `•SS c•c)v'rl��\C:•I'UR l•:\i�OKC'I•:\Ih;\'1' I)J1'(SIU\ (3U5).375•_966 IIAN (3U5) 375•_90S 111MI) M, CONI'IMI, DIVISION F:\N 1 Your application for Notice of Acceptance (NOA) of: (:SUS) i7S•291:= (.1U5) 17_•ti.i T Entergy 6-8 S-W7E Inswing Opnque Double w/sidelites Reside,iti.11 Insulated Steel Door under Chapter 8 of the Cod-, of Miami -Dade County (_?,ovcrnin­ the use of'Altcrnate 1\1laterials and Types of Construction, and cornp}etely described herein, has been recommended for acceptance by the Mlami-Dad. County Buildin" Code Compliance Office (BCCO) under the conditions specified herein. This NOA shall not be valid after the expiration date stated below. BCCO reserves the ri-lit to secure tl;is product or material at any time from a jobsite or manufacturer's plant for duality control testing. If this product or material fails to perform in the approved manner, BCCO may revoke, modify, or suspend ti.e use of such product or material immediately. BCCO reserves the right to revoke this approval, if it is determined by BCCO that this product or material fails to meet the requirements of the South Florida Building Code. The expense of such testing will be incurred by the manufacturer. ACCEPTANCE NO.: 01-0314.24 EXPIRES: 04/02/2006 Raul xoan"uez Chicf Product Control Division THIS 1S THE COVERSIIEET. SEE ADDITIONAL PACES FOR SPECIFIC AND GENERAL CON1)ITI0NS BUILDING CODE &- PRODUCT REV1ENV CO 1N11TTFE 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 IMiami-Dade County, Florida under the conditions set forth above. APPROVED: 06/05/2001 Francisco J. Quintana, R.A. Director Nhanii-Dade Count\' 13ui1ding Codc Con11)liancc Of•I;c;; \\s04500011pc2000\\templates\notice acceptance comae- page.dot Jnternet mail ;Redress: 1)ostmaster•i buildinhcodeorl!ill e.coln JlonlelJa�e: htlll:;i` \� \�.buildinhcotJeunline.ccJr;1 Premdor Entry Systems ACCEPTANCE No.: 01-0314.24 APPROVED JUN D 5 2001 EXPIRES April 02. 2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITlO. S 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 , of this Notic;; of Acceptance, dcsigncd to comply with the South Florida Building Code (SFBC), 1994 Edition for Miami -Dade County, for the locations where the pressure requirements, as determined by SFBC Chapter 23, do not exceed the Design Pressure Rating values indicated in the approved drawings. 2. PRODUCT DESCRII3TIOiN 2.1 The Series Entergv 6-8 S-NN'/E Inswing Opaque Double Residential Insulated Steel Doors with Sidelites-Impact Resistant Door Slab Only and its components shall be cotlstructed in stria compliance with the following documents: Drawing No 31-I029-E\N'-I, Sheets 1 through 6 c; 6, titled "Premdor (Entcrgy Brand) Double Door with Sidclitcs in Wood Frames with Burgher Threshold (Inswing)," prepared by manufacturer, dated 7/29/97 with revision C dated 01/11 00, bearing the rMlami-Dade County Product Control approval stamp with the ;notice of Acccptancc dumber and approval date by the Miarlli-Dade County Product Control Division. Z'hsc docunl :nts shall hereinafter be referred to as the approved drawings. 3. LIMITATIONS 3.1 This approval applies to single unit applications of pair of doors and single door only, as shown in approved drawings. Single door units small include all components described in the Ltctive icaf of this approval. 3.2 Unit shall be installed only at locations protected by a canopy or overhang such that the antic between the edge of canopy or overhang to sill is less than 45 degrees. Unless unit is installed in non -habitable areas Where Ill,- 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 wi:h the approved drawings. 4.2 Hurricane protection systcrll (shutters): 4.21.1 Door: the installation of thus unit will not require a hurricane protection s}'stclll. 4.2.2 Sidelitc: the installation of this unit will require a hurricane protection system. 3. LABELING 5.1 Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and Following statement: "Miami -Dade County Product Control Approved". 6. BUILDING PERMIT REQUIREMEN"I'S 6.1 Application for building permit shall be accompanied by copies of the following,: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies of the approved drawings, as identified in Section 2 of this Notice of Acceptance, clearly marked to show the components selected For the proposed instal !atian. 6.1.3 Any other documents required by the Building O icial or the South Florid- 3uilding Codc (SFBC) in order to properly evaluate the installation or li systcm.� Manucl`P crcz, P.C. Product Con'rGh'- xarllir:cr Product 'Control Division Prcmdor Entry Svstems ACCEPTANCE No.: 01-0314.24 APPROVED JUN 0 2001 EXPIRES lnril 02. 2006 NOTICE OF ACCEPTANCE: STANDARD CONDITIOrNS 1. Rene%val of this Acceptance (approval) shall be considered after a renewal application l as been fit d and the original submitted documentation, including test supporting data, engineering docunnCrits, arc no older than eight (8) years. 2. Any and all approved products shall be permanently labeled with the manufacturer's n�,,nj city state, and the following statement: "Miami -Dade County Product Control Approved", or as specifically stated in the specific conditions of this Acceptance. 3. Renc%vals of Acceptance will not be considered if: a. Thcre has been a change in the South Florida Buildin, Code affecting the evaluation of this product and the product is not in compliance with the code chans2cs. b. The product is no Ion-er the same product (identical) as the one ori,ir;ally appro, ed. c. If the Acceptance holder has not complied with all the requirements of this acceptance, including the correct installation of the product. d. The engineer who originally prepared, signcd and scaled the required doctinientation initially submitted, is no longer practicing the engineering profession. 4. Any revision or change in tnc 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 fee) and granted by this office. 3. Any of the following shall also be,rounds 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. 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. l f any portion of the Notice of Acceptance is displayed, then it shall be done in its entirety. 7. A copy of this Acceptance as well as approved drawings and other documents, where it applies, shall be provided to the user by the manufacturer or its distributors and small be available for inspection at the job site at all time. The engineer needs not reseal the copies. S. Failure to comply with any section of -this Acccptancc shall be cause for termination and removal of Acccptancc. 9. This Notice of Acccptancc consists of pa,es I, 2 and this last page 3. END OF THIS ACCEPTANCE Manucl crcz, P.E., Product Comm incr Produc0ontrol Division am . 3 PREMDOR (EN TEROY BRAND) DOUBLE DOER WITH SIDELLITLE'S V\WOOD IFRA,`,ES WITH BUMPER THRESHOLD (INSWINU-) ail via I., & 1ILL. Ptl LIER-AIE 3116- fl- WDS -lZ 112' 1 AO 112, MAX 3 7M A X •MAX M�x 110' LONG 31-a 'Cc �lc" 51 MAX 4' MAX— MAX , -.r 15' D.C. ts, D.C. i5" 01" .0 O.C. :51 cc. O. C. MAXC -.4— _,— X —1 MAXC-1-15M*ADX• AX MAX MAX MAX KA MAX t5; W EACH 1 2 MA DC. SPAZ:It. ,3 DOOR uc n, s A 17 A TOP CrIl 1/2" Mal II I 0,' LOCK t5r IN C., X 64 MAX UL a i I VAX w 00 ll/ 17 112' MAX 0,C. SPACIN'3 4A MA lJ pima ,ts. I I �i�i i 1 I,' wAX 'ILI - - .--- A :W;6' PIN !APENS 15, Call I, G.C.15, 0 C I" OC5 ":�—, I "XC MAX MAX MAX MAX M AMAX MAX 4- MAX 5' MAX AXn-L-- L 11L ATTACH ASTRAGAL THROW BOLT 48 x I' LONG STRIKE PLATE TO THE HEADER IN ALL R--'MA!Nlt,,G AND THRESHOLD WITH 916 . 1 3/4' HOLES FLATHEAD SCREVS II NOTES: FL 1.) WOOD DUCKS BY OTHERS. MUST BE ANCHORED is 1 3/4" LONG 7 FLATHEAD SCREWS PRUPER? Y TO TRANSFER LOADS TO THE STRUCTURE. AIH__j 2.)mT�.['PRECEDING DRAWINGS ARE INTENDED TO QUALIFY THE FOLLOWING INSTALLATIONS. III. LA. INSWING RH. INSWING A. WOOD FRAME CONSTRUCTION WHERE DOOR SYSTEM IS ANCHORED TO A'MINIMU14 TWO BY WOOD 0 PC N I NO. ASTRAriAL B. MASONRY OR CONCRETE CONSTRUCTION WHERE DOOR SYSTEM IS ANCHORED TO A MjNlmum TWO BY STRUCTURAL VON SUCK. C , MASONRY OR CONCRETE CONSTRUCTION WHERE DESIGN PRMS ESSURE. RAi JUN my OPGR SYSTEM IS ANCHORED DIRECTLY TO CONCRETE 'ZIrL VATER fhFILTFArl,N,' vli'-RE VATER 15' TRAIIDN z—, OR MASONRY WITH OR WITHOUT A NON-STRUCTURAL ��IiDUIR-MENI IS NE(i REDUIREM-NI Is Null NEEDED CNE BY WOOD SUCK. L ED 1`PRC-DaltT: "'C"N'T RC� DIVISION 05ilivF MILT �PPRQVEDX + sz 3. ALL ANCHORING SCREWS TO BE 410 WITH Negativ- INLIT APPRDVFF,-x 1 --ci InQ ;n5 C-:1.11--UANCE OF MINIMUM I 1,2' EMBEDMENT INTO WOOD SUBSTRATE ACC-.F7AI;C�f;2%('L)3;,l. 11 OR 3/16' PFH TAPCONS WITH 1 1/2' MINIMUM EMBEDMENT 1 UNITS SHALL BE INSTALLED ONLY AT LCCATIONS PRorm,"D BY A CANOPY OR INTO M(S--NRY, OVERHANG SUCH THAT IHr ANGLE BEIVEEN THE EDGE OF CANOPY OR6VERHAING 4. UNIT MUST BE INSTALLED WITH 'MIAMi-DACE COUNTY TO SILL IS LESS THAN 45 :EGRETS. UNLESS UNIT IS INSTALLED IN APPROVED' SHUTTERS NON -HABITABLE AREAS VVIERE THE UNIT AND THE A2[A ARE DESIGNED TO 5, THREE �TAPLES PER SIDE JAMB INTO HEADER ON SIDELTTES ACCEPT VAT, R !NFILIRATION. AND DOOR, THREE STAPLES PER JAMB INTO THRESHOLD ON S;DELITES AND MOR. ­70CE C7JMTY �GD[FiCWDhS )C i'm 6, LATEX SEALANT TO BE APPLIED AT SIDE BY SIDE L PIZ 0Pjjnt,S) :t­.? A 1 .00 01-CR DC Cc, JAIA.,PS AND SIDELiTES. �11"1110 SSUtt$S�of I'rZiL 7 DOOR/SIDELITE HEADER, UDOR/SIDFLITE JAMBS, AND SIDELITE BASE Ll-T'IJ CORNERS ARE COPED AND BUTT JOINED. 8, DOORS SHALL BE PRE -PA vk;. N 1 S, PRE -PAINTED VIIH A VATER-BASED EPDXY Dq" NOR FNIRY SYSIFIlls INHIBITIVE PRIMER PAINT WITH A DRY FILM THICKNESS OF 0.6 P, 'S�� 9. FRAMES SHALL BE PRE -PAINTED VITH AN ACRYLIC LATEX WATER -WED/ l./AIrR-REDUCIBLE VIII[ PRIMER VITH A DRY FILM 1EICKNNSS OF 0.3 To 1.2 PiL. SHEE 1 1 OF 1/4 SHIM MAX k", l/2^ � GLASS 8{T[ INIMOR MAX 71 MAX 1 im if GLAZING DETAIL �r EXTERIOR SECTI\.[�`TTO� � � N ON 1U/v /�—r� \ INSWING �--~ OTHER CONFIGURATIONS ,''°'-------- | MAX'A X MAX MAX nVL xx, MAX Ax MAX 37 11.311* — = mm � =PRvVEoASCO";,LY*mwn* SOUTH , BY HOZ9'[W-| At , h4A I ( 1.)IAl C I 10T 2 13'f W11AD BUCK 5 O • •'—r •—�\ .I Bo 11/16" MAX INTERIOR 7916" MAX . :_ •- �::�- 1 3/ j EXTERIOR 1 1/4' ITEM N0. DESCRIPTION PART NUMBER -- COMMENT WOOU HEAD J4r19 EW_14' X 4 9/16- MTL, BE PIuE OR LDUIVMt _ _LN COMPRESSION WT ATIIERSTR!P rII �_ I Q I CCREEN BR�rID (TxS�e,t 96 D (3RfIryT_E)_ n ALUMINUM ASTRAGAL ILW P� MUDR BRAND OR COUIVALENT- 5/0' ALUMINUM ASIR - ----HDAND ALUMINUM -BLIMP ER THRESHOLD ----_� EW-15 — PREDR DRE OR DUIVALENT - 11/4' x 4 )/16, -- TUP CHA--r7r7CL - I CW-OB . _ PRCMDDR BRAND - 1 11/16' - 20 GA STEE!. ---__ST[EL_SKN It 26 (B111DN � -Dill ur{attsfz�r �ni-- 0 P LTLRLT1fANF rIJAM rILRL— — ,.— BASF FOAM X1X lBCD(SI HP II C,A( I(S.I.gRAi 11 qP — - DENSITY 2.0 10 25 lbsJFt) © 9 DOTTOr4 CHANNEL EW-01 PREMOOR BRAND - 1 11/I6- - 20 Gn STEEL ID WOOD LOCK BLOCK EV-09 4' X 9 1/2' HTL. 10 DE PINE OR EDUIVALLNI 11 STRIxE STILE HINGE STILE ICV-05 EW_DS_ 15/16' X 1 11/16- MTL, TO BE PINE OR_E_OUIVALENT 15/16' OCK LPREP FILLER X 1 11/16' MTL. TO BC PINE OR EQUIVAL_CN_T PLATE 4'x4' I EW-10 PREMDOR BRAND - .050- THICK- MTL TO BE POLYEIHYI _13 14 HINGE WOOD EW-16 HAGER BRAND (TINGE OR FOUIVALE141 - .097 THICK (Sf 15 HINfiE JAMB NIO (W_ 1 1 1/4' X 4 9/16' MTL TO BE PINE OR COU!VALCNI !6 x 3/4' F.H.W.$' B10 X (4) SCREWS PER HINGE INTO 1101DR iHRpuGH 2' F.H.W.S. > SCRfvS HEtIIC JnMB INTO NIT IC JnHB. B' U[vN rRfld MAX ID' OC. THEREAFTER ID) SCREVS THROUGH SIRIXE JAMB INTO SIDCLITE JAMB. 4' DDVN FRO . MAX B' D.C. THEREAFTER 6) SCREVS IIIWIUG14 EACH SID[LIIE JAMB Win SIDELITE, 4• DOVN (I? TOP, MAX 15' O.C. THEREAFTER. 11 N— 0711v V/XIAIKM I u tNtfB N .-- _ IB )/{E_RH IAllTS'JA!INIKN I I/?' (MBEC=:NI I qtO X 3/4' _RCfER TO ELEVATION VIEW, FOR a OF SCREVS USTI) AND LOCAIID F.TI,V.S. BO (2) SCREWS PER HINGE INTO JAMB -19 x 2' f.H.WS. (2) SCREWS AT EACH STRIKE PLATE -- LOCKSET NIB X 1 3/4' F}{W.S. KWIKSET BRAND 200 LOCK OR HARLOC BRAND 100 LEIC' ^' 0_ _wDOD SIDELITE JAMB Eu-19 (2) SCREVS PER HINGE INTO JAHB 1 1/4' X 4 9/16' Mil. TO BE PINE OR EQUIVALENT 7 22' X 64' SINGLE PANEL GLASS TEMPERED GLnSS Ir POI. YPROPYLCNE - SIDELITE TRIM (WORD) _ ORD , EW-cD CW-21_- fRAHE— DC=(Gqj - (OIL 1/0' CLEAR Tt MPLRCP_GLASS 5/16 x 1/2' MTL. TO NC PINE OR EOUIVALC! ^ CASING - WOOD 1/0' IV-?2 . I' HTL. To BC PIHC T1R CDUIvn�[NF ITEMS i.R[ NDl.DlNGSi DR •SI _DE BY SIDE JAMBS' AS MULL!OHS f SIDELITE HEAD ,IAMB -_ CV-23 1 1/4' X 4 9/16' HTL. TO BE PINE OR EDUIVALENT RRD SIDELITE BASE-EV c'4 I I/4' X 4 9/16' MTL TD DF. PINE OR EOIIIVALCNILYPROPYLENE LITE FRAME DC-1647, ----- ODL-2 HP Polypropylene by ODL ARE R6 X I I/c""' Pnri HEAD SCREWS ID ON nur NLrAH PER FRAMEpR c[ o�i�; SIDELITE STILES E'J 26 [u)brcR!_n"LLR 15/16' X I 11/16' MTL. TD 11C PINE OR EDUIVALENT Il PIN 3/4' LONG NAIL, 4- IN,91 END, MAX B' Or II(RAFILR, US[B (IN Xlhll(D 0. �- DOW SILICONE #995 4 9/16° — TIHIIS UNE[SSNDI[D.[PAL ITC. hPr(4 ---- -- _ _© _ DARE COUNTY MODIFICATIONS IiHipl EXIRUSIDNS IAd[SS MJ1CO3 STD CDH1. 10.'S ---E [LIE 17 - - — — _LNEJL R: LIP S(VISI[INS SECTION "-""-"- - APPROVED AS CGAIPIYiNG 541TH THE _ T Pnl, 5 (DOOR OPTIONS) f (� I (1 PART NA!(E N R Y VUUQ.LQG QD[IR L Illl-., I \V! l{J{ souTMF(�q�(y��(n4nlr�r,('ppp E DR. DY R�_ _pRiE — HAIY� DATE JUFi U J LU PREMDOR ENTRY SYSTEMS 2 i -- -------- - BY �u�-' 31-' I O L 9 - L W - ------------ `---- PRODU rr�oNTROL FNVISIOIt 511 L Aff(RARt /��\ ( ( T I BUILDING CODE COMPLIANCE OFFICE fIIISBDRF,, Y.S. GGlb? / \ .) Hf_ E I 3 OI. 0 '! ACCEPTATICE NO, (_0 -t I Y. Z, V — ----� 1/4^ CU|M M�X 3/4^ 77 3/l6^ lNT��lD�| ^'`'�"^"'`} MAX 130 ll/l6^ MAX | 2 BY WOOD BUCK 2 By Wtlt]D BUCK 64' EXTERIOR MAX DLO SEE'GLAZING D[TAlL^ DRAWING #31-1029—[\/—} SHEET 2 UF 6 27 4 g/l6^ DO|/ SILICONE 4,995 mP,�»VEoASo^mnIIG°mmc sUIHF QA BUILDING CC PODD ORAE l—l0Pq—EW—{ S1111T 4 OF 6 CUNFIGUIRATIONS. iToc'v¢ir. ( I n ... ,. �.J n`''r , ... r• ;cL,_.. cl„�o ny.c.!„�ec.LL.:. uxxo fix_xl XXD 6 FIX N\1 LIJ,- I I I RL X 0 am sla al. Itus. APP;0' E 0 AS COt!,Pl Y 1: IG V%-, TH Ti I E SOUTI i F AVIDA BU IL Dltll� CODE — — — — — — I Ul U 71-- UT --- E — , n -IRY SYSTUM— PRUID [NI 911 f. diff(RSDI OVILDRIG CODE CompLIA.1,CC, OFFICE. X& WQ ACCEPTANCE NO. 01-031Y.2Y I I 31 1.029--EW--Ii R 7valgl MI UTHEIR TI]DR JDANLI STYI ES I A x E) 0 OD Ono go 00 ou n a 00 D� OD OD D� DD Ex 01 00 call 00 KANK lop 9:. 00 00 110 PANEL 4-PANEL PANEL 10-PAPrL ID -PANEL FLUSH B-PANEL — 4-PANCL Ci6siBUCK 12'-PANEL 4-PANEL 5-PANEL 5-PANCL 5-PANEL 5-PANEL CYCBROV W/SCROLL EYEBROW UYEBROW OTHER SIDELFIE STYLES V/SCROLL M A X 0 Mx i 79 I -n :1- 11 - 5 0 L SL-10 SL-20 SL-30 SL-60 SL-50 SL-509 SL-69A SL-69B SL-69C SL-25 SL-55 SL-IDD SL-40 SL-90A SL-90B SL - 90C SL-30D SL-30C SL - 70 SL-80 Cl 0 hO an LO�011 9 10101 unlu, [a 01 Palo, L0,10 n1a 00 Do D®� �D DDD� ❑�oD oD❑�_ P11-1 PD-2 PD-3 PD-4 PD-5 PD-G PD-7 P9- 9 PD-9 PD-10 PD-It PD-12 PD-Q PD-14 PD-15 PO -I& PD-17 iz b PD-IB PD-19 PD-20 PD-21 PO-22 PD-23 PD-24 PD-25 FID-26 PD-27 PD-29 PO-29 PD-30 PO-3e PD-33 PO-34 LXIIS ift—ISS-gi(p, —TRA,-n F,,JUID's OkIss Wiff). SID (M. Iti !12 XAA(:PRFMOt1R DOUROFTT7T-, a7cm---, — __I PR[MOUR ENT\ SYSTEMS -1029-1r U MTEMS 31 P11-35 PI) 36 1`11-37 Pu-3B PO-39 VD-40 PD-41 PD-42 PD-43 PD-43A PD-43B lnrx� KS 6676? SHED (6 OF 6 0 . ■ it PRODUCT CONTROL NOTICE OF ACCEPTANCE Premdor Entry Systems 911 E. Jeferson, P.O. Box 76 I'ittsburalh ,KS 66762 1IIAMI-DADECOUNTY. FL 02'DA. METRO -DADS FLAGLER BU'LDILNO BUILDING CODE CO,N1PLIA CE O^ r:C Mt'TRO-�A1)Ii F'../,C;Li:!? l3UiL)t:Ci r,, IAMI,1 I •.Oi ll>A 33 i3')-i fit:.. ( 3O,;) ; 75-29(l i FAX (105) 375-290., C:U\rRIC-FOR IJ(:b:\tii\C: SEC"r1U.\' c:o�riz•\c`rou l:�t�c)uc:r:�ll•:�-r nl\'Isrc)� (31.'5) 3711-2966 1 :\\ (1U5)375-2`i�S (1U5)375.2')0? I�ri\ (1U5).i 72.�319 Your application for Notice of Acceptance (NOA) of. Entcr�y G-8 S-�1'/E Outs�4 inb OI):hqu�� c Single ;%sidclitcs Residential Insulated Stec] Door under Chapter S of the Code of Miami -Dade County governing the use of Alternate Materials and T )es of Construction, and completely described herein, ]has been rccon-imunded for acceptance by the Miami -Dade County Building Code Compliance Otfice (BCCO) under the; conditions specified 'Herein. This NOA shall not be valid after the expiration date stated below. BCCO reserves the riont to secure this product or material aI any time From a jobsite or manufacturers plant for gUallty control testln". If tills product or material fails to perform in the approved manner, BCCO- may revoke, modify, or suspend the we of such product or material immediately. BCCO reserves the riglht to revoke this approval, if it is determined by BCCO that this product or material- fails to elect Ilic reeluirements of the South Florida Building Code. Tire e::pense ofsuch testing will be incurred by the manufacturer. :1CCEPT:1,tiCE NO.: 01-031-t.21 ,f EXPIRES: 04/02/2006 R;IuI I<o,cn,ucz Chlcf Product Control Division THIS IS THE COVERSIIEET SEE ADDITIONIA 1. 11AGES FOR SPECIFIC AND GENERAL CONDITIONS BUILDING CODE S, PRODUCT REVIEW CO\l;Nlil'-I'EE Tllis application for Product .Approval has been reviewed by the BCCO and approved by the Building, Code and Product Revie\V Conhthlittee to be used in Miami -Dade County, Florida under the conditions set forth above. APPROVED: 06/05;2001 Francisco J. Quintana, R.A. Director Mlami-D1dc Counl\' Budding Codc Complia ncc Oficc: `,cG-�OGG1\pc20001\tcmplatez`,noti;v acceptance cover pn;e.dot Internetn:a!! at1 rt s:1)osUnastcr''a;l)uilclin^coticonlinc.conl ' ..1 1lnrrrn„ur•• 1,r,,,•lhr„•,.• ,,•,;r,tt..•.,,,,.r..,...r..... ....... Premdor Entry Systems ACCEPTANCE No.: 01-0314._ 1 APPROVED ..�Ur' D J LVvi EXPIRES April 02. 2006 NOTICE OF ACCEPTANCE: SPECIFIC COSINDITION'S I. SCOPE 1.1 This renews the Notice of Acceptance No. 00-0321.23 which I.vas issued on April 28, 2000. 1- 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 Miar—,-i-Da County, for the locations where the pressure requirements, as determined by SFBC Cl,aptcr 2_ , Cio not exceed the Dcsign Pressure Rating values indicated in the approvcd drawings. 2. PRODUCT DESCRIPTION 2.1 The Series Entergy 6-S S-�V/E Outswing Opaque Single Residential Insulated Steel Door w,:th Sidelites- Impact Resistant Door Slab Only and its components shall be constructed in strict compliance with the following documents: Drawing No 31-1020-ENV-O, Shects I through 6 of ; titled " Premdor (Entergy Brand) Wood Edge Single Door with Sidclites in a Wood Frames %vith Bumper Threshold (Outs',ving)," prepared by manufacturer, dated 7/29/197 with revision C dated 01/15/01, bearing the Miami -Dade County Product Control approval stamp «=ith the: Noticc of Acccptancc number and approval date by the Miami -Dade County Product Control Division. Thesc documents shall hereinafter be referred to as the approved dra%vint-'s. 3. LIMITATIONS 3.1 This approval applies to single unit applications ofsinglc door only, as shown in approved drawings. 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 system. 4.2.2 Sidelitc: the installation of this unit will require a hurricane protection system. S. LABELING 5.1 Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami-Dadc County Product Control Approved". 6. BUILDING PERIMIT REQUIREINIEtNTS 6.1 Application for building permit shall be accompanied by copies of the .following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies of tihc approvcd drawings, as identified in Scction 2 ofthis Notice of Acccptancc, clearly n;ar kcd to show the components selected for the proposed installation. 6.1.3 Any other documents rcquircd by the Building Of icial or the South Florida Buildin gCede (SrBC) in order to properly cvaluatc the installation of this system. tfanucl Pcrcz, P.E. 'l: . Product Con'roxanncr Product ontrol Division Premdor Entry Systems ACCEPTANCE No.: 01-0314.2 1 APPROVED J U N 0.5 `�-:i,I EXPIRES April 02. 2006 NOTICE OF ACCEP"I'ANCE: STANDARD CONDITIONS I. Renewal of this Acceptance (approval) shall be considcrcd after a renewal application has been tiled and the original sub,:iMcd documentation, including test supporting data, cnginccr ing documents, arc no older than eight (8) years. ?. Any and all approved products shall be permanently labeled xvith the manufacturcr's name, city, state, and the folloxing statement: "Miami -Dade Cotn?y Product Control Approved", or as specifically stated in the specific conditions of this Acceptance. 3. Rene%va'.s of Acceptance will not be considcrcd if. a. Thcrc has beer, 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 acc;ptance, including the co:,cct installation of the product. d. The engineer who originally prepared, signed and scaled the required documentation initially submitted, is no longer practicing the cnginccr ing profession. 4. Any revision or change in lh'e materials, use, apd/or manufacture of the product or process shall automatically be cause for termination of this Acceptance, unless prior written approval has bccil requested (through the filing of a revision application with appropriate [cc) 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 prccedcd by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of ti;c 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 cnginccr needs not reseal till copies. S. Failure to comply with any section of this Acccptancc shall be cause for tm-mir.ation and removal cf Acccptancc. 9. This Notice of Acceptance consists of pages 1, 2 and this last page 3. END OI<THIS ACCEP'I.''CE M a n u c I crcz, P.E., Product Co ro Exa„IiI r Produc r' "Ptrol Division 3 4' ^'A 15' MAX Q.C. A ,5• MAX D (C. 15' MAX O.C. 6• MAX i PRLI�DOR (\CI\I I ER'-j Y BRrAND) W� iI J! `D E J J SINGLE DOOR WITH SIDELITES IN WOOD FRAME WITH DUMPER THFESHOLD :OUTSWING> too' MAX 4' MAX I — I--4- MAX 4' MAX —I —� 4 • MAX 3' MAX , I II 13, 3' MAX— ' I I MO X ;4 I L 3' —!5MAX MAX EMI I II -1 Mnx 4' M1 [W. IsL NIH I May 3I 7.'!6' ( QI HIHErS KVIKSCY DEACD^AT MODf.L 64D c[RT[S MODEL 02D DCADAULI HoI)_o r5 1 /2' T--� - T KvIKSCT L0"-K SE 7J j �OD[L DLeOC SCR!CS •.� OR `nRLCC LOCKSCT 31 -�MOJ-L TOD S!Io' DH IIING;S III„!5' _ II MAX I. A3 Il/!6' TOP OF DOOR TO P 0, LOCH TI fMAX` I ��11,, I I I' 14' I A• I 15. I; MAX I Mnx—�I1 [1 I `MAX 4' MAX ---� I I 3 MAX MAI JIJ 3• Mnx I- NLTES: 31 MAX LL 3• I.) WOOD BUCKS BY OTHERS. MUST DE ANCHORED 4' MAX --•I —I-- 1---4 • MAX 4• .MAX-1 —I-- �•--4' MAX PROPERLY TO TRANSFER LOADS TO THE STRUCTURE. 2.) ]HE PRECEDING DRAWINGS ARE INTENDED TO QUALIFYGO THE FOLLOWING INS7ACONSTRUCTION VHERE $, l� A vDOC FRAME CONSTRUCTION WHERE DOOR V SYSTEM IS ANCHORED TO A MINIMUM TWO BY WOOD OPENING. B. MASONRY OR C3NCRETE CpNSTRUCT!"N 'WHERE R.H. CUTSVING L H OUISVING DOOR SYSTEM IS ANCHORED TO A 41H;MUM TVO By STRUCTURAL WOOD BUCK, MASONRY OR CONCRETE CONSTRUCTION V^HERC DOOR SYSTEM IS ANCHORED DIRECTLY TO CONCRETE JR MASONRY WITH OR WITHOUT A NON-STRUCTURAL VriRE VAi[R InT41RA11DN VHiRI VAIER INNDl NEEDED (1LIRA !D1 y IR.DUIRIKS1 IS N1IDED REDUIRE10i I$ rJ_ B WOOD BUCK. _ 3. ALL ANCHORING SCREWS TO BE A10 VITH 'tivo 1,, aE, iINiHUM 1 112' EM6EDHENi INJTp VCCD SUBSTRATE o f T ^po.Y E 3R 3/16' PEH TAPC[YRS WITH I 1/2' MINIMUM EMBEDMENT NTC MASONRY. , IINIIS SMALL BE WSIALLED ONLY AT LOCATIONS PROICCICO BY A CVQPT OR r UNIT MUST BE INSTALLED WITH 'MIAH -DADC COUNTY DVCRHAHS SUCH !HAT I1rL MILE BEIVEEH IfIC EDGE Or CANOPY OR OVERHANG %PPROVED' SHUTTERS TO SILL IS LESS !HAN 45 CECHEES. UNLESS UNIT IS INSTALLED IN S. IHREC STAPLES PER SIDE JAMB INTO HEADER ON SI ELITES 10-HABIIABLE AREAS VH RE !HE UV AND IHE AREA ARE DCSIGNEG 10 %N0 DOOR. THREE STAPLES PER JAMB INTO BASE ON SHELITES. ACCEPT VAIER !N.IL IRA NOR i. LATEX SEALANT TO BE APPLIED AT SIDE BY SIDE ;AHBS AND SIDELITES. '. DGOR/SIDELJTE HEADER, DOOR/SIDELITE JAMBS. AND SIDEL ITE BASE I`,'K.`gic`u)�cr-Ni�� 'CRNE.RS 'RC C^_,RED AND BUTT JOINED. tt M_,IN„r !. DOOR SHALL BE PRE-PAINIE ViTH A VATER-BASED EPDXY RUST NNIBITIVE PRIMER PAINT ViTH A OR' FILM THICKNESS OF 0.9 TO 1.2 MiL, F;TnFnJ f-- !. FRAMES SHA- L A R uDU `'Y SiSI BE PRE VI AN ACRY 1C LATEX VAIER-BASED/ n I�il,i 1AIER-REDUCIB1_E WHITE PRIMER VITH A DRY FILM THICKNESS Or DB TO 12 MT.L. T.)L I Q 7=== MAx II I! II I22, i 64' MAXI DLO I jj !I I I I II I i� ' I I I 1 I I 15• I_ 15 f—MAX MAXI III YID x 11J2' HINIM,UM CMDEDMEN- (4) PEP. M! aD r SIL (61 PER JAl' ALTERNATEi 3/16' P:H T _ w/1 l/2' MINIMUM EMBEOMENit� NfJ:�' 3T� A Y30 it/16' --� I---- l • M. A X MAX D8 x 1 3/4• F.H.W.S '3) PER SIDE FROM JAMB INTO THRESHM-D '.7UTM -I " M Dill' 'i.? raaDc�r:rzoL cl•..�.�. 5UILDING CDC° ACCEPTA'IC°NC. ✓" C /Y.Z SHEET j J' S SECTION A -A MAX OTHER CONFIGURATIONS GLAZING UCTAIL OUTSWING Sf[ERVIN WILLIAMS 050A EXITCRIUR GRADE LATEX CAULK 28 PEROR E EX7�RIm INTERIOR 112' ASS BITE 29 1/8' ICHPIRID GLASS fle" 9VIIAll-l' �3UVI III PROULIf -cournoLDWISION PUILDINGCODE Cf) 1.!PLIAIICFOF III ACCEPTAU:CE N<) 0 3 1 _III :N wagg 1-1020-EW-11 SHEET 2 or 6 I 1/4' SHIM MAX r— 3/4' PART NUMBER _ COMMEN f S 17 WUUU HEAD JAMB LW 12 l 1/4'___I 4 9/16 MiL. 1—OR I'INI OR EUIJIVALLNI COMPRESSIUr! wrAIHERSTRIP [W_I4_ ll)CKSCR�EN pRANp FJxSLA�_9fJO (1�tClE_) wUOU STRIKE JAMB ---- -- I.I/4' x 4 9_n6 H)L_. rU BF PINL UP EQUIVALENT ALUMINUM-HUiiPER THRESHOLD EW IU_ PREMIIUP, OR OR EGUIVALENi - 1 1/4' x 4_9/16' -- TOP CHANNEL_J.00) --R URAfJU = I Ii/IG 20_Gn SiLLL _ -- -- 71 -SUJ) �� uluniAn !o!; ri(s1 '- � I_11RR1 II IT P(J(_YURETIfnPI( FFIAH CURE — BASF FOAM - DENSITY 2.0 iL7 25 (bs/fL) ~-- -' BOTTOM CHANN - : ' •• ' : ' '— l EL- - EW-04 _ PREMOOP. BRAND - I II/I6 - 20 GA SILEL WOOD LUCK _HLOCf, - EW-OB 4'--X-9 1/2_MTL_TU BE PINL OR LOUiVALENI _ ' <<) STRIKE STILE_-- LW-07 IS/I6' x 1 II/l6 Mll. Itl UE PINE 11R COUIvnIENt • —/1 �_� FHt1GE STILE _- CW-U6 __ 15/16' x 1 ll/16 HTL TIJ (lE PINE UR EOUIVALCNI • U <_< LUCK PREP FILLER Pl_nfE CV PREMUUR pP,ANp - .050' THICK- M(l. TU BC P 1' 1IYLEtdE - -UL E i _ �� 4'x4' HINGE --- — - - ' Ev-15 HAGER BRAND (TINGE OR EOUIVALENf -_ ..•, :• (0 WOOD HINGE JAMB 097 THICK (SiEEL) X 4 9/16' MfL. TO BE PINE UR EQUIV/1[[h1f -- HWS PER .' .. •, • . I6 910 X 2 F H.W S 6) SCREVS TSfatU4 i EACHFARELI IEOJo 8 INTO SIRE- Iil T' Davit rRLRT I N -I CE R I 0R fT0 ()tYS v/xINIK1N 11/2 ix8(ox q� Ip�-- MID, HAx L5 Oc. NIEaCnrlEa '• • • '• C) )q6' P(N tAPCIWS VAvjNIxLM 114_1K8;09;g1 REFER IQ F.LCVAIIUN VIER, F(IR A nF SLv,EV$ D$EB ANB LnUTIDI+S • •' 10 SIUELITE WOUB STILE -- EV-07-------- -- - 15/166x 111/16_MTL. TU_ BE PINE UR EQUIVALENr '•° • ' I9 kE3 x 2' F.H.w.S. • (2) SCREWS AT EnCN STRIKE PLATE .• •.. - _ (— LOCKSET _ KWIKSET URANp ?UU LOCK_UR IIARLUC URANU IOU LOCK^ 1 3/4q 2) n1U X T 3/4' F,H,w.i. (5) SCaCVS T"PIAIGM HINGE JAMS INTO SIRELIIE JAMB, 8' [10VU FRNH IU' 1 MAX I0* f1C THEREAFTER 10) SCREVS ❑IROUTiII SIRIKC JAMB INTO SIT ME: JAMB, 4' OOVN rR011 I0 • HAX 0' Q.C. THEREAFTER - U SCRLVS THRUOGII EACH HINGE INTO 017pR JAMB 4 ---- -- ( WOOD SIpEI_ITC JAMB - -Ew=10 f )/q x 4 9/16' MTL TO BE PINE III? EOUIVn(ENf • '•'','' • ' • `- 22' x 64' SINGLE PANEL GLASS TEHf (,RE J GLASS 1N POt vF'RU+ II ENF. F RnH - 4 ---- Ew-I,) _LCD_4L.ui E uc IG4]-TrJUL--z e —t I/4a '4 S(OELiTL TRIM(WOOL) EW-2U 5/16�xRI/2'R F17L. i(-1 BE PINE OR ELIUIVALCN7 WOOD CASING r�u i nri, ro St vli�R FIiiI1VnL(Nr IIEnS niif nu(olMiiz usfT AL4 rOR_SIOE aY SIDE JAHOS' AS -0111 AL(w000 SiDELITE HEnU Jnlap --1 1/4' x 4 9/16_MIL.TO BE PINF._IlR EQUIVALENTWUUU SIU[IITE BASE 1 1/4_X 4 9/16' MTL. 6 BE PiNEFIR EQUIVALENT PULYPROPYLENE LITE FRAME UHP POtyprppytene by UK---- 1 I/r" PAN HEnB SCREWSIn PER FRAME;cRLv svnclNr ru BE EN rRUH Each �o k-nNB riIJT lU PIN NAIL - U EXLECO IA: UC fHEP♦i AFI(R_ 7/4' LQ% NAIL. 1' IN rROM U+O, MAX B• (TC (I�glIr7ER. USCG ON I4A_LI®+S NIO IRIH DOW SILICONE It995 --- '--E _-_ = 4 9 / 16 " uHlts: uf�ESS noun,- Uf1- 1 nNF, D DAOE FUGN-fY RJOIFICATIUNS - T _—. CXIRUSI[RIS:IAILCSS BUiCB, SfD..CDHt. i0.'S 1-� {�----_-------__T��,u� r-j0 SECTION B-B APPRU✓e:, AS C04FLY11+G Ydilr A:E fOul H ryUPA Wllq)M(c E Jurj U �Q� BR. BT R. -f�'FMD[�( OAS-.. I AY_ PROU if'q;TIRULDIVISION ' 911 E. JCTE[ sm BUILDING CODE COLIPLV-JiCE OFFICE PHIS--- BUR( --_MKS' 61 ACCEPI:ANCENp_ O)-OZ/ V.2I 0 31--1(0)-['W-I] `_-__SHE(_ T 3 OF 6 - i1e' VISIIV (C11ER B 1/4' SHIM MAX I- I . �v I 'J ij J U I, Y. 3/4" ffERIOR MAX 80 11/16- MAX 2 BY WOOD BUCK 1 1/4" A 26 MAX64' EXTERIOR DLO PLEASE SEE 'GLAZING DETAIL" DIRAWING 431-1020-EW-0 SHEET 2 OF 6 SECTION C-C 4 9 /16 " DOW SILICONE 11995 47H IfIC MOOD IFURSON Cot,= CCiPLW CE OFFICE PI I I S -gmtiKy ;c--Ep rm:CE 1'.." ol - 0 "11 V. -4 1 UADE CUUtily M0011 ICAT11 A nog SCREvS IQ k1l, rp­T L 1-1020-EW-H SHEET 4 OF -IRIVIS,1111ILCIRR-0 " ox 4' oxu ►� LK JJ��E_�� LEJ`�lf 1.�_u��E'� 6B 3rR --�' MAX 1' MAX-- wow —1 VAF ]' VAX MAX J• —1 LA• MAX SY�— II 15' NAX Uc 00 MIG' AX 0 0 C. IS' MAX 0 C. MA% IS' NAY 112. MAX -- —1• MAX M % ]' -]' Y.AX 1• VAX .• MAX xa :.X ET�YIJ UIf �11�7�r .0 --�LUT•I lvlilON </ huu.ertc CODE — UP CO:.IPIIgIICe CFri(,E A"Lt!'T.a:dL"c VOP ! - 0 ] [ •r, d ! 0C. ]' MAX 'ti �I 1• MAX A% _ W I G' M6X I 1• MAk I' NAX' MIY MAX A• MAXI I_.. -1AX -- w 15• MAX 0 c. 15' MAX UC. 0 00I/IG' O X 15' MAX U C. 13' MAX Il— J I .• I MAX Nnx - -I J' VAX -� L- . J• Mhk- X MAX - 1' MAX x UtIp3 INUSS HUIEB. (RAC R[C At✓L [(IRU$IONS ONE[SS hugla .HG1IiEiR L1R k(vIS11R7S� ---- `—� Ij=�T-I.-` PREMDOR ENIKY SYSTEMS 31 1020-E_W_[7 911 [. L(C[RSOI P111S8�NG, ems. 6L762 SHEE ( 5 OF 6 �REVISION[[UCR — i U-1-HER DUUR PANEL STYLES S —`-1 M A x aural �/16" �� u� 00 boa Mn�� oi]�� �o 0 o o°o° ❑❑ oaU BLAtjK TOP 6-PANCL 4-PANCL 9-PANEL 10-PANEL la-PANCL 4-PANEL U-I-I—IER SIDELITE STYLES 30" �I !� MA- x SL-10 SL-20 SL-30 SL-60 SL-50 SL-509 SL-69A SL-690 uo oa a Holo,9FulaOro, 0010, go 0o 000 PAI PD-2 PD-3 PD-4 PD-5 PD-6 PD-7 PO-S Ll. 101-011 Ll I [--l oll 110 FLUSH U PA!.EL CRUSSBIiCy 12 PANEL 4-PANEL 5-PANCL 5-PANCL :3 PANCL S-PANLL. EYEBRUW W/SCRULL EYEBROW CYCBRov V /SCRULL a 0 i 10, SL-69C SL-23 SL-55 SL-200 SL-40 U016, POO oa moo PO-9 PO-10 PO -II PO-12 i SL-90A nallo PO-13 1 PO-IB PU-19 PO-20 PO-21 PO-22 PO-23 PO-24 PU-25 PO-26 PO-27 PO-20 PO-29 PO-30 ®E�50 liNlli U0.[SS UJi(0, fRAC �� �IOU, �pg ®r'l-I 0—_[IR6(SS AUi[6. OAR ��I����p�ppcoo tttt4a a ❑ ❑ ��Ui ��IJ J._11 N I�EMDS(w EN PU-35 PO-36 PO-37 PO-3B flu-39 PU-40 PU-41 PO-42 911C JFfCRSUR - PO-43 PO-43A PO-43B PIIISBU,L,KS_661Ld � a0 j SL-900 SL-90C SL-300 SL-JUC SL-7U SL-110 9 Lml H�Ial�0 o 0 PU-14 PU-15 PO-16 PO-17 -Uli d t g Vi u M H '� U u ,c ti a IV U til� PD JI PD 32 PO 33 PO-34- a N � 3]-foP-O-EW-0— SHEET _6 _O 6 - IR(VisiON f[II[R Maronda Systems Maronda Systems 4005 Maronda Way Sanford FL 32771 (407) 321-0064 Fax (407) 321-3913 Engineer of Record: Tomas Ponce, P.E. 1890 Greenbrook Ct. Oviedo, FL 32766 FL PE # 50068, Design Criteria: TPI Design: Matrix Analysis TEE-LOK software PLAN JOB # LOT ADDRESS DIVISUB MODEL I 6CC06301 63 CROWN COLONY ORLN-CRC SUN13 LEFT WAY SUNBURY I & J 3 VAULT 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 loadinq is in accordance with ASCE 7-98. These trusses arp ripcinnpri fnr nn nnrInenri h„il,ii— Truss ID Run Date rawmg Reviewed Truss ID Run Date Drawing Reviewed No. of En Dw s 33 g 9 Layout 11-4-99 f' . V 6-18-02 Roof Loads - VT 4-11-01 _- W 6-18-02 TC Live: 16.0 psf TC Dead: 7.0 psf BC Live: 0.0 psf BC Dead: 10.0 psf Total 33.0 psf HIP 10 20-00 't - X 6-18-02 �,.. `' I A 6 18 02 may" Y --—I 6-18-02 .. +'' B C ---6-18-02-' 6-18-02 6 18 02 .