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Home My WebLink About163 Crown Colony Way 03-2201PERMIT :ADDRESS CONTRACTOR A-DDRESS Maronda Homes 1 101 N Keller Rd., Ste F Orlando, FL 32810 407-475-91 12 PHONE NUMBER CRC 058496 PROPERTY OWNER sm 4 Q ADDRESS PHONE NUMBER ELECTRICAL CONTRACT( MECHANICAL CONTRACT PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE SUBDIVISION PERMIT #n3 • a 1 DATE • 3 PERMIT DESCRIPTION %-%oO4r lw,, PERMIT VALUATION Rft) 7ft SQUARE FOOTAGE 96 d t7 c En cn 0 d y n 0 W CERTIFICATE.OF OCCUPANCY / COMPLETION This is to certify that the building located at 163 CROWN COLONY WAY for which permit 03-00002201 has heretofore been issued on 6/27/03 has been completed according to plans and specifications filed in the office of the Building Of cial pr' r to the issuance of said building permit, to wit as complies with all the building, plumbing, el'6ctrical,o zoning and subdivision regulations ordinances of the City of Sanford and with the provisions of these regulations. STAFF APPROVAL Subdivision Regulations Apply: Yes No DATE APPROVA DATE BUILDING: FIRE: Finaled - v Inspected ZONING: Inspected UTILITIES: Water Sewer Lines In - , u3 ,,. `-' ines In Meter Sewer Set Tap Reclaimed Water ENGINEERING: Drainage \ -1\v- Maintenance \ Bond PUBLIC WORKS: s\,' 'QA Street Paved Street Name Street Signs Lights Storm Sewer Street Driveway 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 FEES PAID DATE AMOUNT 6/27/03 10.00 6/27/03 10.00 6/27/03 10.00 6/27/03 10.00 6/27/03 10.00 6/27/03 59.27 6/27/03 54.00 6/27/03 279.61 APPROVAL PAGE: CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 163 CROWN COLONY WAY for which permit 03-00002201 has heretofore been issued on 6/27/03 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: 01-POLICE IMPACT - RESID 01-RADON GAS TAX FEE 01-ROAD IMPACT'FEES 01-RECOVERY FD/CERT. PGM. 01-SCHOOL IMPACT FEE WD IMPACT:SINGLE FAMILY SD IMPACT:SINGLE FAMILY OWNER 6/27/03 6/27/03 6/27/03 6/27/03 6/27/03 6/27/03 6/27/03 91.93 13.33 847.00 13.34 1384.00 650.00 1700.00 Yes No a- -C) 3 BUILDING CIAL / DATE CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION SINGLE FAMILY RESIDENCE**** DATE: i -\\-o -Ca PERMIT #: ac)CA ADDRESS: \\,o CONTRACTOR: PHONE #: yd1- Ln J -Qma 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. ngineering LPublic Works O Utilities Fire - '1 I P, OZoning ('\ 1 A OLicensing v\ p, CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) k-r N(.0 I`" bpi WAD 35 -7 1'i CERTIFCATE OF OCCUPANCY r7''OVPCQ REQUEST FOR FINAL INSPECTION i •a c&er SINGLE FAMILY RESIDENCE**** DATE: C3 PERMIT #: Lj3 aa` ADDRESS: \\,o CONTRACTOR: PHONE #: yd1- L\'1 J —Q\\a The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. Engineering OFire -N l A)j ub Works 5(7ro 6N)5 Zoning O Utilities OLicensing v-1 CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) I I W CERTIFCATE OF OCCUPAI Y REQUEST FOR FINAL INSPECgI Z SINGLE FAMILY RESIDENCE*4-" 1 Y 7 d DATE: PERMIT #: CL c VADDRESS: \\,v CONTRACTOR: PHONE #: L 01— Ln J -(:k\\a I I I I I I 1 I 1 1 I 1 1 1 1 I 1 1 I I ! 1 The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. Engineering 0Public Works tiliti/I CONDITIONS: rpm OFire ' 1 I OZoning sing v11, q Y IF APPROVAL IS CONDITIONAL) 1Y0NE,IIVG. w 300 SOUTH RONAL.D REAGAN BLVD. LONGWOOD. FLORIDA 32750-5499 TELEPHONE. (407) 830-9080 FAX (407) 339-3636 LAND SURVEYORS 4 MAPPERS E-MAIL• GAVONE®GFLMZGOM CERTIFICATE OF ELEVATION Address: 101 Crown Colony Way Legal Description: Lot 64, CROWN COLONY SUBDIVISION, Plat Book 61, Pages 76, 77 and 78 The Finished Floor Elevation of the structure on Lot 64 , CROWN COLONY SUBDIVISION meets or exceeds the requirements set forth in the City of Sanford Building Code Chapter 6, Sec. 6-7 (a). Domiiuck F. Cav6ne Florida Surveyer & Flapper Reg. No. 2005 Licensed Bitsinsss Number 5073 Date Fieldwork Completed 11-11-2003 W.O. # 2003-15401 FEDERAL EMERGENCY MANAGEMENT AGENCY O.M.B. No. 3067-0077 NATIONAL FLOOD INSURANCE PROGRAM Expires December 31, 2005 ELEVATION CERTIFICATE Importart Read the Instrucdons on pages 1- 7. SECTION A - PROPERTY OWNER INFORMATION For Insurarxe Company Use: BUILDING OWNER'S NAME Policy Number MARONDA HOMES INC. OF FLORIDA BUILDING STREET ADDRESS (Including Apt, Unit, Suite, ardor Bldg. No.) OR P.O. ROUTE AND BOX NO. Company NAIC Number 101 Crown Colony Way CITY STATE ZIP CODE SANFORD FL 32773 PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) Lot 64 - Crown Colony BUILDING USE (e.g., Residential, Non-residential, Addition, Accessory, etc. Use a Comments area, if necessary.) RESIDENTIAL LATITUDE/LONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: GPS (Type): W - ## - ##.##" or ##.;) NAD 1927 NAD 1983 USGS Quad Map Other: SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION 81. NFIP COMMUNITY NAME 8 COMMUNITY NUMBER B2. COUNTY NAME B3. STATE CROWN COLONY/ 120294 SEIMtOLE FL B4. MAP AND PANEL B7. FIRM PANEL B9. BASE FLOOD ELEVATION(S) NUMBER B5. SUFFIX 86. FIRM INDEX DATE EFFECTWE61EMSED DATE B8. FLOOD ZONE(S) Zane AO, use depth of flooding) 12117C 0045 E 07195 4117195 X B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in B9. FIS Profile FIRM Community Determined Other (Describe): B11. Indicate the elevation datum used for the BFE in B9: NGVD 1929 NAVD 1988 Other (Describe): B12. Is the building located in a Coastal Barrier Resources System (CBRS) areaor Otherwise Protected Area (OPA)? Yes No Designation Date SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: Construction Drawings' Building Under Construction' Finished Construction A new Elevation Certificate will be required when constriction of the building is complete. C2. Building Diagram Number 1(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 Al-A30, AE, AH, A (with BFE), VE, V1430, V (with BFE), AR, ARIA, AR/AE, AR/A1-A30, AR/AH, AR/AO Complete Items C3.-a4 below according to the building diagram specified in Item C2. State thedatum used. If the datum is different from the datum used for the BFE in Section B, convert the datum to that used for the BFE. Show field measurements and datum conversion caloulation. Use the space provided or the Comments area of Section D or Section G, as appropriate, to document the datum conversion. Datum NGVD 1929 Conversion/Comments WA Elevation reference mark used NIA Does the elevation reference mark used appear on the FIRM? Yes []No X a) Top of bottom floor (including basement or enclosure) 7 fL(m) o b) Top of next higher floor ft.(m) a o c) Bottom of lowest horizontal stnx tuural member (V zones only) o d) Attached garage (top of slab) ft.(m) ft.(m) 00 E g o e) Lowest elevation of machinery and/or equipment w servicing the building (Describe in a Comments area) ft.(m) E 2 X f) Lowest adjacent (finished) grade (LAG) q-3 S2 ft.(m z' 0 o g) Highest adjacent (finished) grade (HAG) ft.(m) N o h) No. of permanent openings (flood vents) within 1 ft. above adjacent grade o i) Total area of all permanent openings (flood vents) in C3.h _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 certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. CERTIFIER'S NAME LICENSE NUMBER TITLE COMPANY NAME CITY STATE ZIP CODE SIGNATURE DATE TELEPHONE FEMA Form 81-31, January 2003 See reverse side for continuation. Replaces all previous editions IMPORTANT: In these spaces, copy the corresponding information from Secdorl k For Insuranoe Company Use: BUILDING STREET ADDRESS (Including Apt, Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. Policy Number CITY STATE ZIP CODE I 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 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 E4. If the Elevation Certificate is intended for use as supporting information for a LOMA or LOMR-F, Section C must be completed. El. Building Diagram Number _(Select the building diagram most similar to the building forwhich this certificate is being completed — see pages 6 and 7. Ifno diagram accurately represents the building, provide a sketch or photograph.) E2. The topof the bottom floor (including basement or enclosure) of the building is _ ft.(m) in.(cm) above or below (check one) the highest adjacent grade. (Use natural grade, K 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) _in.(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 _ ft.(m) in.(crn) 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? Yes No 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, andE arecorred to thehest ofmy knowledge. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME MARONDA HOMES INC. OF FLORIDA ADDRESS , CITY STATE ZIP CODE 1101 NORTH KELLER ROAD, SURE F ORLANDO FL 32810 SI NATURE DATE TELEPHONE 4074759112 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 items) and sign below. G1. The information in Section C was taken from other documentation that has been signed and embossed by a licensed surveyor, engineer, or architect who is authorized by state or local law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. A community official completed Section E for a building located in Zone A (without a FEMAassued orcommunityassued BFE) or Zone AO. G3. The following information (Items G4-G9) is provided for community floodplain management purposes. G4. PERMIT NUMBER G5. DATE PERMIT ISSUED DATE CERTIFICATE G7. This permit has been issued for: New Construction 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 Check here if attachments FEMA Form 81-31, January 2003 Replaces all previous editions CITY OF SANFORD REVISION CHANGES TO BUILDING PLANS TO PERMITS ALREADY ISSUED) PERMIT NUMBER: ADDRESS: 163 CKDWN COLONY WAY I- 42 CONTRACTOR: Maronda i't'omeS Ine,., of 1-1-oricla CONTRACTOR FAX: 407-6 67—OS5j DATE SUBMITTED: Mondal, November 17, 7-003 INFORMATION SUBMITTED (SHORT DESCRIPTION) PI-F Si% SEA ATTAC H-F-P fOK KEVIEW AND AMZDVA-I,. IZ FDXX MARONDA SYSTEMS INC., OF FLORIDA ORDER TAKEN BY: TERRY 11/10/2003 2:37 PM TYPE OF ORDER: STRAP REPAIR PERSON ORDERING:RICH APO#. PLAN JOB # LOT ADDRESS DIV/SUB MODEL 6CC04201 42 163 CROWN COLONY WAY ORLN-CRC SUNI3 RIGHT PAGE 1 IQTY SHIPPED I QTY ORDERED I INV. ITEM I DESCRIPTION I 2) COPIES OF RAISED SEALS LIVERY TES: aronda Systems MARONDA SYSTEMS 4W5 Maronda Way Sanfor4 FL 32771 (407) 321.0064 Fax (407) 321.3913 To: Building Department Date: November 14, 2003 From: Maronda Systems Tomas Ponce Professional Engineer State of Florida #0050068 Subject: LPTA Lot# 42 ORLN-CRC Sunbury I3 For the above referenced house, USP .LPTA straps were left off on back wall of floor joists. Place (2) 18" straps per joists. Use (3) tapcons per strap minimum. If you have any questions please call me at your earliest convenience. Sincerely, Tomas Ponce, P.E. Date: 111IYlo g PLANS REVIEWED CITY OF SANFOR`) D'111 CITY 0'.- OJT ATAKENT NUMPER 103-75543 TAKEDING PERNIT wylvaRso -QjQj (CITY), COUNTY HUNDERs f --/ ... * ........... bMIT ADCRTS,13D ---------------------------- ov 001 a TwR0 RNGS FLAT P(:iK: PLAT BOOK nn PLOCKInr) ra::.s_`/UJ I •/1 r..iJi: 1-._r l d-1APPLICANT MPKEz ADPRE53: 1 ------------------------------------------------ LnNO UEE ChIEECRYs 001 - Single Family Dutachad House INIV U!wr wouide"lial WORZ CEECRIPTIONa Singlu Family Hcuuoc Dutachod - Con=Lructhni BENEFIT RAI I FEE UNIT RATE PER N & TYPE TOTAL DWI.;: TyrT'. DIST SCHEDULE DESC. UNIT Cl" UAITS MR f,:' i'(:EE:I'. IAL.S CO -WIVE 0 dwl unit 705.00 1 1 7010'' 40hDI; COLLECTCRS KORTH 0 dwl unit 1 142.00 1 1 101 ?) L 00- WIDE 0 dwl unit 0 54.00 1 5 1. Q' 0-:C CO -WIDE 0 dwl unit 11,324.00 1 0 qlac m 11001011411' - RL11AVLO SIGNATURE: DATQ, NOTE TO RECEIVING SI( PATORY/OPPLICANT's FAILURE TO MOTIFY QWNFIZ ANY) L:MIAT:,i.'. T*:KV-','i.!LY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE., 040,:- DIGIRIEUTICHs I-CULNIY 3-CITY 2-6I?PL! ChXT A -COUNTY 1**iA.'-)'X; ( VC ADVISED TIMT THIS IS h STMTEMZNT OF FEES KIICi': t1'Rt'-7. 6'. 1,4D PAYAPLE PRICR TO XSEUANCE OF A BUILDIKU NKINXV. ol"'U ALSO ADVISED THAT AMY RIGATS OF YHS APPLICANT, 1 4, OR DAHER, IV nPP2AL TEE CALCLLATIONS Ur THE ROAD, LIBRARY SYSTEM AND/OR i.-illICOTIOXn(0CHUnL) XM? hCV FEES MU97 BE EXERCISED BY FIL ING h WRITILN REVUEST WITHIN 05 CALEPCAR DAYS OF TEE RECEIVING swoonTURF. OnYE nBOVE, Bir NOY LATER THAN CERTIFICATE 01 OCCUPANCY 0'-, 12CO2AFCY. TPE R&CLEST FOR REVIEW VUST 1EET TEE REUUIRENENTO OF TIKK C("JUN'tY LY- 10 DEVELOPMENT CODE. COPIES OF THE RULES BOVERNIND h0PEAL1'*-; VnY BH PXCXED UP, CR RECUSS110, FROM TEE PLnM 1VPLEVaMTATICN 0F&XCjt 1101 KART FIRST STREET, SnNFORV, FL ORIDh 12771p (407) 655-747% BE VACE TOc CITY CF SANFORD 000 N(TRY11 PARK UC1,-CLD RE BY CKECK ORMCKEYCRDER, AND VUULD RRrHnEMX- AND CITY BUILDIN3 PERMIT NUNOER AT THE TOP 00101101 KY(ATITNEVIT = VALID ONLY IN CONJUNCTION WITH XSSUANCE 07 hT!':' FAMILY FUILDTEG FEDERAL EMERGENCY MANAGEMENT AGENCY NATIONAL FLOOD INSURANCE PROGRAM ELEVATION CERTIFICATE Important: Read the instructions on pages 1 - 7. SECTION A - PROPERTY OWNER INFORMATION BUILDING OWNER'S NAME BUILDING STREET ADDRESS (including Apt., Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. lO3 eowi Goi,o ty CITY STATE LOT BUILDING f& or area, O.M.B. No. 3067=0077 Expires December 31, 2005 For Insurance Company Use: Policy Number Company. NAIC Number ZIP CODE 3Z-17 1 A/ 0 LF_ 1_6//w/rbr Gf _ SOURCE: IJ GPS (Type): _ IJ USGS Quad Map I_I other SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION 81. NFIP COMMUNITY NAME &COMMUNITY NUMBER B2. COUNTY NAME B3. STATEE/i NDLE Ga N I Za Z 53 CM/A/OL L B4. MAP AND PANEL B5. SUFFIX B6. FIRM INDEX B7. FIRM PANEL B8. FLOOD B9. BASE FLOOD ELEVATION(S) NUMBER DATE EFFECTIVEIREVISED DATE ZONE S Zone AO, use depth of flooding) Iz l C 00go E 4-7-0)5 q-17- 9s 38. B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in B9. EnIGiNEt evn b Pa trJS A}rJ.4 r>^/ 1 1 FIS Profile 1_1 FIRM 1_1 Community Determined lzil Other (Describe): EKbiA1e'9 ,,V& 407 - G 29 - 8 33t71311. Indicate the elevation datum used for the BEE in 69:1< NGVD 1929 1_1 NAVD 1988 1_1 Other (Describe): B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? 1_1 Yes j NoDesignationDate:- 41 A SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: 14Construction Drawings' L1Building Under Construction' 1_1Finished ConstructionAnewElevationCertificatewillberequiredwhenconstructionofthebuildingIscomplete. C2. Building Diagram Number _L (Select the building diagram most similar to the building for which this certificate is being completed - seepages6and7. If no diagram accurately represents the building, provide a'sketch or photograph.) C3. Elevations - Zones Al-A30, AE, AH, A (with BFE), VE, V1-V30, V (with BFE), AR, AR/A, AR/AE, AR/Al -A30 .\AR/AH, AR/AOCompleteItemsC3.a-i below according to the building diagram specified in Item C2. State the datum used. If the datum is different fromthedatumusedfortheBEEinSectionB, convert the datum to that used for the BFE. Show field measurements and datum conversioncalculation. Use the space provided or the Comments area of Section D or Section G, as appropriate, to document the datum conversion. Datum t'%(q1IJ J510 Conversion/Comments N/A Elevation reference mark used_ l fp Does the elevation reference mark used aa) Top of bottom floor (including basement or enclosure) 43 55ft . PPear on the FIRM? 1_1 Yes No b) Top of next higher floor NJA _ ft (m W, L02t D LA 01> $veYEypR c) Bottom of lowest horizontal structural member (V zones only) AffA T ft.(m) °' °' RND n1F}PPL R N . ZnoSd) Attached garage.(top of slab) iA _ ft (m) 00 e) Lowest elevation of machinery and/or equipment w M servicing the building (Describe in a Comments area.) nlfFl ft (m) E 76f) Lowest adjacent (finished) grade (LAG) _ 4 Z 8 ft..( z' g) Highest adjacent (finished) grade (HAG) 4 Z 8 ft Lm De+'n IJteK F. CAvaNE h) No. of permanent openings (flood vents) within 1 ft. above adjacent grade 01 A • J & - Z 3, . 200 3i) Total area of all permanent openings (flood vents) in C3.h NI Pt 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. l certify that the information in Sections A, B, and C on this certificate represents my best efforts to interpret the data available. I understand that a2z false statement may be punishable by line or imprisonment under 18 U.S. Code, Section 1001. CERTIFIER'S NAME LICENSE NUMBERDOfr, 416 C119 V09E /JO 2005TITLE COMPANY NAMEPKESJOE,/T ADDRESG 41 VOAIE SCITY 00kivTHONA /Z c Fri.! BLV LONb/t/G STATE FL ZIP CODE 327SO SIGNATUREDATE Z 3 - Zoc TELEPHONE 07 - 630-90 00 FEMAForm8 -31, January 2003 See reverse side for continuation. Replaces all previous editions JN ( Lot and Block Numbers, Tax Parcel Number, Legal owAJ Cot okn/SvaDJ IslorJ &AJ30or- sidenlial, Non-residential, Addition, Acc ssory, etc. Use LL OPTIONAL) HORIZONTAL DATUM: L_ I NAD 1927 iJ NAD 1983 CITY • v v STATE . ZIP CODE I Company NAIC Number I sAv,! Fo D FL 32'11 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 Check here if attachments eGrTinti P - RI tlt DING 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 Boor (including basement or enclosure) of the building is 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.) 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) 1-1—tin. (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_I—I 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? 1 1 Yes 1 1 No 1 Unknown. The. local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNERS 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 AwithoutaFEMA-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 r SIGNATURE DATE TELEPHONE COMMENTS 1 1 Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized bylaw or ordinance to administer the community's floodplain management ordinance can cuiI1pluku Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. G1. 1_1 The information in Section C was taken from other documentation that has been signed and embossed by a licensed surveyor, engineer, or architect who is authorized by state or local law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. 1-1 cated in Zone A (without a FEMA-issued or BFE) orAcommunityofficialcompletedSectionEforabuildinglo Zone AO. G3. 1_1 The following information (Items G4-G9) is provided for community floodplain management purposes. G4_. PERMIT NUMBER G5DATEPERMIT ISSUED G6. DATE CERTIFICATE OF COMPLIANCE/OCCUPANCY ISSUED G7. This permit has been issued for: 1_1 New Construction 1 1 Substantial Improvement ft. Datum: G8. Elevation of as -built lowest floor (including basement) of the building is: — (m ) G9. BFE or (in Zone AO) depth of flooding at the building site is: _ _ ft. (m) Datum: LOCAL OFFICIAL'S NAME COMMUNITY NAME SIGNATURE COMMENTS TITLE TELEPHONE DATE Check here if attachments 2 1 CITY OF SANFORD PERMIT APPLICATION Permit #: J - 0 ` Date: June 13, 2003 Job Address: 163 Crown Colony Way Description of Work: Single Family Residence Historic District: Zoning: Value of Work: $97,788.00 Permit Type: Building X Electrical K 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: 2,663 Construction Type: VI # of Stories: 2 # of Dwelling Units: I Flood Zone: X (FEMA form required for other than X) Parcel #: 33-19-30-5QS-0000-0420 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:_ 4 07) 475-91 12 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) 32I-391? 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 ofa 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 of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and -zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. 6/ 13/03 SignatureofO ter/Agent Date Russell Keith Summers P i Owner/Agent's Name XZ) 1 3/03 Signature of Notary -State of Florida Date OF rt09 DEBBIE TIME OTARY O My Cantu Exp. 2/5/05 w PUBLIC No. CC 999378 P aly Known I I other I.D. o Me or 6/13/03 Signature of ontractor Agent Date Russell Keith Summers Pri omractor/Agent's Name 03 Signature of N ry-State of OF rt DEBBIE TIME NOTARY O My Comm Exp. 2/5/05 m Pual lc No. cc 999378 Panamaally Known 1 I Othe I.O. Contractor/Agent is _X_ Personally Known to Me or Produced 1 D ` 3 —Produced I D IV APPLICATION APPROVED BY: Bldg:. G Zoning: Utilities: FD: Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: {n(! ?irr• lr r.i rr 1 r rl\ 1 CITY OF SANFORD ELECTRICAL PERMIT APPLICATION Permit Number Date: The undersigned hereby applies for a permit to install the following electrical: Maronda Homes Inc., of FloridaOwner's Name: _______ -pL_ Address of Job: W__CnWR__CDlw Electrical Contractor: DANIEL .PUG SI Residential: Non -Residential: Number Amount Addition, Alteration, Repair Residential & Non -Residential New Residential: AMP Service SRO 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: 4S, By Signing this application I am stating that I am in compliance with City of Sanford Electrical Code. Appli 's Signature 0001663 State License Number CITY OF SANFORD MECHANICAL PERMIT APPLICATION Permit Number:i - a '4Q ` Date: The undersigned hereby applies for a permit to install the following equipment: Owner's Name: Maronda Homes Inc., of Florida Address of Job: 163 Crown Colony Way Lot: 42 Panel: 7 Mechanical Contractor: GARY CARMACK Residential -____ - Non -Residential INature of Work: Amount 1 By signing this application, I am stating that I am in compliance ith City of Sanford Mechanical Code. Applicant Signature CAC043900 State License Number CITY OF SANFORD PLUMBING PERMIT APPLICATION Permit Number: C, ?__ __0tu1 Date: The undersigned hereby applies for a permit to install the following plumbing: Owner's Name: Maronda Homes Inc., of Florida Address of Job:_ 163_Crown CQ1Qa ( W @y_______-___Lot_ 42_ 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. jjv4de_ A`-- g ----- pplicant's Si atf re CFC057039 State License Number Ioil 11111111111111111111111111111111111a1111is111111im MARYANNE MORSE, CLERK OF CIRCUIT COURT SEMINOLE COUNTY BK 04828 PG 0047 CLERK' S # 2003083698 RECORDED 05/16/2003 12:00:01 PM RECORDING FEES 6.00 RECORDED BY 6 Harford NOTICE OF COIu AUNCEMENT STATE OF FLORIDA COUNTY OF SEMINOLE TAX FOLIO NO. 25-133-6949 PERMIT NO. PARCEL NUMBER: 33-19-30-5QS-0000-0420 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 42 163 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 c U. suU. o J y 0° 4 u tom J g 1+u+ J1y Yrn U. a0 10 oa qq UJIa IS 0 V40 v a a Maronda Homes_, 1101 North Keller Road Suite F. Orlando FL 32810 Name and address) SURETY ( Bonding Company) Name and Address N/A Amount of Bond LENDER Name and address Bank of America. NA, 750 S. Orlando Ave. #102 Winter Park FL 32789 ATTN: DAN FINNEGAN Phone (407) 646-6304 Fax (407) 644-2388 Persons within the State of Florida designated by owner upon whom notice or other documents may be served as provided by Section 713.13(1), (a), 7., Florida Statutes. Kamaf Title, 200 W. 1`I St., Sanford FL 32771 Fax: 407-330-5062 Phone: (407) 322 9484 In addition to himself, Owner designates (Name and address) provided in Section 713.13(2), (b), Florida Statutes. or to receive a copy of Lienors Notice as Expiration Date of Notice of Commencement The expiration date Is 1 year from the date of recording unless a different date Is specified.) I \ RUSSELL KEIfWSkdMERS Maronda Homes, Inc. of Florida Vice President - Construction Sworn to and subscribed before me this day of Notary Public DEBBIE TIME My Comm Epp. 2/S,IDS9)P-Affy No. CC 999378 Kww. m I I Otha I 0 2003. MAY 16 2003 CeTifle COPII IRARYANNE M CLERK OF CIRCUIT Icmir ALF (COUNTY. 1 a rry PLOT PLAN for. MARONDA HOMES, INC. DESCRIPTION: RECORDED IN PLAT BBOOK 0s. SCALE V- 30' LOT 42, CROWN COLONY 3UBDI VI3ION G I PAGE(S) 76 thru 78 PUBLIC RECORDS Or SEMINOLE COUNTY FLORIDA a 7.5' 15' 30' GRAPHIC SCALE TRACT'C' DETENTION AREA 589a50'52'W 62.43' a0 / t0 / W I TRAC ToDo N O CONSERVATIOIAREA N U a 0 / I 41. 50 J FLOOR SLA13 ELEVATION MUSTBE1611A13C' j l ROWNOFADJACENTROADUNLE,% OTHER!Al'. 8 APPROVED PFF— C r I c1 R- 50.00' A- 64° 10'58' ARC- 56.01' CH.= 53.13' CH. BRG. 533° 35'56'E BUILDING SETBACKS FRONT: 25' REAR: 20' SIDE: Z5' SIDE STREET: 20' BUILDING LINE: 60, LOT 42 CONTAINS 14855 SQUARE FEET/0.318 ACRES /- FLOOD CERMCA17ON BASED ON THE FEDERAL EM MANAGEMENT AGENCY IIV$URAIN RATE MAP. THE S SHOWN HEREON S U£ WITHIN THE 100 YEAR HAZARD AREA. THIS STRUCTU LIES IN ZONE ' A COMMUNITY P EL NQ 120289 o045 E EFFECTIVE DA APRIL 17, 1991 MAP REVISION D SUMECT TO CHANGE LOT 43 30. 0' b CONCRETEPATIO,• e.: 40. 00' MODELS , l)N5URY . I WITH I OSr90' CONC PATIO 4- 2 112) BLOCK FIN. R. ELEVATION - 73.55 DRAINAGE TYPE, ' 5 ' WIT11 GARAGE SERVICE DOOR AND SLIDING GLASS b DOORINLIEUOFWINDOW, 6 IN FAMILY ROOM g yN 00 O GO, BUILDING LINE 4e I O AV h 10 CROWN COLONY NOTES WAY 1. BEARINGS ARE BASED ON THE EASTERLY LINE OF LOT 42 BEING SOO10912 E. SO.Oa 2. ELEVATIONS AND LOT DRAINAGE TYPE SHOWN HEREON ARE BASED ON SITE ENGINEERING /' RADIL15 PLANS FOR THE PRO.ECT. / POINT 3. BUILDING TIES ARE TO FOUNDATION. 4. PLOT PLAN ONLY. LOT HAS NOT BEEN STAKED IN THE FIELD. THIS IS NOT A SURWY c", ccwun ORM33. 60, — N89a48' 06'E NOT RADIAL) LOT 41 THE UNDERSIGNED AND CAVDNE. 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 ABBREWA77ONS/ LEGEND: O.- NUMBER P.T.-POINT OF TANGENCY CONC-CONCRETE WE.- WALL EASEMENT F.E.-FENCE EASEMENT RADIUSP.I.-POINT OF INTERSECTION L.S-LAND SURVEYOR P.R.C.-POINT OF REVERSE CURVATURE D.E.-DRAINAGE EASEMENT H.-CHORD ARC- ARC P. C.-POINT OF CURVATURE O.R-OFFICIAL RECORDS P.C.C.-POINT OF COMPOUND CURVATURE U.E.-UTILITY EASEMENT LENGTHL.B.-LICENSED BUSINESS CH.BRa- ORD BEARING S.&U.E.-SIDEWALK & UTILITY EASEMENT D.U.&SE.-DRAINAGE, UTILITY & CENTERLINEA/C -AIR CONDITIONER PAD a DELTA CENTRAL ANGLE) D. U.E.-DRAINAGE & UTILITY EASEMENT SIDEWALK EASEMENT A VONE, INC. THIS SURVEY NOT VALID UNLESS EMBOSSED WITH THE LICENSERS AND RAISED •SEAL of A FLORIDA LICENSED SURVEYOR AND MAPPER REVISION DATE LAND SURWYORS AND MAPPERS 300 SOUTH RONALD REAGAN BOULEVARD LONGWOOD. FLORIDA 32750-3499 TELEPHONE (407) 830-9080 7 1 FAX No. (407) 339-3636 DOMWICK F CAVONE - PRESIDENT FLORIDA SURVEYOR & MAPPER NUMBER 2005 LICENSED BUSINESS NUMBER L. B.507.i REVISE PATIO 6-6- 2003 PLOT PLAN 1 512312003 LOT by NEIL CADD FILE: CROWNCOL42.OWG W.0.2003-6707 CITY OF SANFORD BUILDING DIVISION M. 7. 8. 9. 10. il. 12. 13. 14. 15. SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 42 Subdivision: CROWN COLONY Property Address: 163 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: 0 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 ofHandicapped 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. 0 d. Cross sections of all wall sections to be used in the structure. Bearing non -bearing interior and exterior. Show all components of wall section. e. Framing plan for floor joists where conventionally framed. Plan to indicate span, size and species of materials to be used. x f. Engineered truss plan with details of bracing. Engineered beams for spacing openings to carry and support trusses. g. Stair details with tread and riser dimensions, stringer size, methods of attachment, placement of handrails and guardrails. x h. Square footage table showing footages: Garages/Carports 420 S.F. Porch(s)/Entry(s) 26 S.F. Patio(s) S.F. O 3. x 4. TO FOLLOW N/A 5. N/A N/A N/A x 6. 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 3. Foundation elevation survey 4. Slab 5. 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 ell kut4-toL DATE: Friday, June 13, 2003 SIGNATURE: 7 5 By Owner or Authorized Agent) KT2 1VC. LAND SURVEYORS 4 MAPPERS 300 SOUTH RONALD REAGAN BLVD. LONGWOOD. FLORIDA 32750-5499 TELEPHONE: (407) 830-9080 FAX (40-7) 339-3636 E-I I NL GAVONECVGFL.RR.GOP'I CERTIFICATE OF ELEVATION Address: 163 Crown Colony Way Legal Description: Lot 42, CROWN COLONY SUBDIVISION, Plat Book 61, Pages 76, 77 and 78 The Finished Floor Elevation of the structure on Lot 42 , CROWN COLONY SUBDIVISION meets or exceeds the requirements set forth in the City of Sanford Building Code Chapter 6, Sec. 6-7 (a). 111- 414, Dominick F. (.avone. F'I,.;r?.&) Surveyor & Mapper Reg. No. 2005 L icensed Business Number 5073 Date Fieldwork Completed 12-9-2003 W.O. # 2003-16708 FEDERAL EMERGENCY MANAGEMENT AGENCY NATIONAL FLOOD INSURANCE PROGRAM ELEVATION CERTIFICATE Important: Read the instructions on pages 1 - 7. SECTION A - PROPERTY OWNER INFORMATION . BUILDING OWNER'S NAME 1A1e0A ,P,4 NoME /wl1 BUILDING STREET ADDRESS (Including Apt., Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. l 3 Ct2o wz,l ' Ian". y wA yCITY jAt4 r o STATE FZ USE Ae5id-eCFI LATITUDE/LONGITUDE (OPTIO or and Block Numbers, Parcel i I , . etc. Use a HURIZONTAL DATUM: L NAD 1927 LJ NAD 1983 etc.) area, if necessary. O.M.B. No. 3067-0077 Expires December 31, 2005 For Insurance Company Use: Policy Number Company NAIC Number ZIP CODE 32 i1 SOURCE: LJ GPS (Type): IJ USGS Quad Map .Li Other SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION Bl. NFIP COMMUNITY NAME & COMMUNITY NUMBER B2. COUNTY NAME B3. STATESErnInoLe-Cvt w4FQoi1(i ig /ZO 7-89 _: 'emivvii I-e It:i-/ B4. MAP AND PANEL NUMBER B5. SUFFIX 8 INDEX B7. FIRM PANEL B8. FLOOD B9. BASE FLOOD ELEVATIONS) G U O I C EFFECTNElREVISED DATE ZONE S12(j7ZoneAO, use depth of flooding) R' In In.iirnfn 7_ 5 I WW cvauu, 1 toter-) udla ur uase noon aeptn entereo in 139. EA/ & I NEE2lW G 1'v+rlS By k-1,4oD6+V IFISProfile1_1 FIRM 1_1 Community Determined JA Other (Describe): C/V6//V i',U6a q0-7- &ZC/-tJ33a B11. Indicate the elevation datum used for the BFE in 139: LA NGVD 1929 1_1 NAVD 1988 1_1 Other (Describe): B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? 1_1 Yes 1-4 No DesignationDate:_ w IA- ZOOS- /( 17706 SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) Cl- Building elevations are based on: 'Construction Drawings' Building Under Construction' JNFinished Construction AnewElevationCertificatewillberequiredwhenconstructionofthebuildingIscomplete. C2. Building Diagram Number _V (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 Al-A30, AE, AH, A (with BFE), VE, V1430, V (with BFE), AR, ARIA, AR/AE, AR/A1-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 the datum is different from the datum used for the BFE in Section B, convert the datum to that used for the BFE. Show field measurements and datum conversion calculation. Use the space provided or the Comments area of Section D or Section G, as appropriate, to document the datum conversion. DatumA16V01gZqConversion/Comments_ N//4 Elevation reference mark used_ t— / Al -Does the elevation reference mark used appear on the FIRM? {_1 Yes No a) Top of bottom floor (including basement or enclosure) 4 3 ft. - b) Top of next higher floor N/,r1 ft iM) to Fla et DA G 3 J5 S,CyEyoK c) Bottom of lowest horizontal structural member (V zones only) tv / ft.