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161 Crown Colony Way 03-2309
1 PERMIT ADDRESS , CONTRACTOR ADDRESS PHONE NUMBER PROPERTY OWNER ADDRESS PHONE NUMBER Maronda Homes Inc. of Florida 1 101 N Keller Rd. Ste. F Orlando, FL 32810 CRC058496 407-475-9112 ELECTRICAL CONTRACTO MECHANICAL CONTRACT( PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER MISCELLANEOUS CONTRACTOR FEE PERMIT NUMBER FEE gUBDIVISION PERMIT #03-a O9 DATE ' PERMIT DESCRIPTION S PERMIT VALUATION Cil SQUARE FOOTAGE O?"C) CERTIFICATE OF C`,CCUPANCY / COMPLETION This is to certify that the building located at 161 CROWN COLONY WAY for which permit 03-00002309 has heretofore been issued on 7 28/03 has been completed according to plans and specifications filed in the office of the BuiLding Official p for to the issuance of said building permit, to wit as complies with all the building, plumbing, ele trical, z ing and subdivision regulations ordinances of the City of Sanford and with the provisions of these regulations. STAFF APPROVAL Subdivision Regulations Apply: Yes No DATE APPROVAL BUILDING: FIRE: Finaled Inspected ZONING: Inspected UTILITIES: Water Sewer Lines In ,.a 'a3 03 CM.k, .,_ far, Lines In Meter Sewer Set Tap Reclaimed Water ENGINEERING: Drainage -3D-ul Maintenance Bond PUBLIC WORKS: Street Name Signs Storm Sewer Street Work DESCRIPTION WATER -SEWER IMPACT FEES 01-APPLCTN FEE -ELECTRIC 01-APPLCTN FEE -BUILDING 01-APPLCTN FEE -MECHANIC 01-APPLCTN FEE -PLUMBING 02-ENGNG DEVLPMT FEES 01-FIRE IMPACT - RESIDENT 01-LIBRARY IMPACT FEE 01-OPEN SPACE Street Paved Street Lights Driveway FEES PAID DATE APPROVAL DATE AMOUNT 7/29/03 7/29/03 7/29/03 7/29/03 7/29/03 7/29/03 7/29/03 7/29/03 10.00 10.00' 10.00 10.00 10.00 59.27 54.00 279.61 PAGE: CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 161 CROWN COLONY WAY for which permit 03-00002309 hats heretofore been issued on 7 28/03 has been completed according to plans and specifications filed in the office of the Building Official prior to the issuance of said building permit, to wit as complies with all the building, plumbing, electrical, zoning and subdivision regulations ordinances of the City of Sanford and with the provisions of these regulations. STAFF APPROVAL Subdivision Regulations Apply: Yes No 01-POLICE IMPACT - RESID 01-RADON GAS TAX FEE 01-ROAD IMPACT FEES 01-RECOVERY FD/CERT. PGM 01-SCHOOL IMPACT FEE WD IMPACT:S'INGLE FAMILY SD IMPACT:SINGLE FAMILY 7/29/03 91.93 7/29/103 13.33 7/29/03 847.00 7/29/03 13.34 7/29[03 1384.00 7/29/03 650.00 7/29/03 1700.00 McA a- c,-v1 OWNER BUI OFFICIAL DATE CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION SINGLE FAMILY RESIDENCE**** 47 DATE: PERMIT ADDRESS: \\,-o \ r-\ W CONTRACTOR: PHONE #: y(j1- yrl J The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. Ingineering Public Works Utilities Z/zz o3 DFire DZoning n , OLicensing n VN CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) C2u = lttn4 CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION SINGLE FAMILY RESIDENCE**** (P- er DATE: 1 a - \' i -C)-1) PERMIT #: c,±)- a CONTRACTOR: PHONE #: ydi - Lir) J L The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. OEn gi eering Zublic W04 OUtilities 0 Fire Zoning n OLicensing v- CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) CERTIFCATE OF OCCU ;Y_ VVIUT}ES DEFT- _ REQUEST FOR FIlS4M ECT1 Request Rec n ti °t lC SINGLE FAMII.IY'* VDEP Clearonce - Water--- FDEP Cleorance - Sewer_ - DATE: 1 a Ct sementsU City Services Ea ( 1- en - Iyr) maintenance Eiond PERMIT #: cs3- a 11 cl Other ADDRESS: CONTRACTOR: PHONE #: L\c)-1 - Ln rj The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. DEngineering Public Works tilities CONDITIONS: (TO BE OLicensing n ) A 1Y01VE,IIVC. 300 SOUTH RONALD REAGAN BLVD. LONGWOOD. FLORIDA 32750-5499 TELEPHONE (407) 830-9080 FAX (407) 339-3636 LAND SURVEYORS 4 MAPPERS E-MAIL• GAVONE®GFL.RR.GOM CERTIFICATE OF ELEVATION Address: 161 Crown Colony Way Legal Description: Lot 43, CROWN COLONY SUBDISION Plat Book 61, Pages 76, 77 and 78 Seminole County, Florida The Finished Floor Elevation of the house on Lot 43. meets or exceeds the requirements set forth in the City of Sanford Building Code, Sec. 6-7 (a). Dominick F—Cavone Florida Land .&; reyor & M pper Reg. No. 2005 Licensed 1iusiness No. 5072 12-11-2003 Date Fieldwork Completed W.O.# 2003-16834 M FEDERAL EMERGENCY MANAGEMENT AGENCY 77NATIONALFLOOD'INSURANCE PROGRAM Expire DeNo. ember 31, Expires December 31, 2005 ELEVATION CERTIFICATE Important. Read the instructions on pages 1 - 7. SECTION A - PROPERTY -OWNER INFORMATION • Forinsurance Company. Use: BUILDING OWNER'S NAME MAZowbA P41icy NuMber BUILDIN _O /REET ADDRESS (IndAelon Apt., Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. Company. NAIL Number CITY STATE PROPERTY D ZIP CODE 7 L 3 7_ 1-I 1 PROPERTY %F(SCRIPTION (Lot and Block Numbers, Tax Parcel Number Legal Description, etc.) LDD1ilifl ,-1Jr t:reoti/nJ dOLOnit/$UBDI 15101 I, PfibE576,7i ; SEirl/NOLE lAmAlrw GL_ C' etc. Use Wcomments area, LATITUDE/ LONGITUDE (OPTIONAL) HORIZONTAL DATUM: MP - ##.##' - or ##.###W) LJ NAD 1927 LI NAD 1983 SOURCE: (J GPS (Type): LI VSGS Quad Map LJ Other SECTION B - FLOOD INSURANCERATE MAP (FIRM) INFORMATION B1. NFIP COMMUNITY NAME & rnMMl wmv ui iunr:o on ,^I i..r...... OJ. NIC NIWVu5GayAoZoZ8% " Sr= Mrn ot: JIJAM . r$4. MAP AND PANEL B5. SUFFIX B6. FIRM INDEX ' B7. FIRM PANEL B8. FLOOD 89. BASE FLOOD ELEVATION(S) NUMBER DATEEFFECTIVE/REVISED DATE ZONE(S) (Zone AO, use depth of flooding) Z 1' C 0040 A38• B10. IndicatethesourceoftheBaseFloodElevation (BFE) data or base flood depth entered in B9. Ek6iNEE eii 6 R n1S /irJ,4»E n/ LJ FISProfile ' LJ FIRM • L_-1 Community Determined • •' 0 Other (Describe): Ei lb/.ICJEeIi 6 407 - f z 9 - 8330 B11. IndicatetheelevationdatumusedfortheBFEInB9: 0 NGVD 1929 LJNAVD 1988 LJ Other (Describe): B12. IsthebuildinglocatedInaCoastalBarrierResourcesSystem (CBRS) area or Otherwise Protected Area (OPA)? LJ Yes M No Designation Date: hl i PV . 0, ZOO-3- /(o SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) 34 C1. Building elevations are based on: f Construction Drawings' I Building Under Construction' j&,Finlshed Construction A newElevationCerUflcatewillberequiredwhenconstructionofthebuildingIscomplete. C2. BuildingDlagramNumber _L (Select the building diagram most similar to the'building for which this certificate is being completed - see pages 6and7. If no diagram accurately represents the building, provide a sketch orphotograph.) C3. Elevations - Zones Al-A30, AE, AH, A (with BFE), VE, V1 V30, V (with BFE), AR, AR/A, AR/AE, ARiA1-A30\AR/AH, AR/AO Complete ItemsC3.34 below according to the building diagram specified In Item C2. State the datum used. If A datum is different from the datumusedfortheBFEInSectionB, convert the datum to that used for the BFE.'Show field measurements and datum conversion calculation. UsethespaceprovidedortheCommentsareaofSectionDorSectionG; as appropriate, to document the datum conversion. Datum ! lo2°I Conversion/Comments W A Elevation reference' ark used_/-lp . Does the elevation reference mark used appear on the FIRM? L_J Yes No a) Topomfbottomfloor (includingbasementorenclosure) _ Lj _ - ft.J b) Top ofnexthigherfloorftm - FiOA!IQA r AOty S ryEWp, c) Bottom of lowest horizontal structural member (V zones only) N H T ft (m) d ; AN17 ti1PrP1'' c C. FJt • Z0050 d) Attachedgarage.(top of slab) Z ft jr , e) Lowest.elevationofmachineryand/or equipment w servicing the building ( Describe In a C6iTimdnts-aiea.) 3 . m o e f) Lowest adjacent ( finished) grade (LAG) Z ( ) Ad._ . g) Highest adjacent ( finished) grade (HAG) .4 Z m N 'DDrnl iJIGK F. CI}v o N E g ft 2h) No. ofpermanentopenings (flood vents) within 1 ft above adjacent grade._- 1).Total areaofallpermanentopeningsfloodventsinC3.hAl sq. in. (sq. cm) SECTION D -SURVEYOR, ENGINEER, •OR•ARCHITECT CERTIFICATION Th.Is cerlificatlon Isto be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation Information. I certify thattheInformationInSectionsA, B, and C on this certificate represents my best efforts to interpret the data available. I understand thatanya.f3e statement maybepunishable by fine orImprisonment under 18 U.S. Code, Section 1001. CERTIFIER'S NAME .LICENSE NUMBERyon1LNi (,(C Vo EPlVo, ZooS TITLE COMP NAME swr rsADDRESS GAVOAJ6, 14C. 31. January DATE _ ZoC TELEP ONE 407- 830- 90 l30 3• See reverse side forcontinuation. Replaces all previous editions t1 it IMPORTANT: In these spaces, copy the corresponding Information. from Section A. For Insurance Company Use: BUILDING STREET ADDRESS pricl ding Apt., Unit, S e, aandfor Bldg. No.) OR;P.O. ROUTE ANDBOX NO. Policy Number le G 20 % Oro N CITY S7ATEG/ '1ZIP 'CODEiDE Company NAIC Number SECTION D - SURVEYOR,' ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1):community official, (2) insurance agent/company, and (3) building owner. COMMENTS es e s Go oJC • A!G ®-D SECTION E - BUILDI G ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT 13FE) For Zone AO and Zone A ( ithout BFE), complete Items E1. through E5. ;If the Elevation Certificate is Intended for use es supporting information for a LOMA or f-OMR-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.) ft, m in, crrr above or below E2. The top of the bottom floor (Including basement or enclosure) of the building Is I_I_P ( ) L—L J ( ) U L_I check one) the highest adjacent grade. (Use natural grade, if available.) E3. For Building Diagrams '-li with openings (see page 7), the next higher floor or elevated floor (elevation b) of -the building is I —I_ _I ft. (m) j_I_Iln. (cm) above the highest adjacent grade. Complete Items C3.h and C3.1 on front of form. E4. The top of the platfon:of machinery and/or equipment servicing the building is I I I ft. (m) I_I_I in. (cm) LI above or I —I below n check one) the highest adjacent grade. (Use naturalgrade,.lf available.) accordance with E5. For Zone AO only. If.no flood depth number is available, is the top of the bottom floor elevated in the community's flood lain mans ement ordinance? Yes No Unknown. The. local official must certifythis 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. C (Items C3.h and C3.1 only), and E for Zone A' without a•FEMA-issued or community -Issued BFE) or Zone'AO must sign here. The statements in Sections A, B, C, and E are correct to the best of my knowled e. PROPERTY OWNS OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAMEER' CITY STATE ZIP CODE ADDRESS . SIGNATURE DATE TELEPHONE Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can completeSectionsA, B, C (or E), and' G of this Elevation Certificate. Complete the applicable item(s) and sign below. G1. I-1 The infcrrnailon 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 dal8 of the alevation data in the Comments area below.) G2. I —I A community bfficiai completed Section E for a building located in Zone A (without a FEMA-issued or community -issued BFE) or Zone AO. G3. I_ I The following information (Items G4-G9) is provided for community floodplain management purposes. G4. PERMIT NUMBER G5. DATE PERMIT ISSUED G6.. DATE CERTIFICATE OF COMPLIANCEiOCCUPANCY ISSUED G7. This permit has been issued for. I —I New Construction U. Substantial Improvement _ ft. (m) Datum: GB. Elevation of as -built lowest floor (including basement) of the building Is: — -- • n„gym) Datum: G9. BFE or (in Zone AO) depth of flooding at the building site is: - LOCAL OFFICIAL'S NAME TITLE " COMMUNITY NAME TELEPHONE DATE SIGNATURE COMMENTS _ . COUNTY OF S[MINOLE IMPACT FEE STATEMENT ISSUED BY CITY OF SANF0R) 3TATEMENT NUMBER 103-75556 DATE: BUILDING PERMIT NU (CITY) COUNTY NUMBER: UNIT ADDRESS: _________________------------------_- TRAFFIC ZDNEn J QISDIATIONvS;z CITY -[BE SANFORD SEC: ___ T L: P RCE25 SUBDIVISION TRACT: PLAT BOOK: --~|`'B PAGE:^- BLOC: \OT: OWNER NAM[ _ _ _______________ ADDRESS:^ y) APP| ICANT NA-. =' r-.,=~____ _ ____ IL ---------------------------- ADDRESS: ------------- ------------------- ----- - 7 --------- LAND USE CATEGORY: 001 - Single Family Detached House TYPE USE: Reoidential ' WORK DESCRIPTION: Single Family House: Detached - Construc(ion FEE BENEFIT RATE FEE UNIT RATE PER # TOTAL DU[ TYPE DIST SCHEDULE DES. UNIT OF TTs r` ROADS 0 1 $ 05.0ARTERIALS [O-WIDE O dwl unit $ 05 ROADS COLLECTORS NORTH O dwl unit $ 142.00 1 $ 142.00 LIBRARY CO -WIDE O dwl unit $ 54.00 1 $ 54.00 SCHOOLS CO -WIDE O dwl unit $1,384.00 1 $ 1,384.00 p AMOUNT 2,205.00 STATEMENT ^ N RECEIVED BY: ~~/L' -SIGNATURE: PL ASE PRINT HAME NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. **** DISTRIBUTION: 1-COUNTY 3-CITY 2-APPLICANT 4-COUNTY NOTE** PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES WHICH ARE DUE AND PAYABLE PRIOR TO ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATIONS OF THE ROAD, LIBRARY SYSTEM AND/OR EDUCATIONAL (SCHOOL) IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE KEOUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF THE RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE:: 1101 EAST FIRST STREET, SANFORD, FLORIDA 32771; (407) 665-7474, PAYMENT SHOULD BE MADE TO: CITY OF SANFORD BUILDING DErARTM[NT 300 NORTH PARK AVENUE SANFORD. FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE THE STATEMENT NUMBER AND CITY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THE NOTICE. THIS STATEMENT IS VALID ONLY IN CONJUNCTION WITH ISSUANCE OF A*** SINGLE FAMILY BUILDING PERMIT******************** FEDERAL EMERGENCY MANAGEMENT AGENCY O.M.B. No. 3067.0077NATIONALFLOOD'INSURANCE PROGRAM Expires December 31, 2005 ELEVATION CERTIFICATE Im ortant: Read the instructions on pages 1 - 7. SECTION A - PROPERTY -OWNER INFORMATION • For Insurance Company. Use: BUILDING OWNER'S NAME Pblicy'NumberOO —A BUILDINr- cTREET ADDRESS (Intl in Apt., Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. Company NAIC Numbereow,J9 GOLOr/ • CITY STATE ZIP CODESAmFopI> /=L 3 Z-1-7 1PROPERTYDFSCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) cor•45, C+eownl t:OtoAJV,$VBDIV1S/onl,Pu 7800 Gl,Pf}bE57fo?7-78,SErrl/nioLE cov rvl GLBUILDINGUSEe.g., Resldential, Non-residential, Addition, Accifssory, etc. Use alComments area, if nece sary.) LCSI D EAITii} L or ##.fl 046 I-J NAD 1927 LJ NAD 1983 SOURCE: LJ GPS (Type): L) VSGS Quad Map LJ Other ii SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP COMMUNITY NAME & COMMUNITY NUMBER --FB2. COUNTY NAME B3. STATE E NOLC G011N 120 ZS9 CMln/OL L B4. MAP AND PANEL B5. SUFFIX B6. FIRM INDEX B7. FIRM PANEL BB. FLOOD 89. BASE FLOOD ELEVATIONS) NUMBER E DATE EFFECTNEIREVISED DATE ZONE S ( ) Zone AO, use depth of flooding) . 12 C. oogo 4.-j-ems 4- - s 38. t111u. indicate the source of the tease Hood Elevation (BFE) data or base flood depth entered in B9. EAlGi vEEZ1^1(7 fl,Hp1S Byi IwEn/ U FIS Profile LJ FIRM I_I Community Determined. Other (Describe): erA1dyrlFaWA16 407 - G Z9 -13 33O B11. Indicate the elevation datum used for the BFE in 139: 0 NGVD 1929 LJ NAVD 1988 I I Other (Describe): B12. Is the building located Ina Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? 1J Yes DSI No Designation Date: 641 IA SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: 14ponstruction Drawings' LJBuilding Under Construction' I_IFinished Construction A new Elevation Certificate will be required when construction of the building Is complete. C2. Building Diagram Number _I (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.) C3. Elevations -Zones. Ai-A30, AE, AH, A (with BFE), VE, V11430, V (with BFE), AR, AR/A, AR/AE, AR/All-A30, AR/AH, AR/AO Complete Items C3.a-i below according to the building diagram specified In Item C2. State the datum used. If A datum is different from the datum used for the BFE in Section B, convert the datum to that used for the BFE.'Show field measurements and datum conversion calculation. Use the space provided or the Comments area of Section D or Section G. as appropriate, to document the datum conversion. DatumWiUDVM9Conversion/Comments M A Elevation reference mark used r4 f A Does the elevation reference mark used appear on the FIRM? 1_1 Yes No a) Top of bottom floor (including basement or enclosure) 3 • 10'ft Rpiel DH GA rUD S+CY o b) Top of next higher floor 0/1A _ ft.(m) ` Iz c) Bottom of lowest horizontal structural member (V zones only) NIA T ft.(m) H o AND MR PER N . ZOOS Eld) Attached garage,(top of slab) yfA _ ft.(m) 0 e) Lowestelevation of machinery and/or equipment w servicing the building (Describe in a Comrhdnts•area.) A11A E f) Lowest adjacent (finished) grade (LAG) 4Z .4 _ ft (>t 35 , .porrtl NtGK F. C R•1 o N E g) Highestadjacent (finished) grade (HAG) 4 Z q ft ID N h) No. of permanent openings (flood vents) within 1 ft. above adjacent grade. 01 F} J -7 - Zg .. 200 3, 1) Total area of all permanent openings (flood vents) In C3.h 141 ft_ sq. in. (sq. cm) SECTION D - SURVEYOR, ENGINEER,'OR ARCHITECT CERTIFICATION This certification Is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. i certify that the information in Sections A, B, and C on this ceitifrcate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code Section 1001 CERTIFIERS NAMELICENSENUMBERDOM11416KF. C91lyNE No Z005 TITLE COMPANYNAMEPQES1ot:NTZIPCODE Gfavo,VE IMC. ADDRESS 300Sotl' lH QONgf•p cgyq^,! BLVD. CITY LoAlbiva7D STATE FL . 32? So • FEMA Form 8'T-31, January 2d 3 ICU Zoc3 .,., 407-630-31050 reverse side for continuation. Replaces all previous editions IMPORTANT: In these spaces, copy the corresponding Information, from Section A. For Insurance Company Use: BUILDING STREET ADDRESS (Inl}ding Apt., Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND•BOX NO. Policy Number G 20 W44 CITY STATE ZIP CODE Company NAIC Number C A w! L nv n FL 3%-17 1 SECTION D - SURVEYOR,' ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1)'.community official, (2) Insurance agent/company, and (3) building owner. COMMENTS 1 I I Check here if attachments SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zone AO and Zone A (Without BFE), complete Items E1. through E5. If the Elevation Certificate is intended for use as supporting information for a LOMA or LOMR-F, Section C must be completed. E1. 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 LLI'ft. (m) L1-1 in. (cm) L1 above or L—I below check one) the highest adjacent grade. (Use natural grade, if available.) E3. For Building Diagrams 6-8 with openings (see page 7), the next higher floor or elevated floor (elevation b) of -the building is ft. ( m) 1_1_1in. (cm) above the highest adjacent grade. Complete Items C3.h and C3.i on front of form. E4. The top of the platform:of machinery acid/or equipment servicing the building is I_I_I ft• (m) I—I_I in. (cm) 1_1 above or _ below check one) the highest adjacent grade. (Use natural grade, if available.) E5. For Zone AO only: If.•no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? I I Yes I . I No I I 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, C (Items C3.h and C3.i only), and E for Zone A without a•FEMA-issued or community -issued BFE) or Zone AO must sign here. The statements in Sections A, B, C, and E are correct to the best of my knowledge PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME ADDRESS CITY STATE ZIP CODE SIGNATURE DATE TELEPHONE COMMENTS I Check here If attachments 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. G1. Lj The information in Section C was taken from other documentation that has been signed and embossed by a licensed surveyor, engineer, cr architect who is authorized by state or local law to certify elevation information. (Indicate the source and date of the elevation data in the Coinments area below.) i G2. LJ A community official completed Section E for a building located in Zone A (without a FEMA-issued or community -issued BFE) or Zone AO. G3. Lj The following information (Items G4-G9) is provided for community floodplain management purposes. G4. PERMIT NUMBER. G5. DATE PERMIT ISSUED I 6. DATE CERTIFICATE OF COMPLIANCE/OCCUPANCY I ISSLOCAL OFFICIAL'S NAME TITLE COMMUNITY NAME TELEPHONE SIGNATURE DATE COMMENTS I Check here If attachments FEDERAL EMERGENCY MANAGEMENT AGENCY NATIONAL FLOOD'INSURANCE PROGRAM ELEVATION CERTIFICATE O.M.B. No. 3067.0077 Expires December 31, 2005 Important: Read the instructions on pages 1 - 7. SECTION A - PROPERTY'OWNER INFORMATION • 'For'lnsurance Company. Use: BUILDING OWNER'S NAME I I _ Policy Numberi • . I w _ BUILDINr cTREET ADDRESS (Inclutiin Apt., Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. Company, NAIC Numbere0w/ G0&0P/ CITY STATE ZIP CODESAMFOP-D FL_ 3-L-1-71 PROPERTY D SCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) A ...- BUILDING USE Je.g., Resldontial, Non-residential, Addition, Acc4ssory, etc. Use Comments area, if nece sary.) 9!0751 D E l-iA't, LATITUDE/LONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: W - ##' - ##.##' •or ##.##fa##°) U NAD 1927 U NAD 1963 I._I GPS (Type): LJ USGS Quad Map "Other jr SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP COMMUNITY NAME & COMMUNITY NUMBER __F0. COUNTY NAME B3. STATE E//I M71 Gc N !Zo Zi3 cmfNo _ jCL B4. MAP AND PANEL B5. SUFFIX B6. FIRM INDEX B7. FIRM PANEL BB. FLOOD* E FLOOD ELEVATIONS) NUMBER 2 E DATE EFFECTIVEIREVISED DATE ZONE(S) O, use depth of flooding) 1 C 0040 4-17-9s 4-/=9s38. es 10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in B9. ENGiivEEievn b f RlJS Bj7i I DDE/l 1J FIS Profile 1J FIRM IJ Community Determined.'* j Other (Describe): Ellb/AIFErP./i 6, 407 - 4, 29 - S 330 B11. Indicate the elevation datum used for the BFE in B9: 0 NGVD 1929 LJ NAVD 1988 LJ Other (Describe): B12. Is the building located Ina Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? IJ Yes 15 No Designation Date: 14- J A SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: 14ponstruction Drawings' LlBuilding Under Construction' 1_1Finished Construction A new Elevation Certificate will be required when construction of the building Is complete. C2. Building Diagram Number I (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.) C3. Elevations — Zones Ai-A30, AE, AH, A (with BFE), VE, V1-V30, V (with BFE), AR, ARIA, AR/AE, AR/A1-A30, AR/AH, AR/AO Complete Items C3.a-i below according to the building dlagiam specified in Item C2. State the datum used. If th datum is different from the datum used for the BFE in Section B, convert the datum to that used for the BFE.'Show field measurements and datum conversion calculation. Use the space provided or the Comments area of Section D or Section G, as appropriate, to document the datum conversion. Datum WWI> 10)*Z9 Conversion/Comments A/ A Elevation reference mark used Nh4 Does the elevation reference mark used appear on the FIRM? 1_1 Yes No a) Top of bottom floor (including basement or enclosure) A 3 , 1 O . ft b) Top of next higher floor 1A _ ft.(m) Roof pA LA ND .5vzYEyOR c) Bottom of lowest horizontal structural member (V zones only) 41,q T ft_(m) AOU "1A?PER N • ZOOS d) Attached garage•(top of slab) NfA _ ft.(m) 0 0 ' e) Lowest elevation of machinery and/or equipment W servicing the building (Describe in a Comrhdnts•area.) AIIA ft,m m , 0Lowest adjacent (finished) grade (LAG) Z • ( ) ' 5ftmN •por+nlNteK F. CRvoNEg) Highest adjacent (finished) grade (HAG) 4 Z . q ft h) No, of permanent openings (flood vents) within 1 ft. above adjacent grade. 01 A -7 Zq . — 200 3 1) Total area of all permanent openings (flood vents) in C3.h NI t sq. in. (sq. cm) SECTION D - SURVEYOR, ENGINEER,'ORARCHITECT CERTIFICATION This certification Is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. I certify that the information in Sections A, B, and C on this ceitirrcate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by rrne or imprisonment under 18 U.S. Code Section 1001CERTIFIERSNAMELICENSENUMBERDo i mi o< F• CA LOAI N0 Z005 TITLE PCOMPANY NAME Qt: Slot: Nr GAVOA16 1NC. ADDRESSCITYSTATEZIP CODE 300 $oVTI'i QONAI•D R'EHA_! BLVD. Lo Slb/adD AL.. 32is0 ' i- Z4 = Z0o3 40743o-90 50 FEMA January 2003 reverse side for continuation. Replaces all previous editions IMPORTANT: In these spaces, copy the corresponding Information, from Section A. For Insurance Company Use: BUILDING STREET ADDRESS (Including Apt., Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND,BOX NO. Policy Number IN G2014/-/ ocdN W40, CITY STATEFL ZIP CODE Company NAIC Number AoJ o SECTION D - SURVEYOR,' ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1)'.community official, (2) insurance agent/company, and (3) building owner. COMMENTS j I I Check here If attachments SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zone AO and Zone A (without BFE), complete Items E1. through E5. %If the Elevation Certificate is intended for use as supporting information for a LOMA or LOMR-F, Section C must be completed. Ell. 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 IJ_I'ft. (m) I_1-1 in. (cm) L1 above or L_1 below check one) the highest adjacent grade. (Use natural grade, if available.) E3. For Building Diagrams 6-8 with openings (see page 7), the next higher floor or elevated floor (elevation b) of.the building is 1_1-1 ft. (m) 1-1Jin. (cm) above the highest adjacent grade. Complete Items C3.h and C3.i on front of form. E4. The top of the platform:of machinery and/or equipment servicing the building is I-1-1 ft. (m)1_I_I in. (cm) 1-1 above or 1_1 below check one) the highest adjacent grade. (Use natural grade, if available.) E5. For Zone AO only: If:no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? I I Yes I I No I I 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, C (Items C3.h and C3.i only), and E for Zone A' without a•FEMA-issued or community -issued BFE) or Zone AO must sign here. The statements in Sections A, B, C, and E are correct to the best of my knowled e. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME ADDRESS CITY STAi I: .crr cUut SIGNATURE DATE TELEPHONE COMMENTS I t I Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who Is authorized by law or ordinance to administer the community's floodplaln management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. G1. 1J 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.) i G2. 1J A community off,ciai completed Section E for a building located in Zone A (without a FEMA-issued or community -issued BFE) or Zone AO. G3. IJ The following information (Items G4-G9) is provided for community floodplain management purposes. G4. PERMIT NUMBER. G5. DATE PERMIT ISSUED G6. DATE CERTIFICATE OF COMPLIANCE/OCCUPANCY ISSUED G7. This permit has been issued for: 1_1 New Construction J Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building is: -ft. (m) Datum: G9. BFE or (in Zone AO) depth of flooding at the building site is: —ft. (m) Datum: LOCAL OFFICIAL'S NAME TITLE COMMUNITY NAME TELEPHONE SIGNATURE DATE COMMENTS I Check here If attachments CITY OF SANFORD PERMIT APPLICATION Permit # 036Q Date: June 20, 2003 Job Address: 161 Crown Colony Way Description of Work: Single Family Residence Historic District: Zoning: Value of Work: $97,788.00 Permit Type: Building X Electrical X Mechanical X Plumbing X Fire Sprinkler/Alarm Pool Electrical: New Service-# of AMPS 150 Addition/Alteration Change of Service Temporary Pole Mechanical: Residential X Non -Residential Replacement _ New X (Duct Layout & Energy Cale. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets 2 Plumbing Repair - Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage-2;669-01"''--- Construction Type: VI # of Stories: 2 # of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X) Parcel #: 33-19-30-50S-0000-0430 (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes, Inc. of Florida 1101 N. Keller Road, Suite F Orlando, FL 32810 Phone: 407475-9112 Contractor Name & Address: Russell Keith Summers 1101 N. Keller Road,Suite F Orlando, FL 32810 State License Number: CRC058496 Phone & Fax: (407) 475-9112 Contact Person: Laurie Pellegrino Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Tomas Ponce Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford, FL 32771 Fax: (407) 321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. 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. 1 understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all ofthe 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. 1<*"C___7 6/20/03 Signature ofO ent Date Russell Keith Summers z;;; me 03_ Signature ofNotary -State of Florida Date InDEBBIE TIME My Comm Exp. 2/5/05 No. CC 999378 Owner/Agent is _X_ Personally Known to Me or Produced ID 6/20/03'l Signature ctor/Agent Date'''"!`%%;;;T' Russell Keith Summers ntractor/Agent's Name rn J z 20/03 110 Signature of Notary -State of Florida Date t_) DEBBIE TIMEpMyCommExp. ZIW05No. 9'0 CC 999378 Pertonaly Known 1 100w I.D. Contractor/Agent is _X_ Personally Known to Me 9r Produced ID •,,4r1 ° 7_ _o APPLICATION APPROVED BY: lil Zoni?9: Initial & Date) (Initial & Date) Utilities: FD: Initial & Date) (Initial & Date) CD V Special Conditions: c 1i.0 CITY OF SANFORD ELECTRICAL PERMIT APPLICATION Permit Number: Date: The undersigned hereby applies for a permit to install the following electrical: Owner's Name: Maronda Homes Inc., of Florida Address of Job: Electrical Contractor: DANIEL G. PUGLISI Residential: ___ Non -Residential: Number Amount Addition, Alteration, Repair Residential & Non -Residential New Residential: AMP Service SO 3S. 00 New Commercial: AMP Service Change of Service: From AMP Service to AMP Service Manufactured Building Other: Description of Work: Application Fee: 10.00 TOTAL DUE: S, By Signing this application I am stating that I am in compliance with City of Sanford Electrical Code. Ap nt's Signature EC0001663 State License Number CITY OF SANFORD MECHANICAL PERMIT APPLICATION Permit Number: Date: The undersigned hereby applies for a permit to install the following equipment: Owner's Name: Address of Job. Maronda Homes Inc., of Florida 161 Crown Colony Way Mechanical Contractor: GARY CARMACK Residential ____ v_ __ Non -Residential INature of Work: Valuation: TOTAL DUE: Lot:43 Panel: 7 mou By signing this application, I am stating that I am in compliance ith City of Sanford Mechanical Code. V. Applicant ignature CAC043900 State License Number CITY OF SANFORD PLUMBING PERMIT APPLICATION Permit Number: Date: The undersigned hereby applies for a permit to install the following plumbing: Owner's Name: Maronda Homes Inc., of Florida Address of Job: __ 161 Crown COlony_Way --Lot: 43 Panel: 7 Plumbing Contractor: _--_WILLIAM T. SELF_ _ Residential: _ _ Non -Residential: Number Amount Addition, Alteration, Repair Residential & Non -Residential 52.00NewResidential: 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 ature CFC057039 State License Number ALaronda Homes AN EASILY OBSERVABLE BETTER VALUEI 1101 NORTH KELLER ROAD, SUITE F • ORLANDO, FLORIDA 32810 407-475-9112 • FAX: 407-475-9115 LETTER OF AUTHORIZATION CITY OF DELTONA p 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: CROWN COLONY Lot: 43 161 Crown Colony Way. RUSSELL KEIT MERS, CRC058496 MARONDA HOMES, INC. OF FLORIDA STATE OF FLORIDA COUNTY OF ORANGE Sworn and subscribed before me this 10th day of MARCH, 2003 by RUSSELL KEITH SUMMERS who is personally known to me. J ) 9, DI881E TIMECommExp.?l5JD5 No. CC 999378NOTARYPUBLICP ,my'. ttom«i.D. C:\Documents and Settings\dtime\My Documents\LOA Keith Summers for City of Sanford SOURCE.doc PLOT PLAN for: MAROrvL/A HOMES, INC. DESCRIPPON: LOT 43, CROWN COLONY SUBDIVISION RECORDED IN PLAT BOOK 61 PAGE(S) 7G thTL 76 PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA C1 R=50.00' A =26a 18' 17' ARC-22.9G' CH.-22.75' CI1I.BRG. = N78050' 33'W g0Pd CROWN COLONY WAY 0 RADIU5 POINT 572-20,191V CON5ERVATION AREA 560° 19'54" W FLOOD CERnnCA77ON BASED ON THE FEDERAL EMERGENCY MANAGEMENT AGENCY FLOOD INSURANCE RATE MAP, THE STRUCTURE SHOWN HEREON DOES LIE WITHIN THE 100 YEAR FLOOD HAZARD AREA. TF/ 1S STRI/CTURE..LIES IN ZONE Ae%. COMAI( 1N1TY PANEL Na 120289 0040 E EFFECTIVE DATE: APRIL 17. 1991 MAP RE W-90NDATE: SUBJECT TO CHANGE) eD, 0' 5' 10' 20' GRAPHIC SCALE LOT 42 P~ lel EO.7 F. H.A. PLOT PLAN P - DENOTES PROPOSED ELEVATION PER ENGINEERING PLANS. E - DENOTES VaSTING ELEVATION PER ENGINEERING PLANS. BUILDING SETBACKS FRONT: 25' REAR: 20' SIDE: Z 5' SIDE STREET: 20' BUILDING LINE: 60' LOT 43 CONTAINS 7. 427 SOUARE FEEl/0.171 ACRES +/- NOTES: 1. BEARINGS ARE BASED ON THE CENTERLINE OF CROWN COLONY WAY BEING S7270'19'W. 2. ELEVATIONS AND LOT DRAINAGE TYPE SHOWN HEREON ARE BASED ON SITE ENGINEERING PLANS FOR THE PROJECT I 3. BUILDING 17ES ARE TO FOUNDATION. 4. PLOT PLAN ONLY. LOT HAS NOT BEEN STAKED IN THE FIELD. THIS IS NOT A SURVEY. THE UNDERSIGNED AND CAVONE. INC. LAND SURVEYORS and MAPPERS MAKE NO RESERVATIONS OR GUARANTEES AS TO THE INFORMATION REFLECTED HEREON PERTAININGTOEASEMENTS, 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 VERIFICATION ABBREVIATIONS/ LEGEND: N0.- NUMBER P.T.-POINT OF TANGENCY CONC-CONCRETE WE.- WALL EASEMENT F.E.-FENCE EASEMENT R.-RADIUS P.l.-POINT OF INTERSECTION L.S-LAND SURVEYOR P.R.C.-POINT OF REVERSE CURVATURE O.E.-DRAINAGE EASEMENT P.C.-POINT OF CURVATURE O.R-OFFICIAL RECORDS P.C.C.-POINT OF COMPOUND CURVATURE U.E.-UTILITY EASEMENT ja=CAENGTHL.B.-LICENSED BUSINESS CH.BRG.-CHORD BEARING S.W.E.-SIDEWALK A: UTILITY EASEMENT D.U.d•SE.-DRAINAGE, UTILITY NTERLINEA/C -AIR CONDITIONER PAD DELTA (CENTRAL ANGLE) D.&U.E.-DRAINAGE & UTILITY EASEMENT SIDEWALK EASEMENT lR AVONE,INC. THIS SURVEY NOT VALID UNLESS EMBOSSED GNATURE AND RAISED SEAL OF AFLORIDA LICENSED SURVEYOR A YOR ANGPPEREVISIONDATE DRAWN T30LAND SURVEMRS AND MAPPERS 0 SOUTH RONALDONALD REACAN BOULEVARD LONGWOOD, FLORIDA 32750-5499 TELEPHONE (407) 39-3636 FAX No. ONE 339 L. RR. E-MAIL: CAVONE 49 CFL.RR.COM DOMINICK F. CAVgNE - PRESJOENT FLORIDA SURVEYOR & MAPPER NUMBER 2005 LICENSED BUSINESS NUMBER L.B.5073 PLOT PLAN 6-5-2003 CB LOT by CHIP CADD FILE: CROWNCOL43.DWG W.O.2003-7213 3. 4. 5. 6. 7. M. 9. 10. 11. 12. 13. 14. 15. CITY OF SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 43 Subdivision: CROWN COLONY Property Address: 161 CROWN COLONY WAY 1. Two (2) recent boundary and building location surveys showing setbacks from all structures to property lines for permit for structures (not fences). O 2. Two (2) complete sets of construction design drawings drawn to scale. Complete sets to include: MR a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. 0 b. Floor plan indicating interior wall partitions and room identification, room dimensions, door, window, and/or opening sizes, smoke detector, distances from walls are to be shown. Note the State of Florida requirements for bath door for compliance of Handicapped Code (F. S. 553, Part 5). 0 c. Elevations of all exterior walls, east, west, north and south. Finish floor elevation height as per City Engineering Department or subdivision plat. 7 d. Cross sections of all wall sections to be used in the structure. Bearing non -bearing interior and exterior. Show all components of wall section. e. Framing plan for floor joists where conventionally framed. Plan to indicate span, size and species of materials to be used. x f. Engineered truss plan with details of bracing. Engineered beams for spacing openings to carry and support trusses. g. Stair details with tread and riser dimensions, stringer size, methods of attachment, placement of handrails and guardrails. 0 h. Square footage table showing footages: Garages/Carports 420 S.F. Porch(s)/Entry(s) 26 S.F. 0 3. 0 4. TO FOLLOW N/A 5. N/A N/A N/A Ex 6. Patio(s) S.F. Conditioned structure 2,223 S.F. Total (Gross Area) 2,669S.F. Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97). Soil analysis and/or soil compaction report. If soils appear to be unstable or if structure to be built on fill, a report may be requested by the Building Official or his representative. Other submittal Documents: a. Utility letter or approval when public water supply and/or sewer system connection to be made. b. Septic tank permit to be obtained from Seminole County Health Department at: 400 West Airport Boulevard, Sanford, FL (407) 665-3600. c. Arbor permit when trees to be removed from property. Contact the City Engineer for details regarding the arbor ordinance and permit. Application to be completed thoroughly and signatures provided by a licensed and insured contractor. OWNER/BUILDER MUST APPEAR IN PERSONS TO SIGN APPLICATION AS PER FLORIDA STATE STATUTE 489. Subcontractor license numbers must be included on the application. If electrical, mechanical or plumbing permits have not been issued, inspections will not be scheduled or made and subcontractors will be subject to penalty under the City Ordinances REQUIRED INSPECTIONS DURING AND UPON COMPLETION OF CONSTRUCTION 1. Footer 2. Underground, electrical, mechanical and plumbing Foundation elevation survey Slab Lintel — tie beams — columns — cells Rough electrical Rough mechanical Rough plumbing Tub Set Framing Tenant Separation/firewall Insulation, walls and/or ceilings Electrical final, mechanical final and plumbing final Building Final Other DATE: Friday, June 20, 2003 SIGNATURE: v By Owner or Authorized Agent) c" o n IL o°a U Coco W r4 W N qrLUM LU'L c0 LUZZZ CW0o cr444 a 80 '4 0 NA MINIS NORSE, CLERK OF CIRCUIT COURT SENINOLE COUNTY OK 04848 PSG 1609 CLERK'S 8 2003093912 RECORDED 06/03/2003 ftsl71;13 PN RECORDING FEES 6.00 RECORDED BY N Noldsn NOTICE OF COMMENCEMENT STATE OF FLORIDA COUNTY OF SEMINOLE TAX FOLIO NO. 25-133-6949 PERMIT NO. PARCEL NUMBER: 33-19-30-5QS-0000-0430 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 43 161 Crown Colony Way: Subdivision: 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) SURETY (Bonding Company) Name and Address Amount of Bond LENDER Name and address Bank of America, NA, 750 S. Orlando Ave., #102, Winter Park, FL 32789 ATTN: DAN FINNEGAN Phone 407 646-6304 Fax 407 644-2388 Persons within the State of Florida designated by owner upon whom notice or other documents may be served as provided by Section 713.13(1), (a), 7., Florida Statutes. Kamaf Title, 200 W. 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 i year from the data of recording unless a different date Is specified.) Sworn to and subscribed before me this 0" ".. to Notary Public k RUSSELL KEI H AWMERS Maronda Homes, Inc. of Florida Vice President - Construction day of 2003. OF Ft DEBBIE TIME GE.RfIFIE.p COPY OTARY BLIC o MY Comm Exp. y5/p5 MARYANNE MORO N Pueuc No. CC 999378 ERK OF CIRCUIT COURT I I om.. I o. EMINOLE COUNTY- FLORIDA w CLERr JUN 0 s 200 MAROhvA HOME5, INC. PLOT PLAN for: DESCRIPTION: RECORDED IN PLAT BOOK LOT 43, CROWN COLONY 3UBDIVI3ION G I PAGE(S) 7G thry 78 PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA T R A C T' D'- CONSERVATION AREA 560° 19154" W C1 R=50.00' A =26° 18' 17' ARC=22.9G' CH.=22.75' CH.BRG.= N78a50'33V z0, a 5' 10' 20' GRAPHIC SCALE LOT 42 F.H.A. PLOT PLAN P - DENOTES PROPOSED ELEVATION PER ENGINEERING PLANS. E - DENOTES EXISIING ELEVATION PER ENGINEERING PLANS. BUILDING SETBACKS FRONT: 25' REAR: 20' SIDE: 7.5' SIDE STREET: 20' BUILDING LINE: 60' gpPd LOT 43 CONTAINS 7.427 SQUARE FEET/0.171 ACRES +/- CROWN FLOOD CERnFlCAnON NOTES: COLONY WAY BASED ON THE FEDERAL EMERGENCY 1. BEARINGS ARE BASED ON THE CENTERLINE OF MANAGEMENT AGENCY FLOOD INSURANCE CROWN COLONY WAY BEING S7270'19'W. RATE MAP, THE STRUCTURE 2. ELEVATIONS AND LOT DRAINAGE TYPE SHOWN gyp RADIU5POINT SHOWN HEREON DOES LIE WITHIN HEREON ARE BASED ON SITE ENGINEERING 372.20,19-w THE 100 YEAR FLOOD HAZARD AREA. THIS STRUCTURE LIES IN ZONE ' A ' PLANS FOR THE PROJECT. I J. BUILDING TIES ARE TO FOUNDATION. COMMUNITY PANEL NO. 120289 0040 E 4. PLOT PLAN ONLY. LOT HAS NOT BEEN STAKED EFFECTIVE DATE. APR L 17. 1991 IN THE FIELD. MAP REVISION DATE: SUB ECT TO CHANGE) THIS IS NOT A SURVEY. 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 VERIFICATION. ABBREVIA TIONS/LEGEND: NO. -NUMBER P.T.-POINT OF TANGENCY CONC-CONCRETE WE.- WALL EASEMENT F.E.-FENCE EASEMENT R.-RADIUS P.I.-POINT OF INTERSECTION L.S.-LAND SURVEYOR P.R.C.-PANT OF REVERSE CURVATURE D.E.-DRAINAGE EASEMENTCH. -CHORD P.C.-POINT OF CURVATURE O.R-OFFICIAL RECORDS P.C.C.-POINT OF COMPOUND CURVATURE U.E.-UTILITY EASEMENTARC -ARC LENGTH L.B.-LICENSED BUSINESS CH.BM-CHORD BEARING S.&U.E.-SIDFWALK & UTILITY EASEMENT O.U.&S.E.-DRAINAGE, UTILITY It CE CENTERLINE A/C -AIR CONDITIONER PAD D DELTA (CENTRAL ANGLE) D.&O.E. -DRAINAGE & UTILITY EASEMENT SIDEWALK EASEMENT A VONE, INC. THIS SURVEY NOT VAUD UNLESS EVBOSSED AWFL DA LICENSED SURVEYOR ANDMAPPER REVISION DATE DRAWN LAND SURVEYORS AND MAPPERS MU 300 SOUTH RONALD REACAN BOULEVARD LONGWOOD, FLORIDA 32750-5499 TELEPHONE (007) 39-3636FAXNo. ONE 339L.RR. E-MAIL: CAVONE O CFL.RR.COM DOMINICK F. CAVOWE - PRESIDENT FLORIDA SURVEYOR & MAPPER NUMBER 2005 LICENSED BUSINESS NUMBER L.B.507J PLOT PLAN 6-5-2003 CB LOT by CHIP CADD FILE: CROWNCOL43.DWG W.O.2003-7213 Master Fife #7 Central Florida B.O.A.F Exterior Window and Door Master Filing Checklist 1. Sufficiency Review Manufacturer Name: Norandex/RevnoIds 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 submlttal: X Two (2) signed and sealed engineered installation details. One (1) signed and sealed test report. One (1) signed and sealed engineered calculations for altemate fasteningmethod, if applicable. if. Governmental Product Approval: Agency Initials/Date Brevard, County of Cape Canaveral Cocoa Beach, City of Eustis, City of Indialantiic, City of Indian .Harbour, City of Lake, County of SN 3/26/02 Lake Mary, City of RJ 4/05/02 Leesburg, City of SS 3/26/02 Maitland, City of Malabar, City of Melboume Beach, City of Scan Date 4-4-02 A enc Initials /Date Melbourne, City of Mt. Dora, City of Orange, County of ACP 3/1'5/02 Port Orange, City of Rockledge, City of Satellite Beach,. City of Seminole, County of Tavares, City of Titusville, City of West Melbourne, City of Winter Park, City of LP 3/26/02 Created on 02/04/02 Page 1 of 2 NORANDEX PAGE 29 CAULK TOP OF MULL 10 •X 3/4" TEK SCREW - J DOW. 1r3 MULLION (XFLA-26-1) Ix4 MULLION (XFLA-39) WINDOW JAMB 10 x 3/4` TEX SCREW CAULK BOTTOM OF MULL PRECASTED SILL 1 aEE CHART FOR FASTENERS FLA— 45 MULLION ANCHOR 'CLIP 16 GA GALV. SHEET METAL 800 LB. MAX CAPACITY lx3 MULLION (XFLA-26-1) IX4 MULLION XFLA-39) 3/4"MAX SEE CHART FOR FASTENERS - D. A.F MAW, ACTURER NAME: - oRAri Fr MASTER 1ME #k NOTES: 1) ALL ALUMINUM OR 6063 T5. EXTRUSIONS- ARE ALLAY 6063 T6, 2) WHEN THERE IS ONE TAPCON (1/40" X 1-1/2') CHARLES..A 'Pi & P g ON EACH ANGLE LEG. FL REG. ENC,g 40121 PLACED ON MULLION CLIP CENTERLINE.ALL BE DATE: 3/21/02 3) CONCRETE COMP AT 28 DAYS. RESSiVE STRENGTH= 3,000 PS[ III IAIM I III g NUhANDUI X PAGE 30 NOTES: - 1) ALL ALUMINUM EXTRUSIONS ARE ALIDy 6063 T8. OR 6083WHENT5. 2) ON EAC EGLE O.EG THTAFjCON SHALL E`, PLACED ON MULLION CLIP CENTERLINE. AT 28 DAYS. 3) ANCRETE COMPRESSIVE STRENGTH m 3,Oo0 pSI CRLES A. PAGF[ RA. _ REG SNG. r 491uDATE3/21/O2 cENTM n.ORMA B.O.A.F. MANUFAGTURM, NAME:. MASTER: FILE 010 x '3/4° TEK SCREW DW SILL SH HEAD IiORIZONTAL MULLION SCHEDULESINGLG UNPT `C.YPE .OF Millj0N TYPE OF CLIPVINDOW•WINDOW. DESIGN PRESSUREWIDTH . HEIGHT.. NUMBER ANDINCHINGH35PSFFLA-45 TYPE OF FASTENERS 260' • :1.0 x 30 OK x 3;0 3;0 0K 4 3' 160 - 4 xxxx3: OR 1I1_- 43J6063" xx T6-3 a 1--- x 3:0 OK 33JJ41:(0 - 26` 1.0x3:0 4 3 11866a 11- 38 -1 4T- F 1.0' - 3:0_-- 0_K 4 3 16_0 1- 326-1/2` 50 5 8 x x 30 OK---- x 4 160' x 1- l 63" 1.0 1_0 x_3:0__ - OK K- 4 3 160 x 1-: J-„____. 4-3 6P 1-: 26" x 3:0 1.0 x 3:0- OK -- x 4 38=1'• 4 OK 43 16_0 •x 1-7 37'------------ 01C_ _ 4 _3 16_0 x 63" 1_0 - --- 3.0 OK 4 3 160" xJ 76-3 4 s 1.0• x 3:0 6K' - 4 -J60 x. l-1 26" i. b x 3 0 QK 4 3 160„ $ 1=j 38-1 4' T x 3*.'0_-_ OK _ 43 160 x 1-1 63-1 8` 50- — 1.0• 1-Q_ x_3_:0- OK _ 4 _3 60-"_x_ 1_-1 63" Og---= 2 _1f40'rx_1__1L1.0 .x_•3:.0_-- 2 1140" x 1=1 1x3 MULLION (XFLA--26-1) lx4 MULLION OCI A-39) OR 2 1 40 r x 1-1L XFLA-26-1) lx3 MULLION TAPCONS TAl'CONS4 TAl'CONS TAPCONS TAPCONS Y------ TAPCONS TAPCONSY------ TAPCONS TAPCONS TAPCONS TAPCONSR______ TATrPCONS TAPCONS TAPCO NS TAPCON_S TA_PCONS TAPCONS TAPCONS FT10 x 3/4" EK SCREW DW SELL SH HEAD rq p r vA t lViJr,A PAGE 24- I •Q u 7' A 'Uy Ell NAME.. 2) ®10 x• 1-3/a" Pli-ShiS lN7Y1 2 x II CK OR3/16'0 x 2-3/4" TAPCON T11RU 1 BY BUCK (SHOWN) 1VI'eH A 1-1/a' Miry• EA(BED6lENT I1NT0 MASONRY. SEE ELEVATION FOR ANCHOR TEYPEREO c1 S5 sunlNc class 000RCOMPARATIVE l r' re IPERe° cLAM SPACMG. dNdLYBIs cxeRr No. OP Na OPnH009OPSICNIDADAHCHOR3dNCHOR906{f3iSI0103 CAPACITY -PST SIlOINC Cl..aa 000ROMPdRATIVBANALYSISCHART No, OP Na OFUINDOHOESICN Y Q N ti x F1-3/4' Fi-SMS INTO 2 x HULK ICBM) POSMVE It HELD PRAM LOAD ANCHORS ANCHORSO1101SIONSCAPACITY-P3PHIOTHHEICRT C) q SEE ELEVATION FOR ANCHOR SPACING. 20! 46 a6 9n e POSITIVE HBGA FRAMEacl) OrCMf B 2) B10 x 1 3/4' PH-SMS nM 2 YBUCKWITH1-I/2- MIN. EMBEDMENT. SEE ELEVATION FOR ANCHOR SPACING. I (— WOOD BUCK STEEL• REMP. ALL 10ANELS k 60.0 D. P... WOOD AS RE S OWNJL •TYP. JAMB. SE( ORMUDDTRACKASREQUIRED1BY2BY (2) 3/16'0 x 2-1/4' TAPCON OR MIAMIDADEAPPROVEDCONC. FASTENER SEEELEVATIONFORANCHORSPACING. a NOTES: I) SHIM AS REQUIRED,. MAX SHIM STACK 1/4 2) ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063-T6. ORT6WITH :TYPICAL .WALL THICKNESS OF • 0.62- 3USEHIGHQUALITYCAULKBEii[ND WHIDOW FLANG- E. 4GLASSTHICKNESSBASEDONTABLEE1300GLASSCIIARTS• AND MAY VARY DEPENDING ON SIZE. 5) THE RESPONSIBHITy FOR SELECTION OF NORANDEX PRODUCTSTOMEETANYAPPLICABLE ' LOCAL .LAWS, BUILDINGCODES. ORDTNANCES OR OTHER SAFETY HEADERANDSILLSECTIONsEEQUIRREUILDINGOweCONTRACTOR. THE ARCHITECT, Tom• 1 BY BUCK 7) CONCRETE COMPRESSIVE STRENGTH - 3,000 PSI AT28DAYS. rANP. Lsm IN FEET. 1/ 4" SHIM — MAX X X h PAN PANEL ana u 2BY2) I TELL nVAMH 86. 7 BB.4 80 80• B 4) 88.7 08.4 24 88. i BB.L 16 6 88. 7 77.4 24 00, 88.7 83.6 9 g Q5 O.i U 68. 7 63.8 t8 6 80• 86.7. 78.3 20 2. 6) 88.7 78.3 l0 80 80 3o oil" B0 to 4) so R4 80 80 l8 86. 9 -is —3 10 l0 J 24 B8• go 71.3 t6 3) t0 10 q 0 68. 7 738 18 BB' -- is B 86.0 20 10 t0 Z6) 86.7 86.2 to 2) 3/16'0 x 2-3/4- 10 q y y o b TAPCON OR MIAMI DADS APPROVED CONC. W ti q i q e n FASTENERS. SEE ELEVATION FOR 13 o y act ANCHORSPACING. c<iH to zµo p• w W at 4 y ZcayTj U II//// itli 1,ll/r it I oTlflI 1X XUPANEL PANPANELiWa is 04tj 4BY2) rwaL navumR o h c a NORANDER PAGE 23 e 4 a 6 2)• $10 x 1-3/4- PH-SMS INTO 2 BY RUCK OR WITH A 1-1/4e4M[f[ ECHBEOMIgNT IINBPO BUCK(SHOWN) SEE ELEVATION FOR ANCHOR SPACING. 2) #10 x 1-3/4 FH-SMS INTO 2 x BUCKSEEELEVATIONFORANCHORSPACING. L OPTIONAL 2 BY WOOD BUCK2) 110 x 1 3/4" PH -EMS INTO 2 BYBUCKMENTSECELEVATIONONFDRANCHOR f-2 x HOOD BUCK 3/16" TEMPERED GLASS PANEL .SIZE INCHES DESIGN LOAD CAPACITY-PSF N0. OF ANCHOR SCREWS 1N FRAME HEAD AND SILL JAt+BWIDTH/HEIGHT . EXTERNAL INTERNAL XX 30 4e x 591/2-" XXX ALL 361je" x 591/2 " 53.3 55.8 ' 10 16 18 6 301 18 x " 49.8 49.8 12 18 22 6791/2 36 6" x 791/2 " 49.7 45 49.7 10 16 20 8 4.5 SERIES '500 ALUMINUM SLIDING 12.- 18 22 8 G FASTENER CHARTLASS DOOR LL OPERABLE PANELS MNTRAL FJEQRWA Il. U. A. F. jj[,,{( M*MA TA ONO z IAMITAPCONORMIAM[ 3 N = 1 x HOOD BUCK DADS APPRASTENER * CONC. a) I97R Trlr,n .. .— j SEE ELEVATION FORANCHORSPACING. sHIM HIM HORNAS' RE DIKED TYP. WOOD SgSHOWt ORMUDDTRACKAA3SREQUIRED 1 BY / 2) 3/18"0 x 2-1/4" TAPCON OR SEAS FASTENER ELROVEDcoNe- EVATIONANCHOR 'SPACING. c NOTES: 1 SHIff AS 'REQ[II(;ED: MAX SHIM STACK 1/4% 2) ALL ALUMINUM :EXTRUSIONS ARE ALLAY 6085-T5 4ORTBWITHTYPICALWALLTHICKNESSOF .0.02" JI ° 9) USE HIGH .QUALITY CAULK BEHIND WINDOW FLANGE. a ° 4 GLASS `THICKNESS BASED ON'TABLE E1300 GLASS CHARTS: AND MAY VARY DEPENDING ON.31Z8 6) THE RESPONSIBILITY FOR SELECTION -OF N9RAND$X PRODUCTSTO' MEET ANY APPLICABLE WCAL..LAWS HEADERANDSILLSECTIONBUILDING' cODES,.•ORDINANCES "OR"`OTHER"SAFETY•' REQUIREMENTSREST;SOLELY HITH THE .ARCHITECT, TYP. 1 BY BUCK 6) CCONC 'OWNER STRENGTH o 3;0D0 PSI AT28DAYS. ONTAL SECTI 2 BY BUCK X X y ANFi(. FPANEL aaQ n r 21iY2) rnc_ u u,on 1/ 4" SI11M—ii— MAXX X I PANEL mwo PANEL PANEL PANEL 4BY2) InAh s ra7l ai o W A q1-4 to co A nW fiq oC' 3 Dj h ti G ivutUlNllL+:X s PAGE 22 n lu A 1-3/4- P.H. S.M.S W/1-1/2 MN. EMBEDMENTSEEELEVATIONFORANCHORSPACING. 110um W/1-1/2 t MIN. EMfBEDMENT. SEE ELEVATION FOR ANCHOR SPACING: lp Oq P_ Q ALT. F'IN ATTACHMENT UNDER SHEATHING CENTRAL FLORMA &O.A_F. MA ACMER NAME: oRgnr,X MASTER FILE # 3 NOTES 1) :SHfM AS REQUIRED. MAX SHIM STACK 1/4'. 2) ALL ALUMINULL;,EXTRUSIONS ARE DIME ALWy 8083_T5 3) USS AUGHT@13AITYACWULKL. jBEEH WNDOW NCHESNDFLANGE. 4 GI:ASS: TIIICKAl1 M..BASED ON TABLEcE1300 GLASS CHARTS; AND::;MAY"'VARY DEPENDING ON SIZE, 5) 'Tlft' RESPONSI ILIV "FOR SELECTIONF'ROOFNORANDEXBUI IICT$',. 1U`:MLEET.-ANY OF Bp[ liO NG._CES; -ANYLOCAL LAWS. OD18- 8` 5- 2- OROTHERSAFETYREQUIREMENTS', Y WITH THE ARCHITECT. HULL -DINGO.WNER'.'OR,;coWrRACTOR. 6) NOTE e -INDICATES THAT E UAL, FASTENERS AT HEAD` AND .SlL'll-ARE_ REQU'*ED. 52- 1 8` 18= fig_ s- 12- 38_ I 38" 62- UIO X 1-3/4` P.li S.M.S. le— W/ 1-1/2' MIN. E'MJBEDMJENT 5 SEE'. ELEVATION IMR 36` ANCHOR SPACING. FIL_ l I n TYP. JAMB SECTION WOOD FRAME I 1 4- MAX SKIM TOP AND BOTTOM) LHEADER ANDSILLSECTIONW/lol/21 MIN. EMBEDMENT CHARDS'. A. 'A' ?N. 1'.F WOOD FRAME ANCHORSPACING. SEE ELEVATION R FL DATEE3C 7%Oa 121 WINDOW FASTENER.SCHEDUL.E JSIONSN0. ANCHORS HT . HEAD/SILL: ONCHES)SEE NOTE 8 NO. ANCHORS JAMB W y PSF PSF 45 60 pSF PSF G] 2• 22 225" T:;222 2 2 4• 2 202 2 3 2- q oq 37-1/ 42 2 _ 2• 3 3• 2 3 3 3 3 3 3 1 3 _ 4• 3 3- 2 49-6/ e _ 2 2 2• 2 2• 3 3 3 3 3 3 f CrJ G] 3 3 39 3 4• 3- 3 3 3 2 2 20 3 4 4 4 4 3 3 3•" B 4 4: o y 2 6-3/ 4- - 2 2 2• 2_ 2. 3 3 45 4 6 co D) q Wmhb 3 3' 3 4 5 kl.b Y ti Gl 4 uu lem timteVrn. 4 ETALL— A v DETALG-B 1 NORANDEX I PAGE 10 10 X 1-3/4' P.H_ S.M.S. I W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. O TrP PY! I N fI v U 750 TYP m LA-40 415/416 L . 2.437 10 X 1-3/4` P.H. S.M.S. 19/1-1/2' NIN. EMBEDMENT SEEELEVATIONFORANCHORSPACIIG•: A. wr. a'• ALT. FIN ATTACHMENT UNDER SHEATHING 4 10 X 1-3/4' P.H. S.M.S. W/1-1/2' MIN. EMBEDMENTSEE. ELEVATION FOR ANCHOR SPACING. HEADER AND SILL SECTION WOOD .FRAME 10 X 1-3/4' P.H. S.M.S. W/1-1/2' MIN. EMBEDMENTSEE'ELEVATION FOR FOR ANCHOR SPACING.,- TYP. JAMB SECTION WOOD -FRAME CHARLES A P 1P.P FL REG. ENG. f,4812L DATE: 3/27/02 NOTES: 1 SHIM AS REQUIRED, MAX SHIM STACK 1/4'• 2 ALL ALUUU`WU' EXTRUSIONS ARE ALLOY 6063-7-5 0ORT6. WITH TYPICAL WALL THICKNESS OF 0.62' . i3) USE•*HIGH .QUAVff'.CAULKC BEHIND WINDOW' FLANGE.DE! 4 ' GRASS THICKNESS ;BASED 'ON TABLE E1300 GLASSCHARTS, AN•MAYAR :VY DEPENDING ON SIZE5) D' THE'.RESPONSIBFL y FOW'SELECTION DETAIL—C PRODUCTS!, OF.'NORANDEXTOANYAPPLICABLELOCALLAWS, BUILDING•:CODES-'ORDINANCES OR SASH OTHER SAFETYREQUIREMENTS 'REST SOLELY WITH THE ARCHITECT. BUIMING''OWNER'OR CONTRACTOR. 6) NOTE # INDICATES' THAT 'EQUAL FASTENERS ATBEADANDSH.L ARE REQUIRED. a Ij[,LDETAIL=B m o: N U RANDEX PAG E 21 of n„n. 1-1/4" MIN. EMBEDMENT # 10 F.H. S.M.S. SEE ELEVATION FOR W/1-1/2' MIN. EMBEDMENT NOTES: ANCHOR SPACING. SEE ELEVATION FOR 1) SHIM AS REQUIRED, MAX SHIM STACK 1/4-. 7 ANCHOR SPACING. 2) ALL ALUMINUM ova CO a EXTRUSIONS ARE ALLAY 6063—T5ORT6WITHTYPICAL. WALL THICKNESS OF 0.62, . 3) USE HICK QUALITY CAULK BEHIND 4 4 WINDOW FLANGEGLASSTHICKNESSBASEDONTABLEE1300CLASS Li CHARTS; AND MAY VARY DEPENDING ON SIZE6) THE 'RFSPONSIBH_M. FOR SELECTION: OF NORANDEXPRODUCTSTOMEETANYAPPLICABLE. LOCAL LAWS, RQUIREQUIREMENTS; SAFETYRFSTDSOL:ELYSTHERWITHARCHBCT; BUILDING OWNER OR CONTRACTOR , 6) A PRESSURE TREATED! WOODENSILL.BOG$ :OR MARBLESHALLHE .ADDED UNDER THE PRODUCT TOFULLYSUPPORTUNIT.. •THIS -SUPPORT ul SHALL BEFIRMLYATTACHEDINTOMASONARYANDSUPPORTTHEPRODUCTOVERITSFULL, LENGTHBYOTHERS)_ (SUPPLIED 7) CONCRETE COMPRESSIVE ALT. HEADER SECTION STRENGTH 9,ODD PSIAT26DAYS. B) NOTE • INDICATES THAT' EQUAL FASTENERS TYR 2 BY BUCK AT1IA-LPILL ®t AB.O.A.F.. 3/18' TAPCON W/1-1/4- MIN. EMBEDMENT AIANUFALTiIRIE) NAM: SEE ELEVATION FOR ANCHOR SPACING)S,I, Alo 4A lr - 7 A d I`---- CALL SIZE WIDTH _ I I BY BUCK O 2 BY BUCK SIHM TYP. JAMB SECTIONTitIAtIBs) 1 'BY / 2 BY BUCK SEE NOTE 6 HEADER AND SILL SECTION TYP. 1 BY BUCK CHARLES **A'-,P . FI_ REG. LNG. ,g81.21 DATE: 12/lt/01 10 F.H. S. m. s. W/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. uut uurt t,urtt e- 21' 0.0. ILI A i//// If/ - DETAIL—C // XVDETAR—B w Z a d 1. 'NORANDEX I PAGE g MIN'-IL S.M.S. WITH A NOTES: lr-1/2' MIN. EMBEDMENT ) SHIM AS REQUIRED, MAX SHIM STACK 1/4'. 3/IB' TAPCpN WITH A SEE ELEVATION FORMIIN. 1-1/4' MIN. EMBEDMENT ANCHOR SPACING. 2) ALL ALUMINUM EXTRUSIONS ARE ® SEE OR SPACING. FOR I OR T6 WITH TYPICAL WALL ALI OY 8063—T5ANCHORSPACING. ° 3 USE HIGH THICKNESS OF 0 62' 0 CAULK 13EHIND WINDOW FLjNd E4; GLASS THICKNESS BASED ON TABLE E1300 GLASSCHARTS, AND MAY VARY DEPENDING ON SIZE5) PRODUC9S ToIBlUTyMEET ANY APLEMON OFDRANDEXBUILDINGCODES, ORDINANCES OR OTHER LOCAL LAWS, REQUIREMENTS REST SOLELY .WITH THE ARC Y H17 SCT, BUILDING OWNER OR CONTRACTOR, 8) A PRESSURE TREATED WOODEN BUCK OR MARBLEDDEDUT1D1E4RSUpPORTFuy.SUPPORTBE AUNIT. SHALL BE ALLBEFIRMLYATTACHEDINTOMASONARYANDSUppoRTTHEPRODUCTOVERITSFULLBYOTHERS). LENGTH (SUPPLIED 7) CONCRETE COMPRESSIVE EADER SECTION. AT 2e DAYS. STRENGTH o 3,000 PSI 2 BY• BUCK FLORm Axx,,Bmm•U•A.F. ATUREft NAAM: 3/16' TAPCON 17/1- 1/4" MIN. EMBEDMENT "ASTER # SEE ELEVATIONFORFORANCHOR SPACING. 10 F. H. S. BLS. MIN. EMBEDMENT SEE ELEVATIONFORANCHORSPACING. CHARLES A. PAG&4 p.E. FL REG. ENG: W' 49121 DATE 3/ 21/02 MAX UNrr WWM WAXe-1. MIAMIDADE PRODUCT CONTROL NOTICE OF ACCEPTANCI. Prenidor Entry Systcrtls 911 E. Jeferson, P.O. Box 76 Pittsburgh ,KS 66762 h1fAt11I-DADE COUNTY. FLORIDAMETRO-DADE FLAGLB.R BUILDI-NG BUILDING CODE 'CONIPLIANCE OFFICE MEDRO-DADE I'I,AGLEIt 13UIt.l)I1,'C; 140 WHST H.AGIXX S'!'ltlil-r, 5t rn: I C)O.; MIAMI, I'1.01UDA 33130-15G3 305) 375-2901 FAX (305),75-29os C:C)XTILdC. 1101Z IAC:1•:\.'Ctilsj:c-1'IC).\' 305) 375.2527 1,:A-N (30) 373.2S 5 col r1Lc-rOi( I:. l c)1u •t:n•: r 1)1\•Is1c)v 305) 375.2966 F:\X (305) 375-29U% Itl(() nI:C:I' (:U:.V11z 1.1)1\'Is1C)\ Your application for Notice of Acceptance (NOA) of (3u5)3752902 VAX (.105)372.6.13y Enter• gy 6-8 S-W/E Inswing OI)uRue. Double w/sidcliics Residcutial Insulated Steel Door - underChapter8oftheCodeofMiami -Dade County governing the use of Alternatc Mliterials and Types of Construction, and completely described herein, has been recommended for acceptance by the Iviianli-Dade CountyBuildingCodeComplianceOffice (BCCO) under the conditions specified herein. This NOA shall hot be valid after the expiration date stated below. BCCO reserves the rigJlt to secure this productormaterialatanytimefromajobsiteormanufacturer's plant for quality control testing. if this product or material fails to perform in the approved manner, BCCO may revoke, rllodify, or suspend the useofsuchproductormaterialimmediately. I3CCO reserves the right to revolve this approval; if it is determinedbyBCCOthatthisproductormaterialfailstomeettherequirementsoftheSouthFloridaBuildingCode. The expense of such testing Will be incurred by the nlanufacturer. ACCEPTANCE NO.: 0.1-0314.24 r EXPIRES: 04/02/2006 Raul Icoan llci Cliicf Product Control Division THIS IS THE C0\'ERSI'IEET. SEF :\DDIT10NAL PAGES FOR SPECIFIC AND GENERA, CONDITIONS BUILDING CODE &TRODUCT REViEV' C0111,%11TTEE This application for Product Approval leas been reviewed by.tile BCCO and approved by tile Building CodeandProductReviewCommitteetobeusedinMianli-Dade County, Florida under the conditions set forthabove. APPROVED: 06/0_5/2001 9_ 10_1_ iL; Francisco J. Quilltana. R.A. Director Miami - Dade County 1311ildin, Code Conij)li:L11cc Office s0450001\ pc20o0\\templates\notic* e acceptance cover pnge.dot Ir1tC1't1Ct [ I1ai1 :1CI(II'Ctiti: I)0titnl:ItitCr't)UililltlrCU(IC(1t1Iit1C.CU111LM I1(1111L'jla (: Illti)://11'15'11'.t)UitC11RS COc1CnnlinC_r.nm Premdor Entry Svstenls ACCEPTANCE No.: 01-0314.24 APPROVED JUN 0.5 2001 EXPIRES _ At ril U2, 2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS I. SCOPE I.1 This renews the Notice of Acceptance No. 00-032I.26 which was issued on April 28, 2000. it approves a residential insulated door, as described in Section 2 of this Notice of 'Acceptance, designed to comply with the South. Florida Building Code (SFBC), 1994 Edition for Nliami-Dadc County, for the. locations \vhcrc the pressure requirements, as dctcrmincd by SFBC Chaptcr 23. do not exceed the Design Pressure Rating values indicated in the approved -drawings. 2. PRO DUCT. DESCRIPTION 2.1 The Series Entergy 6-8 S-W/E Inswing Opaque Double Residential Insulated Steel Doors witit SideIites-Impact Resistant Door Slab Only and its components• shall be constructed in strict compliance'with the following documents: Drawing No 31-1029-EW-1, Sheets. 1 throu-il 6 of 6, titled "Ptemdor (Entergy Brand) Double Door with Sidclites in 'Wood Franks with BumperThreshold (Inswing)," prepared by manufaeturcr,•datcd 7/29/97 with revision C data! 01/11 00, bearing the Miami -Dade County Product. Control approval stamp with the Notice of Acceptance num.ber'and-approval date by the Miarni-Dade County.Product Control Division.. These documcntsshallhereinafterbereferredtoastheapproveddrawings. 3. LIMITATIONS 3.1 This approval applies to single unit applicatioris of pair of doors and.singic door only, as sho\vn inapproveddrawings. Single door units shall indlu.de all components described in tltc active ieaf ofthisapproval. 3.2 Unit shall be installed only at locations protected by a canopy or overhang such that the anglebetweentIleedgeofcanopyoroverhangtosillislessthan-45 degrees. Unless unit is installed in non-liabitablc areas a -here the unit and file area arc designed to accept watcrinfilirition. , 4. INSTALLATION 4.1 Tile residential irisulated siecl door and its components shall -be installed in strict compliance \Jihtheapproveddrawings. 4.2 Hurricane protection system (shutters): 4.2.1 Door: the installation of this unit will not require a hurricane protection systcni. 4.2.2 Sidclite: the installation of this unit will require a hurricane protection system. a. LABELING 1 Each unit shall bear a permanent label with the manufacturer's name or logo, city, state andfollowingstatement: "Miami-Dadc County Product Control Approved". 6. BUIL•DING PERMIT REQUIREMENT'S 6.1 Application for building pcnrtit shall be accompanied by copics of the following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies of file approved drawings, as identified in Section 2 of this Notice of Acceptance, clearly marked to show the components selected For -the proposed installation. 6.1.3 Any other documcnts required by the Building O icial or the South Florid- tti (ding Code SFBC) in order to properly cvaltt.,ttc the instan ollatioii sSteti, Manuel crez, P.E. Product Con xamincr - Product ntroI Di.vision 2 Premdor Entry SI•stems ACCEPTANCE No.: . 01-0314.24 APPROVED 'JUN 0 2001 EXPIRES A.)rii 02.2006 NOTICE OF ACCEPTANCE: STANDARD CON'DI'T'ION'S • Renewal of this Acceptance (approval) shall be considered after a renewal application has been filedandtheoriginalsubmitteddocumentation, including test supporting data, engineering documents, arc no older than eight (8) years. Any and all approved products shall be permanently labeled with the manufacturer's namu,. city, state, and the following statement: "Miami -Dade County Product Control Approved", or as specifically stated in the specific conditions of this Acceptance. 3. Renewals of Acceptance will not be considered if: a. There has been a change in the South Florida Building Code affecting the evaluation of thisproductandtheproductisnotincompliancewiththecodechanges. b. The product is no longer the same product (identical) as the one originally approved. C. If the Acceptance holder has not complied with all the requirements of this acceptance, including the correct installation of the product. d. The engineer who originally prepared, signed and scaled the required doeUmcntation initiallysubmitted, is no longer practicing the engineering profession. 4. Any revision or change in tlic materials, use, and/or manufacture of the product or process shallautomaticallybecauseforterminationofthisAcccptancc, unless prior written approval has been requested (through the Fling of a revision application 'with appropriate fee) and granted by thisoffice. 5. Any of the following shall also be grounds for rcmoval o.f this Acceptance: a. Unsatisfactory performance of this product or process. b. Misuse of this Acceptance as an endorsement of any product, for sales, advertising or anyotherpurposes. 6. The Notice of Acccptancc number preceded by the words Miami -Dade County, Florida, andfollowedbytheexpirationdatemaybedisplayedinadvertisinglitciaturc. [fany portion of theNoticeofAcceptanceisdisplayed, then it shall be done in its entirety. 7. A copy of this Acceptance as well as approved drawings and other. documents, vllcrc it applies, shall be provided to the user by the manufacturer or its distributors and shall be'avai.lab le forinspectionatthejobsiteatalltime. Tile engineer needs not-rescal the copies. S. Failure -to comply with any section of this Acceptance shall be cause for termination and removal ofAcceptance. 9. This Notice of Acccptancc consists of pages 1, 2 and this last page 3. END OF THIS ACCEPT NCE ti Manucl tcc rez, P.E., Product ContrProducntrolDivision 3 me PREMDOR (ENTERGY BRAND) DOUBLE DOOR WITH SIDELITES IN WOOD' FRAMES ' WITH A BUMPER THRESHOLD (INSWING) AL LL tICTMUngws{ ( ((DKYDt4Yf 37 1/4' MAX MAX 74, 1 ]7 1/4' MAs MAY wt' r {oe1 stNLu . w - MAX — left 7 wu {' NA% 3' nnx MAX ^e^e IS• IS' IS'•D,G IS' D.C. IS' D.C. 13' D C. IS' D.C. IS' D.GMAxMAxNAXMAXMAXNnxMAXMaxs1AX m W Ad 9MAX •otiei, stz IB' D.C. SPACING j DG .. or t 43A 1B.1,1* MAX' OG 11 /16' Iwor tay.ttyafie, sYIfD[ Auct A D.C. 4CING D LOCK 2t!• 6<• j 3 yr MAX OLD MAX 17 I/ ' MAX OG SPACING ID• OL Museoraa.ua , ata es 17 1/ MAX D.C. SPACING /.e. O.C. Mei[I YOntflales.uncsa .ra asau ne icL',/j' IfWANJI r a qT - f J t-••• w, rclw412 in{ `ir iT`a r t3• D.C. W O.C. 13, DC IS• DG IS' DC IS' OC IS' DG IS' c1VCIg7,Utl1 Cx{C[!bl AYs MAX MAX - MAX MAX MAX MAX MAX MAX 4• MAX 3• MAX MAX MAX wn.e Ac 1/C• . r Lo c IT— ci ctt wrc X ATTACH ASTRAGAL THROW BOLT 18 x V LONG STRIKE PLATE TO THE HEADER IM ALL REMAINING AND THRESHOLD WITH DID x 1 3/4' HOLES FLATHEAD SCREWS' NOTESo IJ WOOD BUCKS BY OTHERS. MUST BE ANCHORED IB x 1 3/4" LONG PROPERL•Y,:.TD!.TRANSFER'.LDADS. TO THE .STRUCTURE. FLATHEAD SCREWS 2J THE'PRECEDING DRAWINGS ARE INTENDED TO QUALIFY THE FOLLOWING INSTALLATIONS Lx INSVIMG R.H. iNSViNG A. WOOD FRAME CONSTRUCTION WHERE D00R SYSTEM IS ANCHORED TO A MINIMUM TWO BY WOOD' OPENING ASTRAGALB. MASONRY OR CONCRETE CONSTRUCTION WHERE DOOR SYSTEM IS ANCHORED TO A MINIMUM TWO BY 1R?130A4 CcvrruTG A71n TA5FTRUCTURAL'VOOD BUCK. C. MASONRY OR CONCRETE CONSTRUCTION WHERE A SOUTHFI.nrt p4,n NGCDDE JU}YDOORSYSTEMISANCHOREDDIRECTLYTOCONCRETEWEREVATERWXIRAIMNIVNCREvpTERiNFILiRAiIONCA U ,Ifl OR MASONRY WITH OR WITHOUT ANON -STRUCTURAL QUDBHENT IS NEEDED t REQUIREMENT IS NDt NEEDED sr N DNE BY WOOD BUCK. TROLt7rnsroNP.-tUSET. ALL ANCHORING SCREWS TO BE 110 WiTH x CO c_PUAUEav: 4lNiHUH 1 I/2' EMBEDMENT INTO WOOD SUBSTRATE Acct PTANCEND.' 1• 1131 Y. Z,, PFH TAPCONS WiTH 11/2' MiNIHUH EMBEDMENT N KA x UNITS, SMALL BE INSTALLED DNLT AT LDCATiOMS PROTECTED* BY A CANOPY ORNGOMASONRY. OVERHANG SUDi THAT THE ANGLE BETVEEN THE EDGE OF CANOPY OR OVERHANG1. UNIT MUST BE INSTALLED WITH 'MIAMI-DADE COUNTY TO. SAL IS LESS IMAM 45 DEGREES UNLESS UNIT IS INSTALLED IN , APPROVED' SHUTTERS NON -HABITABLE AREAS VHERE THE UNIT AND THE AREA ARE DESIGNED TO1. THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES ACCEPT VATER INFILTRATiRADDOOR, -THREE STAPLES PER JAMB INTO THRESHOLD'ONIDELITESANDDOOR LATEX SEALANT TO BE APPLIED AT SIDE BY SIDE wtfiDLCslIDtL c rAu txtxlr Ma7v¢Ana1z IAMBS AND SIDELITES, `tItUS,Ill.mf1 alADD'OING'DD[X7 tbCKtFAI1D41 IONA, AWLDOOR/SIDELITE HEADER, DOOR/SIDELITE JAMBS, AND SiD'EL(TE BASE h DRNERS ARE COPED AND BUTT JOiNE4r! bill - 7DOORSSHALLBEPRE-PAiNTEO WITH A vATCR-BASED EPDXY RUST 1' PREMOR r VHiBIT1VE PRIMER PAINT VITH A DRY FILM THICKNESS OF D.B TO L2 MIL M IO29-EW'IFRAMESSMALLBEPRE -PAINTED WITH AN ACRYLIC LATEX VATER-BASED/ fu SHEET I OF SATER-REDUCIBLE WHITE PRIMER VITH A DRY FILM THICKNESS OF 0.9 TO 1.2 NIL. xvm Lou ` 9/16• i 112• GLASS BITE INTERIOR INSWING I OTHER CONFIGURATIONS 1 II 1/, GLAZING DETAIL "^_----alj III 1.4mxIW IRIRV H VRIIE L TEX rua CXIERI[R GRADE LATEX CAULK • Yr EXIERIURUIL o Xail_ Xi sr, 3/. IHIERIOR 1/ 0' TWERCD GLASS APPROVEDAS COMPLYWG lKII1 THESOUTH R RIRLDIND CODEOA•' J u IT FHppO C0: ROl O1VI5HL1 CODE COI.'31WTL OrFICE ACCEPiAl: CE I UD ' 3/ Y. 2 y I—IU29—EN-1 SffE1 2 OF 6 cTsm1 « 1u r 1/4' SHIM MAX r- 3/4' 80 11/16- MAX INTERIOR 79 5/16' MAX ?, SECTION B-B u 2 BY WOOD BUCK EXTERIOR E MAILRIALS LIST IIEN )D. 1 DESCRIPTIDN PARI NUMBER C(DI)IENTS - 2O WOOD HEAD JAMB COMPRESSION WEATHERSTRIP CV-14 1 1/4' X 4 9/16- NTL. TO BE PINE OR EQUIVALENT ALUHINUH ASTRAGAL y_ 1OCKSCRECN BRAND LnxfrAl g650 ,Boas„ , 4 ALUMINUM- BUMPER THRESHO V- PREMppR BRAND OR EQUIVALENT- ASIR5/B' ALUNINUNLD 1 1/ 4 ' TOP CHANNEL EV-15 PRENDTiR BRAND OR EQUIVALENT - 1 1/4• x 4 9/16. CV-DB . PREHDOR BRAND - 1 II/16' - 20 Ga STEEL 1 T K 26 (NT -D71 ki mxg 11MI [Bum IT , 9 T A A BOTTON CHANNEL BASF FOAN - 0 NS - 2.0 TO 25 Ibs./Ft' VOOD LOU BLOCK EV-p7 PREHDOR BRAND - 111/16' - 20 GA STEEL ID STRIKE STILE EV-09 4' X 9 I/2' NIL TO BE PINE OR COl11VALCNI _— II HINGE STILE EV-p6 15/16' X.l II/!6' HTL TO BE PINE OR EQUIVALENT 12 LOCK PREP FILLER PLATE EV-OS IS/16' X 111/16' NTL TO BE PIN[ OR EQUIVALENT 13 4'x4' HINGE EV-10 . PREHBOR•BRAND - 050' THILTC- HTL. TO BE POlYE1HYl N VOOD HINGE JAMB V- 6 NAGER BRAND_HINGE OR EQUIVALENT - .097 THICK (STI 15 110 x 3/4- rH.V.S. 1 1/4' X 4 9/16' HTL. TO BE PINE OR EQUIVALENT 16 110 x 2• rxv.& 4) SCREWS PER HINGE INIQ D= RAxIW ur hG TER JAN I T SCREWS H4Qlpt SIRUE JAAe p7T0 SIeELIR JAH1, 4 III rRQx9- ()C TuEREArTCR 61 St3EvS t1lDJGII EACH SIIEL(TE 14" (Ras) SIDfLIfE_ 4• wm rRIUP. No is, IX HEREAFTER. 1' fA91eS vKl /ern REFER IDB010X3/4- FJLVS LCVAlIa! VICV, r a O SEREVS USED AND LQATH) 19 ' IB x 2' rims. 2) SCREWS PER HINGE INTO JAMB LOCKSET 2) SCREWS AT EACH STRIKE PLATE 1 110 X 1 3/4' rJLV.S. KVIKSET BRAND 200 LOCK OR HARLOL RAND 100 LOCI WOOD SIDELITE JAHB 2) SCREVS PER HINGE INTO JAMB 22''X'G4"'SINGLE PANEL GLASS EV-19 1 1/4' X 4 9/16' NIL TO ORBEPINE EQUIVALENTP SIDELITE TRIM (WOOD) EV-20 iusT H PI1LrPaoPrL R - DC-1 4] - (Q[p WOOD CASING EV-21 5/16 x 112' MTL. TO BE PINE OR EQUIVALErIkeI' NIL WOD SIDELITE HEAP JAHB EV-22 10 P I EUt1VALCNt - I NSroRztoeRrseaJ.NIr AS Nuuaz NamNcs I WOOD SIDELITE BASE EV-23 1 1/4' X 4 9/16' HTL TO BE PINE OR ECi11VALCNT PpLYPROPYLENE LITE FRAM[ Ev-24 1 1/4' X 4 9/16' NIL TO BE PINE OR EQUIVALENT1643. ODL-2 HP Pol roPYaslee b ODLYP 1: 16-X1 !/2'SPAN HEAP SCREVS SIDELITE STILES PIN NAIL DOW SILICONE #995 E APPROVFt0AS CCL U.irftVvMMnj TMll JUPI U 3 m yaf+ rRHl (xvl oH ACCEPUNCEND. — o3t1f.2Y Y PER fRAHETO x D 4 I Afi[Rnurrmwrw EX 1 11/16' NIL TO DE PINE DR EQUIVALENT • • LQG RAIL. 4' ei fRQI nQ. KU e' DL ItERArIER. ISTI Qt MUDS mm I I 1- 1029-EW-I SHEET 3 OF 6' tSV15BJi LEIITR B 2 BY WOOD BUCK 1/4' SHIM MAX 3/4' S • INTERIOR I 79MAX16- BO 11/16' MAX 2 BY WOOD BUCK 64' MAX DLO 1 3/4' sEr.rloN c'_c 4 9%16' 1 1/4' 26 • EXTERIOR PLEASE SEE 'GLAZING DETAIL' DRAWING 4 31-1029-EW-I SHEET 2 OF 6 DOW SILICONE #995 APPROVED AS CMP WJG W TF1 T11E MAMNG CMP -a...w.1 uuL. 1-1029-EW-I SHEET.4 HF 6 OTHER DDDR C.'CONFIGURATIONSFIGURATIUNS W IT • lop bW W r W W W' I• W r W r rrW VW " V• u yr m - ' W' ~ w l b l I 1 we •[ :' rr W Lc n.u° uFr uvrwlcs..oa - lc v.rsL LL V.i p K w O b M/°• b /11 ° r'L VO( K V•ap O - Ilk ec p•oeisvo 1 [ 1 1 1- 1 w W 1 N_ 1 _y ' 1 1 • 1 1 1 1 1 _ L! 1 1 w / rw ,,,JJJJJ LLLL •o . - r... W W... ... ". 1 . 11 rV r W w eL ' • lW YK n•. NJ V OC'r•[iC p K W mwy bllr ® OL V•m0 F • ® p - Y.'•v< LL V•Oe - ° V4M•Llf. O M e - - K V•LM i[VMCN111 O Kr•[we r-1 q raL bwl y w lL W l[ ¢ l l.1x X0 n v n W tars uiEss IaIEE, rrK : rt AFFi0k1cD ASCOMPLwIG 11;1 MjFLMmnMCDCeFn BY P T °OL OM175101I PRI MMDVIG CODE CGLWLWXE OFF Pills ACCEPTANCEAn0F— 0 0 31- 1029-EW-I SHEET 5 OF 6 OTHER DHHR PANEL STYE ES36" I MAX 79 /16a as °° Qo9® Mix QD 0 001 ti o00aoa000 BLANK TOP 000 4-PANEL 6-PANEL 4-PANEL 9-PANEL 10-PANEL IB-PANCL OTHER SIDELITE STYLES 36" r— MAX 7 9 M 1X SL-10 SL-20 SL-30 SL-60 SL-50 ' SL-SOB SL-69A Sl-69B I aoao as as PD-1 PD-2 PD-3 PD-4 PD-5 PO-6 PD-7 PD-8 1,9 as PD-ID PD-19 PO-20 PD-21 PD-22 PD-23 PD-24 PO-2S 0o 1;01Ira, oao Pon 0 0 PD-35 PD-36 PD-37 PD-30 PD-39 PD-40 no ao0 o ®® QQ Q Q QQ QQ11 oa oe Qa o 0 0 FLUSH B-PANEL LROSSBUCK 110 Q12-PANEL 4-PANEL 5-PANEL 5-PANELETCBROVV/SCROLL CYCBROV 5 PaNCL 5 PaNCL V/SCROLL CrEBROV ll a . SL-65C SL-25 SL 55 SL 30D SL-/0 SL-90A SL-90B SL-90C SL-30D SL-JDC SL-70 SL-E LJ ao as no PO-9 PD-10 PD-ll PD42 PD-13 PD-14 PO -IS PD-16 PD-I) w Zwa ou a t w e s b < PO-26 PO-27 Pp-28 PO-29 PO-30 PO-31 PD-32 p0-33 PD-34 m a m 31-1029-EW-1 SHEET 6 OF 6 FIYISBH i[ll(R MIA M IDADE NHA,NII-DADE COUNTY, FLORIDA WETRO-DARE FL•AGLER BU1LDINC; PRODUCT CONTROL NOTICE Or ACCEPTANCE Pr-crncfor Entry Systems 911 E. Jeferson, P.O. Box 76 Pittsburgh ,KS 66762 IJUILDINC CODE CONIPLIAI4CE OFFICE M17TR0-DADr,FI.AGI1-.A IlUJ1.1)ING 140 1v1iS•r FI.AGI.I:jt S-11t1i1:'r, SUrn., ) G03 MIAMI, VLOJUDA 3313U-156., 303) 375-29U I FAX (305) 375-2VUS c ONTILACa'olt 1.1 c:I N, iNc: SxL-rlox 3U5)375.2537 l,l.\ (.1U5) t7<.:55ti co--I•It,IC"rou F.xFUItCa;\(I:,\'r InvisIOY 10S)]75.2')GG 1,1-(.tUS))7S-:9U 1,W)DUC11• t:U.\-I•U01. INN•Isms Your application for Notice of Acceptance (NOA) of (3os)37s•2 u2 I',L (vs)372•c1.17 Enter•gy 6-8 S-NNI/E Outswing Oi),rquc Single rv/sidelitcs Rcsicicutiai Insulated Steel Door under Chapter S of the Code of Miami -Dade. County governing t11e use of Alternate Materials and Types ofConstruction, and completely described herein, has been recommended for acceptance by the 'Miami -DadeCountyBuildingCodeComplial)ce Office (BCC-0) under the; conditions specified herein. This NOA shall not be valid after the ekpiration'date stated belo%v, BCCO reserves the riglit to secure thisproductormaterialat' any tine from a jobsite or manufacturer's plant For quality control testing. If thisproductormaterialfailsto 'Perform in the approved manner, BCCQ flfiay revoke, n,odiFy, or suspend theuseofsuchproduciormaterialimmediately. BCCO resem"es the right to revoke this .approval, if it isdeterminedbyBCCOthatthisproductormaterialflailstomeettilt ZI requirements of the South FloridaBuildingCode. The expense of such testing will. be incurred by the manufacturer. kCCEI TANCE NO.: 01-0314,21 EXPIRES: 04/02/2006 Raul Icoarlguez Chief Product Control Division TI•IIS•ISTHE COVERSIIEEsT, SEE ADDITION:II, PAGES FOIZ SPECIFICAND GENERAL CONDITIONS BUILDING CODE & PRODUCT REVIEW C01Ji1I177EE This application for Product Approval has been reviewed by the BCCO and approved by ti-)e BuildingCodeand -Product Review Committee to be used in Miami -Dade C01.111ty, Florida under t11e conditions setforthabove. APPROVED: 0610_5/2001 Francisco J. Quintana., R.A. Director 1%lianli-Dade County 1311ildin., Code Compliance OfTicc 1\:04S00ol1pc200011templat=\not)ce acceptance cover page.dot Internet mail address: nn0n,:,.1r.4—ii11,..t,t:.,....,t 4mi Prerridor Entry Systems ACCEPTANCE No.: 01-03I4.21 APPROVED JUN 0 5 Q1 EXPIRES __ Aoril OZ 2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS . 1. SCOPE 1.1 This renews the Notice of Acceptance No. 00-0321.23 which was issued on April 28, 2000. itapprovesaresidcntialinsulateddoor, as described in Section 2 of this ' Noti.cc of Ac•ccptancc, designed to comply with the South Florida Building Code (SFBC), 1994 Edition for Miami -DadeCounty, for the locations where the pressure requirements, as determined by SFBC Chapter 23, donotexceedtheDesignPressureRatingvalticsindicatedintllcapproveddrawings. 