` _ Z Z1i j 6 18-02 6-18-02 "`" D Z2 6-18-02 --"' E 6-18-02 N`' Z3 6-18-02 ``. DurFac- Lbr: 1.25 DurFac- Pit: 1.25 O.C. Spacin 24.0" E1 6-18- 22 F 6-18-02 F1 � 6-18-02 I �=+Y -- � G j 6-18-02 H H 1 I 6-18-02,, 6-18-02 6-18-02 + 7 I 11 6 18-02 J 6-18-02 J1 K L M P P Field Assembled U 1 6-18-02 6 18- 22 6-18-02 6-18 02--- 6-18-02 6-18-02' — - —I j— DATE: jutSEAT __3— EHUH26 EHUH28� SKH26R j _ SKH26L SUH26 THJ26 PLATES 36 40-0 7-4 " JUL 'I` I , 2992 HIB-91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL ELATE CONNECTED WOOD TRUISSES ° is the respons;5ilibvofthe installer(builder buildinoccr7a^tor licensedcontractor ector or erection contractor) to properlvreceive 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 id bracing wood trusses for a particular roof or floor. These recommendations are ased upon the collective experience of leading technical personnel in the wood -AAA TRUSS PLATE INSTITUTE 583 D'Onofrio Dr., Suite 200 Madison, Wisconsin 53719 (608)833-5900 truss industry, but must, due to the nature of responsibilities involved, be presented as a guide for the use of a qualified building designer or installer. Thus, the Truss Plate Institute, Inc. expressly disclaims any responsibility for damages arising from the use, application or reliance on the recommendations and information contained herein by building designers, installers, and others. Copyright 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. iT0RAGE r.usses should not be' rough terrain or Un V. �s which cou_ Id cause-:` ie truss �DAUTION' 4Tusses stored`hoitzontsTly should,�be`; supported,on^b o in9�#o�p Eueni texcessive lateral - 4i,,...;,, �)1�bentltng�a,n�iles•s�r�r�mo%5ture galn��+�k:.���'�_4'�rlrti�l u,+�i hs ,WARNING• �Domot,breal��,bandln(]run� I tnstallatton'� ;febeginsCare�sh° �d etFee�i�c�sietl,�inhnantlmg,� e� t "sell mm i 4 thl �i •� v t 3��- #o�a�otiwd.hiftin �ofandiandual�lydsSe; Doa�I�ltft�hd�ed�i Y4��'��' rasses�byce`� y �eopancisDonot4us��da�nagedvtrusses:'rr�$t� .y .a..io.,r..a-1?cF.in�Sr 1xd,; � u t,:.r_•�Gtmq�i,.auim?t]�rt o..,�.i,:.r•• Frame 6060° /tress or less Approximately Approximately Tag 1/2 truss length 1/2 truss length Line Truss spans less than 30'. Will the 1 Spreader Bar attar sling Toe In Toe In etc. Approximately '/2 to VS truss length Less than or equal to 60' Less than or equal to 60' ';G a O �fl�, � F�`�►`�GiN G �"E3 �i. � �. 0►1 h�G a ��CT E �i 1 O R Typical vertical End Wall r� attachment Plan „ \ .. Typical horizontal Us, member with multiple stakes (HT) [Ytruss of bra, cup of true" (EB) Frame 2 I `. 12 — 4 or greater rG 0. 0 \N,1, IVI Top chords that are laterally braced can buckle togetherand causecollapse ifthere ianodiago- / nal bracing. Diagonal bracing should be nailed j to the underside of the top chord when purlina ire attached to the topside of the top chord. r WARNING Failure severe persoriai in CA TOP CHORD MINIMUM' TOP CHORD DIAGONALBRACE . SPAN PITCH „ ' , LATERALBRACE SPACING DB (. S) DIFFERENCE SPACING(LB SPACING LB [# trusses) ' SP/DF SPF/HF U to 28 2.5 7' 17 12 I Over 28' - 42' 3.0 6' g g I Over 42' - 60' 3.0 I 5' 1 S 3 Over 60' See a registered professional engineer ur - uouglas t-Ir-Latch HIP - Hem -Fir Continuous Top Chord Lateral Brace Required r — T— _.' 10" or Greater �I A"achment Required SP - Southern Pine SPF - Spruce -Pine -Fir All lateral braces lapped at least 2 trusses. ,IIj Ul�II TOP CHORD TOP CHORD'' DIAGONAL BRACE , ,,, j I MINIMUM i LATERAL BRACE SPACING (DB SPAN:rlll':I l'l ' rITCH SPACING(LBg), n #lrussesl U oil SPIDF, ID to 32' 1 4/12 8' 20 I:: 15 Over 32' - 48' 4/12 1 6' 10 7 Over 48' - 60' 1 4-12 5' g 4 Over 60' See a registered professional engineer — - vuuyras rar-Laren bt -- Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir Continuous Top Chord All lateral braces Lateral Brace lapped at least 2 Required trusses. 10" or Gra Attachl Requirec �PITCE-�ca TRtlSS " In ARM 12 \ a�a6 fyi('ts, trIYA.J'I!F' O0 p tr•i1Q r � �;•fiq f����xi�r ,1,� y �F Top chords that are laterally braced can buckle h��rlkt�� I Ali "ti'ar�nt'?r�.,11�'' y5y Q�` togelhsrend cause collapse ifthereianodiago- I fr`p t l#ryl6t„ �F� i ��.rtlY ie�tj r�.rtyt'! Il 6jQ net bracing. Diagonal bracing <r' ,� e,'� to the underside of the top chord when urlins +��Y \ J p J fi4 r r 8) \d rs are attached to the topside of the top chord. ,' f 6 t' IG��rt,i lr dr, �u/ti�"�Jij�T SCISSORS TRUSS Frame 3 r - Zk4/ lb PA'I IIIIF�i '��li!I�I'ilil!il!Ipl�III ,IIII '11 I li li I k !! it Itl I I I ! 6 4l I11 I�'1 II!'.� Ills InIIlLI; III I j ! I��I nl rihlhNl'I!ilEill!'u llllrll '�I!i � l�,�!I ,,II II4�I I I Irl Ii:i hgr I'll 'I ! I II !II'I; ;II,IIIILIilhi , I Fu !r' I�IIu I I I rl,4l II I it TOP CHORD ,41 'DIAGONAL h l I II I 14� ll�l�l�ll'�III!!°1llhlll 4'r'IMINrMUI'!�IiIATERALBRACIE'I'3PAICINGh' I I III !hlhu4�l�tl�l , BRACE fl II I'"I'+II. IDEPTHI; J d� I N 11 �. II IJIII I 5 � Ili 5PAlIN '' i �l III ll lli 111 ll I li l'''i ll ll! Iil iilill SPACING(LB 1 \!II III IIII.I it I I: S/IIII, ti 1' #Itrusses ,,,, ' 55P/DF„III' S'PFlH ,IIj lull upl,ui!I ��, �, IIIIP .AI ln�t• it I 4,III',,ldl=!I!,I ,II!I,,. !r:l, ,!fli Up 10 32' 30" 8'1 16 1 10 Over 32' - 48' 42" 6' 1 6 1 4 Over 48' - 60' 48" 1 4 1 2 Over 60' See a registered professional engineer 4x2 PIARi4L' Lt=L`C�10RD TR Top chord that are laterally bracod can buckle together and causa collapse if therein no diago- naibracing. Diagonal bracing should be nailed to the underside of the top chord when purline are attached to the topside of the top chord. V. 15 . Top chords that are laterally braced can buckle l i j lI together and cause collapse if there is nodiago. ', Q" Or r.-realer: nal bracing. Diagonal bracing should be nailed'v' I _ to the underside of the lop chord when purline ors attached to the topside of the top chord. 7777777 Attachment Required , I , Av, idiyl N L UF,' Vqpses!� .4 'Al iSP/UF,! lf!SPF/HF.,'-, _j Up to 24' 3/1 2P 12 Over 24'- 421 3/12 —8 77— 10 6 Over 42'- 54' 3/12 6' 6 4 Over54' _ See idregistered professional englineer Lir - wouglas mr-Laron 5P - Southern pine HF - Hem -Fir SPF - Spruce -Pine -Fir Diagonal brace also required on end verticals. Top chords that are laterally braced can buckle togethera nd caun a col lapse It there Is no dingo. nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purling are attached to the topside of the top chord. MON07RUSS PLUMS Truss Depth D(In) Lesser of D/50 or 2" 12 Ig3re0arter /I--,' All lateral braces lapped at least 2 trusses. Continuous Top Chord Lateral Brace Required 10' or Greater Attachment Required MSTAELATIOWTOLERANCES; Vj t;v BOW 12 1/4" 4' 1 1 2. 36" 3/4" 3' 48" V 4' 60" 1-1/4" 5' 7Z' 84.. 96" 2, 108, 2" i T ±1/41' L(In) SO" 1/4" 4.2' 100" 1 �2—� 1 SO"- 3/4" 1 12.5' Length — L(In) .......... Lesser of L/200 or 211 L(In) Lesser of U200 or 21, 200" 1 - 116.7' 2 SO" — 1 .1 /4- F 0—W 300" 1-1/2' 125.0' OUT -OF -PLANE INSTALLATION TOLERANCES. Irtrtr: i. rt, iJ �', .i1JICI`:IJ uCDIVIV 1l1ICVt(IVIHIIUN Ihts .las/fn is Zonal b,dh)d,W LWldb,g —pn It mld l,as bca., Grsnl nn b,lbrtnauou plwldel by the c11-1- ll,e dcsfgrrar Ai— W.-any ,rspDl.11,11lly fi,r damages as a 1-11, of faulty ur 1n 'lca Inlnnuauou. spcdlicaUmss w It/—designs fur bi—I L, We inns d-Ii, by ILc client and the corrnatucss nr acnma y of till, Inlunuatl¢m as It may mLde to a lipe- eWc Project and —pts o i—pli slbUlty or ca.crdsn no cuutrol with rrganl to fabdca- lln,l. ban,lla,g, 'tutor nt and butaUatl4n of U—Scs. "If,- 1t hat Ixcn dcslg,cd ..s an lndlrldual b0duig-niponcnt b, acco,darrcc iBI, AUSIlt PI 1-1995 and NDS-97 to be b,cmyuraku` as part of the bultdlbg dnly, by a Budding Uclguv Ilcgrslcrcd arcldiccl ur profcsslo..al u,gnmul. when ,cvicwc,l for app—I by ll,e brdldnlg rtolg„u, it,. dnlYj, Iwdhrgs show:, ' l—I be ctmekcd In be sure tba( the data shown e U, agrecurcut with file local butllWrg a,dn, t—li clur)atic fccnnls for wUld ur snow loads, P+ Jett speeUlratlous or spcdal appped lands. tlnlr_ss shown, truss has nut been deslg„cd for storage ur ncruyaney loads- 'the dlslgn assurues cntnpfaslon dorms Imp ur bottom) are n,nunu- uusly Good by shuthrog utd okt,c,wl,c spenlled wYc a butt,.rn -:fiords In lu.slnn are nut fully b—I Llnally 17 a P.npedy appil.d tIg1A edib,g. Ihcy sb..Id ba b,accd at a maxlw,u+, alraring of 1 V-O' o.. Cuunn-lur P1a1n shag be man.L.nu i Irmo 2t) gauge hot "'PPn1 gaiva,dzcd steel m 11119 ASTht A ff,,3, Gr de 40, -I_ s .,ul—i- shown_ FABRICATION NOTES Rlor 1. fabrlratlpr., the Wul—wr.1a11 review this drawh,g In v 4 that tldh drawb,g b b, o.Jormance "Ill the faL,icatm's plans and to caBre a m tlnWog responslbWty for surf, vent_ hcatiou. Any dlscrelane,cs aze to be ynt 1,1 wrllblg befo,e cbltbg ur labuoUnn. Pktrs Shall „uc be Irr,tallcd wc, knolholo, Knots of distorted grain, 1.1 nbu shau be cut for Ugid 111111,9 wv14 to wood brmu,g. Corr rector plates stall Lc h,rale,l on 1-th facer or the buss wnh nags fuHy imbedded and sb.11 be sym, ilxrut the luhd i nl6s ¢Ihutvlse shown. A Sz4 phtc is 5" w1Ac x 4' long. A OzB plat h 6' wbk x B' long. SN,ts Uwlrsl luu Par Ild go the Plane lo,gu, spmllcd. Uoutdc cub uu web rrnbcrs shall meet at the canlrobl of the webs _I_ utl,c+wN,e sl,om,. Cormector I'Lrte slrn are mb,Wwm shcs lvscd on U,e lnrccs shown and 1—y mad to b. b.cicascrl for Sertatn haud- lbrg anti/or e+ectWn Stresses. hits lrrzss Is not to be fah„r-ated wnb n,e r=lardard finned lumtxr tudess oU,crwlse shown For additwlial lnlpmanon ,,, 0J bty Gmhul mtcr to ANSirn'i I-1995 PRECAUTIONARY NOTES AD b—Ing and ucriluo rconw,uuialln,u arc W be 1.11-1 lu acm,dauce with-liaodllug hISLINr,g A Bmdog', tits-91. Tr.rues are to f,c lundL-d witb pwlticluar c c dmtng Gooding arui b-11hrg. d'D_y and hstalLuon 1. —.1d ,Lr La Tcmpora,y and P-1-1 —t bracu,g fur huldl„g trusses lu . shalght ,,it plumb }xss- tllou and I., ­IW'g Ltecal Iorczs studf be designed and ItsLdlcal try ,,Ur . Ca hd Ii—d- llnl• is rx-.cntLa acid ercr.Uun h,acb,g 1s allays Iogulmd. No+c¢al P'_uUonety.cUon Rrt tnc srs mpitres such ta¢lxrlaly bnrfUg during Ins1a1L',thm Imtwcw tnm.s to avold tupplfug and dumfnot¢g. The suprlvl,lml of crecthm of tire— s sh.0 be mid" the c Uul of pusorn rspuicnccd Ir, [he hutaltaunn of trrizsn. F'rofrs�b.nal ailvfcc shall be suugl,t it ncednl. Con cnnauon of cu,st—fluu Iwds grcalc, Than the drslgn Ic ds shall I I tw apl,llcd to inns s at any Ulna P:o loads other Lim, the w6ght of the cachas shall he appllnf 10 t -Issrs until after all Lutmhrg and bracing I cvmpldnl. MOND VALLEY Ij VALLEY TRUSSEESS j I I COMIAON VALLEY V SUPPORTING TRUSSES SUPPORTING TRUSS VALLEY TRUSSES (TYP.) COMMON OR GIRDER - COMMON TRUSSES (TYP.) • VALLEY STRAPPING TO TRUSS BELOW USING MSTA12 @ 4' O.C. VALLEY TRUSSES CAN BE CANTILEVERED UP TO TWO FEET WO: VALLEY SET DIAGONAL WEBS t 4z6 REQUIRED WITH SPANS 0R 2z4 GREATER THEN 26.0-0 3x6 0 0 4 2x4 1� 3z6 2z4 2x4 IF LESS THEN 3-0-0 THEN MOVE DIAGONAL WEB TO NEXT PANEL. TI: VT QTY: i It) WHEN DIGAONAL WEB PRESENT USE 4X6 PLATE 1t) WHEN 140 DIAGONAL WEB PRESENT USE 2X4 PLATE i 2x4 g 224 OR 5x6 OR 46 316 VALLEY MEMBERS AT 3x6 4x6 14x6 24 • O.C. (TYP) OR 2x4 2x4 316 VARIES 2x4 12 1 UP lot 2x4 2x4 2x4 4x10 2x4 3x6 2114 2x4 3x6 3x6 on 3x6 on 1 4x6 tin )4x6 2x4 MAX. 6-0-0 O.C. (TYP) F 2x4 MAX. 6-0-0 O.C. (TYP) MAX. TRUSS SPACING BELOW = xe• O.C. -4 �r 1- SPANS UP TO 60-0-0 TOP CHORDS: 2X4 SP #2 IT IS NOT REQUIRED TO SHEATH TRUSSES BOT CHORDS: 2X4 SP #2 BELOW VALLEY SET. VALLEY MEMBERS WEBS: .2X4 SP #3 PROVIDE ALL NECESSARY TOP CHORD BRACING VALLEY MEMBERS TO BE SET TIC MUST BE CONTINUOUSLY BRACED BY ROOF PERPENDICULAR TO TRUSSES BELOW. SHEATHING UNLESS NOTED OTHERWISE. WHEN VALLEY MEMBERS ARE NAILED DIRECTLY TO TRUSS TOP CHORDS USE (2) 16D NAILS PER INTERSECTION, OR TWO FEET ON CENTER. WHEN BELOW TRUSSES ARE SHEATHED FIRST USE (2) 1 Od NAILS OR (11 16d NAIL PER INTERSECTION , OR TWO FEET ON CENTER, 2x4 BRACING NAILED FLAT TO EDGE OF WEB WITH 12d NAILS AT 8' O,C. OR A SCAB OF THE SAME DIMENSION AND GRADE AS WEB; NAILED TO FACE (S) OF WEB WITH iOd NAILS STAGGERED 8' O.C, SCAB OR TRANSVERSE BRACING TO EXTEND FOR 90% OF WEB LENGTII. ONE BRACE REQUIRED ON WEBS GREATER THAN 8' LONG t. TWO 2X6 BRACES REQUIRED ON ANY WEB EXCEEDING 14'.tt EXC1 1yr AS SHOWN FLATI+:S.AIU% i7,20 GA '7LSI'EI) PI;IL ANSUTPI ].-199.5 Coxlt. Support Maronda Systems 4005 MARONDA WAY SANI'ORD, FL. 32771 (407) 321-0064 I-ax (407) 321-3913 TOMAS PONCE P.E. 1. IC U'NSP. K0050068 1.90 r;mEFNnIxUOK. CT.0ME)lj Ft-32766 f)cri,gn: Afmfir A—tylfl "JAK14111ib: READ ALL NOTES ON THIS SHEEP. A COPY OF Tills DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing Shown ou tills drawing Is out cl-LIC'n bncblg. wind hndng. pvltal f)nctng ur shnllaz bracl¢g wldch Ls a }art Df Ure bu!ldn:g design and w},Ic31 must be rnuslducd by Lhe huUrUng desigtmr, oladng ah,wn 1•: for lateral mlppurt of truss to med — only to reduce Lucklb,g knglh. f1m brims ,trust be made anchor latctal Gra dog al ends end spe lfieri laatlols determined by Ibe bullding destln+v, I )usAddItsDF'lato'Itufhtu[e,iTl't. L^ 111—Ud at 5f D [l rc17u t)nc� IhtadlsuD (S'lscDrssin 537191, !OH P.41/!: C:I7EL:-1C7AL:i;:JSI::VLF.'.OA'lltlf7$ Studs © 6-0-0 o.c. Ellg. Job: Dsvg: DSgur: TIDY Clik. 1 C I,ive 16.0 psf '1'C Dead 7.0 psf Bc Live 0.0 P5C 15C Dead 2.0 psf TOTrVro 25-9 usr Truss ID: VT Date: 4-11-01 DLITFac - Lbr, 1.25 DurFac - Pli: 1.25 O.C. S(Jacing: 24.0" Design Criteria: TPI Code Desc: V:06.22-00-8302- 37 IP BLOCKING MARONDA WO: I-IIPDETAIL HIP QTY:1 DGSICN INFOPMATION 1711s design is for an hidividual buddmg u,n,l,omcn[ and bos been based on lnJbrmatlon pmvldal by ll,c cllent. 'fie dcsignu dlsdauns ny rer.p.n>lb.Ry b,r darmagcs ,..> rdt rr faulty or Inconerl bJnnnallon. spccll+callons and/or designs lurnwrW 1. the truss designer by the client and lire cofreclness or arcoracy .r ti„> hd.n.,+a,ren a> tr may rrl.,e ,. a npe- cglc project and accepts no re.ponzibilltr or tcrtL es no conlrul,.tll, (egad to lab I IMn handlb,g. shllanent and installallon of inane-,. 'this truss I,as bccn dcsig„ d as an bldlvldual building compontat la accordance with ANSI/'ITI 1-19n5 and NDS, i); to be incorporated as pan of the bulldh,g des ipn Iy a 8.0db,g Dr_Igucr Ueglstared nret.11-t nr pmlesslonal engineer). When rxWneeJ for .pp —I by the building J_lgne,, the design L•odtngs shoo'. u.ul be cheaknl In be sure tb:,t the data sho,vn are h, agreement will, Ow local buJdb,g rude-,. 1-1 elknaUe records I.r wb,d ., sno., loads. pn4ect specill—ti.— or speelal applied loads. Unless shown• tnr_cs has not been designed for storage or occupancy loads. The deslgn assumes o,npreslnn chor,1s t101..r lx,tlnnlin, ,l are cunl- ously brand by sheaUnb,g unl•as oUoo,_Ze sperllled. Where bottom ch.nl. In lend.'.>re not fully braced 1 tcrally b-v a properly applied rigid eetlln , they should be braced at a masbnurn spaeh,g of 10'-0' o- Cnunector pinks shall Ix manufactured I—n 20 gauge hot dipped Pt.—Ued steel rneetinQ ASTrt A 653. Grade 40. a 4— othervtse sho+.n. FABRICATION NOTES prior to fabn-Eton, the rabncatnr shall m lew this drawing to reify that thls d,a,ving 1s In nonlormanee ,. i t U,e plarrs and to .auee .nu..n.g r�pn„smwry f„r ,el. >er1- lica[lon. Any dlcrcpandes arc to be put In —Irene before erdlh+g or fabrfa,tlun. F4 tes shall not be brs411ed over ku.lb.I-. IU1o1,, or distorted groin. Rlemb— shall be cut for fight lilting w.rxl to re 1 bearing. Con- e,t., pl:.tes al,.0 be Inealed t.,w race..( the U,rss with (rails fully bnbcolded and shall be sym. about the).bnt unless .11, —.1se shown. A 5.4 plate Is -5' a,lde . 4- long. A 6s8 plate Is 6' aldc x R- long. Slots (holes) run pare lid to the pt"ft Inngth slweffred. Donl,le cuts on .+eb numbms shall rued at the r—hold of U¢ webs es-, otl,enrlsc sham,. Co11-o-t r plate sties a,e nunlnuun sixes basal on the lnrces sh.w. and rtrmy need Io be Inoeaeed (or """I" band- uugandi.r.,cello'.-,ire es. ll,ts truss Is ,.I to be tabrl+�tcd wIU, Il,e rtan, lani treated luwbe, unless .0h .ise shorn. for additional b,f—U.n ..I Quality cnntrnl rek, 1. ANsif rFl 1-19% PRECAUTIONARY NOTES All I—Ine, and c,ecuon --roendauons a,e to be f.11—d In . J. — -Ith-Hmndlb,g Lslatlb,g A Bracing% HID-91. Trusses are to be bandled .,if, pamcuta, — d-ing banding m1 brmdlb,g. deu.e,y and Insranau.m 1. ­iddamage. T..,pora,y and permanent bracas- ing for hoblu,g tn"" b, a -,(night and plumb p itk,n ar,d fur misting talent 1.— shall be deigned and Imbrued by olh.r>- careful hand- Ung is essential and erection bracing is a4,a)s requited. Normal pra2utlotialy action (or buss. —1.1 es such lonp.r y braeb,g dmWg b,s1a11aDoor between Uusses 1. "'Id IuppW,g and citnlnaag. The sopervtswn.f erect+.. or u,c-scs -,ball b. unefu the (.,'.trot .f lxrsurm eepe,iene A in the b+slall.U.n of busses. Frnfrsslonal adr-le..),all be sougbl J ...tried. Cuntenua[b„ of car+sfnncUnn loads Freater Ihau U,e dcslg„ loads shall not 1,, applied to I__ at :,my I.i,nn. N. l—Ii other th:,n be wclght of it. rcc(urc aboli I.::+ppbct tr+ nnNl .11" all lasienbyt an•1 bracing t5 cu,,,picicd. {--IIP GIRDER 2x BLOCKING ADDED TO TOP CI-1013D OF STEP HIP TRUSSES TO SHORTEN. DSB NOT TO EXCEED 24110.C. 0 BE NAILED TO TRUSSES w/ a 12 ON CEN_ STAGGERED PRE—ENG'D TRU TOP WALE_ OF BUILDING TYPICAL BLOCKING FOR SIIEA 77-1[NG 0N S71 ��p HIpS �M_ aronda Systems 4005 MARONDA WAY SANI:ORD, FE 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #005(X)68 1890 GREENBROOK L1,0VIEW,FL32468 MAKiVlfiV: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: (haring shuvm on th„ J-10119 Is „nt erection b,acb,g. +vtnd bractng, tort j baadng or.imitar baring which is a pact of the building design and alNeh must be considered by the building dexlgner. Brrch,g shown Is for Isle'." I support of lass rroen,b— only In reduce buckling IcngU,. pr.,Llnos nmsl. be made to anchor lalerol bracb,g at en,k and specllisd 1—ti ns datenr+b,ed by the buildb,g designer, Additional bracing of the overall fli—e-e may he mgnbed. (see IIIB-9t of rpij. Grits-, Ffite Institute. TFI, is I —led at 583 D'On,40. D,t.a hladlson, V.'Ixwr.in 53719). 1"11g. Job: W0_.-tiIPDETAiF_ Dwg: Truss ID. HIP . Dsgnr:7'LY C1d(: Date:10-20-00 TC Live 16.o psf DurFac - Lbr: 1.25 TC Dead 7.9 psf Duf ac - Pit: 1.25 13C Live 0.) psf O.C. Spacing: 24.011 13C Dead .10.0 psf Design Criteria: TPI --- Code Desc: 33_0 psf V-OA 79 nn_ rrtt_ ^o JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: A QTY:1 DESIGN INFORMATION This design Is for an individual building component and has been nti based on fnfonaon provbded by lira client. The designer dlsclairns any responsibility for damages as a result of faulty or incorrectinformation. spectflcatfuns oriel(., designs furnisher] to the truss designer by the client and the c—etne_v or accuracy If this Infomnalion as it may relate to a spe- eHic project and accepts no responsibility or exn-cues no control with regard to fabrica- tion, handling. shipment and Installation of ?cusses. This tress has been designer( - an individual building component in accordance with ANSI/Tpl 1-1995 and NUS-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 drslgn trading., shown must be checked to be sure that the data shown are In agreement with the local building codes, local chmuic records for wind or snow loads. project specificalions or special applied lads. Unless shown, uuss has ,rot been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- usly braced by sheathing unless otherwise specified. Where bottom chords in tenston are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maxUnwn spacing of 10' 0' n.c. Connector plates shall be manufactured front 20 gauge hot dipper( galvanized steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to lubrication, the fabricator shall review this drawing to verify that this drawing is to confonnatice with the fabricator's plans and to realize a continuing responsibWty for such veri. fication. Any discrepancies are to be put lit writing before cutting or fabrication. plates shall ;rot the installed over knotholes. knots or distorted grain. Members shall be, cut for tight fitting wcoci to wood bearing. Con- nector plates shall be, located on both faces of the truss with nails fully inibedded and shall be syrnabout the joint unless otherwise shown. A 5.4 plate is 5' wine x 4" long. A 6x8 plate is 6" wide x S' long. Slots (lroles) run parallel to the plate length specified. Double, cuts on web meoibers shall meet at the cent,otd of the webs unless otherwise shown. Connector plate sizes are ininbnrun sizes based or. the forces shown and may need to be bicreased for certain hand- ling and/or —clion stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional informal— on Quality Control refer to ANSI / ri'l 1-1995 PRECAUTIONARY NOTES All btactng and erection recommendations are to be followed in accordance with •'Handling Installbtg & Bracing. 111B-9I. Trusses are, to be handled with particular rare during banding and bundling, delivery and installation to avoid damage. Temporary and penrianenl bracing for holding trusses In a str ight and PlUolb ptrs- Itt n and for msisll g lateral hire— slctlj be, test nie 1 and instilled by others. Cam(C.mfui hand- ling is e senrai .,,it em,ti bracing Is .Mays required. Nomnai precautionary action for trusses requires such temporary bracing during Inslallatlon between trusses to avoid toppling and do A —I ng. 'the supervision of erecuon of misses 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 misses at any y tune %0 loads other titan the w•erght of the creclors shall be applied to 1—ses untd after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 2x6 SP #2 2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4 Wind Case- ASCE 7-98, C&C, V= 1251nph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 30.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Fact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.21" D=-0.22" T=-0.42" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.11" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.05" RMB = 1.00 T 4-3-2 04-3 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Design based on 1-ply laminated Bot chord. End verticals designed for axial loads only. End verticals that are extended above/below PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 920# Support 2 920# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -4144 0.63 10- 9 3655 0.61 2- 3 -5241 0.74 9- 8 3691 0.70 3- 4 -5241 0.74 8- 7 3690 0.70 4- 5 -4144 0.63 7- 6 3655 0.61 ========---===Joint Locations=============== 1) 0- 0- 0 5) 30- 0- 0 9) 7- 0- 0 2) 7- 0- 0 6) 30- 0- 0 10) 0- 0- 0 3) 15- 0- 0 7) 23- 0- 0 4) 23- 0- 0 8) 15- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 0- 0 -46 7- 0- C TC Vert L+D -100 7- 0- 0 -100 23- 0- C TC Vert L+D -46 23- 0- 0 -46 31- 0- C BC Vert L+D -20 0- 0- 0 -20 7- 0- C BC Vert L+D -43 7- 0- 0 -43 23- 0- C BC Vert L+D -20 23- 0- 0 -20 30- 0- C Concentrated LBS Location BC Vert L+D -429 7- 0- 0 BC Vert L+D -429 23- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 2087 0 -920 BOT PIN 29-10- 4 2086 0 -920 BOT H-ROLL 7-0-0 I 16-0-0 I 7-0-0 1 3 1 5 —6 00 5X10 3X4 5X10 0 1AtI 7- 3-10-3 0-4-3 n n 30-0-0 _ 10 9 g 7 66 2087# 3.50" 2087# 3.50" 1-0-0-0 � — 30-0-0 (RO-1111) I 430# 430; �� �(ROIi-11) EXCEPT AS SHOWN PLATES ARE T1 G TESTED PER ANSI/TPi 1-1995 scale = 0.2094 WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: SUNIV (Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D`vg: Truss ID:'A CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 6-18-02 TC Live 16.0 psf DurFae - Lbr: 1.25 4005 MARON DA WAY Bracing shown on thus drawhtg i net erection b r t g. wind b r cfng, per l bracing - inil- bracing TC Dead 7.0 psf DurFae - Pit: 1.25 SAN FORD, FL. 32771 Fax wlrlch fs a f n. nl the b illdrng design to i h ch rn the considered t y the bu8dung des finer. Bracing shown i for lateral r of tr bees I t b kiting 1—gilt,11—I BC Live 0.0 O.C.Spacing: 24.Orr P g• (407) 321-0064 (407) 321-3913 TOM_ AS PONCE P.E. pport err r red ce ..nr .st be made le anchor lateral I r ring al i d and specific i 1 i ors detemdned by the building designer. Additlonal bracing of tl overall Structure ina, be required,[See 1118-91 of TPI BC Dead 10.0 psf of 1- Design Criteria: TPI LICENSE #0050068 ITruss ['Late insulate is TPI• 1- a led at 593 1)in O n fDri e. Madison, Wisconsin 53719). Code Dese: FLA 1890clteenBnttctlt(1.0VIEtm.Ft_3276e TOTAL 33.0 psf V:06.02.02- 13798- 3 Design: Mmrir Annhsis JOB PATIL 11CS. 05.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: B QTY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the ==============Joint Locations=============== Ths design is for an Individual budding BOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1) 0- 0- 0 5) 21- 0- 0 9) 21- 0- 0 component and has been based on trdomwtion WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 4- 9- 4 6) 25- 2-12 10) 15- 0- 0 provide,] by the client. The designer disclaims any responsib,lily for damages as a result of 2x4 SP #2 3, 5 continuous) braced unless noted otherwise. Y 3 ) 9- 0- 0 7) 30- 0- 0 11) 9- 0- 0 faulty or ill--ct infolmalion. sp-ifivaLlons Wind Case- ASCE 7-98, C&C, V= 125mph, 4) 15- 0- 0 8) 30- 0- 0 12) 0- 0- 0 and/or n d-lt. furnished I. ill, miss designer _ g ner PROVIDE UPLIFT CONNECTION PER SCHEDULE: = = H21.0 ft, I1. 00, Exp.Cat. B, Kzt= 1.0 ----MAX. REACTIONS PER SEARING LOCATION----- bynae ,dent and the nor ectness or aecuracy Support 1 734# Bld Type= Encl L= 40.0 ft W= 30.0 ft Truss X-Loc Vert Horiz Uplift Y-Loc Type ofIhis information as it may relate to a spe. Support 2 765# in IN'T zone, TCDL= 4.2 psf, BCDL= 6.0 psf 0- 1-12 1036 60 -734 BOT PIN dike prpicct and accepts no responsibility or exercises no control with regard to labrica- MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req 29-10- 4 1035 0 -765 BOT H-ROLL tion. handling. shipment and Installation of L/999 trusses. This truss has been d-igned as an L=-0.08" D=-0.08" T=-0.16" ..TC... FORCE ... CSI ..BC...FORCE ... CSI individual bu0dmgeanpon<nI in acrnrdance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -1794 0.35 12-11 1568 0.47 ANSI/TI>I 1-1995 and NDS-97 to be. mcorWrated T= 0.0711 2- 3 -1582 0.32 11-10 1371 0.43 as pan of the budding destgn by, 3wldtng MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -1637 0.39 10- 9 1371 0.43 Designer (regl mmd-eldtaet or professional engineer). When reviewed for approval by the T= 0. 03" 4- 5 -1637 0.39 9- 8 1568 0.47 building designer. the design ksadu,gs shown RMB = 1.15 5- 6 -1582 0.32 roust be checked to be sure that the data shown 6- 7 -1794 0.37 are in agrecillet. with the local budding codes. local ,lunatic records for wind or snow loads, pr Jecl specifiratlons or spei,lal applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) are conlinu- ously braced by sheathing unless otherwise spcellu.d. Where bottom Chords in tensil11 are notfully 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 manulactumd from 20 gauge hot dipped galvanized steel meeting AsfM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this dmwfng to verifv that this drawing is In conformance with the fabricators plans and to realize a continuing respwnsibWty for such verl- ficatlon. Any discrepancies are to be put In wntmg before cutting or fabrication. Plates had not be Installed over knotholes, knots or distorted grain. Members shall be cut for tight filling wood to wood bearing. Con- nector plates shall be located on both faces of the truss with ..it, fully tmbeddel and shall be sy,n. al -it the joint unless otherwise shown. A 5x4 plate Is 5" wide x 4' long. A 0x8 Plate is 8" wide x 8" long. Slots !holes) run parallel to the plate length specified. Double cuts on web members shall meet at the crnlrold of the webs unless othenvi a shown. Connector Plate. sizes are minimum sizes based on file forces shown and may need to be Increased for certain hand- ling and/or erection stresses. Tills truss is not to tare fabricated will, fire retardant treated Iwnber unless otherwise shown. For additional mfonnation on Quality Control refer to ANSI /TPI I - I V95 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing'. HIS-91. Trusses are to be handled with particular cam during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding tresses In a straight and plumb pos- ition and for rc,lsti.g Literal forces shall lire 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 don,inuu,g. The supervision of erection of trusses shall be under the control sl of parson experienced in the installation of trusses. Professional advice shall be sought If needed. Conceld.tion of constmetion loads pmalrr t1 an thc i-st n loads shall riot be applied to uusse ,t any rim No I is other than the weight f the erect .shall be applied to lrusse unill after all fastening and bracing is completed. L 9-0� 124 9-0-0 I �1 4 6 - �I 0 T 5-3-2 0-4-3 4X8 2X4 4X8 0 T 4-10-3 0-4-3 n n 12 30-T -0 �111 10 1036# 3.50" 9 g 1036H 3.50" 1-0-0 (RO-11-11) 30-0-0 - 100 t,� � 1 (I RO-I1-11) EXCEPT AS SHOWN PLATES ARE T1,20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2094 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: W NI Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID:'B CONTRACTOR. BRACING WARNING: Dsgnr: TLY I Chk: Date: 6-18-02 TC Live 16.0 Psf DurFae - Lbr. 1.25 4005 MARON DA WAY Bn: ing shown on this droving ,s not e e t r b-Ing, wh,d bra ; g poi I bracingo, similar t ;rig TIC Dead 7.0 psf DurFac - Pit: 1.25 SANFORD, 1I.. 32771 (407) 321-0064 Fax (407) 321-3913 MA ] is a part of the budding design and wh h r rst be nsidemd 4,the t uilding I slg Sealing shown Ls for cderal support of tru s members only, to reduce buckling length. Pro ens most be, BC Live 0.0 Psi O.C. Spacing: 24.0" TOMAS PONCE P.E. made to anchor late.] bracing al ends and specified locations detemdned by the budding designer. Addonal bcing itibracing th BC Dead 10. 