(m) W d A PpEf< N -zoos d) Attached garage.(top of slab) _ ft (m) E a e) Lowest elevation of machinery and/or equipment u w m servicing the building (Describe in a Comments area.) 43. I. ft. ; 0Lowestadjacent (finished) grade (LAG) E a 27ft.(K 2 K F. CAvorJE g) Highest adjacent (finished) grade (HAG) ft h h) No. of permanent openings (flood vents) within 1 ft. above adjacent grade P- I.12 Z_v _ ?ipo3 i) Total area of all permanent openings (flood vents) in C3.h N4 sq. In. (sq. cm) - - SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION I nis certmcation is to be signed and sealed by a land surveyor,. engineer, or architect authorized by law to certify elevation i'hifg7ation. IcertifythattheinformationinSectionsA, 8, and C on this certificate represents my best efforts to interpret the data available. Iunderstandthatanyfalses1:3_ternentm? y be punishable by fine or imprisonment under 18 U.S. Code Section 1001 CERTIFIER'S NAME LICENSE NUMBER TITLE COMPANY NAME PRESIDEITGAVO,VE, 11419 ADDRFcc -- •— SIGNAFEMA F January 2003 Z-17) - Zoo reverse side for continuation. 32iso Replaces all previous editions es information. from Section A. For Insurance Company Use: IMPORTANT: In these spaces, copy the corr BUILDING STREET ADDRESS (Including Apt., Unit, ne,`nd/orBllddg. No.) OR-P.O. ROUTE AND BOX NO. Policy Number CITY ZIP CO E Company NAIC Number JAIV 5),-D ,- 3ZT7 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 here If 1 SECTIONE - 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. ilf 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.) In. cm above or _ below E2. The top of the bottom floor (including basement or enclosure) of the building is I....I tt• (m) I_I_I • ( ) I___I I I . 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 build ingis I_ I_I tt (m) I.—I—lin. ,(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,I-1 tt. •(m) I_I—I in. (cm) j_I above or I_I 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 flood lain mana ement ordinance? I I Yes I I No I Unknown. The local official must certify -thisinformation 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 C3J only), and E for Zone A withoutaFEMA,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. PROPERTYOWNERR'S OR OWNER'S AUTHORIZED REPRESENTATIVES NAME ADDRESS CITY STATE ZIP CODE SIGNATURE DATE TELEPHONE r _ COMMENTS I\ I Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, BE) ; C (or , and fy.of;this-Elevation Certificate. Complete the applicable item(s) and sign below. G1. jJTheinformationinSectionCwastakenfromotherdocumentationthathasbeensignedandembossedbya licensed surveyor, Pngineer; orar%hitect•who is authorized by state or local. law to certify elevation information. (Indicate the source and date of the elevai:ontdata in the Comments area below.) G2. I A cpmmunity official 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 COMPLIANCE/OCCUPANCY ISSUED G7. This permit has, been issued for: I_I New Construction JJ Substantial Improvement ft. (m) Datum: G8. Elevation of as lowest floor (including basement) of the building is: — tt (m) Datum: G9. BFE or (in Zone AO) depth of flooding at'the building site is: — — LOCAL OFFICIAL' S NAME TITLE f COMMUNITY NAME TELEPHONE DATE - SIGNATURE COMMENTS Check here If attachments Dr.nlonuc oil nrorinnC Pfll}InnR PLOT PLAN for: MARONDA HOMES, INC. DESCRIPTION: LOT 42, CROWN COLONY 3UBDI VI3ION RECORDED IN PLAT BOOK 61 PAGE(S) 76 thru 76 PUBLIC RECORDS Ol 5EMINOLE COUNTY, FLORIDA 1: SCALE 1'- 30' O 7.5' 15' 30' GRAPHIC SCALE TRACT'D' CONSERVATION AREA FLOOR SLAB ELEVATIOMUSTBE16" OF ADJACENT ROAD UNLESSOTHERWISEAPPROVED I (° e << 2 fF F- mk-" C1 R=50.00' 0=64a 10'5& ARC=56.01' CH.=53.13' CH.BRG.= 533035'56"E above - BUILDING SETBACKS FRONT: 25' REAR: 20' SIDE: 7.5' SIDE STREET. 20' BUILDING LINE. 60. fl_ r F— LOT 42 CONTAINS 13,855 SQUARE FEET/0.318 ACRES +/- FLOOD CER77nCA71ON BASED ON THE FEDERAL EMERGENCY MANAGEMENT AGENCY FLOOD INSURANCE RATE MAP, THE STRUCTURE \ SHOWN HEREON DOES 1MTHINLI THE 100 YEAR FL000 HAZARD AREA. THIS STRUCTU IES IN ZONE . A COMMUNITY P EL N0. 120289 0045 E EFFECTIVE TE: APRIL 17, 1995. MAP REVISI DATE: SUBJECT T CHANGE-) TRACT'C' DETENTION AREA 589050'52"W CZ2.A3' CROWN COLONY NOTES WAY I. BEARINGS ARE BASED ON THE EASTERLY LINE OF LOT 42 BEING S00179'12E. 2. ELEVATIONS AND LOT DRAINAGE TYPE SHOWN HEREON ARE BASED ON SITE ENGINEERING / / o RADIU5 PLANS FOR THE PROJECT. / POWT 3. BUILDING TIES ARE TO FOUNDATION. 4. PLOT PLAN ONLY. LOT HAS NOT BEEN STAKED IN THE FIELD. THIS IS NOT A SURVEY. LOT 41 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 ABBREVIATIONS/LEGEND: NO. -NUMBER P.T.-POINT OF TANGENCY CONC-CONCRETE W.E.- WALL EASEMENT F.E.-FENCE EASEMENTR.-RADIUS PJI POINT OF INTERSECTION L.S.-LAND SURVEYOR P.R.C.-POINT 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.BRG.-CHORD BEARING S&U.E.-SIDEWALK & UTILITY EASEMENT D.U.&S.E.-DRAINAGE, UTILITY & CENTERLINE A/C -AIR CONDITIONER PAD DELTA (CENTRAL ANGLE) O.&LI.E.-DRAINAGE & UTILITY EASEMENT SIDEWALK EASEMENT A VONE, INC. THIS SURVEY NOT VALID UNLESS EMBOSSED FL L THE SIGNATURE AND RA/SL'D SEAL OF A FLORIDA LICENSED SURVEYCYt AND MAPPER REVISION DATE LAND SURVEMRS AND MAPPERS 300 SOUTH RONALD REAGAN BOULEVARD LONGWOOD. FLORIDA 32750-5499 TELEPHONE (407) 830-9080 FAX No. ( 407) 339-3636 DOMINICK F. CAVONE - PRESIDENT FLORIDA SURVEYOR & MAPPER NUMBER 2005 LICENSED BUSINESS NUMBER L.B.5073 REVISE PATIO 1 6-6-2003 PLOT PLAN 1 512312003,1 LOT by NEIL CADD FILE: CROWNCOL42.DWG W.0.2003-6707 Maronda Systems Maronda Systems 4005 Maronda Way Sanford FL 32771 (407) 321-0064 Engineer of Record: Tomas Ponce, P.E. 1005 Vannessa Dr. Oviedo, FL 32765 Design Criteria: TPI Design: Matrix Analysis TEE-LOK software PLAN JOB # LOT ADDRESS DIV/SUB MODEL 6CCO4201 42 16" CROWN COLONY WAY ORLN-CRC SUN13 RIGHT Fax (407) 321-3913 FL PE # 50068, SUNBURY I & J 3 VAULT This structure was designed in accordance with, and meets the requirements of TPI standards and the FLORIDA 2001 BUILDING CODE for 125 M.P.H. Wind Zone. Truss Ioadinn is in nrrnrrlanrrn With AC(`G 7_00 'rk--., Truss ID Run Date Drawing Reviewed Truss ID Run Date Drawing Reviewed wow u13u111 M. No. of En Dw s: 3399 Layout 11-4-99 V 6-18-02 Roof Loads - VT 4-11-01 W 6-18-02 TC Live: 16.0 psf TC Dead: 7.0 psf BC Live: 0.0 psf BC Dead: 10.0 psf HIP 10-20-00 X 6-18-02 A 6-18-02 Y 6-18-02 B 6-18-02 Z 6-18-02 C 6-18-02 Z1 6-18-02 Total 33.0 psfD6-18-02 Z2 6-18-02 E 6-18-02 Z3 6-18-02 DurFac- Lbr: 1.25 DurFac- Plt: 1.25 O.C. Spacing: 24.0" E1 6-18-02 F 6-18-02 F 1 6-18-02 G 6-18-02 G1 6-18-02 H 6-18-02 H1 6-18-02 I 6-18-02 11 6-18-02 J 6-18-02 11 6-18-02 K 6-18-02 L 6- 88-02 M 6-18-02 P 6-18-02 P Field Assembled U 6-18-02 INV # DESC QNTY DATE: MAY 0 20n3 18331 EHUH26 18330 1 EHUH28 18360 1 SKH26R 18361 SKH26L 18362 SUH26 18370 THJ26 1 4 SEAT PLATES 36 40-0 MAY 3.n 2003 aI- t 'svmboi is us cl 'to attract vocir rt*.ef;tior F :RSO''vALSAFETYIS.IN OI-V DIVftcn pu see this syraiuol w,iBE%OCUIE ALE% r.• = 4 t C:{TS MES SA G} GAJTI O! AC'AWTIDN*htleirtrftes safe operatring l aractrc'es'ortrr%ciicafiesunsafecontlitron`s Fiatcciuld su ;n personal inyur; or uariage to structures: HIB-911 ummcalry Sees CON'IMENT,1-.RY and RECOMMENDATIONS for HANDLING, INSTALLING &, BRACING METAL PLATE 00NN.ECT=7 WOOD T:RIrrSSES the responsibility ofthe ins; aller(builder building contractor, licensed con tracto- ectororerection contractor) fror_.rlvreceive, unload. store handle install and ace metal nits connec!ed ac^d r ssss to pn tect life and nronerry The installer ust exercise the same high ceg. ee of safety awareness as with any other structural aterial. TPI does not intend tnese recommendations to be interpreted as superior the project Architect's or Engineer's design specification for handling, installing d bracing wood trusses for a particular roof or floor. These recommendations are aed upon the collective experience of leading tecnnical personnel it the wood C'AUTIOW The' bUilder,buildingcontractor;licensed COntractor,arectbebrerbctioi contractorisai<vi§eI to obtain and read the entire booklet "Commentary and I ;ecommendwtions for Hand {;ng ' Installirjcs i 0`ateConiecte3r4n: Nlc _ i f d Wood Trusses, HIB 91" ;roir t,e_iri s P{ate lnsritu'te. rift At GER: A i}4'NGER<af. ignades; a cot;iicr txgit alwhvr'efadureto foilolwgr structiorrs of h:eedwarn- 16 kng svr{V mast 6s{ce;ly;}lrest It Ltn serous` firers ,,a{ r5 nfury ordeat- ordam0d16 structures irF 11/ARNING ;-A WARINING-descr{b-- a condition: r x wherefarluretofollowrns1ructionscouldresUltrn severe personal ;njury o'r;damage ro structures TRUSS PLATE INSTITUTE 583 D'Onofric Dr., Suite 200 Madison, Wisconsin 53719 608)833-5900 truss industry, but must, due to the nature of responsibilities involved, be presented as a guide for the use of a qualified building designer or installer. Thus, the Truss Plate Institute, Inc. expressly disclaims any responsibility for damages arising from the use, application or reiiance on the recommencat:cns and information contained herein bvbuilding designers, installers, and others. Copyright O by Truss Plate Institute, Inc. All rights reserved. This document or any part thereof must not be reproduced in any form without written permission of the publisher. Printed in the United States of America. r'CAUTION: A'll e' rnporary.bracingshould be —no less than;4 grade niarked'.[urn or. All -connections shoufu be made with minimum of 2-'iod nails. All 1russes aSSurnea 2' on center orless. All multi -ply: trusses should be connected together in accor- d -nce with design drawings prior to:instaitGtlos?. TRUSS STORAGE CAUTION: Truseesshouldnotbe unloaded on rough terrain or un- even surfaceswnich could cause damaaa to the truss. C,4UTIONi Tr lsses stor_.ed horizontally should be CAUT{OIV Trusses ,stored. ve tr ally sfoulo hesuprorteryd4Qnbl°tto p4revr`texcessi e;lateral', [ bracetli,tolpre enti toppling}orttrpprngpiemm'as iure Barn `" b nadng , 1VVA%[1i`u; Do not breakr>ancing until fnstallation r f]A'NGER Dp not stor bundl. s upright unlessfbgiA?s Care shou9d be :exercised'irx banding re-r m'f properj bl'aced i]oanairreakbandsun.i{',bund9es' a:, a., . I Pu .. 4"J! h.f,,yd n,Y ^lry. n_ mov:<{ o _volc.i'Hflting aPryowf individual:trusses; _areglaced;rnasfal7fierhorrzortal p'osifiior ti .l. L-+i lr •.^' 4 i'- 7r lC. iy R,f`1:ie.'ly;U '.e- 1`ti.,.y - :3_4 .I1*111, 1]"t. fitii1adVA'iikllilG: Doroy Iift'undl'ed %r sss slUb}}+ i51 jll]A(3E,R iNalkrngtonruseswhich a(iie;i,yrng'fla41S''.Laftremely oangerousS arid `SlloiJld D0" atriGtiyf.t. . Co.r of use damaged s.ri rs s. rdhibifed Frame 1 so° ` 60-Yorless\ or 'es Tag Approximately Approximately Tag Line '/ truss length /' truss length Line Truss spans less than 30'. LIM the Spreader Bar attar slinG Toe In —>> Toe In eto. Less than or equal to 6o' Spreader Bar Toe In Less than or equal to 60 t fx Sri r u r 6,11, r, - C If IAtVICA'L'i1J tINSTALT W`` N, Strongback/ SpreaderBar Tag / Line Strongback/ SpreaderBar I.aT sr__r_rRan Plan r Blocking 1 Ground Brace Vertieala (GBV) y Typical horizontal tie member With muhiple stakee (H-T) VWruas of bra, cup of trusee EB) Frame 2 12 7 4 or greater i"'TO CHbAblil,!,Ilu, TOP CHORD DIAGONALMINTERAL8RACE1' BRACE n s ! f!" jlj"I' , ' " I..S) i" CI H SPACI G LBS SPACING (DB 11 [# I russesi K Up to 32' 4 lil 2 20 1 Ir Over 32'- ;8' 6' 010 7 0; 41l 2 5' 6 4Over6O' See a registered professional e gn- er u - u-uV'db Mr-Lafcn bt' - Southern PineH - Hem -Fir SPF - Spruce -Pine -Fir z Continuous Top Chord0111, All lateral braces Lateral Brace lapped at least 2 Required I trusses. Iz 0" or Greater SO W1. Attachment Required v Q IlkW V W Topchords that are laterally braced can buckle - tog elherandcause collapseit there Is n ,d iago- nal bracing. Diagonal bracing should be nailed to the onderaide of thetop chord when purfina are attached to the topside of the top chord, P HE DTRUSS ITCh- 4 VARNNG: Failure to-fo I Iowth ese recorn rn e ndati o ns could dresult: in 1 seyerepersonal i t russe, injury or o,t s or, buildi- 11cls'. TOP CHORD C) p CHORD DIAGOIAA.LPR.4CE TER.. J, LA SPACING (11PITCHlUPAIj, 12 DIFFERENC E s PA, ciNG(LS,)_: trusses] S PAN Up to26' ( 2.5 7' SP/DFSPF/HF 1 17 1 Over 28'- 42' 3. 0 6' 9 6 Over _42' - 60' 3. 0 51 5 See a registered professional engineer F - Douglas Fir -Larch s P - Southern Pine iF - Hem -Fir SPF - Spruce -Pine -Fir C,or,! nucus Top ChordLateral Brace Required 12" or Greater r- lecuired All lateral braces lapped at least 2 trusses. 0- rqjvl 1. 2 Top chords thatare I a terall, bra dea, uckle rsisr'"i' jtogetherand causecollapse ifthego- nalbracing, Diagonalbrach d lathe " rideraide of the top 4 are attached tothetopsideofthetopchord. F_SCISSURST Frame 3 ACE us e Over 60' See a registered professional engineer as h All lateral bracces ire n'I u11IIII I IhIIIISPIII1!illn I I I IHI III. NI' I+I I 1rl I l! li I II I ll ' Yll,I IIInloAli ,Iii ii Lle I I i III I,II 141II L IIfl IIII,I,o I,:i, ili;'uIIIIIII I II isI I • I;: ti,!! I I'II Nj ; 111II+ III IIII II I{hII I MI I 11 DE .:: i I! I IitI'll tll IliNlinli. Ili, i:.N,i itllt,il l Ul,i i I I 1Ilil.l'i u'. I I I I y'I IIIIIin,:,IIV,IGi,hl I 1 I I,I iYII I;i;IPI,I:III I,IIIIIBIIIIVNIIIiIIIIIIIIiVlilii! 61 ' 4TOPICHORD!I!I c1T gL''BRAu,UltiLn I I "ICINGLB u IIIItl,q l myC.i' llll,l iii IL, irUn llnl„I I CE l IY s it111ji1n I:nl II , Il;illnlllu+ljIII;IIIrilliqu.ululliollulllilI',',,`,lldlllI 'TOP,'CNORDII4 III IIIi`'I i hIII..: , II q 7 illllu). AIDIAGOIhIBERACI II ' ,ll" 1 ISPACINGIDBIIN ! 1 l nw,arlhudiu, s i! Id itiIlllilili #trusses ,IIiIIILII III I I I I!'I. I I 65,P:/ D F IIiPL SIP'Fl H F I U to 32' 3O" 8' 16 t 0 Over 32' • 48' 42" 6' 6 4 Over 48' - 60' 48" 5' 4 2 Over 60' See a registered professional engineer OF °'Douglas Fir Larch SP: Southern Pii HF: HPm Fir SPF S ruce Pln ktl, a 1 IyII7'J I i i IC'FjTheend diamonaf brace for canlilevered truss es must be planed on v rllcal ib'ebs in line t,Illt the support. 2x4i2XeI IPARALLEFConlinuous CriORD TRU~S I,''I ord BraceRequired Topchordethet are laterally braced can bucklertopbracing. causealthere ouldno .{ago-1 net bracing. Diagonalbracing should benailed 0" or greater llli to the underside of the top chord when purlins are attached to the topside of the top chord. Y. I AttI- Iacmenu ,- Reauired 7 20. SPFsNF o`er 30" or greater j A ' • I ' I` M, ffi1 I,rrfrNi `I-''T' il fY ,",rftil,l s I x we $ F , r t, _ or IY — 11aa 'S `1 r+Fl r.A"7i= & - a 7 "S i F1S TLJj11 '7 • g'+h ii'n' 4 79F''ry' a,f F "f7 'iprrri,t5iaF5'!,.4yyyy,,Ap J rc"4,,r r ; s+ L I w - • - r( I. '` x i ,;z 7R1 7 i`1;i-fi i jvya L Y '.d4y,,yy JP •" ,>rl P ' ir: 1L'xip'.'{S a" I „.r 1111.A.,4^ire :';, !F:r1 k=s?l,l'Rr„slit [Yw, 11('rm".1=Y NI.. •'% krill-. r,;: br's,' ht gal.,.',,.}Was.;,t•'.i,-u,7n.Ir aK 44 -T WPM'Mit'F-F{f•'iMI I i ,ypy r!"'I' Ia yNPlCliglu IL i lrlil 'f'y' I! 4 !!I 11 III 7 IqPCHORD, TOP CHOR CEJVrIF, ', Ill i lti4tl6 l f fil 6v i I i 11f IIUUhA I i .r a t4 q t4 a 4. FERALBFIACE DI4GONC SP CING DB] SPAN ti*37 I„ ; ; .., t•. ad IIaeTCHj rIr,,,:, Ij ktiltd,, i( i trusses SP DF ., 17 SPFMF 1 12Upto24' 3/12 r.,4x r4.ia'r 1 Over 24' - 42, 3/12 7' 1 10 1 6 Over 42' - 54' 3/12 6' 6 uI-- uougias mr-Laren SP - Southern PineHF - Hem -Fir SPF - Spruce -Pine -Fir Diagonal brace also required on end verticals. \ Top chords that are laterally braced can buckle togetherand cause collapse if there is no diago- nalbracing. Diagonal bracingshould bepalled to the underside of the lop chord when purlins are attached to the topside of the top chord. MONO:. TRUSS'' Aaximum PlumbAisplacementLine 4 Q. 12 3 or greater \ 8' All lateral braces lapped at least 2 trusses. Continuous Tob Chord Lateral Brace Required 10' or Gre Attachm e Required FINVS IALLATIO TOLERANCES' ss• BOW Length L(in) TLesser ofAU200or2 J_ T y; L(In) L(in). 7200 50" 1 4.2' 00",3' 3/411150" 12.5' L(in) Lesser of L/200 or 2" L in (L 200 : L ft 200" 1 " 16.7' 250" 1-1 /4a 20.8' 300" 1-1/2" 25.0' OUT -OF -PLUMB INSTALLATION TOLERANCES. OUT -OF -PLANE INSTALLATION TOLERANCES. ii e k _. ` • ty ''°, ' u ',76 •. a -' d 7.' ;'tf' If, ' .„' j ,• ''_"- r . ''• Q thi U' 'C111 I.l E2 S 5 OUIIC I 4 - ..:,,.ai , _ ' c:.;w aarstt`r....nau V r, tlx ea- x•r:;w'er.2.L.,narel , .... t, ;. _b:f Uz'L. Li... L:I tsk . ; Frame 6 t5 y'.. ,w4 d temsT Y".OAIDA snT'EIKS 4005 Maronda Way Date: Afar -eh 5, 2003 To: Building Department From: Maronda Systems Tornas Ponce Professional Engineer State of Florida #Oasoo,B SUbiect: Valley Trusses Samford, FL 32771 (407) 321•oo64 Fa-- (4c7) 321-3913 411 valley -!russes labeled VT-1 barn 100 are covered under the eneraf valley sheet proN,idiledinthetrusspackagesignedandsealedbytheengineerofrecord. The connections are notedonthest--uctural info sheet of the plans. All criteria of the valley trusses are noted oil thegeneralsheet. If YOU have aay cleeestiorzs please feel free to calf at 407-321-0064. aQ9 eY'ely, Toms Ponce, P.E. Date: 3I 5 fo 3 fhb d-)Vi k for ar, Individual bulldbgfomepannrLandI,as been L—d oil Lnrorm.Unnp—Idcd by Ule dlcnl thedalgi,u&,jaf, ro uanyrcspnnslbWtyruedamagesass lt ofGW1yort11--t "dormauoa: spccrRullonsd/ordeigns r`-r hed to the true. d—,,,.— by the r3lcnt and the a ,ndoms yr .[CnlaLyIdILkIa —ti.n — It may , .ht. to a spo- clrie P.-i—t and ac¢pL+ nn ,esponslbWty orundsrsnocmholwllh ,cgaUl l0 6hrlo- non-tnnduvg-a,dpu.cnt and Untanabon K lrusln. TIUs tn,v Las Lccn drslbmcd ns asb,dlvld,ul buadb i naaP-11. 1n -,dance nidANSI/TFI I-I995 and 1`4135-97 In be h,rnrpo,alcdasPa,t or the bw"db,g dolg„ by a DulldingDesignerlagistucdarcblledorpmks.donal engu,cal. when reviewed for a,Pluvat by theb„Bdb,gdole-. We desgp, I..adl .,;,,-M,o must beebmkcd to be s,Ue Ih.t U,e data shown Arc br agrcunmt with Lb, logy bulldh,g macs, made ,ecord. for wind oreno,. "md., PJrot N—Ulnae,,.. orspcWl ipj,I d Imds- UOlrss shown, Lass has mt bccu dnip,cd for slo,age or oa. 1—cy Imes- Tiie design ass,nnoeo.nprczs"on ohm.b (top arboltoml ate mnlba.- oa ly bnccd bysbe tfilug,uuos ulhc,i Ut3peel(1r.L Wha bo,tom -bouts to 1-.. not cony braced 6,caa,ly by a pmperty.ppbedrlgldccOmg- U,ey should be bmecd at amaa]mum spacing of IIy-0• ... CnancdnrPlain -shall be manuramaed aura 20 gauge 1— d,ppcd 94—Le,t slcel o,cela,gASTM A653, nde 40. -A— uWc,wl.e show,L ABRICATION (VOTESIurtofabrt=lj_. the fbrlotor . ball ,chewisd,awing rnver,ry that t).h dmwtng f. [ndarmancewltiau,c Gb,tatnrs Id— and toLucarnauou,og —ponslbWty fur such tv4_ Itnn Any dpanc,es a.e Iv be p.d Intwigldo,e chluohw.g or rahlo,Uon. Ialrs .ball notIx InWll d over knothole., ob or di tn,t,d e,atn- Itcmbcrs ,ball be nutbightmunga,orat wv,oud bo,b,g. Con- eelorpfaio.baR be looted on both taco nrebswIU, " hdly bobcdded and .ball bePtatc, Is S'candes-4-1l 9. AG Bp6wt u- IJc x e' tong. Slots Ihnlesl ,un pa,>ild tocptateIengU, speerOed. Double .a,ts oa webbc,. sha0 me tat 11,c ,xntiold -fAhc wchsessutherabe .Lawn. Co,mee/or pGte sues e ndolmum -lies hascd on U,e (nice. showndavyneedrobeh,c:o.cd 1, ecab,b, hand. g and/.,--1till, -b L•sscs. ThL, buss b aoflactabdotcasIWthe .ct—dent 1mtMbcr—I—othcrwt.c ForaddLlonalantlo. an g,.abty C."bo, tiv toANSI/TPI 1-W95 L wuLIUfVARY [VOTES ILI died wRb pall tar JUr,ngb.ndb,gindlh,g._dto .voW b,erne tr, — 1n . aba,sbr.od gndFor —btb.g 6te.a1 roree LLlbe- W and tnsbdlnt by oU, Carefu" ba„d- osrsatlal and ozv tun hb ahnpd- N,,uW prcc..Uobaly,c1lanfor uch Iempo,a,y b,adgd glladbtw,sm bussescoavoldIopr,imgTheUpervt.,..a1 —r noo ofINbestriderflitw. 1m1abesoughtIFllccdcd- Imd. e dalgn load. sb"11 not he apphcd toa1anyu— No Ioa.L, nlbcr than thearthen !d shall b<.ppOvl 1. nn[ll alley all fslenh,g and bracing MONO VALLEY VALLEY 7RUS COMMON VALLEY it it SUPPOR7I110 IRUSSES VALLEY rRus GES lrvpi VALLEY TRUSSES IryPl ftTIHG TRUSS COMM011 OR GIRDER COMM"TRUSSES.) VALLEY STRAPPING TO TRUSS BELOW USINGMSTA12r@4' O.C. VALLEY TRUSSES CAN DE CANT LEVERED UP TOTWOFEET. WO: VALLEY SET IF LESS TIIEN 3-0.0 THEN MOVE OIAGONAL WEB TO NEXT' PAIIEL Es 1 2,4 DR 516416 UTApONALWEBS 1 416 3.6 REQUIRED WITH SPAIIS OR GREAI"ER THEN 18-0-0 316 214 2L4 2X40. 0IIII 4 II 316 214 214 2r1 214 30 on j46 1 21/ OR 316 4110 2.4 31e316 - OR 214 TI: yr PI WHEN DIGAOIIAL WEB PRESEII I USE 4X6 PLATE III WHEII 110 DIAGONAL WEB PRESENT USE 7X4 PLAIF- VALLEY MEMBERS AT Z4'O.C- IIYP) 11d 3i6 2f4 VARIES 11 UP IUI 214 2,4 3.6 MAX 6.0-0 O.C. ITYp) 1 1 41612a4 MAX. TRUSs SPACHIG MAX 6-0-0 O-C- (TYP) BELOW . _ 1e • o-c. SPANS UP TO 60-0.0 {1 I TOP CHORDS: 2X4 SP 92 BOT CHORDS: 2X4 SP #2 "'ISIS NOT REQUIRED TO SNF_ATH TRUSSESWEDS: .2XRELOW VALLEY SET. VALLEY MEMBEns4SP93PROVIDEAILNECESSARYTOPHORO BRACING. VALLEY MEMBERS TO DE SET TIC MUST BE CONTINUOUSLY BRACED BY ROOFPERPENDICULARTOTRUSSESBELOW, SHEATHING UNLESS NOTED OTHERWISE. WHEN VALLEY MEMBERS ARE NAILED DIRECTLY TO TRUSSTOPCHORDSUSE (2) 160 NAILS PER INTERSECTION, OR TWOFEETONCENTER- WHEN BELOW TRUSSES ARE SHEATUEDFIRSTUSE (2) 1 Ud IIAILS OR (1) 16d NAIL PER INTERSECT ION , OR TWO FEET ON CENTER. 2x4 BRACING NAILED FLAT TO EDGE OF WEB WITH 12d NAILS AT8. O.C. OR A SCAB OF THE SAME DIMENSION AND GRADE ASWEB; NAILED TO FACE (S) OF WED WITH 10d NAILS STAGGERED8' O.C. SCAB OR TRANSVERSE BRACING TO EXTEND FOR 90% OF WEB LENGTH. ONE BRACE REQUIRED ON WEBS GREATERTHANS' LONG (, TWO 2X6 BRACES REQUIRED ON ANY WEBEXCEEDINGO I:XC1'17 AS SH019N 11Id17,,sS.A1I I4.tt e IZ20 CA '1TSf ,D PER ANS1TJTI 1-1995 Cnut. SupportWARNING*. StuLh 0 6-0-0 o-c. Ma6 ouch Systems READ ALL NO1ES ON TliIS SFiGEI, A COI'Y OF Js'D1,• otl_ 1111S DRAWING TO BE GIVEN TO ERECTINGCONTRACTOR. 4005 MARONDA WAY BRACING WARNING: Usgur: TI;Y CItIL: SANF0IU), FL_ 32771 40 /) 321-DUG4 FaX d 7U) 321-3913 among shorn, on Wfs d-1,,F h not nedlon bmctntofLhisaPutofthehulldln g- ,vhnl hmdog. ho[tal bradtigam' vnd I C 1 ; VC l•O 11¢F TOMAS PONCE P-E. I,aw„ I- mr l whld, mwl he ,:mmdacd , gor shnna, biaclnputlmdelaan3tarL,1 11,olnitrusym®bus onlyloleduaLuckLu hcbWLbngdes"p,er Dracb,g I L Ura11 7,(1 (LsF LICENSE # 0(150068 1R90 oREEnOROOR C`r.OtlfDO.FLJ375b Addtboval b,ac g.1 ends .nd -peeUe 1 tooanus act g L' Pr,nislons mitsL bebgoftheovu.11 .tn,cture ma t <, vm d by the b,mdmg 11-1 c,, IhtLzs elate lmUtute, lPt. b lowed al 583 h.,l. Iscc nw-g" orTpn. 1`I I1C 1 j PC 0 1uFUrOrmuloNrlvqMadLsb1WLS,lnnsl. S`J719L f3c Ucbd 2.0 wC L'1'A F. 2 n nee a -ILL,_ I JL-2 Truss ID: VT Dale: 14 -01 Duil:uc - Lb,: I.15DulFac - PII: 1.25 - O-C. Spacing: 24.0nDesignCri7y,ia: TPf code Desc: lr.n, -nr\ nn.. --- u sl ly uvl-U"'OAHON Th8 design is (Of an hidii1dual hu®dulgrop....(m,d bos be ba Jon Informatj n p,mldcd by Iht c11—L Tbc daigncr dlsdabns any rcsp.n,Ibnity I— dm gw , eult a faulty or Inconert bdolrna Unn. speelllalUovs and/or do,gns Iun,6hN to the t,_s dolg,lcrtry• the cZ( and the rnneclness oraccuracyofthl, bd.mmuo„ o tc may rd.t. r.. spy Tile prole., and .-.pis . roponsib(Utr or ctcrtko uo coutml aith ,tga,d to fabn bn. v- Ihandlb,g, shipment and Insial6u.„ of i hl• ,.vim. 1— b.rcnd—lg..d .• .n 1, d10dual building mmponad In ac_danc, MU, ANSUTF1 1-1995 and NOS-97 Io b. 6. pootcd upartoftheb.ndb,g design Icy a D.Udb,g bc,gncr pcglstcr.d wchllcct .,r 1„ole,l.nal u, rm... ). tvl,.n r..I.—d for upp, o,.al by the buildingdnig„cr, the design kodings -b— must be d,.ehcd to ba- sure. Ihnt the data sh.-, are In agmemn,t miu. U.. tool b.Udi g —drs, lootclbnallc1cdsI" "U'd or...., Lads. pmf. J.apcdDot10 , or apcJ.l appllcd loads. Untossh...n. truss has not been dolgncd (or stola* c or occupancy Lads. Th. dnlgn assumo n, prmlu,. chord. (lop or bnlloml arc contlnu- uslybr.,ccd by sheU,b,gmd•a, oWuttse sp- j cd. Wh.re boUom cl,vnls N Icnslon .,e ool Iu11y bn 111 t.1 n11y by a properly applied ngbt - Uing, they should be bmacd al. 3sbnum, pacb,g of Itl--O' o.,_ C.nntmhlr phics shall 1x mm1ufadured 1,_10 gang_ hot dlppcd gabs.4ed st J meew,g ASTM A 653. Gndc 40. un= cLi v s. ,ba ne FABRICATIONNOTES Prior to Gbncallon, the fab,IL W shaU ,orl.,a U,6 dm beg to ..,uy u.at tht, dn,.ing a In mnmrm„r....lu, m.1ab,iob,rs plan, and to opo buuyfor. uci,..,t- Ilc.lr.,,, N,v dLbcp. d. arc io be pal b, mumg boomnuthy-or la bAv lion. Phlrs shall nM b. buu.11ed o• cr k whniv, knoll or dbt.gt d gtoln. Mabbcrs ,hall be eul for light (Ittb,g n.od to a d bcmb,g. C.u- cvinr p6ta shall he located .n bnlh racy of U,ctrussnlfhlullshdlytmbcdd<d end ,ball be s)m. ab..i thcJotnt antes ."howls. silo.., A 5s4 116lcb5-.4d,, z -t' long. A 6a3 plate 6 6- Mdc.sR' Inng, Slots (hot-1 nu, pani4l t. the p61. lu.plh spc ylcd. Donhlecut_ on ...h anitw i shall noel al the ..,hold .1 the ,-.bs on,•.. othcnshcslw,n,. Connector phtc surs ate nJnln,w„ alto hosed on 11,,,In,en ti,_n and mayne.e 1. b. b,acasn, for c,,t.W I_, Ibg and/ or creed.. strvor... 11,, truss Is not to belahr,alcd wltl, Ilr. rc1.1611t holed lumber mda, ulhemisc shun.. Por addJu...1 bd.m,aD...n p.aut,- co.trvl refer to nNsliTt 1 1-1995 PRECAU110NARY NOTES nil bnrn, g and c,cctbn rcc.n„ncndaUons are to be (olioneal In a(<o,dane< •cllh'I I.ndlb,g h.sblib,g P Oncl„. /iID•91. Tru„o 1 arc . klundleA will, pa.ueu6r rn,e du,b.g bandit and bu,.dWg, 1..cad deb.<q ...d butauauon mage Tcmpora. y and pen...nenl bn. d.,g or holdingtonaoInaatnll,l and pl.,,nb lon andforrv6w,F6[cral ..Pecs shall be o,gncdandI,,,la Ucd byoLbr C r&-1 hand- ng Is r.cc AW and cractk,. bracing Is alnays cquUcd. Norval pfcmuuuualT acuon for so ,.intro such l.mpro,ary bratb,g during Is(alhuunbt(wccu uusscs 10 scold loppLing nd d.min.tng. The s.prnbt. of ooctton of tvn shall be m•dcr the w trot of pcnoas pxdcnml tothetnstdiation .r Uusso. rolostonal .deice shall besought Ifneeded. cntratbnof con,trueuon loads g,eoter han Umdeslg„ loads slnU net h.. appl4d to any [In, c No I•..At .thee, Ih.n U,e . dghl .1 ll,c rr<cro, sh,Il I.: al•pll:l 1. tml.11e, all famt"Uq_and IbaUng tum.pidcd. i HIPGIRDER 2x OF WO: 1111T _ TAIL 11: fill' Q1Y:-1 DLOCKING ADDED -1- 0 TOP CHORD STEP EP "HIP TRUSSI=S -rn of=lnn-i F-m W/ TYPICAL BLOC rf[ 1VG TOR 8 -JE- 71'1l51 ArG OfVTEIsp H pS g;;;m WARNING: READ ALL NOTES ON Th(1S sviEL=r. A COPY OF1HISEug. Job: DRAWING 1-0BEGIVENTOERECTINGI)lvg: cONTRACTOP. 4005 MARONDAWAY BRACING WARNING: Dsgnr: 'l7,Ir TC CI)Ir: SA NFOJU), I- L32771 407) 321:U0G4 Fax 407 21- 1 ) 3 39131uad.g, h.. n .n ud dra•w,g i ,, d,o:u.n 1„adnp wn,A bnclnp, w b,adn Idch b aIm[t a( the bulidlnp Jell¢„ and ,d dd, nm,tb. mnsldcrej by g shmm m PorLttnlLiveDead16. 0 Its[ TOMAS PONCE P. E. Ib. buUdur Jclene Omub,g su t nibussrnrn,b.rs onq tore g n,ad<toand,orlal.nitn. ducebuckib,gio,r,h. nnrLl.,,,,nn,tb. b,g atcnJ.. and speed J3C five 1-II psr LICENSG s005UUGA I - ICE teel+u 00500 : uvleoo,ruxl6s led Ixatlun, Jcicnnb, cd by U,e LuUdL,g dolgncr, AddlUonal braeb,QoftheorenllelruduremapIm,vp,bed ISce HIy-- u[,a, riteI,uul„l.. jrt, L looted at 533 D'on,a,i. u,N_ o;;;. BC Dead Il•0 ps 10.0 n6ata.. t„ sarlw. psr ur-1/11L Truss ID: I - lip Date: 10-20- 00 DulFpc - I-br: DurPac -'PII: 1. 25 O-C- SIX16119: 24.01, Design Crileria: Till CVCree Desc: V: 00. 9 ( 1(1- JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: DESIGN INFORMATION This design is for an Indhldual budding component and has been based on information provided by theclient. The designerdisclaims any responsibility for damages as a result of faulty or Incorrect Information, specifications and/or designs furbhad to the truss designer by the client and the correctness or aceu icy ofthis Information as It may relate to a spe. cNe project and accepts no responsibility or exercises no control with regard to fab l-- lion, handling, shipment and Installation or trusses. This truss has been designed as an Indhidual budding component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as pan of the budding design by a Building Designer (registered architect or professional engineer). Mien reviewed for approval by the budding designer, the design loadings shown must he 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 nnl been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension arc not fully braced laterally by a properly applied rigid c hiring, they should be braced at a maximum spacing of 10'-(- o.c. Connector plates shad be manufactured from 20 gauge hot dipped galvanized steel meeting ASTNI A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shad re lew this drawing to vcrffy that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such ver- ncatlon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shad not be Installed over knotholes. knots or distorted grain. Membcm shad be cut for tight filling wood to wood bearing. Con- nector plates shad be located on both faces of the truss with nails fully imbedded and shall be syrn. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4' long. A 6x8 plate Is, 6' wide x 8- long. Slots Iholml run parallel to the plate length specified. Double cuts on web members shad meet at the centrold of the webs unless otherwise shown. Connector plate sirs arc mhmlmum sizes 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 Imube, unless otherwise shown. For additional Information on euadty Control refer to ANSI/TPI 1-1695 PRECAUTIONARY NOTES Ad bracing and erection recommendations are to be followed In accordance with "Handing InstaWng A Bracing-. HIB-91. Tnuses are to be handled with particular care duringhandingandbundling, deinery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pm- Itlon and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is allay required. Normal precautionary action for trusses requires such temporary batingduring installation between Cruses to avoid toppling and dominoing. The supervision of erection of trusses shad be under the control of persons experienced In the installation of trtnses. Profesion'I advice shad be sought ifneeded. Concerralion of construction loads greater ththane 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 ad 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= 1251rph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 30.