2. PRODUCT DESCRIPTION 2.1 The Series Entergy 6-8 S-W/E Outswing Opaque Siriald Residential. Insulated Steel Door withSidelites- Impact Resistant Door Slab Only and its components shall be constructed in strictcompliancewiththefollowingdocuments: Drawing No 31-1020-EW-O, Sheets 1 through 6 of b, titled "Premdor (Entcrgy Brand) Wood Edge Single Door with Sidelites in a Wood Framcs \vithBumperThreshold (Outswing)," prepared by manufacturer, dated" 7/29/97 with revision C dated01115101, bearing the Miami -Dade County Product Control approval stamp with the Notice ofAcceptancenumberandapprovaldatebytheMiarni-Dade County Product Control Division. Thcscdocumentsshallhereinafterbereferredtoastheapproveddrawings. 3. LIMITATIONS 3.1 This approval applies to -single unit applications ofsingic door only, as shown i' approveddrawings. 4. INSTALLATION 4.I The residential -insulated steel door and its componcnts shall be installed in strict compliance withtheapproveddrawings. . 4.2 Hurricane protection system (shutters): 4.2.1 Door: the installation of this unit will not rectuire a hurricane protection system. 4.2.2 Sidclitc: the installation of this unit will require a hurricane protection systcrn. LABELING 5.1 Each unit shall bear a permanent label with the manufacturer's name or logo, city, state andfollowingstatement: "Miami -Dade County Product Control Approved". 6. BUILDING PERMIT REQUIREMENTS 6.1 Application for building permit shall be accompanied by copies of the following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies ofthe approved drawings, as identified ill Section 2 of this Notice ofAcceptance, clearly marled. to show the componcnts selected for the proposed installation. 6.1.3 Any other documents required by the Building Official or tl e South Florida Building CodeSFBC) in order to properly evaluate the installati n of this system. Manuel Perez, P.E. Product Con rol xamincr Product ontrol Division Prcmdor Entry Systems ACCEPTANCE No.: 01-0314:21 APPROVED JUN 5 EXPIRES _ April'02, 2006 NOTICE OF ACCEPTANCE: STANDARD CONDITIONS 1. Renewal of this.Acceptance (approval) shall be considered after a renewal application has been fi Icdandtheoriginalsubmitteddocumentation, including test supporting data, engineering documents, are no older than eight (8) years. 1 Any -and all approved products shall be permanently labeled with the manufacturer's name, city, state, and the following statement: "Miami -Dade County Product Control Approved",'or asspecificallystatedinthespecificconditionsofthisAcceptance. 3. Renewals of Acceptance will not be considered if: a. There has been a change in the South Florida Building Code affecting the evaluation of thisproductandtheproductisnotincomplianceNvithjIlecodechanges. b. The product is no longer the same product (identical) as the one originally approved. C. If the Acceptance holder has not'complied with all the requirements of this acceptance, including :the correct installation of the product. d. The engineer who originally prepared, signed and scaled the required documentation initiallysubmitted, is. no longer practicing the engineering profession. 4. Any revision or change in the mdterials,'use, a md/or manufacture of the product or proccss shallautomaticallybecauseforterminationofthisAcceptance, unless prior written approval has beenrequested (through the filing ofa rcvision'application with appropriate fcc) and granted by thisoffice. 6. Any of th'c following shall also be grounds for removal of this Acccptancca. Unsatisfactory performance of this product or proccss. b. Misuse -of this Acceptance as an endorsement of any product, for sales, advertising or anyotherpurposes. 6. The Notice of Acceptance number prccedcd by the words Miami-Dadc County, Florida, andfollowedbytheexpirationdatemaybedisplayedinadvertisinglilcraturc. I.f any portion of theNoticeofAcceptanceisdisplayed, 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 forinspectionatthejobsiteatalltime. The engineer needs not reseal the copies. 8. Failure to comply with any section of this Acccptancc shall be cause for teriiiination and- removal ofAcceptance. 9. This Notice of Acceptance consists of pages 1, 2 and this last page 3. END OF THIS ACCEPT NCE Manuel crez, P.E., Product Co 1To Examiner Pro ntrol Division 3' 4' MA 15' MA: D.C. 15, MAA OTC. 15' MAX O.C. A 15' MAX O.c. 15' MAX rKLMJJUK . CLN I L KCJ Y 15HAND) WUOD EDGE SINGLE DOOR WITH SIDELITES IN WOOD F'RAME' WITH BUMPER .THRESHOLD OUT.SWING) 110PCR HEAD L 00' MAX I _m. !6)PEREy.NOLTERNATEt3/)6' PFH TAPEONSw/) 1/2' MINIMUM EMBLDHENI X 4' MAX 1--4' MAX 3' MAX — 4' MAX — --4' MAX' 3' MAX 3' MAX MA T' I^ 3' MAXMAX T, MAX MAX Si (SEE rpTE t5) Lf IItI(—IT' 4' IOITISL,HiA rMnx---`• I II I I___ IF 2' is 64' MAX, DLO OIHDS(S' KWIKSC7 OCADBD t- MODCL 660 TCRICS DR NARLDC DEADBOL KDDCL BID' r5 1 /2' KWfKSCf LOU.SCf MODEI DLB00 SCRICS DR HARLDC LOC'KSCr mna [Do mr mlrwts , 13, I5' ^MAX MAX 43 1 /16' TOP OF DOOR TO 4 OF LOCK 6' AX M15AX MAX MAX MAXMAX r L-1s 4' MAX 3' MAX 3' MAX Ma NOTES 3' MAX ' WOOD 4 ' MAX—{ 3' BUCKS BY OTHERS RUST OE ANCHOREDROPERLYTOTRANSFERLOADSTOTHESTRUCTURE MAX 4' MAX MAX SITE PRECEDING DRAWINGS ARE INTENDED TOUALIFY-THE FOLLOWING INSTALLATIONS. WOOD FRAME CONSTRUCTION WHERE DOOR— YSTEM IS ANCHORED TO A MINIMUM TWO BY WOOD V fENING. MASONRY OR CONCRETE CONSTRUCTION WHERE R.M. OUTSVING L.H. OUTSVING OR SYSTEM IS ANCHORED TO A MINIMUM TWO BYRUCTURALWOODBUCK. MASONRY OR CONCRETE CONSTRUCTION WHEREIORSYSTEM1SANCHOREDDIRECTLYTOCONCRETE N MASONRY VIITH OR WITHOUT A NON-STRLCiURALEWOODBUCK ER IWILIUMON) VKRE VATCR lnrl,` IRATIM - IS NEEDED REDUIRCXENi !fBY ALL ANCHORING SCREWS TO BE B10 VITH WIrREMENtN0f NEEDED 41MUH1 1/2' EMBEDMENT INTO VOOD SUBSTRATE K 3/16' PFH TAPCONS WITH I 112' MINIMUM EMBEDMENTf0MASONRY. UNIT MUST BE INSTALLED WITH 'NIAIII-OADC COUNTY LNIIS SHALL EC INSIALLED ONLY AT LOCATIONS PROIECICD Or A CANOPY OR DVERW4 SUCH IHAI fill AhTA( BCIVLEK IME EDGE Or. CANOPY OR OVCR1wGROVED' SHUTTERS THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES 10 SILL IS LESS SNAN 45 MMEL WAESS UNIT IS INSIALLED INIOR-HABIIABLE AREAS V14RE THE UNIT AND IK AREA ARE DESIGNED' 10 - DOOR. THREE STAPLES PER JAMB INTO BASE ON SIDELITES. ACCEPT VAICR wrtrRAIIOK LATEX SEALANT TO BE APPLIED AT SIDE BY SIDEQSANDSIDELIfEi. OOR/SIDELITE HEADER, DOOR/SIDELITE JAMBS, AND SIDELrTEHERSARECOPEDANDBUTTJOINED, BASE 1111M 1310L x nBcntMm im trf D?L ms BARS SHALL BE PRE-PAINIED. VITH A VATEP.-BASED EPDXY RUSEIDVITHIANSLATEXSorDVATERIRAPESSHALLBEAPRE-PAINTED ACRYLIC Y Sy BASED/ MD ER-RCDUCIBLC WHITE PRIMER WITH A DRY FILM THICKNESS OF 16 TO W L I? NIL Np KRI 6 Y A © O II/16' f-- — 4' MAX MAX US x 1 3/4' F.H.v.S 3) PER SIDE FROM JAMB INTO THRESHOLD APPROVED AS C011°LYING "I 11, In-cJU iHJ ot b1DUtOmC CC, r2 r JN BY /iJA/l0 i4 N PROOU TC N'AOL C1•.95an U BUILDDtCODEC07.IPLIA.V=E CPP;C= ACCEISTMtCE t70. Of - 03 /Y. 2 r 1- 1020-EW-C.' SHEET 1 Dr. b ZVDa trim li GLAZING DETAIL OUTSWING OTHER CONFIGURATIONS UMA CXIERIM 010C LATEX CAULX fig 3f4' 14" 3.14. KAX EXTERIOR • ME. USiCRIER 112' APPROW,1D ho CMpUln r,,IM ME s=1FJ1ASSBITE L 9 By CouPLwr.E PR TL's' IEmPERED oLAss mmWi tq PI-1020-Ew-o SWE T 2 Or 6 m Fxvii-wac 3/4' 80 11/16' MAX EXTERIOR 79 5/16' MAX SECTION B-B 1 1/4' INTERIOR HEAD JAFIB OBIT wno x. CW-i2 MITTENIS ---- CU P SSIUN R51RIP 1 1/4' X 4 9/16- FILL. TO BE PINE UR EOUIVALCI41 WOOD jAmuVCAIVUUDSTRIKEJAMB 4 l d K R N BRANp l pXSEA 50 (ORUN 1 ALUHINUH-BUMPER IHRESigl rv-10 EV-13 1 1/4' X 4 9/16' 1 TO BE PINE UR EQUIVALENT UP CHANNEL PRCNDUR BRAND UR EQUIVALENT - 1 1/4 / 9x4 16' sr K N EV-05'• PREMDOR BRAND - II1 /16' - 20 GA STEEL Y F AM R 26 91 Ltll I0 BASF HIM - da oKnlafit OUT Rif RIR1 B krDEN$IEY 2.D IUDOTTIMCHANNEL WOOD LUCK BLUCK EV-04 2.5 lbs./r't) PREMUIIR BRAND -I1/16 - 20 G4 SIEEL11 STRIKE STILE EW-o8 EV-07 4' X 9.1/2' HIL rU BE PINE UR EQUIVALENT HINGE STILE EV-06 15/16' X 1 II/16' HIL. TO BE PINE UR EQUIVALENT LUCK PREP fILLER,PLAtE EV-09 IS/16' X 1 11/16' HIL, tU BE PING tot EUUIVALENIPREHOURBRAND4'x4' HINGE CV-15 JJ50' THICK- "IL IU BEHAGERBRANDtIiNGEpR PULIEIHYLEVUUUHINGEJAMBFW-II 097 THICK (STET AID x 3/4' FHWS. I BE PILCNII/4' X 4 9/16' MIL TO BE PINE..OR EQUIVALCN! 110 X 2' f.JLW.S. 4> JtSCREVSPERI11tTGEI...O ULA AI Apma V 1 2 n OEgiJl16' NR IAp[pd vl71RRfU1 I 6) IQ' SERCvS llUiq)pJ CA(]1 SIllE 1IC JAMB IN III SIOELIIC. 4' 1rNN QVNAX15' PC. 1)ERIVIER NI SIULUIE WUUD STILE REFER IV -of 10 EU MURT VICY, FOR t (jrSMVS USED AND LOCAIIIBIS 68 x 2' FJLV•S. 15/16' X 1 II/16' MIL. 10 BE PING UH:EQUIVALENt LUCKSEi 2) SCREWS Ar EACH STRIKE PLATE RIO x 1 3/4' FHV.S. KWIII cs) BRAND 200 L CK UR zER[vs tlat HARLUC BRAND. loo LUCKariit Ele 1I1Nfi JAMB wi0 S1oCLHC JAMB, B' MR r" ryIII* QC THEREAFTER HAx 4) 9* C tHEEREEArr1ER1KE JAMB MITI SIBEUI(: ANN. 4• BOvN rRo" TSEK" 'TOM CAOI HIRE Ill Dart WOOD SIDELITE JAMB 22' X 64 SINGLE PANEL GLASS EW-IB E1/-19 1 I/4' x 4 9/16' NIL. i0 DE PINE UR EQUIVALENTICEAS SIDELITE TRIM (WOOD) EW-20 IN 0. PRUPTL f -16a - (UDL- 5/16 x 1/2VUUDCASING WOOD SIDELIIE HEAD JAMB EV-21 MTL. TO BE RIse • I' MIL, O INE OR EOUIVALENIrrlRSIOCors10EJ+eS AS i vjpl" - i ARE K & VUUD SIDELIIE BASE EW-22 EW-23 1 1/4' x 4 9/16' MIL. III BE PINE OR EQUIVALENT PULYPROPY LENS LITE FRAME C-166 OUL-2 1 1/4' X 4 9/16' HiL. i0 BE PINHPPoIYProPylenebE UR EQUIVALENT 16 X 11/2' PAN HEAD SCREWS ID Y UDL PER FRAFI EPINNAIL 10 XCUON• I' t Rart D 4/ SILICONE #995 L4' l fi rWl 4• w r B IIEAATA NAL®IS NIB IRS1"- WEI I Va. APFR"r'0ASC0WLYNOYAI))R¢ EIR __ url WlyS) 10-I-4B PARI,ttAIE: IiYliDT6 DAZE Ey Hrl sIr 4 -w-e-- IPREMDURENTRYSYSEMS 't naeLomstoN 911LdffERO / 31--1020—EW—OOUgpRapCOO_COUPILv:CEOFFICE PII1sBlRc,Li66T62 "\ SHEET 3 OFFU'•cPTAttCE If0 0t - OS / Y. a I tiVIiDW ([TIER B 6 1/4' SHIM MAX 4 i 3/4' 773=- dTERIOR I 79MAXI"- 80 11/16' IMAX 2 BY WOOD BUCK SECTION C-C EXTERIOR PLEASE SEE 'GLAZING DETAIL' DRAWING 031-1020-EW-0SHEET-2 OF 6 DOW SILICONE 4995 CAS. -TM Mli THE SOUTH Fy ULJLJI \ DUI I UUI\I 1 I lUl V J. 4- „. j oixo rAS toutart gym'YRTHT MAX L"E_— I e QF T Li hePFREMDrAvaT :rtao omsial 911 C. CffU[ mnuxlc a> Co Ap,W CE oFr E FI I iS1tiRf, Q fit 16' 31- 1020-EW-EW-o SHEET5OF6s< vlssm roue UI"L[-\ DuuK f-"RNLL STYLES36 I MAX 19 o BUDrxionanaa MAC XaD 0 ooDUO ao ULANK 1UP 6-PANEL 4-P 00 aa IJ ® C4-PANEL DEL 9-Pa14a WSB 10-PANEL ID -PANEL FLUSH D-PANEL CR0UCK 4 ra 12-PANEL 4-PANEL V 5-PANEL LEYCRVMANE5-PANELOTHERSIDELITESTYLESviS1ITEUMy30- I¢ MAX 79 0 p D Sl-l0 SL-20 S1-30 SL-60 A-50 SL-308 SL-69A SL-698 S1- 40 SL- 69C SL-25 S1-55 Sl-30D • DD 0 a 0 SL- 90A St-49h908f SL- 9Dt SL-30B IL-30C SL-70 SL 00PD-1 PD-2 PD-3 PD-4 PD-5 PD-9 1 u U O t+ PD- 9 PD-10 [] D-II PO-12 PO-13 PD-14 PO-15 PO-16 PD-17 LHI P0-is PD-19 PO-ZD PD-21 I a PO-22 PD-23 PO-24 PD-25 SO1 PD-26 PD-27 PO-2B PO-29 PO 30 Pp-]1 PO-72 PD-33 PD-34 t} tlgi>< cusseottl r r qE g a lE m 0©o u 00 0 l00 oon . I rPR HOUR y •Dn PO-35 PD-36 PD-37 , P0-38 o r I . PO-39 PD-40 PO-41 pD_42 E$ YS1020-EW- PD-43 Pp-43A PD-438 PHIS /S 16162 0 SHEET 6 Of 6 co N rn N a agnc WINOL OAO 510MRCA TION 0/08 i]alton _APPROVED SIZES: MODEL: WAYNEMARK 8000 & 8100 9'-0' MAX WIDTH x 14'-0' MAX HEIGHT STYLE: RAISED PANEL . MAXIMUM SECTION WIDTH 21" TEST PRESSURE: POS./NEG. 44 PSF DESIGN PRESSURE: POS./NEG. 29.3 PSF NOT S: 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). 2. GLAZING*OPTIONS - TOP OR INTERMEDIATE SECTION, .090 SSB GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP NAILED ON 6" CENTERS) MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 4. U-BAR TO HAVE A MINIMUM YIELD OF 80 KSI 5. TRACK, AND DOOR STEEL TO HAVE A MINIMUM YIELD OF 33,000 PSI. 6. OPTIONAL - .080" (MIN) ALUMINUM LOUVERS WITH HIGH IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF THE BOTTOM SECTION. 7. LOCK OR OPERATOR IS REQUIRED. 8. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD ,FOR THE BUILDING OR STRbQ`;T-JRE AND IN ACCORDANCE,%WI TIT; laf R N T BUILDING COQES-;FC7141 JT; %il DADS LISTED ON _YF;1S;.OF'AWI y<< •. Approved:'' 33g5 Apo1SON OR:rPENk1Col FL.S914_:. FLORIOA'ERnndAn6N(N0: 00484u, ' : • f {,•''• GEORCO:,F,OJFlCAjj11ON NO ,O*I*q;,.I; NORRH .WOUNA,CERnFId4gN• NL'•013SS6 Nate: 13 CA HORIZ A t 054" HORIZ 2) 1/4-20x9 TRACK BOLT 1/4-20 HEX NCLE I I TRACK i O I 16" i2) NUT I a. 0 1. Y.f , • y C f 0 OR 1 ET T 1) JB—US BRACKET LOCATED 1" AT EACH ROLLER LOCATION EXCEPT TOP BRACKET ROLLER q —` P/N 125139). 1 a. G_ i 1 0 ` C. ACK i ` O I DRILL .281 OR 9/32" HOLE IN TRACK F JB—US BRACK ATTACHMEN 5/1.6x1-5/8" LAG SCREW AT EACH JB—US BRACKET 054" VERT TR 1/4-20x9/16" TRACK BOLT do 1 /4-20 HEX NUT AT EACH JB—US BRACKET l IOPTION CODE.'" • p 708 I REV.- P I WM 9' x 14 ' MAX 4 4 PSF 1 OF 4 0 TRA CK END HINGE TOP BRA CKET REQUIREMEN TS 1 /4-20x9/16- TRACK-----___ BOLT do 1 /4-20 HEX NUT THROUGH ANY iTWOALICNINCHOLES TOP BRACKET P/N 108077) 5) 1/4-20x5/8••- TEK SCREWS P/N 141668) 14 CA NOE BODY HINCE 9° --_. 4) 1/4-20x5/8" SELF —THREADING SCREWS (P/N 100320) 1/4-20x5/8" SCREWS END HINGES 9. 20 CA — BAR WIDE BODY HINGEMw\—( P/N SEE BILL OF MAT'L) LHN{ HIfqQF RH END HINGE NYLOFI•rROLLER P/N 2 70791) ® \ BOTT BRAQCET \ f P/ H-2J0;54 — dc LH-2'Z03`55) a 31 1/4-2 X7/8" 1.,TEK SCREWS 41(P/N 100507 c Approved: W.S. Wilson, P.E. y 3395 ADDISON DR. PENSACOLA• FL 32514 FLORIDA CVMF1CATION NO. 0048489 OEORW CERTIFICATION NO. 018519 NORTH CAROUNA CERTIFICATION NO. 023836 Dote: OPT/ON CODE.' 0108 REV.:- P 20 CA CENTER 16 GA END STILES STILES) WM9'x 14' MAX44PSF 2OF4 tr-7 M1 U-BAR L OCA •TIONS NOTE: MAXIMUM SECTION WIDTH IS 21" 12'-6" THRU 14' HIGH DOORS W/ (7) 20 CA 80 KSI U—BARS LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (6) 20 GA 80 KSI U—BARS LOCATED AS SHOWN F 9'-0" THRU 10'-6" HIGH DOORS W/ (5) 20 GA 80 KSI U—BARS LOCATED AS SHOWN 7'-6' THRU 8'-9" HIGH DOORS W/ (4) 20 GA 80 KSI U—BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (3) 20 CA 80 KSI U—BARS LOCATED AS SHOWN 1 2) 1/4-2Ox5/8" TEK SCREWS ATTACH AT EACH STILE jptr;7lr, Approved: T ^ IS. Wil»n.• j}I-''f, rtt , n'r",n .:.;: __• 1+} 3395 AQOISbA - OR,: PENS d( FL,k5,)4 iw: F1ARf0A.CERTIACATION NO. 004848 cam. COMiA CEJMF) ANON ?N07ai8514;::;; rORTH'.'444VUNA CERMC,06N ENO '023016' .. o Date: OP TiOni `REV. P WM 9 x 14 MAX 44 p 3 OF 4 a ahFa i' 4 j 1. Wind Load Test Report Report # 0108P February 1, 2001 TES-i REQUIREMENT: The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29.3 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola,'FL. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 5/8" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. 1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 2.51. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .31 or 12%. 2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes l0 seconds of test pressure at-44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded'at 1.59. The pressure was then removed and the deformation was recorded after one minute. The permanent . deformation calculates to .10 or 11%. 3) Upon inspection after test procedure, the intermediate section had creased at the hinge location. The door was shown to be safely operable. DRAWING NUMBER: 0108 P TEST DATE: January 25, 2001. Temp 64' F. PRODUCT DESCRIPTION: 1. Waynelvlark Model 8000, 90, 4 section. Z. Exterior skin has minimum of.0175. The minimum yield stress is 33 KSI. 3. Standard bottom astragat and retainer. 4.2" nylon roller with 5" stems. 5. 14 gauge end hinges and center hinges. 6. Three 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and three 20 ga center stiles per section•. 8..054 vertical and horizontal track. 9. Four JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY SIMILARITY: Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have less loading at equivalent pressures due to the decrease in area. Doors heights are approved to 3 times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Question and'•Ae' Wem-:QAl8(Q127). APPROVED. OP-060Jl•.L.:^ r !X Based on ofh'eidlluminum Louvers and Styrene Window Frame Assembly per test number 020501. Name:"r ' i I 4U UINU G 1 ciJIN W cti S.Nb .gson,#.Es. :'.. 3395.Addisotr Drn, PA*. c9 a;:FC Florida de&-' Georgia Ccrt 'N' t85•(• J' •'` \~', .`• North Caroling CrFrrr• N_d. OZ336 I1111.111 1 x l.oti. o• t G .. 6 `. W, cn rn CV ofa Wayne Batton. MODEL: S TYLE: DESIGN PRESSURE: DESIGN PRESSURE: WINDL OAD SPSCIFICA TION 0110 WAYNEMARK 8000 & 8100 RAISED PANEL POS. 27 PSF NEG. 29 PSF NOTES. 1. GLASS -DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). 2. GLAZING OPTIONS — TOP OR INTERMEDIATE SECTION, .090 SSB GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP NAILED ON 6" CENTERS) MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 4. U—BAR TO HAVE A MINIMUM YIELD OF 80 KSI A653 G-40 5. TRACK TO HAVE A MINIMUM YIELD OF 33 KSI A653 G-40 6. 26. GA DOOR FACER STEEL TO HAVE A MINIMUM YIELD OF 57 KSI 7. OPTIONAL - .080" (MIN) ALUMINUM LOUVERS WITH HIGH IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF THE BOTTOM SECTION. 8. LOCK OR OPERATOR I•S REQUIRED. 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CUPRENT BUILDING CODES FOR;'* l-{F LOADS LISTED ON Approved: w,.wBsop,• r "7• . , 3M5•A0 1 QQN,(1N."PEN5Atug,' FjEACIA <EAT1R^Al'lbEll 6ICi1(;d 9f89. GS RciA•;:6TnncAnoN 'f(0: 018519 NC3Tk;AOUFt fGIUF46kCION NO..-O liF";'•• Date: 13 GA HORIZ ANGLE 067" HORIZ TRACK 2) 1/4"-20x9/16" TRACK BOLT' & (2) 1/4"-20 HEX NUT 5/16"xt-5/8" LAC SCREW AT EACH JB—US BRACKET DRILL .281 OR 9/32"0 HOLE IN TRACK FOR JB—US BRACKET ATTACHMENT 1 /4"-20x9/16" TRACK BOLT & 1/4"-20 HEX NUT AT EACH JB-US BRACKET 1) J8-US BRACKET LOCATED AT THE MIDDLE OF EACH SECTION EXCEPT TOP SECTION. 067" VERT TRACK 1) JB—US BRACKET LOCATED AT EACH ROLLER LOCATION EXCEPT TOP BRACKET ROLLER P/N 125139). OP TION CODP,,,,: ( t ,, 'f?EV. P 1 t APPROVED SIZES: 16'-0" MAX WIDTH x 14'-0" MAX HEIGHT MAXIMUM SECTION WIDTH 21" rift, WM 16' x 14' MAX, +27 -29 PSF : 1 OF. 4 TRACK END HINGE, TOP SRA CffET RECUIRSIVEN TS 1/4"-20x9/16' TRACK BOLT & 1/4-20 HEX NUT THROUGH ANY lai s TWO ALIGNING HOLES TOP BRACKET P/N 108077) 5) 1/4"-20x5/8._, TEK SCREWS P/N 141668) ARROW BODY HINGE 4) 1/4--2Ox5/8- SELF—THREADING SCREWS NI 1/4"-2Ox5 TEK SCREWS ALL END HINGES 7/16" PUSH NUT AT EACH TROLLER (P/N 243341) LOCATED .25 MAX BETWEEN PUSHNUTS AND BRACKETS tom" HINGES LH D HINW D 2" NYLON ROLLER W/ 4 1/2" STEM P/N) 108135 ooQ O, WIDE BODY . coll HINGE (P/N SEE BILLILL OF MAT`L) 3" 20 GA '( DU—BAR lI RH END HINGE 3) 1/4-20x7/8li :°- TC*l Approved: 4l /2 L 20 GA CENTER W.Se Mi son, P.E. M95 ADOGON OR. PENVCOLA. FL 32514 STILES FLORCA CERTim—ATION.N0. 0048489 - GEORMk CERTOCAT)ON NO. 018519 BOTTOM BRACKET 16 GA END STILES NOMCARWYACEFMnCAJIONNo. 023&36 (P/N RH-270354 Dote: ?'—. z q_.0 ( & LH-270355) OPTION CODE.- 0110 1 REV.' Pi WM 16". x 14' MAX, -f-27 -29 PSF 1 2 OF -4 U-BAR L OCA BONS 12'-6' THRU 14' HIGH DOORS NOTE: _ W/ (16) 3" 20 GA 80 KSI U-BARS MAXIMUM SECTION WIDTH IS 21" LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (14) 3" 20 GA 80 KSI U-BARS LOCATED AS SHOWN 0 F 9'-0" THRU 10'-6" HIGH DOORS W/ (12) 3" 20 GA 80 KSI U-BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (10) 3" 20 GA 80 KSI U-BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (8) 3" 20 GA 80 KSI U-BARS LOCATED AS SHOWN I I 2) 1/4"-20x5/8" TEK SCREWS ATTACH AT EACH STILE Approved:.,f: , T 1 F w wad: P• :•'':.. a:::s-' i'.: 3J95p tDpIiSON DR"P£}ttL c11COttFaG`3251i_".: r lt..cEORc>A {GNU. VIBJ '[•'T —pis.= o!ftour.c rn£1c n y<r+ i E fL,yy o 0 0 0 Date '; - 8r- of r OPTION C'f3REV.P1 WAd 16' x 14' MAX, +27 -29 PSF y3 OF 4 CENTER 5TIZLc & IN TLcRI WMA - TE HINGE L 0 CA T1ONS 16' V 15' V 14' 12' 10, A* proved: pproved: ORANGE' COUNTY BUjMRtvn mv W. S. Vilson, P F.• 3395 ADDISON DR., PIENSACOLA. FL 32514 FLORIDA CVMFr-knON NO. 0048489 CEORCTA MMMATION NO. =519 NORTH CAROUNA, CIUMMATION NO. 023MB Date: OPTION CODE 0710 1 REV.- P1 I Wlvl 16' x 14' MAX, *27 -29 PSF 1 4 OF 4 Wind Load Test Report Report # 0110P 1 February 22, 2001 TEST REQUIREMENT: The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29 PSF. The doormustremainintactandsafelyoperableafterenduringtestpressuresofbothpositiveandnegative44PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola; Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 5/8" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic isappliedin.a.manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before theinitialreading. 1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, wluch includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 5.77. The pressure was then removed and the deformation was recorded after one minute. The permanentdeformationcalculatesto .34 or 6%. 2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum - deflection was recorded at 5.07. The pressure was then removed and the deformation was recorded after one minute. The permanentdeformationcalculatesto .11 or 3%. 3) Upon inspection after test procedure, the door showed no damage. The door was shown to be safely operable. DRAWING NUMBER: 0110 P TEST DATE: February 22, 2001. Temp •71° F. PRODUCT DESCRIPTION: 1. Wayne Mark Model 8000, 16x7, 4 section. 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. 3. Standard bottom -.astragal and retainer. 4. 2" nylon roller with 4 1/2" stems. S. 14 gauge end hinges and 18 gauge center hinges. 6. Eight 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and five 20 ga center stiles per section. S..067 vertical and horizontal track. 9. Seven JB-US brackets per side as shown on drawing anchored with one lag per bracket WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY SUv>a,ARITY• Doors listed ofa lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to orbetterthanthedoorstested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as thedoortested, but will have less loading at equivalent pressures due to the decrease in area. Doors heights are apprq'ved,to 3.times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product ControlDivision, Questiop•'dad Ans dis,/GAI8(Q127). SO APPROVEI?INC Based onVerb ui'41' 'Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. J u .1 'l, T 'fee C.1 tc1' e' i apQiOq! , ( •:.i a' C' `;] ° tl . L' : c;' , 4 W.S. Wilson, E; -.8 -PGA ' 3395 Add'isoir.l3r . nwokAFl. Sf4 i; 7 ;;;;) Florida Cert I lcr,46, , 8 ",, tt.a i E ti.i ti 4 TF i :•' L.mot_ Georeia Ccrt'No. 018 0 0 J wayne. Dalian MODEL: S TYLE: DESIGN PRESSURE: WINDL OAD SPECIFICA TION 0108 APPROVED SIZES: WAYNEMARK 8000 •& 8100 9'-0" MAX WIDTH x 14'-0" MAX HEIGHT RAISED PANEL MAXIMUM SECTION WIDTH 21" POS./NEG. 29.3 PSF SCC # OZ-oo(o MASTER PLANNOTES: 13 GA HORIZ ANGLE 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR iINADEQUACYOFTHEGLASSINTHE TEST SPECIMEN MAY BE DRAWN FROM .054" HORIZ TRACK THE TEST." (1993 .ASTM E330). 2. GLAZING OPTIONS - TOP OR INTERMEDIATE SECTION, .090 SS8 GLASS WITH OPTIONAL INSERTS. c:I 2) 1/4-20x9/16" 3. VINYL OR WOOD DOOR STOP TRACK BOLT & (2) NAILED ON 6" CENTERS) MUST 1/4-20 HEX NUT OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 4. U-BAR TO HAVE A MINIMUM YIELD OF 80 KSI A653 G-40 5. TRACK TO HAVE A MINIMUM YIELD OF 33 KSI A653 G-40 6. 26 GA DOOR FACER STEEL TO HAVE A MINIMUM YIELD OF 57 KSI. DRILL .281 OR 9/32"0 HOLE IN TRACK FOR JB-US BRACKET ATTACHMENT 7. OPTIONAL — .080" (MIN) ALUMINUM (1) J8—US BRACKET LOCATED LOUVERS WITH HIGH IMPACT STYRENE AT EACH ROLLER LOCATION FRAME MAY BE LOCATED IN' THE END EXCEPT TOP BRACKET ROLLER PANELS OF THE ,BOTTOM SECTION. (P/N 125139). S. LOCK OR OPERATOR IS REQUIRED. 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONS181UTY OF THE- PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CURRENT 8UILDING.000ES FOR THE LOADS USTED ON THIS DRAWING. d z Approved: W.S. Wilson, P.E. 3395 AODISON DR., PENSACOLA, FL 32514 FLORIOA CERTFICAnON NO. 0048489 GEORCIA CERTIFICATION N0. 018519 NORTN CAROUNA CERTIFICATION N0. OU836 Date: 4'-.z R ,a! OPT/ON CODE 0108 1 REV- P 1 5/16x1-5/8" LAG SCREW iATEACH J8—US co C BRACKET C 054" VERT TRACK — 1/4-20x9/16" TRACK--\\tlBOLT & 1/4-20 HEX NUT AT EACH J8—US BRACKET •, WM9'x 14' MAX 44PSF I 1 OF TRA CK, END HINGE; TOP BRA CKET REOUIREMEIV Ts 1/4-20x9/16" TRACK BOLT & 1/4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET P/N 108077) 5) 1 /4-20x5/8" TEK SCREWS P/N 141668) 14 GA WIDE BODY HINGE 8° 4) 1/4-20x5/8" SELF —THREADING SCREWS (P/N •100320) 2) 1 /4-20x5/8" TEK SCREWS p ALL END HINGES 9. 00 3" 20 GA 'O• U—BAR WIDE BODY HINGE2w\_( P/N SEE BILL OF MAT'L) NYLON ROLLER P/N 270791) BOTTOM BRACKET P/N RH-270354 LH-270355) . TEK SCREWS P/N 100507 Approved: w.s Yawn. P F. 3395 ADDISON DR.. MM4COLA. FL 32514 FLORIOA CERTimmo N0. OO4mg GEORGIA CERflF1GT10N N0. OI TiS 19 NORTH CAROM CETTTTFIG11ON NO. OMB Date: Q -Zg 16 GA END STILES 20 GA CENTER STILES) OPTION CODE.- 0108 I REV.' P 1 I WM 9' x 14 ' MAX 4 4 PSF 2 OF 4 0 NOTE: MAXIMUM SECTION WIDTH IS 21" y-BAR L OCA TIONS 12'-6" THRU 14' HIGH DOORS W/ (7) 20 GA 80 KSI U-BARS LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (6) 20 GA 80 KSI U-BARS LOCATED AS SHOWN b9U 10'-6" HIGH DOORS W/ (5) 20 GA 80 KSI U-BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (4) 20 GA 80 KSI U-BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (3) 20 GA 80 KSI U-BARS LOCATED AS SHOWN 2) 1/4-20x5/8" TEK SCREWS ATTACH AT EACH STILE Approved: WS wi son, P E 3395 ADDISON OR.. PENSAMIA FL 32514 FLORIDA CER11MT10N No. 0048M9 GEORGIA CETtMCAMON No. 018519 NORTH CAROUNA CERTIFICATION N0. 0=6 Date: 7-.28 -01 OPTION CODE: 0108 1 REV P1 I WM 9' x 14' MAX 44 PSF I J OF 4 Wind Load Test Report Report # 0108P1 — February 1, 2001TESTREUIREMENT: • . to door must remain intact and safely operable after enduring static design pressures of both positive and negative 29.3 PSF. The doormustremainintactandsafelyoperableafterenduringtestpressuresofbothpositiveandnegative44PSF. TEST PROCEDURE: Product is tested to ASTM-1 330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola, FL. Product was installedwithtoolsandhardwareasnormallydoneinthefieldandperspecificationsoutlinedintheattacheddrawing. Two 518" thick blocks wereplacedunderthedoorattheedge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a mannerthatallowsfullmovementoftheproduct. Permanent deformation is measured with a 50% pre -load before the initial reading. 1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recordedat2.51. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .31or12%. 2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds oftestpressureat44PSFandtheremainderofthetesttimeatthedesignpressureof29.3 PSF or greater. The maximum deflection was recorded at 1.59. The pressure was then removed and the deformation was recorded after one minute. The permanent deformationcalculatesto .10 or I I %. 3) Upon inspection after test procedure, the intermediate section had creased at the hinge location. The door was shown to be safelyoperable. DRAWING NUMBER: 0108 P TEST DATE: January 25, 2001. Temp 64° F. cODUCT DESCRIPTION: CCS 1. WayneMark Model 8000, 9x7, 4 section. v 0 2. Exterior skin•h'as minimum of .0175. The minimum yield stress is 33 KSI. PLAN3. Standard bottom astragal and retainer. p AASTER 4. 2" nylon roller with 5" stems. lV, 5. 14 gauge end hinges and center hinges. 6. Three 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and three 20 ga center stiles per section. 8..054 vertical and horizontal track. 9. Four JB-US brackets per side as shown on drawing anchored with one -lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. _ APPROVAL BY SIMILARITY: Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to orbetterthanthedoorstested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the doortested, but will have less loading at equivalent pressures due to the decrease in area. Doors heights are approved to 3 times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product ControlDivision, Question and Answers, GAI8(Q1;7). APPROVED OPTIONS Based on other tests a uivvaxle t. Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. AMC: W.S. Wilson, P.E. 9-2-8-0/ 3395 Addison Dr.,.Pensacola, FL 32514 Florida Cert No. 0048489 Georgia Cert No. 018519 North Carolina Cert No. 023836 0 T ca rn CV d Wagne. Dalton MODEL: STYLE: DESIGN PRESSURE: DESIGN PRESSURE: WINDL OAD SPECIFICATION 0110 WAYNEMARK 8000 & RAISED PANEL POS. 27 PSF NEG. 29 PSF NOTES• 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY' OR INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). 2. GLAZING OPTIONS — TOP OR INTERMEDIATE SECTION, .090 SSB GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP NAILED ON 6" CENTERS) MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 4. U—BAR TO HAVE A MINIMUM YIELD OF 80 KSI A653 G-40 5_ TRACK TO HAVE A MINIMUM YIELD .OF 33 KSI A653 G-40 6. 26 GA DOOR FACER STEEL TO HAVE A MINIMUM YIELD OF 57 -KSI 7. OPTIONAL — .080" (MIN) ALUMINUM LOUVERS WITH HIGH IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF THE BOTTOM SECTION. 8. LOCK OR OPERATOR IS REQUIRED. 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CURRENT BUILDING CODES FOR THE LOADS LISTED ON THIS DRAWING. r Approved: W.S. Wilson, P.E. 3395 ADDISON OR., PENSACOLA. FL 32514 FLORIDA CERTIFICATION NO. 0048489 GEORGIA CERTIFICATION NO. 0111519 NORTH CAROLINA CERTIFICATION NO. 023836 Date: Q-29-o1 8100 APPROVED SIZES: 16'-0" MAX WIDTH x 14--0" MAX HEIGHT SCC. # O _ MAXIMUM SECTION WIDTH 21" 1 MAZU 067" HORIZ 1 2) 1/4"-20x9 TRACK BOLT 8 1 /4"-20 HEX 5/16"xI-5/8" L SCREW AT E,4 JB—US BRAD DRILL .281 OR 9/3: HOLE IN TRACK F JB—US BRACP A TTACH ME 1 /4"-20x9/16" TRACK BOLT & 1 /4"-20 HEX NUT AT EACH JS—US •BRACKET 1) JB—US BRACKE LOCATED AT THE MIDOLE ( EACH SECTION EXCEPT TC SECTIO 067" VERT TRA 1) JB—US BRACKET LOCATI AT EACH ROLLER LOCATII EXCEPT TOP BRACKET ROLLI P/N 12513! OPTION CODE.' 0110 1 REV- P1 I WM 16' x 74' MAX, +27 -29 PSF-1 1 OF 4 TRACK, ENO HINGE, TOP BRACKET REQUIREME-NTS SC 1/4"-20x9/16" TRACK- 80LT & 1/4-20 HEX NUT THROUGH ANY TWO AUGNING HOLES TOP BRACKET - P/N 108077) 5) 1/4"-20x5/8" TEK SCREWS P/N 141668) 1 Q oo 1 ° •1 7/16" PUSH NUT AT EACH ROLLER (P/N 243341) LOCATED .25 MAX BETWEEN PUSHNUTS AND BRACKETS OR HINGES LH END HINGE Approved: 7_ wS Mson, PS 3395 AOOISON OR.. PENSACOLA, FL =14 FLORIDA CERTIFICATION No. 0048489 GEORGIA CERTIFICATION NO. 0185I9 NORTH CAROUNA CERTIFICATION NO. ODU6 Date: F-2 g- o C # MASTER PLAN ! NARROW BODY HINGE 4) 1/4"-2Ox5/8" SELF -THREADING SCREWS 2) 1 /4"-20x5/8" \ ' 2" NYLON ROLLER TEK SCREWS ALL W/ 4 1/2" STEM END HINGES ®Q (P/N)-108135 Z.BILL WIDE BODY' HINGE (P/N SEE OF MAT'L) 3" 20 GA U-BAR RH END HINGE, 3) 1/4"-20x7/8" P/N RH-270354 LH-270355) L 20 GA CENTER STILES 16 GA END STILES ur iiuiv c,uut: u/ / U I xEV- HI I WM 16 • x 74 " MAX, +27 -29 FSF 12 OF 4 40 a U—BAR L OCA TIONS 12'-6" THRU 14' HIGH DOORSNOTE: W/ (16) 3" 20 GA 80 KSI U—BARS MAXIMUM SECTION WIDTH IS 21 LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (14) 3- 20 GA 80 KSI U—BARS LOCATED AS SHOWN SCC # f:~6 2_dg MASTER PLAN 9'-0" THRU 10'-6" HIGH DOORS W/ (12) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS' W/ (10) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (8) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN I 2) 1 /4"-2Ox5/8" TEK SCREWS ATTACH AT EACH STILE Approved: WS. wiilwn' P.E M95 ADOLSON M PE?1 AMLA. FL 32514 FURIOA CFRTIF1CKnON. N0. 0048489 GEORGA CIUMCATION NO. 018519 NORTH CAROUNA CfRTIFICAMON NO. 023838 Date: `7 -28- o! OP77ON CODE.' 0110 1 REV. P1 I WM 16' x 14' MAX, +27 -29 PSF I J OF 4 CENTER STILE & INTERMEDIA TE HINGE L OCA Tl0/VS IcC # kiu OSTER PLAN 2- 101 Approved: w.S. wason. P.E 3395 ADOISON OR., P£NWOIA. FL 3ZSI4 FLORIDA CEFtRMATION NO. OW489 GEORGIA CEFt MIJON N0. 018519 NORTH CAROUNA CERflMMON NO. 02=6 Date: T-z8-01 oPTiON CODE' 0710 REV P1 I WM 76' x 14' MAX, +27 -29 PSF 4 OF 4 Wind Load Test Report Report # 0110P1 -- February 22, 2001 TEST REOUIREMENT: The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola, FL. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 5/3" thickblockswereplacedunderthedoorattheedge, centered under the end stiles, to simulate a counter balanced door. Deflectibns are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic isappliedinamannerthatallowsfullmovementoftheproduct. Permanent deformation is measured with a 50% pre -load before the initial reading. 1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 5.77. The pressure was then removed and the deformation was recorded after one minute. The permanentdeformationcalculatesto .34 or 6%. 2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The ma.1dmum deflection was recorded at 5.07. The pressure was then removed and the deformation was recorded after one minute. The permanentdeformationcalculatesto .11 or 3%. 3) Upon inspection after test procedure, the door showed no damage. The door was shown to be safely operable. DRAWING NUMBER: 0110 P TEST DATE: February 22, 2001. Temp 71° F. S C C # OZ - OaO • 'RODUCT DESCRIPTION: 6 1. WayneMark.iVlodel 8000, 160, 4 section. MASTER P2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. PLAN 3. Standard bottom astragal and retainer. 4. 2" nylon roller with 4 1/2" stems. 5. 14 gauge end hinges and 18 gauge center hinges. 6. Eight 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and five 20 ga center stiles per section. 8..067 vertical and horizontal track 9. Seven JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY SDAIL.ARITY• Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to orbetterthanthedoorstested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have less loading at equivalent pressures due to the decrease in area. Doors heights are approved to 3 timer=the height tested per standard practice accepted in Miami -Dade Co. Refer to.Product Control Division, Question and Answers, GA18(Q127). APPROVED OPTIONS Adft Based ono er to b ' uival . Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. iJame: W.S. Wilson, P.E. 3395 Addison Dr., Pensacola, FL 32514 Florida Cert No. 0048489 Georgia Cert No. 018519 Maronda Systems r Maronda Systems 4005 Maronda Way Sanford FL 32771 (407) 321-0064 Fax (407) 321-3913 Engineer of Record: Tomas Ponce, P.E. 1005 Vannessa Dr. Oviedo, FL 32765 FL PE # 50068, Design Criteria: TPI Design: Matrix Analysis TEE-LOK software PLAN JOB # LOT ADDRESS DIV/SUB MODEL 6CC04301 43 161 CROWN COLONY WAY ORLN-CRC SUNH3 LEFT SUNBURY H 3 VAULTED This structure was designed in accordance with, and meets the requirements of TPI standards and the FLORIDA 2001 BUILDING CODE for 125 M.P.H. Wind Zone. Truss loading is in accordance with ASCF 7-9R Thaca trnccac nra rlacinnnri f^ n --- I.. A ..:.,:.... Truss ID Run Date Drawing Reviewed Truss ID Run Date Drawing Reviewed FNo-f Eng. Dwgs: 34 Layout 11-4-99 U 6-11-02 Roof Loads - VT 4-11-01 V 6-11-02 TC Live: 16.0 psf TC Dead: 7.0 psf BC Live: 0.0 psf BC Dead: 10.0 psf HIP 10-20-00 W 6-11-02 A 6-11-02 X 6-11-02 B 6-11-02 Y 6-11-02 C 6-11-02 Z 6-11-02 Total 33.0 psf D 6-11-02 Z1 6-11-02 E 6-11-02 Z2 6-11-02 DurFac- Lbr: 1.25 DurFac- Plt: 1.25 O.C. Spacing: 24.0" F 6-11-02 Z3 6-11-02 F1 6-11-02 G 6-11-02 G1 6-11-02 H 6-11-02 H 1 6-11-02 1 6-11-02 11 6-11-02 J 6-11-02 J1 6-11-02 J2 6-11-02 K 6-11-02 L 6-11-02 M 6-11-02 N 6-11-02 O 6-11-02 P 6-11-02 INV # DESC QNTY DATE: JUN 1 8 2003 18331 EHUH26 18330 EHUH28 18360 SKH26R 18361 SKH26L 18362 SUH26 18370 THJ26 4 SEAT PLATES 36 40-0 JOB NUMBER: SUNHV CUST#MER: REVERSED JOB NAME: SUNBURY "H" VAULTED M.BDR M. DRAWN BY DATE: 11-4-99 BEARING: 0'-8" LOAD 21-0 74 19-0 t { ,CAUTION ; A :CAUTION tdentifles safe operating d Y piactices"yor'tndreates-unsafe conditions thaf.could result-tn-pe-ponalin,uryior,darnage,tostructures; .. I B-91 Sure Cary Sheet COMMENTARY1ARY and RECOMMENDATIONS for 1-11.4,,NDLING, INSTALLING & BRACING FETAL PLATE CONNECTED WOOD TRUSSES c istheresoonsibilitvoftheinstaller (builder buildinecontractor licensed contractor ectoror- erection contractor) to ronerlvreceive unload store handie, install and ace metal otete connected wood tmsses tc orofec. life and orcoerty The installer ust exercise the same high degree of safety awareness as with any other structural aerial. TPI does not intend these recommendations to be interpreted as superior the project Architect's or Engineer's design specification for handling, installing id bracing wood trusses for a particular roof or floor. These recommendations are ised upon the collective experience of leading technical personnel in the wood C` 1AUTIONThe:u,lder; building contractor, licensed' contractor, erectororerectioi, contractor is advised to obtain and read the entire booklet 'IC and Fec6rnmendations for Flandlirg, installing & 3racing' Metal Plate Connecters 1 ooc .Trusses, } lIB firer , tsar 'iriss.Platesnsit'ute p WARNING: < A 1NIARNING--'describes a condition !' p, vher'efaiiueetofollowih troti,Dnscou!dresuitt„ severe person ai injuty,;, c aimage o structures TRUSS PLATE INSTITUTE 583 D' Onofrio Dr., Suite 200 Madison, Wisconsin 53719 608)833- 5900 truss industry, but must, due to the nature of responsibilities involved, be presented as a guide forthe use of a oualified building designer. orinstaller. 