0 o Design Criteria: TPI LICENSE #0050068 of e overall structure n,ay t e required (See ItIB-91 f Till). (Tniss Plate hnstitutr TPI. is 1-ted at 583 D Onofno Driv., Madison, Wisconsin 53719) P•f Code Desc: FLA 1890 CREEN BROOK CI'.OVIEDO f'L:12766 TOTAL 33.0 psf V:06.02.02- 13799- 3 Design: Afturu Analysis JOB r1T/1: CJTLE-L0KU0BSU2,5MP1f!SUN1V HCS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: C QTY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the ==============Joint Locations=============== Thy design tsfor an individual building BOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1) 0- 0- 0 6) 23- 7- 4 11) 11- 0- 0 component.,:d has been based on information WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 6- 4-12 7) 30- 0- 0 12) 6- 4-12 provided by the client. The designer dlsdauns any responsibility fur damages as a result of 2x4 SP #2 4, 5 continuous) braced unless noted otherwise. Y 3) 11- 0- 0 8) 30- 0- 0 13) 0- 0- 0 fauiq or U—ir-t inlonnanon. speclficauwu Wind Case- ASCE 7-98, C&C, V= 125rrph, 4) 15- 0- 0 9) 23- 7- 4 and/or designs fumLshed to the truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 5) 19- 0- 0 10) 19- 0- 0 by the clirntandthe correctness oraccuracy Support 1 727# Bld Type= Enel L= 40.0 ft W= 30.0 ft Truss ----MAX. REACTIONS PER BEARING LOCATION----- of this infommation as it may relate to a spe- Support 2 769# in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf X-Loc Vert Horiz Uplift Y-Loc Type edit, pr jrct and accept, no responsibility or fabrica- MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req 0- 1-12 1035 81 -727 BOT PIN _co'lses no control wfth regard to uon, handling• shipment and Installation of L/999 29-10- 4 1035 0 -769 BOT H-ROLL t--.,. Tfiistnssshasbrendcsfgrcdasa❑ L=-0.07" D=-0.07" T=-0.14" --TC... FORCE ... CSI ..BC...FORCE ... CSI Individual building component Ira accordance will, MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -1777 0.42 13-12 1536 0.40 ANSI/lill1-1995and NDS-97tobcIncorporated T= 0.07" 2- 3 -1435 0.40 12-11 1534 0.43 as pan of the building design by. Building MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -1240 0.25 11-10 1307 0.39 Designer )registered architect or professional engineerl. When reviewed for approval by the T= 0.03" 4- 5 -1240 0.25 10- 9 1534 0.43 building designer, the design landings shown RTgg = 1.15 5- 6 -1435 0.40 9- 8 1536 0.40 n-I be checked to be sure that the data shown 6- 7 -1777 0.43 are in agreement With the local budding lodes, Incas ciumatic records Ior wind cur snow loads• project specifications or special applied toads. 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 specdted. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a n—i nun spacing of 10'-0" o.0 Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting AS F?vt A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Pnor to fabrication. the fabricator shall review this drawing to verify that this drawing m in conformance with the fabricator's plans and to realize a continuing responsibility for such ven- firation. Any discrepancies are to be put in -Ming before cutting or fabrication. Plates shall not be installed over ki,olhules, knots or distorted gram. Members shall be cut for tight fitung wood to wood txartng. Con- nector plates shall be locatrd on both faces of the truss with nails fully imbedded and shall be syrrm. about the joint unless otherwise shown. A 5s4 plate Is 5- wide x 4" long. A Fixti plate Is 6" wide x 8" long. Slots (holes) nib parallel to the plate length specified. Double cuts on web munbers shall meet at tlme crnt-id of the webs unless otherwise shown. Connector plait sues arc minimum sizes baser) on the forces shown and may need to be, lid —aced for cenau, hand- ling and/or erection stresses. This truss is not to be fabricated with The retardant treated lumber unless otherwise shown. For additional trdonnatton on Q—Uy Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and errcton recommendations are to br followed In accordance with "Handling Installing & BractrmK', Hi3.91. Trusses are to be handlcd with particular care during banding and bundling, delivery and installation to avoid daznage. Temporary and permanent bracing for holding trusses in a straight and plumb p, Itionand for resisting Lateral forces st all be desiguccl and installed 1 by 11 e . C. eful hand- u rig is ess ti l and en,rtioic bracing . always required. Nonn.tl precautionary action for trusses requires such temporary bracing during htsLOatlon between tru— to avoid toppling and domnwkng. The supervision of erection of trusses shall 1x under the control of persons -peden-d m the installation of trusses. Professional advice shall be sought if needed. Concentration of c n tructlun to ds greater than the design I - & hall not tc applied to truss .. at any tin . NO lards oil c than the weigl t of the erect . r shall be applied to truss .s until after all fastening :and braring is completrd. 11-0-0 8-T-0 - 11-0-0 --� 1 2 4 6 jl 6.00 -6 0000 4X6 3X4 4X6 6-3-2 0-4-3 5-10-3 0-4-3 n n 30-0-0 13 12 11 10 9 8 1036# 3.50" 1036# 3.50" 1-0-0 (RO-11-11) 30-0-0 _ �1�0-0 I (RO-11-1 t) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2094 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: UNIV Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID:'C CONTRACTOR. BRACING WARNING: Dsgnr: TLY Clik: Date: 6-18-02 TC Lire 16.0 psf DurFac - Lbr: 1.25 4005 MARONDA WAY BracingI ,cart on this ,rawtug, not e rlinr b In+ ng, prrtai bracing st n0ar bra ing � 6 tit ,n A D TC Dead 7.0 psf DurFac - Pit: 1.25 SANFORD, FL. 32771 iao7) 321-cx,6a Fax can7) 321-3913 which Is fan of the building de Ign and coil h must be consideocd by the building iesigu er. B acing shown, is for latec,l su ri (v s. nuernbers only In red d e .nnklin Len tin. Pro t: for:, rust br. c t ° g g BC Live 0.0 PSI` P, n O.C. Spacing:24.0 TOMAS PONCE P.E. bracing In de to cl r lateral br ing at e, is and s(ecme f locations Bete muted I y the building designer. Addluon )bracing of iteo rall sou ttaa may be required. Is HIB ,1 ,f 9Ph $C Dead 10.0 f Design Critea: TPI g LICENSE #W50068 rlr- plane In'tifictc. 1PI Is located at 583 D 0, nfrin Dri . y,adsnn. Wisconsin 53719) -- Code Dese: FLA 1690 OREENBROOR C-r. MEDO.FL32766 TOTAL 33.0 Psf _V.06.02.02- 13800- 3 ues,gn. menus .rnmpsts JUd rnrn.' C:I/th.-I,UICUVHJI/L>AfYNIJUNIp TICS: 06,02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: D QTY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the ==============Joint Locations=============== This design is for an individual building BOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1) 0- 0- 0 5) 23- 0- 0 9) 17- 0- 0 component and has been based on irduanatton WEBS: 2x4 SP #2 All COMPRESSION Chords are assumed to be 2) 7- 0- 0 6) 30- 0- 0 10) 13- 0- 0 pro.-ided b, the ehcol. The designer disclaims any ,-ponsibWty for damages 2x4 SP #3 1, 7 continuous) braced unless noted otherwise. y 3) 13- 0- 0 7 ) 30- 0- 0 11) 7- 0- 0 as a result of faulty or mcurxct b,fomiatron. sp-Mealtons Wind Case- ASCE 7-98, C&C, V= 125mph, 4) 17- 0- 0 8) 23- 0- 0 12) 0- 0- 0 and/or designs furnished tothe truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 ----MAX. REACTIONS PER BEARING LOCATION ----- by the diem and the corectnrss or accuracy Support 1 716# Bld Type= Encl L= 40.0 ft W= 30.0 ft Truss X-Loc Vert Horiz Uplift Y-Loc Type of this infor-LIOrl as it may relate to a sue- Support 2 752# in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf 0- 1-12 1036 69 -716 BOT PIN eifir. project and accepts no respouslbWty or exercises uo -a-I with regard to fabrics -: MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req 29-10- 4 1036 0 -752 BOT H-ROLL (ton. handling. shl; A and installation of trusses. This truss has I-. d-igned as an L=-0.06" D=-0.07" T=-0.13" ..TC... FORCE ... CSI ..BC ... FORCE ... CSI Individual building co punent In accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -1768 0.50 12-11 1525 0.41 ANSI/TPl1-199sandNDS-07tobeiri.-prated T= 0.07" 2- 3 -1304 0.47 11-10 1522 0.41 as part of the building drstgn by a f1-ldt"A MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -1107 0.29 10- 9 1105 0.28 Designer (registered architect or professional engireer). When rerieweA [or approval by the 1.= 0. 03 n 4- 5 -1308 0.48 9- 8 1522 0.41 building designer, the desrgr, loadings shown RMB 1.15 5- 6 -1768 0.51 8- 7 1525 0.41 must be checked to be sure that the data shown = are in, agreement with the local building codes. i-I climatic records for wind or snow loads, project sfxcificallw,s or special applied bands. Unless shown, tmss has not been designed for storage w occupancy lads. The design .-swn- compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise speciheA. Where t„ottom chords In tension are not hilly braced )at, mlly [w a properly applied rigid -thug, they should be braced at a rr-in,rnn spacing of 10'-0" 1,- Connector plates shall be manufactured fron, 20 gauge I,ol Grade 40. -,less steel Grade galvanized steer ise shu AS"TM11 A 653. shown. -13-0-0 4-0-0 13-0-0 �1 2 1 1 5 6 FABRICATION NOTES Prior to fabrication, the fabricator shall reylew this drawing to verify that this drawing is in conformance wtth the fabricalur's plans and to realize a continuing responsibility for such yen. fieatton. Any discrepancies are to be put In writing before cutting or fabncaton. Pl l- shall not be, Installed rarer Wwthnles, knots or distorted t-+rain. btembers shah be cut for tight fitting worn) to waod bearing. Con- nector plates shall be located on both facts of the tniss with nai,, fully imbedded and slrail the syhn. about Inc Joint unless otherwise shown. A 5x4 plate is 5" wide x 4' long. A 6x6 plate Is 6' wide x ff' long. Sims (holes) run parallel to the plate Ier:gth sp-ihrd Double cuts on web mernbers shall uiret at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and rainy need to the Increased for c twri hand- ling and/or erection stresses. 7'hls mass is not to be fabricated with hoe retardant treated lunrber unless otherwise shown. For additional information on (duality Control refer to ANSI/Tf'i 1-1995 PRECAUTIONARY NOTES All bracing and erection recon,nendations are to be followed in accordance with "Handling Installing A Dracing". FIIB-91. Trusses are to be, handled with particular care during landing and bundling, delivery and Installation to avoid damage. Ternponry and permanent bracing for holding trusses In a straight and plumb pos- III- and for resist g, lateral fort..s shall be de-mg,­1 and Installed 1, thers Careful hand- ling I, essenu.1 and ere a>n b a 1 { is aivrays required. Y Donal p ecauliunap action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominutr,g. The supervision of erection of trusses shall he under the control of persons experienced In the installation of cusses. Professional advice shall be sought if needed. Concentration of construction lands greater than if,, t .sign Iry 1. st 11 not 1 f pixel to trusses at y tin, .. No I. is ah,r than n the weight of the erect . r hall be apple f t tn¢ses until after all fastening and b-tug Is completed u 7-3-2 0-4-3 4X6 4X8 -� 00 T 6-10-3 0-44I-3 � n 30-0-0 �12 11 10 9 8 ,� -7 1036,H 3.50" 1036# 3.50" 1-0-0 e (RO-11-11) 3(1-0-0 ---- �1-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 0.2094 scale = WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: W IV Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: I Truss ID:'D CONTRACTOR. BRACING WARNING: Dsgnr: TLY Clik: Date: 6-18-02 4005 MARON DA WAY TC Live 16.0 psl' Durfae - Lbr: 1.25 SANFORD, FL. 32771 flneing shown on this drawing is not er clion blaring. wind bnring. ix 1al Maeing r similar I -,ring TC Dead 7.0 psf DurFae - PIt: 1.25 ( ) ( ) I 407 321-0004 Pax 407 321-3)13 whirl, is a part of the, Wilding dr Igo .,I,] -hi h uu t be onsidered by the bulidu,g designer tinting shown is for lateral s hn of to n q, bvs only to red ce bur length. Pro i I .. Host he Pi g BC Live 0.0 psf n O.C. Spacing: 24.0 TOMAS PONCE P.E. Arlie In ar each 1 tent a 1 :shoos d, eel by the building drsignee at r is -,)If av I 4ddluonal bratag of lac to QC Dead 10.0 sf Design Criteria: TPI g LICFNSE #0050068 overall e,lyd overall structure r ar eq i e t lScc HIS-91 f I F II HIB- flruss Plate institul TPI. Is local f at 5H;f D Onufriu D e. Madison. 14ixonsln 53;fill. (�- Code Desc: FLA 1690 OREENBRUUK t:r.0VIE1X).FI_32766 TOTA1, 33.0 psr V:06.02.02- 13801- d ueo gre rvrmn.r rorurysrr Alb VAIII: C:II L!•.-I.UK'JUHAIZSMFIIISffN/V IICS. C.K0202 DESIGN INFORMATION This design is for at, individual building wml-r enl and has been based on u,fornnation pic, Ided by the client. The designer disciaims any responsibility for damages as a result of faulty or 111COI ct bdii-citon, sp-lfrcauons and/or designs furnished to the truss designer by the client and the correctness orcura accy of this Information as It may relate to a spe- cific project and accepts no responsibility or cxerds- no control with regard to fabrica- iton. handing, shipment and Ustallation of trusses. This truss has been designed as an individual budding component in accordance with ANSI/TPI 1.1995 and NDS-97 to be incorpomled as part of tlu building design by a Budding Designer (registered architect of professional eng';neq. eWhen reviewed to, approval by the building designer, the design loadings shown roust be checkers to be sure that the data shown are to agreement with the local building codes. local climatic records for wind or snow loads, project specificat(ms or special applied toads. Unless shown, truss has not teen designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are contlnu- usty 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 n a<trnwn spacing of ID'-O' o.c. Connector plates small 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 shaft review this drawing to verify that this drawing Is in c-f-ance with the fabricator's plans and to realize a cordhruing responsibility for such verl- fncatlon. Any ch-repaneres are to be put h, writing before cutting or fabrication. Plates shall not be brM.11ed over knotholes. knots or distorted pain. 3lembers shall be cut for light fitting wood to wocA bearing. Con- nedor plates shall be located on both fares of [lac truss with nails fully imbedded and shall be syrn. about the joint unless otherwtse 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 speelfird. Double cuts on web members shall meet at the centrold of tine webs ur:less otherwise shown. Connector plate sizes are minhnunt sizes based on the forces showy, and rnav 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 addttlunal Irtfomnation on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recon,nendations are to be followed in accordance with "H:mdling insta Ming & [tracing'. HIB-9L Trusses are to be handled with panic,,]., care during banding and bundling. delivery and vulatlatiun to avoid damage. Temporary and pennanent bracing for holding Intsses In a sI might and plumb pos- Ithon and for resisting Literal forces shall be designed and installed by others. Careful hand. hug is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during fnstef ition between trusses to avoid toppling and dominoing. The supervision of erection of hisses stu dl be under the control of persons experienced u, the installation of trusses. Prufessional advice shall be sought if needed. Concentration of cousLmetion loads greater than tie de ig„ Inads shall not t, appbed 10 tnissrs at any time. No loads other than the weigid of the erecters shah toe applied to trusses until after all fastening and bearing rs cornpleled JB: SUNBURY I AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 3,4,5 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 680# Support 2 718# MAX LIVE LOAD DEFLECTION: L/999 L=-0.07" D=-0.07" T=-0.13" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.06" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" RMB = 1.15 8-3-2 0-4-3 WO: SUNIV WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 30.0 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 -1746 0.34 2- 3 -1570 0.31 3- 4 -1144 0.30 4- 5 -1144 0.31 5- 6 -1570 0.32 6- 7 -1746 0.37 ..BC ... FORCE ... CSI 12-11 1513 0.48 11-10 1291 0.44 10- 9 1291 0.44 9- 8 1513 0.48 TI: E QTY:3 ==============Joint Locations=============== 1) 0- 0- 0 5) 19- 9- 2 9) 21- 0- 0 2) 6- 3- 7 6) 23- 8- 9 10) 15- 0- 0 3) 10- 2-14 7) 30- 0- 0 11) 9- 0- 0 4) 15- 0- 0 8) 30- 0- 0 12) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1036 74 -680 BOT PIN 29-10- 4 1036 0 -718 BOT H-ROLL 15-0-0 15-0-0 1 2 3 5 6 77I 2 4X6 i12 11 10 103611 3.50" 1-0--0� 30-0-0 EXCEPT AS SHOWN PLATES ARE, TL20 GA TESTED PER ANSI/TPI 1-199.5 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-(X)64 I:ax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK (71'.OVIEDOTI-327 66 WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bmeing shown on this drawing is not erection b acing, wind bracing portal bracing or sinular bracing which is a part nl the budAUng desigrn and wlutrh must be considered by lie budding dcsig,na Bracing shown t_ for lateral supl rt of truss , ,ban h to induce buckling 1. nI,"h. Proni I:nS must Ire made to anchor late al b,ndng at en ds and specified laatfons delernhed by the building designer. Additional bracing of tire overall structure rnav be required IS a HIB- tl I TPp. Reuss Plate hisntutc, T} ), 1.. located .l 583 D'Onolrio Drive. Madison, Wisconsin 537191. -6.00 R 7-10-3 0-4-3 1036# 3.50" �-1-0-0 1 (RO-I1-11) scale = 0,2094 Eng. ,fob: ; SLINIV D-,vg: Truss ID: E Dsgnr: TLY Chk: Date: 6-18-02 TIC Live 16.0 psf DurFac - Lbr: 1.25 TIC Dead 7.0 psf DurFae - Pit: 1.25 BC hive 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI - --- Code Desc: FLA TOTAL 33.0 psf V:06.02.02- 13802- 4 1-111". 1111.11.1 ^11111n1• non roes❑CS: 06,02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: E1 QTY:3 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the ==============Joint Locations=============== This deign Is for an Inditidual budding BOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1) 0- 0- 0 5) 19- 9- 2 9) 21- 0- 0 r,m Pont, ar,d has 1-i based on infor-t- WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 6- 3- 7 6) 23- 8- 9 10) 15- 0- 0 f'r""merlbythccueit, he designer di-lai"'s mw responsibillty for d+unages as a result of 2x4 SP #2 3,4,5 continuous) braced unless noted otherwise. Y 3) 10- 2-14 7 30- 0- 0 11) ) 9- 0- 0 fauivor incor-t infonnetlon. sp-dicatr-s Wind Case- ASCE 7-98, C&C, V= 125mph, 4) 15- 0- 0 8) 30- 0- 0 12) 0- 0- 0 and/ordeslgnslwnishMtotirebru-designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 ---- MAX . REACTIONS PER BEARING LOCATION----- bythe, client and the correctness or accur cv Support 1 616# Bld Type= Encl L= 40.0 ft W= 30.0 ft Truss X-Loc Vert Horiz Uplift Y-Loc Type of lh. u,l--Lice, a5 it may relate to a spe- Support 2 714# in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf 0- 1-12 990 61 -616 BOT PIN uh, protect and accepts m> rc;pnnsroduy or MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req 29-10- 4 1036 0 -714 BOT H-ROLL exercises ..control with regard to Iabnea L/999 Lion. handiing, shipr-rt and Installation of musses. Thlslru- hasbe- designedasan L=-0.07" D=-0.07" T=-0.13" ..TC... FORCE ... CSI ..BC...FORCE... CSI individual building component In accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -1746 0.39 12-11 1513 0.48 ANSI/TPI 1-1995 and NDS 97 to be incorporated T= 0.06" 2- 3 -1570 0.34 11-10 1291 0.44 as part of thv bmlding d-ig„ 11y a Budding MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -1144 0.30 10- 9 1291 0.44 Designer [registered architect or professional engineer). When reviewer) for approval by the T= 0.03" 4- 5 1144 0.30 9- 8 1513 0.48 building desigrmr, the design loadings shown Rj.�g = 1.15 5- 6 -1570 0.32 must be checked to be sure that the data shown 6- 7 -1746 0.37 arc In agreement with the local building codes. locai clfn atic records for wind or snow loads. protect specificatiuns or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords Itop or bottom) are continu- ously braced by sheathing unless mhe-i- slxefffed. Where bntlow chords in tension are not fuily braced lateraily by a profxrly apphcd ngid ceiling. they should be braced at a ra-iri m spacing of it) -0, o.c. Connector 15-0-0 15-0-0 plates shall be manufactured from 20 gauge Trot 1 2 3 $ 6 7 dipped galvanized steel meeting ASrNI A 653. Grade 40, unless otherwise shmvn. 1 0 -- Q FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verily that this dr:nving is i, conformance with the fabricators plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in wrg before cutting - fabrication. Plates shall ant. be hnstalied over knotholes. knots or dlstoncd gram. Members shall be cut for Light fitting wood to wood hearing. Con- nector plates shall be Icxated on both faces of the buss with nails fuW Imbedded and shall be sym. about the joint unless olher - shown. A 5.x4 plait, Is 5" wide x 4" long. A FixB plate is B" wide s 8' long. Slots Tholes) nun parallel to the plate length spee'died. Duubie cuts nn weh members shall meet at the eentroid of the webs unless otherwise shown. Conneclor plate sizes are rnininn sizes based sibased on the forces nshown ad may need to be increased for certain hancb ling and/or erection stresses. This ti-i- is not to be fab.-U d with fire retardant treated Innbe.r unless otherwise shown. For additional idomu,uon nit 0-hiy Control refer to ANSI/TPI i-1995 PRECAUTIONARY NOTES All bracing and erection recuuunendations are to be followed in accordance with "dandling Installing & Bracing', HIB-91. Tmsses are to ire handled with particular care during bandbig and bund9ng, delivery and Installation In avoid dainage. Ternpom,} and pe....... -t bracing far holding Li'usses i, a straight and plural, Iris- ition and for resisting 4,1em1 forces shall be designed and installed by others. Careful hand- bag is essential and erection bracing is always required. Normal pre-wi-ary action Inc lnlsses requires such temporary bracing during Installation between trusses to avoid toppling and dwninoing. The sups tv),to, of ereedon of trusses shall be under the control of p<vrsuns experienced b, if I" lnstallatk>n of tmsses. Professional advice shall be sought if needed. Col centralion of L.-truchon loads g,'-le, than the design loads shalt noI be applied to tits,e, d cony tint Nt. It, , i., oth.r than the elghl of the eo"to, 1.ri11 be applied to buses un111 after all fastening and bracing is eumpleted. 4X6 8-3-2 0-4-3 '12 11 990# 3.50" ill 30-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgnr: TLY I Chk: BRACING WARNING: TC Live 16.0 psf 4005 MARONDA WAY SAN FORD, FL. 32771 Bracing shown ran this 'hawing is It election tt, h,g. whid binving. portal biacitig or irnilar I eing TC Dead 7.0 psf which Is a pan of the b Ilding des g, and which n t be crside-d by ti e t [ding J tg, r. Bracing (407) 321-0064 Fax (407) 321-3913 shouro Ls f r lateral support oI Miss, -.... hers only to reduce buckling ILnfR h. Prnv,ions must be BC Live 0.0 psf TOMAS PONCE P.E. nhade tc n I , lateral t. eing at .rids and specified laations detenntned by the building designer. Additional bracing be BC Dead 10.0 S 1-ICFNSL #0050068 oflne overall stnicture may required. I.See IIIB-91 of TPI). (fuss Plate Institute. TPI. is Icx:aled at 583 D'O%dlio Drh-e, Madtson. Wisconsin 53719) P:f I. 10GREENf)ROOK C7. OVIEINJ.FL32766 TOTAL 33.0 psf 7-10-3 0-4-3 n 1036# 3.50" -0 (R (R0-11-11) scale = 0.2161 Truss ID: E I Date: 6-18-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA UCSig'9: AlalrLt Arrar'ili JUB 011H. C:111tb-LOKUUBSI125A1PIliSL'N1V TICS' 06.02.02 I JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: F 9TY:2 DESIGN INFORMATION Ttds design is for an individual building curnponent and has been based on information provided by the client. The designer clu elatns any responsibility for damages as a result of faulty or nncorcct ird—nation, speedwations arid(., d-Igtrs fumished 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 resp—Mbibly or exercises no control with regard to fabrica- tion. handling, shiprtmnt and Installation of trusses. This truss has been designed as an tndwlduai building component in accordance with ANSI/TPI I-199. and NDS-97 to be incorporated as tart of the bufkitng design by a Building Designer Iregistered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to le sure that the data st—i arc to agreement with the 1 -al building codes, tarot chn,atnc records for wind or snow Inads, project s)eedicatI.- or special applied brads. Unless shown, truss has not been designed for storage or occupancy loads. The design assmnes cornpression chords ([up or bottorn) are continu- ously breed by sheathing unless othnwise specified. Where botton, chords In tension are not fully braced laterally by a properi-y applied rigid ceiling, they should be braced at a maxhnum spacing of 10'-0" c.c. Connector plates shall be u,anufactured from 20 gauge hot dipped galvanaed steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Poor to fabrication, the fabricator sh.11 review this drawing to verify that (tits drawing is in cunt ninance with the fabricator's plans and to reali- a continuing responslbulty for such —1- fi-tiun. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not to installed over knotholes, knots or drstorted grain. Mernbers shall be cut for tight fitting wood to w-.1 bearing. Con- nector putts shall he located on both laces of the truss with nails fully inibedded and shalt be syfn. aboutthe joint unless otherwise shown. A 5x4 plate is Fi' wide. x 4" long. A 6.x8 plate is 6" wide s 8" long. Slots (holes) run parallel to the plate length specihrd. Double cuts on web n—fibers shall meet at the ce.t,.id of the webs unless otherwise shown. Connector plate,, saes 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 reinrdant treated lund,er unless otherwise shown. For additional infonnailon on Quality Control refer to ANSI/"FPI 1-191i5 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracinir'. HIB-91. Trus—s are to be handled with particular cam during banding and bundling, dell—y and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plwnb pos- Ition and for resisting Lite.] forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Nom,al precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision cf erection of trusses shall be under the control of persons experienced In the installation of trusses. Professional advice shall be sought If needed. Concentrallon of construction loads greater than the design loads shall not le applied to trusses al any ilrlae. NO (cads other than the weight of the erectors shall to applied to to —es until after all fastening and bracing I, completed. 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 0-3fy-14 _L MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 9.9 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering 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 ==============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 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- 8 208 275 -580 BOT PIN 9- 9- 0 423 0 -340 BOT H-ROLL _ 9-10-13 1 2 3 4 4242 15 209# 4.95" 1-6-2 (R1-6-0) 9-10-13 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/Till 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-00(A Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #005(1U68 1890 GREENBROOK CT. OVIEDO.FL32MG 3-9-14 423# 2.50" WAKNINU: READ ALL NOTES ON THIS SHEET. Eng. Job: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgar: TLY C": BRACING WARNING: TC Live 16.0 psf B,acing shown on Itns drawing t, not emetlo n b acing. wind 1 clog, p rat bracing i si knr t r ing TC Dead 7.0 psf which is a pan of the building desigo and which roust he o -dered by the budding 1 Igo . Bracing shown is for (,ter I support of truss rier he's —I) to reducc buckling length. Po —ions uu._t be BC Live 0.0 Psf made to anchor lateral 1 ing at crids and sp,vilwd 1 1.1011s determined by the building designer. Add.ti.n.1 braving of the .emll truett re rna y 1e mqured Iti-e 111E-91 01 TI11). BC Dead 10.0 psf Truss F Late Institute TPI Is 1-1,d at 583 1)U ,nfrto Drive, hhd,son, Wisconsin 5371% --- TOTAL 33.0 scale = 0.4873 Truss ID:'F Date: 6-18-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.011 Design Criteria: TPI Code Desc: FLA 1110 IArrr: C:utt-LUAVVHJI/UM1fI'NiSUNlV TICS: 06.02. 