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.21" D=-0.22" T=-0.42" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.11" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.05" RMB = 1.00 T 4-3-2 04-3 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Design based on 1-ply laminated Bot chord. End verticals designed for axial loads only. End verticals that are extended above/below PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 920# Support 2 920# TC... FORCE CSI BC ... FORCE CSI 1- 2 4144 0.63 10- 9 3655 0.61 2- 3 5241 0.74 9- 8 3691 0.70 3- 4 5241 0.74 8- 7 3690 0.70 4- 5 4144 0.63 7- 6 3655 0.61 TI: A QTY:1 Joint Locations=========__===a, 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 BOT H-ROLL 7-0-0 11 16-0-0Ilk 7-0-0 1 3 5 Q 5X10 3X4 5X10 Q T 0-4-3 3-10-3 P n 30-0-0 11 10 9 8 7 62087# 3.50" 2087# 3.50" 1-0-0 1 30-0-0 L 1-0-0RO-11-11) 430# 430# r(RO-11-11) EXCEPT AS SHOWN PLATES ARE TL20 G TESTED PER ANSI/TPI 1-1995 scale = 0.2094 WARNING: READ ALL NOTES ON THIS SHEET. Eng. dub: UNI Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: A CONTRACTOR. BRACING WARNING: Dsgtir: TLY Chk: Date: 6-18-02 4005 MARONDA WAY TC Live 16.0 psf DurFac - Lbr: 1.25 SAN FORD. PL. 3_' 771 Bracing shown nn this drawing is n.I erection bracing, wind bracing, portal bracing or slumdar bracing TC Dead 7.0 Inf DurFae - PIt: 1.25 407) 321-0064 Fax (407) 321-3913 which is a par of the building design and which nmst lie: considered by the building destgner. BracingshownisforLateralsupportoftrussmembersonh• to reduce buckling length. Provisions must to BC Live 0.0 psf O.C. Spacing: 24.0„ TOMAS PONCE P.E. made to anchor lateral bating at ends and sperdied locations detenulned by the building designer. m.. Additional bracing of the overall structure ay brequired. IS- HIB-91 of TPl)' BC Dead 10.0 of IDesign Criteria: TPI LICENSE # 0050068 rrrus Plate Institute. TPI. Is locatnl at 583 D'OnofrrloDrove. %l.d1s,n. Wisconsin 53719). Code Desc: FLA 1890 GREENBROOK C7.0%IEDOXI-32768 ITOTAL 33.0 psf V:06-02.02- 13798- 3 wv HCS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: B DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the 61TY:1 Joint Locations==============• Tits design Is for an individual building component and has been based on Information BOT CHORDS: 2x4 SP #2 WEBS: 2x4 cOIIposite result of multiple loads. 1) 0- 0- 0 5) 21- 0- 0 9) 21- 0- 0 provided by the client. The designer disclaimsms SP #3 2x4 SP #2 All COMPRESSION Chords are assumed to be 2) 4- 9- 4 6) 25- 2-12 10) 15- 0- 0 a 3 , 5 continuouslyy braced Unless noted otherwise. 3) 9- 0- 0 7) 30- 0- 0 11) 9- 0- 0faultyorIncorrectInformation. specifications Wind Case- ASCE 7-98, C&C, V= 125rrph, 4) 15- 0- 0 8) 30- 0- 0 12) 0- 0- 0and/or designs furnished to the truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 MAX. REACTIONS PER BEARING LOCATIONbytherllentandthecorrectnessoraccuracy of this information as it may relate to a spe. Support 1 734# Support 2 765# Bld Type= Encl L= 40.0 ft W= 30.0 ft Truss X-Loc Vert Horiz Uplift Y-Loc Type chic project and accepts no responsibility or MAX LIVE LOAD DEFLECTION: in INT zone, TCDL= 4. 2 sf, BCDL= 6. 0p pSf 0- 1-12 1036 60 734 BOT PIN exercises no control with regard to fabrim- L/999 Impact Resistant Covering and/or Glazing Req 29-10- 4 1035 0 765 BOT H-ROLLlion. handling, shipment and Installation of trusses. This truss has been designed as an L=-0.08" D=-0.08" T=-0.16" TC... FORCE ... CSI ..BC...FORCE ... CSIIndividualbuildingcomponentinaccordancewithMAXHORIZONTALTOTALLOADDEFLECTION: 1- 2 -1794 0.35 12-11 1568 0.47ANSI/TPI l-1995and NDS-97to be incorporated as part of the building design by a Building Tet 0.07" 2- 3 -1582 0.32 11-10 1371 0.43 Designer ( registered architect or professional MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -1637 0.39 10- 9 1371 0.43 englneerl. When reviewed for approval by the T= 0.03 ^ 4- 5 -1637 0.39 9- 8 1568 0.47 buildingdesigner. the design loadings shown ju.>B = 1.15 5- 6 -1582 0.32 mustbecheckedtobesurethatthedatashown6- 7 -1794 0.37 areInagreementwiththelocalbuildingcodes. 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 Inds. The design assumes compression chords (top or bottom) arc continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are nmi fully braced laterally by a properly applied rigld ceiling, they should be braced at a maxbnunn spacing of 10'-0- o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASfM 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- 0callon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shad be sym. about the joint unless otherwise shown. A 5x4 plate Is 5- wide x 4- long. A dell plate is 6' wide x 8- long. Slots (holed run parallel to the plate length specified. Double cutson 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 hnrld- kng and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For addlUonal Information on Quality Control refer to ANSI/ TPI 1-1995 PRECAUTIONARY NOTES All bracing andtraction reconimendalioos are to be followed In accordance with -Handling Installing & Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling, delhwery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pw• itlon and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is -rah 1 and erection bracing Isalways requtied. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominotng. The supervision of erection oftrusses shall be under the control of persons experienced in the Installation of trusses. 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 busses until after all fastening and braebmg B completed. 9- 0-0 12-0-0 9-0-0 1 2 4 6 7 U- T 5- 3-2 0- 4-3 4X8 2X4 4X8 0 i 4- 10-3 0- 4-3 A7 I n 1112 30- 0-0 1036N 3.50" LO 9 g 1- 0-0-01036# 3.50 1- 0-0 RO-11-11) I e 30-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 11) scale = 0.2094 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: IV Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING DA,g: Truss ID: B CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 6-18-02 4005 MARONDA WAY TC Live 16.0 psr DurFac - Lbr: 1.25 SANFORD. FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar hnnclng whichisapartofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Hmehig TC Dead 7.0 psr DurFae - Pit: 1.25 407) 321-0064 Fax (407) 321-3913 sham isfor Lteml support of truss mernbcrs only- to reduce bucklkng length. Pnn•isloru must be BC Live 0.0 psr O.C. Spacing: 24.0" TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the budding designer. Addmnaolbracingoftheoverallstructuremaybereyuhml. (See IiIB-91 of TPB. BC Dead 10.0 psr Design Criteria: TPI LICENSE # 0050068 frross Plate Institute. TPI. Is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). Code Desc: FLA n- 1890 GREENBROOR t-T.OvwtEDOXI-32766 TOTAL 33.0 psr I V:06.02.02- 1379 - 3 I... cc-cvn vvouuom rn lau"I vHCS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: C QTY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the Joint Locations==============_ This design tsforanindividual building BOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1) 0- 0- 0 6) 23- 7- 4 11) 11- 0- 0 componentandhasbeenbasedonInformationby WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 6- 4-12 7) 30- 0- 0 12) 6- 4-12 pmovldedtheclient. The designer disctaims any of atfl 2x4 SP #2 4,5 continuous) braced unless noted otherwise. 3) 11- 0- 0 8) 30- 0- 0 13) 0- 0- 0 yorinsibilitycorretfordanmgestiltorIncorrectfinishedothscNcatsignWindCase- ASCE 7-98, C&C, V= 125mtph, 4) 15- 0- 0 9) 23- 7- 4 and t and/or designs furnished to the truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 5) 19- 0- 0 10) 19- 0- 0 by the client and the correctness or accuracy Support 1 727# Bld Type= Enel L= 40.0 ft W= 30.0 ft Truss MAX. REACTIONS PER BEARING LOCATION----- ofthisinformationasitmayrelatetoaspe- cifle project and accepts no responslbWty or Support 2 769# in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf X-Loc Vert Horiz Uplift Y-Loc Type exercises no control with regard to labilcm- MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req 0- 1-12 1035 81 -727 BOT PIN lion, handling, shipment and installation of L/999 29-10- 4 1035 0 -769 BOT H-ROLL trusses. 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 • 07n 2- 3 -1435 0.40 12-11 1534 0.43 aspanofthebuddingdesignbyaBuildingMAXHORIZONTALLIVELOADDEFLECTION: 3- 4 -1240 0.25 11-10 1307 0.39 Designer (registered architect or professional engineer). When reviewed for approval by the T= 0.03" 4- 5 -1240 0.25 10- 9 1534 0.43 budding designer. the design loadings shown RMg = 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 budding cafes. local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced Literally by a properly appliedrigid ceding. they should be braced at a maximum spacing of IV-W o.e. Connector plates shad be manufactured front 20 gauge hot dipped gatvanted steel meeting ASfM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shad review this drawing to verify that this drawing is In conformance with the fabricator's plans and to eaftm a continuing responslblbty for such ven- 0catlon. Any discrepancies arc to be put In writing before cuttingor fabrication. Plates shad not be installed over 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 nails fully Imbedded and shad be sym. about the joint unless otherwise shown. A 5. e4plate 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 mmtmum sizes based on the farces sh- ml may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with firm retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/ TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with 'Handling Installing & Bracing'. HIB-91. Trusses are to be handled with particular ore during binding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Itlon and for resisting lateral forces shad be designed and Installed by others. Careful hand- ling is ess-utal and erection bracing I.always required. Normal precau0onary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dommomg. The supervision of erection of trusses shall be under the control of personsexperienced In the msladatlon of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater titan the design Inds shad not be applied to trusses al b anytime. No ads other than the wetghl of the erectors shall be applied to trusses until after all fastening and bracing is completed. 11- 0-0 8-0-0 11-0-0 1 2 4 1 7 4X6 3X4 4X6 6- 3-2 0- 4-3 5- 10-3 0- 4-3 R R 30- 0-0 11 13 12 I1 10 9 S 1036# 3.50" 1036# 3.50" 1-0-0 RU- 11-11) I 30-0-0 I1-0-0-0I RO-11-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2094 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: NIV LMaronda Systems 11 A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING uwg: Truss ID: C CONTRACTOR. BRACING WARNING: Dsgnr: TLY CI11c: Date: 6-18-02 1 4005 MARONDA WAY TC Live 16.0 psf DurFac - Lbr: 1.25 SANFORD. FL. 32771 0mcing shown on this drawing Is not erection bracing. wind bracing. portal bracing or similar bracing TIC Dead 7.0 psf DurFae - Pit: 1.25 407) 321-0064 Fax ax (407) 321-3913 which is a part of the budding design and which must be considered by the bulldmg designer. Bracing owshownisforlateralsupportoftrussmembersonlytoreducebucklinglength- Prm-isfonsmust be BC Live 0.0 psf i aeO,C, Spacing: 24.On Pg• TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified loc,tlons determined by the budding designer. Additionalbmcmgofflitovemdstructuremayberequired. (see HIB-91 of TPd BC Dead 10.0 psf tDesign Criteria: TPI LICENSE # 0050068 Rruss Plate Institute, TPI. Is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). 1 CodeDesc: FLA 1e90 GkeENea00k Cr.011EDG.FL927W I TOTAL 33.0 psf V:06.02.02- 13800- 3 mesgn: nrarnt AW3.313JUH PAIII: C:Iltt-LUKUUHS112-SAfPHISUAmIV11CS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: D 9TY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the==============Joint Locations============= This design is for an Individual building BOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1) 0- 0- 0 5) 23- 0- 0 9) 17- 0- 0componentandhasbeenbasedoninformationWEBS: 2x4 SP #2 All COMPRESSION Chords are assumed to be 2) 7- 0- 0 6) 30- 0- 0 10) 13- 0- 0anynprovidedbylhecllfordamagesasaresultof2x4SP #3 1,7 continuously braced unless noted otherwise. 3) 13- 0- 0 7) 30- 0- 0 11) 7- 0- 0anyresponsibtillyfordamagesasaresultofY faulty or Incorrect lrdormaliun. specifications Wind Case- ASCE 7-98, C&C, V= 125mph, 4) 17- 0- 0 8) 23- 0- 0 12) 0- 0- 0and/or designs furnished to the truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: H= 21.0 ft, I= 1.00, Exp-Cat. B, Xzt= 1.0 ----MAX. REACTIONS PER BEARING LOCATION----- bythecllentand the correctness or accuracy Support 1 716# Bld Type= Encl L= 40.0 ft W= 30.0 ft Truss X-Loc Vert Horiz Uplift Y-Loc TypeofthisInformallonasItmayrelatetoaspe- Support 2 752# in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf 0- 1-12 1036 69 -716 BOT PINPcificandpitregardtoorMAXLIVELOADDEFLECTION: Impact Resistant Covering and/or Glazing Req 29-10- 4 1036 0 -752 BOT H-ROLLexerciaesnocontrolwithregardtofabdca- L/999lion. handling, shipment and Installation of trusses. This truss has been designed as an L=-O. 06" D-- -O .O7 ^ 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 0.41ANSI/TPI 1-1995 and NDS-97 to be Incorporated T= 0.07" 2- 3 -1304 0.47 11-10 1522 0.41aspartofthebuildingdesignbyaBuildingMAXHORIZONTALLIVELOADDEFLECTION: 3- 4 -1107 0.29 10- 9 1105 0.28Designer (registered architect or pmfessional T= 0.03" crioncerl. "'henmviewedfor approvalbythe 4- 5 -1308 0.48 9- 8 1522 0.41 buddhig designer. the design loadings shown RA3B 1.15 5- 6 -1768 0.51 8- 7 1525 0.41 mustbecheckedtobesurethatthedatashownre it agreement with the local building codes, bail climatic records for wind or snow loads. protect specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The deslgri assumes compression chords (top or boltorn) arc continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced Laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of 10'-0• o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting AMt A 653. 13-0-0 1, 4-0-0 13-0-0 Grade40. unless otherwise shown. 1 2 5 6 FABRICATIONNOTESo6Pilottofabrication, the fabricator shall review this drawing to verify that this drawing is In 4X6 4X8 conformancewiththefabricator'splans and to realize a continuing responsibility for such veri- fication. Any discrepancies arc to be put in writing before cutting or fabrication. PLates shall not be hiMatied over knotholes. knots or distorted grain. Members shall be cut for tight filling wood to wood bearing. Con- nector plates shall be located on both faces of 3 '4 3X4 the truss with nails fully imbedded and shall be syrri. about the Joint unless otherwise shown. A 7-3-22 5x4plate135• wide x 4• long. A 6x8 plate is 6 -6-10-3 wide x 8• long. Slots Ilioles) run parallel to the plate length specified. Double cuts on web member shall reel at the -ntmid of thewebs unless otherwise shown. Connector plate sizes 04-3 0- 4-3 areminimumsizesbasedtheforcesshownIand tray need to be Increased dfor certain hand- 1L lingand/or erection stresses. This truss is not _ to be fob Awtedwith (Ire retardant tinted GX8 2X4 lumberunlessolhowiseshown. For additional 3X6 GX8 3X8 3XG InformationonQualityControlrefertoANSI/ TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to befollowed In accordance with "Handling W Instang& Braclog•. HIB-91. T---are to be handled with particular care during bandingand bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trussesIn a straight and plumb pos- It1on and for resisting Lateral forces shall be designed and installed by others. Careful hand. ling is essentlal and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominovig. The supervision of erection of trusses shall be under the control of persons experlenced In the Installation of trusses. Professional advice shall he 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 ercotors shall be applied to trusses until after all fastening and bracing Iscompleted. R M 30- 0-0 12 11 10 9 g L036# 3.50" 1- 0-0 1036# 3.50" 30- 0-0 1 1-0-0 RO- 11-11) EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSI/TPI 1-1995 R0- 1 ll 1-11) scale = 0.2094 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: UNIV Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dvrg: Truss ID: D CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 6-18-02 TIC Live 16.0 psf DurFac - Lbr: 1.25 4005MARONDAWAYSANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or sbnilar bracing whichBapanofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bracing TC Dead 7.0 psf DurFae - Plt: 1.25 407) 321-0064 Fax (407) 321-3913 shown Is for lateral support of truss manbers only to te.ducebuckling leng(h. Provisions must be 13C Live 0.0 psi O.C.Spacing: 24.0" hTOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined h-vthebuilding designer. Additionalbracingoftheoverallstructuremayberequired. (See HIB-91 ofrpn. 13C Dead 10.0 Sf PDesign Criteria: TPI LICFNSG # 0050068 ffruss Plate Institute. TPI, is located at 593 D'OnofnoDrive, Madison. Wlsconstn 53719). 1 CodeDesc: FLA 1090 GREENBROOK Cr.OIiEDOXI-327GG 7.OTA 1, 33.0 psf V:06.02.02- i 3801- A r- arn: l:V tt-LVA UOtlJI/UAIPHIJ(/A'lt' HCS.• 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: E QTY:3 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the Joint Locations=====__=======> This design V for an individual building BOT CHORDS: 2x4 SP #2 cculposite result of multiple loads. 1) 0- 0- 0 5) 19- 9- 2 9) 21- 0- 0componentandhasbeenbasedoninformation designer WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2 6- 3- 7 6) 23- 8- 9 10) 15- 0- 0 any idedreap n the client. The anyresponsibilityfor damages asaroullof resultof2x4 SP #2 3, 4, 5 continuously braced rayless noted otherwise. 3) 10- 2-14 7) 30- 0- 0 11) 9- 0- 0 faulty or Incorrect infonnallon, specUlcallons Wind Case- ASCE 7-98, C&C, V= 1251r ph, 4) 15- 0- 0 8) 30- 0- 0 12) 0- 0- 0 and/or designs furnished to the tmssdesigner PROVIDE UPLIFT CONNECTION PER SCHEDULE: H= 21.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 MAX. REACTIONS PER BEARING LOCATION----- bytheclientandthecorrectnessoraccuracySupport1680# Bld Type= Encl L= 40.0 ft W= 30.0 ft Truss X-Loc Vert Horiz Uplift Y-Loc Type ofthisinformationasItmayrelatetoaspe- Support 2 718# in INT zone, TCDL= 4.2 sf, BCDL= 6.0 sf PP0- 1-12 1036 74 -680 BOT PIN cr tees n and accepts no and tosib ri or exercises no control with regard to fabrtca- MAX LIVE LOAD DEFLECTION: i1[gyact Resistant Covering and/or Glazing Req 29-10- 4 1036 0 -718 BOT H-ROLL Lion. handling. shipment and Installation of L/999 trnsses. This I- has been designed as an L=-0.07" D=-0.07" T=-0.13" TC... FORCE ... CSI ..BC ... FORCE ... CSI Individual budding component in accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -1746 0.34 12-11 1513 0.48 ANSI/TPI 1-1995 and NDS-97 to be incorporated T= 0.06" 2- 3 -1570 0.31 11-10 1291 0.44 aspartoftilebuddingdesignbyaBuildingDesigner ( registered architect or professional MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -1144 0.30 10- 9 1291 0.44 engineer). tt'hcn reviewed for approval by the T= 0.03" 4- 5 -1144 0.31 9- 8 1513 0.48 budding designer. the design loadings shown Rp B = 1.15 5- 6 -1570 0.32 must be checked to be sure that the data shown 6- 7 -1746 0.37 areinagreementwiththelocalbuddingcodes. local etrnatic records for wind or snow loads. project specifications or special applied loads. Unless shown. truss has not been designer] 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 property applied rigid ceding. they should be braced at a maximum spacing spacingof 10'-0- o.c. Connector 15-0-0 15-0-0 plates shad be manufactured from 20 gauge hot 1 dippedgalvanizedsteelmeetingASTMA653. 2 3 5 6 7 Grade 40. unless otherwise shown. 6. 00 0 FABRICATION NOTES Prior to fabrication. the fabricator shad review this drawing to verify that this drawing is in conformance with the fabricators plans and to reallze a continuing responsibility for such ved- ficatlon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shot not be instated over knotholes. knots or distorted gram. Members shall be cut for tight Biting woodto wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be syrn. about the Joint unless otherwise shown. A 5x4 plate is 5' wide x 4- long. A 6x8 plate is 6" wide x 8- long. Slots (holes) ran parallel to the plate length specified. Double cuts on web members shall meet at the cenlmid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Irdornatlon on Quality Control refer to ANSI/ TPI 1-1995 PRECAUTIONARY NOTES At bracing and erection recommendations are to be followed In accordance with -Handling InstaWng & Bracing'. HIB-91. Trusses arc to be handled with particular care during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Itlun and for resisting lateral forces shall be designed and installed by others. Careful hand- ling Is essential and erection bracing is always required. Nomml precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dommomg. The supervision of erection ofI-- shall be under the control of persons experienced In the installation of trusses. professional advice shall be sought ifneeded. Concentration of construcllon loads greater than the design loads shall not be applied to trusses at any tine. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing I, completed. 8- 3-2 0- 4-3 R 4X6 30- 0-0 n 12 11 10 9 1 103GJ13.50" 30- 0-0 1- 0-0 1036N 3.50" RO- 11-11) I (RO- 11-11) EXCEPT AS S111OWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2094 M_ aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE # 0050068 1890 GREENBR00N CT.UVIEDO.PL32766 WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erection bracing. wind bracing. portal bracing or similar bracing which is a part of the building design and which Frost be considered by the budding designer. Bmcing shownisforLateralsupportoftrussmembersonlytoreducebucklingIcng4h. Provisions must be nnade to anchor lateral bracing at ends and specified Incation s delcnnlned by the budding designer. Additionalbracingofthernemtstructuremayberequired. (.See HIB-91 of TPI)- TrussPlateInstitute. TPI, is located at583 D'OnofrtoDrive. Madison. Wisconsin 53719). Eng. Job: WO: SUNIV Dag: Truss ID: E Dsgiv: TLY Chk: Date: 6-18-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Lire 0.0 psf O.C. Spacing: 24.0" BC Dead to.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:06.02.02- 13802- 4 r„ x"• ,•rw,rr .rra "n wv l.1ur. l,:utt-aUAUUu3uv,tfl'HUUN7V HCS• 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: E1 QTY:3 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the Joint Locations===============eThisdesignVforanindividualbuildingBOTCHORDS: 2x4 SP #2 composite result of multiple loads. 1) 0- 0- 0 5) 19- 9- 2 9) 21- 0- 0componentandhasbeenbasedoninformation by the WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 6- 3- 7 6) 23- 8- 9 10) 15- 0- 0anyprovrespondedcllfordaageslgnerasareresultanyresponsibilityfordamagesasamullo! 2x4 SP #2 3,4,5 continuously braced unless noted otherwise. 3) 10- 2-14 7) 30- 0- 0 11) 9- 0- 0 faulty or Incorrect Information. specifications Wind Case- ASCE 7-98, C&C, V= 125mph, 4) 15- 0- 0 8) 30- 0- 0 12) 0- 0- 0and/or designs furnished to the wssdesigner PROVIDE UPLIFT CONNECTION PER SCHEDULE: H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 MAX. REACTIONS PER BEARING LOCATION----- bythecllenland the correctness or accuracy this information Support 1 616# Bld Type= Encl L= 40.0 ft W= 30.0 ft Truss X-Loc Vert Horiz Uplift Y-Loc TypeofasItmayrelatetoaspe- clflc project and accepts no responsibility or Support 2 714# in INT zone, TCDL= 4.2 psf, BCDL= 6.0P psf 0- 1-12 990 61 -616 BOT PIN exercises no control with regard to fabrlca- MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req 29-10- 4 1036 0 -714 BOT H-ROLL tion, handling, shipment and Installation of L/999 trusses. This truss has been designed asan L=-0.07" D=-0.07" T=-0.13" TC...FORCE ... CSI ..BC...FORCE ... CSIIndividualbuildingcomponentInaccordancewithMAXHORIZONTALTOTALLOADDEFLECTION: 1- 2 -1746 0.39 12-11 1513 0.48ANSI/TPI I-1995 and NDS-97 to be Incorporated T= 0.06" 2- 3 -1570 0.34 11-10 1291 0.44aspartofthebuildingdesignbyaBuilding Designer (registered architect or professional MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -1144 0.30 10- 9 1291 0.44 engineer). When reviewed for approval by the T= 0. 03" 4- 5 -1144 0.30 9- 8 1513 0.48 building designer, the design loadings shown RpSg = 1.15 5- 6 -1570 0.32 must be checked to be sure that the data shown 6- 7 -1746 0.37areInagreementwiththelocalbuildingcodes. local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords hop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords Lit tension arc not fully braced laterally by a properly applied rigid ceWng, they should be braced at a 15-0-0 15-0-0maximumspacingoflo'-lr o.c. Connector plates shall be manufactured from 20 gauge hot I 1 2 3 5 6 7dippedgalvanizedsteelmeetingASTMA653. Grade 40, unless otherwise shown. O O 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- Ilcallon. 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 filling wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate Is 5- wide x 4- long. A 0x8 plate is !? wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid ofthe webs unless otherwise shown. Connector plate sizes 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 lumber unless otherwise shown. For additional Information on Quality CornLml refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing% 11I11-91. Trusses ateto 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 forces shall be designed and installed by others. Careful hand- ling Is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between muses to avoid toppling and dominoing. The 5upen1slon of erection of trusses shall be underthe control ofpersons experienced In the installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design Inds shall not be applied to trusses al any time. No Inds other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. 5-3-2 0-4-3 1 R 4X6 30-0-0 R 7-10-3 0-4-3 12 11 l0 9 --819901/ 3.50" 1036N 3.50" iQ 30-0-0 L ( R - 0 RO-1 1-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2161 M_ aronda 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 Design: Afmrir 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 ercation bracing, wind bracing, portal bracing or shnilar bracing whichIsapartofthebuildingdesignandwhichmostbeconsideredbythebuildingdesigner. Bracing shownisforlateralsupportoftrussmembersonivtoreducebucklinglength. F'rovulonsmust be made to anchor Lateral bracing at ends and sI¢cNed loeatimt determined by the building designer. Additionalbracingoftheoverallstructuremayberequired. (See IIIB-91 of TPil. rrmss Plate Institute. TPI. is located at 583 D'Onolrio Drive. Madison. Wisconsin 53719). JOB PA771: C.i7£6LOKU08SI125AfPIIISIJi17V Eng. Job: Dwg: Dsgnr: TLY Chk: TIC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Truss ID: E1 Date: 6-18-02 DurFac - Pit: 1.25 O. C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA I1CS.' 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.I.. WO: SUNIV WE: TI: F QTY:2 DESIGN INFORMATION This design is for an individual budding component and has been based on infonnation provided by the chem- The designerdisclaims any responsibility for damages as a result of faulty or Incorrect Information. specifications and/or designs fumished to the truss designer by the client and the correctness or accuracy of this Infonnatlon 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 as an Individual budding component In accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as par of the building design by a Budding 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 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) arc continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension art not fully braced laterally by a properly applied rigid ceding. they should be braced at a maximum spacing of 10'-0- o.c. Connector plates shad be manufactured from 20 gauge hot dipped gahaNzed steel meetingASTht A653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shad review this drawing to verify that this drawing Is in conformance with the fabricators plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Alemtxrs shad be cut for tight rating wind 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 5x4 plate is 5- wide x4' long. A 6x8 plate is 6' vide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on well members shall meet at the centrold ofthe webs unless otherwise shown. Connector plate sizes am minimum sizes based on the forces shown and may need to be increased for certain hand- hng and/or erection stresses. This truss is not to be fabricated with fire retardant treated umlber unless otherwise shown. For additional idornation on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ad bracing and erection mcornniendallors are to be followed In accordance with -Handling InslaWng & Bracing". HIB-91. Trusses are to be handled with particular care during banding and bundling, delver• and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Itlon 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 trusses requires such temporary bracingduMg tnstallaton between trusses to avoid toppling and dominaing. The supervision of erection of trusses shad be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design Inds shad not be applied to trusses at any time. No loads other than the weight of the erectors shad be appdal to trusses until afterad fastening and bracing I, completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 580# Support 2 340# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 275# MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" D= 0.00" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" RMB = 1.00 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, CS,C, V= 125rrph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 9.9 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC...FORCE ... CSI ..BC...FORCE ... CSI 1- 2 635 0.54 5- 4 -782 0.42 2- 3 -55 0.42 Joint Locations==============z 1) 0- 0- 0 3) 9-10-13 5) 0- 0- 0 2) 5- 4- 1 4) 9-10-13 TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D 0 0- 0- 0 -88 9-10-13 BC Vert L+D 0 0- 0- 0 -38 9-10-13 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 2- 8 208 275 -580 BOT PIN 9- 9- 0 423 0 -340 BOT H-ROLL 9-10-13Ilk I 2 3 4.24 0-3-14 1 3-9-14 II M 9-10-13Ilk 5 4209# 4.95" 423# 2.50" 9-10-13le (R1-6-0) I EXCEPT AS S110WN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 scale = 0.4873 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: UNI Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: F CONTRACTOR. BRACING WARNING: Dsgnr: TLY C1dc: Date: 6-18-02 4005 MARONDA WAY TC Live 16.0 psf Durfac - Lbr: 1.25 SAN FORD. FL. 32771 Bracing shown on this drawing is not c-cllon bracing. wind bracing. portal bracing or sbnflr bracing whlch is a part of the building design and whlch must be considered by the budding desiglier. Bracing TC Dead 7.0 psf DurFae - Pit: 1.25 407) 321-0064 Fax (407) 321-3913 shown is for lateral supper of lmss members only to reduce buckling length. Provisions must to BC Live 0.0 psf O.C. Spacing: 24.0n TOMAS PONCE P.E. made to anchor Lateral bracing at ends and slecdicd locations detennbued by the budding deslgncr' Additional braro bracingoftheoverallstcture "nay be required. (see IIIB-91 of TPd. BC Dead 10.0 1$f Design Criteria: TPI LICENSE # 0050068 rrmss Plate Institute. TPI. is located at 583 D'OnofdoDrive. Madison, Wisconsin 53719). Code Dese: FLA 1890 GREENBROOK (71'.0VIEDOXI-32766 TOTAL 33.0 psf V:06.02.02- 13805- 4 s,.. m,u,u n, JUtl rAIH:(,:I/th-LUKUUff.11115A1PHISUVit' HCS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: F1 QTY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the Joint Locations===============• Thisdesign is for an individual building BOT CHORDS: 2x4 SP #2 Composite result of multiple loads. 