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 bybuildingdesigners. ins;aiiers.and others. Copyri ht by Truss Plate Institute, Inc. All rights reserved. This document cr any part thereof must not be reproduced in any form without written permission of the publisher. Printed in the United States of America. CAUTION: Allteriporatybraciricshouldbenoless t than '2wA grade- marked.iumber. All.corinections shouid be made with minimurn of 2m,1.6d nails. Al! k trusses assumed Z on center or less. AI!'mr 11ti-i.)iy. trusses should be connected together in accor- 1danc6 with desian drawings prior to iristalla ion. 7R1 SS STORAGE— CUTION, Tr asses should notbe.` unloaded on rough terrain or un even surfaces which could cause damaae to.the` tru=s. CAUTION Tr rsses stored horizontaily shauid be t , aCl4U t 10N Trusses stored.v9rticaII should lie ' v,1 suppo tedon biocktng to prevent excessive (a eral, i. ' ,,r e -.', ` '' ; ,It` ` i abendtr ,ar*cllessenlmisriregainhtE71fFactl,to prevent top ltng pr ipp n WARNING - Jo not break banding until installations DANGER: Do not stor,bundles iupriai t unies gi7s Lary should - be exercised ir,> banding r6re4p. properly brac.e. .,di f]oduE :ot b wre"atiekhandsuntibund;etcedtoas#abhmovai fo avoid siftin of individd; Ftrus'sesibizortalposition, s s iF Jl } `rn't" U fits="ruZer; n r, Jit) {f —r 't yvr; tti .Vice Rr .a b'?r U ilh ,t T`4?a' ;.'' DOGER r d1KIi1"';'6v1 q ss es whlcri are'yjnc filwi h+NAR iNC_. Do ;ftot It untledi #russe ,lby r5r 5 e_J. _ fir:{ s. ;.r_ JRV n . .J r "r-- *!x u k1 'BF=J r o • - 1 rJlt' 4f4 -r.a1 c ,hv. ..uai Y 44 i ti .. r.J l4a`h ., ;,2 iSS L'Xtr rXteljclangerousandshouldbe ` stricfpy r, ,an i„ bona Iruse damaged trwsses, S I r e, I4j(] t x,} ,1 , ; ) I. ,I S A1 J£ . u,,lt}Ih1I'1l, Y, ' ',f. (.Z.-t^^rjli.It)M„+L?r3Fr l+n x-n ln:.'< rbhlb.l ed Frame1 L. en mix piRrWT f Y ° rt" or r I rf5 DO a SINAInr Sad 's IiSSESWINil.l;'4r._., Tag d ~ CAUTION,` Te`mporaru bracing shciMn in ihis surrimary sn .et is adequate for th:.lrsYatl ,tion of trusses- with similar configurations: Consult 'a registered professional er glneer` if"al diff er ent abracing arrangement is desired. The rerIaineer may design bracing in accordance with TPi'S ? r a ecorTjtnend d DA ign`Sf ecltr •ilo1F for T r,r crr-f'E3racr« of Metaf,lf'fafe Connecferl Woos} i ifP'7J tb,XY a ,.Ir 4iN ' tst'i Trusses, DS$ 89,`andii some'r<,J ,tl t.riayiriEi at a nr:ider spacrngis possible i,, , s}s, ,1, a t GRO1! NU: B? f r '_.: lP.BUlLl lP lC lF T r; : I , , €'gyp ° UlL®ErJG EXTERIOR GLiEi—Too Chord, Typical horizontal tie member with muFliple atakea ( HT) Frame 2 IrrliNi ll1 I I"I 11ullu`I11 I I j a ' Il lh, I' it I ii - r.uuM 4 II 7Ii ; uu ll ga{n I p I: I I TOP CHORDr. 12 j I l illJlq i l',' TOP CHORD'', ' nII,I',Il a li Glil I t I IYuhl DIAGONAL BRACE 4 or greater IIi;iIP)4wlGhi tip' i'III,{! I'iMINIMUM LATERAL BRAE SPACING i ir'`, - _ SPAN Ilill lry hh l II ITCHI Ih,,l SPACING(LBS) Il S) trusses ' i` . j J IIIII''lliiGllitG lh.allll l119111i.ill'I a.41111„Vl,.lti,l lll., in Ily'll!IIiUlllll )., .r I .. PUto32' 4/12 81 20 1 5Over32' - 48' 4112 6' 10 7Over48' - 6 41Over60' See a registered professional engineer DF - Douglas Fir -Larch SP - Southern PineHF - Hem -Fir SPF - Spruce -Pine -Fir k1i1 FRe p Chord L. i All lateral braces lal15 9 c} i l/ / r ; e r / / - _ lapped at least 2 i+uw -trusses. 7 i ltite1N N I1bGi /li' / Attachment tY RequiredMp 7fLrl Il'l'iL / Ih)"jr a rfr t}j rr s Ili wrttn \ I ti i P it i rt dn 0gS tf4l• r Topchords that are laterally braced can buckled fas} I 1 ti i a 3` t• Atl- 6 r IIiiF,lji t'. togethera nd cause collapse it theta la no diago- y J'i+ri5a! fVkP'f{ rtii),r4d ems-1ilfrl 9ttti_ y' py7.4'I t n i sr t r pxf 14 1!trfnalbracing. Diagonal bracing should be nailed),ro 10 the underside of the top chord when puffins a=tta`cSted to the ptoetdeoftheto chord. rp PiTbHED TRUSS WARNING: Failure to follow:these recommendations could resuh iro i' severe personal injury or:damnage to trusses or buiidinas. I I J111, l'I' TOP CHORD _ e I lilN1lMUMl;I'TOPCHOaDllfl' pIAGONALBRACE, r gn;i.lPITCHiIrERALBRACE h`• sPGId SPACING (DBS) DIFFER tdCE SPACING((_BS) ,I w'[# trusses] 12 5 f i tieSPDFISPF!HFUntoIII' Over 28' - 42' 25 7' 3.0 6' 9 Over 42' - 60' 6 3.0 5• 5 3 sJ Over 60' See a registered professional engineer IF Douglas Fir -Larch SP -Southern PineiF - Hem -Fir SPF - Spruce -Pine -Fir Cort'nuous Top Chord Lateral B-ace — Required 0" cr Greater f riachrt men; Required All lateral braces lapped at least 2 trusses. r , , tjrkr i o. 4>71 p ,) rya e`' •Z C Top chords that are l ateraffy braceo can buckle togetherand causecollapae ifir.ere ie ne die o- 4qifr 1 t g4 net bracing. Diagonal bracing should be nailed tothe underside of the top ck-d when pvr7in,. are attached to the topside of fhe top chard, _ sclssoias Ti?'UssJ Frame 3 1`4 or greater 4.3 p4 INN gi 4 amity +yf-I'yl,.lk.th I. mrl ?e C, raft r1,. A 1;y`•i!h Trrf.1Lt'S fi41-yr y , er 11 IUr% h1 C H OR D 1IiIIpIII' 11(Jf' III I I. MyINIM.' r M. g,011lgal. CHORDDf400NALBR C I!LA'ERdi BRACE' SPACING (DBoi-:, IIP'',A IIIuu1 NIN l 1 Il I x. uY IPI'l! LiT. pGHII npn I r!L S,mp I I,.•, tl nll, ol'11 I t IISIPA1pI'I,ISCII1I{ I! ICI., LBg)I 10.'I, y... i1ea n trusses7 I ! IiIIIGAI!l lll.l I!Il if,l II4(II'i II,IIIlIi 1 nIVIN i,l pplIppy77ryryppp IIul!!dllill!IIII4YIM7IAill'I!IAIiI LI!I!III!!II IIPI fi 11 I :.. P ! ^ i Up to 32' 4/12 15, 20 15 Over 32' - 48' 4/12 15' 10 7 Over 48' - 60' 4/12 1 is, g 1 4 Over 60' See a registered professional engineer ofe;,t, ri • z r;ra' t,f I fyvy,'"1' f'r +.'; 1 I I li 1 , Cross brae ncl r ep3atcc2 A ; at each end:of the.. R I° 11Il, IIIII'III'IiM1, Ili- II ,,,!il I I,II I. i! o I l:rlufIIIIkl II IIII IIII IIII IIII 1111, I{ 1.r. Ili ,rll"II'111IhII1lhIiplllll! II IIIIIIIWIfII,glu ll'U IIIIG. II''II; IlluI!@IIII I IIr'c,!IIIII, I rr!!IIII' 'Ilyll''lt;ir IIITOPiCHORDOiiI!l II' III , I fl Ir IIII IIullh Ii 61IIi I fIJ i MIfS(MU li I I T,O„ IICORIaI II plI my n..,,,1 119Pf LA EALBRACEIIIIhIICI. QfA OPti; LBRACE tr, II'SPACIP;GIII III IISP. A1 II" lI II I DEPTHI I I' p;ln liill 61111. IIIi! SPA CINGI(LBslfli+III intuitIi' i'i = tru5s, II'rlllkfllh1l, IlIILllllldlllllllillIII ill, LI. p Ii.Id.nllilllllll I,I IINIill,hlliiG'dIII 1,! II' blllllkrlatlllrlh 61111 Ilu.ii rlll SPD Flliillil1.5 P F,, R F Up to 32' 301, Over 32' - 48' 42" 1 6' 6 4 Over 48' - 60'i 48" 1 5' I 4 2 Over 60' 1 See a registered professional engineer 2z: /2" 'I'IiPARAIn IE0111 Continuous - - tlumill In1 ul ll1 nHgnnwJll III, TO Chord CH0Rod rRuss llhl;l P — Ilill rellplltll l'llll'IJIIIIINIIIBIII 11;. I h LateralBrace ----, T Required I Y Top chords that are laterally nraced can suckle + 'I II I I togetherand cause collapse if there isno dia go- 10' or Greater rI \ nal bracing. Diagonal bracing shouldbenailedtotheundersideofthe top chord when purl ins II are attached to thetopsideofthetopchord. Attachmenn_ QF Qouglae Flr Larch SPSouthernPineRequiredh / HF -Hem Fir r, `I,r SPF tSpruoe Plne orSseS._ C. 30" or s. greater LI , The end diagonal brace for cantilevered End diagonalsjare ess _ t sabityandustbe trussesp(Icap. placed on . rticalboth ends'of the truss s Stem y r 1 webs incline with JI yf Ily p; 77 UI } ItylY yi Pdi I t 1 T @ I t the SLl Oft 4LI '}t l j e pp F ' r 1':f F 'II. PIA I -r cli rr II 1 S,r) , _iIJI ,fir 1 IYI rlrt'7, Ili I 1( I , I!i r=' c u a r" il za qqpp rryy, q ..1 1LI , i 1;. qgr { '1 Afi kY.l tl . a' rEi - !-`r'aY'i.R(X'f1Pn'4'9r8t rd.4.14A4'fpSi'Asr'Vs'11F%dyt`WrP.F.4P f/7'ir51TASA ~ .l,r-q+1 ' r II 411 yll, L:i d 1a2PARALLELI'CHORD'ITRUSS°T PIIiC"H'ORlplll' c Contlnuou- i41 r.lIIr1IlkIIIIIIf -- Top Chord \ Topchorasthat are laterally bracodcanbuckle Lateral Brace .--r- togetherandcausecollapseifthere isno dlego ' Required nal bracing. Diagonal bracing should be no. 1 to the underside of the top chordwhenpurlmsarcattachedtothetopsideofthe top chord - ---- 10° or Greater Attachment eq_nred 13 6s i c 3 I j/% y/ ' l y i Id h 11 ly5 r II t JI , 1 _ (. I russesmuto I r / i 5ar. raeritea I" a , ' I J_, rl tiiir 1 11' i- Z011t I+ glreGtlOn t,0 5 r` r, it °1T'S) L.r 6E± e „ Ir rh a4 91 :fh Si{]r00e`9 p a0 Inq it I I:,L I,I, 4 Plir IVI j° `l I'Irq Ilrl irjh I _. Illr kI i i.!, I,ll rl' ri,l yl lllllljhll`t' l lll llrlli hl'iajilII`ihI II'ir;I+I IIII UI II illlril lilllllrlll l i'lllll I` TOP CHORDil irl l III TOP C'iORD >Irf' IDPACitliiilkIlllI.MIf`I IMUN9 r LC.TERA'C Pr;FC- NhLBRACEDe 4t, SPPN i PITC1 g) SPACINGILES),;' SP/DF I SPF HF-' U o 24' 3/12 E' 17 12 Over 24' . 42' 1 3/12 7' 10 6 Over 42' - 54' 1 3/12 j 6' 6 4 Over 54° I See a registered professional engineer ur - vouglas nr-Laren 5P - Southern Pine ;' • HF - Hem -Fir SPF - Spruce -Pine -Fir ti1 pSQL\ Diagonal brace also required on end verticals. l -o; chords that are laterally bran-ed can burkle wgelherandcaunecollapse itlhere isnodiago- r., 'n tiflr nut bracing. Diagonal bracing ahould be nailed to 11'a underside of the top chord when purllna i are attached to the topside of the top chord. MONO : TRUSS r L l:?r i •.. 12 l 3 or , greater \_ 8' i All lateral braces l li r7r7ti sl'% lapped at least 2 rapt}i gfi'i' I';7..r trusses, Continuous Top Chord Lateral Brace Required 10" or Greater ( — Attachment Required 6 JVAI NIP G aii lr e to tello4 th se recommendations coulo rest Ik in.' severe ;personal injury or darnage to trusses or buildinns. INSTALLATION TOLERANT,5- Length L(in) Lesser of Li200 or 2" L(in) Lesser of L/200 or 2" L(in) h'200 L(ft) LJ200 L(ft) Li r'_ 4 axim u m 50" 1 !4" 4.2' 200" 1 " 16.7' Aisplacement \` Plumb Line 10o" 1'2" 8.3' 250" 1-1/4" 20.B' 150" 1 3/4' f 12.5' 1 3001, 1-1 /2" 25.0' OUT -OF -PLUMB INSTALLATION TOLERANCES. OUT -OF -PLANE INSTALLATION TOLERANCES. Ik- ` a,; -, 1fi14Ya'a'' s 9 . . %r7!' -Flr r p -r •r p - ON::w.aaLn-rr Fame 6 KARONDA SI'ST FPS 4005 Afaront$a Way Sanford, FL 32771 407) 321•0064 F= (407) 3.41-3915 Date: March S, 2003 To: Building Department From: Maronda Systems Tomas Ponce Professional Engineer State of Florida #005006& SUbject: N7a6ley Trusses All V Ifley trusses labeled V T-I thru IN are covered under the general valley sheet providedinthetrusspackagesignedandsealedbytheengineerafrecord. The connections are notedonthestructuralinfosheetoftheplans. All criteria of the valley trusses are noted on thegeneralsheet. If you have any questions please feel free to call at 407-321-0064. S,er%ely TOM s Ponce, P.F. Date: 3),5[0,5 t•wt Iv a"t•URFWAHUN Th15 dtslgrl Is for an hrdlvldlnl buUdh,g c Peaent and has been based on 1r rmauanProvidedbytheclient- The designer dlseblm' eery r PonstbmtY for damages as a taut offaultyw,.coned InformaUoneeU Plcattamand/or acslyu futo the truss destgner by theclientandthecomnrnectDesaw.countyof this for"uation as U may, relate to a spo- core prq-d and aexpts m respoosS tUtY or accldses m controlwithregardtofabrien- Uon• banding• -WpmentandInstagaUonofhusi,,. Thb tom has been designed as an lndlvldnal trued ngmmponmltoa-mrdanee Mu ANST/Tpt 1-1995 and NDS-97 to be inmrpomlcd as put of the building design by a Bulld,.g Oestgner Uegbt andatehaectorprofessboalaa,eart. When reviewed For -Pprvnal by 11u buOdlDg designer. thedesignload,.gs shown must be checkedtobesurethatthedatashownue,. agreement with the I--yl buadi g codes, locrl clhnaTic recordsfurwhndorsaawloads• ProjectaP-U'-U— w-Pedal applied loads. Unless shown, trusshascolbeendesignedforstoogewomuPaocy loads. The dmlgn assumes eompreSsIm dumb (tapwbottom1areconumoust' braced bysbmthmgoriessafterb. Pecfllea Whc a bon. chords to tension are not fully bracedblaallybyapropertyapplied0g1dcell,.& theYshouldbebracedatamadmum'Pacing of IO'4r o.e Connector plat' shall be manufactured from 70 Caug- hot dipped galvantred acedmeetingASTMA653. Grade 40. unieaoth_be ah wo- FABRICATION NOTES Pow to lab"-ukm, the fabricator sbau revlem ibis dnw,.g to verify that thb drawing b Inmnformanm wth the fabrlotoe- Plans and to to' a coonaumgresponslbUityforSuchverl- fiotfoD- Any discrepanciesaretobeputnwrM- before eht" or falutotlon. Plates shag cot be Iruialkd over k..U-1 a- Imots w distortedgain. Member shag lz cut for light Rltingwoodtowoodbearing. Con- nectw Platm'batbelocatedonbothfa -a of the tests' wuh —111 fully -Ndded and shall be sym. about theJoint ="-" 'oth erwiseshown, ASx4 Plate b5' wide x 4- Jon& A W plate b 6- wide x B' long. Slots (holes) run Parallel to the Plate lengthsp"al"L Double cuts on web mco,bcrs shallmeetattheeentmldof.the web- n o = othrswseshown. Connector plate -tees ate mtW-- six' based an the farm shown and may needtobe,.dea-ed for in ecrtahand- iing u+d/wviceUonstresses. •ads tru' b not 10 be f.,d,- -d with @roretardant 4catdl hmlae unless olherwbe alm,vrt Far addltloaaf mform,uorn w 9--my Controi -der to ANS7/Tpi 1-1995PRECAUTIONARYNOTESWbra" and ctMbntecotnmendaUumareaberoUnwed toa®rdance wltb -Hand,,.& m-g d Bntlor, HIS-91. Tlusxa ue to a handled with nrrmrhroredwhngband,. ad bundling• delivery andtnstsllatlontoavoidag T®Ponty andpetoancntbmclnwhoidmgtoes' toaatralghtandPlumbpos- Jon and fur resistinglal-ra1 forces shall be W-d and mstoUedbyothers. Cyteful hand ng b essential and-r-dion bracing b always Vdmd. Normal pre ut,.mry action for lrssa reg,drrs such temporary bracing durlagataffatlon between 4ussm toavoidtopPLingnddDm,.oing. Thesupemblonofereellwofussesshallbeunderthecontrolofpersons4wrterccdInThe,.stefbUonoftruss,,. vfesafonal advise Shag be sought If needed. anceobaUon or mmt—u— load. g—ter an the design badsshagnotbeappliedto433' at a Y time. No loads other than the - ht of the -rectorsshahbeappUcdtousesuntilafterall fasterang and bracing mmpleled. Vn 3 i31CIVIJ MONO VALLEY 1 VALLEYTRUSSE8Hyp \ SUPPORnma TRUSSES COMMON VALLEY III VALLEY TRUSSESIT' ORTING TRUSSES WO: VALLEY SET IF LESS THEN 3- 0.0 THEN MOVE DIAGONAL WEB TO NEXT PANEL TI: VT N f) WHEN DIGAONAL WEB PRESENT USE 4X6 PLATE' 4) WHEN NO DIAGONAL WEB PRESENT USE 2X4 PLATE 6 2x4 g 2x4 OR 5x6 OR 4x6 3x6 DIAGONAL WEBSt4x6 316 4x6 14x6 REQUIRED WITH SPANSOR OR GREATER THEN 28-0. 0 2x42142 3> 2x4 316 0. 0-4 2x4 3x8 2x4 2x4 MAX 6. 0-0 O. C. (TYP) VALLEY MEMBERS AT 24' O. C. (TYP) 2x4 UPPTo 7 12 IN 2x4 4110 3x6 CR3x6 on 31B 2x4 2x4 3x6 t 4x6 OR 1416 214 a 2x4 MAX TRUSS SPACING MAX 6-0. 0 O.C. (TYP) BELOW r. 46 • O.C. I SPANS UP TO 60-0- 0 TOP CHORDS: 2X4 SP 02 IT IS NOT REQUIRED TO SHEATH TRUSSES BOT CHORDS: 2X4 SP $2 BELOWVALLEYSET. VALLEY MEMBERS WEBS: .2X4 SP #3 PROVIDE ALLNECESSARYTOPCHORDBRACING. VALLEY MEMBERS TO BE SET TIC MUST BE CONTINUOUSLY BRACED BY ROOF PERPENDICULAR TO TRUSSES BELOW. SHEATHING UNLESSNOTEDOTHERWISE. WHEN VALLEY MEMBERS ARE NAILED DIRECTLY TO TRUSS TOP CHORDS USE (2) 16D NAILSPERINTERSECTION, OR TWO FEET ON CENTER. WHEN BELOW TRUSSESARESHEATHEDFIRSTUSE (2) 10d NAILS OR (1I 16d NAIL PER INTERSECTION , OR TWO FEET ON CENTER. 2x4BRACINGNAILEDFLATTOEDGE OF WEB WITH 12d NAILS AT B' 0-C. OR A SCABOFTHESAMEDIMENSIONANDGRADEASWEB; NAILED TO FACE (SI OFWEBWITH10dNAILSSTAGGERED8' O.C. SCAB OR TRANSVERSEBRACINGTOEXTENDFOR90% OF WEB LENGTH. ONE BRACE REQUIREDONWEBSGREATERTHAN8' LONG f• TWO 2X6BRACESREQUIREDONANYWEBEXCEEDING14'.tt EXCEPT AS SIIOTVNPLATES -ARE TL20 CA TI-SPED PrLR ANSI/7PI 1-1995 FMaronda=Systeimns* 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321- 3913 TOMAS PONCE P.E. LICENSE #0050068 1990 GREfJ1BROOK Cr oviEDO• PLama Dejigiv Afafrir Arwfvrix VALLEY TRUSSES (TYP-) SUPPORTING TRUSS COMMON OR GIRDER COMMONTRUSSES (TYP.) VALLEY STRAPPING TO TRUSS BELOW USING MSTA12 @ 4' O.C. VALLEYTRUSSESCANBECANTILEVEREDUP TO TWO FEET. Cont- Support Im" 114V: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TOBEGIVENTOERECTINGCONTRACTOR. BRACING WARNING: Bracing sbown onthis drawing b not erection bracing- wind bracing. Portal bracing or shnDar bnc hoaan b (wbteral sued,.g d,,1gn and at>k!, must be mnstdered try the hulld,.g d'1guv. Bracing made to anchor blenj bracing Po't or s 10 oNytoreducebuckWng 1v,gUn, Prvttsl0'm must be Addltlena! bmcln of d°gl3cod' and ay be d loollnns de "'Wed by the building designer. Reuss Plate InsUwtc, TPeIRlerallalrner..T cosybereyuted. fsee HIS-91 of Tpf). tinted at 583 D'OnafrfvDtNv . Madison. Wbcon3h, 53719). JOB P.4771: CI7EE-COfit7ppSCil2ElOAVCfS Studs 0 6-0-0 o. c. Egg- Job: Dwg: Dsgur: TLY C k: TIC Live 16.0 per TC Dead 7.0 per BC Live 0.0 psf 13C Dead 2.0 psf TOTA- T, 25.0 nsf Truss ID: VT Date: 4-1. 1-01 DurFac - Lbr. 1.25 DurFac - pit: 1.25 O-C. Spacing: 24.0" Design Criteria: TPI Code Dese: HIP BLOCKING I DESIGN INFORMATIONThisdrs(mi is for an INdWual building ctxnponcnt turd Imsb—, Insed on blfo,,ntbn prorbled by the e11e.t The designer dbcbb,ts anf• I—ponslbuay for dan.ago as a re>utl or faulty or Incorrect bdorinaUmt specizilons and/or didca(vns fumbhed to the wa, deslg,ry bit the em and the correctness ur amincy orn,b In/ornnua., v it nee ml.ta Io aape- cOk " ME and accepts no tesponsalNlyor e ilcs ram, cmnlrol with regal d to fabdm- Im. l ha ndlb,g, akipnenl..it InslalbUon of bonne. Thb tmr-. has baeo deigned as an bidhddual building antnponad In acrnrdancc wWl ANSirm 1.1995 and NDS-97, to be lnr:rpor-+ted ru part a(the building design IT afluadtng DesignerI,eglstered arehncet nr pmfoslonal aagbeet). Wile'Irerletecd for uppronl by Lite tn,tldbrg destgrur, tire design hvdtngs shorn nmt be ducked to be sure Urlt Ue data shm'r, are In agreunent mill, the bol building codes, loco) ellmaUe,—ds for mind orsnaw Foods, profed sr ccl`1-tlons or spedllapplied load,. Unless shown, true 1,13 not be- designed (or stolage or oceu(nney loads. The design assumes eoonpr. sarm, clerds (lop or botloml 're Canllnu- omly brneed by s6oUrbag unl.a othnn•!ae pcellled, where bctlam cb_l, N lerulon are not fully lanced ht'nlly by' f+oper If oppUed rigid _ EEl g. they should Ise bmeed at a Inidtn, un spacbrg of 10` o.._ Conncclnr plates shall be mm,ufadurcd hmn 40 gauge hot dipped gal'snhcd steel meelblq ASTM A653, Grade 40. unlaz oUlcmue sl•osm- FABRICATION NOTES Pit" to 6Mta Uon, the fabrtlatorshaU _,_ Fhb dlnwb. g to rertry tlei tl,b d,awing b in tonrortnase mid, Ure faWtml.i/s plans nerd to re vreanumbd-, .apansn., bg farsuch'er>- Ikatmn. A$7 dberepandm nee to be put it, ftb,g before —t1lnr or fabe—twn- taies shall not be installed or knollrot, Islets or dbtmtcd g,atn- alrn.tlas shall be eel or Eight lllth,g mood to mood beo,b,g. Cal- eetor Plato -Twit be looted ran toll. N_ of, he truss 1+1th .wtb fully bobcdded end shall be mated UsJointunlessolhcrnbcshown• A ix4 plate Ia 5- aide x 4- bng. A 6<9 plate la 6• tde-fTt--& Sits (hotel n.n parallel to he plate leuglh sP—Med• Doable cub m, r--h nanllers shall nicest al the ccnllohl of the -cgs natal othcrrrhe sl.mn,,. Con.1—E., plate sues nc minbnun, sires tallied on the fnrto shotm iM may need to be Inmeascd for ec,laln hand- h.g and/or ereeflon slrwes. This t,ms b not o befatrientedwill, fire reta,.bnl treated utnbe, tildes othbhnwn- eme>Foraddluornj nfom tbnIt 9ua6tr C A-1 r.I- to H I , G I R CR ANSI/M I-19mRECAUTIONARY140TESUbraeb, g and -- mn reeon.mcndauona tin I be fon.• d 1n aemrdo,ue lLh -Nondling wtatib,g A Ondna', 1111N-91. Trusses are to e Iendi d azth paNeulnr o,rc d,..b.g banding rb bundling- dellcryandIn'ta Oa Uon to Toldwnagn• Taa.parary and IIo,,.anenl t.r'mag c hold mg tnnsoY. s >lrallyhl and plumb pea>- b+, and (or reabtbaglat-1 Im sha11 be rgued and Installed by others. Careful h'nd- id is essential and occtlon Iliad,% Is aim )s quiltd. Normal ptttaullotidiT adwit lot usso tubes such tun( lor ity bracing during s1aUa on benreen wssestoaroidIoPPgvtdwnbrolnpthesoper.ya.n of vect+on of uss :s 311 11 be tmdv the control of persons pcdensd In the beawlaunnofuusses- o(esslonal adrree s11aU be sought If heeded. sncentm Flu of mrotrucumr loads g.cnler an the deslbn, lends s1la6 not III, applied to eaves al any ,braes- Nn brads other ilea the . Igl,l sal ltic errct.ars ,licit Na llp"tl-.I it, ass• .Hall alit, all Wfenhy;nnd Inacing w.upleted. MARONDA SYSTEMS i 2x 0r- WO: I- IIPDRAIL TI: HIP QTY:I BLOCKING ADDED TO TOP CH01JD STEP 'HIP TRUSSES TO SI.IORTEN. OSB• NOT TO EXCEED 24110_C.. 0 BE NAILED TO TRUSSCS w/ @ 1211 ON CEN- STAGGERED PRE-ENG ILA TRUSS TOP WALL OF BUILDING UNU: READ ALL NOTES ON THIS SHEET. Maronda Systems A COPYOF11-11S DRAWING TO 13E GIVEN TO ERECTING CONTRACTOR. 4005 MARONDA WAYBRACING WARNING: SA NFORD, FI_ 32771 407) 321-0064 Fax ( 407) 321-39131 Flncing>hovtr an U,y dn.rl ,g Is not rrceUon b,aelnq, wind bracing, po.Wl bradng arsbnlbr hnang Jhe g! design tonslderedbithebu6d'urg 6c1gu 31.... hlcbr1. Is forltatera sup) n. rOMAS PONCE P.E. vss a ben Dolt I nlr rt ot r. l,% erodes townrhorlalr, al bracing rat en.1> and'peeUled hx:atlonsrde4t, gb 1desl I LICENSF #0050068' dFiby Umhlllldh AddlUanal bracing of Weeeemllshvduretmylx ,ubed. ($ec lil9-91 of TPI1, g g„ eq S- 111 . Uw+ platenwuwte. Too, b loolea ., ass n•onw.rn 1690 GREEN6ROOR CT.OVIEDO,FL37766 6e.a,z•... o. t-e- va Sconaln 537 ini. Rug. Job: Dwg: Dsgur: ', rLy C111, Tc Live 16•5 va TC Dead 7.11 pcC 13C Live U.0 psC ITC Dead 10.0 psi- I'OTAI, 33. Truss ID: HIP Dale: 10-20-0U DurFac - Lbr - 1.25 Du1Fac--1)II: 1. 25 O.C. Spacing: 2f1. 0ni Design Crile(ia:.1P1 Code Desc: il•n. e tin nn ern JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: DESIGN INFORMATION This design is for an Individual budding component and has been based on Information provided by the client. The designer dlsclaints any responsibility for damages as a result of faulty or Incorrect infornation, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy ofthis Information as It may relate to a spe. cdk protect and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This trim has been designed as an Individual building component in accordance with ANSI/1PI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When rrAcwed forapproval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local elInaatic records for wind or snow bads, pro)ea spcotllcations orspecial applied loads. Unless shown, truss has not been designed for storage oroccupancy bads. The design assumes compression chords (lop or bottom) are continu. ously braced by sheathing unless otherwise specified. Where bottom chords in tension ate not fully braced laterally by a property applied rlgld ceding. they should be braced at n mnxlrnumspacing of IfY-V o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrIcallon, the fabricator shall rmlew, this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a continuing responsibWty forsuch verl- Motion. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installedover knotholes, knots or distorted grain. Members shad be cut for tight fitting wood to wood bearing. Con. nector plates shall be located on both faces of the truss with lulls fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A Us plate is 6' wide x 6' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid ofthewebs unless otherwise shown. Connector plate sties are minimum sizes based on the fortes 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 hunber unless othenwtse shown. For additional Infornatbn on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recmnrnendatlons are to be followed in accordance with'Handltng Instadlrtg & Bracing', HIS-91. Tosses are to be handled wtth particular care during banding and bundling, delivery and installation to awld damage. Temporary and petrunent bracing for holding trusses In a straight and plumb pos- ition and for resisting Lateral fortes shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Norm1 precautionary action for trusses requires such temporary bracirig during Installation between tomes to awld toppling and dominoing. The supervision of erection of trusses shall be under the control ofpersons experienced in the Installation oftrusses. Professional advIce shall be sought if needed. Concentration of construction loads greater than the design loads shad not be applied to trusses at any time. No loads other than the weight ofthe erectors shall be applied to trusses until 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. 125irph, H- 21.0 ft, I- 1.00, Exp.Cat. B, Rzt= 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 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 I 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 TI: A ATY:1 Joint L=== ocations========____ 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- 0 TC Vert L+D -100 7- 0- 0 -100 23- 0- 0 TC Vert L+D -46 23- 0- 0 -46 31- 0- 0 BC Vert L+D -20 0- 0- 0 -20 7- 0- 0 BC Vert L+D -43 7- 0- 0 -43 23- 0- 0 BC Vert L+D -20 23- 0- 0 -20 30- 0- 0 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 BDT H-ROLL 7-0-0 16-0-0 k 7-0-0 1 3 14 5 5X10 3X4 5xin T R R 30-0-0 10 9 g 72087# 3.50" 1-0-0 2087# 2087# 3.50" RO-11 30-0-0 0 430# EXCEPT AS SHOWN PLATES ARE TL20 G TESTED PER ANSl1TP1 1-1995 430# RO-11-1-11) scale = 0.2094 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: LMaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: A CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 6-11-02 4005 MARONDA WAY TC Live 16.0 psf DurFac - Lbf: 1.25 SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or sinidnr bracing TC Dead 7.0 psf DurFae - Pit: 1.25 407) 321-0064 Fax (407) 321-3913 which is a part of the budding design and which must be considered by the building designer. Bracingshownisunforlateralsupportofssmembersonlytoreducebucklinglength. Provisions must be BC Live 0.0 psf O • CSpacing: 24.0" TOMAS PONCE P.E. made to anchor lateral bracing at ends and speclfkd locations detemWned by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPO, BC Dead lo.o psf Design Criteria: TPI LICENSE #0050068 rrnm Plate Institute. TPI, is located at 583 D'Onofrto Drtve. Madison. N7sconsin 53719). Code Desc: FLA 1890 GREENBROOK Cr.ONEDO.R72766 TOTAL 33.0 psf V:06.02.02- 12766- cog". mra,u nraaysu JUfl rAlrf: L:11GE-LUKUUHS1125AlPHLSUNHV HCS: 06.02.02 JB: SUNBURY H AC: 104 UPLIFT D.L. WO: SUNHV WE: TI: B 9TY:1DESIGNINFORMATIONTOPCHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the Joint Locations=====_=======_= This design is for an individual building component BOT CHORDS: 2x4 SP #2 S: 2x4 SP #3pro camposite result of multiple loads. 1) 0- 0- 0 5) 21- 0- 0 9) 21- ,0- 0thehasbeen 'MedesaonwolahnstheclforThedestas 2x4 SP #2 All COMPRESSION Chords are assumed to be 2) 4- 9- 4 6) 25- 2-12 10) 15- 0- 0 n aregneranyresponsibilityanyrnponslbWtyfordamagesasaresult orultof 3,5 continuous) braced unless noted otherwise. y 3) 9- 0- 0 7) 30- 0- 0 11) 9- 0- 0faultyorincorrectworrnatlon.specifications, and/or designs furnished to the truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE- Wind Case- ASCE 7-98, C&C, V. 125mph, H- 21.0 ft, I- 1.00, Exp.Cat. B, Kzt- 1.0 4) 15- 0- 0 8) 30- 0- 0 12) 0- 0- 0 bytheclientandthecorrectnessoraccuracy of this wormatlon as a to Support 1 734# Bld Type. Encl L- 40.0 ft W. 30.0 ft Truss MAX. REACTIONS PER BEARING LOCATION------ X-Loc Vert Horiz Uplift Y-Loc Typemay -elate a spe- clflc project and accepts no responsibility or Support 2 765# in INT zone, TCDL- 4.2 psf, BCDL= 6.0P Psf 0- 1-12 1036 60 -734 BOT PIN exercises no control with regard tofabrtc,- MAX LIVE LOAD DEFLECTION: L/999 Impact Resistant Covering and/or Glazing Req 29-10- 4 1035 0 -765 BOT H-ROLLlion, handitn& shipment and installation of trusses. This truss has been designed as an La-0.08" D=-0.08" T--0.16" TC... FORCE ... CSI ..BC ... FORCE CSI indwAN,, al bulking component in accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -1794 0.35 12-11 1568 0.47ANSI/TPI 1.1995 and NDS-97 to be Incorporated part ofthe bending Buckling T- 0. 07" DDesigner (registered arehltcot or professionalarchitectorp MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -1637 0.39 10-19 1371 0.43 engbteerl. When reviewed for approval by the T= 0.03 4- 5 -1637 0.39 9- 8 1568 0.47buildingdesigner. the design loadings shown RMB - 1.15 5- 6 -1582 0.32mustbecheckedtobesurethatthedatashown6- 7 -1794 0.37areInagreementwiththelocalbuildingcodes. 1=1 climatic records for wind or snow Inds. project specifications or special applied Wads. Unless shown. truss has not been designed for storage or occupancy Wads. The design assumes compresslon chords (lap or bottom) are conUnu- ously braced by sheathing unless otherwise specified. Where bottom chords in tendon are not fully braced laterally by a property applied rigid ceiling. they should be braced at a maximum spacing of 10'-O" o.a 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 confornumce with the fabricators plans and to Luc a conunumg responsWWty for such veri- 0catlon. Any discrepancies are to be put In writing before cutting m 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 races of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A Sx4 plate is 5- wide x 4- long. A 6x8 plate is 6' wide x it long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the cenlmid of the webs unless otherwise shown. Connector plate stria are mirtmtum at- based on the forces shown and may need to be increased for certain hand. ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional wormation on Quality Control refer to ANSI/TPI 1.19% PRECAUTIONARY NOTES All bracing and emctbn n:canmtendauons are to be followed In accordance with'HandlingInstallingABracing'. HIB-91. Trussesare to be handled with particular care during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding tosses in a straight and plumb pos- ttlon and for resisting lateral forces shall be designed and Installed byothers. Careful hand - Ling is essential and erection bracing is always required. Normal precautionary action for lfusses requires such temporary bracing during installation between I— to avoid toppling and dominotng. The supervision of erection of trusses ahaB be under the control of persons experienced In the Install tfon of tosses. Professional advice shall be sought If needed. Concentration orconstruction Inds greater than the design loads shall not be applied to trusses at Wanytime. No ads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. T 5-3-2 04-3 9-0-0 12-0-0 9-0-0 1 2 4 6 600000 4X8 2X4 4X8 4-10-3 0-4-3 n F1 30-0-0 11211 10 9 81036k3.50" 1036# 3.50" RO--1 -11) I in 30-0-0 1 RO 111I -11) EXCEPT AS SHOWN PLATES ARE TLZO GA TESTED PER ANSUTPI 1-1995 scale = 0.2094 WAKNIN(a: READ ALL NOTES ON THIS SHEET. Eng. Job: Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: B CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 6-11-02 4005 MARONDA WAY TC Live 16.0 psf DurFac - Lbr: 1.25 SANFORD, FL. 32771 Bracing shown on this dmwtng is not erection bracing. wind bracing. portal bracing orsimilar bracingwhichisapanofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bracb+a TC Dead 7.0 psf DurFae - Pit: 1.25 407) 321-0064 Fax (407) 321-3913 shown is for lateral support of tress membersmembers only to reduce buckling length. Provisions must be BC Live 0.0 psi O.C. Spacing: 24.0" TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building destgner. Additional bracing of the overall structure may be required. (See HIB-91 of 7"). BC Dead 10.0 Psf Design Criteria: TPIg LICENSE #0050068 tr uss Plate Institute. TPI, is located at 583 D'Onofrlo Drive, Madison. Wisconsin 537191. Code Dese: FLA1690GREENBROOKCr.OVIEDOXI-32766 TOTAL 33.0 Psf V:06.0 02- 12767- 1 vo resin: L:IrCG-LVAVUt*110MYtlUUA7fV NC& 06.02.02 JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: TI: C QTY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the Joint Locations=============== This design is for an tndfvWual building BOT CHORDS: 2x4 SP #2 couposite result of multiple loads. 1) Oc 0- 0 6) 23- 7- 4 11) 11- D- 0componentandhasbeenbasedontnformationWEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 6- 4-12 7) 30- 0- 0 12) 6- 4-12providedbytheclient- The designer disclaims any msponsibWty for damages as a roult of 2x4 SP #2 4,5 continuously braced unless noted otherwise. Y 3) 11- 0- 0 8) 30- 0- 0 13) 0- 0- 0 faulty or incorrecttnfonnotlon.speclllcauans Wind Case- ASCE 7-98, C&C, V. 125mph, 4) 15- 0- 0 9) 23- 7- 4 rid/ordesigns famished to themrussdolgner 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- 0bytheclientandthecorrectnessoraccuracySupport1727# Bld Type- Enel L= 40.0 ft W= 30.0 ft Truss MAX. REACTIONS PER BEARING LOCATION----- ofthis information as it may relate to a spe- Support 2 769# in INT zone, TCDL- 4. 2 sf, BCDL= 6. 0p paf R-Loa Vert HorUplift Type cincprojectandacceptsnoresponsibilityorexercises no control with regard to fabrica- MAX LIVE LOAD DEFLECTION: Impact Resistant Covering eringand/Or Glazing Req 0- 1-12 1035 81 -727 BOT OTPIN tion. handling. shipment and Installation of L/999 29-10- 4 1035 0 -769 BOT H-ROLL woes. This truss has been designed as an L--0.07" D--0.07" T=-0.14" TC... FORCE ... CSI ..BC ... FORCE ... CSI Individual building component in accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -1777 0.42 13-12 1536 0.40 ANSI/TPI 1-1995 and NDS-97 to be Incorporated T- 0, 07" 2- 3 -1435 0.40 12-11 1534 0.43 aspartofthebuildingdesignbyaBuddingMAXHORIZONTALLIVELOADDEFLECTION: 3- 4 -1240 0.25 11-10 1307 0.39 Designer (registered architect or professional engmeerl. Whenreviewed for approval by the T003 ^ 4- 5 -1240 0.25 10- 9 1534 0.43 building destgner.the design loadiripshown R1ID o 1.15 5- 6 -1435 0.40 9- 8 1536 0.40 must be checked to be sure that the data shown 6- 7 -1777 0.43 are In agreement with the local building codes. local climatic records for wind or snow loads. project specifications or special applied Inds. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathingunless otherwise specified. Where bottom chords in tension ate not fully braced laterally by a property applied rigid ceiling, they should be braced at a maximum spacingof It7.0" o.c. Connector platesshall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a continuing responsibility for such veri. mcatton. Any discrepancies are to be put In writing before cutting or fabrication. Rates 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 fates of the truss with nabs fully Imbedded and shall be sym. about the joint unless otherwiseshown. A 5x4 plate Is 5' wide x 4- long. A 6x8 plate is 6' wide x 8' long. slats (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the ccntroid of the webs unless otherwise shown. Connector plate sirs are minimum sues based on the forces shown and may need to be increased forcertain hand. ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1. 1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with 'Handling Installing d Bracing. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Illon and for resisting lateral forty shall be designed and installed by others. Careful hand- ling is essential and erection bracing la always required. Normal precautionary action for trusses requbas such temporary bradlig dtlrfng trutamntbn between trusses to avoid toppling and dominctng. The supervision of erection of trussesshall be under the control of persons experienced Inthe Installation of misses. Professional advice shall be sought if needed. concentration of construction loads greater than the design Inds shall not be applied to trusses at any time. No loads other than the weight of the erectors shag be applied to trusses unW after all fastening and bracing is completed. Ilk 11-0- 0 k 8-0-0 k11-0-0 1 24 6 Q 4X6 3X4 4X6 6-3-2 04-3 5- 10-3 044-3 L n n Ilk 30-0- 0 13 12 ll LO 9 861 1036# 3.50" 1036# 3.50" 4a 30-0- 0 1-" R0 11-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2094 WAKNINV: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: SUNHV LMaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: C CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 6-11-02 4005 MARONDA WAY TC Live 16. 0 psf DurFac - Lbr: 1.25 SAN FORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing, portal bmcing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing for for lateralTCDead7. 0 psr BC Live DurFae - Pit: 1. 25 Spacing: O.C. weir24.0" 407) 321-0064Fax (407) 321-3913 shown I, truss rnis support, of tmembersonlytoreducebucklinglength. Priuns must be 0.0 psi TOMAS PONCE P.E. made to anchor lateral bracing atends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPfi. BC Deadpsr o lo. Design Criteria: TPILICENSE #0050068 frrusa, Plate Institute. TPI, Is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). Code Desc: FLA 1990 CREENsROOK Cr.OVlEDO, FL32766 TOTAL 33.0 psf _ V:06.02.02- 12768- : uertgn: mmnt Anarjrlr JUB PATH: C.ITEE-L0KV0BS)129A1PI11SUNHV HCS: 06.02.02 JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: TI: D ATY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the e:=:on=====_ Joint Locatis=___=___= 0- This design is for an individual building BOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1) 0- 0 5) 23- 0- 0 9) 17- -0- 0componentandhasbeenbasedonInformationWEBS: 2x4 SP #2 All COMPRESSION Chords are assumed to be 2) 7- 0- 0 6) 30- 0- 0 10) 13- 0- 0providedbytheclient. The designer dbclaans anyresponsibilityfordarnagesasaresultof 2x4 SP #3 1,7 continuously braced unless noted otherwise. 3) 13- 0- 0 7) 30- 0- 0 11) 7- 0- 0 faulty or incorrect Information, specifications Wind Case- ASCE 7-98, C&C, V= 125mph, 4) 17- 0- 0 8) 23- 0- 0 12) 0- 0- 0 , rid/ ordesignsfumbled to the thus designer PROVIDE UPLIFT CONNECTION PER SCHl DOLE: H. 21.0 ft, I= 1.00, Exp.Cat. B, Rzt- 1.0 MAX . REACTIONS PER BEARING LOCATION----- bytheclientandthecorrectnessoraccumrySupport1716# Bld Type= Enel L= 40.0 ft W. 30.0 ft Truss X-Lod Vert Horiz Uplift Y-Loc Type ofthisInformationasItmayrelatetoaspe- Support 2 752# in INT zone, TCDL= 4.2 psf, BCDL- 6.0 psf 0- 1-12 1036 69 716 HOT PIN elficprojectandacceptsnorespomfbillty, orexermes no control with regard to fabrka- MAX LIVE LOAD DEFLECTION: I>z aC 3 tResistantCoveringand/or Glazing R 29-10- 4 1036 0 752 BOT H-ROLL true handling, shipment and L 999 trusses. This truss has been designed as an designedaaL=-0.06" 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 -'1768 0.50 12-11 1525 0.41 ANSI/7PI 1-IM and NDS-97 to be Incorporated T- 0.07^ 2- 3 -1304 0.47 11-10 1522 0.41 aspanofthebuildingdesignbyaBuildingMAXHORIZONTALLIVELOADDEFLECTION: 3- 4 -1107 0.29 10- 9 1105 0.28 Designer (registered architect or professional engtncer). When reviewed for approvalby the T= 0.03 ° 4- 5 -1308 0.48 9- 8 1522 0.41 building designer, the design loadings shown jtiwID 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 loaf building codes. 1= 1 cilmat! records for wind or snowloads. project specZtlons or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes cornpr ion chords (top or bottom) are continu- ously bracedby sheathing unless otherwise specified. Where bottom chords in tension am not fully braced laterally by a property applied IV ceWng, they should be braced at a maxhnum spacing of Hr-T o.cConnector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASiM A 653. 13-0-0 4-0-0 13-0-0 Grade40, unless otherwise shown. Ilk 1 2 5 6 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 respomibiltyfor such veri- fication. Any discrepancies arc to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted gain. Members shall be cut for tight fitting wood to wood bearing. Can- nector plates shall be located on both faces of the truss with nulls fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5' wide x 4' long. A Bx8 plate Is T wide x 8' long. Slots (holes) run parallel to the plate length specified. Double Nm on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or election stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Infomution on Quality Control refer to ANSI/ 7PI 1-19% PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing R Bracing'. HIB-91. Trusses are to be handled with particular can during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Won and for resisting lateral form shall be designed and tmtnUed 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 tappli" and dominoing. The supervision of erection of trusses shall be under the control of personsexperienced In the installation of onuses. Professional advice shall be sought If needed. Concentration of constructionloads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. a 4X6 4X8 30- 0-0 6 00 M 12 11 io 9 $ 1036# 3.50" 10361/ 3.50" 4` o- R0- 113ao-0 I (RO-11- 11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2094 Imaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321- 0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #005W68 I890 GREENBROOa CrOVIEWn ss WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing sham on this drawing ls not erection bracing. wind bracing. portal bracing or similarbracingwhich Isaputofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bracing shown isforlaicalsupportoftrussmembersonlytoreducebucklinglength. Provisions must be made to anchor lateral bating at ends and specified locations determined by the building designer. Additional bracingofthemeallstructuremayberequired. (See HID-91 of TP). rruss Plate ImUtute. TPI, is located at 583 D'Onofrto Drive. Madison. Wisconsin 53719). Eng. Job: WO: SUNHV Dwg: Truss ID: D Dsgfir: TLY Chk: Date: 6-11-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TIC Dead 7.0 psf DurFae - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33. 0 psf V:06.02.02- 12769- : r'eaga.- _ craze maayau JUB rAIN: L:I/tt-LUKVU8Jl/25AfF11lSUNHV HCS: 06.02.02 DESIGN INFORMATION This design is for an Individual building component and has been based on Infornation provided by the chent-The designerdisclaims any responsibility for damages as a result of faulty or Incorrect information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as It may relate to a spe- cfnc project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and installation of trusses. This trttss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part ofthe building design by a Building Designer (registered architect or professional enp}neerl. when reviewed forapproval by the budding designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes, boil climatic records for wind or snow Inds, project spec8katlow orspecial applied bads. Unless shown, truss has not been designed for storage or occupancy Inds. The design assumes compression chords (top or bottom) arc conUnu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced Laterally by a property applied rigid ceiling, they should be braced at a maximum spacing of 101-0' o.c. Connector plates shah 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 io conformance with the fabricatoes plans and to realize a continuing responsibWty, for such veri. Ikation. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Walled over knotholes, knots or distorted gain. Members shall be cut for tight fittingwood to cod bearing. Can. nectar plates shad be located an both faces of the truss with nn8s fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long, A 6x8 plate is 6' wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the cenlaid of thew 1,5 unless otherwise shown. Connector plate sixes are minimum sizes based on the forces shown and may need tobe increased for certain hand. ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional infonnatkm on Quality Control refer to ANSI/7P1 1.19% PRECAUTIONARY NOTES All bracingand erection reconmendatlons are to be followed in accordance with 'Handling Installing A Bracing'. HIB-91. Trusss, are to be handled with particular cue during banding and bundling. delivery and installation toavoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pm - Man and for resisting lateral fore- shall be designed and Installed by others. Careful hand- Iing is essential and erection bracing is always required. Normal precoutionary, 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 ofpersons experienced in the Installation of trusses. Professional advice shall be sought if needed. Concentration ofconstruction ads greater than the design loads stall not be applied to lass- at any time. No loads other than the welght oftheerectors shall beapplied to trusses until after all fastening and bracing is completed. JB: SUNBURY H 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 T7 I WO: SUNHV 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, Rzt- 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 9TY:6 Joint Locations====_ ___ ==_=_ 1) 0- 0-=0 5) 19- 9- 2 9) 21- A- 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 Ilk 15-0-0 k 154)-0 1 11 I 2 3 1 5 6 4X6 0-4-3 7-10-3 3000 11 10 y1036N3.50" 8 I 1036N 3.50" RO-111-11) I 30-0-0 ( I RO11.11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 scale = 0.2094 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 OREWBROOB Cr.0VIEDOXI-32766 Design: Matrix Analysis WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or sbnllar bracingwhichisaparofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. BracingshownIsforlateralsupportoftrussmembersonlytoreducebucklinglength. Provisions mast be made to anchor Lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structuremaybe required. (See HIB-91 ofTPO. frr tss Plate institute. TPI, is bated at 583 D'Onafrio Drive, Madison. Wisconsin 53719). JOB PATH: C:ITEE-L0XV0BSl125MPHISUNHV Eng. Job: Dwg: Dsgnr: TLY Chk: WO: SUNHV Truss ID: E Date: 6-11-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.o 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- 12 0- e 11CS. 06.02.02 JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: TI: F QTY:2DESIGNINFORMATIONTOPCHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the Joint Locations========_=_==== This design is for an lndMdual building component and has been based on Infornatlon BOT CHORDS: 2x4 WEBS: 2x4 SP #2 SP #3 coulposite result of multiple loads. 1) 0- 0- 0 3) 9-10-13 5) 0-.0- 0 provided by the Ghent. The designer disclaims All COMPRESSION Chords are asstmled to be 2) 5- 4- 1 4) 9-10-13 any responsibility for damages os a result of faulty or Incorrect information. specifications PROVIDE UPLIFT CONNECTION PER SCHEDULE: continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V- 125mph, TOTAL DESIGN LOADS ------------- and/or designs furnished to the thus designer Support 1 580# R- 21.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Uniform PLF From PLF TObytheclientandthecorrectnessoraccuracy ofthis Information as it may relate to a ape- Support 2 340# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Bld Type= Encl L. 40.0 ft W. 9.9 ft Truss in END zone, TCDL= 4.2 TC Vert L+D 0 0- 0- 0 -88 9-10-13 cuic project and accepts no responsibility or exercises no control with regard tofabriea- Support 1 275# psf, BCDL= 6.0P psf Impact Resistant Covering and/or Glazing Req BC Vert L+D 0 0- 0- 0 -38 9-10-13 MAX. REACTIONS PER BEARING LOCATION----- tion, hand shipment and Installation ofP This has MAX LIVE LOAD DEFLECTION: L/999 X0- Vert Horiz Uplift Typetrusses. truss been eeslgnedasan TC...FORCE ... CSI ..BC ... P'ORCE... CSZ 20- 2- 8 208 275 -580 BOT PINOTindMdualbuildingcomponentInaccordancewith ANSIrM 1-1995 and NDS-97 to be incorporated L=-0.02" D- 0.00" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 635 0.54 5- 4 -782 0.42 2- 3 9- 9- 0 423 0 -340 BOT H-ROLL as part of the building design by a Building T= 0 . 03" 55 0.42 Designer (registered architect or professional engineer). When reviewed for approval by the MAX HORIZONTAL LIVE LDAD DEFLECTION: building designer, thedesign loadings shown T- 0. 03" must be checked to be sure that the data shown are In agreement with the local building codes, RMB = 1.00 local climatic records for wind or snow Wads, project specifications or special applied loods. Unless shown, truss has not been designed for storage oroccupancy bads. The design assumes compression chords (top or bottom) are continu- ouslybraced by sheathing unls otherwisees specified. Where bottom chords In tension are 1notfullybracedlaterallybyapropertyapplied 2 3 rigid ceiling, they should be braced at a r- maxlmum spacing of 10'-O' o.e. Connector 4.24 plates shall be manufactured from 20 gauge hot dipped g/tivaniWd steel meeting ASTM A 03. Grade 40. unless otherwise shown. 2X FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricators plans and to realize n continuing responsibility for such veil- 0catlon. Any discrepancies areto be put In 2Xwritingbeforecuttingorfabrication. Plata shall not be Installed over knotholes. knots or d .toned grain. Members shall be cut 3-9-14fortightlutingwoodtowoodhearing. Con- 4-3-11nectorplatesshallbelocatedonbothfacesof the truss with roils fully imbedded and shall be sym. about thejoint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6' wale x it long. Slots (holes) run parallel to 0-3-14theplatelengthspecined. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need tobe Increased for certain hand- ling and/or is t not 3X6is to befabricated with fire mtard 3X4 lumber unless otherwise shown. For additional htfo_Uon on gua8ty Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection reconunendatlons are tobe folWurod In accordance with -Handling Installing & Bractng'. HI13-91. Trusses are to be handled with particular care duringbanding and bundling, delivery and Installation to avoid damage. Temporaryand permanentbracing for holding trusses In a straight and plumb pas. ition and for resisting lateral forces shall be designed and Installed by others. Careful hand. Iing is essential and erection bracing is always required. Normal precautionary actin for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominotng. The supervision o! erection of musses shall be under the control of peraans experienced In the Installation of muses. Professional advice shall be sought B needed. Coneentration of construction loads greater than the design loads shall not be applied to trusses at any time. No Inds other than the weight of the ereclors shall be applied to truss. until alter all fastening and bracing is completed. I I 9-10-13 5 4209# 4.95" 423# 2.50" RI-6-0) 9-10-13 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANS11TPI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOR MOVIEDOXI.32786 Design: Afarris Analysis scale = 0.4873 WAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Eng. Job: Dwg: Dsgnr: TLY Chk: I H Truss ID: F Date: 6-11-02 TC Live 16.0 psf DurFac - Lbr: 1.25 Bracing shown on this drawing is not erection bracing, wind bracing, portal bmctng or stm8ar bmcingwhichisapartofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bracing TC Dead 7.0 psf DurFae - Plt: 1.25 shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C.Spacing: 24.0" Pmadetoanchorlateralbracingatendsandspecifiedlocationsdeterminedbythebuildingdesigner. Additional bracing of the Ovemil may be required. (See HIB-91 of IV[).eaBCDead 10.o fps Design Criteria: TPI Prins Plate Institute. TPI, is located at 583 D'Onofdo Drive. Madison. Wisconsin 537191. Code Dese: FFLA TOTAL 33.0 psf V:06.02.02- 2 72- JOB PATH: C:ITEE-L0KV0BSl125MPIIISUNHV HCS: 06.02.02 JB: SUNBURY H AC: 10# UPLIFT D.L. SUNHV WE: DESIGN INFORMATION This design is for an Individual building component and has been based on information provided by the event The designer disclaims any responsibility for damages as a result of faulty or incorrect information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as it may relate to a spe- cifle project and accepts no responsibility or exercises no control with regard tofabrica- tion. handling, shipment and installation of tresses. This truss has been designed as an individual building component In accordance with ANSI/7PI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the budding designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local budding codes, Deal cWauc records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes compression chords (top orbottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceding, they should be braced at a maximum spacing of 10'-0' o.c Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A653. 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 fabrtmtoes plans and to realize a continuing responsibility forsuch veri- ficauon. Anydiscrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed overknothole. knotsordistorted grain. Members shad be cut for tight 0tung wood to wood bearing. Con- nector plates shag be located on both faces of the tress with nails fully Imbedded and shad be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' king. A 6x8 plate is 6- wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts an web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sire an minhnum sine based on theforces shown and may need to be increased for certain hand- ling and/or erection stresses. This taus is not to be fabricated with fire mtardam treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/7PI 1-1995 PRECAUTIONARY NOTES Ad bracing and erection recommendations are to be followed in accordancewith 'Handling installing d Bracta r, HIS-91. Trusses an to be handled with particular can during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holdingtrusts in a straight and plumb pos- Won and for resisting lateral forces shad be designed and installed by others. Careful hand- ling is essential and erection bracing is allays required. Normal precautionary action for Lnsses require such temporary bracing during installation between trusses to avoid toppang and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the installation of trusses. Professional advice shag be sought Ifneeded. Concentration of construction loads greater than the design loads shad not be applied to muses at any time. No loads other than the weight of the erectors shall be applied to trusses until alterall fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 594# 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- 0.02" RMB - 1.00 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, Rzt- 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 TI: F 1 ATY:2 Joint Locations=====_==_=_==== 1) 0- 0- 0 3) 9-10-13 5) 0- 9- 02) 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 13C 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 E-ROLL 9-10-13Ilk 1 2 3 24 0-3-14 1 3-9-14 1 1 11 9-10-13 5 4 215N 11.31" 1-6-2 417N 2.50" F (R1-6-0) e 9-10-13 EXCEPT AS S11OWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 scale = 0.4873 F WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: SIJNP7 LMaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: F1 CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 6-11-02 TC Lave 16.0 psf Durfac - Lbr. 1.254005MARONDAWAY SANFORD, FL. 32771 321-0064 Fax Bracing shown on this drawing is not erection bracing, wind bmciri& portal bracing orsimilar bracingwhichisapartofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bracingshownisforlateral TC Dead BC Live 7.0 psr 0.0 DurFae - Pit: 1.25 O.C. S a 24.0" 407) (407) 321-3913 support of truss members only to reduce buckling length. Provisions must be psfSpacing: TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bracing ofthe overall structure may he required. (ssee HIB-9I of TPd. BC Deadd IU.0 Ps f Design Criteria: TPI LICENSE #0050068 muss Plate Institute. TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). tCode Desc: FLA 1890 GREENBROGR CLOVIEDo.el.32769 TOTAL 33.0 psf V;06.02.02- 7 4- ! L:11c-LVAVVH3114)MFH0U1VY(V HCS: 06.0Z02 DESIGN INFORMATION Thb design is for an Individual building Component and has been based on Information provided by the client. The designer dtsclabw 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 oraccuracy of this Information as It may relate to n spe- cific project and accepts no responsibility or exembes no control with regard to fabrics' lion, handling, shipment and Installation Of lndses. This truss has been designed as an Indlvklual building Component In accordance wdth ANSI/TPI 1.19% and NDS-97 to be Incorporated as pad of the budding design by a BuildingDesigner (registered otchacct or professional engtneeri. when reviewed for approval by thebuildingdesigner, the design loadings shown must be checked to be sure thatthe data shown ate in agreement with the local building codes, local climatic records for wind or snow bads, project specifications or special applied bads. Unless shown, truss has not been designed for storage Or occupancy Inds. The designassum- compression chords (top or bottom) an mrainu. ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceding, they should be braced at a maximum spacing of 10'-O' o.c Connector plates shall be manufactured from 20gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricators plus and to r'ahre a continuing respunsibgity for such vert- Ikatlon. Any discrepancies are to be put in writing before cutting or fabrication. Plain shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shah be sym. about the Joint unless otherwise shown. A 5x4 plate is 5' wtdc x 4- long A 6x8 plate is 6, widex 8' long. Slots (holes) run parallel to the plate length specified. Double cuts an web members shall meet at the centmid ofthe webs unless otherwise shown. Connector plate stirs are minimum stzn based on the forces shown and may need to be Increased for certain hand- gng and/or erection stresses. This truss Is no to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing @ 8raculg'. HIB-91. Tnusm are t0 be handled with particular cue during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- ition and for resisting lateral forces &hall be designed and installed by others. Careful hand. ling Is essential and erection bracing is alw;tys requited. Normal precautionary action for muses requbes such temporary bracing during Installation between trusae to avoid topplinganddominoing. The supervision of erection of trusses shall be under the control ofpersons experienced in the installation of louses. Professional advice shag be sought If needed. Coneentration of construction loads greater than the design loads shag not be applied to trusses at anytine. No loads other than the weight of the erectors shag be applied to ttusaes until after all fastening and bracingI. completed. SUNBURY H AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 D BOT CHORDS: 2x4 SP #2 A11 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 We: 7.0 ft Truss in INf zone, TCDL= 4.2 psf, BCDL= 6.0 psfImpactResistantCoveringand/or Glazing ReqMAXLIVELOADDEFLECTION: L/257 at Mid -panel # 1 L=-0.33" D= 0.05" T=-0.28" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.00" RMB = 1.15 4-3-15 0-4-3 4 WO: SUNHV 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 nu ltiple supports. Interior bearing locations shouldbemarkedontruss. 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 ... CSI1- 2 69 0.99 4- 3 -2 0.84 TI: G QTY:9 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 0 3-10-3 I I M 7-0-0 4 3281# 3.50" 151# 2.50" 1-1-9 -1a 7-0-0 82N .50" C/L: 10-12EXCEPTASSHOWNPLATESARETL20GATESTEDPERANSI/TPi 1-1995 Over 3 Supports Lmaronda Systems 4005 MARONDA WAY SANFORD, FI_. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 OREENBROOK CT-WEDOX1.32766 Design: Matrix Analysis Attach with (3) 10d Toe -Nails Attach with (2) 10d Toe -Nails scale = 0.4854 WAKNIN(a: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: SUNHV_ A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: G CONTRACTOR. Dsgnr: TLYI Chk: Date: 6-11-02 BRACING WARNING: TC Live 16.0 psr DurFac - Lbr. 1.25 Bracing shown on this drawingis not erection bracing, wind bracing, portal bracing or stmgar bracingwhichIsapuntofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bracing TC Dead 7.0 psr DurFae - Pit: 1.25 shown Is for lateral support of truss members only to reduce buckling length. Provisions must bemadetoanchorlateralbracingatendsandspecifiedlocationsdeterminedbythebuildingdesigner. Additional bracing of the BC Live BC Dead 0.0 psf O.C. Spacing: 24.0" DeSlryDesignn Criteria: TPIoverallstructuremayberequired. (See IIIB-91 of TPI). 10.0 psfrrrussPlateInstitute. TPI, islocated at 5113 D'Onofdo Drive. Madlson, Wisconsin 53719). Code Dese: FLA 11 TOTAL 33.0 psf V:06.02.02- 12775- JOB PATH: C:ITEE-L0KU0BSI125MPl1ISUNI1V HCS: 06.02.02 DESIGN INFORMATION This design Is for an Indivtduan b., din, component and has been based on infortmatbn provided by the cll nL The designer disclaims any responsibility for damages as a result of faulty or tneoneci Information, specifications and/or design furnished to the truss designer by the client anA the correctness or accuracyofthisInformationasitmayrelatetoaspe- cific project and accepts no responsibility oruen9sesnocontrolwithregardtofabrica- tion, handltng, shipment and Installation of trusses. This truss has been designed v an individual building component In accordance with ANSI/7P1 1-1995 and NDS-97 to be incorporated as Inn of the building design by a BuildingDesignerlreglsteredamh8eetorprofessional engncerl. When reviewed for approval by the building designer. the design loadings shown most be checked to be $ure that the data shown are in agreement with the local building codes, local climatic records forwind oran= loads, protectspecdications or special applied loads. Unless shown, truss has not been designed for storage or occupancy Inds. The design assumes compression chords (top orbottom) arc commu- onsly braced by sheathing unless otherwise specified. Where bottmn chords In tension am not fully braced laterally by a properly applied rtgtd ceding, they should be braced at a maximum spacing of IO'-0' o.c. Connector Plato shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a continuing responsibility for such vesi- fleatbn. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall no be Installed over knothole, knob or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with =93 fully imbedded and shall be gym. about the Joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6.x8 plate is 6' wide x 8- long. Skins (ho4s) run parallel totheplatelengthspecllkd. Doublecuts on web members stall meet at the centroid of the wehs unless otherwise shown. Connector plate alms are minimum sizes based on the forces shown and may need tobe increased for ceratn hand- ling and/or erection stresses. This truss Is not to be fabricated with Bra retardant treated hanbcr unless otherwise shown. For additional information an Quality control refer to ANSI/7P1 1-19% PRECAUTIONARY NOTES All bracing and erection recommendations arc to be followed In accordance with'HandlingInstaWng & Bracing', HIB-91. Trusses are to be handled with particular care during bandingandbundling, delivery and installation to avoid da"ages Temporary and Permanent bracingforholdingbussesInastraightandplumbpos- Ilion and for resisting lateral forces shall bedesignedandInstalledbyothers. careful hand - Ling Is essential and erection bracing is always required. Normal precautionary action for trusses+ requires such temporary bracing during Iristallatlon between trusses toavoid topplinganddornhwing. The supervision of erection or trusses stall be under the control of person experienced In the Installation of trusses. Professional advice shall be sought If needed. concentration of construction loads greaterthanthedesignbadsshallnotbeappliedto trusses at any time. No bads other than the weight ofthe erectors shall he applied to trusses until after all fastening and bracingiscompleted JB: SUNBURY H 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, CSC, V- 125irph, H- 21.0 ft, 1- 1.00, Exp.Cat. B, Xzt- 1.0BldType= Encl L. 40.0 ft W= 7.0 ft TrussinINTzone, TCDL- 4.2 psf, BCDL= 6.0 psfImpactResistantCoveringand/or Glazing ReqMAXLIVELOADDEFLECTION: L/257 at Mid -panel # 1 L--0.33" D- 0.05" T--0.28" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.00" RMB - 1.15 4-3-15 04-3 WO: SUNHV 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 multiplesupports. Interior bearing locations shouldbemarkedontruss. 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...CSI1- 2 69 0.99 4- 3 -2 0.84 TI: GI 9TY:5 1)- __=-------Joint Locations..... 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 PIN0- 4- 0 280 197 -433 BOT PIN6-10-12 81 0 -51 BOT H-ROLL 7-0-0 1 2 0 3-10-3 Attach with (1) 10d Toe -Nally Attach with (2) 10d Toe -Nails P 7-0-0 4 3281N8.00" 151# 2.50" 7-0-0 82N .50" C/L: 6-1012EXCEPTASSHOWNPLATESARETL20GATESTEDPERANSI/TPI 1-1995 Over 3 Supports scale = 0.4854 WAKNINU: READ ALL NOTES ON THIS SHEET. Eng. Job: LMaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: G1 CONTRACTOR. Dsgnr: TLY Chk: Date: 6-11-02 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psf DurFae - Lbr. 1.25 SAN FORD, PL. 32771 407) N rOR 4 fax 327 321-3913 Bracing shown on this drawing a not erection bracing, wind bracing, portal bracing orsimilar bracingwhichba of the burning design and which must be considered by the building designer. BracingshownisforlateralsupportoftrussmembersonlytoreducebucklingIenglh. Provisions TC Dead BC Live 7.0 psf 0,0 DurFae - PIt: 1.25 O.C. Spacing: 24.0" TOMAS PONCE P.E. must bemadetoanchorlateralbracingatendsandspecifiedlocationsdeterminedbythebuildingdesigner. Additional bra" Ofthe overall structure may be required.(see HlB-91 BC Dead psf 10.0 Design Criteria: TPILICENSE #0050068 1890 CRUNBROOK Cr.OVIEDO.tL52766 of 7Pn. flruss Plate Institute, 7Pi, is located at 563 D'Onofrb Drive, Madison, Wisconsin 53719). psf CodeCode DesCatJeDeSC: F' LA Design: Afmrfx Andfysis JOB PA77f: C.ITEE-LOKUOBSIf25AfPH1.Suvjjv TOTAL 33.0 psf 1 f HCS: 06.02.02 JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer dlsclahns any responsibility for dart ges as a result of faulty or Incoreet rInfomation, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Infomatlon as It my relate to a ape- cific project and accepts no responsibility or exereses no control with regard to Fabrics. ton. handling. shipment and installation of wanes. This truss has been designed as an Individual building component in accordance with ANSI/7M 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local cllmatic records for wind orsnow loads. project specifications or special applied bads. Unless shown. truss has not been designed for storage or occupancy Inds. The design assumes compression chords (top orbottom) are conunu- ously brand by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0' o.c Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting AM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is to conformance with the fabricator's plans and to reabze a continuing responsibility for such veri. fication. Any discrepancies arc to be put inwritingbeforecutlingorfabdcatbn. Pales shall not be installed over knotholes• knots or distorted grain. Members shall be cut for light fitting wood to wood beating. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A Sx4 plate ts 5' wide x 4' long. A 6x8 plate is 6' wide x 8' long. Skits (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes ate 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 flue retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES AB bracing and erection recommendatlons ale to be followed In accordance with 'Handling Installing R Bracing'. HIB-91. Trusses are to be handledwith particular ore duringbanding and bundtin& dcllvery and Installation to avoid damage. Tempomry and permanent bracing for holding trusses In a Straight and plumb pas- Itbn and for restsUng lateral forces shall be designed and installed by others. Careful hand. ling Is essential and erection bracing Is always required. Normal precautionary action for fusses mquires Such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision oferection of olives shall be under the control of persons experienced In the Installaton of trusses. Professional advice shalt be sought If needed. Concentration of construction bads greater than the design Inds shall not be applied to tresses at any time. No loads other than the weightof the erectors ahall be 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. Eacl 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 ReqMAXLIVELOADDEFLECTION: 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 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 shouldbemarkedontruss. 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 TI: H ATY:4 Joint Locations========e:=e:==== 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 5-1-8Ilk 1 2 Q 044-3 4 2-10-15 Attach with (4) 10d Toe -Nails Attach with (1) 10d Toe -Nails M 5-1-8 4 3 1-1-9 219# 3.50" 110# 2.50" 5-1-8 61N 50" e EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 0.6197 Maronda Systems 4005 MARONDA WAY WAKNIN(i: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Eng. Job: Dwg: Dsgnr: TLY TC Live Chk: 16.0 psf WO: SUNHV Truss ID: H Date: 6-11-02 DurFac - Lbr. 1.25 SANFORD. FL. 32771 Bracing shown on this drawing ts no erection bracing. wind bracing. portal bracing or shnilar bracingwhichIsapartofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bracing TC Dead 7.0 psr DurFae - Pit: 1.25 407) 321-0064 Fax (407) 321-3913 shown is for lateral support of tress members only to reduce buckling length. Provisions most be BC Live 0.0 psf O.C. Spacing: 24.0n TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined bythe building designer. Additional bracing of the aerall structure may be required. (See HID-91 of M. BC Dead 10.0 psf Desl n Criteria: TPI9 LICENSE #0050068 rruss Plate Institute. TPI. is located at 593 D'Onofrlo Drive. Madison. Wisconsin 53719). Code Desc: FLA 1990 OREENBROOR cr.OVIEDOYL,32766 TOTAL 33.0 psf V•06.02.02- 12 7- Deign: Matrix Andyfis JOB PATH: C:ITEE-LOKUOBS1125MPHISUNHV HCS: 05.02.02 JB: SUNBURY H AC: 10# UPLIFT D.L. DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as o result of faulty or incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- project and accepts no responsibility or exercises no control with regard to fabrics. lion, handling. shipment and installation of trusses. This truss has been designed as an individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part ofthe building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local clintatic records for wind or snow loads. project specification or special applied Inds. Unless shown, taus has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unlessotherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied dg i ceiling, they should be braced at a maximum spacing of I0'-0- o.e Connector Plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawingto verify that this drawingis in conformance Mlles the fabrlcatofs plans and to realize a continuing responsibilityforsuch -ri- ficatton. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for light fitting wood to wind bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4' long. A 6x8 plate is 6' wide x 6' long. Slots (holes) run parallel to the plate length specified. Doublecols an web members shag meet at the centroid of the webs unless otherwtse shown. Connector plate sizes are minimum sl= based on the forces shown and may need to be increased forcertain hand. lingand/orcaution stresses. This taus is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed In accordance with -Handling Installing 6 Bracing'. HI8-91. Trusses are to be handled with particular core during banding and bundling, delivery and Installation to amid damage. Temporary and pemmnenlbracingforholdingtrussesinastraightandphunbpas. Itmn 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 requites such temporary bracing during Installation between trusses to amid toppling and donunotng. The supervision of erection of trusses shag be under the contra. of persons experienced in the installation of trusses. Professional advice shall be sought If needed. Concentration of contmctton Inds gealer than the design loads shag not be applied to tames at anytime. No bads other than the weight of the erectors shall be applied to trusses unW 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, Xzt- 1.0BldType. 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 WO: SUNHV 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 1 399# Support 2 278# Support 3 43# TC... FORCE ... CSI ..BC...FORCE ... CSI 1- 2 50 0.65 4- 3 -2 0.50 TI: H 1 QTY:4 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 5-1-8Ilk 1 2 r600 0-4-3 2-10-15 5-1-8 4 3 219# 8.00" 110# 2.50" e 1-1-9 °. 5-1-8 61# 50" j (111-1-7) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 Over 3 Supports 0-4 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK Cr.OVIEDO.FL32766 WARNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracingwhichisapanofthebuildingdesignandwhichmustbeconsideredbythebuildingdo.gner. Bracingshownisforlateralsupportoftrussmembersonlytoreducebucklinglength. Provision must bemadetoanchorlateralbracingatendsandspecifiedlocationsdeterminedbythebuildingdesigner. Additionalbracing of theoverall structuremaybe required. (See HIB-91 ofTPI). n'nm Plate Institute. TPI, is located at 583 D'Onofrto Drive. Madison. Wisconsin 53719). Attach with (4) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.6197 Eng. Job: Dwg: Truss ID: H 1 Dsgnr: TLY Chk: Date: 6-11-02 TC Live 16.0 psf DurFac - Lbr. 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:06.02.02- 1277A- 1 r—. c.n1rX-L"AVVOJ11/Uafr1rt3UlPHV HCS: 06.02.02 DESIGN INFORMATION This design is for an Individual building component and has been based on Inforwton prodded by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect information, specifications and/ordesigns furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cifk project and accepts no responsibility or exerelses no control with regard to fabrlca. Uon, handling, shipment and Installation of trusso This thus has been designed as an Individual budding component in accordance with ANSIrM 1-1995 and NDS-97 to be Incorporated as part ofthe building design by a Building Designer (registered archmea or professional eng(neerd. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local chmatic records for wind or snow loads. project specifications or special applied bads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are 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 10'41' o.c. Connector plates shah be manufactured ftom 20 gauge hot dipped phanied steel meeting ASrM A 653. Cmde 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review thin drawing to verify that this drawing is In conformance with the fabricatoes plans and to r Llze a continuing responsibility forsuch veri- catton. Any discrepancies are to be put in writing before culling or fabrication. plates shall no be tmtalled over knotholes. knots or distorted gatn. Members shall be cut forUght lung wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shad be sym. about the joint unless otherwise shown. A SO plate is 5' wile x 4' long. A 0x8 plate is 8' wile x W long. Slats fhoks) ran parallel to the plate length spetdled. Double cuts on wcb members shall meet at the centroid of the webs unless otherwiseshown. Connector plate sizes ate minbmum sizes based on the form shown and may need to be Increased for certain hand- ling and/orerection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Allbracing and erection recommendations are to be followed in accordance with -Handling Insts mg & Boeing. HIB-91. Trussesare to be handled with particular can during banding and bundling, delivery andInstallation to omlddamage. Temporary and permanent bracing for holding trusses In a straight and plumb p-. Won and for resisting lateral form shag be designed and Installed by others. Careful hand- ling is essential and emetbn bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominobtg. The supervision of erection of trusses shall be under the control of personsexperienced In the trotadatlon of trusses. professional advice shall be sought If needed. Concentration of construction Inds greater than the design bads shad not be applied to trusses at any time. No Inds other than the weight of the erectors shall be applied to tresses until after all fastening and bracing Is completed. JB: SUNBURY H 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 MAXLIVELOADDEFLECTION: L/ 999 L=- 0.01" De, 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: SUNHV 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: I ATYA Joint Locations=====_=_==____= 1) 0- 6 8 3) 3- 1- 8 2) 3- 1- 8 4) 0- 6- 8 MAX. REACTIONS PER BEARING LOCATION----- X- Lac 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 3- 1-8 1 2 0 3- 1-8 r 1 4 3 154# 3.50" 67# 2.50" 37# 2 Om' e3-1-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSIYCPI 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 MOVIEDOXI-32766 WAKNIN( j: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing sham on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing whichisapanofthebuildingdesignandwhichmustbeconsideredbythebuddingdesigner. Bracing shownisforlateralsupportofthusmembersonlytoreducebucklinglength. Provblons 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 retfulred. (See 1118-91 of 7PI). muss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). Attach with (3) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.8792 Eng. Job: WO: SUNHV Dwg: Truss ID: Dsgnr: TLY Chk: Date: 6-11-02 TIC Live 16.0 psf DurFac - Lbr: 1.25 TIC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.o psf O.C. Spacing: 24.011 BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:06.02.02- 12779- 1 4••• ••'-• • • nUU wa rnrr: ul1cC-LUAUU1f511vMl'HUUNHV HCS: 06.02.02 I I JB: SUNBURY H AC: 104 UPLIFT D.L. WO: SUNHV WE: TI: 11 ATYA DESIGN INFORMATION This dwigr is for an individual building component and has been based on Information provided by the client. The designer disclaim any responsibility for darnages as a result of faulty or Incorrect Information, specification and/or designs furnished to the trusa dmlgnr by the client and the cor"etne or accuracy of this information as It my relate to aspe- cific project and accepts no responsibility or exercises no control with regard to fabrio- llon. handling. shipment and Installation of trusses. This truss has been destgned as an individual building component in accordance with ANSIrM 1.1995 and NDS-97 to be incorporated ss part of the building design by a Building Designer (registered architect or professional engneer). When reviewed forapproval by the building designer. the design loadings shown mustbe cheeped tobe sure that thedata shown are in agreement with the lord bulldog codes. loot c0nauc records for wind or snow loads. project specifications or special applied Inds. Unless shown. truss has not been designed for storage oroccupancy Inds. The design assumes compression chords floporbottom) are continu- ously braced by.aheathog unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid ceiling. they should be braced at a maximum spacing of 10'-0- o.c. Connector plates shall be rnanufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653. Grade 40. unless otherwise shown. 111331Kffi *]L,IZIQ0k Prior to fabrication. the fabricator shall review this drawing toverify that this drawingis in conformance with the fabricator's plus and to realize a continuing responslbWty, for such verl- 0cation. Any discrepancies are tobe put in writing before cutting or fabrication. Plates shin not be Installed over knotholes. knots ofdistorted grain. Membersshall be cut fortight ruing wood towood bearing. Con- nector plates shall be looted on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wile x 4- long. A6x8 plate is 6* wide x 8' long. Sleds (holes) run parallel to the plate Length specified. Doubt- cuts on web members shall meet at the centrold of the webs unless otherwise sham. Connector plate sizes are minimum alms based on the forces shown and may need to be increased for certain hand - Ling and/or erection stresses. This truss is no to be fabricated with fire retardant treated lumber unless otherwise shown. For additional infornation an Quality Control refer to ANSI/M 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed in accordance with -Handling Installing & BractrT. HIB-91. Trusses arc to be handled with particular care during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb prs- ltion and for resisting lateral forces shall be designed and installed by others. Careful hand - Ling is essentlal and enetlon bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid tippling and dominoing. The supervision of erection of trusses shall be under the control ofpersons experienced in the Installation of trusses. Professional advice shall be sought ifneeded. Concentmuon of construction loads greater than the design loads shin not be applied to trusses at any thna. No leads other than the weight of the erectors shall be applied to trusses untilafterall 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, CSC, 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 Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D= 0.00" Te-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 0 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the cociposite result of anlltiple 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-L.oc 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 L 3-1-8 L 1 1 2 Q 3-1-8 4 3 154# 8.00" 67# 2.50" lej 1-1-9 .1. 3-1-8 37# 2 0" ( R1-1-7) C/L: -0-0EXCEPTASSHOWNPLATESARETL20GATESTEDPERANSUTPI1-1995 Over 3 Supports WAKNIN(i: 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: 4005 MARON DA WAY BRACING WARNING: TC Live 16.0 psf SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing. wind bmcing. portal bracing or similar bracingwhichisapanofthebuUdtngdesignandwhichmustbeconsideredbythebuildingdesigner. Bracing TC Dead 7.0 psf 407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members onlyto reduce buckling length. Provisions must be BC Live 0.0 psf TOMAS PONCE P.E. Additionalnracin poitheoveerrallstends specified (determinedbyutebuudmgdaignec 8 Y required. (See I11B-91 of TPIi. BC Dead 10.o f1 LICENSE #0050068 rDtus Plate Institute. TPI, is Iodated at 583 D'Onofrio Drive. Madison. Wisconsin 53719). 1990 GREFNEIROOa Cr.OVIEDo.M32768 I TOTAL 33.0 psf Attach with (3) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.8792 Truss ID: 11 Date: 6-11-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA uesign: ilfmnz Andrjnr !UB PATH: C.1TEE-L0KU0B51125MP11ISUNHV HCS: 06.0102 JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: DESIGN INFORMATION hisdesign is for an Individual building component and has been based on information provided bythe client. The designerdisclatr ns any responsibility fordamage" as a result of faulty or Incorrect Information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cific pm)ect and accepts no responsibility or cxe ises no control with regard to fabrlca- tran, handling, shipment and installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/Pr 1-1995 and NDS•97 to be incorporated as part of the bunding design by a Building Designer (registered architect or professional englneerl. When reviewed forapproval by the building designer, the design loadings shown must be checked tobe sure that the data shown are In agreement with the local building codes. local climatic records for wind or snow loads. project specifications or special applied bads. Unless shown, truss has not been designed for storage oroccupancy Inds. The design assumes compression chords (top or bottom) are contlnu. ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of IV-O* o.e. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Priorto fabrtcotbn, the fabricator shall review this drawing to verffy that this drawing is In confortnancc with the fabricotofs plans and to realize a continuing responsibility for such verl- fic Lion. Any discrepancies are to be put in writing before cutting orfabrication. Plates shall not be Installed over knotholes• knots or distorted grain. Members shall be cut for tight etUng wood to wood bearing. Con- nector plates shall be located an both faces of the truss with nalb 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 0* wide x B' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate size are minimum slzes based on the forty shown and may need to be increased for certain hand. ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on oua8ly Control refer to ANSI/TPI 1-19% PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed In accordance with 'Handling Installing @ Bmdng'. HIB-91. Trusses are to be handled with particular cue during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos. Itbn and for resisting lateral fortes shall be designed and Installed by others. Careful hand- ling is essentlal and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dommoing. The supervision of erection of tresses shall be under the control of persons experienced to the Wlallaum oftrusses. Professional advice shall be sought Bneeded. Concentration of construction bads greater than the design loads shall no be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assuill to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, CaC, V- 12581ph, 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 psfImpactResistantCoveringand/or Glazing ReqMAXLIVELOADDEFLECTION: L/999 L- 0.00" D= 0.00" T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB - 1.15 Analysis based on Siuplified Analog Model. MULTIPLE LOADS -- This design is the corllposite 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 TI: J ®TY:4 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 L' 0 0-10-15 1-1-8 L 4 3 89# 3.50" 25# 2.50" 1-1-9 13# 2. n 1-1-s EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports Cmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK Cr.OVIEDO.FL32766 Attach with (1) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 1.5123 WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: SUNHV A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg° Truss ID: J CONTRACTOR. Dsgnr: TLY Chk: Date: 6-11-02 BRACING WARNING: TC Live 16.0 psf DurFae - I.br: 1.25 Bracing shown on this drawing is not erection bracing. wsnd bracing, portal bracing or similar bracing TC Dead 7.0 psr DurFae - Pit: 1.25whichisapartofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bracingshownisforlateralsupportoftrussmembersontoreducebucklingleonlyglength. Provisions must be BC Live 0.0 psf rrO.C. Spacin • 24.0Spacing: made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TN). BC Dead 10.0 tps Design Criteria: TPI rlruss Plate Institute, TPI• is located at 583 D'Onofrfo or". Madison. wtsmnsm 537191. Code Desc: FLA TOTAL 33.0 psf V:06.02.02- 12781- 1 a rrr,,,. a,.11cc AvvaauoMrnuunnv 1/CS. 06.02.02 JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faultyor Incorrect lnfornation, specUlwtbrts and/or designs furnished to the truss designer by the client and the correctness or accuracy ofthis Information as it may relate toa spe. C. project and accepts no responsibility or exercises no control with mgurl to fabrica- tion, handling, shipment and tmtatiauon of trusses. This thus has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated ns part of the building design by a Buudung Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked tobe sure that the data shown are In agreement with the local building codes, local climatic records for wind orsnow Inds, project specifications or special applied bads. Unless shown, truss has not been designed for storage oroccupancy loads. The design assumes compression chords (top or bottom) are conUnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are no fully braced laterally by a property applied rigid ceiling. they should be braced at a mamnum spacing of 10'-40- o.c Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricuor's plans and to mall acontinuing responsibility forsuch vent. fimtion. Any discrepancies are to be put In wrung before cutting or fabrication. Plates shall not be Installed over knothole, knots or distorted grain. Members shall be cut for tight fitting wood to wood baring. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the jotnt unless otherwise shown. A 5x4 plate is 5' wide x 4' long A 6x8 plate Is Ir wide x it tong Slew tholes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid or the webs unless otherwise shown. Connector plate sizes are mtntmum slur based on the forces shown and may need to be Increased for certain hand. ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AD bracing and erection recommendations are to be followed In accordancewith 'Handling Installing & Bracing", HID-91. Trusses are to be handled with particular cue during banding and bundling delivery and installation to avoid damage. Temporary and permanent bracing for holding to In a straight and plumb pos- Won and for resisting lateral force shall be designed and installed by others. Careful hand- bng is essential and erection bracing is always required. Normal precautionary action for tnisses requires such temporary bracing during installation between irvsses to avoid toppling and dominoing. The supervision of erection of tr sses shall be under the control of persons experienced In the Installation oftresses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads sham not be applied to trusses at any time. No Inds other than the weight ofthe erectors sham be applied to muses 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. 125nph, H. 21.0 ft, T= 1.00, mtp.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 MAX LIVE LOAD DEFLECTION: L/999 L- 0.00" D- 0.00" T- 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB - 1.15 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. 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 TI: J 1 61TYA Joint L==______ ocations_______ 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-Laoc 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 1-1-8 1 2 6.00 0-10-15 L 1-1-8 L 4 3 89# 8.00" 25# 2.50" 1-1-9 1-1-8 13# 2. " C/L: 1114EXCEPTASSHOWNPLATESARETL20GATESTEDPERANSI/TPI 1-1995 Over 3 Supports Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GRFENBROOK Cr.0V1ED0.rL32766 Attach with (1) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 1.5123 WAKNINU: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: SUNHV A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: J1 CONTRACTOR. Dsgnr: TLY Chk: Date: 6-11-02 TC Live 16.0 psf DurFae - Lbr: 1.25BRACINGWARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 which is a part of the building design and which must be considered by the building designer. Bracingshamistrusslateralsupportoftrmembersonlytoreducebucklinglength. Provisions must be BC Live 0.0 a pSO.C. Spacing: 24.On made to anchor lateral bracing at ends and specified locations determined by the building designer. ciAdditionalbracingortheoverallstructuremayberequired. (See HIS-91 of M. BC Dead 10.0 psf Design Criteria: TPI muss Plate Institute. TPI. is bunted at 583 D•Onafro Drive. Madison. Wisconsin 53719). Code Desc: FLA TOTAL 33.0 psf V:06.02.02- 12782- 1. nvaayru JUa ruin: L:11ee-LUAUUM1WAfY/fl3UNHV /ICS: 06.02.02 I I JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: TI: J2 ATY:2 DESIGN INFORMATION This design is for an Individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information, spec8lcotlons and/or doigtu 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 exerebes no control with regard to fabnco- n, handling. shipment and Installation of trusses. This testis has been designed as an indlvidual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the budding design by a Building Designer (registered architect or professional englneerl. When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the kcal buckling codes. local climatic lorecordsforwindorsnowads. project specifications or spacial applied loads. Unless shown. truss has notbeen designed for storage oroccupancy loads. Thedesign assumes compression chords (lop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a property applied rigid ceding, they should be braced at a maxim= spacing of l0r4r o.e. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to rebate a continuing responsibWty, for such veil. f cation. Any discrepancies are to be put in waiting before cutting or fabrication. Plain shall not be Installed over knotholes. is or distortedgrain. Members shall be cut for light Batingwood to wood bmrtng. Con- nector plates shad be located on both faces of the truss with nabs fully imbedded and shall be sym. about the joint unless otherwise shown. A Sx4 plate Is 5- wide x V long. A 6x8 plate Is 6" wide x 8- long. Slots (hates) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sirs are mintrnaun alas Weed on theforces shown and may need to be increased forcertain hand- ling and/orerection stresses. This thus is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations ore to be followed In accordance with -Handling Installing @ Bracing". HI13-91. Trusses are to be handled with particular mrc during banding and bundling, deltvery and Inetadalion to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- ition and for resisting lateral forces shad be designed and installed by others. Careful hand- Iing is essential and erection bracing b always required. Normal precautionary action for misses requires such tempomTy bracing during tnstallatlon between tnuaes to avoid toppling and dominoing. The supervision oferection of muse shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought B needed. Concentration of construction loads greater than the design Inds shad not be applied to trusses al any time. No Inds other than the welght 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 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise Wind Case- ASCE 7-98, CIC, V. 125mph, H- 21.0 ft, I- 1.00, Exp.Cat. B, Xzt- 1.0 Bld Type- Part L- 40.0 ft W= 1.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf MAX LIVE LOAD DEFLECTION: L/999 L- 0.00" D= 0.00" To 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB a 1.15 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of milltiple 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 1 176# Support 2 66# Support 3 15# TC ... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -9 0.03 4- 3 -3 0.02 Joint Locations=======__====_= 1) 0- 6- 8 3) 1- 1- 8 2) 1- 1- 8 4) 0- 6- 8 MAX. REACTIONS PER BEARING LOCATICN----- X-Loc Vert Horiz Uplift Y-Loc Type 1- 0- 4 24 26 -66 TOP PIN 0- 1-12 88 32 -176 BOT PIN 1- 0- 4 21 0 -15 BOT H-ROLL 1-1-8 4222 Q 0-10-15 Attach with (1) 10d Toe -Nails Attach with (1) 10d Toe -Nails 4 3 89# 3.50" 25# 2.50" le 1-1-g Die 1-1-8 21- 4C/L: 1 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 1.5123 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: SLINHV A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: J2MarondaSystems CONTRACTOR. Dsgnr: TLY Chk: Date: 6-11-02 BRACING WARNING: TC Live 16.0 psr DurFac - Lbr. 1.254005MARONDAWAYBmctngshownonthisdrawingbnoterectionbraeSANFORD, FL. 32771 which b a ist wind bracing portal bracirtg designer. smilar bracing TC Dead 7.0 psr DurFae - Plt: 1.25 part er the budding dolgm m which must ed considered by the Dulldini ions Bracing O C. Spacing: 24•0n407) 321-0064 Fax (407) 321-3913 Shaun b for lateral support ofanus members only to reduce buckling lengh. Provisions must be BC Live 0.0 psf l Jp g L made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 10Design Criteria: TPI TOMASPONCEP.E. Additional bracing of theoverall structuremay be required. (See H.0 psf IB-91 of TPI). ,,,1 A LICENSE #0050068 rrruss Plate Institute, TPI, b located at 583 D'Onofrlo Drive. Madison. Wisconsin 53719). Code Desc: FLA 18900REENBROOK Cr.OVIEDO.M32766 I TOTAL 33.0 psf V.06.02.02- 12783- 1 uerign: Afdrnr AnolySrt JOB PA771: C:ITEE-L0KV08S1125MPHISUNHV HCS: 06.02.02 JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: DESIGN INFORMATION This deslgn Is for an Individual building component and has been based on information provided by the client. The designerdisclaims any responsibility for damages as n result of faulty or Incorrect Infomation, specdlcations and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to aspe- cMc project and accepts no resportslbWty, or exercises no control with regard to g fabrica- tion, handlinshipment and Installation of trusses. Th1s truss has been designed as an Individual building component in accordance will ANSI/• IPI 1.1995 and NDS-97 to be incorporated as part of thebuilding design by a Budding Dmtgner ( registered architect or professional engineer). When reviewed for approval by the budding designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for wind or snow toads. project specifications or special applied bads. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes cornpres Ilon chords (lop or bottom) are contlnu. ously brandby sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a property applied rod cellirtg, they should be braced at a maxim= spacing of 10'-0' o.e Connector plates shad be manufactured from 20 gauge hot dipped gahmntud 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 dmwtng Is In confomance with list 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 shad not be tnsta[kd over knotholes. knots or distorted grain. Members shall be cut for tight filling wood to wood bearing. Can - nectar plates shad be located on both faces of the truss with nags fully imbedded and shad be sym. about the joint unless otherwise shown. A 5x4 plate In 5' wide x 4' long A 6x8 plate is 6' wile x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sties are mInhnum sizes based on the forces shown and may need to be increased for certain hand. ling and/or erection stresses. This tress is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/ IPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with'Handlbtg installing & Bracing. HIB-91. Trusses are to be handled with particular care during handing and bundling delivery and Installation to avoid damage. Temporary and permanent bmctng for holding trusses In a straight and plumb pos- Man and for resisting lateral forces shad be designed and Installed by others. Careful hand - Ling is essential and erection bracing is allays required. Noma] precautionary action for trusses require such temporary brad" daring ImLaUntion between trusses to avoid toppling and dotnlnoing. The supervision of erection of tresses shall be under the control of persons experienced in the Wtallatbn of trusses. Professional advice shall be sought if needed. Concentration of construction Inds greater than the design Inds shall not be applied to tiussea at any time. No Inds other than the weight of the erectors shall be applied to trusses until after all fastening and bracing la completed. TOP CHORDS: 2x4 SP #2 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 Wind Case- ASCE 7-98, CSC, V. 125oph, 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 MAXLIVELOADDEFLECTION: 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= 0.02" RMB - 1.00 T 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 TI: K QTY:1 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 TO 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 7-" 1 2 5 0 5X10 5X10 21- 0 0 11 10 9 8 1447# 8.00" 1447a 8 00" 3- 10-3 0- 4-3 T7 I 1- 9 21- 0-0 @1-11 9 430# 430# () R1-1-n EXCEPTASSHOWNPLATESARETL20GATESTEDRANSI/TPI 1-1995 scale = 0.2880 WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: SUNHV LMaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: K CONTRACTOR. BRACING WARNING: Dsgnr: TLv Chk: Date: 6-11-02 4005 MARONDA WAY TC Live 16.0 psf DurFac - Lbr: 1.25 SANFORD, FL. 32771 Bracing shown an this drawing is not erection bracing wind bracing, portal bracing or similar bracing whichisapartofthebuildingdesignandwhichmustbeconsideredbythebuddingdesigner. Bracing forlateralTC Dead 7.0 psr DurFae - Pit: 1.25 O. C. Spacing: 24.0n 407) 321-0064 Fax (407) 321-3913 shown Is support of thus membersonly to reduce buckling length. Provisions must be BC Live 0.0 psf TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additionalbracingoftheoverallstructuremayberequired. (See 11IB-91 of TPI), BC Dead 10.0 f PsDesign Criteria: TPI LICENSE # 0050068 Tnuss Plate Institute. TPI, Is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). Code Dese: FLA 1890 GREENBROOK MOVIEDO.FL3276a TOTAL 33.0 psf V•06.02.02- 2 85- 4••• •••••••`^ ^•"•• J+•, IUD rArr1: t.:I/1C-WAVUff3I/OMYHUUNHV HC& 06.02.02 JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: TI: L ATY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the =__ _=___=====Joint Locations=====______===_ This design is foran Individual building BOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1) 0- 0- 0 5) 16- 2-12 9) 9- ,0- 0componentandhasbeenbasedonInformationWEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 4- 9- 4 6) 21- 0- 0 10) 0- 0- 0proanyreedbythlityfa L 'The ages as a result of continuous) braced unless noted otherwise. 3) 9- 0- 0 7) 21- 0- 0anyroponsroWtyforaanagaasa,tiutior PROVIDE UPLIFT CONNECTION PER SCHEDULE: Wind Case- ASCE 7-98, C&C, V- 125mph, 4) 12- 0- 0 8) 12- 0- 0faultyorincorrectInfarmalbn, specifications and/ordesignnsfundshed to the truss designer Support 1 565# Ha, 21.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 ----MAX. REACTIONS PER BEARING IQCATION------ bythe client and the correctness oraccuracy Support 2 597# Bld Type--Encl L= 40.0 ft W= 21.0 ft Truss X-Loc Vert Horiz Uplift Y-Loc Type ofthisInformationasamayrelatetoaspeMAXLIVELOADDEFLECTION: in INT zone, TC DL- 4.2 psf, BCDL- 6.0 psf 0- 4- 0 744 60 -565 BOT PIN clftcprojectandacceptsnoresponsibilityorL/ggg Resistant Covering and exemi,3nocontrol withmilanitofabrto- L--0.03" D=-0.03" T=-0.06" Impact 4 and/or Glazing Reg 20- 8- 0 744 0 -597 HOT H-ROLL tion, handling. shipment and Installation of trusses. This truss has been designed as 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/TPI1-1995 and NDS-97 to be Incorporated MAX HORIZONTAL LIVE LOAD DEFLECTION: 2- 3 -896 0.26 9- 8 756 0.29 as partofthebulkingdesignbyaBuildingT- 0.01" Designer (registeredarchitectorprofessional4- 5 -893 3- 4 - 0.27 8- 7 952 0.40 engtneerl. When reviewed for approval by the RI.IB - 1.15 93 budding designer, the design loadings shown 5- 6 -1107 0.38 must be checked to be sure that the data shown are in agreement with the local building codes. lord climatic records for wind or snow loads.project specifications or special applied Inds. Unless shown• truss has not been designed for storage or occupancy bads. The design assumes compression chords ( top or bottom) are continu- ously braced by sheathing unlessotherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceding, they should be braced at a maximum spacing of 10'-0' o.e. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting AS- M A 653. 9-0-0 3-0-0 9-0-0 Grade 40, unless otherwise shown. 1 2 5 FABRICATION NOTES a Prior tofabrication. the fabricator shall review •00 this to to verify thatthis drawing Is in conformance with the fabricator's plans and to 4X8 4X6 matte a continuing responsibility for such veri- ftcatbn. Any discrepancies areto be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes• knots or distortedgrain. Membersshall be cut for tight Biting wood to wood baring. Con- nector plates slab be located on both faces of 2X4 2X4 the truss with nails fully Imbedded and shall be sym.about thejoint unless otherwise shown. A 5-3-15 4-10-3 Sx4 plateis5" wide x 4' long. A 6x8 plate b 6* wide x 8' long. Skits (hobs) run parallel to the plate length specified. Double cuts an web members shall meet at the centrotd of the wets 0-4-3 -3 unless otherwiseshown. Connector plate sin are minimum stun based on the force shown and may need to be increased for certain hand- _ and/or erection tnottobefabricatedfire retardant 3X6 6X8 3X8 lumber unless otherwise shown. Foradditional3X6InformationonqualityControl refer to ANSIrM 1.1995 PRECAUTIONARY NOTES Ail bracing and erection recommendations areto be followed in accordance with "Handling Instal(tng tf Bmcing"• HIB- 91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight andplumb pos- ltion and1or resisting lateral fomcss 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 bratxng duttng insinuation between trusses to avoid toppling and dominoing. The supervision of erection of trusses stall be under the control of persons experienced in the Installation of trusses. Professional advice shall besought if needed. Concentration of corlstmetton lads greater than the design loads shall not be applied to trusses at any tine. No bads other than the weight of the erectors shall be appliedto trusses until after all fastentng and bracing - b completed. 21-0-0 10 9 g 745# 8. 00" 745k 8. 00" 21-0-0 EXCEPT AS SHOWN PLATES ARE T1.20 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 # 005W68 IBM OREENBROOK Cr. 0VIED0.FZ_ 927M WAKNIN(a: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bmctng shown on this drawing is not erection bracing, wind bracing. portal bracing or similar bracing which is a part of the budding design and which must be considered by the building designer. BradnH shorn Isfor lateral support ofmessmembersonlytoreducebucklinglength. provisions must be made to anchor lateral bracing at ends and specified locations determined by the bunding designer. Additional bracing of the overallstructuremayberequired, (See HIB-91 of in. rrr ss Plate ImUtute. TPI, is located at 583 D'Onofrio Drtve, Madison. Wisconsin 53719). 119 1 (R1-1-•n scale = 0.2880 Eng. Job: WO: SLINHV Dwg: Truss ID: L Dsgnr: TLY Chk: Date: 6- 11-02 TC Live 16.0 psf Durfac - Lbr: 1.25 TC Dead 7.0 psf DurFae - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33. 0 psf V: n .02.02- 12786- 1 e...a,.. —....0 .a.awy,., Jvu r•Arn: (.:UI•.t4,UAVU93I1Z)MPHI5UNHV HCS: 06.02.02 JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: TI: M ®TY:5 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the Joint Locations= ==__ =____== 1)==0=== This design is for an individual building BOT CHORDS: 2x4 SP #2 cooposite result of multiple loads. 