02 i ' JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: F1 QTY:2 DESIGN INFORMATION This design is for an individual building component and has been based on lnlomnation provided by the client The designer disclaims any responsibility for damages as a result of faulty or Incon'ecl Information, specifications and/or designs furnished to the truss designer by the client and the correctness - accuracy of this inforrrmtiun as it may reWe to a spe- cific project and accepts no responsibility or o control -,Intl regard to Wa-lca- tlonchandling. shipment and installation of lenses. This truss has been dcsigrmd as an Individual building comp—ent in accordance with ANSI/TPI 1-1995 and NDS.97 to be incurfrorated as part of the building design by a Building Designer (registered architect or professional eng'uxeri. When reviewed for approval by lox building designer, the design loadings shown must be. checked to be sure that the data shown lre in :+greement with the local building codes, ocal dfmaitc. records for wind or snow loads, ,mica specifications or special applied loads. Unless shown, inns has not been designed for storage or occupancy loads. The design assumes ornpi-c-ion 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 -fling, they should he, braced at a maxumm� spacing of 10'-0" o.c. Conra—tor plates shall be. manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Glade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, thr fabricator shall review this dniwing to verify that this drawing is in "nfonmancr with the fabricator's plans and to ealize a continuing responsibility for such veri- fication. Any discrepancies — to be put In writtog before cutting or fabrication. Plates shall not be installed over knotholes. Knots or distorted grain. Members shall be cut fur tight fitting wood to wood bearing. Coln- nector plates shall be located on hotly faces of the t-ss wil I, nails fully innbeddcd and shall be, synn, alout 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 inemlxn shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minhnunn sizes tensed 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 hmmber unless otherwise shown, For additional information on Quality Control refer to ANSI /TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recornnxndations are to he followed In accordance with "handling Installing A Bracing*', HIB-91. Trusses are In 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 los- At— and for resisting lateral forces shall be. designed and installed by others. Careful Hand- ling is essential and erection bracing is always required. Nonnal precautlunary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and duminotng. The supervision of erection of trusses shall be under the control of persan experienced ki tine installation of trusses. Professional advice shall br sought if needed. Concentration of construction loads greater than the design l� ids shall not be applied to t ruses at any Box. No loads other than the weight of the erectors shall Ire applied to "use. until after all fastening and tracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 594# Support 2 326# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 275# MAX LIVE LOAD DEFLECTION: L/999 L=-0.01++ D= 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.0211 RMB - 1.00 0-31-14 —L MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 9.9 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 606 0.48 5- 4 -748 0.40 2- 3 -55 0.38 ==============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 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- 5-11 214 275 -594 BOT PIN 9- 9- 0 417 0 -326 BOT H-ROLL Ilk 9-10-13 I 1 2 3i 4.24 15 215# 11.31" 7 9-10-13 (Ri-6-1-6-0) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL.. 32771 (407) 321-(X)64 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1 b90 6REENBROOK CT. OVIEDO. Fi_A- 3-9-14 417# 2.50" WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING DWg: CONTRACTOR. Dsgnr: TLv Cbk: BRACING WARNING: TC Live 16.0 psr Bracing shown on tills drawing is nut emotion bracing, wind bracing. n g. portal tracing or sunilar bracing TC Dead 7.0- psf which is a part of thc building design and whi:h must be considered 61 the building designer. Bracing shown Is for la trai s pl r. of tru m r hers only to re it a burkhng lengii Pruvtsi is t st 1x BC Live 0.0 psf made to anchor lateral bra,big at rnds and sf ecifi I IM. alim s delennl cd by the Wild g designer.0 Dead 10.0 f Additional bracing of the overall structure n:ay Ix requited. IS- IilB-91 of TPI). Ps (l'nnss Plate Institute, TPI. is located at 583 D Onnfrio Drive. Madison, Wisconsin 537191. -- TOTAL 33.0 psf scale = 0.4873 Truss ID: F1 Date: 6-18-02 DurFac - Lbr. 1.25 DurFac - PIt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA JU1f I-Allr: C.Iltb1,UKLIU93!IZ5MIlliSUNIV 11C:S': 015.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: G 9TY:9 DESIGN INFORMATION This design Is for an Individual building connfwr:enl and has been based on infonnalfon proelcled by file client The designer disclaims any responsibility lot damages as a result of faulty or fnconect Information, specifications and/or designs furnished to the truss designer by file cllenl and the cortertnesc or accuracy of this information as It may relate to a spe. cific project and accepts no responsibility or mrctses no control with regard to fabrica- handling, shipment and Installation of trusses. ThLs truss has been designed as an individual building component in accordance with ANSI/TPI 1 1995 and NUS-`97 to be Incorporated as part of the bnikling drsign by a Budding Designer [registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be chrcked to be sure that the data shown are Ili agreement with the local building codes, local climati, records for wild or snow loads. project spevaications or special applied loads. Unless shown, truss has not been drsig,,rd for storage or oecupanuv loads. The design assumes Compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where twttorn chords in tension are not fully braced lateeally by a proyerly 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 meettng ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing in verify that this drawing is tit conlormance with the fabricator's plans and to realize a continuing responsibility for such verl. ficaatlon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be instailed over knotholes, knots or distorted grain. Members shall be cut for light fitting wood to wcx"f bearing. Con- nector plates shall to Incated on both faces of the truss with nails fully bnbedded and shall be Byrn. about thejohnl unless otherwise shown. A Sx4 plate is 5" wide x 4" long. A 6x6 plate is 6" wide x 8" lung. Slots Iholrsl rum parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are rnlnlnnum sizes based on the forces shown and may need to be increased for certain harnd- flng and/or erection stresses. This truss is not to be 6 bricaled with fire re4 rdant treated lumber unless otherwise shown. For additional information on {duality Cunlrol refer to ANSI/TPl 1-1995 PRECAUTIONARY NOTES All bracing and erection recununendatlons are to Ix 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. Ternfwrary and pertnanent bracing for holding tnnsses in a stiaigld arid plumb pos. Ition and for resisting lateral forces shall be designed and installed by others. Careful hand- Iing is essential and erection bearing is always required. Nomlal pre hutionary acuon for trusses requires such temporary bracing during installation between trusses to avoid topp(trng and dorrdnoing. The supervision of erection of trusses shall be under the control cl persons experienced fit the installation of tresses. Prufesslonal advice snail be sought If needed. Coneenteauon of construction luads greater than the design Irids shall not be applied to trusses at any time. No lauds other plan the weight of the erectors shall to applied to I russes until after all fastening and bracing is cumpieted. TOP CHORDS: 2x4 SP #2 D BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 7.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/257 at Mid -panel # 1 L=-0.33" D= 0.05" T=-0.28" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.0011 MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 4-3-15 0-4-3 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. Thistruss 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 1 433# Support 2 355# Support 3 51# .TC...FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 69 0.99 4- 3 -2 0.84 ==============Joint Locations=============== 1) 0- 6- 8 3) 7- 0- 0 2) 7- 0- 0 4) 0- 6- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 6-10-12 151 167 -355 TOP PIN 0- 1-12 280 197 -433 BOT PIN 6-10-12 81 0 -51 BOT H-ROLL 7-0-0 1 2 U Connection designed by others. 3-10-3 Attach with (2) 10d To Nails 11 7-0-0 q 31 281# 3.50" 151# 2.50" le 1-1-9 .1. 7-0-0 82/t_�.50" C/L: 6-10-12 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports %tale = 0.48.54 Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE. #0050068 189a GREENBROOK Ur. UVIEU0.1`1_32786 WAKNIN(i: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Braving shown on this deawhng is not creetion bracing. wind bracing. 1 rlal 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 lens only t- - d bl,ckling length. Proluluns nnusI be Zmade to anchor lateral bracing at er d. and s1­111,d locations deterinmed by tine building d-igner. dilfonal bracing of the overall m,i,turc nnav be required ISee 111B 91 of fP[i. ITruss Plate Institute. TPI. Is l-atcd a1. 583 U'Onofnn Drive. Madlsnn. WISCGns in 537191. Eng. ,lob: WO: SUNIV Dwg: Truss ID: G Dsgnr: TLY Cltk: Date: 6-18-02 TC Live 16.0 psf DurFae - Lbc 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live o.0 psf O.C. Spacing: 24.0" BC Dead mo psr Design Criteria: TPI -- -- Code Desc: FLA TOTAL 33.0 psf V:06.02.02- 13808- A Uesign. Marru nnaq'sls JUS IAIH: C:l7EE-1.OKUOBS1125MPHISt/MV lkk 0&02.02 DESIGN INFORMATION This design Is for an Individual budding component and has been based nn Inforio.1 provided by the ellent. The designer disclamns any responsibility for damages as a result of fault-, or tncorrer I Infortnation. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Infortratiun as itmay relate to a spe- cific project and accepts no responsibility or exercises i. g—tnul wilt, regard to labile.- it.",handling, shipment and installation of trusses. Ties truss has been designed as an Indvidual building component in accordance with ANSI/TPI 1-i:FJS and NDS-97 to be incorti—ted as I.,. 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 listbe checked to be, sure that the data shown are ,, agreement with the local building codes, local clonatic records fur wind or ,now loads, project specificatlons or special applied ]aids. Unless shown, truss has riot been designed for storage - oecuiuncy loads. The design ..sorties compression chords )top or bottom) are contum- ousty braced by sheathing unless otherwise specified. Where bottorn chords in tension are not fully braced Iatemly by a properly applied rigid ceiling. they should I, braced .t a maximum spacing of 10'-0, o.c. Connector plates shall be manufactured from 20 gauge. hot dipped galvanized steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conkin—rice with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Anv discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed rn-er knotholes. knots or distorted grain. Members shall be cut for lightfitting wood to wood bearing. Con. nector plates shall be located on troth faces of the truss with naps fully knbedded 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 (hales) rnl parallel to the plate length specified. Double .Is on web members shall rieet..( the centrold of the webs unless otherw-i- shown. Connector plate sizes arc ntinttrnun sizes based on the farces shown and ni.y need to be Increased for certain hand- ling and/or erection stresses. This truss Is riot to tx- fab—ted with fire retardant treated hmnber urdess otherwise shown. For additional .to but, on quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All loosing and erection recommendations arc to be followed in accordance with "liandlmg Installing & Bracing'. HIH-91. Trusses are to be handled with parLlcular care during banding and bundling, delivery and mstallatiun to avoid damage. Temporary and permanent bracing for holding trusses in a straight and phnnb pos. iti.n and for nslsting lateral forces shall be designed .,,it I — Wiled II d by )hers. Careful ),and. I Is .venit 1 and er tie r br tr g Ls always Gulred. Nornal precaut.wtary act,.. for tnisses requbes such temporary bracing during Installation between trusses to avoid toppling and dominuing. The supervision of erecllon of Lets... shall be under the control of persons GY ilenced In the insladatlon Df l=1`e5. Professional advice shall be sought if needed. Concentration of conslruetwo lads greater . than tt design 1 nods hall not be applied to tn... s at y ll ne No loads other than the .ignt f th . -t .hail be applied to lrtnases "'it" alter alp htstening and bracing IS connpleted. JB: SUNBURY I AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 D BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 7.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/257 at Mid -panel # 1 L=-0.3311 D= 0.051e T=-0.28" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 4-3-15 0-4-3 WO: SUNIV 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 1 433# Support 2 355# Support 3 51# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 69 0.99 4- 3 -2 0.84 TI: GI QTY:5 ==============Joint Locations=============== 1) 0- 6- 8 3) 7- 0- 0 2) 7- 0- 0 4) 0- 6- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 6-10-12 151 167 -355 TOP PIN 0- 4- 0 280 197 -433 BOT PIN 6-10-12 81 0 -51 BOT H-ROLL 7-0-0 _ Ilk 21 3-10-3 I I L 7-0-0 4 3 281# 8.00" 151# 2.50" 1-1-9 _I- 82J/ 1�.SOn 7-0-0 _� (R1-1-7) I C/L: 6-10-12 EXCEPT AS SHOWN PLATES ARE, TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgnr: TLY I Clik: BRACING WARNING: TC Live 16.0 psf 4005 MARON DA WAY Bracing shown on IhL1 drawing Is not erection bracft.g. wind bracing portal bi-,nl r ,nol.r b ing I'C Dead 7.0 psf SANFORD, Fl.. 32771 whleh Ls a put of the I td g de ign and wh t st be, e r sldered by tl b udding de ig Hracing (407) 321-(X)64 I-ax (407) 321-3913 Imwn t for literal support of buss n,erntxrs or Wtto redact buckling lengln. Prr,tivmns must be BC 1.IYe O.0 psf p.' TOMASPONCE P.E. marls 10 anchor late,,] bracing at ends and specified locatlt ns delernn ed by the building designer. Additional TPI). BC Dead 1U.0 ) LICENSE #0050068 bracing of the overall st tcitoac niay be required ec (SHIH-91 of frnuss Plate Institute. TPI, Is located at 593 D'Orv,bio Drive, M.dlson, Wisconsin 53719). 1sf 1990 OREENBROOK CT.0VILDOYI-32766 TOTAL 33.0 psf Connection designed by others. Attach with (2) l0d Toe -Nails scale = 0.4854 Lruss ID: G1 Date: 6-18-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Mamt Anngsis JOB PAIII.- C:ITFF-LOK'JOBSU25SfPHISIJA9V HCS: 06.02.02 I I JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: H QTY:4 DESIGN INFORMATION This design Is for an individual building component and has been based on inforroalion provided by the cilennt. The designer disciauns any responsibility for damage., as a result of faulty or incorrect infornatfan. specdicalfuns and/or designs f riushed to file truss deslguer by the client and the correctness or accuraq- of this infonnalion as it may relate to a spe- cific project and accepts no responsibility or xercises no confrui with regard to fabrica- tion, handling. shipment and installation of trusses. This iris, has been designed as an indbidual budding component In accordance with ARSI/Tpl 1-1995 and NDS-97 to be fncorporited s part of the building design by a Building is (registered architect or professional engineer). Wlicn reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are it, agreement with the local building conies. 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 assuunes compression, chords (top or tottoml are continu- ously braced by sheathing unless uth—r- specified. Where bottom chords in tension arc not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maxhnwn spacing of 10`-0, o.c. Connector plates shall be manufactured from 20 gauge hot dipped gahanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, if,, fabricator shall review this drawing to verify that this drawing is in conformance with the fabrlcator's plans and to realize a continuing respunsibdity for such veri- fication. Any discrepancies are to be, put in writing be,15— cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grill. Members shall be cut for tight fitting worxl to wood bearuig. Con- ector plates shall be knifed oil loth faces of the truss with nails fully Dnbedded and shall be sym. afoul the joint unless othervis< shown. A 5x4 plate is S' wide x 4' long. A 6x8 plate Is 6" wide x 8" long. Slots (tildes) run parallel to the plate length specified. Double cuts on web members shall meet at the rentrotd of the webs unless otherwise shown. Coluteclor plate sizes re mtnimum sins based on the forces shown and may need to be increased for certabn hand- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otheruase shown. For additional fom Datatlon on yuaiirefer ly Control to ANSI /I PI 1-1995 PRECAUTIONARY NOTES All bracing and erection reconvnendations are In be followed in --dance. with "Handling Installing 8t Bracing', HIB-91. Trusses are to be handled with particular care during banding and buirdlirig, delivery and Distillation to avoid damage. Temporary and pemnanent bracing for holding cusses in a straight and plumb pos- Itlon and for resisting lateral forces shall be, deslgrird 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 cl—inoing. The supervision of ,,ccliorI of I, usses shall be under the control of persons n perienced In the installation of trusses. Profcssiunal advice shall be sought If needed. Concentration of construction loads greater than th 1 . 1gn kids shall not be applied to lrasse. at any little, No loads other than file weight a the . e tors shall Ix applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 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/643 at Mid -panel # 1 L=-0.10" D= 0.01" T=-0.08" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 0-4-3 4 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the cong)osite 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 1 399# Support 2 278# Support 3 43# ..TC...FORCE... CSI ..BC ... FORCE ... CSI 1- 2 50 0.65 4- 3 -2 0.50 ==============Joint Locations=====_========= 1) 0- 6- 8 3) 5- 1- 8 2) 5- 1- 8 4) 0- 6- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 5- 0- 4 110 141 -278 TOP PIN 0- 1-12 219 184 -399 BOT PIN 5- 0- 4 60 0 -43 BOT H-ROLL 5-1-8 1 21 6.00 2-10-15 4 5-1-8 3 219a 3.50" 110# 2.50" 1 1 9 � — 5-1-8 61# 2 50" 1 (R1-1-7) Clilt 5-0-4 EXCEPT AS SHOWN PLATES ARE TI,20 GA TESTED PER ANSI/Tilt 1-1995 Over 3 Supports WAKNIN(t: READ ALL NOTES ON THIS SHEET. Eng, Job: Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgur: TLY Clik: BRACING WARNING: TC Live 16.0 psi 4005 MARONDA WAY SANFORD, FL. 32771 Bracing Sir—, on fills drawing t, not erccllon bracing wind bracing. portal bracing ,inut., bracing which Is a part of file building design and which intod be considered by the building designer. Bracing TC Dead 7.0 psi (407) 321-0064 Fax (407) 321-3913 sl owrt is for lateralsupport of tr Menibecs only to .,-duce buckling length Pro lsio s roust be BC Live 0.0 psi TOMAS PONCE P.E. r ale to a l or late I bra,Ing at ends and specified I —ratio ns delern—ed by (he building designer. Additional bracing of the overall structure nor y t,c required (See Hllt ill of Till). (• Dead I0. 0 PS r LICENSE #0050068 (Truss Plate Institute. TPI, is locatedD at 583 60—frio rive. Madlsoo. W'Isconsin 53719) --- 1890GREENBRWItC7.oV1EW.FL'32766 I I TOTAL 33.0 psf Attach with (4) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.6197 Truss ID:•H Date: 6-18-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA ueslgn: MUM Aodtyalr JUH PAIN: C:II'b'f'-LOKUGHS't125Afl'lliSI/NIV RCS : 06.02.02 I ' JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: H1 QTY:4 DESIGN INFORMATION Thts design is for an individual building component and has been based on inforinition pn>vide!f by the client. The d-ifiner disdains any responsibility for damages as a result of (aulty or incorrect information, specifications and/or designs furnished to the truss designer by the clientand the correctness - aecuracv of this Infonnatiun as A 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 lnt"es. This it has been designed as an individual building component un accordance wtlh ANSI/Tf'i 1-1995 and NDS 97 to Ir. incorporated as part of the building design by a Building Designer (registered architect or ptolessional engineer). When reviewed for approval by the building designer. the design loadings shown must Ie checked to be sure that the data shown are in agreement with the kcal building codes, local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not teen designed for storage or occupancy loads. The design assumes compression chords (top or bollom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are nol lul)v braced laterally by a properly applied rigid ceiling, they should I,e braced at a maxunwn spacing of 10 -0o.c. Connector plates shall be manufactured front 20 gauge hot dipped galvanized steel meeting A.STM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Poor to fabrlcalfon. the fabricator shalt review this drawing to verify that tins drawing Is In conlornwnce with the fabricator's plans and to realize a continuing responsibility for such ven- ficallon. Any discrepancies are to be, put In writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Menilcrs shall be rut for tight litling wood to wood hearing. Con- rector plates shall be located on both fates of the truss with nails fully imbedded and shall be syinabout thejofm unless otherwise shown. A 5.4 plate is 5" wide x 4" long. A 6x8 plate is G" wide x 8" long. Slots [holes) nun parallel to the plate length specilled. Double cuss on web members shall 11—t at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes used on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This moss is not to he fabricated with fire retardant treated lunnber unless otherwise shown. For additional unfonnauon on Quality Cuntioi refer to ANSI/TPI i-1995 PRECAUTIONARY NOTES All bracing and erectlon recunnnendaUans are to "H be followed in accordance with andling Installing & Ifraci ng'. HIB-91. Trusses are to he handled with particular care during handling and bundling. delivery and installation to avoid damage. Temporary and pcnuanent bracing for holding trusses in a straight and plumb pos- Itlon and for resisting Lateral forces shall be designed and installed by other. Careful hand. ling is essential and erectlon bracing is allays required_ NoruW precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and rl=i noing. The supervision of erectlon of trusses shall be under the. control of persons experience,] lit the inslalation of trusses. Professional advice shall be sought If needed. Concenbrttion of construction loads greater than tl de -kn I—& shall not be apple .d to tru— at any tt n No loads ,[her than the weight of tt • creel rs shall be f p li . f to trusses until after ail fast.ning and b—ing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 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/643 at Mid -panel # 1 L=-0.10" D= 0.01" T=-0.08" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 0-4-3 Analysis based on Si.fl>plified Analog Model. MULTIPLE LOADS -- This design is the ccuposite 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 1 399# Support 2 278# Support 3 43# .TC ... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 50 0.65 4- 3 -2 0.50 ==============Joint Locations=============== 1) 0- 6- 8 3) 5- 1- 8 2) 5- 1- 8 4) 0- 6- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 5- 0- 4 110 141 -278 TOP PIN 0- 4- 0 219 184 -399 BOT PIN 5- 0- 4 60 0 -43 BOT H-ROLL Jc� 5-1-8 /I 1 2 r 6.00 2-10-15 ff :9 F1 5-1-8 Ilk 4 3 219# 8.00" 110# 2.50" 1-1-9 61# 2 50" 5-1-8 1 (R1-1-7) I C/L: 1-0-4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports WAKNINU: READ ALL NOTES ON THIS SHEET. Eng. Job: Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgnr: TLY Chk: BRACING WARNING: TC Live 16.0 psf 4005 MARON DA WAY SANFORD. FL. 32771 B actng shown on this drawing is not erection bracing wind bracing, p ,1.11—Ing or sinol., bracing TC Derd 7.0. psf (407) 321-0064 Pax (407) 321-3913 which oh is a pan of the building design and wh h must be considered by the building designer. Brurng sh . u Is for latml s pp rt of trios nennb— only to reduce buckling length Provisions rnusl be BC Live 0.0 psf TOMAS PONCE P.E. ulude to anchor Merl b—i ng at ends and specified locations delemined by the building designer. Afdihor 1 bracing of the oserall slroctuma y ay to rjwred ,Sec HIH T -91 of PII BC Dead 10.0 Irip LICENSE #005(H)68 (Truss Plate Instrtute, TPI. is located at 583 D'Onolrio Drive, Madison. Wisconsin 53719). ---- 1890GREENDkOOKCr.OV1EDO.FLI-Ii. I TOTAL, 33.0 psf Attach with (4) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.6197 Truss ID: H1 Date: 6-18-02 DurFac - PIt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA uesrger mruru .—,Vsrs JUK l'Alll: (.:Illh-L(/K'JVKJilL1M1f!'1lIJLlN/V 11CS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: I QTY:4 DESIGN INFORMATION This design 1s 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 aids ndonna.on as it tray relate to a spe- crhc. project and accepts no responsibWty or exereisas no control with regard to fabnca- tion, handling, shipment and Installation of tr s,es. This truss has I—ii designed as an individual building component In accordance with ANSI/Tpl 1-1995 and NDS-97 to to incorporated as part of the building deslor by. Budding Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loaduags shown must be, checked to he sure that the data shown are In agreement with the local building codes, meal climatic leads, records for wind or snow 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) arc continu- ously braced by sheathing unless otlerw-ise sp-ifled. Where boltorn chords In tension are rot fully braced literally by a properly applied rigid ceiling. they should be. braced at a maxlrmmu spacing of 10'-0' o.c. Connector plates shall be, manufactured from 20 gauge hot dipped galvanized steel meeting AS'rM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this d.wmg "'verify that this drawing Is in c.111—aauce with the fabricator'splans and pland to realize a cuntbauung responsibility fur such veri- fication. Any discrepancies are to be put in writing Ixfore cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut woo far fight fitting d to —.1 tearing. Con- nector plates shalt be located on loth faces of the Cross with nails fully unbedded and shall be synn. about the Joint unless otherwise shown. A 5x4 plate is 5" wide x 4' long. A 6x8 plate is 6- w1de x 8" long. Slots iholes) run parallel to the plate, length specified. Double cuts on web members shah meet at the centroid of the webs unless otherwise shown Comnednr plate sizes are mmarum sizes based on the forces shown and may need to be increased for certain hand- ling and/or election sliesses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. Fur additional " ducal..." on (duality Controre l ler I. ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing 8,Bzmr% HIB-91. Trusses are to he harxiled with particular care during Landing and bundling. delivery and installation W avoid damage. Tanporary and permanent bracing fur holding trusses In a straight and plumb pos- Ition and for resisting lateral forces shall to designed and installed by others. Careful hand. Ihag is essential and erection bracing is always requited. Normal pr ixtlonary action for trusses requdres such ternporary bracing during mstalla.et on bween Irusses to avoid toppling and dorniaoing. The supervision of erection of trusses shall be under the control of persons experienced b, the bistallatinn of trusses. Prufessional advice shall be sought if needed. Concentration of construction loads greater than it,, de iga loa i shall not be appbed to trusses at any It a N loads oil,- than the •eight of tire - .t .hall t,e applied to in....s until after all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125niph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 3.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Irrpact 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 Analysis based on Sinplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 288# Support 2 176# Support 3 26# .TC ... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -29 0.25 4- 3 -2 0.19 ====__========Joint Locations======_======== 1) 0- 6- 8 3) 3- 1- 8 2) 3- 1- 8 4) 0- 6- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3- 0- 4 67 86 -176 TOP PIN 0- 1-12 154 111 -288 BOT PIN 3- 0- 4 36 0 -26 BOT H-ROLL (Ilk 3-1-8 Ilk 1 L' 6 0000 3-1-8 r I 4 3 154# 3.50" 67# 2.50" 1-1-9 �j-, 3-1-8 — 37N 2 50" EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 Over 3 Supports WAKNIN(,t: READ ALL NOTES ON THIS SHEET. Eng. Job: �M!aronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgnr: TLY Chk: BRACING WARNING: TC Live 16.0 psf 4005 MARONDA WAY SAN FORD, FL-. 32771 Bracing shown ran till drawing Is not erection 1 r ing bracing. race g. portal L .eing or umbracing "mil., bcing TC Dead 7.Q psf (407) 321-0064 Fax (407) 321-3913 which is a part M the building ]ding design and will l lot he co i fered by till b tiding A Ig er Bracing shown Is far latnal supprort of tn. members mly to reduce buckling den rah Pm. i lens must be BC Live 0.0 psf TOMAS PONCE P.E. made to a ncl or late.] bracing at. is and spx hied teal oa- delernlned by the building designer. Addltion al b.cing oflhe overall structure inay be requbed (See H18-91 of TPI) RC Dyad 10.0 psf 1,iCENSF #0050068 ITruss Plate bs.mte, TPI, is located at 583 D'Onofrio Drtvc. Madison. Wisconsin 53719). -- 1890 GrtEENBBOOK t.T.OVIEDO.F1.3776E TOTAL 33.0 psf Attach vvitli (3) 10d 'roe -Nails Attach with (1) 10d Toe -Nails scale = 0.8792 Truss ID: t Date: 6-18-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA uesigiv matra Afro{vat IUB IAIII: U.IIEP-LOKJOBSIISMPHIStlNiV 11CS. 06-02.02 DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the cheat. The designer disclaims any responsibility for damages as a result of faulty or incorrect iNorrnatkrn, specifications and/a designs furnished to the truss designer by the client and the conectness or accuracy If this information as It may relate to a spe- etfic project and accepts no respnnslbiMy or exercises dlinno control with regard to fabri ca- tion hang, shipment and Installation of trusses. This Iu .rss has been designed as an individual budding component in accordance. with ANSVTPI 1-1995 and NDS-97 to be Incorporated as part of the building dempil by a Building Dcsifner Registered architect or professlonal engineer). When reviewed for approval by the building ricslgner. the design loadings shown roust be checked to be, .sure that the data sluawn 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 coenpressiun chords (top or bottom) are continu- ously braced by sheathing unless otherwise specll led. Where bottom chords In tension are not fully bowed laterally by a properly, applied rigid ceiling. they should be braced at a ituvurmu"n spacing of 10'-0o.c. Connector plates shall le manufactured from 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 life: this drawing is In conformance with the fabricator's plans and to realize a continuing responsibility for such verl- heatlon. Any ducrepancles are to be put in wntmg before euttmg or fabrication. Plates shall not be installed over knotholes. knots or dislurted grain. Members shall be cut for tight fitting wood to worst tearing. Con- neotor plates shall be keeled on both faces of the truss with nails fully Imbedded and shall be sym, afoul Ihejoint unless otherwise shown. A 5x4 plate Is 5" wide x 4'" long. A 6x8 plate is 0' wide x 8" long. Slots (hules) ran parallel to the plate lengih specified. Double cuts on web nern ers shall meet at the centrold of the webs unless otherwise shown, Connector plate sizes mdnlmuun sV.es based on the forces shown and .nay need to be increased for certain hand- ling and/or erection stresses. This tr ss is not to be fabricated with fire retardant treated I .,be, unless otherwise shown. for iddiu."al Idunnatlon on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are m be followed In accordance with "Handling 112.1hng & Bracing'. 