1) 0- 0- 0 3) 9-10-13 5) 0- 0- 0componentandhasbeenbasedonInformationWEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 5- 4- 1 4) 9-10-13heWtheclient.designer continuous) braced. unless noted otherwise. Yanyrill— -.It ofdLscI.Inn any responslbWty for damages u a result u! faulty or Incorrect (nfonnation, specifications PROVIDE UPLIFT CONNECTION PER SCHEDULE: Wind Case- ASCE 7-98, C&C, V_ 125 h, IigJ TOTAL DESIGN LOADS and/or designs furnished to the truss designer Support 1 594# H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Uniform PLF From PLF TobytheclientandthecorrectnessoraccuracySupport2326# Bld Type= Encl L= 40.0 ft W= 9.9 ft Truss TC Vert L+D 0 0- 0- 0 -88 9-10-13ofthisinformationasitmayrelatetoaspe- PROVIDE HORIZONTAL CONNECTION PER SCHEDULE in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf BC Vert L+D 0 0- 0- 0 -38 9-10-13cificprojectandacceptsnoresponsibWtyor misesnocontrolwithregardtorabrica- Support 1 275# act Resistant Covering and/or Glazing R4qecI MAX. REACTIONS PER BEARING LOCATION----- tion, handling, shipment and Installation of MAX LIVE LOAD DEFLECTION: X-Loc Vert Horiz Uplift Y-Loc Type trusses. Thlstruss has been designed asan L/999 TC... FORCE ... CSI ..BC...FORCE ... CSI 0- 5-11 214 275 -594 BOT PIN IndividualbuildingcomponentinaccordancewithL=-0.01" D= 0.00" T=-0.01" 1- 2 606 0.48 5- 4 -748 0.40 9- 9- 0 417 0 -326 BOT H-ROLL ANSI/TPI I-1995 and NDS-97 to be Incorporated MAX HORIZONTAL TOTAL LOAD DEFLECTION: 2- 3 -55 0.38 aspartofthebuildingdesignbyaBuildingT= 0. 02" Designer (registeredor professional re archsewed for engineer). When reviewed for approval by the MAX HORIZONTAL LIVE LOAD DEFLECTION: building designer, the design loadings shown T= 0.02" 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 loads. project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assaunes compression chords (top or bottom) are continu- ously braced by sheatliing unless otherwise 9-] 0-13 specified. Where bottom chords in lenslon are j 2 3 notfullybracedlaterallybyaproperlyappliedrigid ceiling, they should be braced at a F_ riximaunspacingof10'-0' mr, Connector plates shall be manufactured from 20 gauge hot dipped gahanized steel meeting ASI'M A 653. Grade 40. unless otherwise shown. 2X FABRICATION NOTES I Pr1or to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such verl- Bcatlon. Any discrepanciesare to be put In 2X writingbeforecuttingorfabrication. Plates shall not be insuined over knotholes. knob or distortedgain. Members shall be cut 3-9-14 fortightfittingwoodtowoodbearing. Con- 4-3-1 1 hector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5"wide x 4" long. A 6x8 plate Is 6' wide x 8- long. Slots (holes) run parallel to 0-3-14 the plate length specified. Double cuts on web members shall meet at the centmid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the force shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not 3X6 3X4 toarefabricatedwithfireretardanttreatedlumber unless otherwise shown. For addlUoml Worrnation 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 B 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. Itlon and for resisting lateral forces shall be designed and Installed by others. Careful hand- ing is —rittal and erection bracing is Mays required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid loppllng and deminoing. The supervision of erecllonof trusses shall be under the control ofpersons experienced in the Installation of trusses. Professional advice shall be sought If needed. Concentration of constructionlads greater than the design lads shall not be applied to trusses at any time. No loads other than the weight of theerectors shall be applied to trusses until after all fastening and bracing is completed. I I M 9- 1043 5 4 215# 11.31" 417# 2.50" L1- 6-2-6-2 9- 10-13 R1- 66-0)) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 scale = 0.4873 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: NI Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: F1 CONTRACTOR. Dsgnr: TLY Clik: Date: 6-18-02 TC Live 16.0 psf DurFac - Lbr: 1.25 BRACINGWARNING: 4005MARONDAWAYSANFORD, FL. 32771 Bracing showm on this drawing is not erection bracing, wind bracing. portal bracing or similar bracing TC Dead 7.0 psf DurFae - PIt: 1.25 407) 321-0064 Fax (407) 321-3913 which is a part of the building do ignand which must be considered by the building designer. Bracing shownisforlateralsupportoftrussmembersonlytoreduce. buckling length. Provisions must be BC Live 0.0 psf O.C. Spacing: 24.0" TOMAS PONCE P.E. made I" anchor lattml bracing at ends and specified I —lions detennined by the building designer. Addwonal bmctng of the ovem8 structure maybe required. (Sec IIIB-91 of TPO. BC Dead 10.0 r Design Criteria: TPI LICENSE # 0050068 Truss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). Code Desc: FLA 1890 GREENBROOR CI'.01,IEDOYI-32766 TOTAL 33.0 psr V:06.02.02- 13807- 4 Design: Afdrrit Analysis JOB PATH: C:ITEE-LOAUOBSII25,1fPHISIJNIV HCS: 06.02.02 DESIGN INFORMATION This design is for an Individual buildingcomponentandhasbeenbasedonInformationpmldedbytheclient. The designer discialars any responsibility for damages as a result of faulty or Incorrect adormation, specifications and/ordesigns furnished to the truss designer by the client and the correctness or accuracyofthisInformationasItmayrelatetoaspe- cine pJeet and accepts no rmponsibwty or e tMtSm no control with regard to fabrin- llon, handling. shipment and Instanauon ofbusses. This truss has been designed as an individual building component in accordance with ANSI/TPI 1-19%and NDS-97 to be Incorporated as part of the building design by a BuildingDesignerIregisleredarchitectorprofessionalengineer). When reviewed for approval by thebuildingdesigner, the design loadings shown must be checked to be sure that the data shown arc in agreement with the local building codes, bent chmatie records for wind or snow loads. PmJoCt specifications or special applied loads. Unless shown, truss has not been designed for storage or Occupancy loads. The design assumes compression chords (top or bottou) are contlnu- ously braced by sheathing unless otherwisespecified- Where bottom chords in tension are not fully braced laterally by a pmperly appliedrlgid -M-9. they should be braced at a n a arnurn spacing of 10'-0- o.c Cormector plates shall be manufactured from 20 gauge hotdippedgalvanizedsteelmeetingASTMA653, Grade40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the tab,fcator shall review this drawing to verify that this drawing is inconformancewithirefabricator's plans and torealueacontinuingresponsibilityforsuck, veri- fication. Any discrepancies are to be put inwritingbeforecullingorfabrication. Plates shall not be installed m•er lomtuoles, knots or distorted grain- Members Shan be endfortightFittingwoodtowoodbearing, Con- nector plates shall be located on both rags of the truss with nails fully bnbedded and shall be sync. about thejoint unless otherwiseshown. A 5s4 plate is 5- wide . 4- long. A 8x8 plate s TwilerErlong. Slots (holes) run parallel to the plate length Specified. Double cuts on well members shall meet at the ccntrold ofthe webs unless otherwse shown. Connector plate sizes are mbtanun, sizes based on the forces shownandmayneedtobeIncreasedforcertainhand- ling and/or erccuon stresses. This truss is nottobefabricatedwithfireretardant ".led hunber unless otherwise shown. For addWonalinformationonQualityControlreferto ANSI/TTI 1-1995 PRECAUTIONARY NOTESAllbracinganderectionrece.—cr latons are to be followed In accordance with -HandlingInstallinghBracing-, 1118.91. Trusses an to be handled with particular erne during bandingandbundling- delivery and Installation to avoid damage. Temporary and pemanent bracingforholdingtrussesinastraightandplumbpos- tern and for reststmg lateral forces shall be designed and installed by others. Careful hand- ling Is essential and ercctlon bracing is allaysrequired. Normal precautionary action for trussm requires such temporary bracing duringInstallationbetweentrussestoavoidtopplinganddominoing. The supervision of erection of trusses shall be under the control of personsuperiencedintheInstallationoftrusses. Professional advice shall be sought If needed. Concentration Of construction loads greaterthanthedesignloadsshallnotbeappliedtotrussesatanytime. No loads other than the wetght of the erector shall be applied to trusses until after ap fastening and bracingiscompleted. JB: SUNBURY I TOP CHORDS: 2x4 SP #2 D BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to becontinuouslybracedunlessnotedotherwise. Wind Case- ASCE 7-98, C&C, V= 125rrph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 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=-0.3311 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 4-345 0-4-3 L 0-3 AC: 10# UPLIFT D.L. WO: SUNIV WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This miss 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: G QTY:9 Joint Locations- ==_==_ 1) 0- 6- 8 3) 7- 0- 02) 7- 0- 0 4) 0- 6- 8 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift y-Loc Type6-10-12 151 167 -355 TOp PIN0- 1-12 280 197 -433 BOT PIN6-10-12 81 0 -51 BOT H-ROLL 7-0-0 1 2 6.00 3-10-3 f 7-0-0 4 281# 3.50" 3 1-1-9 151k 2.50" 7-0-0 82k .50" VEXCEPTASSIIOVN PLATES ARE T1.20RCA 7TESTED PER ANSI/TPI 1-1995 Over 3 Supports C/L: 6-10-12 FManonda Systems 4005 MARONDA WAY SANFORD, F.. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 19!ra CnEF.NpRrrOR CT.O\'nEDO FLa1 ]pa De ign: Affuhr Analysh WRKItl111MU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTINGCONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erection bracing, wind bracing, portal bracing or sinnnar bracingwhichIsapanofthebuildingdesignandwhichinuslbeconsideredbythebuildingdestgner. BracingshownIsforlateralsupportoftrussmembersonlytoreducebucklinglength- Pruvulons must heloadtoanchorlateralbracingatendsandspecifiedlocationsdeterminedbythebuildingdesigner. Additional bracing of the overall structure may be required (See 1118-91 of TPO. I7'russ Plate Institute, TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53710). JOB PATII: C:17EE.LOKU0BS1129AfP11ISUNIV 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 TO'rAl. 33.0 usf Attach with (3) loll Toe-Naift Attach with (2) 10d Toe -Nails scale = 0.4854 Truss ID: G Date: 6-18-02 DurFac - pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HrS. rx m m JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the client. the designer disclaims any responsibility for damages as a result of faulty or Incorrect information, speclflcatiors and/or designs furnished to the truss designer by the client and the correctness or accuracy If this Information as It may mlate to a spe- clnc project and accepts no responsibility or exembes no mntmi with regard to fabrien- lion, handling, shipment and Installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engtncer). 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 orspecial applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords pop 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 rW ceWng, they should be braced at a maximum spacing of ID-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 veinythat this drawing is in conlorrnance with the fabricators plans and to realize a continuing responsibility for such verl- fimtlon. Any dscmpancles are to be put in writing before culling or fabrication. Plates shall not be installed over knotholes, knots or dlstored grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be looted on both farts of the truss with nails fully unbedded and had 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. Double cuts an web members shall meet at the cent-I,d ofthe webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased forcertain hand - Ling and/orerection slrC9ses. Tits tress is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Conlmlrefer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendatlons are to be followed In accordance with -Handling Installing A Bracing% (LIB-91. Trusses ate to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses ina straightand plumb pas- Ition and for rusting lateral form shall be designed and Installed by others. Careful hand - Ling Is essential and erection bracing s always mclulned. Normal precautlonwy action for trusses requitessuch temporary bracingduring Installation between trusses toavoid toppling and dominaing. The supervision of erection of trusses shall be under the control of persons ecperienced In the Installation of susses. PmIesslomI advice shall be sought If needed. Concentration of construction Inds greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracingiscompleted. TOP CHORDS: 2x4 SP #2 D BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H- 21.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl L= 40.0 ft W. 7.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/257 at Kid -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 a 1.15 4-3-15 0-4-3 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 433# Support 2 355# Support 3 51# TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 69 0.99 4- 3 -2 0.84 TI: GI 9TY:5 Joint Locations=========______ 1) 0- 6- 8 3) 7- 0- 0 2) 7- 0- 0 4) 0- 6- 8 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 6-10-12 151 167 -355 TOP PIN 0- 4- 0 280 197 -433 BOT PIN 6-10-12 81 0 -51 BOT H-ROLL 7-0-0 IlkIlk 1 2 6.00 3-10-3 I I 7-0-0Ilk 4 3 281# 8.00" 151#! 2.50" 1-1-9 e 7-0-0 82#1 50" EXCEPT AS SHOWN PLACES ARE T1,20 GA TESTED PER ANSI/TP1 1-1995 Over 3 Supports 6-10-12 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D"'g: ICONTRACTOR. DSgflr: TLY Clik: 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psf SAN FORD, FL. 32771 Bracing shawn on this drawing s not erection bracing, wind bracing, portal bracing or similar bracingwhichsapartofthebuddingdesignandwhichmustbeconsideredbythebuildingdcslgner. Bracing TC Dead 7.0 psf 407) 321-OO(A Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 pSf TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing ofthe overall structure may be rmiulred. (See HID-91 ofTPI). . Dead 10.0 $fp LICENSE #0050068 fDuss Plate Institute. TPI. Is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). 1890 GREENBROOK Cr.OVIEDO.FL32766 TOTAL 33.0 psf Attach with 0) 10d Toe -Nail$ Attach with (2) 10d Toe -Nails scale = 0.4854 Truss ID: G1 Date: 6-18-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA 1., .r,r. c.rucc- VA VVrraa oAl7'1rul/tyfY HCS: 06.02.02 DESIGN INFORMATION This design Is for an Individual building component and has been Cued on Information ovprided by the client. The designer disclaims any responsibwty for damages as a result of faulty or Incorrect Information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as It may relate to a spe. cific project and accepts no responsibility orexercisesnocontrolwithregardtolibrlca- llon, handling, shlpmmnt and Insmllatlon of trusses. This truss has been designed as an individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as pan of the building design by a Building Designer (registered architect or professional engineer). When reviewed for app—I by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local buddingcodes, local climatic records for wind orsnow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceding, they should be braced at a n—lmum spacing of 10'-0- o.c Connector plates shad 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 re lew lhLs drawing 10 verify that this drawing is In mofomtance with the fabricator's plans and to lima continuing responsiblty forsuch veri- fication. Any discrepancies are to be put In writing beforecutting or fabrication. Plates shad not be Installed over knotholes. knots or distorted grain. Members shad be cut for tight fitting wool to wood bcaring. Con- nector plates shad to located on Loth faces of the truss with nails fully Imbedded and shad be sym. about the Joint unless otherwise shown. A 5x4 plate Is 5- wide x 4- long. A 6x8 plate Is 6" wide x 8' long. Slots holes) run parallel to the plate length specified. Double cuts on web members shad meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- Iingand/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwLse shown. For additional Information on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES Ad bracing and erection recommendations arc to be followed In accordance with "HandlingInstalling & Bracing-, HIB-91. Trusses arc to be handled with particular care during banding and bundling. delivery and installation to avold 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- lingis essentml and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracingduring Installation between Uusses to avoid toppling and donilnoing. The supervision of crecllon of trusses shad be under the control of persons experienced In the Installation of trusses. Professional advice shad be sought if needed. Concentration of construction loads greater than the design loads shad not be applied to trusses at any time. No loads other than the weght of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: SUNBURY I AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, CSC, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type- Encl L= 40.0 ft W= 5.1 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing 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 0-4-3 WO: SUNIV WE: Analysis based on Sifflplified 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 QTY:4 Joint Locations==============d 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 5- 0- 4 110 141 -278 TOP P Type 0- 1-12 219 184 -399 BOT PIN 5- 0- 4 60 0 -43 BOT H-ROLL 5-1-8 1 2 y 2-10-I5 5-1-8 1 11Ilk 4 3 219# 3.50" 110# 2.50" 14-9 e 5-1-8 61# 50" I (R1-1-7) C/L: -0 4EXCEPTASSHOWNPLATESARETL20GATESTEDPERANSI/1'PI 1-1995 Over 3 Supports Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICF_NSE #0050068 1890 GREENBROOK Cr.0yIED0.FL32766 Attach with (4) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.6197 WAKNIN(i: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: SUNIV - A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D`vg: Truss ID: H CONTRACTOR. Dsgnr: TLY Chk: Date: 6-18-02 rC Live 16.0 psf DurFac - Lbr: 1.25BRACINGWARNING: Bracing shown on this drawing is not crecllon bmcing, wind bracing, portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 which is a Inn of the building design and which must be considered by the bulldhng design— BracingshownIsforlateralsupportoftrussmembersonh• to reduce buckling length. Pro ulons must be QC Live (Q0 psf O.C. Spacing: 24.0n made to anchor lateral bracing at ends and sfedfled locations determined by the building designer. m- Additional bracing of the emll structure may be mptimd. (See HIB-91 of TPft. Dead 100 psf1 Design Criteria: TPI Truss Plate Institute TPI. Is located at 583 D'Onofdo Ddwe, Madison. Wisconsin 53719). Code Dese: FLA TOTAL 33.0 psf V:06.02.02- 13810- d 1-16.1. 1.1W1r ^—y— wn r'Hfrf: L:UCt-LUAVUU5II45MP1iI5UN1V HCS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: H 1 QTYA DESIGN INFORMATION This design Is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsiblty for damages as a result of laultv or Incorrect infunnatlon, specifications and/or designs furnished to the truss designer by the client and the correctness oraccuracy If this Information as It may relate to a spe- cific project and accepts no responsibility or exerclses no control with regard to fabtia- tlon, handling, shipment and Installation of trusses. This truss has been designed as an individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as pan of the building design by a Building Designer (registered amhltect or professional engNeerl. 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 or snow lads, project specifications or special applied lads. Unless showri. truss has not been designed for storage oroccupancy lads. The design assumes compression chords (top or bottom) are continu. ously braced by shea0iing unless otherwise specified. Where bottom chords In tension arc not fully braced laterally by a property applied rigid cdllng. they should be braced at a maximum spacing of 10'4r o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASThI A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing Is In conformance with the fabricator's plans and to realize a continuing responsibility forsuch vert- flatlon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes• knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with ..it. fully Imbedded and shall be sym. about theJoint unless otherwise shown. A 5x4 plate B 5' wide x 4- lung. A 6.x8 plate Is 6' wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. connector plate sins are minunum sizes based on lire forces shower and may need to be Increased for certain hand- ling and/or erection stresses. This truss Is not to he fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality control referto ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling Installing & Bracing-. HIB-91. Trussesarc to be handled with particular are during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and phunb pos- Itlon and for resisting lateral forces shall be designed and Installed by others. Careful hand - Wig Is essential and erection bracing Is always required. Norval 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 ofpersons experienced In the installation of trusses. Professional advice shall be sought If needed. Concentration ofconstruction lads greater than the design lads shall not to applied to trusses at any tune. No lads other than the welght of the erectors shall b e applied to trusses untB after all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 5.1 ft Truss in IN'T zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/643 at Kid -panel # 1 L=-0.10" D= 0.01" T=-0.08" MAX HORIZONTAL TOTAL LOAD DEFLECTION: To 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB = 1.15 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 1 399# Support 2 278# Support 3 43# TC ... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 50 0.65 4- 3 -2 0.50 Joint Locations===============. 1) 0- 6- 8 3) 5- 1- 8 2) 5- 1- 8 4) 0- 6- 8 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 5- 0- 4 110 141 -278 TOP PIN 0- 4- 0 219 184 -399 BOT PIN 5- 0- 4 60 0 -43 BOT H-ROLL I. 5-1-8 LI 1 26.00 2-10-15 5-1-8 4 3 219# 8.00" 110# 2.50" L 1-1-9 61# 2 50" 1. 5-1-8r (R1-1-7) c/ -oa EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPi 1-1995 Over 3 Supports WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: Maronda S stemsy A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D%vg: CONTRACTOR. BRACING WARNING: Dsgur: TLY Cldc: TC Live 16.0 psf4005MARONDAWAY SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bmcbag TC Dead 7.o psr 407) 321-0064 Fax (407) 321.3913 which is apart of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce bue.klhig length. Provisions must be BC Live 0.0 psf TOMAS PONCE P.E. made to anchor lateral bracingat ends and spec81ed locations determined bythe bulidbig designer. Additional bracing of the overall structure may be required. (see HIB -91 of TPI(. BC Dead 10.0 Frif LICENSC #0050068 rrruss Plate Institute. TPI, Ls ]Dated at 583 D'Onofro Drive, Madison, Wisconsin 53719). 1890 GREENBROOK CT.OViEDOYI-37766 I TOTAL 33.0 psf Attach with (4) 10d Toc-Nails Attach with (1) 10d T tie-Natic scale = 0.6197 Truss ID: H 1 Date: 6-18-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA uesrgn: AfdrrR Anafvsls JOB PATH: C:ITEE-L0KVOBSI12.5d1PHISUV1t1 HCS: 06.02.02 DESIGN INFORMATION This design is for an Individual building component and has been based on Information rovplded by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Infommllon. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as It may resale to a spe- effic project and accepts no responsibility or roses no control with regard to fabrt- Ilan. handling. shipment and Installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1.1995 and , IDS-97 to be Incorporated as par of the building design by a Building Designer (registered architect or professional englneerl. when reviewed forapproval by the building designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the loci 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 (lop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension arc not fully braced laterally by a properly applied rigid telling, 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 ASfM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Is In conformance with the fabricator's plans and to realize a cuntbming responsibilityfor such veri- ficflon. Any discrcpancles are to be put in willing before eutlmg or fabrication. Plates shall not be Installed cover knotholes. knots or distorted grain. Members shall be cut for tight fitting —A to %load bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sfsn. about the joint unless otherwise shown. A 5x4 plate Is 5' widex 4- long. A fi<8 plate is 6' widex 8' long. slots (holes) run parallel to the plate length spmtned. Double cuts on web members shall meet at the centrold of the wells unless otherwise shown. Connector plate sizes are minimum sizes biassed on the forces shown and may need to be Increased for certain hand- lingand/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quakily Control referto ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with 'Handling Installing & Bracing'. IIIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage.. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary acUon for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dom(noing. The supervision of erection of trusses shall be underthe control ofpersons experienced In the Installation of trusses. Professional advice shall be sought if needed. Concenlrallon of construction loads greater than the design loads shall not be applied to lntsses at any time. No loads other than the weight of the cantors shall be applied to trusses until after all fastening and bracing Is completed. JB: SUNBURY I AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft We: 3.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing ReqMAXLIVELOADDEFLECTION: L/999 L=-0.01" D= 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 2-411 0-4-3 WO: SUNIV WE: Analysis based on Sitiplified 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 (narked 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 I R1-1-7) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED Imaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 100 GREENUROOK Cr.OVIEDOSI-32766 TI: I QTYA Joint Locations============== 1) 0- 6- 8 3) 3- 1- 8 2) 3- 1- 8 4) 0- 6- 8 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3- 0- 4 67 86 -176 TOP PIN 0- 1-12 154 111 -288 BOT PIN 3- 0- 4 36 0 -26 BOT H-ROLL 3-1-8 lkIlk1 2 6.00 3-1-8 1 4 31 154# 3.50" 6711 2.50" e 3-1-8 37# 2 0" C/L: -0-4 PER ANSU'1'Pl 1-1995 Over 3 Supports Attach with (3) 10d Toe -Nails Attach %vith (1) 10d Toe -Nails scale = 0.8792 WARNINU: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: SUMO — A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: I CONTRACTOR. Dsgl>r: TLY Clik: Date: 6-18-02 TC Live 16.0 psr DurFac - Lbr: 1.25BRACINGWARNING: Bracing shown on this drawing Is not erection bracing, wind bracing. portal bracing or st nllar bracing I C Dead 7.0 psf DurFae - Pit: 1.25 which Is a par of the budding design and which must be considered by the budding designer. Bracingshownisforlateralsupportoftrussilynrnhemontoreducebucklinglength. P—Islons must be BC Live 0.0 psf O.C.Spacing: 24.0" pmade to anchor lateral bracing at ends and specified locations detennined by the budding designer. AdditionalbracingRC Dead 10rif Design Criteria: TPI of themerallstructuremayberequired. (see HIB-91 of TPd. H'russ PlateInstitute, TPI. Is located at 583 D'Onofro Drive. Madison. Wisconsin 53719). 0 1 Code Dese: FLA TOTA1, 33. 0 psf V:06.02.02- 13812- 4 uesign: ntaint Armpsis JUB PAI/I: C:IIFFd.OKUOB51/25,tfPHI.SIJNIV IfCS.