0- 0 4) 15- 5-12 7) 10- 6- 0componentandhasbeenbasedonInformation the WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 5- 6- 4 5) 21- 0- 0 8) 0- b- 0 any provideddisclaimsclient.Thedamagesn asanyresponsibilityfordamagesv a result of continuous) braced unless noted otherwise. Y 3) 10- 6- 0 6) 21- 0- 0 faulty or incorrectinformation. specifications PROVIDE UPLIFT CONNECTION PER SCHEDULE: Wind Case- ASCE 7-98, C&C, V. 125niph, MAX. REACTIONS PER BEARING LOCATION ----- and/ordeslgns furnished to the truss designer Support 1 549# H. 21.0 ft, I- 1.00, Exp.Cat.'B, Rzt= 1.0 X-Loc Vert Horiz Uplift Y-Loc Type ' by theclient and the correctness or accuracy Support 2 581# Bld Type= Encl L. 40.0 ft W. 21.0 ft Truss 0- 4- 0 745 60 -549 BOT PINofthisInformationasItmayrelatetoaspe- eBic ptojcct and accepts no responsibWtyor MAX LIVE LOAD DEFLECTION: in INP zone, TCDL= 4.2 psf, BCDL= 6.0P psf 20- 8- 0 745 0 -581 BOT H-ROLL exercises no control with regard to fabrics- L/999 Impact Resistant Covering and/or Glazing Req lion, handling, shipment and Installation of L=-0.03" D=-0.03" T=-0.05" trusses. This truss has been designed as an MAX HORIZONTAL TOTAL LOAD DEFLECTION: TC ... FORCE... CSI ..BC... FORCE... CSIIndividualbuildingcomponentInaccordancewithT- 0. 03" 1- 2 -1083 0.37 8- 7 927 0.50ANSI/PI 1-1995 and NDS-97 to be incorporated MAX HORIZONTAL LIVE LOAD DEFLECTION: 2- 3 -827 0.27 7- 6 927 0.50aspanofthebuildingdesignbyaBuildingT- 0 - 01" 3- 4 -827 0.27Designer (registered architect or professional engineer). When reviewed for approval by the RAID 1.15 4- 5 -1083 0.40 building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climaticbrecordsforwindorsnow ads. project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy Inds. The design assumes compression chords (top or bottom) arecontlnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied MW oldceng, they should be braced at a maximumspacingof10'-0' o.c ConnectorIlk 1-0 10-&0 plates shall be manufactured from 20 gauge hot 1 2 dippedgalvanizedsteelmeetingASTMA653. 4 5 Grade 40. unless otherwise shown. ' O -6.00 -1 FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawingto verify that this drawing is In conformance wlth the fabricators plans and to realize a continuing respomfbWty for such verl- 0catlon. Any discrepancies are to be put In wrlUng before cutting or fabrication. Plates shall not be Installed over knothole, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates stall be located on both faces of the truss with rags fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 piste is 5' wide x 4' long. A 6x8 plate is 6' wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sues based on the forces shown and tray need to be increased for certainhand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/ 7PI 1-1995 PRECAUTIONARY NOTES Ail bracing and erection recommendations are to be followed in accordance with -Handling Installing @ Bracing', IIIB-91. Trusses arc to be handled with particular cue during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses Ina straight andplumb pos- Itbn and for reststtng lateral forty shall be designed and installed by others. Careful hand- ting is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought If needed. Concentration of constructionInds greater than the design Inds shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. 4X6 21- 0-0 Ilk8 7 745# 8.00" 745N 8.00rr 1-1-9 R1- 17) I I© 21-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE # 0050068 1890 OREENBROOKCr.OVIEDOXI-32766 Design: Matrir Analysis WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bmctng, wind bracing, portal bracing or similar bracing whichisapanofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bracing shownisforisteralsupportoftrussmembersonlytoreducebucklinglengthProvisionsmustbemade to anchor lateral bracing at endsand specified locations determined by the building designer. Additionalbracingoftheoverallstructuremayberequired. (See MB-91 of TPQ. rrruss Plate ImUtute, TPI, is located at 583 D'OnofrbDrive, Madison. Wismnsm 53719). JOB PATH: CJ7EE-L0K1J0BSV25MPH1SUNHV Eng. Job: Dwg: Dsgur: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 osf 5- 7-3 0- 4-3 119 Scale = 0.2880 Truss ID: M Date: 6-11-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O. C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 06.02.02 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Infonnatlon as it may relate toa spe- eific project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/7PI 1.1995 and NDS-97 to be Incorporated as part of the building design by n Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes, local cltmnUc records for wind or snow bads, project specifications or special applied bads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottorr0 are conlinu. ousty braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid ceiling. they should be braced at a maximum spacing of 10'-0' o.e Connector Plato shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shag review this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a continuing responstbWty for such verl- ficaUon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes. knots ordistorted gain. Members shall be cut for tight BtUng wood to wood hearing. 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 6xB plate is 6- wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cos on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizesareminimumstr— based on the forces shown and may need to he Increased for eery n hand- ling and/or erection stresses. Ths is trusnotto be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with 'Handling Installing 6 Bracing', HIB-91. Trussesare to be handled with particular cue during bandingand bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in astraight and plumb pos- Ulon and for resisting lateral forces shall be designed and Installed by others. Careful hand - Ling is essenttJ and erection bracing is ahaata required. Normal precautionary action for trtrsaes requires such temporary bracingduring Installation between trusses to avoid toppling and dommoing. The supervision of erection of trussesshall be under the control of persons experienced In the installation of trusses. Professional advice shall be sought if needed. Concentration of construelbn loads greaterthan the design Inds shall not be applied to trusses at any time. No (cads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. JB: SUNBURY H AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP # 3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 357# Support 2 161# MAX LIVE LOAD DEFLECTION: L/999 L- 0.00" D- 0.00" T- 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.01" RMB - 1.00 0-3-14 1 am WO: SUNHV 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= Part L= 40.0 ft W- 4.2 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf TC... FORCE ... CSI .. BC ... FORCE ... CSI 1- 2 -39 0.30 4- 3 0 0.25 TI: N ®TY: 1 0==---Joint Locations=====_______=== 0- 0 3) 4- 2-15 2) 4- 2- 15 4) 0- 0- 0 TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+ D 0 0- 0- 0 -25 4- 2-15 BC Vert L+ D 0 0- 0- 0 -10 4- 2-15 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 2- 8 24 134 -357 BOT PIN 4- 1- 2 51 0 -161 BOT H-ROLL 4-2-15 Ilk 1 24 4-2- 15 F 11 4 la 1- 6- 2 25# 4.95" 5111 2 50" R1-6-0) 4-2-15 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 M—aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P. E. LICENSE #0050068 1990 GREENBROOR Cr. OVIEDO.FL32766 Design: Matrix Aimbwt scale = 0.9093 WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Eng. Job: Dwg: Dsgnr: TLY Chk: Truss ID: N Date: 6-11- 02 TC Live 16. 0 psr Durfac - Lbr. 1.25 Bracing shown on this drawing Is not erection bracing, wind bmcing, portal bracing or similar bracing which Is apanofthebuildingdesignandwhichmostbeconsideredbythebuildingdesigner. Bracing TC Dead 7.0 psr DurFae - Pit: 1.25 shown is for lateral support of truss re s members onlytoducebucklinglength. Provisions most be BC Live 0.0 psf O.C.Spacing: 24.0" P made toanchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing oftheoverallstructuremayberequired. (See HIB-91 of TPO. BC Deadlo.o psr Design Criteria: TPI fiYuss Plate Institute TPI, is located at 583 D•Onafno Drive Madison. Wisconsin 53719). Code Dese: FLA TOTAL 33.0 psf I V•06.02 0 - 12789- 1 JOB PATH: C. ITU-L0KU0BSI/25MPNISUN11V HCS: 06.02.02 JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: TI: O ATY:3 DESIGN INFORMATION This design is for an Individual building component and has been based on information provided by the client The designer disclaims any responsibility for damages asa result of faulty orIncorrect Information. specifications nd/or designs furnished to the thus designer by the client and the correctness or accuracy ofthis Information as it may relate to a spe- linc project and accepts no responsibility or reuses no control with regard to fabrica- tion. handling. shipment and installation of trusses. This truss has been designed as an individual building component In accordance with ANSI/7P1 1.1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engtneed. When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the localbuilding codes, local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy Inds. The design assumes compression chords (top or bottom) are continu. ously braced by sheathing unlessotherwise spec8ned. Where bottom chords In tension are not fully braced laterally by a property applied rigid ceWng. they should be braced at a maximum spacing of 10`4r o.e. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASfM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verlfy that this drawing is in conformance with the fabricator's plans and to realte a continuing responsibility for such veA- ocatlon. Any discrepancies are to be put In writing before cutting or fabrication. Plates stall no be installed over knotholes. knots or distorted grain. Members shall be cut for tight Oiling wood to wood bearing. Con- nector plates shall be located on both far of the truss withnails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' tong. A 6x8 plate is 6' wide x 8' long. Slots (holes) run pata0el to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sties based on the forces shown and may need to be increased for certain hand- ling and/or eretllon stresses. Ibis thus is not to be fabricated with fire retardant treated lumber unless otherwise sham. For additional Information on Quality Control refer to ANSI/ IPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with 'Handling Installing a Bractng. HIB-91. Trusses are to be handled with particular core during banding and bundling. delivery and Installation to avoiddamage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Won and for resisting lateral fortes shall be designed and Installed by others. Careful hand. Itng is essential and erection bracing is always required. Normal precautionary action for trusses requtres such tenpomiy bracing during installation between trusses to avoid toppling and dominoing. The supervision of electionof trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought If needed. Concentration of constructionloads greaterthan the design Inds shall not be appliedto trusses at any time. No loads other than the weight of theerectors stallbe 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, Xzt= 1.0 Bld Type- Part L= 40.0 ft W= 3.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf MAXLIVELOADDEFLECTION: L/ 999 L=- 0.01" D= 0.00" T=-0.01" MAX HORIZONTAL TOTAL LARD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 2- 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. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 307# Support 2 171# Support 3 48# TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -28 0.24 4- 3 -3 0.19 Joint Locations_ 1) 0 6a======_________ 7 3) 3- 0- 0 2) 3- 0- 0 4) 0- 6- 7 MAX. REACTIONS PER BEARING LOCATION----- X- Loc Vert Horiz Uplift Y-Loc Type 2- 10-12 64 83 -171 TOP PIN 0- 1-12 150 107 -307 BOT PIN 2- 10-12 56 0 -48 BOT H-ROLL 3- 0-0 6 00009 3-0-0 F / 4 3 150# 3.50" 65# 2.50" e 1- 1-9 .1.3-0-0 57# 2i50n 111- 1-7) C/L: 2- 0-12 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE # 0050068 lases caEENBROOK Cr.0VIEDO.f1.32768 Attach with (3) 10d Toc-Nails Attach with (1) 10d Toe -Nails scale = 0.9028 WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: SUNHV A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: O CONTRACTOR. Dsgnr: TLY Chk: Date: 6-11-02 TC Live 16.0 psf DurFac - Lbr: 1.25 BRACINGWARNING: Bracing shown on this drawing is not erection bracing, wind bmcn& portal bracing or similar bracing TC Dead 7.0 psr DurFae - Pit: 1.25 which is a part of the building design and which must be considered by the building designer. Bracing shownisforliteralsupportoftrussmembersonlytoreducebucklinglength. Provisions must be BC Live 0.0 psr O.C.Spacing: 24.0" pgmade to anchor lateral bracing at ends and specified locations determined by the building designer. Additionalbracingoftheoverallstructuremayberequired. Ism H18.91 of TPI). BC Dead 10.0 psf Design Criteria: TPI trnrss Plate institute. M. is located at 583 Donofrio Drive. Madison. Wisconsin 537191. Code Dese: FLA TOTAL 33.0 psf V:06.02.02- 12791- 2 gn: nrmru nnmysu !UH rAf H: L11ftt-LUKUUHS1125A1PHISUNHV HCS: 06.02.02 JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: DESIGN INFORMATION Tits design is for an Individual building component and has been based on Information provided by the client- The designer disclaimsanyrrsponsbWtyfordamagesasaresultof faulty or Incorrect Information. specifications and/or designs furnished to the thus designer by the client and the correctness or accuracy of this tnfomuatlon as it may relate to a spe- ci0e project and accepts na responsibility or exercises no control with regard to fabrira- Uon. handling, shipment and Installation of trusses. This taus has been designed as an indlvtdual building component In accordance with ANSIrM 1.1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engneed. When reviewed for approval by the building designer. the design loadings shown most be checked to be sure that the data shown are In agreement with the local budding codes. local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properlyapplied rigd ceiling. they should be braced at a maximum spacing of 19-V o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvantzed steel meeting ASTM A 653. Grade 40. unlem otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to realizea continuing responsibility for such ven- flcation. Any discrepancies art to be put In writing before cutting or fabrication. Phan shall not be Installed over knotholes, knots ordistorted grain. Members shall be cut for tight fitting wood towood hearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shag be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6.x8 plate is 6' wide x 8- long. Slots (holes) run patagel to the plate length specified. Double cuts on web members shag meet at the centrod of the webs unless otherwise shown. Connector plate slur are minimum sizes based on the forces shown and may need to be Increased for certain hand. lingand/orerection stresses. This thus is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control ruler to ANSI/TP1 1.1995 PRECAUTIONARY NOTES AD bracingand erection recommendations are to be followed In accordance with -Handling Installing & Bracing'. HIB-91. Trusses arc to be handled with particularcare during banding and bundling. delivery and Installation to avoid damage. Temporaryand permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shad be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for tnL"cs requires such temporarybracing during Installation between trusses to avoid toppling and dominoing. The supervision oferection of trusses shag be under the control of persons experienced In the Installation oftrusses. Professional advice shag be sought If needed. Concentrationof construction lards greater than the design bads shall no be applied to trusses at any time. No bads other than the weight ofthe erector shag be applied to trusses until after all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 BDT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x8 SP #2 3 design considerations (by others) for lateral forces due to wind or seismic loadsonbuildings. CAUTIONIII Bearing block ends must meet requirements of ANSI/TPI 1-1995, Table 10.2-2 for masrirmrm reactions and proper PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 388# Support 2 211# MAX LIVE LOAD DEFLECTION: L/999 L--0.01" D--0.01" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB - 1.00 0-4-3 1 L 3-6-3 MULTIPLE LOADS -- This design is the composite result of multiple loads. All CO+IPRESSION Chords are assumed to be continuously braced unless noted otherwise. Design based on 1-ply laminated Bot chord. End verticals designed for axial loads onlyEndverticalsthatareextendedabove/below Wind Case- ASCB 7-98, C&C, V- 125mph, H- 21.0 ft, i= 1.00, Exp.Cat. B, Rzt= 1.0BldType. Part L. 40.0 ft We: 8.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -524 0.19 6- 5 460 0.14 2- 3 0 0.31 5- 4 469 0.20 TI: P ATY:1 Joint Locations= ===_ ___ ======= 1) 0- 0 0 3) 8- 0- 0 5) 3- ,0- 0 2) 3- 0- 0 4) 8- 0- 0 6) 0- 0- 0 TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 1- 9 -46 3- 0- 0 TC Vert L+D -54 3- 0- 0 -54 8- 0- 0 BC Vert L+D -20 0- 0- 0 -20 3- 0- 0 BC Vert L+D -23 3- 0- 0 -23 8- 0- 0 Concentrated LBS Location BC Vert L+D -51 3- 0- 0 MAR. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 365 0 -388 BOT PIN 7- 8- 0 324 0 -211 BOT H-ROLL 3-0-0 5-0-0 1 3 0 4X8 3xa 1-8-0 0-7-4 7-4-12 16 5 366# 3.50" 8-0-0 32511 8.00" 1-1-9 R1-1-7) 52# EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.5977 WAKNIN(i: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: SUNHV Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: P CONTRACTOR. BRACING WARNING: Dsgar: TLY chk: Date: 6-11-02 4005 MARONDA WAY TC Live 16.0 psf DurFac - Lbr: 1.25 SANFORD. FL. 32771 Bracing shown on this drawing is not erection bracing, wind bmcbi& portal bracing or similar bracingwhichisapanofthebuildingdesignandwhichmustbeconsideredbythebuddingdesigner. Bracing TC Dead 7.0 psf DurFae - Pit: 1.25 407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions most be BC Live 0.0 psf O `. Spacing: p eing: 24.0" TOMAS PONCE P.E. made toanchor lateral bracingat ends and specified locations determined by the building designer. Additional bmstructure chngoftheoverallStcturemay be required. (See HIM of TPI). BC Dead 10.0 psf Design Criteria: TPI 9LICENSE # 0050068 fDuss Plate Institute. TPI, is located at 583 D'Gnofrio Drive. Madison. Wtsconsm 537191. Code Desc: FLA 1890GREENBROOKMOVIEDO.%.32766 TOTAL 33.0 psf V:06.02.02- 27 4- 2 I— rr,rr. r.:uca-[.Vevvo3vOMrriJUlvNP HCS: 06.02.02 JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: DESIGN INFORMATION This design Is for an Individual building component and has been based on InfontuiLlon provided by the client The designer disclaims any responsibility for damages as a result of faulty or Incorrect rminfoation. 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 responslbdity orexerelsesnocontrolwithregardtofabrica- tion, handling. shipment and installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/7PI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the heal building codes, local clanatic records for wind or snow, loads. Project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy bads. The designassume compresskm chords (top or bottom) areconUnu- ously braced bysheathing unless otherwise specified. Where bottom chords In tension are not fully braced Laterally by a properly applied rigid ceding, they should be braced ata maximum spacing of la-(r o.e Connector plates shall be manufactured from 20 gauge hot dipped gahanlzed steel meeting ASIM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricators plans and to nallze a continuing responsibility for such veri- ficatlon. Any discrepancies arc to be put In writingbefore cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight Riling wood to wood hearing. Con- nector plates shall be located on both faces of the truss with rails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is 6' wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrow of the webs unless otherwise shown. Connector plate slots are minhnum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/7PI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are tobe followed in accordance with -Handling Installing 6 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 holdingtrusses in a straight and plumb pos- IUon and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and enaction bmetng Is allays required. Normal precautionary action for trusses requires such temporary bracing during installation between (noses to avoid toppling and domnirming. The supervision of erection of tnrsses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought if needed. Concentration of comstnution loads greater than the design loads shall not be applied to trusses at any time. No bads other than the weight of the erectors shall be applied to musses until after all fastening and bracingiscompleted. 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 7-3-15 044-3 T7L I 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, CSC, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Rzt= 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 TI: U QTY:1 Joint Locations=====________== 1) =O0- 0 5) 23- 1- 1 9) 16-1A- 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 13-0-011 1 2 5 6 60000 -600 3.00 I 5X6 5X6 I 3.00 640-3 04-3 0-3-8 I Io- P9 0-38 12-10-0 3-9-0 12-10-0 1 11 1 8 i 1042# 3.50" 1042# 3.50" 1- 30-0-0 11'1-9R1-1-7) I r 1-1-'nEXCEPTASSHOWNPLATESARET1.20 GA TESTED PER ANSUTPI 1-1995 scale = 0.2077 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #005W68 11190 GREENBROOK MOVIEDOXI-32766 WAKNIN(4: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing b not erection bracing, wad bracing. portal bracing or similar bractngwhichisapanofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bracingshownisforlateralsupportoftrussmembersonlytoreducebucklinglength. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracingofthe overall structure may be required. (SeeHIB-91 of7P9. rltuss Plate ImUlute. TPI, is located at 583 D'Onofrio Drive- Madison. Wisconsin 53719). Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 psf Truss ID: U Date: 6-11-02 DurFac - Lbr. 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA a cav,vnuvwuoarrnnaun'nv NCS: 06.02.02 JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect. Information, specifications and/or designs furnished to the thus designer by the client and the correctness or accurscy 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. This thus has been designed as an individual building component in accordance with ANSI/7P1 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown most be checked to be sure that the data shown areIn agreement with the lord building codes, local climatic records for wind or snow loads, project specNrrUons or special applied loads. Unless shown. trim has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) are conttnu- ously braced by sheathing unless otherwise specllled. Where bottom chords In tension arc not fully braced laterally by a property applied rigid ceiling, they should be braced at a maximum spacing of 10'-0- o.e Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting 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 plvu and to reallzea continuing responsibility for such verl- Bmtion. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots ordistorted grain. Members shall be cut for light Biting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise sham. A 5x4 plate is 5' wide x V long. A &x8 plate is T wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unlessotherwise shown. Connector plate sizes art minimum size based on the forces shown and may need to be Increased for certain hand. Wngand/orerection stresses. This truss Is not to be fabricated with floe retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ail bracingand erection recommendations are to be followed In accordance with -Handling Installing a Brad . Ills-91. T rases are to be handledwith particular care during banding and bundling deWety and installation to avoid damage. Temporary and permanent bm" for holding trusses In a straight and plumb pos- Ition and for resisting lateral form shall be designed and installed by others. Careful hand- ling is essential and erection bracing is alloys required. Normal precautionary action for trusses requires such temporary bracing during installation between rouses to amid toppling and dominoing. The supervision oferection of trusses shall be under the control of persons experlenced In the Installation of trusses. Professional advice shall be sought B needed. Concentration of construction loads grater than the design loads scull not be applied to muses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fasteningandbracing 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 6-3-15 0-4-3 TY I MULTIPLE LOADS -- This design is the composite result of nalltiple 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, Rzt- 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 TI: V ATY:1 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 Ilk 11-0-0 8-0-0 11-0-0 1 2 4 6 7 0 3.00 I SX6 3X4 5X6 3.00 5-10-3 0-4-3 0-3-8 I I _I0-3-8 10-10-0 1, 7-9-0 1010-011121119 ' 1042# 3.50" 1-1-9 1042/! 3.50 30-0-0L 1-1-9 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 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 OREENBROOK Cr.CMEDO.FL32706 WAKNIN(a: 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 no erection bracing, wind bracing, portal bracing orsimilar bmcingwhichisapartofthebuildingdesignandwhlohmustbeconsideredbythebuildingdesigner. BracingshownisforlateralsupportoftommembersonlytoreducebucklinglengthProvisionsmustbe made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bmcing of the overall structure may be required. (See HIB-91 of TPI). truss Plate Institute, TPI, is located at 583 D'Onofrlo Drive, Madison, Wisconsin 53719). Eng. Job: WO: SUNW DWg: Truss ID: V Dsgnr: TLY Chk: Date: 6-11-02 TC Live 16.0 psf DurFac - Lbr. 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.o psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 osf xi -nil n,3 no_ i -r7oi. n a.'--r-wvoauoarrnuutvnv HCS: 06.02.02 JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: TI: W QTY:1DESIGNINFORMATIONTOPCHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the Joint Locations==..... ________ 1)=0==06ThisdesignisforanIndMdualbuilding component and has been based on Information HOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 composite result of multiple loads. 0 5) 21- 0- 0 9) 20-1Q- 8 provided by the clifor Thedesignera 2x4 #2 All COMPRESSION Chords are assumed to be 2) 4-10-15 6) 25- 1- 1 19) 15- 0- 0 any responsibility for damages ss a result or resultSP 3,5 continuously braced unless noted otherwise. Y3) 9- 0- 0 7) 30- 0- 0 11) 9- 1- 8 faultyorincorrectInformation, specifications and/ or designs furnished to the truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: Wind Case- ASCE 7-98, C&C, Vm 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 4) 15- 0- 0 8) 30- 0- 0 12) 0- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- - bytheclientandthecorrectnessoraccuracyofthis Informationas It may relate to a ape- Support 1 781# Support 2 819# Bld Type- Enel L= 40.0 ft W= 30.0 ft Truss X-Loc Vert Horiz Uplift Y-Loc Type elite project and accepts no responsibility or MAX LIVE LOAD DEFLECTION: in INf zone, TCDL= 4 .2 sf, BCDL= 6 . 0 p psf0- 1-12 1042 92 -781 HOT PIN exercises nocontrol with regard tofabrtm- L/999 Impact Resistant Covering and/or Glazing Req 29-10- 4 1042 0 -819 BOT H-ROLL lion. handling, shipmentandInstallationoftroves. This trtvhas been designed asan L=-0.30" D=-0.31" T=-0.60" TC... FORCE ... CSI ..BC ... FORCE ... CSI Individual building component inaccordancewithMAXHORIZONTALTOTALLOADDEFLECTION: 1- 2 -3247 0.66 12-11 2955 0.76 ANSI/lPI 1.1995andNDS-97 to be Incorporated as part of the building design by Building T= 0, 38" 2- 3 -2946 0.54 11-10 2629 0.59 Designer (registered architect or professional MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -3163 0.56 10- 9 2629 0.59 engtneed. When reviewed for approval bythe 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 tobesurethatthedatashown6- 7 -3246 0.68 arc In agreement withthelocalbuildingcodes. local climatic records for wind or snow loads. project specifications or special applied bads. Unless shown, thus has not been designed for storage or occupancy loads. The destgn assumes compression chords (top or bottom are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in temiarn ame not fully braced laterally by a property applied rigid ceWng, they should be braced at a maximum spacing of 19- T 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, the fabricator shag review this drawing to verify that this drawing H in conformance with the fabricator' s plans and to reaLim a continuing responsibility for such verl- flcatbn. Any dbvepanci= are to be put In writing before cutting or fabrication. Plates shallnot be Wialled over knothole. knots or distorted grain. Members shallbe cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faro of the truss with nalls fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 50 plate is 5- wide x 4- long. A 6x8 plate is 6' wide x 8' long. Slots (holes) run parallel to the plate length specfied. Double cuts on web member shall meet at the ccntrold of the ebs unless zes Otherwise shown. Connector platesiareminimumshubased on the form shown and may need to be increased for certain hand- ling and/or erection stresses. This trussIs not to be fabricated with fire retardant twitted lumber unless otherwise shown. For additional I ,tlon on Quality Control refer to ANSI/71" 1-1995 PRECAUTIONARY NOTES Ail bracing and erection recommendations are to be followed in accordance with'Handling Installing b Bracing. HIB- 91. Trusses are to be handled with particular care during banding andbundling, delivery and Installation to avoid damage. Temporary andpermanent bracing for holding muses In a straight and plumb pos. ttbn and for resisting lateral form shall be designed and Installed by others. Careful hand- Iing is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during btstallation between Inmsses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the InsWlalion of trusses. Professional advice shag be sought If needed. Concentration of construction loads grater than the design bads shall not be applied to trusses at any time. No loads other than the eight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. T 5- 3-15 04- 3 9-0- 0 kIlk 12-0-0 9_0_0 1 2 4 6 7 0 3.00 I 5X6 2X4 5X6 I 3.00 0- 38 8-10- 0 11- 9-0 k8-10-0 1042# 3.50" 11 10 1042#13. 50" 1- 1-9-930-M 1-1- 9 RI-1-n I ! e (RI 1-1- 7) EXCEPTASSHOWNPLATESARETL20GATESTEDPERANSI/TPI 1-1995 scale = 0.2077 4-10-3 0- 4-3 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax ( 407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 11YAKN1r4Itrt: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Beting shown on this dmwing is not erection bracing, wind bmein& portal bracing or similar bracing which is a putofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bracing shown Is for lateralsupportoftowmembersonlytoreducebucklinglength. Provisions must be nude to anchor lateral bracing at ends and specNed locations determined by the building designer. Additional bracing of theoverallstructuremayberequired. (See HIB-91 of TPII. Rruss Plate InsUtute..TPI, is located at 583 D'Onofrlo Drive. Willson. Wisconsin53719). Eng. Job: Dwg: Truss ID: W Dsgnr: TLY Chk: Date: 6-11-02 TIC Live 16.0 psf DurFac - Lbr: 1.25 TIC Dead 7.0 psf DurFae - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:06.02.02- 12800- 2 t,.uccv.vnvvoaarcrmrnuurvnv HCS: 06.02.02 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsibilityfor damages as a result of faulty or incorrect Information• specillmuom and/or design furnished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to aspe- cific prgecl and accepts no responsibility or exembcs no control with regard to fabrica- tion• handling, shipment and installation of trusses. This truss has been designed as an individual building component in accordance wish ANSI/7P1 1.1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect orprofessional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the loco( building codes• local cWnatic records for wind or snow bads, Project specifications or special applied Inds. Unless shown. truss has not been designed for storage or occupancy Inds. Thedesign assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension am not fully braced laterally by a property applied rigid ceiling• they should be braced at a maximum spacing of 10'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to mallze a continuing responsibility for such vert- 0mtiun. Any discrepancies are to be put in wrung before cutting or fabrication. Plates shall notbe installed over knotholes. knots or distorted grain. Members shall be cut for tight nULng wood to wood bearing. Con- nectorplates 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 W wide x 4' long A 6x8 plate is 6' wide x 8- long Slots (holes) run parallel to theplate length specified. Double cuts on web members shall meet at the centroid ofthe webs unless otherwise shown. Connector plate sirs are minimum slzn m mabased on the forshown and y need to be increased for certain hand- ling and/ orerection stresses. This tress Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Infomstln on Quality Control refer to ANSI/7PI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with *Handling Installing a Bracing. HIB•91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding tosses ina straight and plumb pos. Ilion and for resisting lateral form shall be designed and Installed by others. Careful hand. ling Is essential and erection bracing is allays required. Normal premuuonmy action for trusses requirm such temporary bracing during installation between susses to avoid toppling and dominotng. The supervision of erection of muses shall be under the control of persons experienced in the installation of trusses. Professbraladvice shall be sought if needed. Concentration of construction loadsgreater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to tosses until after all fastening and bracing Wcompleted. JB: SUNBURY H AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #1 D 2x8 SP # 1 D 2,3 BOT CHORDS: 2x6 SP #1 D WEBS: 2x4 SP #3 2x4 SP # 2 2,4 2-PLY TRUSSI fasten w/3"X 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 766# Support 2 766# MAX LIVE LOAD DEFLECTION: L/707 at JOINT # 8 L=-0. 50" D=-0.51" T--1.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0. 29" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0. 14" RMB = 1. 00 0.3 WO: SUNHV WE: 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 2-ply laminated Bot chord. End verticals designed for axial loads only. End verticals that are extended above/below Wind Case- ASCE 7-98, C&C, V. 125mph, H. 21. 0 ft, I= 1.00, Exp.Cat. B, Rzt= 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 - 6390 0.22 10- 9 5873 0.33 2- 3 - 10679 0.51 9- 8 6405 0.54 3- 4 - 10679 0.51 8- 7 6407 0.54 4- 5 - 6391 0.22 7- 6 5874 0.33 TI: X 61TY:2 m==----m-- Joint Locations--=---se- 1) 0- 0- 0 5) 30- 0- 0 9) 5-,3- 0 2) 5- 0- 0 6) 30- 0- 0 10) 0- 0- 0 3) 15- 0- 0 7) 24- 9- 0 4) 25- 0- 0 8) 15- 0- 0 TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 1- 9 -46 5- 0- 0 TC Vert L+D -77 5- 0- 0 -77 25- 0- 0 TC Vert L+D -46 25- 0- 0 -46 31- 1- 9 BC Vert L+D -20 0- 0- 0 -20 5- 0- 0 BC Vert L+D -33 5- 0- 0 -33 25- 0- 0 BC Vert L+D -20 25- 0- 0 -20 30- 0- 0 Concentrated LBS Location BC Vert L+D -195 5- 0- 0 BC Vert L+D -195 25- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1- 12 1684 0 -766 BOT PIN 29-10- 4 1685 0 -766 BOT H-ROLL 2-PLYS REQUIRED 5.0_ 0 1, 20-0-0 5-0-0 1 3 5 3.00 i 8X10 10X10 Ryin 0 I 3. 