110-91, -rouses are to be handled with particular care during bantling and bundling. dcitvery and Installation to avoid damage. Temporary and permanent bracing for holding tn.te. in a sir fight and plumb pos- Ilion and for resisting lateral forces shill be design . and installed by others. Careful hand- ling Is essential ar r' ­clloo bracing Is at—ys required Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and domuuumg. The supervision of erection of hoses shall be under the control of persons experienced to the iusurllallan of trusses. professional advice shall be sough if needed. Concenlralion of construction loads greater than [It, design load 1 a U not be applied to truss at any tune No loads other than the weight of the erectors 'hall be applied to it-usses until after all fastening and bracing is compicted. JB: SUNBURY I AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 3.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D= 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 2-4-11 0-4-3 WO: SUNIV 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 1 288# Support 2 176# Support 3 26# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -29 0.25 4- 3 -2 0.19 TI: 11 QTY:4 ==============Joint Locations=============== 1) 0- 6- 8 3) 3- 1- 8 2) 3- 1- 8 4) 0- 6- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3- 0- 4 67 86 -176 TOP PIN 0- 4- 0 154 111 -288 BOT PIN 3- 0- 4 36 0 -26 BOT H-ROLL J 3-1-8 /i 1 2 Q 3-1-8 4 3 154N 8.00" 67# 2.50" L_ 1-1-9 � — 3-1-8 —377# 250" 3-04 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports MkKNINIi: READ ALL NOTES ON THIS SHEET. Eng. Job: Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgnr: TLY Clik: 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psf SANFORD, FL. 32771 Brlring shown on []its drawing I% not erection bm,iug. w1 d bracing I r ril bradug 1 similar b metug which is a part of the building d-ig and wld h m st be considered by ilic, buildtng f g er tlracing TC Dead 7.0 psf (407) 321-0064 Fax (407) 321-3913 shown is for hie al support of I, us r er berms only to reel r b rrklmg length. Prosul .. must be 11C Live 0.0 psf TOMAS PONCE P.E. merle b> vi t : r lain b clog a en 1 ar 1 sF"' Iicd I xaur n5 rletennined t v the building designer. Additional bracing of the be.. BC Dead 10.0 psf LICENSE #0050068 uvemh struclar—n.ir required IS— Hill 91 of rPJ). I Truss Plate IrlstllW" TPI, is located at 583 D Onofriu Drive, p1adison, Wb -onset 53719). 1890 GREENBRWK CT.OVIEDD.F L3276' TOTAL 33.0 cast Attach with (3) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.8792 Truss ID: II Date: 6-18-02 DurFac - Pit: 1.25 O.C. Spacing: 24.01, Design Criteria: TPI Code Desc: FLA uesign: Murmur Aiwivrs JOB PATH: C:ITEE'-LOKUORS112)AIPHIS(INIV HCS: 06,02,02 I I I JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: J QTY:4 DESIGN INFORMATION This drsign is for an individual budding component and has teen based on inioranatiun provkded by the dent. The design,,, ib clauns any respmoibility for damages as a result of faulty or inCnrect Irdornallon, specifications and/or designs furnished to the miss designer by the client and the cor-cetness or accuracy of this irdonnation as Is may mate to a spe- cthe project and accepts no responsibility or exercises no control with regard to fab,l - tion, handling, shipment and Installation of hoses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NUS-97 to be inc orporated. as r"'I of the building design by a Building Designer Ireoslered architect or professional engtncer) When reviewed for approval by the building designer• the design loadings shown must be checked to to sure that the data shown re It agreement with the heal 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 contmu- ously braced by sheathing unless otherwise specified. Where b ttoin chords in tension are not frilly braced laterally by a properly applied rtgid c"Ling. they should be braced at a maximum spacing of 10'.0" ac. Connector plates shall be manufactured frurn 20 gauge hot dipped galvanized steel meeting A.STM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is I, conformance with the I.Meal-'s plans and to realize a cmtlituing responsibility for such —1- ficaLun. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Totalled over knotholes. knots or distorted grain. Members shall be cut for tight filling wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails filly Imbedded and shall be symalout the Joint unless otherwise shown. A 5.K4 plate Is 5" wide x 4" long. A 6x8 plate is 6" wide x 8'" long. Slots (holes) ram parallel to if,, plate length specified. Double cuts ran web members shall meet at the cenirold of the webs unless otherwise shown. Connector plate sties are in it —an sizes based on the force, shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with fire set idanl treated lumber unless otherwise shown. For additional Idomnalion on Quality Contiol refer to ANSI /TPI 1-1995 PRECAUTIONARY NOTES Ali bracing and erection ieeommeudallons are to be followed In accordance with "Handling Installing & Bracing'. HIB-91.-fnusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Tensporary and pern—ent bracing for holding uvsss in a straight and plumb pos- liton and for resisting lateral forces shall be designed and Installed by others Careful hand- ling is essential and erection bracing is al-iys required Nomaal precautionary action for trusses reriutres such temporary bracing during installation between trusses to avoid toppling :and dominoing. The supervision of erect7on of trnssos .ball be under it,,: control of persons c penenced in the tnstailauon of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than tilt, d rn ioa 1. shall ll not for sppkcd to truss at y urn e No loads other than the weight or the erect ors shall be applied to trusses until after at] fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 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 END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D= 0.00" T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.0011 MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 1 4I11 T 0-4-3 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the cca»posite 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 1 166# Support 2 65# Support 3 6# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -9 0.03 4- 3 -2 0.02 =====-========Joint Locations=============== 1) 0- 6- 8 3) 1- 1- 8 2) 1- 1- 8 4) 0- 6- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1- 0- 4 24 26 -65 TOP PIN 0- 1-12 88 31 -166 BOT PIN 1- 0- 4 12 0 -6 BOT H-ROLL 1-1-8 1 1 2 F- .00 0-10-15 r— — 3 4 3 89# 3.50" 25# 2.50" 1-1-9 1-1-8 � 13N 2.—_5(0" —10 Attach with (1) 10d Toe -Nails Attach with (1) 10d Toe -Nails I (RI-1-7) C/L: 1- 4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 1.5123 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job:SUNIV Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: J CONTRACTOR. BRACING WARNING: Dsgnr: TLY Clik: Date: 6-18-02 TIC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARON DA WAY SAN FORD, FL. 32771 "s-aving shown on this drawing Is not erection f m i g wind bracing, poi-iiii Wrack g shnllar I , cing TIC Dead 7.0 psf Durfac - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 which is a part of the building design and whwh m rest to reside . 1 by the building t . if er. Bmctog shown is for lateral pfort of to ss n riders only to reduce, buckling length. . Pro isla,s rneist be BC Live 0.0 psf O.C.Spacing: 24.On P g• pp TOMAS f ONCE P.E. made to anchor later I brae ng al n des :and see..died beat ors delerrnmed t the building designer. Additional bracing of the overall structure rnav Inc requireIS—IS1116- )1 o f T II. . BC Dead 10psf 0 Design Criteria: TPI I_ICENSF N0050068 (Truss plate Institute. Tilt. is [—led at 8:3 D Onof Drive. M icon. µ ls--ft, 5:1719). �- u --- Code Dese: FLA Design: Ahura Amdysis JOB PATH: C:ITEF-LOKUOIfS1125.M1'HISUNIV TOTAL 33.0 asf HCS- 06.02.02 I JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: J1 QTY:4 DESIGN INFORMATION This design is for an Individual building component and has been based on Information pmyt'I by the client. The designer dlcclainls any respo„slbility for damages as a result of faulty or (;Worm', Information, speciicauons and/or designs furnished to the Inns, designer by (hr. client and the corea ness or accuracy of this information as It nnav relate to a spe. clfic project and accepts no responsibility or —cl,,- no control with regard to habrica. if... handling, 0.q men) and Installation of trusses. This toss has been designed as an Individual building component in accordance with ANSI/1YI 1-1995 and NDS-97 to be, Incorporated as par of the building dcsign by a f3r01ding Designer (registered architect or professional cngin:rcrl µ'hen reviewed for approval by the building designer, the rl-Ig n loadings shown must be chrel ed 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 assufnes compression chords (top or bottom) are continu- ously braced by sheathing unless otlurwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maxin. m spacing of 10'-0" o.c. Connector plates shall be manufactured f— 20 gauge hot dipped galvanHed steel meeting AS9T1 A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabrirmlor shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsiblity, for such veri- fication. Any disci"ricies are to be put it, writing before cutting or fabrication. Plates small notbe installed over knotholes. knots or distorter) grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully inbedded and shall be syn,. about the Join unless otherwise shown. A 5x4 plate is 5' wide x 4" long. A Gx8 plate is 6' wide x 8" long. Sk>ls (holes) run parallel to the plate length specified. Double cuts on web members shadmeet at the centroid of the webs unless oil i—tse shown. Connector plate sizes are mininnum sizes based on the forces shown and may need to be increased for cc t.i. hand- ling and/or erecuon stresses. This truss is not to to fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bmcing and erection reconuuendations are to be,tolowed In accordance with "handling Installing R Bracing". HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and piunnb pos- ition i forresisting Lateral fr rces sl all be. dcsign i and t tolled by others Careful hand. ling is essential s nt, 1 and election bra g is aMuys requl"d normal precautionary action for lnisses requires such temporary bracing during iutallalton between trusses to avoid toppling and dominoing. The supervision o(of lnisses shall to under the control of persons expeneneed in the installation of trusses. professional advnce shall be sought It needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any thou:. No loads other than the w,ight of the erectors shad) to apphed to trussc. until after all fastenung and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: L/999 L= 0.0011 D= 0.0011 T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 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. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 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 END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Ittpact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -9 0.03 4- 3 -2 0.02 ==============Joint Locations=============== 1) 0- 6- 8 3) 1- 1- 8 2) 1- 1- 8 4) 0- 6- 8 -MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1- 0- 4 24 26 -65 TOP PIN 0- 4- 0 88 31 -166 BOT PIN 1- 0- 4 12 0 -6 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 166# Support 2 65# Support 3 6# 1-1-8 1 2 0 0-10-15 1-1-8 4 3 89# 8.00" 25# 2.50" 1-1-9 12 —e 1 1-1-8 01 (R1-1-7) C/LlL: 1- -4 EXCEPT AS SHOWN PLATES ARE, TL20 GA TESTED PER ANSI/T'PI 1-1995 Over 3 Supports (!jaronda Systems 4005 MARONDA WAY SANFORD, FL 32771 (407) 321-(N)64 Fax (407)321-3913 TOMAS PONCE P.E. 1.1Cr.NSE #0050068 1890 UREENSR(x K CT. OVIi:tx).. i_:1'27C6 WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: fi acing shown o I this drawing t not era. tion hit I g wind I. r cing p riai bracing or s ❑ the bracing which Is a part of the building design and wh 1 rust be coolidered by if a building ie IR .. Bracing showy1 is l l laterals f. pot of truss members orgy to redo budding length. oust Ix• n ade to anchor lateral bracing at ends and specified locahoo, dclencu.eel by the is odding designer. Additional bracing of the overall st, ucture n,ay be required. (See HIB-all flluss Plate Institute.'1-PI, is loeeted at 583 D'Omnfno Drive. Madison, Wrsconsin 53719). Attach with (1) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 1.5123 Eng. Job: WO: SUNIV Dwg: Truss ID: J1 Dsgiv: TLY Chk: Date: 6-18-02 TIC Live 16.0 psf DurFac - Lbr. 1.25 TIC Dead 7.11 psf DurFac - Plt: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:06.02.02- 13815- 5 Imsign: mium Alunysis JU-6 PAM: C:Ill,•L-LUKUOI?SI125MPHI.SUNIV HCS.- (16.02.02 I I JB: SUNBURY I AC: WO: SUNIV WE: TI: K QTY:1 DESIGN INFORMATION This design is for an individual building component and has been based on Inlnnnatfon provided by the dfent. The designer declaims any responsibility for daunag- as a result of faulty or u crui-t Worn,ation, spt,cifir 11- and/or designs furnished to the truss designer by the client and the co -true- or accuracy of thls mfomuation as it may relate to a spe- cdic project and --pts no responsibility or exercises no control with regard to fabnca- lion. handling. shipmrnland installation of trusses. This truss has been designed as an individual building component In accordance with AN51/T'I'I 1-19195 and NDS-97 tote Incorporated as part of the building design by a Building Designer Iregistered architect or professional engineer). Whrn reviewed for approval by the building designer, the design loadings shown oust be checked to be sum 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 (lop or boltoml are continu- ously braced by sheathing uniess otherwise specified Where, bottom chords in tension are not fully braced laterally by a property applied rigid ceiling, they should be, braced at a maxim, spacing of 10'-0" o.c Connector plates shall be manufactured bon, 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall -lew .its drawing to verify that this drawing is in confunnance with the fabricator's plans and to realize a continuing m1pxns11blllly for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotbuics. knots or distorted grain Members shall be cut for tight fitting wood to wood tearing. Con- nector plates shall he located on both faces of the truss with nails fully irnbedded and shall be synt. aboutthe joint unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A tix8 plate is G' wide x B" long. Slots (holes) run parallel to file plate length specified Double cuts on web nembers shall meet at the centrold of the webs unless otherwise shown. Connector plate W..- are rnlnimuln 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 retarcfanl L-led hunber unless otherwise shown. For additional reformation on qualify Controf refer to ANSI/TPI l -1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling Installing & Bracing', HIB-91. Trusses are to be handled with particular care during handing and bundling, delivery and onstallaton to avoid damage Teinporary and permanent bracing for holding trusses in a straight and plumb pas - :;Ion and for resisting Lateral forces shall be designed and mslalled by others. Careful hand- ling is essential and erection bracing Is always required, N.-I precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. F'rofcsskrml advice shall be ought if needed. Concentration of construction leads greater than the design loads shall not be applied to trusse t any time N 1 cads tl er t) vu the ight of the . .tors ahalt be ap p if d to le, sses nul after all fast,!I ug.md baacing Is conquleted. TOP CHORDS: 2x4 SP #2 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 Wind Case- ASCE 7-98, C&C, V= 125rltph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 21.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.06" D=-0.06" T=-0.12" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.0211 RMB = 1.00 4-3-15 0-4-3 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Design based on 1-ply laminated Bot chord. End verticals designed for axial loads only. End verticals that are extended above/below PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 674# Support 2 674# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -2600 0.28 11-10 2280 0.40 2- 3 -2522 0.42 10- 9 2257 0.39 3- 4 -2385 0.68 9- 8 2257 0.39 4- 5 -2522 0.42 8- 7 2280 0.40 5- 6 -2600 0.28 ==============Joint Locations=============== 1) 0- 0- 0 5) 17- 0-12 9) 10- 6- 0 2) 3-11- 4 6) 21- 0- 0 10) 7- 0- 0 3) 7- 0- 0 7) 21- 0- 0 11) 0- 0- 0 4) 14- 0- 0 8) 14- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 1- 9 -46 7- 0- 0 TC Vert L+D -100 7- 0- 0 -100 14- 0- 0 TC Vert L+D -46 14- 0- 0 -46 22- 1- 9 BC Vert L+D -20 0- 0- 0 -20 7- 0- 0 BC Vert L+D -43 7- 0- 0 -43 14- 0- 0 BC Vert L+D -20 14- 0- 0 -20 21- 0- 0 Concentrated LBS Location BC Vert L+D -429 7- 0- 0 BC Vert L+D -429 14- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1446 0 -674 BOT PIN 20- 8- 0 1446 0 -674 BOT H-ROLL 7-0-0 7-0-0 k7-0-0 1 14g 61 1= Q 5X10 5X10 '11 10 9 1447# 8.00" 11-1-9-9 430H 21-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED kR ANSI/TPI 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fix (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBRWK (T.0VIED0.FL327,rR 0 430# 3-10-3 0-4-3 F9 1447# 8.00" �1-1-9 I (R1.1-7) scale = 0.2880 WAKNIN(i: READ ALL NOTES ON THIS SHEET. Eng. Job: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dw'g: CONTRACTOR. Dsgnr: TLY Chk: BRACING WARNING: TC Live 16.0 psf Bracing shrrvrn on Ihis drawing Is c(. nation bracing wind tncing. portal bmcing r .0 uilar bracing TC D"d 7.Q psf which is a plan of the building desigo and which t mst he c sidered by file building designe.Biadng shown is for lateral Support of truss neml .rs only to -luce,. buckhn g length. Pruvr "ns r sl tbe BC Live 0.0 psf made to .1 r lateral be, cing al ds a n d s e Ili . f I ucat ns detc-lined t ' the building d rsigner. BC Dead 1Q.Q sf Additional bracing of the overtll structure may be required IS- Hlls-91 of I Pp. p (Truss Plate Insblute, T111. Ls located at 58:1 D'OnnI- Drive. Madison. Wisconsin 53719). -- TOTAL 33.0 psf Truss ID: K Date: 6-18-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA ucrrgn: Marra ARan'sts JUlf M11. C:1/LL-LOA UUHSII,MPHISUNIV 1/C5. 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: L QTY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the ==============Joint Locations=============== This destgnn is for an individual building BOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1) 0- 0- 0 5) 16- 2-12 9) 9- 0- 0 component and has been based on Information WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 4- 9- 4 6) 21- 0- 0 10) 0- 0- 0 provided by file client The, designer disclaims continuously braced unless noted otherwise. 3) 9- 0- 0 7) 21- 0- 0 any r-poosibihty for damages as a re,tdt of faul align PROVIDE UPLIFT CONNECTION PER SCHEDULE: Wind Case- ASCE 7-98, C&C, V= 125 h, 4 12- 0- 0 8 12- 0- 0 and(or designs (umisherl to mile truss designer ""d."r-ig-furm'hd1"til truss Su Support 1 565# PPo H= 21.0 ft, I= 1.00, Cat. B, Kzt= 110 Exp ---)MAX. REACTIONSPERBEARING LOCATION----- by the client and the correctness or accuracy Support 2 597# Bld Type= Enel L= 40.0 ft W= 21.0 ft Truss X-Loe Vert Horiz Uplift Y-Loe Type Of this information as it n,ay relate to a spe- MAX LIVE LOAD DEFLECTION: in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf 0- 4- 0 744 60 -565 BOT PIN cific pmJect and accepts no responsibility or L/999 Impact Resistant Covering and/or Glazing Req 20- 8- 0 744 0 -597 BOT H-ROLL exercises no control with regard tin fabrics- timn, handling. shipnsnl and lnstatlalion of L=-0.03" D=-0.03" T=-0.06" trusses. This toss has been designed a, an MAX HORIZONTAL TOTAL LOAD DEFLECTION: .. TC... FORCE... CSI ..BC... FORCE... CSI Individual building component In accordance with T= 0. 03" 1- 2 -1107 0.35 10- 9 952 0.39 ANSI/TPI I-1995 and NDS-97 to be tneo pomted MAX HORIZONTAL LIVE LOAD DEFLECTION: 2- 3 -896 0.26 9- 8 756 0.29 a, part or the building design, by. Building T= 0. 01" 3- 4 -757 0.19 8- 7 952 0.40 Designer (registered architect or professional 4- 5 -893 0.27 engineer). When reviewed for approval by the, building d-igrier, the design loadings shown RMB = 1.15 5- 6 -1107 0.38 most be checked to be sure that the data shown are In agreenment with file Iocei building codes, local climatic records for wind or snow leads. pr ject specifications or special apphed loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assurn s conpmsslon chords Itup or bottom) are continu- ously braced by sheathing unless otherwise specdled. Where bottom chords fit tension are not fully braced laterally by a properly applied rigid ceding. they should be braced at a rtu:.xhnurn spacing of 10'-0" o.c. Cmncctor plates shall be manufactured from 20 gauge hot dipped galvanized sled h A 653. 9-0-0 3-0 9-0-00 Cmde 40. unless otherwisei- shoo wn.n. 1 2 5 6 FABRICATION NOTES 6 p - 6.00 Prior to fabrication. the fabricator shall review this drawing Io verify that this drawing is 1n 4X8 4X6 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- fabrication. Pates shall not be, installed over knotholes, knots or distorted grain. Members shall be rut for tight fitting wood! to wood bearing Con- 2X4 2X4 hector plates shall be located on Will faces of the truss wtth nails fully unbedded and shall be syrn. about the Joint unless otherwise shown. A 5-3-15 4-10-3 5x4 plate Is i' wide x 4" long. A 8.v8 plate Is VT wide x 8' long. Slots Tholes) run lciralicl to the plate length sped led. Double cuts on web mcnnbers shall meet at the centro'd of the webs 04-3 0-4-3 unless otherwise shown. Connector plate sizes are minimm usaes based on the. forces shown -� and may need m be ased for certain hand. hog and/or erection stresses. This truss is not to be fabricated with file retardant treated 3X6 6X8 3X8 3X6 lumtx uniess Otherwise shown For additional information on Quality Cunt -I refer to ANSI/TPI 1-199i PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In aceurdarrce with -Handling I 21-0-0 Installing h Bracing". I1IB-91. Trusses are to ijl j0 /� 8 7 be handled with particular - during b:mding rid bundling, lelivery and Installation to avoid 745# 8.00" 745N 8.00" damage. Temporary and pennanent bracing IlS - tit for hoklIf tresses m a straight and 1 fit rl Phei pas- 1-1"9 _I ` e 21-0-0 !_ 1..-1-9 itiofor ) for be Fnter i hall be ( _ I signed and Installed by Others, Careful hand- (111-1-7) h g is essential and ereol(al bracing is always EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSU'ITI 1-1995 r,joi,ed. Normal precautionary action for scale = 0.2880 trusses reqion bets such tempussesitary o"bracingdiming installation between trusses to avoid toppling WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job IV and dounnomg. The supervision of ertttiun of trusses shall be under the control a persons Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: I.ene experieC I,, tile om e heitatlatiof truss<s. Professional advice shall be sought. if needed. CONTRACTOR. DSg(lf' TLY ebl(: Date: 6-18-02 Concentration oI construction load great<r than lit ' 'g' loa 1, shallnut lie l piled to BRACING WARNING TC lave 16.0 psF DurFae - lbr. 1.25 true I any time N fo, d, oil 11 an the 4005 NIARONDA WAY Bra 'ng shown on this drawing I, not a ct in b 1 ng. win t -Ong. portal bracing .. sl ilm bi ,,I,,g TC Dead 7.(i psf DurFae - PIt: 1.25 weight of the "rectors. 'hall be applied to misses C sting bracing SAN FORD, FL-. 32771 w} Ich fs a part of the huliding Aeslp; .rid whlcl r 1. be nsWered by the building i signer. Braving BC Live o.o 1. Jp g• O.C.Spacing: 24.0" until afterall Ord (407) 321-0064 Fax (407) 321-3913 shown is for r lateral support of truss eml- Iy to edu bucklhrg length. Pro m rr ust be, psr I. completed TOMAS PONCE P.E. made to anchor Lateral bracing at ends and specified kic:ukm determine) by the building designer Additional bracing BC Dead 10. 0 P. of Design Criteria: TPI of the Overall structure maybe, required. (See Hfit -91 f Wit LICENSE #005(X)68 Criss Plate in,titut< T111, is located ,t 583 D'Oti„fno Drive Nl.distin, Wisconsin 53719). Code Desc: FLA 1990 GREENBROOK Cr.OVIEDO.t1-32766 TOTAL 33•0 psf V:06.02.02- 13818- 54 Design: bfdrru Armlysts JOB P.4111: C:ITEE-LOKUOBSi125,WPfflSUNIV 1KN. 06,02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: M QTY:5 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the ==============Joint Locations=============== This design is for an individual building BOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1) 0- 0- 0 4) 15- 5-12 7) 10- 6- 0 component and has been based on information WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 5- 6- 4 5) 21- 0- 0 8) 0- 0- 0 provided by the client. The designer disclaims continuously braced unless noted otherwise. 3) 10- 6- 0 6) 21- 0- 0 anyresponsibility for damages asa result of PROVIDE UPLIFT CONNECTION PER SCHEDULE: Wind Case- ASCE 7-98, C&C, V= 125 h, ----MAX. REACTIONS PER BEARING LOCATION----- faulty or incorwa hm, ifoatlun, slxcifi ations .tallordergisf-ritshed1.theI—,declgne,. Support 1 549# H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 X-Loc Vert Horiz Uplift Y-Loc Type by the client,-d the correctness or accuracy Support 2 581# Bld Type= Enel L= 40.0 ft W= 21.0 ft Truss 0- 4- 0 745 60 -549 BOT PIN of this "If.-T.Mn as it rnay relate to a s ie- MAX LIVE LOAD DEFLECTION: in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf 20- 8- 0 745 0 -581 BOT H-ROLL eui, project and accepts no responsibility or L/999 Impact Resistant Covering and/or Glazing Req exerelses no ...... trot with regard to fab,l-- L=-0.03" D=-0.03" T=-0.05" tior.. handling. shipment and installation of tn+sses. This truss has been destgned as an MAX HORIZONTAL TOTAL LOAD DEFLECTION: ..TC ... FORCE... CSI ..BC ... FORCE... CSI ndividual building component hi accordance with T= 0.03" 1- 2 -1083 0.37 8- 7 927 0.50 ANSI/TPI 1-1995 arid NDS-97 to be incorporated MAX HORIZONTAL LIVE LOAD DEFLECTION: 2- 3 -827 0.27 7- 6 927 0.50 as pan of )tie building design by a Budding T= 0 . 01" 3- 4 - 827 0.27 De,slgner (registered architect or professional 4- 5 -1083 0.40 engineer) When reviewed for approval by the RMB = 1.15 building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local budding codes, local clmatie records for wind - snow I ... Is. project specifications or special applied loads. Unless shown, truss has not been designed for stoage or occupancy loads. The desigii assunms compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maxtrnum spacing of lo'-0" o.c. Connector 10-6-0 �- 10-6-0 plates shall be manufactured from 20 gauge hot 1 2 4 5 dipped galvanized steel meeting AS`TM A 653. knife 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- ficatlon. Any discrepanci- arc to be put In wilting before cutting or fabrication. Plates shad not be Installed over knotholes, knots or dLsti) led grain. Members shall be cut. for tight fitting wood to w I bearing. Con- nector plates shall be located tin both faces of the tniss with nails fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5.4 plate is 5" wide x 4" long. A 6x8 plate is 6' wide x 5" long Slots (holes) run parallel to the plate length specified. Doubic cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes . re minimum sizes wised on the forces shown and may need to be increased for certain hand. ling and/or erection stresses. This tnlss 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 erectron reconunendatluns are to be followed in accordance with "Handling Instading & Bracing', HIB-91. -Trusses are to be handled with particular care during banding .rill bumlWig, 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 aril installed by others. Careful hand- dng is essential and erection b—Ing is allays required. Normal piecautlonary action for trusses requires such temporary baeing during installation between trusses to avoid toppling ervision of and dominoing. The superection of trusses shall be under the control of persons experienced In the b,stall.uon of trusses. profession' d ti l advice shall sought If needed. Concentration of construction loads greater than the d"ig', [-(is shall not be applied to tn+sscs atany time. No loads other than the weight of the erectors shall be applied to inisses until after it fastening and bracing is colllpleted. 4X6 6-0-15 0-4-3 745# 8.00" 11-1-9-9 r 21-0-0 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: #005(X)68 i R40 GREEN BR(K)K Ur.OVIF. W. FI-3276fi 5-7-3 0-4-3 745# 8.00" �f 1-1-9 I I (,t1-1-'7) scale = 0.2880 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: SUNIV A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Tlfuss ID: M CONTRACTOR. Dsgw: TLY Ch1(: Date: 6-18-02 TC Live 16.0 psf DurFac - Lbr- 1.25 BRACING WARNING: Bating shown on Lhis drawing is not erection bracing, wind bracing. portal bracing or shmlar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 hich Is a (cart of the building dr ign and which o sl. be considered by the building designer. Bracing shown Is for lateral s +plIt of tooss 1 ..b1y to h buckling length Proiis+ons be RC Live 0.0 o f p. O.C. Spacing: 24.Orr c en . . must male to anchor lateral 1. racing at e 1 and specified locations iltittrimned t. y the bidding designer. BC Dead 10.0 I. Design Criteria: TPI A ddilional bracing of the overall structure In- be jub ell (S I11FI .)I of Tf'I). (Truss Plate Iro tituu, Tf I, I s hated at ,88 D On: trio Driv , tihdrs tin, ti'isconsin 5:17191. Code Dese: FLA TOTAL 33.0 psr V:06.02.02- 13819- 5 Design: Alwra Analysis JOB PATH: C:ITEF-I.OKUOBS112SMPIIISUNIV HCS: (6,02.02 JB: SUNBURY I AC: WO: SUNIV WE: TI: P QTY:4 I DESIGN INFORMATION This design is for an Individual building component and has been based on infornallon provided by the cbenl. The designer disclaims any responsibility for damages as a result of faulty or incorrect information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of it Information as It may relate to a spe- cific protect and accepts no resfwnsib1111y or exe—es no control with regard to fabnca- lion,handling, shipment and Installation of trusses. This hiss Ices been designed as an Indivldual building component In accordance with ANSI/TPI 1.1995 and NDS-97 to Ix incorporated as Pan of the building design by a Budding Designer (registered arehitea ,, professional engineer). When reviewed for approval by the building deslgrier, 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 r> I—ncy loads. The design asstunes compression chords [top or bottom) are contLw- tisly braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rpJd ceiling, they should be braced at a maxlnnum spacing of 10' 0" o.c. Comnec for plates shall be. manufactured from 20 gauge hot dipped galvanized steel meeting A,STM A 653. Grade 40. miles otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shad review this drawing to verify thatthis drawing is In cordormance with the fabrfcalor's plans and to realize a continuing responsibility for such ver- ficatlon. Any discrepancies arc n, be put in writing before cutting or fabrication. Plates shall not be installed over knotlmles, knots or drsloat d gam. Ftembers shalt be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the less with nails fully imbedded and shall be symabout the Joint unless othetwise shown. A 5.4 plate is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots tholes) run parallel to the plate length specdled. Double cuts on web members shall meet at the centroid of the webs unless otherwise shownl. Connector plate sizes are muminum sues based on the forces shown and may need to he Increased for -,I.ln hand- ling, and/or erection stresses. This boss is not to be labrlcited with the retardant treated lumber unless otherwise showTm. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and ere.cllon recommendations arc to lne followed in accordance with "Handling installing & flracing-. 1-1I8-91. Trusses are to be handled with particular are during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding 1--es in a .straight and plumb pos- ition and for resisting Lderal forces shall be designed and Installed by others. Careful hand- ling 1s essential and erecOon bracing is always required. Normal precautionary action for trusses requites such temporary bratuog during Install'Uon between trusses to avoid toppling and dornmomg. ThP supervislon of unction of trusses shall be under the control of persons e perence.d Iu the Installation of trusses. Professional advice shall be sought d needed. Concenlrallon of construction loads greater than the design loads shall not be applied to trosses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x8 SP #2 1 2x4 SP #2 2 0: Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. design considerations (by others) for lateral forces due to wind or seismic loads on buildings. CAUTION!!! Bearing block ends must meet requirements of ANSI/TPI 1-1995, Table 10.2-2 for maximum reactions and proper 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= 0.01" RMB = 1.15 1X4 continuous lateral bracing attached with 2- lOd nails each member where shown.Bracing MUST be positioned to provide equal unbraced segments OR 2x4 "T" brace may be nailed flat to edge of web with 12d nails spaced 81r o.c. Brace must extend at least 90% of web length 2x6 Brace required on any web exceeding 141. MULTIPLE LOADS -- This design is the composite result of multiple loads. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Part L= 31.0 ft W= 4.1 ft Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 165 0.54 4- 3 0 0.12 1 4-1-8 l� U 3X 7 13X6] 2X4 2X4 3X4 8X14 0-7-4 I 1 3-6-4 65 4 3 1518N 15.00" 144# 1.50" ==============Joint Locations=========-===== 1) 0- 0- 0 3) 4- 1- 8 2) 4- 1- 8 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 7- 8 188 284 -246 BOT PIN 4- 0-12 155 0 -425 BOT H-ROLL All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 246# Support 2 425# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 284# 1-1-9 4-1-8 GABLE STUD PLATES (0) 2X4 ( 1 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1878 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: SUNIV Maronda S A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: I ,Truss ID: P y stems CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 6-18-02 TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARONDA WAY Bracing shown on this drawing is not erection bracing, wind bracing. portal bracing or similar bracing TIC head 7,0 izsf DurFae - PIt: 1.25 SAN FORD, FL. 32771 which is a par of the budding design and winch must be considered by the budding designer. Bracing for iv IiC Live u.0 sf P O.C. Spacing: 24.0" (407) 321-(X)64 Fax (407) 321-3913 shown is ialetal support of tnus members only to reduce buckling length. Pr vislons must y I OMAS 'PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overallstructure (See H may be required. IB-91 of Tr'll. BC Dead 10.0 sf p Design Criteria: TPI Code Desc: FLA LICENSE #0050068 rDvss Plate Institute, Till, Is located at 583 D'Onuh to Drive. Madison. Wisconsin 537191 1890 GNEENBROGK ur.GVIEDOTI-e27tx TOTAL 33.0 psf V:06.02.02- 13820- 5 Design: Matrix Analysis JOB PATH: C:ITEE-LOKUOBS1125bf1'IIISIJN1V HCS: 06.02.02 JB: SUNBURY I AC: WO: SUNIV WE: TI: P 61TYA DESIGN INFORMATION This nesign is for an individual building component and has been based on information provided by the client. The designer disclaims any responsibility for daruages as a result of faulty or incorrect f d—nitiun. specifiatlons and/or designs furnished to the truss designer by the client and the c,erectness or accuracy of this infoiruation as It may relate to a spe- cdic project and accepts no responsibility or exercises no control with regard to fabrica- lion, handling, shipment and installation of trrsscs. 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 I lldmg designer, the design loadings shown rs1 be checked to be sure that the data shown are in agreement with the local building codes, ia:al elunatic. records Ion wind or snow loads, protect sp-ifiratl"ns or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords Itop or bottom) are curinnu- ously braced by sheathing unless otherwise specified. Where botlnm chunts tit tension are not fully braced laterally by a property applied rigid ceiling. they should be brrced at a maximum spacing of 10'-0" o.c. Connector phles shall be manul—Attired hom 20 gauge hot dipped pl,anui,d steel meeting ASTM A 653, Grade 40, unless 01-h—ei3c shown. FABRICATION NOTES Prior to fab,I-Upn, the fobri-Ac, shall review th4 drawing to verify that this drawing Is fit conformance with the fabricator's plans and to realuc a continuing responsibility for such ven- licatton. Any discrepancies are to be put in writing befpre cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Itlembem shall be cut for light filling wood to wood bearing. t:un- ncelor plates shall be located on troth faces of the truss mili nails fully Imbedded and shall be sym. about lhe)olnt unless otherwise shown. A 5x4 plate Is 5' wide x 4" long. A 6:x8 plate is 6" wide x 8" tong. Slots (holes) rim parallel to the plate kngth specified. Double cuts on web members shall rncet at the centrotd of the webs unless otherwise shown. Cmartector plate sizes are minin uin sizes based on the forces shown and may need to be increased for certau, hand- ling and/or erection stresses. This truss is not to ire fabricated with fire retardant treated hnnber unless otherwise shown. For additional ,.zinnni— on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ali bracing and erecilnn recommendations are to be followed In accordance with "Handling Installing & Bracing'. 11115-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding truss s In a .tralghi :and plumb pos- ition and for resisting lateral forces shall be designed and installed by others. Carc(rd hand- Ihig Is essential and erection bracing is always requtred. Normal precaullonary action for trusses requires such temporary bacing during Installation between trusses to avoid toppling nd d.eno- ng. The sup-1.1— of erection of trusses shall be under the control of persons eapedenceti In the Installation of trusses. Professional ,dvtcc shall be sought if needed. Concentmlion of construction toads greater than the design loads shall not be applied 10 messes at any time. No toads other than the weigh t of it,,. erect-i shall he, - ppl i t , t us, s unW after till 1-tern.?. and bracing Ls completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x8 SP #2 1 2x4 SP #2 2 [1: Plate(s) OFFSET frcan joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. design considerations (by others) tor lateral forces due to wind or seismic loads on buildings. CAUTION!!! Bearing block ends must meet requirements of ANSI/TPI 1-1995, Table 10.2-2 for maximum reactions and proper 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= 0.01" RMB = 1.15 1X4 continuous lateral bracing attached with 2- lOd nails each member where shown.Bracing MUST be positioned to provide equal unbraced segments OR 2x4 "T" brace may be nailed flat to edge of web with 12d nails spaced 8" o.c. Brace must extend at least 90% of web length 2x6 Brace required on any web exceeding 141. MULTIPLE LOADS -- This design is the composite result of multiple loads. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Part L= 31.0 ft W= 4.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf ..TC... FORCE ... CST ..BC ... FORCE ... CST 1- 2 165 0.54 4- 3 0 0.12 _L X ==============Joint Locations===========___= 1) 0- 0- 0 3) 4- 1- 8 2) 4- 1- 8 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 7- 8 188 284 -246 BOT PIN 4- 0-12 155 0 -425 BOT H-ROLL All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 246# Support 2 425# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 284# L 4-1-8 4-1-8 3 CONTINOUS -6 � 7/16- OSB SHEATIiING i4A '4YA T 3-1-3 4 -I1 O- -12 0-7-12 0-7-4 _I � 0-7-4 6,�' S q 324# 1.5.00" 324# 15.00" 119 8-3-0 -- GABLE STUD PLATES (0) 2X4 EXCEPT AS SHOWN PLATES ARE TI,20 GA TESTED PER ANSi/T'P1 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE d005W68 1890 GREEN BROOK Cr.(AlRDO.Fl-3276G Design: Afairit Atudysis A — NOTE: TRUSS SHIPPED TO FIELD IN TWO SEGMENTS. 1-0-7 ATTACH IN FIELD USING 7/16" OSB SHEATIiING I1-1-9 mo_—(R1-1-7) WAKNIN(i: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not crectiun bracing, wind bmcmg, portal bracing or similar bracing Mitch is a part of the buildung design and winch muss he considered by the buddi g i . signer. Bracing shown Is for lateral support of Imes members only to reduce but lent1h. Provisions must be made to anchor lateral bracing at ends and specified locations daenedr—I by the budding designer. Additional bracing of the ewerall structure may he required. (See HIB-91 of TPI). [Truss Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719). JOi3 PATH: C:ITEE-LOKUOB.S1125AfP)1t5'UNIV NAILED WBd NAILS @4.0" O.C. AT ALL CONTACT SURFACES scale = 0.1878 Eng. Job: W SUN IV Dwg: Truss ID:, P Dsgnr: TLY ICU: Date: 6-18-02 7'C Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.!J psf DurFae - Pit: 1.25 BC Live 0.0 psi' O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI — Code Desc: FLA TOTAL 33.0 psf V:06.02.02- 13820- 5 11CS: 06 02.02 I I JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: U QTY:1 DESIGN INFORMATION This design is for an Individual budding canpr lent and has been based on Information provided by the Ghent. The designer disclaims any restwnsiblhty for damages as a result of faulty or Incorrect mlonnation, specifications u"1lor designs furnished to the bliss design - by the client and the correctness or accuracy of this information as it may relate to a spe- ci0c project and accepts no responsibility or exercises no control with regard to fabnea- lion. handling, shipment and instillation of Misses. This truss has been designed as an indlridual building curnponent in accordance with ANSI/•I'1'1 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional -gine.crj. When reviewed for approval by the building designer, the design loadings shown must be chocked to be sure that the data shown are In agreement with the local building codes. ,oral cla-lic records for wind or snow loads. prn), ci. speei ications or special applied loads. Unless shown. truss has not been destgned for storage or occupancy loads. The design as-umes compression chords (top or boltornl :ire continu- ously braced by sheathing unless otherwise ,peclfled. Where bottom chords In tcns,rri are not billy braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates sliall be manufactured from 20 gauge hot dipped galvanized steel meeting AST'M A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review Lill, d wing to verify that this drawing is to 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. Plates shall not be Installed over knotlu)les, knots or distorted grain. Members shall be cut for light fitting woad to wood hearing. Con- nector plates shall be located on both laces of lire truss with ..its fully trnbndded and shall be syan. about the joint unless otherwise shown. A 5x4 ))hate is 5" wide x 4" long. A 6x8 plate Is 6" wide x 6" long. Slots (holes) rim pvallci to Om plate length spechlal. Double cull on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes re mlitnnum sizes based on the, forces shown and may need to be increased for eeraln hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwlse shown. For additional lydornahon on {duality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All blaring and erection reconvnendatlons are to be followed In accordance with "Handling Installing & Bmemg'. HIB-91. Tnsses are to be. Handled with particular care during banding and bundiing. delivery and installation to avoid damage. Temporary and permanent braeing lot holding trusses in stmight r i pliant, t pos- Itron and for -sstmg lateral fotees shall be designed and Installed by others. Careful hand- t g is t"' and erecll br it a Isalways 1 a- reiuired. N nasal precautionary action for tnisses requires such temporary Gracing during installation between trusses to avoid toppling and d-ii-trig. The supervision of erection of tnisses shall be under the control of persons experienced in the tnstallatimn of tnisses. Professional advice shall be sought if needed. Concentration of construelton loads greater than it,, design I-ds shall not be, applied to Irlsses at any chile No loads r U .r it in the weight of the erectors shall be applied 1 li 1 l muses until after all fastening and ,tracing I, completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 764# Support 2 803# MAX LIVE LOAD DEFLECTION: L/999 L=-0.25" D=-0.26" T=-0.51" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.37" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.18" RMB = 1.15 7-3-15 0-4-3 0-3 MULTIPLE LOADS -- This design is the ccmlposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 30.0 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 -3229 0.60 12-11 2925 0.70 2- 3 -2456 0.56 11-10 2925 0.68 3- 4 -2156 0.43 10- 9 2158 0.47 4- 5 -2455 0.56 9- 8 2925 0.68 5- 6 -3229 0.61 8- 7 2925 0.70 ==============Joint Locations=============== 1) 0- 0- 0 5) 23- 1- 1 9) 16-10- 8 2) 6-10-15 6) 30- 0- 0 10) 13- 1- 8 3) 13- 0- 0 7) 30- 0- 0 11) 6-10-15 4) 17- 0- 0 8) 23- 1- 1 12) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1041 77 -764 BOT PIN 29-10- 4 1041 0 -803 BOT H-ROLL 13-0-0 4-0-0 13-0-0 1 2 5 61 F-6.00 0 3.00 5X6 5X6 3.00 6-10-3 0-4-3 7- I 12-10-0 3-9-0 12-10-0 I 12 11 10 8 1042# 3.50" 1042# 3.50" 1 1 9 i 30-0-0 _-.� 1-1-9 EXCEPT AS SHOWN PLATES ARE '11L20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2077 �Maronda Systems '4005 MARONDA WAY SANFORD, I'L-. 32771 (407)321-(X)64 Fax (407) 321-3913 TOMAS PONCE P.E. 1.-ICLN'S1 #0050068 1890 GREENBRIX)K C. OVIEDO.Ft32766 WAKNIN(4: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing t non this drawing is not erection bra Ingwind t r sing portal br. ring slualar bra Ing which is a 1.rt of the t uildmg design and hi,h intist be. consideted by the building d -Ikn er. Bracing Sir-, Is I rr lateral Support of truss members only 1. reduc. buckhng length. Proof i s n+u,t be 'Wade to anchor Literal bracing at ends and stecified )-.it I, determined by the building designer. Addition I bracing of tire, overall structure nlay be required. (See HIB-91 of TPI). rl russ PI to 1 lisl ilule Till. is located at 583 D O n frio Drh-e Madison. Wisconsin 537111) Eng. Job: WO: SUNIV - Dwg: Truss ID: U Dsgnr: TLY Chk: Date: 6-18-02 TIC Live 16.0 psf DurFae - Lbr: 1.25 TIC Dend 7.0. psf DurFac - PIt: 1.25 BC Live 0.0 psf O.C. Spacing: 24.01, BC Dead 10.0 IKf Design Criteria: TPI Code Desc: FLA TOTAL, 33.0 psf I V:06.02.02- 13821- 5 rmsign: moot mtrHl'sis JIM FAIR. (,:IILL-1,UKVOBSII75hfPNISIJ,NIV HCS: 06.02,02 I I JB: SUNBURY 1 AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: V QTY:1 DESIGN INFORMATION This design is for an Individual building component and has been based on tnfonna Uon 1"": cd by the client. The deslgner disclaims any responsibility for damages as a result of faulty or Incortect lot. ".""n, specifications and/or dcsngns f.-Ws ,d Io the truss cicsign<r by the client and the correctness or accuracy of tins infol7nalton as it may relate to it spe- cific 1-4-t and accepts no resp.-Ibillty or -1- Iles no coot-] with regard to falxlca- lion, handling, shiprnent and Installation of "'u"es. d This truss has lien designeas a t lu,idual building comionent in accordance. w,th ANSI/1'III 1.1995 and NOS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer;. When reviewed fur approval by the building designer, the design loadings shown must be checked to le sure that the data shown are in agreement with the local building codes. local ellinatle records for wind or snow hwds. project specifications or special applied toads. Unless shown, truss has not been designed for storage or occupancy loads. The design assurnes compression chords (top or button,)) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid ceding, they should be braced at a a axunum spacing of 10 -0" o.c. Connector plates shall be manufactured front 20 gauge hot dipl,ed galvanized steel n,eelfng A5TM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES prior to fabrication. the fabricator shall review this drawing 10 verHy that this drawing is in oonfornance with the fabricators plans and to realize a conunuh,g responsibility for such -1- hcation. Any discrepancies are to be put In writing before cutting nr fabrication. Plates shall not be. tnstrilled over knotholes, knots or distorted grain. Mt nbers shall be cut for tight fitting woe. l to wood bearing. Con- nector plates shall trc located on both faces of the truss with nails fully Imbedded and stead be ssnn. atwut the Joint unless otherwise shown. A 5x4 plate Is `iwile x 4' long. A 6x8 plait, is ti wide x 8" long. Slots tholes; run parallel to the plate length spec lied. Double cuts on web embers shall meet at the-rit,.ld of the wets unless otherwise shown. Connector plate sues arnnuntmt snzes bax-d on the forces shown nd may need to be Increased for cerwin hand- ling arnr)(or erect(.. sir<rsses. This truss is not to be fabricated with fire retardant treated finder unless otherwise shown, For additional Idn unatlor, on Qualfty Control refer to ANSI/Till 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to Ile followed in accordance with "Handling InstalWng & Bracing*'• HIB-91. Trusses are to be handled dl d with pa rIlcular care during banding ,and bundling, delwery and Installation to avoid darnage. Temfror ry and perrnaner . bracing f.: r holding truss s in, a straight and pl.-b fxs- It,on ant for resisting lale.cal forces shall he d gre id and In l:W el by Ohers. C-fid hand- h.9 is essential and c tin bract g I always -,.i ed. Normal precautionary action lox trusses requires such teminomry bracing durng Installation between I-- to avoid toppling and domfnoung. The supervision of eiectbn of trusses shall be under the ci trot of l,ersons experienced In the bslall tlon of trusses. professional advice shall be sought it needed. Conceotmuon of -traction loads greater than the design loads shall not he applied to .nrsses at any tune. No I. 1 rihe, hoar, the wer91 1 of the ere- tors hall ll be applied to tosses unla i fte•. all fastening and bmcfng is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 778# Support 2 818# MAX LIVE LOAD DEFLECTION: L/999 L=-0.26" D=-0.26" T=-0.52" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.37" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.19" RMB = 1.15 T 1 6-3-15 0-4-3 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 30.0 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 -3245 0.57 13-12 2937 0.74 2- 3 -2719 0.54 12-11 2948 0.70 3- 4 -2413 0.43 11-10 2536 0.65 4- 5 -2412 0.43 10- 9 2947 0.70 5- 6 -2718 0.54 9- 8 2936 0.74 6- 7 -3244 0.60 ==============Joint Locations=============== 1) 0- 0- 0 6) 24- 1- 1 11) 11- 1- 8 2) 5-10-15 7) 30- 0- 0 12) 5-10-15 3) 11- 0- 0 8) 30- 0- 0 13) 0- 0- 0 4) 15- 0- 0 9) 24- 1- 1 5) 19- 0- 0 10) 18-10- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1041 100 -778 BOT PIN 29-10- 4 1041 0 -818 BOT H-ROLL I 11-0-0 k 8-0-0 k 11-0-0 1 2 4 6 7i 0 5X6 3X4 5X6 -G 001 T 5-10-3 0-4-3 3.00 1 3.00 0-3-5 0-3-8 10-10-0 I 7-9-0 10-10-0 113 12 11 10 9 ] 1042# 3.50" 1042# 3.50" 1- 30-0-0 1-1-9_ (R1-1-1-7) I (R1-1-7) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSi/TP1 1-1995 scale = 0.2077 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: W V Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: I Truss ID: V CONTRACTOR. BRACING WARNING: Dsgnr: TLY Clik: Date: 6-18-02 TC Live 16.0 psr DurFac - Lbr: 1.25 4005 MARONDA WAY Bracing shown on this drawing is not erection bracing. wind bracing, Ix rt l b, c, ng or mnbar 1-mg TC Dead 7.0 psf DurFae - PIt: 1.25 SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 which is part of th< t uddmg design and which trust be c.nside.red by Ih, t lid! g 1 tgoer. B-""g shown is fur lateral ran lxM of truss mennfets only t reduce buckling I gih. ll stuns roust be BC Live 0.0 psf ac O.C. Spacing: 24.0" p g• TOMAS PONCE P.E. made to a :.t or lateral bra •trig m ,nd and sp 11 I locations deternur d ty the building designer. Addillorr d bracing of the overall structure bx BC Dead 10.0 f Design Criteria: TPI LICENSE #0050008 may requled. (see Hill 91 of TPI) (Truss plate Institute Till. Is located at 583 D o ,hio Drive, Madison. Wisconsin 53719) Code Dese: FLA 1890 GREENBRWK 11'.011E.Ti-327. I I TOTAL 33.0 psf V-.06.02.02- 13822- 5 ✓evgnr mrurrz -ysu JUrf tAltl: C:IItL-L0K UUtf.N;IZSMYHI.SIJNIV IICS: 05.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: W QTY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the ========_=====Joint Locations=====__==_=____ T10-1-19n is for an Individual bulldtrig BOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1) 0- 0- 0 5) 21- 0- 0 9) 20-10- 8 component and has been based on information WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 4-10-15 6) 25- 1- 1 10) 15- 0- 0 pro„dedbyit,,chentThedesigmerd,sclahns 2x4 SP #2 3,5 continuously braced unless noted otherwise. 3) 9- 0- 0 7) 30- 0- 0 11) 9- 1- 8 faulty o any yrvnsl d;ty for damages as a resuh or rtrcoircctudumaat!un.specthcations Wind Case- ASCE 7-98, C&C, V= 125 h, mIp 4 ) 15- 0- 0 8) 30- 0- 0 12) 0- 0- 0 and/ordcsign.funrished1.the tru-1 signer PROVIDE UPLIFT CONNECTION PER SCHEDULE: H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 ----MAX. REACTIONS PER BEARING LOCATION----- by the cllent and the correctness or accuracy Support 1 781# Bld Type= Enel L= 40.0 ft W= 30.0 ft Truss X-Loc Vert Horiz Uplift Y-Loe Type of this lnlormation as It may relate to a 'Pe- Support 2 819# in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf 0- 1-12 1042 92 -781 BOT PIN c,fic project and aa:epts r:o responsibility or MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req 29-10- 4 1042 0 -819 BOT H-ROLL exernses oo control w,th regard to fabrics. L/999 ion. handling, shipmmrit and installation of trusses. Thistrusshasb—clesigncdasan L=-0.30" D=-0.31" T=-0.60" ..TC... FORCE ... CSI ..BC ... FORCE ... CSI nelividual building cornfronent in accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -3247 0.66 12-11 2955 0.76 .wsi/'r?i1-1995and NOS-9itobe, Incorporated T= 0.38" 2- 3 -2946 0.54 11-10 2629 0.59 as part of the budding design by a Building MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -3163 0.56 10- 9 2629 0.59 Designer (registered architect or professional engineer). When reviewed for approval by the T= 0.19" 4- 5 -3163 0.56 9- 8 2955 0.76 building designer. the design loadings shown RMB = 1.15 5- 6 -2945 0.55 must be checked to be sure that the data shown 6- 7 -3246 0.68 re (n agree ent with the I—] building codes, local ctunattc records for wind or snow l rds, project specifications or special applied loads. Dude- shown. lru5 has not beer, designed for storage or occupancy loads. The design asswnes compression chords (top or bottom) are conunu- oushy baccdt by sheathing unless otherwise specified. Where bottom chords in, tension are notfully braced laterally by a properly applied rigid ceiling, llrey should be bracts, at a in—i nurn spacing of 10'-0" o .. Connector plates shall bemanufactured from 20 gauge hot dipped galvanized steel mecung A1Ti M A 653, Grade 40. unless otherwise shows. FABRICATION NOTES Prior to fabd-Lion. the fabricator shall review this drawing to vertfy that this drawing s In cordonnance with the fabricator's plans and to realize a cr tinuing responsibility for such veri- hcation. Any t iscreµancis are to be put fit eating Adore cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for light lilting wood to wood bearing. Con- nector plates shall be, located on loth faces of the truss with naps fully hubedded and shall be syrn. about fire joint unless otherwise shown. A 5.x4 plate Is 5' wide x 4" long. A 6x8 plane is 6' wide x 8" long. Slots (holes) run p-116 to the plate lengtt: specified Double cuts oil web members shall meet at the r .rnrold of the webs unless otherwise shown. Connector plate stzs are nunlrnum sues based on the forces sh— . nd 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 addfuon.I information on Q-11ty Control refer to ANSI/TPI 1-1695 PRECAUTIONARY NOTES AU bracing and erection recommendations are to be followed in accordance with 'Handling Inslalhng A Bracing. 1-I111-91. Trusses are to be handled with particular care during b;mding and bundling, delivery and Installation to avoid damage. Ternpoary and permanent bracing for holding trusses 1n a straight and pl r it pos- I ion and for r isting lateral forces, shall be fesign d d tall .d ty th C ref I h and - II g is 11. 1 and erecton bracing g is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and domBnoing. The supervision of erection of muses shall be, under the control of prisons experienced In the installation of trusses. Professional advice shall be sought If needed. Coneentrauon of construction loads greater than the dslgn loads .t all nil be applied to musses at any untie N loads other than the weight of the erector shall be appll rd to trusses untll after all Iastentng ar d bracing ls- completed. 1 9-0-0 12-0-0 9-0-0 1 2 4 671 6�00 -6 0000 5-3-15 0-4-3 _ 3.00 I 0-3 SX6 2X4 SX6 3.00 4-10-3 0-4-3 _T— f1 0-3-8-8 _ P9 Ilk __ 8-10-0 k 11 9-0 k 8-10-0 I 12 11 10 1042# 3.50" 30-0 0 1042# 3.50" 1-1-9 I (� 1-1-9 (R1-1-7) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPl 1-1995 scale = 0.2077 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: SUN I Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: W CONTRACTOR. I Dsgnr: TLY Chk: Date: 6-18-02 BRACING WARNING: TC Live 16.0 psf DurFac - Lbf: 1.25 4005 MARON DA WAY SAN FORD, Bracing shown ,it this drawing Is not er ,l,n bracing. wind bracing, fmrial bracing or similar I.. g TIC De:.d 7.0, psr DurFac - Pit: 1.25 FL. 32771 321-0064 Fax t which is a pan of the building design and which null be considered by the building d ,gn.r ll ar mg st own is for lateral sir rt of hiss to buckhn Icn BC Live 0.0 Isf n O.C. Spacing: 24.0 (407) (407) 321-3)I3 TOMAS PONCE P.E. membuc only reduce h. Proe, Ions must be ,-Id c Ina anchor lateral t a rang at end ,it(] specified I rations d .rem .neJ by lire buildingdes, r. l bo g ' designer Fdditbn i bracing the be QL Dead lo.o I psf Design Criteria: TPI 9 of o call strict a may recticed IS HIB 91 of TPI) LICI{NSL #005(X)68 (r us Plate Institute TPI. fs located at 583 D Qnofno DrW , atadisnn. Wisconsin 537191, Code Dese: FLA 1890 GREEN -BROOK C7.0VIEDOT1.32766 TOTAL 33.0 rlsf V:06.02.02- 13825- 6 ucsrgn: Mrurcr nrran'srs JUH f` llf. C:IILP-1,UKU(InII25MPIltSUNIV TICS: 06.0-a.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: X 6QTY:2 DESIGN INFORMATION TOP CHORDS- 2x4 SP #1 D MULTIPLE LOADS -- This design is the =-==-=== =====Joint Locations=============== This design is for an individual building 2x8 SP #1 D 2,3 composite result of multiple loads. 1) 0- 0- 0 5) 30- 0- 0 9) 5- 3- 0 component and has been based on irffornatlon BOT CHORDS: 2x6 SP #1 D All COMPRESSION Chords are assumed to be 2) 5- 0- 0 6) 30- 0- 0 10) 0- 0- 0 provided by the client. The designer disclaims any responsibility for damages as a result of WEBS: 2x4 SP #3 continuous) braced unless noted otherwise. y 3 ) 15- 0- 0 7 ) 24- 9- 0 faulty or incorrect infomnatlon. specifications 2X4 SP #2 2, 4 Design gn based on 2-ply laminated Bot chord. 4) 25- 0- 0 8) 15- 0- 0 and/or designs f erld hed to the truss designer 2-PLY TRUSS! fasten w/3 "X 0.1201, nails in End verticals designed for axial loads only. by the client and the correctness or accuracy staggered pattern per nailing schedule: End verticals that are extended above/below ------------ TOTAL DESIGN LOADS------------ ofthiainformation asumay mWetoaspe- TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Wind Case- ASCE 7-98, C&C, V= 125irph, Uniform PLF From PLF To cihc projecl.