• 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: 11 QTY:4DESIGNINFORMATION 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 Infonnatlon, specift"uons and/or designs furnished to the truss designer by the client and the correctness oraccuracy of this information as It may relate to a spe- It protect and accepts no responsibillty or mses no control with regard to fabrica- tion, handling, shipment and Wmllatlon of trusses. This truss has been designed as an Individual budding component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional cngneed. 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 tales. lord climatic records for wind or snow loads. Project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced Literally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates sham be manufactured from 20 gauge hot dipped galvanized steel meeting AS 161 A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabtl©tor sham review this drawing to verify "it this drawing is in conformance with the fabricator's plans and to realize a continuing msponslbWty for such veA- Bcalion. Any discrepancies are to be put in writingbefore cutting orfabrication. Plates shall not be installed over knotholes, knots or dstorted grain. Members shall be cut for tight fitting wood to wood bearing. Con. nector plates sham be located on both faces of ate truss with nails 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" wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This ltuss is not to he 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 a Uon recommendations are to he followed in accordance with "Handling Installing R Bracing', HIB-91. Trusses arc to be handled with particular care duringbanding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plurnb pos. IUon and for resisting lateral forces sham be designed and Installed by others. Careful hand - lung 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 rutsses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bmcing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 3.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D= 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 2-4-11 04-3 t 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 Joint Locations========-=====e 1) 0- 6- 8 3) 3- 1- 8 2) 3- 1- 8 4) 0- 6- 8 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3- 0- 4 67 86 -176 TOP PIN 0- 4- 0 154 Ill -288 BOT PIN 3- 0- 4 36 0 -26 BOT H-ROLL 3-1-8 111Ilk 1 2 6.00 3-1-8 4 3 154# 8.00" 67# 2.50" l 1-1-9 37# 2 50" e 3-1-8 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 1890 GREENBRWK CLOVIEDOYI-3276G Attach with (3) 10d Toe-Naik Attach with (1) 10d Coe -Nails scale = 0.8792 WAKNINi READ ALL NOTES ON THIS SHEET. Eng. Job: W UNI A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dig: Truss ID: 11 CONTRACTOR. Dsgiu': TLY Chk: Date: 6-18-02 BRACING WARNING: TC Live t6.0 psf DurFae - Lbr: 1.25 Bracing shown on this drawing Is not erection bracing, wind bracing, portal bracing or similar bracing TIC Dead 7.0 psf DurFae - Pit: 1.25whichisapartofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bracingshownisrsforlateralsupportoftrussmembeonlytoreducebucklinglength. Provisions must be BC Live 0.0 psf O.C. Spacing: 24.prr Pmade to anchor lateral bracing at ends and specified locations delemained try the building designer. Additionalbracingoftheoverallstructuremayberequired. (Sec HID-91 of TPI). CDead 100 psf p- DesignCriteria: TPI Truss Plate Institute. TPI, is located at 583D'Onoldo Delve. Madison. Wisconsin 53719). Code Dese: FLA TOTAL 33. 0 psf V:06.02.02- 13813- 5 a.,, "I". a,.uccmuAuunauOmrtiuuiviv HCS: 06.02.02 DESIGN INFORMATION This design Is for an Individual budding component and has been based on Wormalion provided by the client. The designerdisclaims any rssponsibdlty for The as a result of faulty or Incorrect infomation, specifications and/or designs famished to the truss desfgner by the client and the correctness or accuracy of this Information as It may relate to a spe. cdlc project and accepts no responsibility or raises no central with regard to fabrica- tion, handling, shipment and Installation of trusses. Thu truss has been designed as an Individual budding component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as partof thebuilding design by a Budding Designer (registered architector professional engineer). When reviewed for approval by the budding designer. the design loadings shown must be checked to be sure that the data shwa are in agreement with the local building codes, local climatic records for wind or snow loads. pro)ect specification or special applied loads. Unless shorn, 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. Whem bottom chords in tension are not fully braced laterally by a properly applied rigid ceWng. they should be braced at a maxlmurn spacing of 10%(r o.c. Connector plates shad be manufactured from 20 gauge hot dipped gahanlzed steel meeting ASTM A 653. Grade 40. unless otherwise shorn. FABRICATION NOTES Prior to fabrication, the fabricator shad review this drawing to verify that this drawing Is In conformance with the fabricator's plans and to call- a conWming responsibilityty far such verl- cttlon. Any discrepancies are to be put In writing before cutting orfabrication. Plates shad not be Installed over knotholes. knots or distorted gram. Membersshad be cut for light ntting wood to wood bearing. Con. nector plates shall be located on both faces of the truss with nails fully Imbedded and shad be syru. about the joint unless otherwise shwa. A 5x4 plate is 5' wide x 4' long. A 6.8 plate is 6' wide x 8' long. Slots Ihales) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to he increased for certainhand - Ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated Imnber unless otherwise shown. For additional Wonnation on Quality Control refer to ANSI/ TPI 1-1995 PRECAUTIONARY NOTES Ad bracing and erection recommendations am to be followed in accordance with'llandling Installing & Bracinpr'. HIB-91. Trusses are to he handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding frusses In a straight and plumb pos- Itlon and for resisting lateral forces shad be designed and installed by others. Careful hand- ling is essenlial and erection bracing is allays requbaf. Normal precautionary action for UUSSes requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of lmsses shall be under the control of persons experienced in the Installation of trusses. Professional advice shad be sought If needed. Concentration of mnstruclbnloads 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 iscompleted. JB: SUNBURY I AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assimied to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 1.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAXLIVELOADDEFLECTION: 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: SUNIV WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 166# Support 2 65# Support 3 6# TC... FORCE...CSI-.BC... FORCE ... CSI 1- 2 -9 0.03 4- 3 -2 0.02 TI: J QTYA 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 L I-1-8 L 1 2 6. 00 Attach with (1) 10d Toe -Nails 1- 441 0T 0- 10-15 Attach witli (1) 10d Toe -Nails I, 1-1-8 L 4 3 89# 3.50" 25N 2.50" l 1-1-9 1311 2.50" 01-1-8 -j6 EXCEPTASSHOWNPLATESARETL20GATESTEDPERANSI/TPI 1-1995 Over 3 Supports WARNING: READ ALL NOTES ON THIS SHEET. Eng. ,lob: Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Divg: CONTRACTOR. I Dsgfir: TLY Cltk: BRACING WARNING: TC Live 16.0 psf 4005MARONDAWAYSANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing. portal bracing or similar bracing TC Dead 7.0 psf whichisapartofthebuddingdesignandwhichmustbeconsideredbythebuildingdesigner. Bracing 407) 321-00&1 Fax (407) 321-3913 shun is for Literal support of Truss memhem only to reduce buckling length. Provisions must be BC Live 0.0 p%f made to anchor lateral bracing at ends and specified locations determined by the building designer. 11C Dead TOMASPONCEP.E. Additional bmeing of the overall structure may be required. (See HIB-91 or TPI). 10.0 psr LICENSE # 0050068 Russ Plate hulitute, TPI, is [mated at 583 D'Onofrio Drive. Madison, Wisconsin 53719). 1890 GREENBRWK MOxiEDOXI-327GG IOTA 1, 33.0 psf scale = 1.5123 Truss ID: J Date: 6-18-02 Durfac - Pit: 1.25 O. C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Afatnr Analysis JOB PATH: C:ITBF--LOKUOBSI125,tfPHISf/A7p HCS: 06.02.02 I JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: J1 61TY:4 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. speclflcallons and/or designs furnished to the truss designer by the client and the correctness oraccuracy of this information as It may relate to a spe- cific protect and accepts no responslbUity or exercises no control with regard to fabrica- tion• handling, shipment and Installation of trusses. This truss has been designed as an individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the budding design by a Building Designer Ireglstered architect or professional engineer). Mien reviewed for approval by the budding designer, the design loadings shown must be checked to be sure that the data shown arc in agreement with the local budding codes. local climatic records for wind or snow loads• project specifications or special applied loads. Unless shown• truss has not been designed for storage or occupancy loads. The design assumes compresslon chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. H4ere bottom chords in tension are not fully braced laterally by a properly applied rigid -fling, they should be braced at a maxinmm spacing of 10'-0- o.c. Connector plates shad be manufactured from 20 gauge hot dipped gal arAwd steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shad review this drawing to verify that this drawing Is In conformance with the fabricator's plans and to realize a continuing responsibility for such ved- fiartlon. Any discrepancles are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shad be cut for tight fillingwood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate Is 5' wide x 4- long. A 6x8 plate is 6" wide x 8- long. Slots (holes) nun pamllel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shorn. For addluonal Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recornmmndallons are to be followed In accordance with -handling Installing 8 Braclng% HIB-91. Trusses arc to be handled with particular care during banding and bundling. delivery and hutadallon to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Itlon and for resisting lateral forces shad be designed and Installed by others. Careful hand- ling is essential and erection bracing Is allays mifuhed. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppWng and dominoing. The supervision of erection of trusses shad be under the control of persons experienced in the tnstadatlon of trusses. Professional advice shad be sought if needed. Concentration of construction loads greater than the design loads shall not be applied toI,.,, at any time. No loads other than the weight of the erectors shad be applied to trusses until after all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LAAD DEFLECTION: L/999 L= 0.00" D= 0.00" T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, He: 21.0 ft, I= 1.00, Ecp.Cat. B, Xzt= 1.0 Bld Type= Encl L. 40.0 ft W= 1.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -9 0.03 4- 3 -2 0.02 Joint Locations============= 1) 0- 6- 8 3) 1- 1- 8 2) 1- 1- 8 4) 0- 6- 8 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1- 0- 4 24 26 -65 TOP PIN 0- 4- 0 88 31 -166 BOT PIN 1- 0- 4 12 0 -6 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 166# Support 2 65# Support 3 6# 0-10-15 I-1-8 4 3 89# 8.00" 25# 2.50" 11-1- 1/ L 2.5p" I- j 1-1-8 e{ oEXCEPTASSHOWNPLATESARETL20GATESTEDPERANSI/TPl 1-1995 Over 3 Supports Attach with (1) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 1.5123 WAKNINts: READ ALL NOTES ON THIS SHEET. Eng..Job: WO: SUNIV Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: J1 CONTRACTOR. 1 BRACING WARNING: Dsgnr: TLYI Cldc: Date: 6-18-02 0 TC Live 16.0 psf DurFac - Lbr: 1.254005MARONDAWAY SANFORD, I-L. R / t i timcing shmvn on this drawing is not erection bracing• wind bracing, portal bracing or similar bracing TC Dead 7.0 psf DUrFQC - Pit: 1.25 407) 321-0061 Fax (407) 321-3913 which Is a part of the budding design and which roust be considered by the budding designer. BracingshowntoIbrLnemdsupportofIrussmembersonlytoreducebucklinglength. Provisions must be. BC Live 0.0 psf Spacing: g• O.C. S 24.0" TOMAS PONCE P.E. made to anchor lateral bracing at ends and sp i led locations determined by the building designer. Additional bracingofthe overall structure may be rNuhed. (See IIIB-91 ofTPI). BC Dead 10.0 psf Design Criteria: TPI LICENSE: # 0050068 Truss Plate Institute. TPI. is located at 583 D'Onofdo Drive. MaciLson. Wisconsin 53719). Code Desc: FLA I890GREENBROOKCT. 0"EDOYL-327n TOTAL 33.0 psf V:06.02.02- 13815- 5 ucsgn: a—, ivracysts JUN PA1 H: (C:IIlb-LUKVUBSl125A1PHISUNIV 11CS: 06.02.02 JB: SUNBURY I AC: WO: SUNIV WE: DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclauns any responsibility, for damages as a result of faulty or Incorrect information• specifications and/or designs fumtshed 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 ercfses no control with regard to fabrim. tion. handling, shipment and Installation of truces. This truss has been designed as an Individual buildingcomponent In accordance with ANSI/TPI 1.1995 and NDS-97 to be Incorporated as pan of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the budding designer• the design loadings shown must be checked to be sure that the data shown are In agreement with the local budding codes. local eWnatic records for wind orsnow 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 arc not fully braced laterally by a property applied rigid ceding, they should be braced at a m-itnum spacing of 10'-0- o.e. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASI711 A 653, Crude 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shad review this dmwing to verify that this drawing is In conformance with the fabricators plans and to realize a continuing responstbdity for such ••ed- ticatlon. Any discrepancies are to be put In uniting before cuttingor fabrication. Plates sha8 not he Installed over knotholes• knots or distorted grain. Members shall be cut for tight filling wood to wood bearing. Con- nector plates shall be located on both faces of the truss with na1Ls fully Imbedded and 51138 be sym. about the joint unless otherwise shown. A 5s4 plate Is 5- wide x 4' long. A 6.x8 plate is 6' wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the form shown and may need to be increased for certain hand. ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with 'Handling Installing R Bmctng"• HIB-91. Trusses are to be handled with particular pre during banding and bundling• delivery and installation to avoid damage. Tempomry and permanent bracing for holding trusses In a straight and plumb pos• Itlon and for resisting lateral forces shall be designed and Installed by others. Careful hand - Ling is essential and erection bracing Is always required. Nom al precautionary action for trusses requires such temporary bracing during Instalation between trusses to avoid toppling and dominoing. The sup-1,ilim of c; llon of trusses shall be under the control of persons evperienccd in the tnstallallon of basses. Professional advice shad be sought if needed. Concentration ofconstruction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 Wind Case- ASCE 7-98, C&C, V- 125irph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 21.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.06" D=-0.06" T=-0.12" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.02" RMB = 1.00 4-3-15 0-4-3 Ty 1 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 1- 2 2600 0.28 2- 3 2522 0.42 3- 4 2385 0.68 4- 5 2522 0.42 5- 6 2600 0.28 BC...FORCE ... CSI 11-10 2280 0.40 10- 9 2257 0.39 9- 8 2257 0.39 8- 7 2280 0.40 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 TC Vert L+D -46 -1- 1- 9 -46 7- 0- 0 TC Vert L+D -100 7- 0- 0 -100 14- 0- 0 TC Vert L+D -46 14- 0- 0 -46 22- 1- 9 BC Vert L+D -20 0- 0- 0 -20 7- 0- 0 BC Vert L+D -43 7- 0- 0 -43 14- 0- 0 BC Vert L+D -20 14- 0- 0 -20 21- 0- 0 Concentrated LBS Location BC Vert L+D -429 7- 0- 0 BC Vert L+D -429 14- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loot 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 11 7-0-0 7-0-0 1 2 5 6 6.006.00 5X10 5X10 21-0-0 11 10 9 8 71447# 8.00" 11 3-10-3 0-4-3 1-1-9 1447N 8.OU 21-0-0 L 1'1'9R1-1-7) 430N 4301! EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED R ANSUTPI 1-1995 1 - 0 2 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOR Cr.OVIEDO.FL32765 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bmcing shown on this drawing is not erection bracing, wind bracing• portal bracing or sintlar hmring which is a pan of the building design and which must be considered by the building designer. Bracing shown is for Literal support of truss mernbers only to reduce buckling length. Provisions must be made to anchor Lateral bmcing at ends and specified locations determined by the budding designer. Additional bracing of the overall structure may be required (See IIIB-91 of TPI). fross Pone Institute. TPI, is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). sca e - 880 Eng. Job: UNI Dwg: Truss ID: K Dsgitr: TLY Chk: Date: 6-18-02 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 TOTA1, 33.0 psf V:06.02.02- 13817- 5 S^• -, ^'-j- wn rAlit: C:Utt-LVAUVHJUU,l/YffIJUr\'f l' TICS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: L CITY:1 DESIGN INFORMATION This design is for an Individual building component and has been [rased on information provided by the client. The designerdisclalms anyrsponslbWly for The as a result of faultyor Incortecl Information, specifications and/or designs fumtshed to the truss designer by the cient and the correctness or accuracy of this Information as It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling. shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as pan of the building design by a Building Designer (registered architect or professional engbnced. When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown arc In agreement with the local building codes. local Nimalle records for wind orsnow 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 specdfed. Where bottom chords In tension are not fully braced Laterally by n properly applied rtgd ceiling. they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped gahanUed steel meeting ASThI A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to vertfy that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such veti- Bcation. Any discrepancies are to be put In writingbefore cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted gram. Members shall be cut for tight filling wood to wood bearing. Con- nector plates shall be located on both faces of the truss with ..it, fully Inbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5- wide a 4' long. A 6x8 plate is 6` wtde x 8- long. Slots (hole.) ran parallel to the plate length specified. Double cuts on web members shall meet at the centruld ofthe webs unless otherwise shown. Connector plate sizes re minimum sizes based on the forces shown and may need to he increased forcertain hand- Sngand/orcrecdon stresses. This truss Is not to be fabricated with fire retardant treated lumler unless otherwise shown. For additional infomnation on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recomrnendatlons 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 pennaneru bracing for holding trusses In a straight and plumb pos. Ilion and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling Is essentlal and erection brocing 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 I— shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to 1n,s,- at any tine. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 565# Support 2 597# MAX LIVE LOAD DEFLECTION: L/999 L=-0.03" D=-0.03" T=-0.06" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.01" RMB = 1.15 5-3-15 0-4-3 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type= Encl L= 40.0 ft We: 21.0 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 1107 0.35 10- 9 952 0.39 2- 3 896 0.26 9- 8 756 0.29 3- 4 757 0.19 8- 7 952 0.40 4- 5 893 0.27 5- 6 1107 0.38 Joint Locations======____====-, 1) 0- 0- 0 5) 16- 2-12 9) 9- 0- 0 2) 4- 9- 4 6) 21- 0- 0 10) 0- 0- 0 3) 9- 0- 0 7) 21- 0- 0 4) 12- 0- 0 8) 12- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 744 60 -565 BOT PIN 20- 8- 0 744 0 -597 BOT H-ROLL 9-0-0 k3-0-0Ilk 9-0-0 1 2 5 6 60000 -6,00 4X8 4X6 F 21-0-0 10 9 g 7745N8.00" 745# 8.00° 1-1-9-9 21-0-0 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. LICENSH #0050068 1690 &FENBBOOK (7r OVIFOO.FI_a97- YYAKNINU: 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 sirnllar bracing which Is a pan of the building design and which roust be considered by the building designer. BracingshownIsforlateralsupportoftrussmembersonlytoreducebucklinglength. Provisions must be made to anchor lateral bracing al ends and specified locations determined by the building designer. Additional bracing ofthe overall structure may be required. (-Sec HIB-91 of TPI). Truss Plate Institute. TPI, Is located at 583 D'Onolno Drive. Madison. Wisconsin 53719). 4-10-3 0-4-3 scale = 0.2880 Eng. Job: UNI Dwg: Truss ID: L Dsgnr: TLY Cldc: Date: 6-18-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFae - Pit: 1.25 BC Live 0.0 psr O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:06.02-02- 1381 A- 5 So. Ines,,., „,aqy JUu FAfd: (.:Uet--LUAVUVJ1145,ifP7/ISUA711 11CS. 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: DESIGN INFORMATION This design is for an individual budding component and has been based on information provided by the client. The designer disclaims any responslbWty for damages as a result of faulty or Incorrect Information, specifications and/or designs fumished to the truss designer by the client and the correctness or accuracy of this information as it may relate to a spe- c111c protect and accepts no responsibility or exercises no control with regard to fabrim- tion, handling. shipment and Installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engtnmrd. When reviewed for approval by the building designer, the design loadings shown must be checked to he sure that the data shown arc In agreement with the local building codes, 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 assrunes compression chords (lop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension arc not fully braced laterally by a properly applied rigid ceding, they should be braced at a maximum spacing of 10'4r o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting AS7'M A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing Is In conforms—c with the fabricators plans and to realize a continuing responsibility for such veri- flctUon. Any discmpancles arc to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Members shall he cut for tight fitting wood to wood bearing. Con. nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate 0 5' wide x 4' long. A 6x8 plate is 6" wide x 8' long. Slots (holes) run parallel to the plate length speelfled. Double cuts on web members shall meet at the eentrold 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/orerecllon stresses. This truss Is not to be fabricated with fire retardant treated Imnber unless otherwise shown. For additional Infonnatton on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed inaccordance with 'Handling Installing & Bmctng', HIB-91. Trusses are to be handled with particular care duringbanding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Itlon and for resisting lateral forces shall be designed and Installed by others. Careful hand. ling is essenuil and creed— bracing is always required. Normal precautionary action for trusses requires such temporary bracing during InstadaUon belw-n trusses to avoid toppling and dornlnoing. The supervision of erection of trusses shall be under the control of persons experienced In the installation of trusses. Professional advice shad be sought If needed. Concentrationof construction loads greater than the design loads shall not be applied to trusses at arty time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 549# Support 2 581# MAX LIVE LOAD DEFLECTION: L/999 L=-0.03" D=-0.03" T=-0.05" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB = 1.15 6-0-15 0-4-3 MULTIPLE LOADS -- This design is the Composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 21.0 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 -1083 0.37 8- 7 927 0.50 2- 3 -827 0.27 7- 6 927 0.50 3- 4 -827 0.27 4- 5 -1083 0.40 TI: M QTY:5 Joint Locations==========:====_ 1) 0- 0- 0 4) 15- 5-12 7) 10- 6- 0 2) 5- 6- 4 5) 21- 0- 0 8) 0- 0- 0 3) 10- 6- 0 6) 21- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 745 60 -549 BOT PIN 20- 8- 0 745 0 -581 BOT H-ROLL 10-6-0 10-6-0 1 2 4 5 0 4X6 Q 21-0-0 8 7 745# 8.00" 745a s.noa11-1-9-9 RI-1-7) I is 21-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 jaronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK Cr.0VIED0.FL327GG WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this dmw-Ing is not erection bracing, wbnd bracing, portal bracing or similar bracingwhichIsatartofthebuildingdesignandwinchmustbeconsideredbythebuddingdesigner. BracingshownIsforlateralsupportoftrussmembersonlytoreducebucklinglength. provisions must he made to anchor lateral bracing at ends and spectfed locations delennined by the building designer. Additional bracing of the overall structure may be required. (See IIIB-91 ofTPI(. Truss Plate InsUtute, TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). Eng. Job: Dwg: Dsunr: TLY Clik: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 usf 5-7-3 04-3 scale = 0.2880 Truss ID: M Date: 6-18-02 DurFac - Lbr: 1.25 DurFac - PIt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 06.02.02 JB: SUNBURY I AC: WO: SUNIV WE: TI: P 9TY:4 DESIGN INFORMATION This design is for an Individual building mmponun and has been based on information pmvided by the dent. The designer disclaims any responsibility for damages as a result of faulty or incorrect Information. spe tflcatlons and/or designs furnished to the truss designer by the client and the correctness or accuracy Of this inforrnation as It may relate to a spe- cific protect and accepts no responsibility or exemtses no control with regard to tabrl-- t1un, handling, shipuent and insWhilon of trusses. This truss hs been designed as an individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as pan of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design Imdings shown must be checked to be sure that the data shown are in agreement with the local budding codes, local cLatic records for wind or snow Imds, protect speciflnUons or special applied Imds. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compresslon chords (tap or bottom) are continu- ously braced by sheathing wit— otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceding. they should be braced in a maximum spacingof 10'-0- o.c. Connector plates shad be manufactured from 20 gauge hot dipped gahaniud steel meeting ASTM A 653, Crude 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall m few this drawing to verify that this drawing Is In conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Anydiscrepancies arc to be put in writing before cutting or fabrication. Plates shad not be installed over knotholes. knots ordistorted gram. Members shall be cut for tight flaing wood to wood bearing. Con- nector plates shad be located on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A Sx4 plate is 5- wide x 4" long. A 6x8 plate is 6' wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at tie centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forers shown and may need to be Increased for certain hand - flog and/or erection stresses. This truss is not to be fabricated with fire retardant trealed lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with'Handling Installing & Bracing. HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and tnnstallation 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 Maned by others. Careful hand- ling is essential and erection bracingis allays required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection al trusses shad be underthe con1-1 ofpersons experienced in the tnstallatlon oftruss-. Professional advice shad be sought if needed. Concentration of construction loads greater than the design loads shall not be. applied to trusses at any time. No loads other than the weight of the erectors shad be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x8 SP #2 1 2x4 SP #2 2 1: Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. design considerations (by others) nor lateral forces due to wind or seismic loads on buildings. CAUTION!!! Bearing block ends must meet requirements of ANSI/TPI 1-1995, Table 10.2-2 for maximtmb reactions and proper MAX LIVE LOAD DEFLECTION: L/999 L- 0.00" D= 0.00" T- 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB - 1.15 1X4 continuous lateral bracing attached with 2- 10d nails each member where shown.Bracing MUST be positioned to provide equal unbraced segments OR 2x4 "T" brace may be nailed flat to edge of web with 12d nails spaced 81, o.c. Brace must extend at least 90% of web length 2x6 Brace required on any web exceeding 141. MULTIPLE LOADS -- This design is the composite result of multiple loads. Wind Case- ASCE 7-98, C&C, V. 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Part L. 31.0 ft W= 4.