00 038 P9 4- 11- 8 19-6-0 4-11-8 10 8 I 1685# 3. 50" 1685# 3.50" 1 1-30-0 R11-7) I 196# 196# (R1-1-7) EXCEPT ASSHOWNPLATESAREL20GATESTEDPERANSI/TP1 1-1995 scale = 0.2077 T 0- 41- 3 2-10-3 I WAKNIN( i: READ ALL NOTES ON THIS SHEET. Eng. Job: -WO: SLINHV LMaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: X CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 6-11-02 4005 MORON DA WAY TC Live 16.0 psf DurFac - Lbr: 1.25 SANFORD, FL. 32771 Bracing shown on this drawing b not erection bmeing, wind bracing. pan of the building design and which must tt considered by the building designer. Om which isadportalbracingorsimier. bracing Bracing 8TCDead 7.0 psf DuiFac - Pit: 1.25 407) 321- 0064 Fax (407) 321-3913 shown b for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C. Spacing: 24.0" TOMAS PONCE P.E. at ends and specified locations determined by the building designer. made toanchorlateralbramyAdditionalbmcing oftheoverallstructureyberequired. (see HIB-91 of TP0. BC Dead10.0 psf Design Criteria: TPI 9 LICENSE #0050068rows Plate Institute, TPI, is located at 593 D'Onofrio Drive, Madison. Wisconsin 53719). Code Desc: FLA 1890 GReeNBROOK Cr. tmeDO.FL32788 TOTAL 33.0 psf V-06.02.02- 28 - 2 tea r rr,. t nrcc•wnvvnmrc7nrrnuunnv HCS: 06.02.02 JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the client. The designer dlsclabns 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 correctrness oraccuracy, 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. This truss has been designed m an Individual buildingcomponent in accordancewith ANSI/TP1 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by thebuildingdesigner, the design loadings shown must be checked to be sure that the data sham are In agreement with the local building codes. local climatic records for wind or snow loads. Project spectfleations orspecial applied bads. Unless shown, truss has no been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced bysheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid cellfti& they should be braced at a maximum spacing of la-0' o.e Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653, Crode 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that Oils drawing is In conformance with the fabricators plans and to It= a continuing responsibility for such vert- Motbn. Any discrepancies are to be put in writingbefore cutting or fabrication. Plates shall no be Installed wet knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood hearing. Con- nector plates shall be located an both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' aide x 4- long. A 6x8 plate is 6' wide x Ir long. Slots (holes) nm parallel to the plate length specified. Double cuts an web members shall meet at the centrold ofthe webs unless otherwise shown. Connector plate at= are minimum sites based on the forces shown and may need to be Increased for certain hand- Iing and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI I-I9% PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling Installing n Bmcing'. HIB-91. Trusses am to be handled with particular tare during banding and bundling, deltmry and installation to amid damage. Temporary and permanent bracing far holdingtrusses In a straight and plumb pos- Won and for resisting lateral forces shall be designed and installed by others. Careful hand- ling N essential and erection bracing is always required. Normal precautionary action for trusses requires sdch temporary bracing during installation between louses to avoid toppling and dominotng. 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. Concentrotlon of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the welght of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 HOT 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 MULTIPLE LOADS -- This design is the ceuposite 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= 1.0BldType= 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 TI: Y QTY:2 Joint Locations===__=== =_ 1) 0- 0 3) 7- 0-14 2) 7- 0-14 4) 0- 0- 0 TOTAL DESIGN LOADS ------------ Uniform PLF Prcm 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 HOT PIN 6-11- 1 193 0 -266 BOT H-ROLL 7-0-14 1 2 4- 2.12 I U-4-15 1 11 6-7-15 4 395# 4.95" 193N 2 50" I- (111-6-0) - 7-0-14 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSMI 1-1995 scale = 0.6346 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE J/005W68 1890 OREENBROOK Cf.OVIEDOYL32766 WARNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracingwhichisapartofthebuildingdesignandwhichmustbeconsideredbythebu0dbngdesigner. BracingshownisforlateralsupportoftrussmembersonlytoreducebucklinglengthProvisionsmustbe made to anchor lateral bracing at ends and specified locations detemdned by the building designer. Additional bracing of the overall structure may be required. [See HIB-91 ofTP9. rruss Plate Institute, TPI, is located at 5113 D'Onofrto Drive, Madison. Wisconsin 53719). Eng. Job: Dwg: Dsgur: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 Psf BC Dead 10.0 psf TOTAL 33.0 psf Truss ID: Y Date: 6-11-02 DurFac - Lbr: 1.25 DurFac - Plt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA r. -r.cc-r.vAvvoaucimrnuurvry HCS: 06.0Z02 JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: DESIGN INFORMATION This design is for an fndtvldual building component and has been based on Information provided by the client The designer disclaims any responsibility for damages as a result of faultyor Incorrect Information, specifications and/or deslgns furnished to the truss designer by the client and the correctness or accuracy of this information as It may relate to a ape- cgic project and accepts no responsibility orexercisesnocontrolwithregardtofabrica- tion. handling, shipment and Installation of trusses. This fails has been designed as an Individual building component In accordance with ANSI/TPI 1.1995 and NDS-97 to be incorporated as part of the building design by a Building Designer IregIstered architect or professional engtnceri. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) areconUnu- ousy braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced Literally by a properly applied rigid cellng, they should be braced at a maximum spacingof 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 dmwtng to verify, that this drawing is in conformancewith the fabricator's plats 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 ordistorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plats shall be located on both faces of the truss with nalis fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A US plate is 6' wife x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sins are minimum sizes based an the forces shown and may need to be increased for certain hand- ling and/orerection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ail bracing and erection recommendations are to be followed In accordance with "Handling Installing A Bracing', HID-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 trusses in a straight and plumb pos- Won and for resisting lateral form shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoidtoppling and dominoing. The supervision of erectionof trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought it needed. Concentration of constructionbads greater than the design loads shag not be applied to trusses at any time. No loads other thanthe weight ofthe erectors shag be applied to trusses until after ail 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 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 1 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= 5.0 ft Truss in INP 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 TI: Z 9TY:11 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 Ilk1 2 0 3. 00 I a3- s CR 4- 8-8 Ilk4 3 215# 3.50" 108# 2.50" 1- 1-9 -1- 5-0-0 59# 450" R1- 1-7) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSi/TPI 1-1995 Over 3 Supports C/ L: 4-10.12Maronda Systems] ' 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-W64 Fax (407) 321-3913 TOMAS PONCE P.E. LICFNSE # 0050068 1990 OREENUROOK Cr.0"EDO.FL34766 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 erection bracing, wind bracing, portal bracing or similarbracing whichisapartofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bracing shownisforlateralsupportoftawmembersonlytoreducebucklinglength. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additionalbracingoftheoverallstructuremayberequired. (See HIB-91 of TPI). n'russ Plate Institute, TPI, is located at 583 D'Onofrto Drive, Madison, Wisrnnsin 53719). Attach with (4) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.6314 Eng. Job: WO: SUNRV Dwg: Truss ID: Z Dsgnr: TLY Chk: Date: 6-11-02 TC Live 16.0 psf DufFac - Lbr: 1.25 TIC 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 TOTAL 33.0 psf V:06-02-02- 12805- I S". , aw,u ^c—y+ JUn ruin: L:Utt-LUKUU851ILWPHISUNII11 HCS: 06.02.02 JB: SUNBURY H . AC:.10# UPLIFT D.L. DESIGN INFORMATION This design b for an Individual bulldtng component and has been hued an Wormatlon provided by the client. The designer disclaim anyresponsibility for damages es a result of faulty or Incorrect information, specifications and/or designs furnished to the truss designer by theclient and the correctness oraccuracy of this Information as It may relate toa spe- dile project and accepts no responsibility or emb- no control with regard to fobrka- lion. handling. shipment and Installation of tresses. This truss has been designed as an Individual building component In accordance with ANSf/'M 1. 1995 and NDS-97 to be Incorporated as part of thebuilding design by a Building Designer (registered architect or professional engtrim). When reviewed for approval by the building designer. the design Imdtngs shave must be checked to be a— that Ue data ahown are in agreement with the local buiidkng codes. local cWnatic records for wind or snow loads. project spedflmtlam or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes campressiorl chords (top or hotlam) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension art not fullybraced h1eratly by a properly applied rigid ceiling. they should be braced at a maximum spticing of 10'-0- o.e Connector plate shall be manufactured From 20 gauge hot dipped gal-ntred steelmeeting AS7MA 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shag review this drawing to verify that this drawing is In conformance with the fabricator's plain and to realize a continuing responsibility for such val. Nation- Anydherepaneles are to be put In wrtung before cutting orfabrlmUon. Plato shall not be Installed over knotholes. knots or distorted gmtn. Members shall be cut for tight 9tUng wood to wood bearing. Con. nector plates shall be located on both face of the trusswith nalb fully Imbedded and shall be aym. about the joint unless otherwise shown. A Sx4 plat, 1, 5' wide x 40 long. A US plate is ffwidez8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs urdess otherwise sham. Cormector plate sizes are nunlmum sires based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss b not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Worriation on Quality Contra] refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ail bracing and erection recmmncndatfons are to be followed In acoordance with -Handling installing Q Bractrig'. HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and tastalhuan to avoid damage. Temporary and permanent bracingforholdingtrussesinastraightandplumbpos- Rion and for resbting lateral form shall be designed and fiction d by others. Careful hand. ling is essential and erection bracing isalways required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid topper and domtnobig. The supervision of erecUon of musses shall be under the control of personsexperiencedintheinstalauenoftrusses. Professional advice shall be sought If needed. Concentration ofconstruction Imdsgreater than the design loads shall not be applied to trusses atany lime. No Inds other than the weight of the erectors shall be applied to tresses until afterall fastening and bracingIscompleted. 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- 0.00" RMB = 1.15 WO: SUNHV 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 shouldbemarkedontruss. 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 psfImpactResistantCoveringand/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI1- 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 Type1- 0- 4 24 28 -65 TOP PIN0- 1-12 88 37 -163 BOT PIN 1- 0- 4 12 0 -6 BOT H-ROLL 3.00 I 0-3-8 0-104 3189# 3.50" 25N 2.50" 1-1-9 13N 2. " 1-1-8 EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSI/TPI 1-1995 Over 3 Supports Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Malru Analysis WAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracmg shown on this drawing is not creation bmcmg, wind bracm& portal bmctng or shullar bmdngwhichisapartofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. BracingshownisforlateralsupportoftrussmembersonlytoreducebucklingLengthProvblonsmustbemadetoanchorlateralbracingatendsandspecifiedlocationsdeterminedbythebuildingdesigner. AddlUonal bracing ofthe overall structure may be required. (See HIS-91 ofTPq. ffnus plate Institute. TPI, Is located at 5a3 D'Onobfo Drive. Madison. Wiscansin 537191. 0-8-9 0-2-8 t Attach with (1) 10d Toe -Nails Attach with (1) 10d Toe -Nails Eng. Job: Dwg: Dsgur: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf scale = 1.5123 Truss ID: ZI Date: 6-11-02 DurFac - Lbr. 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA JOB PAIN: CA EE-L0KV0BS112SAfPH1SUN11V NCS: 06.02.02 DESIGN INFORMATION This design is for an individual building component and has been based on Infonnatton Provided by the client. The designer dbciabm any responsibility for damages w a result of faulty or Incorrect Information. speculations and/or design furnished to the thus designer by the client and the correctness or accuracyofthisInformationasitmayrelatetoaspe. cific project and accepts no responsibility or exembes no control with regard to fabrics - Bon. handling, shipment and Installation of trusses. This taus has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as partof the buildingdesign by a Building Designer (mgbtemd architect or professional engineer). When reviewed for approval by thebuildingdesigner. the design loadings shown must be checked to be sure that the data shown are In agreement with the local building code. local climatic records for wind orsnow bads. Project speelflalbns or special applied loads. Unless shown. truss has not been designed for storage or occupancy bads. The design assumes compression chords (top orbottom) are conlhnu. ousy braced by sheathing unless otherwise specified. When bottom chords in torsion are not fully braced laterally by a properly applied rigid coiling, they should be braced at a manmmum spacing of Io-T o.0 Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASfM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Priorto fabrication. the fabricator shall review thisdrawing to verify that this drawing Is in conformance with the fabnatee. plans and to realizea continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed war knotholes. mots or distorted gram. Members shall be cut for' light fitting wood to wood bear". Con- nector plates shall be located on both faces of the truss with nstb fully anbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate b 5' wide x4- long. A 6x8 plate is 6' wide x 8' long. Slots (holes) run parallel to the Plate length specified. Double cuts on web members shall meet at the centtotd ofthe webs unless otherwise shown. Connector plate sins an minimum slzes based on the forces shown and may need to be increased for certain hand- Itng and/or ereetbn stresses. This truss Is no to be fabricated with fire retardant treated lumber unless otherwise shown. For additional mf.1.1on on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection mccamnendatfoms are to be followed in accordance with -Handling InstalBng & Bracing•. HIB-91. Trusses are to be handled with particular ale during banding and bundling, delivery and Installation to avid damage. Temporary and permanent bracing for holding musses in a stralghl and plumb pos- Itlon and for resisting lateral fames shall be designed and Installed by others. Careful hand- ling Is essential and erection bracing b alwaysrequired. Normal precoutle-uy action for trusses requires such temporary bracing during Installation between tomes to avoid toppling and dominoing. The supervision of erection of tnnssees shall be under the control of persons experienced In the Installation of trusses. Professional advice shag be sought B needed. Concentration of construction Inds greater than the design lauds shag not be applied to tames at any time. No bads other than the weight of the erectors shall be applied to meson until after all fastening and bracingiscompleted. JB: SUNBURY H AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise Shim or wedge if necessary to achieve fullbearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 284# Support 2 176# Support 3 27# MAX LIVE LOAD DEFLECTION: L/999 L--0.02" D= 0.00" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB = 1.35 WO: SUNHV 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 multiplesupports. Interior bearing locations shouldbemarkedontruss. 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, ltcp.Cat. B, Fztm 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 TC... FORCE...CSI ..BC ... FORCE ... CSI1- 2 47 0.25 4- 3 17 0.19 TI: Z2 QTYA Joint Locations:a—=______=___ 1) 0- 9-13 3) 3- 1- 8 2) 3- 1- 8 4) 0- 9-13 TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 1- 9 -46 0-10-11TCVertL+D -82 0-10-11 -82 3- 1- 8BCVertL+D -20 0- 0- 0 -20 0-10-11 BC Vert L+D -38 0-10-31 -38 3- 1- 8 MAX. REACTIONS PER BEARING LOCATION----- X-Lac Vert Horiz Uplift Y-Loc Type3- 0- 4 114 88 -176 TOP PIN0- 1-12 198 119 -284 BOT PIN3- 0- 4 65 0 -27 BOT H-ROLL 3-1-8 1 2 6.00 1-2-7 0-8-8 3.00 I a3-8 2-10-0 4 199# 3.50" 115# 2.50" j (Rill eie 3-1-8 65# 2 On EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 Over 3 Supports C/L: -04 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890GREENBROOR Cr.OVIEDO.F7-92766 Duign: Almrir Analysis VVAKNIN(j: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracin& wind bracing, portal bracing or similar bracingwhichIsapartofthebuildingdesignandwhichmostbeconsideredbythebuildingdesigner. BracingshownbforlateralsupportoftrussMembersonlytoreducebucklingmadetoanchorlateralbraatendsandserIcr' Provbiorrs must be Additional bracing of the averall structure ma locations ( determined by the building designer. Rnm Plate Institute, TPI, b located at 50 D'Onofr toDINe. AMadbt"Bn,9Wbconstn 53719). JOB PA771.• C.•17EE-L0A'V0BS1125A1PHISUNHV TOTAL. Eng. Job: Dwg: Dsgnr: TLY Clik: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf 33. 0 nsf Attach with (3) lOd ' foe -Nails Attach with (1) 10d Toe -Nails scale = 0.8792 Truss ID: Z2 Date: 6-11-02 DurFac - Pit: 1.25 O. C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS. 06.0202 DESIGN INFORMATION This design isfor an Individual bu8ding component and has been based on Information Providedby the client. The designerdisclaims any responsibility for damages as a result offaultyorincorrectinformation, specifications and/ordesigns furnished to the tress designer by the client and the correctness or accuracyofthisInformationasitmayrelatetoaspe, clfic project and accepts no responsibility oruerctsesnocontrolwithregardtofabrica- tion, handling, shipment and Installation of truces. This truss has been designed as an Individual building component in accordance with ANSI/7P1 1-19% and NDS-97 to be Incorporated as part of the building design by a BuildingDesigner (registered architect or professional enginced. When reviewed for approval by thebuildingdesigner, the design loadings shownmustbecheckedtobesurethatthedatashown are In agreement with the local building codes. local uWnatic records for wind or snow loads. pu; cct spetlficauons or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (taporbottom) are continu. ously braced by sheathing unless otherwise sPec0led. Where bottam chords in tenslon are not fully bmeed laterally by a properly appliedrigideeWng. they should be braced at a maximum spacing of IOr-0- o.e Connector Plates shall be manufactured from 20 gauge hotdippedgahanizedsteelmeetingASIMA653. Crade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to vertfy, that this drawing is in cenforrnance with the fabrtratoes plans and to malize a continuing responsibility for such ven- Dcation. Any df empancim are to be put In writing before cutting or fabrication. Plain shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight Wting wood to wood bearing, Con. nector plates shall be located on both faces of the Ines with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A5x4plateis5' wide x 4' long. A 6x8 plate is 6' wide x 8- long. Slots (holes) run parallel totheplatelengthspecified. Double cuts on web member shall meet at the centrold ofthe webs unless otherwise shown. Connector plate sizesaremintmumsuesbasedontheforcesshownandcosyneedtobeincreasedforcertainhand. itng and/or erection stresses. This toss is not to be fabricated with floe retardant treated mluber unless otherwise shown. For addltionalWbrnationonQualityControlreferto ANSIrm 1-1995 PRECAUTIONARY NOTES All bracing and erection recornanendatjons are to be followed In accordance with -HandlingInstalling & Bracing', III"]. Trusses are to be handled with particular care during bondingandbundling, delivery and installation to avoid damage_ Temporary and permanent bracingforholdingtnssesInastraightandplumbpos- Won and for resisting lateral forces shall be designed and tnsta6ed by others. Careful hand. ling is essential and erection bracing is alwaysrequired. Normal prerrutionary action for uusaes requires such temporary bmeing during tnslallxBon between louses to avoid topplinganddominoing. The supervision of erection of trusses shall be under the control of personsexperiencedintheinstallationoftrusses. Pmfessbnal advice shall besought Ifneeded. Concentration of construction bads greaterthanthedesignbadsshallnotbeappliedto trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracingiscompleted. JB: SUNBURY H AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 3,5 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 797# Support 2 779# MAX LIVE LOAD DEFLECTION: L/859 at JOINT # 4 L=-0.41" D=-0.42" T=-0.83" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.40" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.20" RMB = 1.15 T 4-3-15 0-4-3 1-4 Q 3.00 I WO: 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, If 1.00, Exp.Cat. B, Kzt='1.0BldType= Encl L= 40.0 ft W= 30.0 ft TrussinINTzone, TCDL- 4.2 psf, BCDL= 6.0 psfImpactResistantCoveringand/or Glazing Req TC... FORCE CSI 1- 2 3239 0.63 2- 3 3152 0.51 3- 4 4083 0.90 4- 5 4083 0.90 5- 6 3152 0.51 6- 7 3239 0.62 BC...FORCE ... CSI 12-11 2933 0.67 11-10 2840 0.71 10- 9 2839 0.71 9- 8 2933 0.67 TI: Z3 61TY:1 Joint Locations=== ===-t=. = =__ 1) 0- 0- 0 5) 23- 0- 0 9) 22-10- 82) 3-10-15 6) 26- 1- 1 10) 15= 0- 03) 7- 0- 0 7) 30- 0- 0 11) 7- 1, 84) 15- 0- 0 8) 30- 0- 0 12) 0- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type0- 1-12 1042 -50 -797 BOT PIN29-10- 4 1042 0 -779 BOT H-ROLL 5X6 2xd .., 1042a 3.50" -" iu 11-1-9-9 1 1-1-7) I 30-0-0 EXCEPT AS SHOWN PLATES ARE T1.20 GA TESTED PER ANSI/TPI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 CREPA'BROOk C'.OVIEDO.FI-927a6 Design: Afathr Analysis 1 YHKNIN4i: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bmeing shown on this drawing is not erection bracing, wind bracing. portal bracing or similarbracingwhichisapanofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. BracingshownIsforlateralsupportofbussmembersonlytoreducebucklinglength. Provulons must bemadetoanchorlateralbracingatendsandspecifiedlocatiotsdeterminedbythebuildingdesigner. Additional hearing of the overall structure may be required. IS" HID-91 ofTT'q. Muss Plate Institute. TPI. Is located at 583 D'Onofno Drive. Aladison. Wisconsin 53719). JOB PATH: C:IT££-L0KU0RSIj25AlPjjISUNNV Q T 04-3 3-10-3 T 13.00 038 6-10-0 I 1042# 3.50" scale = 0.2077 Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 psf Truss ID: Z3 Date: 6-11-62 DurFac - Lbr. 1.25 DurFac - Plt: 1.25 O.C. Spacing: 24.011 Design Criteria: TPI Code Desc: FLA HCS: AS 07 n7 FORM 60OA-2001 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs* Residential Whole Building Performance Method A FAddress: ct Name: SUNBURY Builder: MARONDA HOMES101cmwriCOWRYLk)H Permitting Office: State: Wlud' F(, Permit Number: Owner: ELECTRIC Jurisdiction Number: Climate Zone: Central 1. New construction or existing 2. Single family ormulti-family New 12. Cooling systems 3. Number of units, ifmulti -family Sin le TamilgY - 1 a. Central Unit Cap: 40.5 kBtu/Irr - 4. Number of Bedrooms 3 SEER: 11.00 - 5. Is this a worst case? ye.3 - b. N/A 6. Conditioned floor area (ft') 2223 ft' c. N/A7. Glass area & type a. Clear - single pane b. Clear - double pane 267.0 ft' _ 13. Heating systems c. Tint/other SI•IGC - single pane 0.0 ft, - 0.0 f a. Electric Heat pump Cap: 40.5 kBtu/hr - d. Tint/other SHGC - double pane 0.0 fe b. N/A HSPF: 7.20 - 8. Floor types a. Slab -On -Grade Edge Insulation R-0.0, 136.0(p) ft c. N/Ab. N/A c. N/A 9. Wall types 14. Hot water systems a. Concrete, Int Insul, Exterior R=4.2, 720.0 fP a. Electric Resistance Cap: 50.0 gallons - b. Frame, Wood, Exterior R=l 1.0, 992.0 ft' b. N/A EF: 0.93 - c. Frame, Wood, Adjacent R=l 1.0, 159.0 ft' d. N/A e. N/A c. Conservation credits 10. Ceiling types HR-Heat recovery, Solar a. Under Attic- 1200.0 fP DHP-Dedicated beat pump) 15H VAC credits b. N/A c. N/A CF-Ceiling fan, CV -Cross ventilation, PT, - 11. Ducts IiF-Whole house fan, a. Sup: Unc, Ret: Con. AH: Interior Sup. R=6.0, 150.0 ft - PT -Programmable Thermostat, MZ- C-Multizone cooling, b. N/A MZ- H-Multizone heating) Glass/ Floor Area: 0.12 Total.as-built points: 27355 Total base points: 30107 PASS I hereby certify that the plans and specifications covered by this calculation are in compliance with the Fl rida Energy Code. PREPARED BY DATE: JUN 2 0 21'l1 I hereby certify that this b 'ng, as designed, is i compliance with the FI id er Code. OWNER/ AGENT: DATE: JUN 2 U 2003 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: 1- nergyGauge® (Version: FLRCPB v3.21) FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES 18 X Conditioned X BSPM = Points OverhangFloorAreaType/SC Ornt Len Hgt Area X SPM X SOF = Points 18 2223.0 25.78 10315.6 Single, Clear E 1.0 6.0 16.0 59.31 0.97 920.8 Single, Clear E 1.0 4.0 12.0 59.31 0.92 652.2 Single, Clear E 1.0 4.0 12.0 59.31 0.92 652.2 Single, Clear E 1.0 7.0 30.0 59.31 0.98 1747.1 Single, Clear E 1.0 14.0 16.0 59.31 1.00 945.0 Single, Clear E 1.0 15.0 10.0 59.31 1.00 590.8 Single, Clear W 1.0 16.0 40.0 53.47 1.00 2131.8 Single, Clear W 1.0 15.0 30.0 53.47 1.00 1598.5 Single, Clear W 1.0 13.0 9.0 53.47 1.00 479.3Single, Clear W 1.0 6.0 16.0 53.47 0.97 830.1 Single, Clear W 1.0 6.0 16.0 53.47 0.97 830.1 Single, Clear W 1.0 6.0 30.0 53.47 0.97 1556.4 Single, Clear S 1.0 14.0 30.0 44.66 0.99 1330.3 As -Built Total: 267.0 14264.5 WALL TYPES Area X BSPM Points Type R-Value Area X SPM Points Adjacent 159.0 0.70 111.3 Concrete, Int Insul, Exterior 4.2 720.0 1.16Exterior1712.0 1.90 3252.8 Frame, Wood, Exterior 11.0 992.0 1.90 835.2 Base Total: Frame, Wood, Adjacent 11.0 159.0 0.70 1884.8 111.31871.0 3364.1 As -Built Total: 1871.0 2831.3 DOOR TYPES Area X BSPM Points Type Area X SPM Points Adjacent 18.0 1.60 28.8 Exterior Insulated 20.0Exterior20.0 4.80 96.0 Adjacent Wood 4.80 96.0 18.0 2.40 43.2 Base Total: 38.0 124.8 As-Bullt Total: 38.0 139.2 CEILING TYPES Area X BSPM = Points Type R-Value Area X SPM X SCM = Points Under Attic 1103.0 2.13 2349.4 Under Attic 19.0 1200.0 2.82 X 1.00 3384.0 Base Total: 1103.0 2349.4 As -Built Total: 1200.0 3384.0 FLOOR TYPES Area X BSPM = Points 1 Type R-Value Area X SPM Points Slab 136.0(p) Raised 31.8 4324.8 Slab -On -Grade Edge Insulation 0.0 136. 0(P 31.90 4338.40.0 0.00 0.0 Base Total: 4324.8 As -Built Total: 136.0 4338.4 EnergyGauge®DCA Form 60OA-2001 EnergyGaugeVFlaRES'2001 FLRCPB v3.21 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: 43640.2 Summer As -Built Points: 48091.7 Total Summer Points X System Cooling Total X Cap X Duct X System X Credit CoolingMultiplierPointsComponentRatioMultiplierMultiplierMultiplierPoints DM x DSM x AHU) 43640.2. 0.4266 18616.9 48091.7 1.00 1.079107 1.117 x ) 0.310 0.950 15816.8 EnergyGaugeTm DCA Form 60OA-2001 EnergyGauge&FIaRES'2001 FLRCPB v3.21 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS:,,, PERMIT #: BASE I AS -BUILT 71 GLASS TYPES 18 X Conditioned X BWPM = Points OverhangFloorAreaType/SC Ornt Len Hat Area x WPnn x Wnl= - p.,; 18 2223.0 5.86 2344.8 Single, Clear E 1.0 6.0 16.0 9.96 1.01 160.8 Single, Clear Single, Clear Single, Clear E E E 1.0 1.0 1.0 4.0 4.0 7.0 12.0 12.0 30.0 9.96 9.96 9.96 1.02 1.02 1.01 121.7 121.7 300.8 Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear E E W W W W 1.0 1.0 1.0 1.0 1.0 1.0 14.0 15.0 16.0 15.0 13.0 6.0 16.0 10.0 40.0 30.0 9.0 16.0 9.96 9.96 10.74 10.74 10.74 10.74 1.00 1.00 1.00 1.00 1.00 1.00 159.8 99.9 429.5 322.1 96.6 172.3 Single, Clear W 1.0 6.0 16.0 10.74 1.00 172.3 Single, Clear W 1.0 6.0 30.0 10.74 1.00 323.0 Single, Clear S 1.0 14.0 30.0 7.73 1.00 231.1 As-Bullt Total: 267.0 2711.7 WALL TYPES Area X BWPM Points Type R-Value Area X WPM Points Adjacent Exterior Base Total: 159.0 1712.0 1871.0 1.80 2.00 286.2 3424.0 3710.2 Concrete, Int Insul, Exterior Frame, Wood, Exterior Frame, Wood, Adjacent As -Built Total: 4.2 11.0 11.0 720.0 992.0 159.0 1871.0 3.26 2.00 1.80 2347.2 1984.0 286.2 4617.4 DOOR TYPES Area X BWPM Points Type Area X WPM Points Adjacent Exterior 18.0 20.0 4.00 5.10 72.0 102.0 Exterior Insulated Adjacent Wood 20.0 18.0 5.10 5.90 102.0 106.2 Base Total: 38.0 174.0 As -Built Total: 38.0 Y08.2 CEILING TYPES Area X BWPM = Points Type R-Value Area X WPM X WCM = Points Under Attic 1103.0 0.64 705.9 Under Attic 19.0 1200.0 0.87 X 1.00 1044.0 Base Total: 1103.0 705.9 As -Built Total: 1200.0 1044.0 FLOOR TYPES Area X BWPM = Points Type R-Value Area X WPM Points Slab Raised 136.0(p) 0.0 1.9 0.00 258.4 0.0 Slab -On -Grade Edge Insulation 0.0 136.0(p 2.50 340.0 Bass Total: 258.4 As -Built Total: 136.0 340.0 Energy.Gauge® DCA Form 60OA-2001 EnergyGe:uge®/FlaRES'2001 FLRCPB v3.21 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details 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: 6054.1 Winter As -Built Points: . 8298.9 Total Winter X Points System Heating Total X Cap X Duct X System X Credit HeatingMultiplierPointsComponentRatioMultiplierMultiplierMultiplierPoints DM x DSM x AHU) 6054.1 0.6274 3798.3 8298 9 1 00 1 1.140x s2) 0 474 0.950 4259.6 EnergyGauge^" DCA Form 60OA-2001 EnergyGauge(VFIaRES'2001 FLRCPB v3.21 FORM 60OA-2001 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS:,,, PERMIT #: BASE AS -BUILT WATER HEATING Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = TotalBedroomsVolumeBedroomsRatioMultiplier 3 2564.00 7692.0 50.0 0.93 3 1.00 2426.15 1.00 7278.5 As -Built Total: 7278.6 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points Total Points Cooling Points Heating + Hot Water = Total Points Points Points 18617 3798 7692 30167J 15817 4260 7278 27355 PASS dofv_' cxE s EnergyGaugeT"" DCA Forth 60OA-2001 EnergyGaugeO/FlaRES'2001 FLRCPB v3.21 FORM 60OA-2001 Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS.,,, PERMIT #• 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST Exterior & Adjacent Walls 606. 1.ABC. 1.2.1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at corners; 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 too plate. Floors 606.1.ABC.1.2.2 Penetrations/openings >1/8" sealed unless backed by truss orjoint members. EXCEPTION: Frame floors where a continuous infiltration barrier Is installed that is sealed erimeter, penetrations and seams. Ceilings 606.1.ABwalls & ceilings; penetrations of ceiling plane of top floor; around shafts, chases, I1.2.3Between chimneys, cabinets sealed to continuous air barrier, gaps In gyp board & top plate; ccess: EXCEPTION: Frame ceilings where a continuous infiltration barrier is ed that is sealed at the perimeter, at penetrations and seams. RecessedLightingFixtures606.1.ABC.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3" from Insulation; or Type IC rated with < 2.0 cfm from conditioned space, tested. Multi - story Houses 606.1.ABC.1.2.5 1 Air barrier on erimeter of floor cavity between floors. AdditionalInfiltrationreqts606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, Water Heaters 612.1 Comply with efficiency requirements in Table 6-12. Switch or clearly marked circuit Jbreakerelectricorcutoffasmustbeprovided. External or built-in heat trap requir SwimmingPools & Spas 612.1 Spas & heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum' chambers (shall be8mechanically 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 Se arate readily accessible manual or automatic thermostat for each system. Insulation604.1, 602.1 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. EnergyGaugeTm DCA Form 60OA-2001 EnergyGaugeOFIaRES'2001 FLRCPB v3.21 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 84.6 The higher the score, the more efficient the home. ELECTRIC.... I. New construction or existing New 12. Cooling systems2. Single family or multi -family Single family a. Central Unit 3. Number of units, if multi -family I 4. Number of Bedrooms 3 b. N/A 5. Is this a worst case? Yes 6. Conditioned floor area (ft') 2223 f1' c. N/A 7. Glass area & type a. Clear - single pane 267.0 ft' _ 13. Heating systemsb. Clear - double pane 0.0 fl' _ a. Electric Heat Pumpc. Tint/other SHGC - single pane 0.0 f? d. Tint/other SHGC - double pane 0.0 fe 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 systems9. Wall types a. Electric Resistancea. Concrete, lnt Insul, Exterior R=4.2, 720.0 ft- b. Frame, Wood, Exterior R-1 1.0, 992.0 ft- b. N/A c. Frame, Wood, Adjacent R=11.0, 159.0 ft' d. N/A c. Conservation creditse. N/A HR-Heat recovery, Solar10. Ceiling types DHP-Dedicated heal. pump) a. Under Attic R=19.0, 1200.0 fe 15. HVAC credits b. N/A CF-Ceiling fan, CV -Cross ventilation, c. N/A I•IF-Whole house fan, 11. Ducts PT-Prograrnmable Thernrosint, a. Sup: Unc. Ret: Con. AH: Interior Sup. R=6.0, 150.0 ft _ RB-Attic radiant barrier., b. N/A MZ-C-Multizone cooling, MZ-H-Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For BuildingConstructionthroughtheaboveenergysavingfeatureswhichwillbeinstalled (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completedbasedoninstalledCodecompliantfeatures. Builder Signature: r Date: i u N 2 0 2033it - Address of New Home: City/FL Zip: Cap: 40.5 kBtu/hr _ SEER: 11.00 Cap: 40.5 kBtu/hr _ HSPF: 7.20 Cap: 50.0 gallons _ EF: 0.93 PT, _ OV -C14E STg1 0 moo wa NOTE.- The home's estimated energy performance score is only available through the FLA /TES computer program. This is not a Building Energy Rating. Ifyour score is 80 or greater (or 86for a US EPA/DOE EnergyStaPdesignation), your home may qualifyfor energy efficiency mortgage (EEA4) incentives ifyou obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 321163. -1492 or see the Energy Gauge web site at w-vw.fsec. ucf.eduforinformationandalistofcerliftedRaters. Foi information about Florida's Energy Eficienc , Code For Building Cotzstruction, contact the Department ofCommunity Affair.: at 8501487-1824. - 1.nergyGauge® (Version: FLRCPB v3.21)