-ntandtrolwit noresponsibilityibWtyor exercises no control with regard to fabrica- Distribute loads equally to each ply. H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 TC Vert L+D -46 -1- 1- 9 -46 5- 0- 0 tion, handling. shipment and Installation of Bld Type= Encl L= 40.0 ft W= 30.0 ft Truss TC Vert L+D -77 5- 0- 0 -77 25- 0- 0 trusses. This truss has been designed as an PROVIDE UPLIFT CONNECTION PER SCHEDULE: in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf TC Vert L+D -46 25- 0- 0 -46 31- 1- 9 Individual building component in accordance with Support 1 766# Impact Resistant Covering and/or Glazing Req BC Vert L+D -20 0- 0- 0 -20 5- 0- 0 ANSI/TPI 1-199.5 and NDS-97 to be Incorporated Support 2 766# BC Vert L+D -33 5- 0- 0 -33 25- 0- 0 as part of the building design by a Building architect or professional MAX LIVE LOAD DEFLECTION: ..TC... FORCE... CSI ..BC... FORCE... CSI BC Vert L+D -20 25- 0- 0 -20 30- 0- 0 engineer!regi eii re engineer). W'Imen reviewed for approval by the the L/707 at JOINT # 8 1- 2 -6390 0.22 10- 9 5873 0.33 Concentrated LBS Location building designer, the design loadings shown L=-0.50" D=-0.51" T=-1.01" 2- 3 -10679 0.51 9- 8 6405 0.54 BC Vert L+D -195 5- 0- 0 must be checked to be sure that the data shown MAX HORIZONTAL TOTAL LOAD DEFLECTION: 3- 4 -10679 0.51 8- 7 6407 0.54 BC Vert L+D -195 25- 0- 0 are in agreement with the local building codes. local climatic records for wind or snow loads, T= 0.29" 4- 5 -6391 0.22 7- 6 5874 0.33 ----MAX. REACTIONS PER BEARING LOCATION----- pro)ect specifications or special applied loads. MAX HORIZONTAL LIVE LOAD DEFLECTION: X-Loe Vert Horiz Uplift Y-Loc Type Unless shown, truss has not been designed for T. 0.14 n 0- 1-12 1684 0 -766 BOT PIN storage or occupancy loads. The design assumes RMB = 1.00 29-10- 4 1685 0 -766 BOT H-ROLL compression chords !top or bottom) are continu- ously braced by sheathing unless olherw%e 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 ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Poor to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted gram. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots tholes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate s@es 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 addluonal information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erect Ion recommendations are to be followed In accordance with "Handling Installing & Bmcing', 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- ition and for restating lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bmcing is always required. Nomral precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the ustallalion of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design )pads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall to applied to trusses until after all fastening and bracing is completed. 2-PLYS REQUIRED 5-0-0 20_0_0 5_0_011 1 3 5 0 3-3-15 0-4-3 3.00 i 0-3-8 � 8X10 10X10 RX10 3.00 038 T 04-3 2.10-3 4-11-8 19-6-0 11 4-11-8 10 8 1 1685# 3.50" 1685# 3.50" 1 1 9 30-0-0 L 1-1-9 196# 196k r (R1-1-7) EXCEPT AS SHOWN PLATES ARE L20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2077 (Maronda Systems '4005 MARONDA WAY SANFORD, FL. 32771 (407)321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK t:T.0V1ED0.FL32766 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not emotion bracing, wind bracing, portal bracing or similar bmrtng 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. 11rovislons must ie made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. ISee H113-91 of-1'PI). (Truss Plate Institute, TPI, is located at 583 D'Onofrlo Drive, Madison, Wisconsin 53719). Eng. Job: WO: SUNIV Dwg: Truss ID: X Dsgnr: TLY CIA: Date: 6-18-02 TC Live 16.0 psf DurFac - Lbe 1.25 TC Dead 7.0, psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.011 BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAI, 33.0 psf V:06.02.02- 13827- 6 .-.1.611. 1-- ,,,....f,., - ruin: t,:nrcr--LUAVUtlJVOMYrIlaUNIV NCS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: Y QTY:2 DESIGN INFORMATION This design us for an Individual budding component been and has based on Information provided by the cbcnt. The designer disclaims any responsibility for damages as a result of faulty or incortect hnfortnauon, specifications and/or designs furrI to the truss designer by the client and the corectness or accuracy of this inforiI as it may relate to a spe- chic prc)ectand accepts no responsibidty or exercises no rontrol with regard to fibrica. tion, handling, shipment and Installation of trusses. This truss has been designed as an individual building component in accordance with ANSI/TPI I-1995 and NDS-97 to he incorporated as part of the building design Ivry a Building Designer (registered architect or professional engineer). when reviewed for approval by the building designer, the, d-Ign loadings shown must be checked to be sure that the data shown are In agreement with the Loral building codes, local elit—ile rsords for wind or snow leads, project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords Itop or bottom) are 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 maximurn spacing of 10'-0" o.c. Connector plates shall be manufaclured from 20 gauge hot dipped galvanUed steel rneeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verity that this drawing is In confomnance with the fabricator's plans and to real/zo a continuing r-ponslbdjty for such —1- fi-zlion. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the trus with narks 1u11y Onbedded and shall be sync about the joint unless otherwise showil. A 5x4 plate Is 5" wide x 4" long. A 6x8 plate is 6' wide x 8" long. Slot-s (holes) ram parallel to the plate length s1welfied. Double cuts on web mernbers shall meet at the centrofd of the webs unless otherwise shown. Connector plate sizes are mmanwn sizes based on the forces shown and may need to tic memesed for certain ha»d- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber :ndcss oLhci L1v shown. For additional nformation on Quality Control refer to ANSI/TPI I -1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & l3racingr. HIB-91. Trusses are to tie handled will) particular care during banding and bundling. delivery and installation to avoid damage. Te po—y and permanent bracing for holding trusses to a s",ight and plumb pos- tilon and for resisting lateral forces shall be designed and installed by otheis. Careful hand- ling is a ential and ere u— b-cbng ks always required Nonnal precautionary action for trusses requtres such temporary bracing during Installation between tr-osses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In line installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than tlie desir,ri loa 1.. shall net tie applied to trusses at a ray tine N. I. i other than the weight of the ereclws .mall IM applied to trusses until alter all Listening and bracing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 512# Support 2 266# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 226# MAX LIVE LOAD DEFLECTION: L/999 L=-0.04" D= 0.00" T=-0.04" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.09" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.09" RMB = 1.00 0-3-15 III MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 7.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -64 0.85 4- 3 -12 0.73 r 4.24 212 J Yr I 4 - 95# 4.95" 1-6-2 11 7-0-14 (R1-6-0) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 WARNING: READ ALL NOTES ON THIS SHEET. Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 4005 MARONDA WAY SANFORD, FL. 3z i n lirncing shown on this drawing Is riot t e—ti: n bracing. wI u1 bracing, portal brining or sinola, b I n g hi h is a part if the building design air,[ which most be considered by the building 1 ig r Bracing (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of In— rnemlx only to reduce buckling 1-ngih. Provisions must be ,^� TOMAS made to anchor lateral bracing at ends :old specllled locations determined by the building desip,m PONCE P.E. Additimnai Gracing of the overall structure luny be required. (See HIB-91 of TPI. LICENSE #0050068 ITruss Plate Institute, I PI, I, Irxated at 58:3 D 0ioirio Drive. Madison, tl'iscousfn 53719) 1391) OREENBROOK CT.O\IEDO.1`1_327C-5 =- ===========Joint Locations=============== 1) 0- 0- 0 3) 7- 0-14 2) 7- 0-14 4) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D 0 0- 0- 0 -56 7- 0-14 BC Vert L+D 0 0- 0- 0 -24 7- 0-14 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 2- 8 94 226 -512 BOT PIN 6-11- 1 193 0 -266 BOT H-ROLL 193# 2.50" scale = 0.6346 Eng. Job: W IV Dwg: Truss ID: Y Dsgnr: TLY CIA: Date: 6-18-02 TC Live 16.0 pf DurFae - Lbr. 1.25 TC Dead 7.0, psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0'r BC Dead mo psf Design Criteria: TPI --- - Code Desc: FLA TOTAL 33.0 psf V:06.02.02- 13831- 6 Ueagn: Minix Arwfysts JOB PA711: C:i7*EE-L0KU08Sl125MP17!SUN1V 11CS. 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: Z 61TY:11 DESIGN INFORMATION This design is for an individual building component and Ira. been based on information provided by the ,bent. The designer disclaims anv respol sibllay for damages as a result of faulty or Orcoaect infomation, specifications and/or destr*.r.z funo,lled to the truss d... g-r I", the client and the cocclness or --racy M this information as it may relate La a spe- clfte project and —epls no respunsibdity or oo""i with regard to fabrica- ❑on,chandling. shipment and installation of trusses. This mass has been designed as an individual building component In accordance with ANSI/1.11 )-1995 aril NUS-97 to be, In—porated as pan of the building design by a Building Designer Ircgi-c:emd architect or protcssional engineer), when reviewed for approval by the building designer. the design loadings shown must be checked to be sure that file data shown are in agreement with the local building codes, local climate records for wind or snow hoods. projectspecifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compressiun chords [lop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in torrsiun are not fully braced laterally by a properly applied rigid ceiling, they should be braced .1a maximum sixrcmg of 10' 0" o.c. Connector plates slim) be manrdactured fruit, 20 gauge trot dipped pahanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this dewing in verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibilit, for sell veri- fication. Any dlscrepaucles are to tie put In writing 1,e4orr cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grin. Memb:rs shall be cut fur tight fitting .—I to wood bearing. Con- nector plales shall be located on both faces of the I— with mails full, irribedded and shall be sym. about thejnint .,,its-, otherwise shown. A x4 plate is ' wide x 4' long. .4 6xfi plate is 6" wide x 6" long. Slots (holcs) run parallel to the plate length sfm-.ified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes Erased oil the fur, es shown and may nerd to be increased for certain hand- ling and/or erection stresses. 9luls truss Is not to be lubricated with fire relanlent treater) lurni.rer uunlesz utherw, a shown. Fur additional iafonnallon on Quality Control refer ru ANSI /Tf'1 1-1995 PRECAUTIONARY NOTES All bneing and erection it-m ncialations are to be followed in accordance with "Handling installing & Bincing', HIB-91. Trusses are to be handled with particular care din -frig banding and bundling. delivery and inst,Uation to avoid d:v,age. Teuf,omry and pemranent bracing for holding masses far a stalght and piunib pos. Ilion and fur resfsttrag lateral forces shall be designed titd Installed by others. Careful hand- ling Is a atf 1 d election b g 1.. .1ways required Normal par autionary action lot lm..e. requires such temporary bracing during inslallatdml between trusses to avoid toppling and durnirwmg. The superv� ton of erectInn of trusses .%hall be under the rural;:, of persons experrenlA in the instillation of trusses. prufesslonal advice shall be sought if needed. cm—ntntton of cwrstruc[ion loads greater than the design 1—is1—is Sir.!) n it I I: pll A to trusses at any timl No boa 1 other Ihm the weigh[ of it a •r tr shall be applied he d to bosses a nid after all fastening and tnaclr,g Is -inpleled. 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 1 390# Support 2 274# Support 3 43# MAX LIVE LOAD DEFLECTION: L/684 at Mid -panel # 1 L=-0.09" D= 0.01" T=-0.08" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 3-3-15 0-4-3 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp-Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 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 -49 0.63 4- 3 -27 0.48 ==============Joint Locations=============== 1) 0- 9-15 3) 5- 0- 0 2) 5- 0- 0 4) 0- 9-15 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 4-10-12 107 141 -274 TOP PIN 0- 1-12 215 191 -390 BOT PIN 4-10-12 58 0 -43 BOT H-ROLL 5-0-0 1 2 6.00 3.00 I 038 4 4-8-8 3 215# 3.50" 108# 2.50" 1-1-9 T — 5-0-0 5 - 91/ SUn (R1-1-7) . C/L: 4-110-12 EXCEPT AS SHOWN PLATES ARE TL.20 GA TESTED PER ANSI/TPl 1-1995 Over 3 Supports WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: (Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D"g: CONTRACTOR. Dsgnr: TLY Chk: BRACING WARNING: Tc Live 16.0 psf 4005 MARONDA WAY SANFORD, FL. 32771 Bracing hown on this din ing is nut erection bracing. ing wind braf anal bracing or I, I. tam, -mg whilh L, fan of the building d asfim and whivIi tioilt be lonlidered by the building 0-igntr. Bracing TC Dead 7.0, psi (407) 321-0064 Fax (407) 321-3913 shown I, for hrlenl support of truss inembell o.Iv to redo a buckling length. Provr: i ns must ire RC Live 0.0 psf TOMAS PONCE P.E. trade to chor lateral b r Ir g ai ends and spe m 1 I xatior s ktemufn d by the building desigler. Addal—al bracing of till, t overall s, etunu re Iy t e rzgntred (Se, HIB-<) I ,f T BC DeadPI). d 10.0 s p• f LICENSE #tX)50068 rl'nrss Plalr. Institute. I ill. is located at 583 IYQnof,io DIN", Madisom ivisconsin 5:371% 189D GREENBROOK CT OViEDO.FL 276E TOTAL 33.0 psf Attach with (4) 10d Toe -Nails Attach with (I) 10d Toe -Nails scale = 0.6314 Truss ID: Z Date: 6-18-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA u,q,i. marina A.a.)sts JOB PAIII: U:IILL-LOKVORS1125,4fPtiiSUNIb' 11C:S. 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: DESIGN INFORMATION This design is for an Individual building component and has been based on information provided by the client. The designer disdains any responsibility for damages as a tesult of faulty or incorrect information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as it may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion. handling. shipment and installation of trusses. Thls truss has been designed as all individual building component in accordance with ANSI/TPI I-19% and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown arc In agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-O' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- f1mbon. 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 filling wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5" wide x 4' long. A 6x8 plate is G" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sues are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss 1s not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional .formation on Quality Control refer to ANSI/TPI 1-19% PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing", HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding tnisses in a straight and plumb pos- ition and for resisting lateral forces shall be designed and .stalled by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing daring 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 little. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is compleled. 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 1 163# Support 2 65# Support 3 6# 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= 0.0011 RMB = 1.15 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type= Encl L= 40.0 ft W= 1.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC...FORCE... CSI 1- 2 -9 0.03 4- 3 -6 0.02 TI: Z 1 QTY:4 ====-===-=====Joint Locations=============== 1) 0- 9- 5 3) 1- 1- 8 2) 1- 1- 8 4) 0- 9- 5 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc 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 1-1-8 1 2 0 3.00 j 0-3-8 3 4 3 89# 3.50" 25# 2.50" e 1I-1- +_ 1-1-$ 1311 2.5�0" EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407)321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK CT.OVIEDO.FL32766 ri-,-:- .--ruin.... WAKNIN(i: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this dewing is not election bracing, wind bracing, portal bracing or similar bmr.g 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 bucking length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI1. (Truss Plate Institute, TPI, is looted at 583 D'Onofrio Drive, Madison, Wisconsin 53719). 0-8-9 0-2-8 Attach with (1) 10d Toe -Nails At(ach with (1) 10d Toe -Nails scale = 1.5123 Eng. Job: W NIV Dwg: Truss ID: Z'1 Dsgnr: TLY Clik: Date: 6-18-02 TC Live 16.0 psi' DurFac - Lbr: 1.25 TC Dead 7.0. psf DurFac - Pit: 1.25 RC Live o.0 ptif O.C. Spacing: 24.0° BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 Ds v•nA no n,)_ zQi� HCS.- 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: Z2 QTYA DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 Analysis based on simplified Analog Model. ==============,joint Locations=============== This design is for an individual building BOT CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the 1) 0- 9-13 3) 3- 1- 8 component and has been based on information provided tlu client The designer Ins All COMPRESSION Chords are assumed to be composite result of multiple loads. 2) 3- 1- 8 4) 0- 9-13 any n for damages as a resin of dish continuously braced unless noted otherwise. This truss is designed to bear on multiple y or incorrect fauhy or incorrect lNormauon. spttdications Shim or wedge if necessary to achieve full g ry supports. Interior bearing locations should PPo g ------------ TOTAL DESIGN IAADS------------ and/or designs furnished to the mass designer bearing. be marked on truss. Shim or wedge if Uniform PLF From PLF To by the client and the correctness or accuracy of this ldonnauon as it may relate toa spe- PROVIDE UPLIFT CONNECTION PER SCHEDULE: necessary to achieve full bearing. TC Vert L+D -46 -1- 1- 9 -46 0-10-11 excif-seject cnd pit ner—ptofbn ur Support 1 284# Wind Case- ASCE 7-98, C&C, V= 125nph, TC Vert L+D -82 0-10-11 -82 3- 1- 8 exercises no control w1[h regard to fabrics.- ontrol H= 21.0 ft, I= 1.00, Cat. B, Kzt= 1.0 EXp. BC Vert L+D -20 0- 0- 0 -20 0-10-11 lion, handling. shipment and Installation of Support 2 176# Bld Type= Encl L= 40.0 ft W= 3.1 ft Truss BC Vert L+D -38 0-10-11. -38 3- 1- 8 trusses. This truss has been designed as an Support 3 27# in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf ----MAX. REACTIONS PER BEARING LOCATION----- Individual building component in accordance with ANSI/Tr^1 1-1995 and NDS-97 to be incorporated MAX LIVE LOAD DEFLECTION: L/999 Impact Resistant Covering and/or Glazing Req X-Loc Vert lioriz Uplift Y-Loc Type building hitect by Budding D partof ther(registered L=-0.02" D= 0.00" T=-0.02" .TC... FORCE... CSIFORCE... CSI 3- 0- 4 114 88 -176 TOP PIN reg a professional by the eng1neer (regis n mvi wed for englneerl. When revtewcd for approval by the MAX HORIZONTAL TOTAL LOAD DEFLECTION: -.BC... 1- 2 47 0.25 4- 3 17 0.19 0- 1-12 3- 0- 4 198 119 -284 BOT PIN building designer, the design loadings shown T= 0.00" 65 0 -27 BOT H-ROLL must be checked to be sure that the data shown MAX HORIZONTAL LIVE LOAD DEFLECTION: are In agreement with the local building codes, T= 0. 00" local climatic records for wind or snow loads. project specifications or special applied Iwds. RNB = 1.15 Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or boltornl are conWtu- braced by sheathing unless otherwise I 3-1-8usly ,li-- _ specified. Where bottom chords In tension are not fully, braced laterally by. properly applied rigid ceiling, they should be braced at a ----- maxunum spacing of 10'-0" o.c. Connector 6.00 plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless Attach will, (3) otherwise shown. 10d Toe -Nails FABRICATION NOTES to Prior to fabrication, the fabricator shall review ties to verify that this drawing Is In conformance with the fabricator's plans and to 1-2-7 realize a continuing responsibility for such veri- firatlon. Any discrepancies are to be put in writing before cutting or fabrication. Plats shall not be InstaOed over knotholes, knots or distorted grain. Members shalt be cut for tight fhwng wood to wood bearing. Cm1- 2-4-11 nector plates shall be located on both faces of - — — the truss with nails fully Imbedded and strall be sym. about the joint unless otherwise shown. A 5x4 plate is 5" M& x 4" long. A 6x8 plate is 6' wide x 8" long. Slots (holes) m s) run parallel to - 0-g-$ the plate length specified. Double cuts on web 0-4-3(— members shall meet at the centrurd of the wets unless otherwise Shown. Connector plate sins 4I All ech with (1) minimaun sizes based on the forces shown 3)(4 Att Toe -Nails and may need to be increased for certain hand- ling and/or erection stresses. This irises is not to tre fabricated with fire retardant h'eateil hunter unless otherwise shown. For adibUonal Information on Quahly Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection rec rum.ndations are to be followed In accordance with "Handling Installing & Bracing', HIB-91. Trusses are to be handled with particular care during barrdbrg and bundling, delivery and installation to avoid damage Temporary and permanent bracing for holding trusses in a straight and plumb pos. ition and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bmcing during installation between trusses to avoid toppWig and dominoing. The supervision of erection of truss— shall Ile ..it., 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 misses al any time. No Inads other than the weight of the erectors shall be applied to t ss- —III after all fastening and bracing Is completed 3.00 I 0-3-8 - 2-10-0 4 3 199# 3.50" 115# 2.50" 11-1-9 3-1-g 65# 2 50" '-_- - ) -- ___. CSI -0-4 EXCEPT AS SIiOWN PLATES ARE T120 GA TESTED PER ANSUTPi 1-1995 Over 3 Supports Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890GREENBRC>OK CT.OVIE.DO.FL327(i6 scale = 0.8792 WHKNINV: READ ALL NOTES ON THIS SHEET. Eng. Job: UN A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: Z2 CONTRACTOR. Dsgnr: TLY Chk: Date: 6-18-02 BRACING WARNING: TC Live 16.0 psf DurFac - Lbr. 1.25 Bracing shown on this drawing is not erectiorn t ncing, wind b . rung. poral bracing or sinilar b:actng TC De.id 7.0. psf DurFac - Pit: 1.25 which Is a part of the building design and which r u. 1 1x considemby the building designer. Bracbng shown is for lateral support of truss. mnnixrs only to reduce buckling length Pro�.dslons must be BC Live 0.0 psf O.C.Spacing: 24.0" p made to anchor lateral bracing at ends and specmed Iorations detemuned Gy me building designer. Additional bmcing of the overall structure maybe required. (See 111B 91 of TPI). BC Dead 10.0 psf Design Criteria: TPI 9 (truss Plate Institute, TPI, Is located at 583 D'Onofrlo Drive. 61adtso11, Wisconsin 53719). — Code Dese: FLA TOTAL 33.0 psf V:06.02,02- 13834- 6 HCS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: Z3 9TY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the ==============Joint Locations=============== Thlsdeslgn is fora., Individual building BOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1) 0- 0- 0 5) 23- 0- 0 9) 22-10- 8 component and has been based on mfom,auon WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 3-10-15 6) 26- 1- 1 10) 15- 0- 0 brrovide 1 by the client. The designer disclaims 2x4 SP #2 3,5 continuously braced unless noted otherwise. 3) 7- 0- 0 7) 30- 0- 0 11) 7- 1- 8 any responsibility for damages as a result of biulty nr k,cormct information, specifications Wind Case- ASCE 7-98, C&C, V= 125mph, 4) 15- 0- 0 8) 30- 0- 0 12) 0- 0- 0 and/or designsfumishedlolhetruss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 ----MAX. REACTIONS PER BEARING LOCATION----- by the client and the correctness or accumev Support 1 797# Bld Type= Enel L= 40.0 ft W= 30.0 ft Truss X-Loe Vert Horiz Uplift Y-Loe Type of this trdortnauon as It may relate to a spe- Support 2 779# in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf 0- 1-12 1042 -50 -797 BOT PIN cafic pr J-1 and accepts no responsibility or MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req 29-10- 4 1042 0 -779 BOT H-ROLL e><e clses naa control with regard to fabrics- L/859 at JOINT # 4 lion. hall g. shipment :arid installation of masses. This truss has been designed as all L=-0.41" D=-0.42" T=-0.83" ..TC... FORCE ... CSI ..BC ... FORCE ... CSI brdivldual building component in accordance troth MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -3239 0.63 12-11 2933 0.67 ANSI/TPI I-1995and NDS-97toben,corporaled T= 0.40" 2- 3 -3152 0.51 11-10 2840 0.71 as part of the building design by a Building MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -4083 0.90 10- 9 2839 0.71 Designer (registered architect or professional engineer). When revfewed for approval by the T= 0.20" 4- 5 -4083 0.90 9- 8 2933 0.67 building designer. the design loadings shown RMB 1 15 5- 6 -3152 0.51 must tie checked to be sure that the data shown = . 6- 7 -3239 0.62 are in agreement with the I —I building ewes. local climatic records for wind or snow lands, I JC t Specifications or special applied loads. llydr.— shown, tnlss has not been designed for storage or ecupan y 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 )atemlly by a properly applied rigid -ding, lhity Should be braced at a n,axLnurn spacing of 10'-W o.c. Connector plates shall be manufactured frorn 20 gauge hot dipped galvanized steel nneeting ASTNI A G53, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this dmwlag Is in doroamce with the fabriartor's plans and to mallze a continuing respunsibWty for such ven- fieatlon, Any discrep—el- are to be put in wnting before cutting or fabrication. f Fates shall not tie installed over knotholes. knot,, or distorted grain. Members shall be cut for tight fitting wood lit wood bearing. Con- nector plates shall be located on both faces of lac a -s with nails fully unbedded and shall be ye,,, tao t the Joint ..I-, otherwise shown. A C4 plate IS 5' wide x 4 long A 6x8 plate is o ide x 8 long. Slots (hot") nun parallel to the plate length sfe if e1 Double cuts on web members shall nreet at the centroid of the webs unless otheanase shown. Connector plate sties are rmnimurn sizes biased on the forces shown and n,av need to bin incrcasrd for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise .shown. For addition.] (nforanatio. on Quality Control refer to ANSI /TPI 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to t V 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. Tenipurary and permanent bracing for holding haste. I, a straight and plurnb pos- ition and for resisting lateral forces shall be designed and installed by others, Careful hand- Iinecuu g is essential and era, bracing Is shwa,}. q reuired. Nortmal pre ,ulionary action for trusses requires such temporary bracing during nstalW o— between (noses to avoid toppling and dominoing. The supervision of erectfun of trusses shall be under the control of persons experienced In the instillation of trusses. Professional advice shall be sought If needed. cri-entmlion of eonstn,cll,aa, IoaAs greater than the design loads shall not be applied to masses at any true. No ]-,Is otter than the weight of the erectors shall be of plod to trusses l ill after all hastening atilt bracing Is completed. 7-0-0 16-0-0_ 7-0-0 11 Ilk 1 2 4 6 7 U T 4-3-15 0.4-3 5X6 2X4 5X6 U i 3.00 3.00_- 0-3-8 I 1tee-0-3-5 6-10-0 _ 15-9-0 6-10-0 ll 11 10 — 1042# 3.50" 1042# 3.50" 11-1-9-9 �,J L I I� — 30-0-0 __� �(R -9 (R1-1-7) (R1-1-7) EXCEPT AS S110WN PLATES ARE TL20 GA TESTED PER ANSI/TPl 1-1995 scale = 0.2077 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: SUNIV (!Mlaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D%vg: Truss ID: Z3 i CONTRACTOR. BRACING WARNING: Usgtir: TLY c1>k: Date: 6-18-02 TC Live 16.0 psf DurFac - Lbr. 1.25 4005 MARON DA WAY Bracing chows, on this drawing Is not erection bracing. wind brach,g. port.) bracin( a filar t ra mg TC Dead 7.0 psf DurFae - Pit: 1.25 SAN FORD. FL. 32771 1 t which I. a pan of the bulldrmg d gn and wl I h must be considered by the building d signer (tracing show, fs for lateral support of truss ncn ber, mu to buckling length, Pro be BC Live 0.0 f n O.C. Spacing: 24.0 (407) 3 1-oo6a Fax r4o7) 3 i-3n3 "duct. ass. ns must bbr fi' �` made to au chur lateral bracing at end. n 1 specified IocaUons tletertnir ed t v the bultdfng tleslgner. Design Criteria: TPI TOMAS PONCE P.E. Additional b bag t f the overall t t may he' required [See HIB-.31 i TPI) BC, Dead 10.0 iK f g Code D@SC: FLA LICENSE #0050068 rims. ['late In htut . TPI. IS I—Ir 1 at 583 D Onolno DiI r, Madison Wisconsin 53719) __.--- 1890 GREENBROOK C1.0a/1EDOYL-32766 7 O I A1, 33.0 psf V:06.02.02- 13835- 6 Design: Mara Ariufrsis J08 PATH. C' iTEE-LOKUOIiS'1125hfl'HISUtV'IV IICS.- 06.02.02 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: ----- Mechanical Contractor: GARY CARMAC Residential ✓ _____ Non -Residential Amount Nature of Work: Job Valuation: Application Fee: $10.00 TOTAL DUE: By signing this application, I am stating that I am in complian with City of Sanford Mechanical Code. ------------------ Applicant Signature �CAC043900 State License Number U Ito l " CITY OF SANFORD PLUMBING PERMIT APPLICATION Permit Number: C {' < i - -- -- ,--' Date: The undersigned hereby applies for a permit to install the following plumbing: Owner's Name: Maronda Homes Inc., of Florida ------------- r ------------ __ Address of Job: _____ l C6 _iG'Z,l��( j 6,3 ------- iz -- ------ 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. ----'=- Applicant's Signature CFC057039 ----------------------------------- State License Number CITY OF SANFORD ELECTRICAL PERMIT APPLICATION Permit Number_'_ __,'�_��/' Date: The undersigned hereby applies for a permit to install the following electrical: Owner's Name: Maronda Homes Inc., of Florida ---------------------------------------------------- Address of Job: ==' ---=} - ---------- -----------t---=------------ Electrical Contractor: DANIEL G. PUGLISI ----------------------------------------------- Residential: Non -Residential: Number Amount Addition, Alteration, Repair Residential & Non -Residential New Residential: AMP Service 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:; By Signing this application I am stating that I am in compliance with City of Sanford Electrical Code. ram... -------------------------------- Applicant's Signature EC0001663 ---------------------------------- State License Number CITY OF SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 63 Subdivision: CROWN COLONY Property Address: 103 CROWN COLONY WAY O 1. Two (2) recent boundary and building location surveys showing setbacks from all structures to property lines for permit for structures (not fences). M 2. Two (2) complete sets of construction design drawings drawn to scale. Complete sets to include: M a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. O 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). 