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf TC... FORCE...CSI ..BC ... FORCE ... CSI 1- 2 165 0.54 4- 3 0 0.12 4-1-8 1 2 3X61 T3-1-3 8X14 2X4 2X4 1_ _7 3X4 11-2-3 8-1-0 8x14 0-74 _1 1_ 3-64 651 4 3 1518# 15.00" 144# 1.50" 1-1-9 4-1-8 GABLE STUD PLATES (0) 2X4 (R1 I EXCEPT AS SlIONNN PLATES ARE TL20 GA TESTED PER ANSi/TPi 1-1995 Joint Locations====—======__ 1) =0 Oc=0 3) 4- 1- 8 2) 4- 1- 8 4) 0- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 7- 8 188 284 -246 BOT PIN 4- 0-12 155 0 -425 BOT H-ROLL All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 246# Support 2 425# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 284# WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: S A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Iaronda ystems CONTRACTOR. BRACING WARNING: Dsgnr: TLv Chk: TC Live 16.0 psf 4005 MARON DA WAY Bracing shorn on this drawingN not erection bracing, wind bracing, portal bracing or simlhr bracing TIC Dead 7.0 psfSANFORD. FL. 32771 which is a pan of the budding design and which must be considered by the building designer. Bracing lateral Provisions be BC Live 0.0 psr407) 321-00(A Fax (407) 321-3913 shown is for support of tniss members only to reduce buckling length. must TOMAS PONCE P.E. made toanchor lateral bracingat ends and specified locations determined by the budding designer. Additional bracing of the memll structure may be required. (See HIB-91 of9l . BC Dead 10.0 psf LICENSE #0050068 rruss Plate Institute. TPI. is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). TOTAL 33.01890CREENBROOICCr'.0e9EDOXI-32799 psf scale = 0.1878 Truss ID: P Date: 6-18-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Matrix Analysis !Oil /A711: C:ITEE-LOKUOBSIl25.tfP1113UNIV 11CS. 06.02.02 JB: SUNBURY I AC: WO: SUNIV WE: DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the client. The designer disclaims any responslbWty for damages as a result of faulty or incorrect hiforration, specifications and/or designs furnished to thetruss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabtica- l1on, handling, shipment and msallation of trusses. This truss has been designed as an Indlvidtrai building component In accordance wllh ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professlonal engineer). When mvtewed forapproval by the building designer, the design loadings shown must be checked to be sure that the data shown are to agreement with the local building codes. local cWnalic records for wind orsnow loads. project specifications or special applied loads. Unless shown. truss has not been designed for storage oroccupancy loads. The design assumes compression chords (top or bolloml are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied ttgld eeWng. they should be braced at a maximum spacing of 10'-0' 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 fabrl©lion. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricatoYs plans and to realize acontinuing responsibility for such veri- fication. Any discrepancies are to be put In wilting before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for tight Aping wood to woof 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 6.x8 plate 6- wide x 8' long. Slots (holes) nor parallel to the plate length specified. Double cuts on web members shall mccl 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 cenaln land. ling and/or erection stresses. Tito truss is not to b e fabricated with fire rca,danl treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are o be followed In accordance with 'Handling Instilling & Bracing'. 11I13-91. Trusses are to be handled with particular care during handing and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Rion and for resisting lateral forces shall be designed and installed by others. Careful band - ling is essential and erecton bracung Ls always required. Normal ptecauuonary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominomg. The supentsion of erection of trusses shall be under Lite control of persons experienced In the Inatatlauon oftrusses. Professlonal advice shall be sought if needed. Concentration of construction loads gteater than the design loads shall not 1,e applied to trusses at any thue. No [cads other than the weight of the erectors shall be applied 10 trusses mtt8 after all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x8 SP #2 1 2x4 SP #2 2 11: Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. design considerations (by others) for lateral forces due to wind or seismic loads on buildings. CAUTION!!! Bearing block ends must meet requirements of ANSI/TPI 1-1995, Table 10.2-2 for maxim= reactions and proper MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D= 0.00" T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB = 1.15 TI: P QTYA Joint Locations=====_______ _= 1) 0- 0- 0 3) 4- 1- 8 2) 4- 1- 8 4) 0- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 7- 8 188 284 -246 BOT PIN 4- 0-12 155 0 -425 BOT H-ROLL All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 246# Support 2 425# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 284# 1 4-1-8 _ 4-1-8 3 CONTINOUS r G 0 -6 711G- OSB SHEATIIING ilrA 1YA 1X4 continuous lateral bracing attached with bl 2- 10d nails each member where shown.Bracing MUST be positioned to provide equal unbraced segments OR 2x4 "T" brace may be nailed flat to edge of web with 12d nails spaced 8" o.c. Brace must extend at least 90% of web length 2x6 Brace required on any web exceeding 141. MULTIPLE LOADS -- This design is -the ccniposite result of multiple loads. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Part L= 31.0 ft W= 4.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf TC... FORCE ... CSI ..BC...FORCE ... CSI 1- 2 165 0.54 4- 3 0 0.12 3Xai. 4t20-P2 0- 7 f3 G 5 54 324N 15.0011 324A 15.0011 1- 1-9 8- 3-0 GABLE STUD PLATES (0) 2X4 EXCEPT AS SH01iri`) PLATES ARE '1'L20 GA TESTED PER ANSI/TPI 1-1995 3- 1-3 4 8- 1-0 WAKNING: READ ALL NOTES ON THIS SHEET. Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. 4005 MARONDA WAY BRACING WARNING: SA NFORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing whichisapartofthebuddingdesignandwhichmustbeconsideredbythebuddingdesigner. Bracing 407) 321-0064 Fax (407) 321-3913 shown Is for lateral support of truss members Only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. TOMASPONCEP.E. Additional bracing of the overall structure may be required. (See HIB-91 of TP0. LICENSE # 0050068 fnus Plate Institute. TPI, is located at 583 D'Omnfrio Drive. Madison. Wisconstn 53719). 189m CREENBROOK Cr.0VIED0.Fl_32766 Design: Mdrrit Analysis JOB PATH: C:ITF.E-LOKVOB51125AfP11lSUN1VNOTE: TRUSS SHIPPED TO FIELD IN TWO SEGMENTS. 1- 0-7 ATTACH IN FIELD USING 7/ 16" OSB SHEATHING NAILED W18d NAILS @4. 0- O.C. AT ALL CONTACT SURFACES scale = 0.1878 Eng. Job: W NIV Dwg: Truss ID: P Dsgnr: TLY Chk: Date: 6-18-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TIC 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 I V:06.02.02- 13820- 5 HCS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: U QTY:1 DESIGN INFORMATION This design is for an individual budding component and has been based on information Provided by the cheat. The designer di-I.I rs any responsibility fordamages 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 Infortnation 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 trusss. This truss has been designed as an Individual budding component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the budding design by a Building Designer (registered architect or professional englnecrl. When revlewed for approval by the budding designer. the design loadings shown must be checked to be sure that the data shown are lit agreement with the local building codes. local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unlessotherwise specified. Where bottom chords In tension are not fully braced latemlly, by a Properlyapplied rigid ceiling. they should be braced at a maximum spacing of 10'-0' o.e. Connector plates shall he manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shad review this drawing to verify that this drawing is In conformance with the fabricators plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put In writing before cutting or fabrication. Plats shad not be Installed over knotholes. knots or distorted grain. Members shad be cut for tight fitting wood to wood bearing. Con- nector plates shad be located on both faces of the truss with .all. fully Imbedded and shad be sync. about the joint unless otherwise shown. A 5x4 plate Is 5' wide x 4' long. A 6x8 plate is G' w1de x 6- long. Slots (holes) nun parallel to the plate length specified. Double cuts on web members shad meet at the centrold ofthe webs unless otherwise shown. Connector plate sims are minimum sizes based on the forces shown and may need Io be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information an Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ad bracing and erection recommendations are to be followed in accordance with -Handling InstaWng & Braetng". HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and installation toavoid damage. Temporary and permanent bracing for holding truss in a straight and plunnh pos. Ition and for resisting lateral forces shall be designed and Installed by others. Careful hand - Ling is essential and erection bracing is always required. Normal Precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppWg and dominoing. The supervision of erection of trosses shad be under the control of persons experienced in the installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shad not be applied to trusses at any time. No lords other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 764# Support 2 803# MAX LIVE LOAD DEFLECTION: L/999 L=-0.25" D=-0.26" T=-0.51" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.37" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.18" RMB = 1.15 7-3-15 0-4-3 4 7- MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 30.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC...FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -3229 0.60 12-11 2925 0.70 2- 3 -2456 0.56 11-10 2925 0.68 3- 4 -2156 0.43 10- 9 2158 0.47 4- 5 -2455 0.56 9- 8 2925 0.68 5- 6 -3229 0.61 8- 7 2925 0.70 Joint Locations=====__========, 1) 0- 0- 0 5) 23- 1- 1 9) 16-10- 8 2) 6-10-15 6) 30- 0- 0 10) 13- 1- 8 3) 13- 0- 0 7) 30- 0- 0 11) 6-10-15 4) 17- 0- 0 8) 23- 1- 1 12) 0- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1041 77 -764 BOT PIN 29-10- 4 1041 0 -803 BOT H-ROLL 13-0-0 4-0-0 13-0-0 11 1 2 5 6 0 0 5X6 5X6 i 6-10-3 0-4-3 A- 3.000 3.00 038 P9 P9 12-10-0 3-9-0 12-10-0 11 11 10 g10421/ 3.50" 1042# 3.50" 1 1-9 e 30-0-0 1 -1-9 I R1---1-7) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2077 WARNING: READ ALL NOTES ON THIS SHEET. Eng. dub: UNI Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: U CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 6-18-02 TIC Live 16.0 Psi DurFac - Lbr: 1.254005MARONDAWAY SANFORU, FL. 32771 Omcing shown on this drawing Is not erection bracing. wind bracing. portal bracing or sunflir bracingwhichisapanofthebuddingdesignandwhichmustbeconsideredbythebuildingdesigner. Bracing TC Dead 7.0 psf DurFae - PIt: 1.25 407) 32I-0064 Fax (407) 321-3913 shown Is for lateral support of trss members only to reduce buckling length. Provisions most be RC Live 0.0 PSI` O.C. Spacing: 24.0" A TOMAS PONCE P.E. made to anchor lateral bracing at ends and speeded 1-tioru determined by the budding designer. Additional bracingof time overall structure may be required. IS" HIB-91 ofMI. BC Deadd 10.SCUP- Design Criteria: TPI LICENSE #0050068 truss Plate Institute, TPI. Is toasted at 583 D'Onofrio Drive. Madison. Wisconsin 53719). 1Code Dese: FLA 1890 GREENBROOK Ct.0%1ED0.FL32766 I TOTAL 33.0_ PSI` V:06.02.02- 13821- 5 6••. .•.W . ..•. ,., .,vo mart: L:Irrr-LVAvutf3u4)nff7113UiVfV 11CS: 06.02.02 DESIGN INFORMATION Tlils design is for an individual building component and has been based on Information provided by the client. The designer disclalins any r_ponsibWty for damages as a result of faulty or incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica. tion, handling. shipment and installation of trusses. This truss has been designed as an individual building component in accordance with ANSI/TPI 1-1995 and NDS97 to be incorporated as par 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 re in agreement with the local building codes. local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy Inds. The design assumes compression chords (top or bottom) are continu- ously braced bysheathing unless otherwise specifled. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced ata maxtrnum spacing of 10'-0" o.c. Connector plates shad 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 verifythat this drawing is in conformance with the fabricators plans and to realize a continuing responsibility for such verl- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about lhejoint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6" wide x 8- long. Slots (holes) nun parallel to the plate length specified. Double cuts on web members shall meet at the centmid of the wetu 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/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 All bracing and erection recommendations are to be followed In accordance with "Handling InslaWng & Bracing". HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Ir iLlllation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Ition and for resisting Lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erccuon bracing 1. always required. Normal precauuonary action for trusses requires such temporary bractng during Installation between trusses toavoid toppling and dominom The supervision of erection of trusses shall be under the control of persons uperlenced in the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. I JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: V 9TY:1 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 MULTIPLE LOADS -- This design is the coalposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 30.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC...FORCE... CSI ..BC ... FORCE ... CSI 1- 2 -3245 0.57 13-12 2937 0.74 2- 3 -2719 0.54 12-11 2948 0.70 3- 4 -2413 0.43 11-10 2536 0.65 4- 5 -2412 0.43 10- 9 2947 0.70 5- 6 -2718 0.54 9- 8 2936 0.74 6- 7 -3244 0.60 Joint Locations==============_ 1) 0- 0- 0 6) 24- 1- 1 11) 11- 1- 8 2) 5-10-15 7) 30- 0- 0 12) 5-10-15 3) 11- 0- 0 8) 30- 0- 0 13) 0- 0- 0 4) 15- 0- 0 9) 24- 1- 1 5) 19- 0- 0 10) 18-10- 8 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1041 100 -778 BOT PIN 29-10- 4 1041 0 -818 BOT H-ROLL Ilk 11-010 8-0-0 11-0-0 1 2 4 6 7 0 5X6 3X4 5X6 540-3 0-4-3 T7 I 00 i 3.00 0-3-8 I03 8 113 10-10-0 7-9-0 10-10-0 12 II TO 91042# 3.50" 1042# 3.50" 1-1-9 R1-1-7) I i.. 30-0-0 L 1-I'9 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2077 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: I Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: V CONTRACTOR. BRACING WARNING: Dsgar: TLY Cnk: Date: 6-18-02 T'C Live 16.0 Psi DurFac - Lbr: 1.254005MARONDAWAY SANI--VIKU, I---L. 32771 Bracing shown on this drawing is not erection bracing. wind bracing. portal bracing or shnilar bracingwhichisapartofthebuildingdesignandwhichmustbeconsideredbythebuildingd-W.er. Bracing TC Dead 7.0 psf DurFae - Pit: 1.25 407) 321-0064 Fax (407) 321-3913 shown Ls for lateral supp art of truss members nniv to reduce buckling length. Pmvislons nmsl be BC Live 0.0 Psf O.C.Spacing: 24.Onpg• TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified 1-tions determined by the building designer. Additional bmcing ofthe overall structure nn:uy be req(sIllli-9l TPI). BC Dead 1.00 Psf Design Criteria: TPI LICENSE # 0050068 eeuired. ofrrm" Plate Institute. TPI, is located at 583 D'onnfno Drive. Madison. Wisconsin 53719). Code Dese: FLA 1890 GREENBROOK CT.OVIEDO.FL32766 TOTAL 33.0 psf V:06.02.02- 13822- 5 a -••• •••••• j- - rnrn: t,:ucc-LVnVVtlJI/UMl'fflJUh'/V HCS: 06.02.02 DESIGN INFORMATION This design Is for an Individual budding component and has been based on Information provided by the client. The designer disclaims any responsibdity for damages as a result of faulty or Incorrect Information, specifications and/or designs furnished to the truss designer by the client and thecorrectness oraccuracy If this infornatlon as It may relate to a spe- cific project and accepts no responsibWly or exerelses no control with regard to fabrtm. lion, handling, shipment and installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the budding design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the budding designer, the design Iaidings shown must be checked to be sure that the data shown are In agreement with the lord budding codes, local ellmatic records for wind or snow loads, protect specifications orspecial applied Inds. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) am contlnu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension arc not fully braced laterally by a property applied tigld ceding, they should be braced at a maximum spacing of 10'-0- o.c. Connector plates shad be manufactured from 20 gauge hot dipped galvanized steel meeting ASrM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabncatars plans and to realize a continuing responslbdity for such veri- Bcation. Any disempancles are to be put In writing before cutting or fabncallon. Plates shall not be installed over krtolhol-. knots or distorted grain. Members shall be cut for tight fittingwood to wood beating. Con- nector plaza shall be located on both faces of the tnrss with -It, fully Imbedded and shall be synt. about the Joint unless otherwise shown. A 5.4 plate B 5- widex 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 otherwiseshorn. Connector plate stets am minimum sizes based on the forces shown and may need to be Increased for certain hand- lingand/orerection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For ac dlu rod informallon on Quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES All bracing and erection recommendations am to be followed in accordance with -Handling InsUWng A Bracing". HIB-91. Trusses are to be handled with particular care during banding and bundling• delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pw. Ilion and for resisting lateral forces shad be designed and Installed by others. Careful hand- ling b essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Inswilatlon between trusses to avoid toppling and donminal ig. The supervision oferection of tosses shad be under the control of persons experienced in the installation of I-"-. Professional advice shad be sought Ifneeded. Concentration of construction loads greater than the design loads shad not be applied to trusses at any ttnm. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: SUNBURY I AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 3,5 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 781# Support 2 819# MAX LIVE LOAD DEFLECTION: L/999 L=-0.30" D=-0.31" T=-0.60" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.38" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.19" RMB = 1.15 T 5-3-15 0-4-3 T7 I 0-3-8 WO: SUNIV WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C4C, V= 125mph, H- 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L. 40.0 ft W= 30.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE CSI BC ... FORCE CSI 1- 2 3247 0.66 12-11 2955 0.76 2- 3 2946 0.54 11-10 2629 0.59 3- 4 3163 0.56 10- 9 2629 0.59 4- 5 3163 0.56 9- 8 2955 0.76 5- 6 2945 0.55 6- 7 3246 0.68 TI: W QTY:1 Joint Locations==============d 1) 0- 0- 0 5) 21- 0- 0 9) 20-10- 8 2) 4-10-15 6) 25- 1- 1 10) 15- 0- 0 3) 9- 0- 0 7) 30- 0- 0 11) 9- 1- 8 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 1042 92 -781 BOT PIN 29-10- 4 1042 0 -819 BOT H-ROLL 9-0-0 12-0-0 9-0-0 1 2 4 6 7 6.00 6 00 3.00 I 5X6 2X4 5X6 I 3.00 038 8-10-0 b 11-9-0 11 8-10-0 1 11 10 f 1-1-9 1042k 3.50" 1042M 3.50" 91-I- R1-1-7) I 30-0-0 1 1 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/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 1890 GREENBROOK cr.0VIEDOYI-32766 niaom Ar. ;, 1.,.,1,. WAKNIN(a: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shun on this drawing is not erection bracing, wind bracing, portal bracing or similar bracingwhichIsapartofthebuddingdesignandwhichmustbeconsideredbythebuildingdesigner. Dracingshownisforlateralsupportoftrussmembersonlytoreducebucklinglength. Provisions must be made to anchor Lateral bracing al ends and specified locatlons detemained by the budding designer. Addlllonal bracing of the overall structure may be rN.tred. (See 1118-91 of7rd. frruss Plate Institute. TPi. Is located at 583 D'Onofrlo Drive. Nidlson. Wisconsin 53719). Eng. Job: Dwg: Dsgnr: TLY Chk: TIC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTA L 33.0 Truss ID: W Date: 6-18-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: X QTY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #1 D MULTIPLE LOADS -- This design is the Joint Locations==============_, Tfiis design is for an Individual building 2x8 SP #1 D 2,3 composite result of multiple loads. 1) 0- 0- 0 5) 30- 0- 0 9) 5- 3- 0componentandhasbeenbasedoninfortnauonBOTCHORDS: 2x6 SP #1 D All COMPRESSION Chords are assumed to be 2) 5- 0- 0 6) 30- 0- 0 10) 0- 0- 0provided n the client. Thedesigner any responsibility for damages asornutiof aresdisItofWEBS: 2x4 SP #3 continuous) braced unless noted otherwise. 3) 15- 0- 0 7) 24- 9- 0 faulty or Incorrect Infornatlon. specifications 2x4 SP #2 2,4 Design based on 2-ply laminated Bot chord. gn py425- 0- 0 8) 15- 0- 0 and/or designsfumishedtothetrussdeslgner 2-PLY TRUSS! fasten w/3"X 0.120" nails in End verticals designed for axial loads only. by theclientandthecorrectnessoraccuracystaggeredpatternpernailingschedule: End verticals that are extended above/below TOTAL DESIGN LOADS ------------ oflhis informationasItmayrelatetoaspe- TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Wind Case- ASCE 7-98, C&C, V= 125 h, Uniform PLF From PLF To ctfic project andacceptsnoresponsibilityorexercisesnocontrol with regard to fabrlca- Distribute loads equally to each ply. H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 TC Vert L+D -46 1- 1- 9 46 5- 0- 0 Lion, handling, shipment and installation of Bld Type= Encl L= 40.0 ft W= 30.0 ft Truss TC Vert L+D -77 5- 0- 0 77 25- 0- 0 trusses. This trusshasbeendesignedasanPROVIDEUPLIFTCONNECTIONPERSCHEDULE: in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf TC Vert L+D -46 25- 0- 0 46 31- 1- 9 Individual building componentInaccordancewithSupport1766# Impact Resistant Covering and/or Glazing Req BC Vert L+D -20 0- 0- 0 20 5- 0- 0 ANSI/TPI 1.1995 and NDS-97 to be Incorporated Support 2 766# BC Vert L+D -33 5- 0- 0 33 25- 0- 0 D ignofthcberedarding desectorpBessiongDesigner (registered edarchdprofessionalMAXLIVELOAD DEFLECTION: TC... FORCE ... CSI ..BC...FORCE ... CSI BC Vert L+D -20 25- 0- 0 20 30- 0- 0 o a engineer). When reviewedforapprovaltrytheby L/707at JOINT # 8 1- 2 -6390 0.22 10- 9 5873 0.33 Concentrated LBS Location budding designer. the design loadings shown L=-0.50" D=-0.51" T=-1.01" 2- 3 -10679 0.51 9- 8 6405 0.54 BC Vert L+D 195 5- 0- 0 must be checkedtobesurethatthedatashownMAXHORIZONTALTOTALLOADDEFLECTION: 3- 4 -10679 0.51 8- 7 6407 0.54 BC Vert L+D 195 25- 0- 0 are in agreementwiththelocalbuildingcodes. local climatic records for wind or snow loads. T= 0.29" 4- 5 -6391 0.22 7- 6 5874 0.33 MAX. REACTIONS PER BEARING LOCATION project specifications or special applied loads. MAX HORIZONTAL LIVE LOAD DEFLECTION: X-LOC Vert Horiz Uplift Y-Loe Type Unless shown, truss has not been designed for T= 0.14^ 0- 1-12 1684 0 -766 BOT PIN storage or occupancy loads. The design assumes RMB 1.00 29-10- 4 1685 0 -766 BOT H-ROLL compression chords (laporbottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced Laterally by a properly applied rtgd ceiling. they should be braced at a maximum spacing of 10'-O" o.c. Connector plates shall be manufactured from 20 gauge hot dippedg lvantmd steel .,-U g ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabncaLion. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabri- Lue. plans and to reallm a continuing responsibility for such veri- fication. Any discrepancies are to be put In writing before cutting or fabrication. Plat- lt- shall not beInstalled over knotholes. knots or distorted gain. Members shall be cut for tight fining wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully hnbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A 6x8 plate is 6" wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum slur based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shows[. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling Installing A Bmcinkf. HID- 91. Trusses are to be handled with particular core during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Ilion and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid tn opplig and dommoing. Thesupervision of erection of trusses shall beunder the control of persons experienced in the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other IN- the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. 2-PLYS REQUIRED 5- 0-0 20- 0-0 5-0-0 11 1 3 5 3 3' 15 04- 3 3.00 I 0- 3-8 8X10 LOX10 RX10 Q 3.00 T 04- 3 2- 10- 3 T7 1 4-11- 8 19- 6-0 11 4-11-8 11 10 g T 1685N 3.50" 1685N3.50" R1-1-7) I 196/! 1-1-9 30- 0-0 19GJ7 L 1-1- 9 EXCEPT AS SHOWN PLATES ARE L20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2077 Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 407) 321-0063 Fax ( 407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK Cr.0% gEDOYL.32766 Design: Afmrir 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 dmwhng is not erection bracing, %Ind bracing. portal bracing or sbuilar bracing which Is a partofthebuddingdesignandwhichmustbe. considered by the building designer. Bracing shown is for lateralsupportoftrussmembersunlytoreducebucklinglength. Provisions must be made to anchor Lateral bracing at ends and specdicd locations determined by the building designer. Additional bracing of theoverallstructuremayberequired. (Sec HIB-91 of TYD. fines Plate Institute. TPI. Is located at 583 D'Onolno Drive, aladison. Wisconsin 53719). JOB PATH: C:ITEE- L0RU0BSIl25MPHISUNIV Eng. Job: Dµ'g: Ds2nr: 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 Truss ID: X Date: 6-18-02 DurFac - lbr: 1.25 Durfac - Plt: 1.25 O.C. Spacing: 24. 0" Design Criteria: TPI Code Desc: FLA TICS: 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 fumished to the truss designer by the client and the correctness or accuracyofthisinformationasItmayrelatetoaspe- clllc project and accepts no responsibility orexercisesnocontrolwithregardtofabrica- tion. handling, shipment and Installation of trusses. This truss has been designed as an individual budding component In accordance with ANSI/TPI 1-1995 and NDS-97 to he incorporated as pan of the building design by a BuildingDesigner (registered 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 codes, local climatic records for wind or snow loads. Project speclflcatlons or special applied loads. Dnless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) arc continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigld ceiling, they should be braced at a madmtun spacing of IU-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanfred steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this dm%,tng to vertfy that this drawing is in conformance with the fabdotor s plans and to realize a continuing responsibility for such veri- Ontion. Any discrepancies are to be put in wrllIng before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be looted on both faces of the truss with nails fully Imbedded and shall be syui. about thejoint unlessotherwise shown. A 5.4 plate is 5" wide x 4" long. A6.8 plate is 6" wide x 8" long. Slots Iholml nun pam8el to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes arc mtnimuum sues based on the forces shown and may need to be Increased for certain hand - Wig and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection reconirrendalluns arc to be followed In accordance with "HandlingInstalling & Bracing", HIB-91. Trusses are to be handled with Particular ore during bandingandhurdling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding irusses in a straight and plumb pos. Ition and for resisting lateral forces shall be designed and Installed by others. Careful hand- ing V essential and erection bracing is ahaays required. Normal pmmutlonary action for trusses requires such temporary bracing during Installation between trusses to avoid topplinganddominotng. The supervision oferection of trusses shall be under the control of personsexperiencedIntheInstallationoft--. Proftonal advice shall be sought If needed. Concentration of construcllon loads greater than the design loads shall not be applied to trusses al any time. No loads other than the weight of the erectors shall be applied to trusses until after all fasteningand bracing Is connpleted. JB: SUNBURY I AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 512# Support 2 266# PROVIDE HORIZONTAL CONNECTION PER SCHEDULESupport1226# 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 ON WO: SUNIV WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 7.1 ft TrussinENDzone, TCDL= 4.2 psf, BCDL= 6.0 psfFactResistantCoveringand/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI1- 2 -64 0.85 4- 3 -12 0.73 24 2.12 I 0-3-15 6-7-15 4 95# 4.95" 1-6-2 19 (R1-6-0)' 7-0-14 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 14995 WARNING: READ ALL NOTES ON THIS SHEET. Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 I:ax 407 321-3913 Bracing shown on this drawing b note ctlon bmeing, wend bracing. Portal bracingor similar bracingwhichisapanofthebuildingdesignandwhichmustbeconsideredbthebuddingdesigner. show" la for lateral y finer. Bracing TOMAS PONCE P.E. supportpPxrrt of truss members only to reduce buckling length. Precisions must bei made to anchor lateral bnaring at ends and specified locations determined by the building designer. I-ICFNSE #0050068 Additional bmeing of tine overall structure may be —luired. (See IIIB-91 01 TPd. Truss Plate Institute. TPI, is looted at 583 D'Onofrio Drive. Madison. Wisconsin 53719). 1890 GREENRRCiC)K Cr.0VIEDO.EL327(f Design: Merit .4na!lsis JOB PATH: C:ITFF-LOK000SI125AIP11ISUNIV TI: Y 9TY:2 Joint Locations=============_= 1) 0- 0- 0 3) 7- 0-14 2) 7- 0-14 4) 0- 0- 0 TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D 0 0- 0- 0 -56 7- 0-14BCVertL+D 0 0- 0- 0 -24 7- 0-14 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift y-Loc Type 0- 2- 8 94 226 -512 BOT PIN 6-11- 1 193 0 -266 BOT H-ROLL Attach with (3) 10d Toe -Nails Attach with (3) 10d Toe -Nails e 193# 2.50" scale = 0.6346 Eng. Job: W U IV Dyvg: Truss ID: Y Dsgnr: TLY Chi:: Date: 6-18-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - PIt: 1.25 BC Live 0.0 psi O.C. Spacing: 24.01, BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 nsf HCS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: Z QTY:1 1 DESIGN INFORMATION This design Is foran 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 Irdonnation. 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- cNe project and accepts no responsibilityor exercises no control with regard to fabrio. on, handling, shipment and Installation of trusses. This In - has been designed as an individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as pan ofthe building design by a Budding Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes, local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown- truss has not been designed for storage or occupancy loads. The design assumes compression chords flop orbottom) are continu- ouslybraced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced alemlly by a properly applied rigid ceiling. they should be braced at a inaxbnum spacing of 10'•0" o.c. Connector plates shall le manufactured from 20 gauge hot dipped galvanized steel meeting ASPM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Poor to fabrication. the fabricator shall review this drawing to verify that this drawing is In confoman- with the fabricator's plans and to realize a continuing responsibility for such ven- Dcatlon. Any discrepancies are to be put In writing before cutting orfabrication. Plato shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wool to wood beanbag. Con- nector plates shall be looted on both faces of the truss with nals fully linbedded and shall be syrn. about the joint unless otherwise shown. A 5x4 plate Is 5' wide. x 4" long. A 6x8 plate is 6" wide x 8- long. Slots (holes) run parallel to the plate length speclfled. Double tuts on web members shall meet at the centmid of the webs unless otherwise shown. Connector plate sizes are min ovum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresso. 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 reconumendations are to be followed In accordance with "Handling ImaWng % Bracing'. HIB-91. Trusses are to be handled with pnrilcuar care during banding and bundling, deliveryand Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Itlon and for resisting lateral forces shall be designed and Installed by others. Careful hand - Wag is essential and ereeuon bracing s rit—yri required. Normal precautionary acUon for trusses requires such lempomry bracing during installation between uusses to avoid toppling and dommomg. The supervision of erection of trusses shall be under the control of persons e pertenced In the lost. salallon of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not he applied to trusses at any tune. No loads other than the weight of the erectors shall be applied to trusses until afterall 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, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 5.0 ft Truss in INI' zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI .-BC ... FORCE ... CSI 1- 2 -49 0.63 4- 3 -27 0.48 Joint Locations=========------ 1) 0- 9-15 3) 5- 0- 0 2) 5- 0- 0 4) 0- 9-15 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 4-10-12 107 141 -274 TOP PIN 0- 1-12 215 191 -390 BOT PIN 4-10-12 58 0 -43 BOT H-ROLL 5-0-0 1 2 Q 3.00 I 0-3-8 E5<1 1114-8-8Ilk 4 3 215# 3.50" 108# 2.50" 0-0 C/L: 4-10-12 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/1.1'I 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 GREEN©ROOK Cr.0\iEDOXI_327f WAKNIN(j: READ ALL NOTES ON THIS SHEET. Eng. Job: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D"'g: CONTRACTOR. Dsgnr: TLY Clik: BRACING WARNING: TC Live 16.0 psf Bracing shown on this drawing Is not erection bracing. wind bracing, portal bracing or similar bracing 1"C Dead 7.0 psfwhichisapanofthebuildingdesignandwhichnmsltoconsideredbythebuildingdesigner. Bracing shown is for atemi support of truss members only to reduce bucklinglength. Pmvlslu is must be BC Live 0.0 psf made Ica anchor lateral bracing at ends and slecifled Mcations determined by the building designer. BC Dead 10.0 sfAdditionalbracingofthemerallstructuremayberequired. (See HID-91 of7Tll. p• ffruss Plate Institute. TPI, Is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). TOTAL 33.0 Attach with (4) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.6314 Truss ID: Z Date: 6-18-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA uesign: maim Anwysrr JOH PATH: C:ITF-F-L0AV0HSI12S,1IfPHISUV1V HCS: 06.02.02 DESIGN INFORMATION This design Is fur an Individual building component and has been based on Information provided by the client. The designer disclaims any "onsplbWty for damages as a result of faulty or incorrect Information, specifications and/or designs furnished to the truss designer by the client and theemmciness or accuracyOfthisInformationasItmayrelatetoaspe- rifle protect and accepts no responsibility or exerclses no control with regard to fabrim- Lion, handling, shipment and Installation of trusses. This truss has been designed as an individual building component In accordance with ANSI/'MI 1-1995 and NDS-97 to be Incorporated as pan of the building design by a BuildingDesigner (registered amhllect or professional engineer). When rnlewed 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, pro)ect specKlcatdons orspecial applied leads. Unless shown, truss has not been designed for storage or occupancy loads. The design assurnes 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 property appliedrightceWng, they should be braced at a maximum spacing of 10'-0- o.c. Connector plates shag be manufactured front 20 gauge hotdippedgalvanbedsteelmeetingASiMA653, Crade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabilcator shall review this drawing to verify that this drawing is In conformance with the fabricators plans and to rrallm a continuing responslbWtyfor such veri- fication. Any discrepancies are to be put Inwritingbeforecuttingorfabrication. Plates shall not be Installed over knothols. knots or distorted gain. Members shall be cut for tight lung wood to wood hearing. Con- nector plates shall be located on boll, faces of the truss with nags fully Imbedded and shag be sym. about theJotnt unless otherwise shown. A5x4plateis5- wide x 4' long. A 6x8 plate is 6' wide x 8- long. Slots (holes) rim parallel totheplatelengthspecified. Double cutson web members shag meet at the centrold of the webs unless otherwise shown. Connector plate sizesaretnlnlmumsizesbasedontheforcesshown and may need to be mcreased for certain hand- ling and/or erection strews. This truss is not to be fabricated with lire retardant treated lumber unless otherwise shown. For additionalhdormatlunonguagtyControlrderto ANSI/T PI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed lit accordance with "llantaingInstalling & Bmcmgr. IIIB-91. Trusses are to be handled with particular are daring bandingandbundling, deliveryand installation to avoid damage- Temporary and permanent bracing forholding trusses in a straight and plumb pm- Ition and for resisting lateral forces shall bedesignedandInstalledbyothers. Careful hand- ling l essential and erection bracing is allays required. Normal pmeautionary action for trusses requires such temporary bracing during Installation between trusses (o avoid topplinganddommoing. The supervision of erection of . trusses slug be ender the conof persons experiencedintheinstallationoftrusses. P- 11-1 nab advice shall be sought B needed. Concentration of construction loads greater than the design loads shall not he applied tin I---- at any Wee. No loads other than the weight of the cmclon slug be applied to trews until after an fastening and bracing I, completed. JB: SUNBURY I AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise 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: SUNIV WE: Analysis based on Simplified Analog Model. MULTIPLELOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should bemarkedontruss. Shim or wedge if necessary to achieve full bearing. WindCase- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 BldType= Encl L= 40.0 ft W= 1.1 ft Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -9 0.03 4- 3 -6 0.02 TI: Z) QTYA Joint Locations=====_-________ 1) 0- 9- 5 3) 1- 1- 8 2) 1- 1- 8 4) 0- 9- 5 r MAX. REACTIONS PER BEARING LOCATION ----- x- Loc Vert floriz Uplift Y-Loc Type 1- 0- 4 24 28 -65 TOP PIN 0- 1-12 88 37 -163 BOT PIN 1- 0- 4 12 0 -6 BOT H-ROLL I- i-B 1 2 0 3. 00 I 0- 3-8 0- 10-0 4 3 89# 3.50" 25# 2.50" 1-1-9 1rn 1-1-5 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER 1ANS1/TPI 1-1995 Over 3 Supports CIL. 1- -4 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICFNSL # 0050068 1090 GREENBRUOK cr.0VIEDOXI-32766 Design: Alarrh Analysis W/ KNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bmcinp, shownon this drawing is not erection bracing, wind bmcmg, portal bmring or similar brarmg whichisapanofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bracing shownisforlateralsupportoftrussmembersOnlytoreducebucklinglength. Provisions must be madetoanchorlateralbmcmgatendsandspecifiedlocationsdeterminedbythebuddingdesigner. AddlUnnalbracingofthewemgstruclumnaybeicquhed. (See HfB-9t of TPB. rrnssplateInstitute. TPI, is located at 50 D'Onofrio Drive. Madison. Wtsrnnsm 53719). Attach with (1) LOdToe -Nails 0- 8-9 0- 2-8 Attach with (1) 10d Toe -Nails Eng. Job: Dwg: Dsgly: TLY Chk: 1' C Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf scale = 1.5123 Truss ID: Z1 Date: 6-18-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O. C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA JOB PATH: C:1T£E-LOKVOBSIl2 AfPlIISUNIp 11CS: 06.02.02 DESIGN INFORMATION This design is for an Indh1dual building component and has been based on information provided by the client. The designer disclaims any reaponstbWty for damages as a result offaultyorIncorrectinfounallon. sp =Hunsand/or designs fumished to the truss designerbytheclientandthecorrectnessoraccuracyofthisInlonnauon - it may relate to a spe- cific project and accepts 'to responsiblllly orexercisesnorontm) with regard to fabrio- uon, handling, shipment and Installation of trusses. This truss has been designed as an Individual build",, component in accordance withANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a BuildingDesignertregsteredarchitectorprofessional enginecrt. 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 codes, Inral climatic records for wind or snow loads, p )ect specUatlons or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top orbottom) are cuntlnu- ously braced by sheathing unless oUnerwtse specified. Where bottom chords in tension are not fully braced laterally bya pmperly appliedrigidtelling, they should be braced at a maximum spacing of 10'-A- o.c Connector Plates shall be manufactured from 20 gauge hotdippedgalvan"zcd steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verily that this drawing is inconformancewiththefabrfator's plans and toreallmacontinuingresponsibilityforsuchvcd- Beation. Any discrepancies are to be put inwritingbeforecuttingorfabrication. Plata shall not be Installed over Imotholes. knots or dlstorted grain. Members shall be cut for light 6tun9 wood to wood bearing. Con- nector plates shall be looted on both faces of the truss with nails fully Imbedded and shall be Byrn. about the )obit unless otherwise shown. A5x4plateIs5- wide x 4- long. A 6x8 plate is 6- wide x 8- long. Slots (holes] ran parallel to the plate length specified. Double cuts an well embers shall meet at the "ni-id of the wela unless otherwise shown. Connector plate sizes are minlmrum sizes based on the forces shownandmayneedtobeincreasedforterrainhand - to and/or erection stresses. 71uis t—_ Is not to Ire fabricated"'h tire retardant heated lumber unless otherwise shown. For additional Infornallon on QuaBty Conlral refer l0 ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recornmendations are to Ile followed In accordance with "HandlingInstalling8Bracing', IIIB-91. Trusses are to be handled with particular are during bandingridbundling, delivery and Installation to avoid damage. Temporary and permanent bracingforholdingtrussesInastraightandplumbpos- ition and for reststing lateral forces shall be designed and Installed by others. Careful hand- ling b essential and election bracing is ahvaysrequired. Normal preoutlonary action for trusses requires such temporary bracing duringInstallationbetweentrussestoavoidtopplinganddommoing. The supervision oferection of trusses shall be under the control of personsexperiencedintheInstallationofIncases. Pro(esslnnal advice shall be sought If needed. Concentmllon of construction loads greaterthanthedesignloadsshallnotbeappliedto trusses at any ttme. No luada other than the weight of the erectors shall be applied to trusses until after aII fastening and bracingIscompleted. JB: SUNBURY I AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwiseShimorwedgeifnecessarytoachievefullbearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE. - Support 1 284# Support 2 176# Support 3 27# MAX LIVE LOAD DEFLECTION: L/999 Le-0.02" D= 0.00" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: Tee 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: Tee 0.00" RMB a 1.15 2-4-11 0-4-3 WO: SUNIV WE: Analysis based on Sizr>plified Analog Model. MULTIPLEIOADS -- This design is the composite result of nmltiple loads. This truss is designed to bear on multiplesupports. Interior bearing locations shouldbe (narked on truss. Shim or wedge if necessary to achieve full bearing. Wind Case- ASCE 7-98, CSC, Ve 125ng3h, He:21.0 ft, I- 1.00, Exp-Cat. B, Kzt= 1.0BldTypeeeEnclL. 40.0 ft W= 3.1 ft TrussinENDzone, TCDL= 4.2 psf, BCDL= 6.0 psfImpactResistantCoveringand/or Glazing Req TC... FORCE ... CSI .-BC ... FORCE ... CSI1- 2 47 0.25 4- 3 17 0.19 TI: Z2 QTY:4 Joint Locations=====__________ 1) 0- 9-13 3) 3- 1- 82) 3- 1- 8 4) 0- 9-13 TOTAL DESIGN LOADS------------ Uni form PLF From PLF ToTCVertL+D -46 -1- 1- 9 -46 0-10-11TCVertL+D -82 0-10-11 -82 3- 1- 8BCVertL+D -20 0- 0- 0 -20 0-10-11BCVertL+D -38 0-10-11 -38 3- 1- 8MAX- REACTIONS PER BEARING LOCATION----- X-Loc 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 1 3.00 n-3-s 7 2-10-0 i 4 199H 3.50" 3 jA 1 1 9 I 115N 2.50" eo 3_1_8 65// 2 501r EXCEPT AS SHOWN PLATES ARE T1.20 GA TE.'STED PER ANSI/TPI 1-1995 Over 3 Supports C/L: -0-4 rmalronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE//0050068 1990 CREENRROOK Cr.0VIEDo.Fl-32766 Design: Almris Aiso4sis nl/iKNlr,Jti: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTINGCONTRACTOR. BRACINGWARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bmeing orsimilar bmcbugwhichisapartofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Dracingshownisforlateralaupponoftrussmembersonlytoreducebucklinglength. Provisions must bemadetinanchorlateralhmcingatendsandspecifiedloatlonsdeterminedbythebuddingdesigner. Additional bracing of the meml) structure may he requhed. (See HIB-91 of TPI(. ffmss Plate Institute. TPI, N looted at 583 D'Onafrto Drive, h1dison, Wisconslru 537191. JOB PATH: C:17EE-LOKUOBS112SAfplilSUNIV Attach Nvilh (3) 10d Toe -Nails Altach with (1) lod •roe -Nails Eng. Job: D1vg- Dsgnr: 1'LP Clik: rC Live 16.0 psf 1'C Dead 7.0 psf 13C Live 0.0 psf BC Dead 10.0 psf 1'0"1-AL 33.0 txsf scale = 0.8792 Truss ID: Z2 Date: 6-18-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA FORM 60OA-2001 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs' Residential Whole Building Performance Method A Project Name: SUNBURY Builder: MARONDA HOMESAddress: 103 CVD lnr 10119 Wdl Permitting Office: City, State: San= J Permit Number: Owner: ELECTRIC Jurisdiction Number: Climate Zone: Central 1. New construction or existing New 12. Cooling systems2. Single family or multi -family Single family a. Central Unit3. Number of units, if multi -family Cap: 40.5 kBtu/hr — 4. Number of Bedrooms - 3 b. N/A SEER: 11.00- 5. Is this a worst case? Yes — 6. Conditioned floor area (fp) 2223 ft' c. N/A7. Glass area & type a. Clear - single pane 267.0 W 13. Heating systemsb. Clear - double pane c. Tint/other SI-IGC - single pane 0.0 ft' — a. Electric Heat Pump Cap: 40.5 kBtuA r d. Tint/other SI.1GC -double pane 0.0 f 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/A— b. N/A c. 9. Wallal types 14. liot water systems a. Concrete, Int Insrtl, Exterior 12=4.2, 720.0 ftz a. Electic Resistance Cap: 50.0 gallons _ b. Frame, Wood, Exterior R=1 1.0, 992.0 ft' b. N/A Ef0.93 — c. Frame, Wood, Adjacent R=11.0, 159.0 ft' d. N/A e. N/A c. Conservation credits 10. Ceiling types I-IR-Heat recovery, Solar a. Under Attic R=19.0, 1200.0fe UHP- Dedicated beat pump) 15. HVAC credits c. N/A CF-Ceiling fan, CV -Cross ventilation, 11. Ducts fIF-Whole house fan, a. Sup: Unc. Ret: Con. AII: Interior Sup _ R=6.0, 150.0 Il — PT - Programmable Thermostat, MZ- C-Multizone cooling, b. N/A MZ- H-Multizone heating) Glass/ Floor Area: 0.12 Total as -built points: 27355 PASS Totalbasepoints: 30107 I hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code. ' PREPARED BY / DATE: _ wN 13 nm I hereby certify that this b}il 'ng, as designed, is i compliance with the FPid er Code. OWNER/ AGENT: DATE: 213 Review of the plan^ and specifications covered by this calculation indicates compliance with the Florida Energy Code. Before construction is completed this building will be inspected for compliance with Section 553.908 Florida Statutes. BUILDING OFFICIAL: DATE: EnergyGauge®( Version: FLRCPB v3.21) FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES 18 X Conditioned X Floor Area BSPM = Points Type/SC Overhang Ornt Len Hgt Area X SPM X SOF = Points 18 2223.0 25.78 10315.6 Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear E E E E E E W W W W W W S 1.0 6.0 16.0 1.0 4.0 12.0 1.0 4.0 12.0 1.0 7.0 30.0 1.0 14.0 16.0 1.0 15.0 10.0 1.0 16.0 40.0 1.0 15.0 30.0 1.0 13.0 9.0 1.0 6.0 16.0 1.0 6.0 16.0 1.0 6.0 30.0 1.0 14.0 30.0 59.31 59.31 59.31 59.31 59.31 59.31 53.47 53.47 53.47 53.47 53.47 53.47 44.66 0.97 0.92 0.92 0.98 1.00 1.00 1.00 1.00 1.00 0.97 0.97 0.97 0.99 920.8 652.2 652.2 1747.1 945.0 590.8 2131.8 1598.5 479.3 830.1 830.1 1556.4 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 Exterior 1712.0 Base Total: 1871.0 0.70 1.90 111.3 Concrete, Int Insul, Exterior 3252.8 Frame, Wood, Exterior Frame, Wood, Adjacent 3364.1 As -Built Total: 4.2 720.0 11.0 992.0 11.0 159.0 1871.0 1.16 1.90 0.70 835.2 1884.8 111.3 2831.3 DOOR TYPES Area X BSPM Points Type Area X SPM Points Adjacent 18.0 Exterior 20.0 1.60 4.80 28.8 Exterior Insulated 96.0 Adjacent Wood 20.0 18.0 4.80 2.40 96.0 43.2 Base Total: 38.0 124.8 As -Built 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 Type R-Value Area X SPM Points Slab 136.0(p) Raised 0.0 31.8 0.00 4324.8 Slab -On -Grade Edge Insulationg 0.0 0.0 136.0(p 31.90 4338.4 Base Total: 4324.8 As -Built Total: 136.0 4338.4 EnergyGauge® DCA Form 60OA-2001 EnergyGauge1D/FIaRES'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 X System Cooling Total X Cap X Duct X System X Credit CoolingPointsMultiplierPointsComponentRatioMultiplierMultiplierMultiplierPoints DM x DSM x AHU) 43640.2 0.4266 18616.9 48091.7 1.00 1.079107 1.117x)0 310 0.950 15816.8 EnergyGaugeT"" 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 AS -BUILT GLASS TYPES 18 X Conditioned X BWPM = Points OverhangFloorAreaType/SC Ornt Len Hgt Area X WPM X WOF = Point 18 2223.0 5.86 2344.8 Single, Clear E 1.0 6.0 16.0 9.96 1.01 160.8 Single, Clear E 1.0 4.0 12.0 9.96 1.02 121.7 Single, Clear E 1.0 4.0 12.0 9.96 1.02 121.7 Single, Clear E 1.0 7.0 30.0 9.96 1.01 300.8 Single, Clear E 1.0 14.0 16.0 9.96 1.00 159.8 Single, Clear E 1.0 15.0 10.0 9.96 1.00 99.9 Single, Clear W 1.0 16.0 40.0 10.74 1.00 429.5 Single, Clear W 1.0 15.0 30.0 10.74 1.00 322.1 Single, Clear W 1.0 13.0 9.0 10.74 1.00 96.6 Single, Clear W 1.0 6.0 16.0 10.74 1.00 172.3 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 -Built Total: 267.0 2711.7 WALL TYPES Area X BWPM Points Type R-Value Area X WPM Points Adjacent 159.0 1.80 286.2 Concrete, Int Insul, Exterior 4.2 720.0 3.26Exterior1712.0 2.00 3424.0 Frame, Wood, Exterior 11.0 992.0 2347.2 Base Total: 1871.0 Frame, Wood, Adjacent 11.0 159.0 2.00 1.80 1984.0 286.23710.2 As -Built Total: 1871.0 4617.4 DOOR TYPES Area X BWPM Points Type Area X WPM Points Adjacent 18.0 4.00 72.0 Exterior Insulated Exterior 20.0 5.10 102.0 Adjacent Wood 20.0 5.10 102.0 18.0 5.90 106.2 Base Total: 38.0 174.0 As -Built Total: 38.0 208.2 CEILING TYPES Area X BWPM = Points Type R-Value Area X WPM X WCM = Points Under Attic 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-Vali le Area X WPM Points Slab 136.0(p) 1.9 258.4 Slab -On -Grade Edge Insulation9 0.0 136.0(p 2.50 340.0Raised0.0 0.00 0.0 Base Total: 258.4 As Built Total: 136.0 340.0 EnergyGauge® DCA Form 60OA-2001 EnergyGF.:uge®/FIaRES'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 System Heating Total X Cap X Duct X System X Credit = HeatingPointsMultiplierPointsComponentRatioMultiplierMultiplierMultiplierPoints DM x DSM x AHU) 6054.1 0.6274 3798.3 8298.9 1.00 1061.140x 92) 0 474 0.950 4259.6 EnergyGaugeTm DCA Form 60OA-2001 EnergyGauge®/RaRES'2001 FLRCPB v3.21 FORM 60OA-2001 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS: , , , BASE WATER HEATING Number of X Multiplier = Total Bedrooms 3 2564.00 7692.0 PERMIT #: AS -BUILT Tank EF Number of X Tank X Multiplier X Credit = Total Volume Bedrooms Ratio Multiplier 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 30107 15817 4260 7278 27355 PASS_-] EnergyGaugeTm DCA Form 600A-2001 EnergyGauge®/RaRES'2001 FLRCPB v3.21 FORM 60OA-2001 Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS.,,, PERMIT #• 6A-21 INFILTRATION REDUCTION COMPLIANCE CHFCKi IRT 6A-22 OTHER PRESCRIPTIVE MEASURES (must be met or exceeded by all residence- Water Heaters GMtGK612.1 Comply with efficiency requirements in Table 6-12. Switch or clearly marked circuit breaker electric or cutoff (gas) must be provided. External or built-in heat trap re uired. Swimming Pools & Spas 612.1 Spas & heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficient of 78%. 612.1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Shower heads Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and installed in accordance with the criteria of Sectlon 610. Ducts in unconditinnPri affi • t7_a ;, ;_a-_ Insulation 604.1, 602.1 I Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. EnergyGauge'", DCA Form 60OA-2001 EnergyGauge@/FlaRES'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.... 1. 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 13edr•ooms 3 b. N/A 5. Is this a worst case? yes 6. Conditioned floor area (W) 2223 fe c. N/A 7. Glass area & type a. Clear - single pane 267.0 ft' _ 13. Heating systems b. Clear - double pane 0.0 ft' _ a. Electric Heat Pump c. Tint/other SHGC - single pane 0.0 W d. Tint/other SHGC - double pane 0.0 ft' b. N/A 8. Floor types a. Slab-On-Gmde Edge Insulation R=0.0, 136.0(p) ft c. N/A b. N/A c. N/A 14. Iiot water systems 9. Wall types a. Electric Resistance a. Concrete, fat insul, Exterior R=4.2, 720.0 ft' b. Frame, Wood, Exterior R=l 1.0, 992.0 ft' b. N/A c. Frame, Wood, Adjacent R=1 1.0, 159.0 ft' d. N/A C. Conservation credit,; e. N/A HR-Beat recovery, Solar 10. Ceiling types DI -II' -Dedicated heat. pump) a. Under Attic R=19.0, 1200.0 fe 15. HVAC credits b. N/A G--Ceiling fan, CV -Cross ventilation, c. N/A IIF-Whole house fan, 11. Ducts a. Sup: Unc. Ret: Con. AH: Interior Sup. R=6.0, 150.0 ft PT- Piogt,unmable'I'hcnnostat, RB- Attic radiant barrier, b. N/A NIZ-C-Multizone cooling, 1v1Z- 1-1-Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Constructionthoughtheaboveenergysavingfeatureswhichwillbeinstalled (or exceeded) in this ]ionic before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature:,. JUN 13 20.1)3 Dale: Address of New Home: City/FL Zip: Cap: 40.5 kBtu/ltr _ SEER: 11.00 Cap: 40.5 kBtu/hr _ I- ISPF: 7.20 Cap: 50.0 gallons _ EF: 0.93 04 - T14E STglF t a fticoD wE . NOTE: The home's estimated energy performancescore is only available through the FL,,i /REScomputer program. ThisisnotaBuildingEnergyRating. If yourscore is 80 or greater (or 86for a US EPAID( )E EnergyStarr''rdesignation), your home may qualify for energy efficiency mortgage (EEM) incentives ifyou obtain a Florida Energy Gauge Rating. ContacttheEnergyGaugeHollineat .321163,-.-1492 or see the Energy Gauge web site at w vw.fsec. ucf edufor informationandalistofcertifiedRaters. For information about Florida's• Energy Efici.enc r Code For Building Construction, contacttheDepartmentofCommunityAffair.: at 8501487-1824. f nergyGauge® (Version: FLRCPB v3.21) ALaronda Homes AN EASILY OBSERVABLE B£TT£R VALUE1 1101 NORrcc Kcal r_R ROAD, SU/7E F • ORLANDO, FLORII.)A 32810 407-475-9112 • PAX: 407-475-9115 LETTER OF AUTHORIZATION CITY OF DELTONA x CITY OF SANFORD VOLUSIA COUNTY SEMINOLE COUNTY I hereby name and appoint Lee Emerson, Joyce Stark and Silver Streak to sign his/her name on my behalf in order to apply for and/or pickup building permits for Maronda Homes, Inc. of Florida work to be completed at: CROWN COLONY Lot: 42 163 Crown Colony Way. RUSSELL KEITLS,UMMERS, 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. OEBBIonatyE TIME ornar o My Comm Ezp. 2/5/05 aueuc N. CC 999378 ersw own t t otne. D. NOTARYPUBLICC:\ Documents and Settings\dtime\My Documents\LOA Keith Summers for City of Sanford SOURCE.doc Waync WINDL OAD SPE-CIFICA TION 0108 Inalton APPROVED SIZES: MODEL: WAYNEMARK 8000 & 8100 9'-0' MAX WDTH x 14'-0* MAX HEIGHT STYLE: RAISED PANEL MAXIMUM SECTION WDTH 21" TEST PRESSURE: POS./NEG. 44 PSF DESIGN PRESSURE: POS./NEG. 29.3 PSF NOTES. 13 CA HORIZ ANGLE 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR I INADEQUACY OF THE GLASS IN 054" HORIZ TRACK-, THE TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). 2. GLAZING OPTIONS — TOP OR INTERMEDIATE SECTION, .090 SSB TRACK BOLT & (2) GLASS WITH OPTIONAL INSERTS. 1/4-20 HEX NUT 3. VINYL OR WOOD DOOR STOP NAILED ON 6" CENTERS) MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16" TO MEET 01 c NEGATIVE PRESSURES. R- . 4. U—BAR TO HAVE A MINIMUM DRILL .281 OR 9/32"0 HOLE IN TRACK FOR YIELD OF 80 KSI J8—US BRACKET ATTACHMENT 5. TRACK, AND DOOR STEEL TO HAVE A MINIMUM YIELD OF 33,000 PSI. (1) JB—US BRACKET LOCATED 1. AT EACH ROLLER LOCATION MIN EXCEPT TOP BRACKET ROLLER6. OPTIONAL - (MIN) p080" ALUMINUM LOUVERS WITH HIGH P/N 125139). o„ IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF THE BOTTOM SECTION. I 7. LOCK OR OPERATOR IS REQUIRED. 5/16x1-5/8" l 8. THE DESIGN OF THE LAG SCREW SUPPORTING STRUCTURAL AT EACH ELEMENTS SHALL BE THE BR CKET 04 6" RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE BUILDING OR STF,ffi.,CJafRE AND 054" VERT TRACKINACCORDANCE.,,WITNri*b'R, R NT COQE!5 FQ9/ T,,,4' ei 'GADS O d BUILDING LISTED ON :TF-rtS;.Df'AWIL Crf ; •; 1 /4-20x9/16" TRACK O BOLT 1/4-zo HEX NUT AT EACH JB-US Approved:` PP - - 8 RA KETC WS Wlion, P.E •......•- :•..:• of 1395 A0650N OR`PEN&kCOLk FJ:4i2 14 _ FLORIDA' CfR T1FIF1 ndN f NO': 0048484 ,= " ' . ^t: ;: • • - . CEORGU.J'P' FlGAPJtON No-'018519NORhL.CAR01JN 1,CEP.RFlGIIQN' NCti0 38]6 Dote: 3', \` OPr1ON COOL • 01`08 REV' P WM 9 ' x 14 ' MAX 44 PSF 1 OF 4 TRACK, END HINGE TOP BRACKET REQUIREMENTS 1/4-20x9/16" TRACK • \ BOLT do 1/4-20 HEX NUT THROUGH ANY TWO ALICNINC HOLES TOP BRACKET \• \ i I P/N 108077) 5) 1/4-20x5/8" TEK SCREWS - P/N 141668) I i i 14 GA WIDE BODY i HINGEIT00 1.. c 4) 1/4-20x5/8" a' SELF -THREADING SCREWS (P/N 100320) 2) 1/4-20x5/8" TEK SCREWS m I p o "L END HINGES Z(P/N 320 GA -BAR WIDE BODY HINGE SEE BILL OF MAT'L) 1 y r. .( D' L tNO HIMP,H END HINGE I I m ice. NYLOr- ROLLER P j( 4 2 70791) ® \ I 9 BOTT "BRACKET \ • , P/N H-120;54 \ do LH- 2203`55) \ 31- 1/ 4-2x7/8" m TEK CREWS \ : m P/N 100507, \. Approved: - Q l 1 W.S. Wilson, P.E. y i 3395 ADDISONOR., PENSACOIA. FL 32514 FLORIDA CERTIFICATION No. 0048489 OEORCIA CERTIFICATION No. 013519 NORTH CAROLINA CERTIFICATION NO. 023836 (20 CA CENTER Date: 3 _ 5- o 16 GA END STILES STILES) OP rlOn/ CODE' 0108 REV:. P WM 9 " x 14 " MAX 44 PSF 2 OF 4 U-BAR L 0CATIONS 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 9'-0" THRU 10'-6" HIGH DOORS W/ (5) 20 CA 80 KSI U-BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (4) 20 CA 80 KSI U-BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (3) 20 CA 80 KSI U-BARS LOCATED AS SHOWN i 1 2) 1/4-20x5/8" TEK SCREWS ATTACH AT EACH STILE j: 7 i l C J fl:..f • fir. ;: Approved: - f `' J395 Q0151JN'OFZ; P IiSACOu L 325jir:: FLORIDA ;CERTIFICATION NO. 0048480 , ! CEAFrfia CEHi1F}O T10N;?IC }at85 NORTH',CTROUNA cunFlanoN NO'023g36 <. Date: - =.:'- _Q`f•' \. `, ..'. v° • Cam•—T-- OPTION CODE:REV.. P WM 9 ' X 14 ' MA 4 F 3 OF' 4 Wind Load Test Report Report !# O 108P 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 specificatiVs 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 t0 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 i t%. 3) Upon inspection after test procedure, the intermediate section had creased at the hinge location. The door was shown to be safely operable. DRAWING NUMBER: 0108 P TEST DATE: January 25, 2001. Temp 64' F. PRODUCT DESCRIPTION: 1. Waynerviark Model 8000, 90, 4 section. 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSL 3. Standard bottom astragal and retainer. 4. 2" nylon roller with 5" stems. 5. 14 gauge end hinges and center hinges. 6. Three 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two l6ga end stiles and three 20 ga center stiles per section'. 8..054 vertical and horizontal track. 