0 c. Elevations of all exterior walls, east, west, north and south. Finish floor elevation height as per City Engineering Department or subdivision plat. M d. Cross sections of all wall sections to be used in the structure. Bearing non -bearing interior and exterior. Show all components of wall section. ❑ e. Framing plan for floor joists where conventionally framed. Plan to indicate span, size and species of materials to be used. O 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. O h. Square footage table showing footages: Garages/Carports 420 S.F. Porch(s)/Entry(s) 26 S.F. Patio(s) S.F. Conditioned structure 2,223 S.F. Total (Gross Area) 2,669S.F. ❑x 3. Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97). 0 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. 1771 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. Lintel — tie beams — columns — cells 6. Rough electrical 7. Rough mechanical 8. Rough plumbing 9. Tub Set 10. Framing 11. Tenant Separation/firewall 12. Insulation, walls and/or ceilings 13. Electrical final, mechanical final and plumbing final 14. Building Final 15. Other DATE: Monday, October 21, 2002 SIGNATURE: k_�" Xt) (By Owner or Authorized Agent) . lot" .a n. N Sol 11 am. ..... .1, "11 6. 1.. 0 not 1/ 4.0 1" IN 1 me$ MARYANNE MORSE, CLERK OF CIRCUIT COURT SEMINOLE COUNTY BK 04567 PG 0361 CLERK'S # 2002961042 RECORDED 10/21/2002 026801 PM RECORDINS FEES 6.00 RECORDED BY L McKinley NOTICE OF COMMENCEMENT TAX FOLIO NO. 25-133-6949 PERMIT NO. STATE OF FLORIDA COUNTY OF SEMINOLE The UNDERSIGNED hereby gives notice that improvement will be made to certain and real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. DESCRIPTION OF PROPERTY (Legal Description and Street Address) Lot 63 103 CROWN COLONY WAY: CROWN COLONY General Description of Improvement Construct a Single Family Residence OWNER INFORMATION Name and Address Maronda Homes, 1101 North Keller Road, Suite F, Orlando, FL 32810 Interest in Property (Fee Simple, Partnership, etc.) Owner NAME AND ADDRESS OF FEE SIMPLE TITLEHOLDERS (If other than owner) '`'CONTRACTOR Maronda Homes, 1101 North Keller Road, Suite F, Orlando, FL 32810 (Name and address) o" W o0 U. ua 4.1 OL O .W VI IA —j W 3EwM Y W=�S8 WZZZ mUJIQOW o� 0 V4 0 SURETY (Bonding Company) Name and Address N/A Amount of Bond LENDER Name and address Bank of America, NA, 750 S. Orlando Ave., #102, Winter Park, FL 32789 ATTN: DAN FINNEGAN Phone (407) 646-6304 Fax (407) 644-2388 Persons within the State of Florida designated by owner upon whom notice or other documents may be served as provided by Section 713.13(1), (a), 7., Florida Statutes. Kampf Title, 200 W. 1" St., Sanford, FL 32771 Fax: 407-330-5062 Phone: (407) 322-9484 (Name and address) In addition to himself, Owner designates provided in Section 713.13(2), (b), Florida Statutes. or to receive a copy of Lienors Notice as Expiration Date of Notice of Commencement _ (The expiration date is 1 year from the date of recording un ess a different date is specified.) RUSSEINEIT SUM ERS Maronda Ho , nc. of Florida Vice President - Construction Sworn to and subscribed before me this 21ST day of OCTOBER, 2002. � r Notary Public <v DEBBIE TIME P OTARr 'v My Comm Exp. 2/5/05 No. CC 999378 ,oN VM. 1 100W I D. ("t#0IEIE) COPY SEMINOLE (')vNTY4 3r "AJ i i. . k,... 1V�aror�da Homes AN EASILY OBSERVABLE BETTER VALUE! 1101 NOR777KE7.LERRaw, SUITEF • ORLAA'DO, FwRlDA 32810 $07-475-9112 • FA,%,. 407-4"5-9115 LETTER OF AUTHORIZATION ❑ CITY OF DELTONA ❑x CITY OF SANFORD ❑ VOLUSIA COUNTY ❑ SEMINOLE COUNTY I hereby name and appoint Lee Emerson, Joyce Stark and Silver Streak to sign his/her name on my behalf in order to apply for and/or pickup building permits for Maronda Homes, Inc. of Florida work to be completed at Lot 62 in 105 CROWN COLONY WAY. RUSSELL Kam`-UMMERS, CRC058496 MARONDA HOMES, INC. OF FLORIDA STATE OF FLORIDA COUNTY OF ORANGE Sworn and subscribed before me this 21ST day of OCTOBER, 2002 by RUSSELL KEITH SUMMERS who is personally known to me. DEBBIE TIME NOTARv o My Comm Up. 2/5105 w Pueuc > No. CC 999378 NOTARY PUBLIC ��� ��' �� - I "�' PLOT PLAN for. MARONDA HOMES, INC. Proposed Lot 63, CROWN COLONY SUBDIVISION in the City of Sanford, Seminole County, Florida lying in Section 34, Township 19 South, Range 30 East, Seminole County, Florida. DESCRIPTION: That part of the Northwest 1 / 4 of Section 34, Township 19 South, Range 30 East, Seminole County, Florida being more particularly described as follows: Commencing at the intersection of the West line of the Northwest 1 / 4 of said Section 34 and the Southerly Right of Way line of Vihlen Road, thence N 8952'17" E. 280.00 feet along the Southerly Right of Way line of Vihlen Road; thence leaving said Southerly Right of Way run S 00 06'19" E, 67.42 feet for a Point of Beginning; thence S 89 53'41 " W. 115.00 feet; thence S 0006'19" E, 60.00 feet; thence N 8953'41" E, 118.97 feet; thence N 0353'11" W, 60.13 feet to the Point of Beginning. UNPLATTED b N POINT OF BEGINNING o � 60.13 ' 500'os'19•E 67.4r�,•-FF'KO'-05ErD N03 53 1 18W �` ����ap W a 51 1 a 20' 3 GRAPHIC 5CALE o � $ a j OT 63 N = D W JN L_ 1 f T POINT OF PAno F- W COMMENCEMENT 0 1o.oa F- k � ao Q 40.00' -I IL WEST LINE OF NW 114 ... MODEL: 5UNBURY ' I ' ..-. z OF 5EcnoN 34-1 "0 TWO STORY (3-2 1f2) WITH LOFT W FINISHED FLOOR ELEVATION s 43.30 0 DRAINAGE TYPE:' C' to U 1o.oa 0 Q 3 Z J 0- Z 1o.oa CONCRETE $ DRIVE N ' ?�3 1 a U.E R2h� 50000G 198E 60.00' r cm N N CROWN COLONY WAY NOTES: - - - - - NOO'OG 19W - - - - — 1. BEARINGS ARE BASED ON THE CENTERLINE OF FOOD CER7IFlCATION BUILDING SETBACKS CROWN ONIONY WAY BEING AG0�0 TYPE S. BASED ON THE FEDERAL EMERGENCY FRONT: 25' 2. HEREON ARE AND LOT DRAINAGE TYPE SHOWN MANAGEMENT AGENCY FLOOD INSURANCE REAR: 20' HEREON ARE BASED ON SITE ENGINEERING PLANS FOR THE PROJECTRATE MAP, THE STRUCTURE SIDE: 7.5' . SHOWN HEREON DOES NOT LIE WITHIN 1BUILDING 11E5 ARE TO FOUNDATION. SIDE STREET: 20' 4. P107 PLAN ONLY. LOT HAS NOT BEEN STAKED THE 100 YEAR FLOOD HAZARD AREA. THIS STRUCTURE LIES IN ZONE ' X BUILDING LINE: 60' IN THE FIELD. 5. EASEMENTS SHOWN HEREON ARE PER PROPOSED COMMUNITY PANEL NO. 120294 0045 E CROWN COLONY SUBDIVISION. EFFECTIVE DATE: APR►L 17. 1995. LOT 63 CONTAINS THIS IS NOT A SURVEY. (SUBJECT TO CHANGE) 7,019 SOUARE FEET/0.161 ACRES +/- THE UNDERSIGNED AND CAVONE.INC. LAND SURVEYORS and MAPPERS MAKE No RESERVATIONS OR GUARANTEES AS TO THE INFORMATION REFLECTED HEREON PERTAINING TO EASEMENTS, RIGHTS OF WAY. SETBACK LINES, AGREEMENTS AND OTHER MATTERS, AND FURTHER THIS INSTRUMENT IS NOT INTENDED TO REFLECT OR SET FORTH ALL SUCH MATTERS SUCH INFORMATION SHOULD BE OBTAINED AND CONFIRMED BY OTHERS THROUGH APPROPRIATE TITLE VERIFICARON. ABBREWARONS/LEGEND. C', CENTERLINE L.B.-LICENSED BUSINESS L.S.-LAND SURVEYOR CONC-CONCRETE U.E.-UTILITY EASEMENT i W.0.2002-120 1 (, v CARD F4E:CROw►vCOl6J.OWG THIS SURVEY NOT VALID UNia�5 i EMBOSSED REVISION DATE t7'A PONE, INC. r"TH THE S►t�lATU1iF AND RasEn SEAL of A FLORIDA LICENSED SURVEYOR AND MAPPER XJMA*40k-'� � 1 DOM►N►CK F. CAN7N� � PRESIDENT FLORIDA SURVE:'GR AMAPPER NUM(3ER 2003 LICENSED BU9NE55 N!lMCER L.fl.5073 DRAWN LAND SURVEYORS AND MAPPERS 300 COUNTY ROAD 427 SOUTH LONCWOOD, FLORIDA 32750-5499 TELEPHONE (407) 830-9080 FAX No. (407) 339-3636 PLOT PLAN 10-23-2002 le, 11iO3 14:05 $`4074234410 A �&RLOS/P4NA(S I t) r j'�l0pd/006 UNIVERSAL Field Report of ENGINEERING SCIENCES IN —PLACE DENSITY TESTS COnsft is In: GeotechniW Engineering • Environmental Sciences - CO 411UC4WI Ma Wi* Testing - Threshold Inspections 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 • FAX (407)423-3106 Q Client: "n� V t CaJf��ir, C�>� 1► Project: /1 / ay2 Area Tested- yD JjJ-_FIII ❑ Limerock ❑ Sockfill ❑ Soil Cement ❑ Native ❑ Stabilization Reference Datum: Q - T°p El Pipe ❑ Storm Inlet Structure ❑ Bottom "of ❑ Native ❑ Foundation Footing ❑ SDringline j Z FiI1 ❑ Sanitary Structure Type of Pest: ASTM D-2937 Drive Cylinder Method ❑ ASTM D-2922 Nuclear Method Field ❑ ASTM D-1556 Sand Cone Method ASTM 0-558 Soil Cement Field Proctor Q AASHTO Report Left on Site: ❑ yes — If Yes, to Whom: ❑ No — If No, Why Not: ASTM D-1557 Laboratory ❑ ASTM D-69$ ❑ AASHTO T180 ❑ AASHTO T99 ene anon Resistance Yes _f-1 `Satisfactory ❑ Unsatisfactory ❑ N/A Tf ,� 0 NOT meet the minimum D ate Tested: {wi r Remarks: P=Pass = a N m y C V F=Fail d ,Z o� =c Q in V c= DD m c ;? C W 77 i +. d O a T ti Q a C Q � , v, C C) U 0 N .� Location of Test P/F P* r 7.0 , (a Pt � � riilr✓ D "� �� C7 L(4� ' P� P� P� P/F P* Technicicn—AZ Am 0 1123 Seminola Boulevard Casselberry, Florida 32707 of CentF61" ral 3Florida, I9nc. Main Office: (407) 696-2300 FLORIDA POOLS CONSTRUCTION AGREEMENT (Part 1 of 4) FLORIDA POOLS OF CENTRAL FLORIDA, INC., "FLORIDA POOLS," State certified contractor, C'PC048214, a Florida corporation whose Corporate Offices are located at 1 123 Seminola Blvd., Casselberry, FL 32707, hereby agrees to construct for and sell to �IC.NOl ----------_--�—� — �—�ap N4— r -N—ei>_� A•%A LE ------_--._ _ ..__-_. (.`t3uy'er„) whose residence is!or place of business -,--city S_A11J_eD_— _ __. — .• Florida (Zip)_32-� 1 �— Horne PI6e_3;14-.?.S_a Office Phone 982— 0oy1 ; the swimming pool and related equipment described bclo%. (herein collectively called the "work") to be installed at 10 3 CROW 0 C_0L-0►O'%W_N� City Z.ip,3� Legal__ for the cash price of-$7-0, 1 (0) d and Buyer hereby agrees to purchase the work for said cash price to be paid as follows: Down Payment (S 10 O • 00 ); Balance 40%) (S gQ�¢ () 0 ) at excavation; 40'No ($ (90a4 ,y 11 )at gunite; 18'% ($_3LO [(_ob _) at decks, prior to final top finish surface; and 2% (S 40 ( - (jd ) at startup of pool/spa equipment; prior to utilization. Florida Pools shall carry out the work on the terms and conditions set forth on the reverse side hereof. If Buyer has not allowed construction to commence within sixty (60) days from date of this agreement, Florida Pools reserves the right to renegotiate the contract price. BUYER'S RIGHT TO CANCEL You may cancel this Agreement by providing Nvrit ten notice to Florida Pools, 1123 Seminola Bled., Casselberry, FI. 32707, in person, by telegraph, or by mail. This notice must indicate that you do not want the goods or services and must be sent by certified mail postmarked before midnight of the third (3"') business day after signing this Agreement. If you cancel this Agreement, the Seller may not keep all or part of any cash downpaynlcnt. Any property traded in, any payments made by you under the Agreement and any negotiable instrument executed by you will be returned within ten ( 10) business days following receipt by the Seller of your cancellation notice, and any security interest arising out of the transaction will be cancelled. If you cancel, you must make available to the Seller at your residence, in substantially as good condition as when received, any goods delivered to you under this contract; or you may, if you wish, comply with the instructions of the Seller regarding the return shipment of the goods at the Sellers expense and risk. If you do make the goods available to the Seller and the Seller does not pick them up within twenty (20) days of the date of your notice of cancellation, you nlay return or dispose of the goods without any further obligation. If you fail to make the goods available to the Seller, or if you agree to return the goods to the Seller and fail to do so, then you remain liable for performance of all obligations under this Agreement. (Date) 111EREBY CANCEL1.111S TRANSACTION. (Date) ARBITRATION (Buyer's Signature) Florida Pools and Buyer hereby elect binding arbitration as their exclusive method of settling all controversies and claims existing; between them relating to this Agreement without regard to whether such claims or controversies arise under contract, tort, statute, regulation, ordinance, or other law. Arbitration proceedings shall be conducted in accordance with the Rules for Swimming Pool Arbitration adopted by the Bludsworth Central Florida Chapter of the National Spa and Pool Institute (NSPI) Arbitration Committee and said Rulcs arc hereby incorporated by reference into the terms of this Agreement. Additional information may be obtained by writing the chairman of the Bludsworth Central Florida Chapter at the address referenced in the RULES FOR SWIMMING POOL ARBITRATION. Arbitration proceedings under this Agreement shall be commenced by either party by sending a written request for arbitration to the Chairman of the Central Florida Chapter of NSPI Arbitration Committee, together with ally filing lees required. Requests for arbitration shall be submitted on "Request for Arbitration" forms that can be obtained from the local NSPI and must set forth the issues in dispute, and or the amount claimed as damaged, and the relief sought. Notwithstanding the foregoing, Buyer and Florida Pools agree that Florida Pools retains the right to file a claim of lien against tile: property and to protect this lien until ultimate resolution of the dispute. Buyer acknowledges that he has read and received a complete, legible copy of [his (,onSlrtiClion Agreement (Part 1), including die items and conditions contained on the reverse side hereof, and a complete, legible copy of each other document which Florida Pools has required or requcslcd Buyer to sign. Buyer acknowledges receipt of the Swimming Pool Specifications and the Exclusive Service Agreement (designated as farts 2 and 4 of this Construction Agreement). Buyer shall receive it copy of the Plans (designated as Part 3 of the Construction Agreement) as soon as they are completed. Wat d his —_-- day of J� 20 40 Buyer's4ignalure FLORIDA POOLS This Agreement of the Seller. Accepted this date By is not valid until accepted by an officer Buyer's Si = attire / Sales -Representative Title 20�J� Re, ;ann I)alc: 6 20 Oo Permit Residential Swimming Pool, Spa and Hot Tub Safety Act Notice of Requirements I Me) acknowledge that a new swimming pool, spa or hot tub will be constructed or installed at 101 C(ZOtj J rl)lj)yy Uqy , and hereby affirm that one of the following (P$e&_SC Pnrtt "eel A4<rress) methods will be used to meet the requirements of Chapter 515, Florida Statutes. (olease initial the m * od(s) to be used for yourPool) The pool will be isolated from access to the home by an enclosure that meets the pool barrier requirements of Florida Statute 515.29; The pool will be equipped with an approved safety pool cover that complies with ASTM F1346-91 (Standard Performance Specifications for Safety covers for Swimming Pools, Spas and Hot Tubs); All doors and windows providing direct access from the home to the pool will be equipped with an exit alarm that has a minimum sound pressure rating of 85 decibels at 10 feet; All doors providing direct access from the home to the pool will be equipped with self -closing, self -latching devices with release mechanisms placed no lower than 54" above the floor or deck; understand that not having one of the above installed at the time of final inspection, or when the pool is completed for contract purposes, will constitute a violation of Chapter 515, F.S, and will be considered as committing a rrilsdemeancr of the second degree, punishable by i.nes up to $500 and/or up -o 60 days in ;ail as established in Chapter 775, F.S. NTRAC T OR'S SIGNATURE & OATE�� 17 N 7RACTCR'S NAYS: ;'P+ =ASE PR,'NT' OWNER'I'SIGNATURE & CATE �j Pr OWNER'S NAME i"PLEASEE ?RIN7 PLAT OF BOUNDARY SURVEY for. MARONDA HOMES, INC._ OESCRIP77ON: LOT 631 GROWN COLONY 5U0q VISION -- - __ RECORDED IN PLAT BOOK ` PACE{5) 76 >thry 78 PUBLIC RECORDS QFi_-� 5EMINUL I_ - COUNTY. /'LDIInA TPACT •A* COE7Eur7onlAREJ`i� l � j ,� 503°5,3' 1 1 OE 60. 13' a V I IJ 201 LGP,A.T'1tic ",/..Al E LOT 64 ^ '� ., m -- F� LOT C,2 o a. g F- tt7 10.UD' vl 6- 17 U.E. 1 i ° N00°06' 19"W 60.00' V _5 �C.f/G saw-dl.G �L � I O a CROWN COLONY WAY F'._.- FDUND DtSI� Noobotsw � NOTES: ND. LS *IW5 rL000 cEg77FlcA770N 1. BEARINGS ARE BASED ON TIIE CENTERLINE OF $AS£D ON THE FEDERAL EMERGENCY CROWN COLONY WAY BEING HOO'009'W MANAGEMENT AGENCY FLOOD INSURANCE (;f;RT T F1 BI) T(-) : ?. UNDERGROUND IMPROVEMENTS. ROCIr OVERHANCS RATE MAP, THE STRUCTURE AND FOOTERS HAVE NOT SEEN LOCATED. SHOWN HEREON DOES NOT UE W1711IN l'o-sillo (:ar(tilla l- I ELEVATIONS ARE BASED ON NATIONAL GEODETIC 11tE 100 YEAR FLOOD HAZARD AREA • ' ' 1 n ? tl r. 1 7- C:n VERTICAL DATUM OF 1929, THIS STRUCTURE LIES IN ZONE X I - 4. BUILDING TIES ARE TO FOUNDATION. COMMUNITY PANEL NO. 120294 W40 E Y l l p f 'I' l L l T F r; l r l r all, y: ',-,I 5. BUILDING TIES ARE NOT TO BE USED TO CON57RUCT DEED OR PLATTED LINES. EFFECTIVE DATE: APRIL 17, 1995 MAP RENSION DATE: l.: o rl p - i) y , 6. BEARINGS AND DISTANCES VfOWN HEREON ARE (SUBJECT TO CHANGE) ch 1. r: Z(:l0 T l t l e I MEASOREO AND PER RECORDED PLAT UNLESS OTHERMSE NOTED. THE UNDERSIGNED AND CAVONE. INC. LAND`SURVEYORS cod MAPPERS MAKE NO RES£RVAPONS OR CVARANILLS A5 IO THE INF(IRMAIION REFLECTIO I+ERE(N PERTAINING TO EASEMENTS, RICJfTS OF WAY, SETBACK ONES, AGREEMENTS AND OTHER MATTERS. AND FURTHER THIS )NSTRIJUFNT IS NOT INTFNUED TO REFLECT OR SET FORni ALL SUCH MATTERS, SUCH INFORMATION SHOULD BE 06TALNED AND CONFIRMED BY OTHER$ 77fR0001/ APPR(Y'RIATE 7771E VERIrICnnO++ ASBREWATIONS ECEND: • FOUND I 1/4' IRON PIPE (LS 2005) FOUND IRON ROD FOUND IRON PIPE [-] BOUND OO'ICRETr TJQNUUFNT N0.-NUMBER P,T.-POINT O- TANGENCY P.1.-POTNT OF INTERSECTION CONC-CONCRETE W.E. - WALL EASEMENT L.S.-LAND SURVEYOR P.R.C.-POINT OF REVERSE CURVAIUI, UEGE .-DRAINAEASEUEN7 �'&TfCAH0611S RD P.C.-POINT OF CURVATURE ARC -ARC LENGTH L.B. - LICENSED BUSIN SS O.R-OFFICIAL RECORDS P.C.C.-POINT Or COMPOUND CURVATURE U.F. U17LIIY LASr1.IENl CH. BRG.-QHORD BEARING S&U.[ SIOEWALK A UTILITY EA$EIJENi !).11 k.S E.-URAf11A(:F, UI•'Li1Y k C CENTERLINE A/C --AIR CONDITIONER PAO &DELTA (CENTRAL ANGLE) 0,&U.E.-ORAINACF a UnLIrY [ASEUENT SIDEWALK EASEUCNT w0. STAKE LOT 2UD2 - IZ5.4�w.a sTAKE Houma Laaz -lzsaa w.o. FORM uiECK -!: ((,I oY Nr1, W.D, FOUNDATION ZOOS - I1.I9 W.O. FTN �. - ,- WO. RECERT GAOL) TII I fl70wNC(X 63 VA-; Oct-02-00 10:03A fp<_ 0619 1 -L Jv_ P.O1 Permit Residential Swimming Pool, Spa and Hot Tub Safety Act Notice of Requirements I rvVe) acknowledge that a new swimming pool, spa or hot tub will be constructed or installed at _/0 3 CD-O J J O)U)►J U4 , and hereby affirm that one of the following (Please Pnrtt Streel Addresst methods will be used to meet the requirements of Chapter 515, Florida Statutes. (olease initial the mgthod(s) to be used for your pool The pool will be isolated from access to the home by an enclosure that meets the pool barrier requirements of Florida Statute 515.29; The pool will be equipped with an approved safety pool cover that complies with ASTM F1346-91 (Standard Performance Specifications for Safety covers for Swimming Pools, Spas and Hot Tubs); All doors and windows providing direct access from the home to the pool will be equipped with an exit alarm that has a minimum sound pressure rating of 85 decibels at 10 feet; All doors providing direct access from the home to the pool will be equipped with self -closing, self -latching devices with release mechanisms placed no lower than 54" above the floor or deck; i understand that not having one of the above installed at the time of final inspection, or when the pool is completed for contract purposes, will constitute a violation of Chapter 515, F.S. and will be considered as committing a misdemeanor of the second degree, punishable by fines up to $500 and/or up to 60 days in jail as established in Chapter 775, F.S. NTRACTOR'S SIGNATURE & DATE times ',1 Bur;l:e CONTRACTOR'S NAME (PLEASE PRINT! p� J'j1 OWNER' SIGNATURE & DATE OWNER'S NAME (PLEASE PRINT) i •. +611 pltr Vvv,/- +6" R24 -fall A L a 3�ir, Covered Patio 1 O' x 36' by - Custom 3'-0" I , Z over -hang 6u ii, t40, rL" I Family Room GSD Bkfst No( Sunbury Garage Left -now -e&7ftC 6X 7 �9TJl� n 19 Nick & Donna N v vihlen rd Cu rn school 7 �X {4 0 46A U mayfair c.c. I lake may blvd Custom Pool Design Prepared For Designed By - 1Z0-rt. f(omanv 1123 Seminola Blvd Name: Cardinale Home: 407.324.2813 SCALE Casselberry, FL 32707 Address: 103 Crown Colony Way Office: 1/8" = 1'0 Office: 407-696-2300 City/ST/Zip Sanford, Fl. 32771 Mobile: 407.782.0607 Fax: 407-696-2360 Subdivision: I Lot # Other. # cdchns Area Perim Raised Beam/Steps Pool 0 0 Raised +6' 0 Spa 0 0 Raised +1 T 0 Depths 3-5 Raised +1 0 Avg Depth 0 Deck Steps 0 Gallons 0 Spa Step 0 Gross Deck 0 Spa Bench 0 Door Pads 0 Step #1 5 Other Pads 1 0 Step #2 7 Top Exist 0 Step #3 9 Band NO Step #4 0 Ranter 0 Bench 6 Footer 0 Tidal 0 DOD 0 DeckArea 0' Total Acrylicl 0 Computer info Tile Info Original WL Tile 0 Rev #1 Step Tile 27 Rev #2 1 Tile Size I Reces Rev#3 IRev#4 1 1 6.51 01 File Name I have rand the above sttement and accept the design provided Including location and design of pool S�r (T N(o{ &IA, L signature _ Date 3'11 SPECIFICATIONS r 29. Pool Dimensions: Size t ;Depth x— Special Depth Water Surface Area sq. ft.; Perim ter feet 30. Filter Type ; Size 41 Pump Type `t Wks ; Size Additional Pumps U ; Size -- Return Inlets - No. Skimmer Nq, Sanitizing System t_. 4 LET l7l is 3 Heater -Type 140 ; Size —� GAS LINE AND/OR TANK INSTALLATION AND HOOK-UP IS THE RESPONSIBILITY — THE BUYETA� Cleaning System 0-bl \J Step/Bench Pkg. T Other Plumbing r Attu.. Water Feature 31. Water Line Tile Color Step Edge TileA-n Color /i32. Raised B am 33. CopingLF ; Color` 34. Grab Railsrtesseq Steps ; Hand -Rail Swimout IV x finch x --Step-out(s) # Additional Bench, LF4 35. Underwater Light CZ 36. Therapy Spa ,SLOP x — ; Sq. Ft. Raised Jet No. Spa Light Special Notes: Glass Block 37. Deck tI Q L Z Cr; Sq. Ft. Z, ; Color Additional Deck Work N sq. ft. Deck Pilasters .F. M6 1 Height Deck Steps L.F. Deck-O-Drain L.F. Footings L.F. 38. Retaining Wall (J 39. FLORIDA POOLS to remove on day of excavation: Stumps - No. CO Concrete/Asphalt Sq. Ft. Uprooted Vegetation and Other Debris (� d—" 40. Total No. of Loads to Remove 41. Double Dirthandling t4fo Pump from Street - Buyer to have folloyving located, rerouted or remoyqd, as required: Septic Tank P 0 Gas Line 0 Water Line M 0 Spry klers _ Telephone Line ; Power Line._; Sewer Line 0 42. Access: Right ( ) Left ( ar ) Fence Replacement ( )Yes ( Permission over driveway Per Sion over next lot Sidewalk Replacement ( ) Yes 43. Additional Grading Cu. Yds. Water 1,3ource- 44. Interior Pool Finish 31 D 45. Auto Controls %i V 46. Additional Electrical 47. Screen Enclosure Color Roof Doors It — Gutters 48. Child Safety Fence _ Other Special Construction Features and Equipment; Notes _ 5" �+-- LENGTr`fi .WATER LINE LIGHT -.— STEPS L71 6 " TILE f 8' MAX. MAMMUM RISER = 12" 6 „ MINIMURTREAO =10 " (240 SQ IN.) SUCTION INLETS SET INTO CENTER OF 18" MIN. TO STEEL GRID AT POOL DEEP POINT TOP OF LENS POOL LOTULAL SECTION DISTANCE LESS TKUW IONI I sE"T'STWG RUC7UM MARBLE e� — REFER TO ATTACHED DRAWING PLASTER .=. .—�-�' FOR DATA REGARDING DUAL FINISH 6- TMCX WALL +- - _ �_,.�.� SUCTfbN INLET SYSTEM AND ATMOSPHERIC VENT SYSTEM waeLc vLu:r4 �' AT O.C. nNUH� EACH WAY IF 3 BARS 6- lip...-c'�"'�•_.-_._r�a.a� .. �_ . S,mcf-Tax roam THE CONTRACTOR MUST PLACE ALL STEEL IN THE POOL WALL AT NO MORE THAN B WCHEs ON CENTER W BOTH DO1f MNS IN THIS CWTMAL AREA. ALSO THE POOL SHELL WALL SHALL BE CONSTRUCTED AT B INCH THICitti , TM STEEL MAT AND SHELL WALL SHALL BE S MNM ALONG THE CRnXAL AREA AND TO A POINT WNCH IS GREATER THAN THE MINIMUM REQUIRED DISTANCE AS O£TEKVMM Sy THE 1 ON 1 . I METHOO. TYPICAL WALL AND FLOOR WITHIN ANGLE OF REPOSE # 8 AWG COPPER WIRE TIMECLOCK TO I SERVICE PANEL I JCT. BOX SPST 4' MIN �_ � +TOGGLE SWITCH 8 "MIN W.P. DISC ._,.,_.. �._.,•.. R 12 V. TRANS PUf4D I POOL DECK W/ 12 V. SYSTEM 3#12 4" NOM. "FIBER MESH" CONCRETE DECK W/ SLIP RESISTANT TOPPING ON COMPACTED GROUND W/ ALL ORGANIC MATERIAL REMOVED (OPTIONAL) T 1 # 3 BAR CONT. W/ 5 " 4 ' 0 " MIN. WAIL— W/ 8 " x 8 " BOND 8 " BEAM USE 2 # 3 BARS CONT� MIN p__w_ jz, 11 � r I I JUNCTION BOX I I'� (BY OTHERS) If'I III OUTER EDGE OF �I DECK TO CONFORM I WITH LOCAL CODE II -�\ TO TRANSFORMER N�l (BY OTHERS) = — --am. U.L. APPROVED 120 VA0300IN POOL LIGHT W/ GFI OR 12V/300W POOL LIGHT W/ LOW WATER CUT OFF IN U.L. APPROVED GREY PLASTIC FORMING SHELL W/ NO.8 BOND PER N.E.0 �'STEE'�TE' FORM (OPTIONAL) 3 BARS 12" O.C. EA WAY POM STIR L DETAILS , FILE COVER l q E COVER OVER ALL BARS SES�IttuOt_E COUi�i'1f� _ s" TILE 1 1 ��jl - 5" 10 3 BAR CONT. VW S 4 Jo,`t4.�;� N0 �1111�1t1; 1. MAIN DRAIN LINE/� 2- SIQMMER LINE I J(� 3. WASTE LINE I E/ �a 4 RETURN LINE .01 5. PRESSURE CLEANING �W LINE ( OPTIONAL) 5 4 12 V/300 W W/ LOW IN 3(4 " COND WATER CUT-OFF ALL ELECTRICAL OR 120 VAC. W/ GFI SHALL CONFORM PER N.E.C. W/ART. 680 N.E.C. ELECTRFCAL DIAGRAM FILTER SYSTEM 2 1: F VYALL- W/8'xr BOND BEAM USE 2 0 3 DECK BARS CONT. BRICK OVERPOUR (1 ROW) ALTERNATE BEAM FINISH DETAIL B A. EWIR & LINT STRAINER B. RECIRCULATOR PUMP C. "riLTER D. IN4JNE CHLORINATOR (OPTIONAL) IR HEATER (OPTIONAL) VALVE F. ANTI ENTRAPMENT SYS7 NOT VALID WITHOUT RAISED SEAL aAZE �- N H. DSOtN, P. NO: �1 % GENERAL NOTE I. FOR POOL PLAN, SIZE, DECK SPECIAL DETAILS SEE CONTRACTOR'S POOL PLAN. 2. POOL WALLS SHALL Be 5 'THICK AND FLOORS SHALL BE 6 - THICK AND SHALL BE PNEUMATICALLY APPLIED CONCRETE WITH A COMPRESSIVE STRENGTH OF 3,000 PSI IN 28 DAYS. CONCRETE DECK SHALL BE 2.500 PSI. 3. ALL POOL CONSTRUCTION SHALL COMPLY WITH LOCAL CODES, ORDINANCES, AND ANSI NATIONAL STANDARD FOR RESIDENTIAL INGROUND SWIMMING POOLS. 4. ALL POOL PIPING TO BE SCHEDULE 40 PVC BEAMING NSF APPROVAL UNLESS OTHERWISE NOTED. 5. ALL REINFORCING STEEL TO CONFORM TO ASTM 615 GRADE 40, REINFORCING SHALL BE # 3 BARS AT 12 ' LAP JOINT IN WALL AND FLOORS. 6. ALL METALLIC POOL FITTINGS WITJi1N 5 ' OF THE INSIDE WALL AND DECK REINFORCING STEEL TO BE BONDED TO THE POOL REINFORCING STEEL WITH # 8 AM COPPER WIRES TO BE RUN INTERNALLY AND EXTERNALLY WITH NEC APPROVED PVC LIGHT CONDLAT FROM THE LIGHT NICHE TO THE JUNCTION BOX COMPLETION OF POOL GROUNDING TO PANEL GROUND BY ELECTRICIAN. 7. POOL OR PATIO SHALL BEAR ONLY ON ROCK OR CLEAN SAND WHICH SHALL Be COMPACTED TO PROVIDE A STRUCTURALLY SAFE BEARING CAPACITLY. ANY UNSUITABLE MATERIAL ENCOUNTERED IN EXCAVATION SHALL BE REMOVED IN ITS ENTIRETY AND THE AREA SHALL BE BACKFILLED WITH ACCEPTABLE MATERIAL AND PROPERLY COMPACTED. WHERE UNSUITABLE MATERIAL CAN NOT BE REMOVED, THE POOL MUST BE REDESIGNED. 6 8. THE CONTRACTOR NUST PROTECT EXISTING STRUCTURES FROM FAILURE BY ACCEPTABLE METHODS IF REQUIRED. THE DESIGN ENGINEER ACCEPTS NO RESPONSIBILITY FOR THE SAFETY OF EXISTING STRUCTURES. 9. THE DESIGN ENGINEER ASSUMES NO RESPONSIBILITY FOR POOL CONSTRUCTION IN EAESEMENTS OR REQUIRED SETBACK AREAS. POOL CONTRACTOR AND/OR OWNER SMALL VERIFY LAYOUT AND ALL DIMENSIONS SHOWN PRIOR TO CONSTRUCTION. 10. CONTRACTOR SHALL DETERMINE LOCATION OF ALL UTILITIES IN RELATION TO POOL AND ITS EQUIPMENT AND ENSURE MINIMUM CLEARANCE IN ACCORDANCE WITH LOCAL REGULATIONS AND ORDINANCES. 11. WARNINGI TO EMPTY THE POOL FOR ANY REASON, THE HYDROSTATIC UPLIFT PRESSURE MUST BE ELIMINATED. THE OWNER MUST CONSULT A CONTRACTOR EXPERIENCED IN ELIMINATING UPLIFT PRESSURE 17?'CC01.FSIdE DRIVE.•` , WIN7ER PA,FtK FLOP10A 32792 PHONE (437)6674'133 �1��51E 1718 WN of Ccn&al f lorida, 11-nc. — RESIDENTIAL SWIMMING POOL MASTER SPECIFICATION DRAWING FOR SEMINOLE COUNTY NOT TO SCALE DWD BY- GHS • VACUUM UNE fopnomAw w SN%7Y VACUUM SKIMMER RTTMG \ / Ix.0, T� - VAX tr ANnvorttFx VENT .r \: r sa SWIMMING POOL SECTION VACUUM UaE 9LII: mm:g (OmONAU Wi SAFETY VACUUM FiT7iNG \ SKAOMER Y)91a Ri tr ' t HIAX tr ANTIVORM COVER VE N VACUUM UNE OPTIONAIJ W/ (SAFETY VACUIM FITTING \ tK. c r0 -..` SWIMMING POOL SECTION ax9s ATE 'B' SKtw1ER LMW a• T'MAx tr ANTMORM COVER SUCTION Vd.EM (AWN DRA N31 re SUCTION wazm (MAIN ORAIN3) RESIDENTIAL SWIMMING POOL, SPA AND WADING POOLS DUAL SUCTION INLET SYSTEM & VACUUM RELIEF SYSTEMS IN ACCORDANCE WITH SECTION 424.2.6.6 OF FLORIDA BUILDING CODE AN NOMRTEX COVER SPA PUAW 7 1 , J VE u r 0' � SUCTION WLE S (AWN DRAINS) SPA SECTION ALTERNATE 31C"W-R ANTIVORTEX COVER SPA I l.- � r ,A VE N w r a sucTwN w(.ET ` (MAM ORA" SPA SECTION AN ALTERNATIVE VACUUM RELIEF DEVICE, IN ADDITION TO THE SYSTEMS SHOWN, WOULD •INCLUDE AN APPROVED VACUUM RELEASE SYSTEM SUCH AS THE VAC -ALERT.- SVRS SYSTEM VEN re-' ATTACH PLACKARD WHICH STATES w( ET THAT VENT IS A SWMMING POOL P+A(N ORAw) SAFETY OEVICE AND SHOULD NOT SWIMMING POOL BE TAMPERED WITH. ' . SECTION - AITFRNarc w ALTERNATE SUCTION R SYS— MAY INCLUDE 1 ON THE BOTTOM AND ONE ON THE vEltTtcAL ' (COVER MUST COMPLY vm ANWASME A112.1l.2 M ) TO VENT TEE - CONNECTION a �• WALL.oR ONE EACH ON TWO (2) SEPARATE VERTICAL WALLS VENT COVER MAY BE CUTTER DRAIN SUCH AS NAYWARD VENT TO ATMOSPHERE SO VENT MODEL 3P-1019 WILL NoT BE BLOCKED BY D WSECT INFESTATIOIAOR MICROSOLOGICAL CONTAMINA 2- Sao ELBOV" i tx` s vENTPIPE EgEm MINIMUM / �T r)0 r 0 0 TO Pump PIPN!IG � r 0 SIX S VELOCITY (6) FPS OR so rapm Ir Mtt�i1 (i) WATER LEVEL MARK TO PUMP 4 8 '/.' > VE I, CAP C T UMP GR TER THAN r 0 ' C NECTION VE II TO PUMP UP TO T 0 P S THRU CONI TION —PLAN VIEW VE If CONNECTIONS VENTED COVER SUCH AS SKIMMER COVER W/ COLLAR VENT AND EXTENSION SET CAP FLUSH W/ DECK CK' TO PUM r'�' 6" 0 PVC SLEEVE EXTENDED FROM COVER COLLAR VENT IN CAP 6' MIN THREADED EXTENSION COUPLE ECK TOP P OFF DECK -SECTION VrEW-- INSTALLATION OPTIONS --- -)rU VENT N,SUGGESTED - pwqNG . W 0 DETAIL ATMOSPHERIC VENT PIPE LENGTH DRAWING TO SUPPLEMENT MINNiA M .16' MAXIMUM - 3w CONTRACTOR'S SPEgFICATION DRAWING ON FILE THE MAXIMUM VACUUM WIT}tlER] SUMP PLUGGED AND TO REL DUAL SUCTION INLET SYSTEM I A ENTRAPMENT °N THE SUMP WILL NOT EXCEEDED & ATMOSPHERIC VENT SYSTEM INCHES OF MERCURY IN 3 SE (1) VERTICAL TOLERANCE IS + 2' ;H.AtTA SON, P a Nf(4M N057-41 33 FAX (4M 0 7-4133 -DECK- 2 z w w a a ICAL POOL ANRj S SUCTION FLOW FOR RYNOENTIAL POOL = 8 FPS SUCTION FLOW FOR i(ESIbENTLAL SPA = F Fae WATER LEVEL 1-- 3' MIN. -►I TO MEET THESE qQUIREMEkTS MAX V TO WAIN DRAIN LF TION LOSS L4-1 IZE ELB ELBOW 19' 1 i4' 2' 4' 25' 2' 21W 6' 31' 2 1/2. 3' 8'40' 3' 4' 55' 4- 5•72' 5' 6 14' IPE LENGTH TO VE II = "L" - ELBOW FRICTION LOSS F XAMPLE: THE MAXIMUM PHYSICAL PIPE LENGTH FROM MAIN DRAIN OVEII IF USE 2' 0 PIPE W/ 2-90" ELBOWS AT 6 FPS IS 54' -12' = 42' VACUUM SUCTION ELIMINATOR - VE II A VE 11 IS REQUIRED FOR EACH PUMP PLUMBED TO A MAIN DRAIN . of Cesntm Floiida, Irw- 1123 SEMINOLA BLVD CASSELBERRY, FL 32707 MASTER DRAWING NOT TO SCALE" DWD BY- GHS 11