9. Four JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY SIMILARITY: Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have less loading at equivalent pressures due to the decrease in area. Doors heights are approved to 3 times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Question and'•AgWers:GAI8(Q127). APPROVED.dPT3ON J4,', is Based on o fhe/i'iess >Stin ale4} :'Aluminum Louvers and Styrene Window j' Frame AsQsgembly per test number 02050I. Name: /"•- .' J ..66x d 1 i 6.9 v W.S.:Lydson; Ef.E:-'- 3395.Addisoci Dr.; Pkrtcoka;:FG4:,?'44':'. Florida o Georgia Cert'N'6 ' 5(9=\`':'. North Carolina CI rr Nd. 6336 7' . T Wayne 13aiton MODEL: S TYLE: DESIGN PRESSURE: DESIGN PRESSURE: AD SPECIFICATION 0110WINDL 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 IS REQUIRED. 13 GA HORIZ ANGLE 067" HORIZ TRACK 2) 1/4"-20x9/16" TRACK BOLT' & (2) 1/4"-20 HEX NUT 5/16"xi-5/8" LAC SCREW AT EACH JB—US BRACKET DRILL .281 OR 9/32"o HOLE IN TRACK FOR JB—US BRACKET ATTACHMENT 1 /4"-20x9/16" TRACK BOLT & 1/4"-20 HEX NUT AT EACH JS—US BRACKET 1) JB—US BRACKET LOCATED AT THE M100LE OF EACH SECTION EXCEPT TOP SECTION. 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE 067" VERT TRACK PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ; ACCORDANCE WITH CUPRENT BUILDING CODES FOR `THE LOADS LISTED ON THIS..DRAWING.., ,._:''f.: 1) J8-US BRACKET LOCATED Approved: _s 11F ,. .:, AT EACH ROLLER LOCATION Wy w>scr r .v.. Y';'",` EXCEPT TOP BRACKET ROLLER 5335 'AOQI ON pR: PEll FL 32514 = s :`• 189: tc:•r P/N 125i39). FjRtOA CcFi1R.l'IbEJ, D _ : 0aRcA. Z6mnC MN 'f10: 0 185 19 HQiT} 011. J FRPF7C1f10N No.•02.LA.E Date: 28—oc APPROVED SIZES: 16'-0" MAX MOTH x 14'-0" MAX HEIGHT MAXIMUM SECTION WIDTH 21" rya r m Alk I A OPTION COU r`:bf 11 ,; REV. P1 WM 15" x 14" MAX, +27 -29 PSFJ 1 OF 4 TRACK ENO HINGE; TOP BRACKET REQUIREMENTS 1 /4"-20x9/16" TRACK BOLT & 1/4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET P/N 108077) TEK SCREWS P/N 141668) one^• i<fARROW BODY HINGE s} I b Iw c am'• (4) 1/4"-2Ox5/8" SELF —THREADING SCREWS T 2) 1/4"-20x5/8" / 2" NYLON ROLLER W / 4 t/2" STEM i A TEK SCREWS ALL / END HINGES A Q P/N) 108135 1,• WIDE BODY 7/16" PUSH NUT AT EACH HINGE (P/N SEE ROLLER (P/N 243341) BILL OF MAT'L) LOCATED .25 MAX BETWEEN PUSHNUTS AND BRACKETS 3" 20 GA OR HINGES U—BAR H • HIN RH END HINGE 3) 1/4"-2Ox7/8" TEK SCREWS P/N 100507) Approved: WS. Wilson, P.E 3395 ADOISON DR.. PENSCOLA. FL 32514 I FUA9) A CERTIFICATION NO. 004W9 A CEORCIA CERTIFICATION NO. OIa5i9 NORTH CAROUNA COMF1CA110N NO. OZ 36 Date: BOTTOM BRACKET P/ N RH-270354 LH- 270355) t1l [ I III L 20 GA CENTER STILES 16 GA END STILES OPTION CODE-.- 0110 1 REV.' P1 I WM 16' x 14' MAX, f27 -29 PSF I 2 OF 4 ul U-BAR L OCA BONS C NOTE: MAXIMUM SECTION WIDTH IS 21" 12'-6' THRU 14' HIGH DOORS W/ (16) 3 20 GA 80 KSI U—BARS LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (14) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 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:, .: % ,'1 I F 3395; ODISON DF14- ASA P-- G`325.Ii 1 i'!:.',GEORCIA" c NOKTij*Q'R0PI.k C£XilE1CT0NLNCC 02306EDate :: -Cv , o ' P.4lr,' ' c F".27 OP TON C-b6 II1C,;'( REV.• P1 M// 16 ' x 14' MAX, -1-27 -29 PSF v3 OF 4 CENTER 5 TlL E- & INTERIVEDIA - TF HINGE L OCA TIONS 14' Approved: ORANGE t1iCOUNTYBUJLMPtA- mv W.S. Yi1son, P.E. 3395 ADDISON OR., PENSA-WLk FL 32514 FLORIN commmN NO. 0048489 CEORGIA CVMFrATION NO. 018519 NORTH CkROUKA CERnrwoN No. 023836 Date: OPTION CODE 0 110 1 REV PI I WIV 16'x 14'MAIX, 4-27 -29 PSFI 4 OF 4 t_ Wind Load Test Report Report # O 110P 1 February 22, 2001 TEST REOUI EN ENT: 7 The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola'. L. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 5/8" 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 isappliedinamannerthatallowsfullmovementoftheproduct. 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, 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 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: February22, 2001. Temp -71° F. PRODUCT DESCRIPTION' 1. WayneMark Model 8000, 16x7, 4 section. 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. 3. Standard bottom astragal and retainer. 4. 2" nylon roller with 4 1/2" stems. 5. 14 gauge end hinges and 18 gauge center hinges. 6. Eight 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and five 20 ga center stiles per section. 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 SDAMARITY• Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or betterthanthedoorstested. 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 appr4yed io 3." times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Questiop grid A ns6fs'/GA 18(Q 127). SAPPRO VE4'OPT1ONS t F r,l •• ! .- Based ono er tes b .: ui6 l' ` Y' Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. Na- me: ;, r y 4 0 R A iot,, „ , F' ? ^ ` • 1 ". 1 7`,c a t < r<' ' i f q m_ b'a J 4 W. S. WiISOn, 3395 Add'ison.l3r„'PehL Col,,.F ,325 f4 Florida Cert Nc,t)i g8 t i-9:1 ry T Georeia Cert'ilo. UYBj;;,:• 0 cn N rn N c z o_ wacune Dalton MODEL: STYLE: DESIGN PRESSURE: WINDL OAD SPECIFICA TION 0108 APPROVED SIZES: T-0" MAX WIDTH x 14'-0" MAX HEIGHT MAXIMUM SECTION WIDTH 21" POS./NEC. 29.3 PSF SCC MASTER PLAN NOTES. 13 GA HORIZ ANGLE 11. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY BE DRAWN FROM .054" HORIZ TRACK-, THE TEST." (1993 ASTM E330). — WAYNEMARK 8000 & 8100 RAISED PANEL 2. GLAZING OPTIONS - TOP OR INTERMEDIATE SECTION, .090 SSB GLASS WITH OPTIONAL INSERTS. LIll2) i/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 DRILL .281 OR 9/32"o OF 33 KSI A653 G-40 HOLE IN TRACK FOR J8—US BRACKET i 6. 26 GA DOOR FACER STEEL TO ATTACHMENT HAVE A MINIMUM YIELD OF 57 KSI. 7. OPTIONAL — .080" (MIN) ALUMINUM (1) JB—US BRACKET LOCATED LOUVERS WITH HIGH IMPACT STYRENE AT EACH ROLLER LOCATION I FRAME MAY BE LOCATED IN THE END EXCEPT TOP BRACKET ROLLER o PANELS OF THE ,BOTTOM SECTION. (P/N 125139). 8. LOCK OR OPERATOR IS REQUIRED. 9. THE DESIGN OF THE SUPPORTING I STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL rl OF RECORD FOR THE BUILDING OR i STRUCTURE AND IN ACCORDANCE WITH 5/t6xi-5/8" CURRENT BUILDING.CODES FOR THE LAG SCREW iLOADSLISTEDONTHISDRAWING. AT EACH J8-US e BRACKET e i Approved: 5 W.S. Wilson, P.E. 3395 AOOISON OR., PENSACOLA FL 32514. FLORIOA CERTIFICATION No. 0048489 GEORCIA CERTIFICATION No. 018519 NORTH CAROUNA CERTIFICATION No. 023836 Date: 4' -.2 R -0 / OPTION CODE- 0108 1 RE-V. P 1 054" VERT TRACK 1 /4-20x9/16" TRACK—\jjBOLT & 1/4-20 HEX NUT AT EACH JB—US BRACKET •, WM 9 ' x 14 ' MAX 44 PSF 1 1 OF 4 TRACK. D HINGE TOP BRA CfKET RE OUIRSMENTS 1/4-20x9/16" TRACK_ BOLT & 1/4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES i 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) SCC # 02 -00 MA I I I i I I I all \ i 2) 1 /4-20x5/8- TEK SCREWS q ALL END HINGES q . 00 3" 20 GA °O• U—BAR WIDE BODY HINGE P/N SEE BILL OF MAT'L) NYLON ROLLER P/N 270791) BOTTOM BRACKET ` P/N RH-270354— LH-270355) TEK SCREWS P/N 100507 Approved: Ws. mson, P.E. M95 ADOISON OR., POWCOlA FL 32514 FIORLtiA CMMATION NO. 004M9 GEORGIA CERIIFIGTION NO. 018519 NORTH CIROUNA CFiiT MWON NO. 023UG Date: q -Zg -o/ OP 7701V CODE.' 0108 1 REV.' p 1 x1 2" I I Z(20 GA CENTER 16 GA END STILES STILES) WM9'x 14 MAX 44PSF 2OF4 U-BAR L OCA TIONS NOTE: MAXIMUM SECTION WIDTH IS 21" 12'-6' THRU 14' HIGH DOORS W/ (7) 20 GA 80 KSI U-BARS LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (6) 20 GA 80 KSI U-BARS LOCATED AS SHOWN H91J 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 Ymson, Pi 3395 ADDISON DR., PO SACOLA, FL 32514 FLORIDA CERTIFICATION NO. 00484119 GEORGIA CEIiTiF1CA1ION NO. 01019 NORTH CAROUNA CERTIFICATION NO. 023836 Date: 9—,2 g - of OPTION CODE.- 0108 1 REV P1 I WM 9' x 74' MAX 44 PSF 13 OF 4 Wind Load Test Report Report # 0108P1 TEST REQUIREMENT: February 1, 2001 e 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 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 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 deformationcalculatestoAorII %. 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: , 1. WayneMark Model 8000, 9x7, 4 section. SC 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. Ac cp PLAN 3. Standard bottom astragal and retainer. lVtr` 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 betterthanthedoorstested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have less loading at equivalent pressures due to the decrease in area. Doors heights are approved to 3 times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Question and Answers, GA18(Q127). APPROVED OPTIONS Based on other tests b • e uivale t. AIuminum Louvers and Styrene Window Frame Assembly per test number 020501. Arne: ,« W. S. Wilson, P.E. 9--28-01 3395 Addison Dr.,.Pensacola, FL 32514 - - Florida Cert No. 0048489 Georgia Cert No. 018519 North Carolina Cert No. 023836 m rn CV 0 z a a wagnc Balton MODEL: S TYLE: DESIGN PRESSURE: DESIGN PRESSURE: WINDL OAD SPECIFICATION 01 /0 APPROVED SIZES: WAYNEMARK 8000 & 8100 RAISED PANEL 16'-0" MAX WIOTH x 14'-0' MAX HEIGHT POS. 27 PSF Scc # D . MAXIMUM SECTION WIOTH 21" NEG. 29 PSF , I .i`fl /' Vc1;k"+r$RlTz 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 SSS 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 0-40 5_ TRACK TO HAVE A MINIMUM YIELD .OF 33 KSI A653 G-40 6. 26 GA DOOR FACER STEEL TO HAVE A MINIMUM YIELD OF 57'KSI 7. OPTIONAL - .080" (MIN) ALUMINUM LOUVERS WITH HIGH IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF THE BOTTOM SECTION. 8. LOCK OR OPERATOR IS REQUIRED. 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CURRENT BUILDING CODES FOR THE LOADS LISTED ON THIS DRAWING. Approved: W.S. Wilson, P.E. 3395 AOOISON DR.. PENSACOLA, FL 32514 FLORIDA CERTIFICATION NO. 0048489 GEORGIA CERTIFICATON NO. 018519 NORTH CAROLINA CERTIFlCATION NO. 023836 Date: j— .2 9 —01 067" HORIZ i 2) 1/4"-20x9 TRACK SOLT & 1 /4"-20 HEX 5/16"x1 -5/8" L SCREW AT EA JB-US BRACX DRILL .281 OR 9/3: HOLE IN TRACK F JB—US BRACX A TTACH M E 1 /4"-2Ox9/16" TRACK BOLT & 1 /4"- 20 HEX NUT AT EACH J8-US BRACKET 1) J8-US BRACKE LOCATED AT THE MIDDLE C EACH SECTION EXCEPT TC SECTIQ 067" VERT TRA 1) JB-US BRACKET LOCATI AT EACH ROLLER LOCATI( EXCEPT TOP BRACKET ROLU P/N 12513 OPT/ON CODE.- 0110 1 REV.' EV P1 I WM 15' x 74' MAX, +27 -29 PSF I 1 OF 4 TRACK, END HINGE TOP BRA CKET REQUIREMENTS SCC# •` o2-oaf MASTER PLAN i 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) NARROW BODY HINGE bI I 4) 1/4"-20x5/8" SELF -THREADING SCREWS 2) 1 /4'-20x5/8" 2 4Y10 2" RSLLER TEK SCREWS ALL / / / P/N) 108135ENDHINGES ®Q o \• J 7/16" PUSH NUT AT EACH ROLLER (P/N 243341) LOCATED .25 MAX BETWEEN PUSHNUTS AND BRACKETS OR HINGES LH ENO HIN ,F Z.BILL WOE BODHINGE (P/N SEE OF MAT'L) 3" 20 GA U—BAR PH END HINGE 3) 1/4"-20x7/8" rry rnr-r..n J Approved: •— 1 ws. mhon, P E. 3395 ADDISON OR., PENSACOLA, FL 3MI4 I FLORIOA CERTIFICATION NO. 0048489 GEORGIA CERTMCATION NO. 018519 \ BOTTOM BRACKET NORTH CAROUNA CERTIFICATION NO. 0=6 (P/N RH-270354 Date: g-.Z g- o & LH-270355) L 20 GA CENTER STILES 16 GA ENO STILES iiviv c.vuc. vi /v I rt - 1`1 1 WM 16" x 14' MAX, *27 -29 PSF I 2 OF 4 U-BAR L OCA TIONS r La r7q. jrr NOTE: MAXIMUM SECTION WIDTH IS 21" 12'-6" THRU 14' HIGH DOORS W/ (16) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (14) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN SGc #:..b2-eo G M;STER 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 l I 2) 1/4"-20x5/8" TEK SCREWS ATTACH AT EACH STILE Approved: 22:R WS. Pfilzn, P.E. 395 ADDISON DR., PeGACOLA. FL 32514 FLORIDA CF7MSCAT10N.No. 0048489 GEORGIA MUIF1CATION NO. 018519 NOM CAROLINA CERTIACATION NO. 023838 Date: 9 -28- 01 OPRON CODE.• 0110 1 REV.. P1 I WU 16' x 14' MAX, 4-27 -29 PSF I J OF 4 CENTER STILE & INTE-RUMA TE HINGE L OCA TIONS PLAN Approved: W-SWilson, P.r M95 ADDISON OR., PENSACOLA. FL 32514 FLORIDA CERIIFIOUION NO. 0048489 GEORGIA CERTIFICATION NO. 01 E{519NORTH CAROLM CER11FICAMON NO. 023US Date: OPTION CODE.- 0110 1 REV P1 WM 76 x 14' MAX, f27 -29 PSF 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 door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola, FL. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 5/3" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product Permanent deformation is measured with a 50% pre -load before the initial reading. 1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 5.77. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .34 or 6%. 2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The tn11.10mum deflection was recorded at 5.07. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .11 or 3%. 3) Upon inspection after test procedure, the door showed no damage. The door was shown to be safely operable. DRAWING NUMBER: 0110 P TEST DATE: February 22, 2001. Temp 71° F. RODUCT DESCRIPTION: S C C O.Z - op 6 1. WayneMark Model 8000, 16s7, 4 section. MASTER P2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. ./-lt V 3. Standard bottom astragal and retainer. 4. 2" nylon roller with 4 1/2" stems. 5. 14 gauge end hinges and 13 gauge center hinges. 6. Eight 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and five 20 ga center stiles per section. 8..067 vertical and horizontal track 9. Seven 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 SI1OMARITY: Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have less loading at equivalent pressures due to the decrease in area. Doors heights are approved to 3 times the height tested per standard practice accepted in Miami -Dade Co. Refer to. Product Control Division, Question and Answers, GAIS(Q127). APPROVED OPTIONS Based ono er tes b auival Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. iJame: W.S. Wilson, P.E. 4'-Z g -01 - - 3395 Addison Dr., Pensacola, FL 32514 Florida Cert No. 0048489 Georsia Cert No. 018519 Master Fife #7 Central Florida B.O.A.F Exterior Window and Door Master Filing Checklist I. Sufficiency Review Manufacturer Name: Norandex/Revnolds Distribution Model Number(s): 1"x4" and 1"x3" Aluminum Mullions Contact Name & Number: Christopher M Fuertsch — (407) 667-9390 Please ensure the following are contained in your submittal: X Two (2) signed and sealed engineered installation details. One (1) signed and sealed test report. One (1) signed and sealed engineered calculations for alternate fasteningmethod, if applicable. II. Governmental Product Approval: Agency Initials/Date A enc `Initials /Date Brevard, County of Melbourne, City of Cape Canaveral Mt. Dora, City of Cocoa Beach, City of Orange, County of ACP 3/15/02 Eustis, City of Port Orange, City of Indialantic, City of Rockledge, City of Indian Harbour, City of Satellite Beach,. City of Lake, County of SN 3/26/02 Seminole, County of Lake Mary, City of RJ 4/05/02 Tavares, City of Leesburg, City of SS 3/26/02 Titusville, City of Maitland, City of West Melbourne, City of Malabar, City of Winter Park, City of LP 3/26/02 Melbourne Beach, City of Scan Date 4-4-02 Created on 02/04/02 Page 1 of 2 NORANDEX PAGE 29 4 - vd b SEE CHART FOR a a ' a FASTENERS CAULK TOP 6 ;uOFMULL 10 •X 3/4" TEK SCREW WIWND i JAM OW 3/8"MIN. WINDOW HEAD la3 MULLION (XFLA-26-1) lx4 MULLION (XFLA-39) WINDOW 5/8" JAMB 10 x TEX SCREW CAULK BOTTOM FLA' 45 MULLION ANCHOR CLIP 16 GA GALV. SHEET METAL 800 LB. MAX CAPACITY 7/8" ix3 MULLION (XF LA-26-1) lx4 MULWON XFLA-39) WINDOW SILL OF MULL, 1" ' 3/8"MIN DA B.®.A,F. 1.\.1{tarC 1J l.JJ PRECASTED 3 . ur MEANrTrACTURERNA: SILLr — AARAt» p D 1> p 3/4-M MASTER FR,E # -7 - p D p p DSEE CHART FOR p D • FASTENERS- NOTES: 1) AL SA8A1 3MIH51MEXTRUSIONS' AR((EALLOY 6083 T8, OOWRNH CHAAIESS ' PA P. B 2) CTHSl1SCLE LEG, TEfE OTAPCON 1 E") F4REG. SHALL E3/2 49121 - PLACED ON MULLION CLIP CENTERLINE. DATl43/21/02 3) CUNCRETg COMPRESSIVg STRENGTH AT28DAYS. 3,000 PSI I t . IlUhANDEX PAGE- 30 1) ALL ALUMINUM EXTRUSIONS AREOR6083T5. ALLOY 8083 TB, 2) WHEN THERE IS ONE TAPCON ((1/40' X 1-1 / j ') ON EACH ANGLE LEG, THE TAPCON SHALL BE 3) CONCRETE PLACED NCOMPRESSM STRENGTHMULLIONCUPE- 3.000 PSIAT28DAYS. CRARI ES A. I'AG F' REG. EKG. i# 49121DATE: 3/21/03 CCPPI` UL nORMA BAA.F. MANUFACTURER .NAME: . f1/p/q F n 1, MASTER FILE It 10 x 3/4" TEK SCREW- DW SILL -I,", 1--, SFI HEAD i HORIZONTAL MULLION SCHEDULESiNC W UNIT TYPE .OF MULI:ION TYPE OF CLIP IMTH WINDOW DESIGN PRESSURENTHHEIGHT NUMBER ANDINCHIN35PSFFLA-45 TYPE OF FASTENERS 26. 10 x 30 19-1 26-1 37" 63-1 1x3 MULLION (XFLA--26-1) lx4 MULLION (XPIA-39) SEE CHART FOR FASTENERS 4 'SHOWN FLA-45 3/4" MULLION ANCHOR CLIP 16 GA. GALV. SHEET METAL 800 LB: MAX CAPACITY OK4x3:0 3 160 x 1-1 2 TAPCONS50-5 - --- Z_ _1`0 x 3:0- K--- 4 3J65 x 2Y------ J TAPCONS 63" 1.0 x 3:0--- -- OK 4 1-1 3J6,_x 1-J2a TAPCONS76-3 4• ---1 0 x 3:---- --- OK---- 4 3 -ff x 1:: TAPC_ONS 26 " 1 i_0 x 30 OK OK 4 3 160 x 1_1 2'TAPCONS38_= e p, x 3:--- --- OK---- 4 3 16_0 x 1- f2 TAPCONS50=58 ---------- 1.0 x_3_0_-- --- 4 R------ 3J80 x i-J2 TAPCONS 1_0 x 3:0 -- ---pK_-- OK____ 4 3J6`-X 1-2" TAPCONS7663" 3 4' --- 1.0 x 3.0 OK 4 a------ 3 160 x l-J2 TAPCONS43160° x 1-1 2' TAPCONS36=1j4 50-5%8 1.0 x 3_:_0_ --- 4 4 3 16__x 1_1 2 TAPCONS 3 160 x 1-1JJ2 7APCONS63" 1.0_.x 3.0--- - OK 4 3 160 x 1-1 2" TAPCONS1 - f76-3 4' `-- 0_K 4 3J60 x.l-J2" TAPCONS2 1_0 x 3'0_ OK 4 F--- a------ 3 160 x 1-1 2 TAPCONS3B_-1 4' T _ 0-5ZI 1.0 x 3:0 OK---- 4 4 3 16_0 _x_ -1-_1 2 _T_A_PCONS 3%160' x1_-1Z_ _1_0 63" x 3:0 ___ OK_ 2 24 TA_PCON_S140'` 76-3 ---1.0 x_3:0 _- --- OK --- 2 x_1_-_1 2'TAPCONS40' x 1=1/2 T----- 4-____ APCONS2i40x1-1 2 TAI'COTiS XFLA-26-1) 1x3 MULLION XFLA-39) lx4 MULLION #10 x 3/4" SEE CHART FOR TEK SCREW FASTENERS _ 4 SHOWN - - n Dw SILL 1-15/16" i Sri HEAD3/4" C4 rz o0 I E 1/4"4k . II II"INI I II 1 vs ti1V1.11•.1i PAGE .24 MA ACTURER NAM; Vie*-m•3•1 e 1" r 2) 110 z' 1-3/4' PH SMS LNTb 2 z OR3/18'0 z 2-3/4" TAPCON THRU 1 BY BUCK. (SHOWN) PATH A 1-1/4" MIN• EMBEDMENT INTO MASONRY. SEE ELEVATION FOR ANCHOR SPACING. 2) #10 z 1-3/4' FH-SMS MM -2 z BUCKSEEELEVATIONFOR 'ANCHOR SPACING. DMBUCB1Wrm131/2-pMIN EMBEDMEH-SUB W. 3EE EMA710H FOR ANCHOR SPACING. WOOD BUCK 2HY WOOD BUCK Na. or I Na or 80-. 18 0 SD( 4) 462441sM67.6 67.b67.b 24lILS76- e0- 67.3 Ia 8 96- 6 57.6 1e elPe' fi0' SA7 6a.7 2 965625ea) 66e a6.e l0Rol 147.M OR" 4e 90 t0 66.6- 4) 45 45 Y4 to 162.766" 46 4a8 43 48.9 to z l0 lus76• ae' 6) 5:1578.6- 6S6 E4 19 10 10 6S4 65.4 IB 10Wrus- el6 64.6 20 10M82SE6) 54.5 64.0 1D 0Nn/ It PAR11Nm- Dm PmIIZEWIDTH sue IN Tt;aT- ALL i , RNE 60.0 D. P... SHIM Sl REQUIRED TYP. JAMB. SECTIONWOODSHIN (SHOVNIORMUDDCKA5 REQUIRED 1 BY 2 BY BUCK2) 3/18.0 z 2-1/4' TAPCON ORMIAMIDADEAPPROVEDCONC- FASTENERSEEELEVATIONFORANCHORSPACING. NOTES: m STEEL REM. ALL 10- PANELS 80.0 D.P. 1/4' SHIM MAX 11 SHIM AS REQUIRED,, MAX SHIM STACK 1/4'• [ 23n men] a2) ALL ALUMINUM EXTRUSIONSAREALLDY60633USEHICORToIMTYPICAL'•WALL THICKNESS OF-0.62' 4; GLASS THIC ALITY CAULI( BEHIND WINDOW FLANdK XKNESSBASED -ON TABLE E1300 GLASS8)THE RMOAN5 MAY VARY DEPENDING ON SIZ& ti PANEL 1B iY-FOR SELECTION OF NORANDEX . PRODUCTS TO MEET ANY APPLICABLE'LOCAL.LAWS, DEADER BUILDINGq i OLLEELYY OTHERARCHITECT• AND SILL SECTION BUR DING OWNER 'OR CONTRACTOR- TYP• 1 B BUCK 7) CAT RETE28 OS. RESSIVE STRENGTH a 3,000 PSI -4 2BY2)1•TPrca elsvnup fd MKED GLASS b17090 CUSS I100R QRATITBAHALTMSCHARTNaor stoxs cDIP IGN LOAD ANCHORS No OF ANCHORS Q A IN S Pomm Nwam! h Sul 0W r^ C 1 A V an. 88.7 08.4 SO e ' A 4) 88.7 - 24 66.7 60.4 10 8 a rj88.7 774 24 A) 88.9 &16 la 6e.7 aae a a O 1 E-, O (Y1ea 66- 86.7. 79,E 20 8) a mil 68.7 78.8 ID a N O80 eo to n44)) 80 R4 80 16 10 10 L] O'~ Q 416,5 66.a 24 a) a6.7 71.3 16 ID 10 65.7 738 IS aa- 66.8 e6.0 20 10 l0 C O26) 68.7 e6.2 10 2) 3/16"0 z 2-3/4` 0 q .y y k uTAPCONORMLAMI DADE APPROVED CONC. FASTENERS. q b $ SEE ELEVATION FOR N _ 104AuANCHORSPACING. 10 lly SAS.' aClj zao y 414 m X PANEL X. PANEL I PANEL PANEL m o-vo 4BY2) T>iw CY717L0q NORANDEX PAGE 23 I(2).#10 x 1-3/4" PH -SUS INTO 2 BY BUCK OR3/16"d x 2-3/4" TAPCON THRU 1 BY BUCK (SHOWN) 3/16" TEMPERED GLASSWITHA1-1/4` MIN. EMBEDMENT INTO MASONRY. n SEE ELEVATION FOR ANCHOR SPACING. PANEL ,SIZE O2) #10 z 1-3/4" FH-SMS INTO 2 x BUCK INCHES DESIGN LOAD N0. OF ANCHOR SCREWS IN FRAME q , G SEE ELEVATION FOR ANCHOR SPACING. CAPACITY-PSF WIDTH HEIGHT HEAD AND SILL IAMB tn. qEXTERNALINTERNALcl-) N ,, W 7- XX XXX XXXX ALL 1 30 3is" x 591/2 " 53.3 55.8 t S C.) 361/e' x 591/2 " 10 16 18 649.8 49.8 12 18 22 . 6 or30Vx791/2 " 49.7 E45Imo. v t 10 16 A W 38 /l6 x 791 " 45 20 8 OPTIONAL 12. • 18 22 82BYWOODBUCKSERIES500ALUMINUM5LH)IG GLA33 DOOR O L] co2) @lo : 1 3/4" PH -sus INTO 2 BY FASTENER CHART OPERABLE PANES 1pBUCKVM1-t/2- I", EMBEDMENT. SEE ELEVATION FOR ANCHOR SPACING. D(2) 3/16"d z ¢ OCENTRAL RA ji2-3/4" U.A.F. TAPCON OR MIAMI C GOODBUCKMVUI'A(,"j^R NA, 1 : P1ooD BUCK DADE APPROVED CONC. CALLSIZEAIDTH iJG j FASTENERS. • c n n44 s ' C.S.)9) -1 SL FOR ANCHOR SPACING. e e SHIM AS REgUIRED WOOD SHIMSHOWTYP. HORN OR MCIDD TRACKATREQUIRED1BY / O (2) 3/ 1870 z 2-t/4" TAPCON OR MIAMI SEE ELEVATIONPFORANCHORC. • SPACE INCER o NOTES; 1 SND1 AS. REQUIRED• MAX SHIM STACK 1/4". 2; ALL ALUMINUMEXTRUSIONSAREALLOY6083-T5 4 OR T6WITHTYPICAL, WALL THICKNESS OF 0.62" a . e 3USEHIGHQUALITYCAULKBEHINDWINDOTfFLANGE. 4; GLASS 'THICKNESSBASEDONTABLEE1300GLASSCHARTS, AND MAYVARYDEPENDINGONSIZE6) THE RESPONSIBILITYFORSELECTIONOfNORANDEXPRODUDBUILDINCGCODES, ORDINANCES 'OR THR' sAFETToMEETANY Api,LICABii Ty HEADER ANSILL SECTIONREQUIREMENTSREST :SOLELY WITH THE ARCHITECT• Tom• 1 BY BUCK8) BUILDING OWNER!OR CONCRETE COMPRESSIVE STRENGTH e 3;000 PSI AT 28 DAYS. I1-AL 5EC'rIo BY BUCK 1/4 SWU I— MAX 4BY2) mMg RPATIONI b 5 W V N z.I S 0 w A q U i NURANDEX PAGE 22 r r lu x 1-3/4` P.H. S.M.s1-1/2' MIN. EMBEDMENT SEE ELEVATION FORANCHORSPACING. voi, - ZMA, 1 W/1 -1/2 ' MIN.. EMBEDMENT. SEE ELEVATION FOR ANCHOR SPACING. 0 w a ALT. FIN ATTACHMENT FUNDERSHEATHING CENTRAL FLORMA R.6,A.F. MA AtTURER NAME: MAM, R FILE # 3 NOTES: 1) :SHIM AS REQUIRED, MAX PHIM STACK 1/4`. 2) ALL ALUMINUM; E=USIONS ARE ALLOY 6063-T5OR:'18: WITH 9'•YPIGAi,. W 3) USE':ffiGH.;Q1aAUTY••CWVLX [BEEHIND WINDOW FLANGE4GLABS:9HI6i5i SS•.)3A8ED ON TABLE Eisoo GLASScH; AND: Y11ARY IIBPENDING ON SIZ& 5)O IL17'1'.Y'OR SELECTION OF NORANDEXPRODIiCT'$ :T©:; ..ANY APPLICABLE LOCAL LAWS, HUQ6ING.!CQ1) 9 :oRDINAN(¢ES .OR OTHER SAPE1'y 8 T SOLELY WITH THE ARCHn= l7Nm.v*;co ACTOR8) NOTE'''IND[IAYES::TIiAT UAL. FASTENERS ATHEAD` AND`-RR.1_ rAOiF- nnr... i UIO X 1-3/4` kIt S.M.S. W/1-1/2• MIN. F MEDMENT ANCRORAASPACING. van WINDOW FASTENER. SCHEDULEdS10NS HEIGHT 140. ANCHORS HEAD/SILL N0. ANCHORS JAMB w INCHES SEE NOTE 6 35 45 60 95 45 60 EqPSFPSFPSFPSF W2. T22 2 22 222 a• 2 2. q oq 2 2 2 2• 2 3 3 LYi w97-1/4 2 2• 3 2 F 3 3 9• 9 4• F 3f33 3 w 49-6/8 2 2 2• 9 ti C>y29 .3• 9 2 2 L23 2• z• 3• 3 3 4 4 2 2 4• 2• 9 4 5 co 26 9 q• 4 5 q Zj. 4v.. oar Nw— O 1 0° TYP. JAMB SECTION WOOD FRAME ' S , fOP AND BOTTOM) nouata y HEADER 'AND SILL SECTION w i 1 x 1-3/4- P.H. s.M s: ? a 2 MIN. EMBEDMENT CHARLES' A. _' `? g a ANCHOR SPACING. WOOD FRAME SEE -ELEVATION FOR FL REC.'ENG:. 49121l. r TAM-AE. rAllrc DETAIL-9 / o. o; a q 1al V e w 2 q i' NORANDEX j! PAGE 10 10 X 1-3/dam P 4 W/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. T R a I w v U 750 wp HEADER AND SILL SECTION WOOD .FRAME 10 X 1-3/4" P.H. S.M.S. -- 1Y/1-1/2' )41N. EMBEDMENT SEEELEVATIONFORANCHORSPACI1G -_ . _ _ T r1P. IL/aRA 1XUREIt MM: MILE # 1 ALT. FIN ATTACHMENT # 10 X 1-3/4' P.A. s.M.S. UNDER SHEATHING W/1-1/MIN. EMBEDMENT SEE' ELEVATION FOR FOR ANCHOR SPACING. CALL SIZE WIDTH i TYP. JAMB SECTION DO BM Yix umR vwm©, WOOD FRAME T P- .T Et' O. Yi11/4' MAX SHIM (BOTH AMBS) AIL -A NOTES: // 1) SHTM AS REQUIRED,. MAX SHIM STACK 1/4'. 2 ALL ALUMINUM ErMUSTONS ARE ALLOY 8063-T5 0ORT6. WITH TYPICAL WALL THICKNESS OF 0.62" X 1-3/4' P.H.S.M S. 3) USE - HIGH .QUALITY .CAULK .BEHIND WINDOVV FLANGE. 2 MIN. EMBEDMENT 4 CLASS THICMEF;S.:BASED'ON TABLE E1300 GLASSELEVATIONFORCHARTS, AND -MAY'VARY DEPENDING ON SIZE. DETAIL-C R SPACING. 5) THE. RESPONSIBILITY FOR`SELECTION OF. NrZE' X / PRODUC S"TO MEET ANY APPLICABLE LOCAL LAWS, SASH/ BUILDING CODES; ORDINANCES OR OTHER SAFETY REQUMEMENTS -REST SOLELY WITH THE ARCHITECT, H / BUIlJ)WG OWNER OR CONTRACTORCHARLESA. P 'P.1,- • s) NOTE • INDICATES. THAT EQUAL FASTENERS AT a DETAIL=B . IFLREG. ENG. B_ ,4912L. HEAD AND SILL ARE REQUIRED. DATE; 3/27/62 NORANDEX PAGE 21 io TAYCON WITH A EMBEDMENTSEEELEA410NFOR W0 /ll/2" MIN. EMBEDMENTANCHORSPACING. - SEE ELEVATION FOR NOTES: 1) SHIM A3 REQUIRED MAX SHIM o Ld. Elm m x U U O ANCHOR SPACING. 2 ALL ALUMINUM -EXTRUSIONS ARE ALLOY 16063-T5 e OR Te WITH TYPICAL WALL THICKNESS OF 0.62' . 4; USEHIGHQUALITY CAULK. KNESS BASED ONEHINDTABLE FA300 GLASS E 4 • • 6) PADND MAY VARY DEPENDING ON SIZE. PRODUCTS T1ET APPLICABOLLi LOCAL IADYIS -BUILDING CODES;:ORDJNANCE9 OR`:OTHER SAFETYREQUIREMENTS; ,SOLELYREST i9ITH THE ARCHITBCT; BUILDING ORNER:-b' CONTRACTOR. . 6) A PRESSURE TREATED: - ACTOR. MARBLESILLSHALLBE-ADDED'UNDEg`THg. PRODUCT TOFULLYSUPPORTUNPP.. •THIS"SUPPORT SHALL BEFIRMLYATTACHEDINTOMA30NARYANDSUPPORTTHETOVERITSFULLLENGTH: BY OTHERS (SUPPLIED 7) CONCRETE COMPRESSIVE STRENGTH, ALT. HEADER SECTION Tom'• 2 BY BUCK AT 26 DAYS. 3.000 PSI B) NOTE •INDICATES THAT E UAL FASTENERS ATH B.O.A.F.- 3/16• TAPCON EMBEDMENT MANUFACTURER NAME: W/1-1/4- MIN. SEE ELEVATION FOR ANCHOR SPACING) 1/nl(I4 y iGt R FUZ# e• d• I - CALL SIZE WIDTH 1/4' SHE MAX (BOTH la,mcMU I 1 BY BUCK O 2 BY BUCK TYP. JAMB SECTION 1 'BY / 2 BY BUCK SEE NOTE 6 HEADER AND SILL SECTION TYP. I -BY BUCK CHARLffi A . P N, P. EFLREG. ENG. # .491,21 DATE- 12/li/Ol n•- n 10 F.H. S.M.S. W/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. vai uwr ante A d// I'fF - DETAIL-C DETAIL-B 2•' o a ql NORANDEX PAGE 9 3/16' TAPCON WITH OA1MINEL'. 1-1/4' MIN. EMBEDMENT SEEYATTONFORANCHORSPACING. lu F.H. S.M.S. WITH A IN. 1-1/2' MIN. EMBEDMENT SEEELEVATIONFORANCHORRuArm— ALT. HEADER SECTION Tn'• 2 BY BUCK 3/ 16" TAPCON ' 17/ 1-1/4" MTN. EMBEDMENT SEEELEVATIONFORFOR ANCHOR SPACING. NOTES: 1) SHIM AS REQUIRED, MAX SHIM STACK 1/4'. 2) ALL ALUMINUMOR EXTRUSIONSAREALLAY6063—T5 PIC3USETHIGHQALITYCAULKBEHWALLjN S OF 0.62" . WWDoV 4; GLASS THICKNESS BASED ON TABLE ES CHARTS, AND MAY VARY DEPENDING SIZE 5) FLANGE. 1300LASTHB RESPONSIBILITY FOR SELECTION OF NORANDEX PRODUCTS TOMEETANYAPPLICABLELOCALLAWS, BUILDING CODES, ORDINANCES OR OTHER SAFETY REQUIREMENTS RESTSOLELYWITHTHEARCBITECT, BURRING OWNERORCONTRACTORe) APRESSURETREATEDWOODENBUCKORMARBLE SILL SHALLBEADDEDUNDERTHEPRODUCTTOFULLY.SUPPORTUP71T. THIS SUPPORT SHALL HE FIRMLY ATTACHEDINTOMASOSUPANDSUPPORTTHEPRODUCTOVERITSFULLMARYBYOTHERS). LENGTH (SUPPLIED 7) CONCRETE COMPRESSIVE STRENGTH — 3,000 PSI AT 28DAYS. CR A , - LORMA B.O.A,F. oR NAME: MASTER FUXi # ` CHARAA-'fkG FL REG. ENG: P' 48121 DATE: 3/ 21/02 10 F. H. S. hts. W/1- 1/2' MIN. EMBEDMENT SEE ELEVATIONFORANCHORSPACING. MAX UNMVwm 0 MtA MIDADE - MLAMI-DADECOUNTY•FLORIDA METRO -DADS FLAGLER BUILDING PRODUCT CONTROL NOTICE OF ACCEPTANCE Prenidor Entry Systems 911 E. Jefec•sort, P.O. Box 76 Pittsburgh ,KS 66762 BUILDING CODE•CONIPLIANCE. OFFICEMIii12O-1)/\UL' 1Z,nGI.lilt I3UII.1)IN(; 140 WEST FLAGLU S-ritm. r, St1rn: I Gti3 MIAMI, F1.01W)A 33130-1563 305) 375-29U I VAX (3U5) 375-29oS C0\"1'ILIC"110It I.IC:1:1Nti1. C: Sl:C1.1C)N J05) 375.2527 l*AS (305) 375-233S c'U\rlLtc'rc)It F-N;Fc)Itc-P..NiF_Nr mvislUY 3U5) 375.2966 FAX (305) 375.29(i% Flt01)CCI' CON DIN .ISIQ\ Your application for Notice of Acceptance (NOA)'of: (3U5)3752902 FAX'(305)372-6339 Entcrgy 6-8 S-V/E Ins inb Opaque Double w/sidelitcs Resicle"Iti-11 Insulated Steel DoorunderChapter8oftheCodeofMiami -Dade County govcrninl*l Elie use of Alternate Materials and*Types ofConstruction, and completely described herein, has been recommended for acceptance by the Miami -DadeCountyBuildingCodeComplianceOfficeBCCO) tinder the conditions specified herein. This NOA shall hot be valid after the expiration date stated below. BCCO reserves the right to secure thisproductormaterialatanytimefromajobsiteormanufacturer's plant for quality control testing. If this product or material fails to perform in the approved manner, BCCO may revolve, modify, or suspend theuseofsuch'product.or material immediately. BCCO'reserves the right to revoke this approval; if it isdeterminedbyBCCOthat- this product or material fails to meet the requirements of the South FloridaBuildingCode. The expense of such testing will be incurred by the manufacturer. ACCEPTANCE NO.: 0.1-031.1.24 tr EXPIRES: 04/02/2006 Raul Koorlgucz Chief Product Control Division THIS IS THE COVERSI.IEET. SEF ADDITIONAL PACES FOR SPECIFIC AND GENERALCO-ND1T1o2j5 BUILDING CODE &-PRODucr REVIEW COINTIN11TTEF, This application for Product Approval has been reviewed by.the BCCO and approved by the BuildingCodeandProductReviewCommitteetobeusedinMiami -Dade County, Florida under the- conditions setforthabove. A P I' RO VE D: 06/0S/200l ff-jzt- /" Francisco J. Quintana, R.A. Director Mianii-Dads: Comity Building Cods: Conlj)lianct:Offict: lS04500011pc200011templaLws notice accepunce cover poge.dot Inlcrnct mail addretiti 1)ostnultitcra Guildinhcn[lcanlinc.con) II[Init!):IPC: httll://11'11'P.IIUiI(lirturnrlrru li•v)r rnrn Premdor Entry Systems ACCEPTANCE No.: 0I-0314.24 APPROVED JUN 0.5 2001 EXPIRES AI)ril 02. 2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS I. SCOPE 1.1 This renews the Notice of Acceptance No. 00-0321.26 which was issued on April 28, 2000. It approves a residential insulated door, as described in Section 2 of this Notice of'Aceeptance, designed to comply with the South. Florida Building Code (SFBC), 1994 Edition for Miami-DadcCounty, for the locations where the pressure requirements, as determined by SFBC Chapter ?3. donotexceedtheDesignPressureRatingvaluesindicatedintheapproved -drawings. 2. PRODUCT. DESCRIPTION 2.1 The Series Enterey 6-8 S-W/E Inswing Opaque Double Residential Insulated Steel Doors withSidelites-Impact Resistant Door Slab Only and its components shall be constructed in st;i:t compliance with the 'following documents: Drawing No 31-1029-ENNI-1, Shccts 1 through 6 of 6, titled "Prcmdor (Entergy Brand) Double Door with Sidclites in Wood Frames with BumperThreshold (Inswing)," prepared by manufacturer,-datcd 7/29/97 -with revision C d itcdl 0)/11 00, bearing the Miami-Dadc County Product. Control approval stamp with the Notice of Acceptancenum.ber'and.approval date by the Miami-Dadc County.Product Control Division.. These documentsshallhereinafterbereferredtoastheapproveddrawings. 3. LIMITATIO.NS 3.1 This approval applies to single unit applications of pair of doors and single door only, as shown inapproveddrawings. Single door units shall indlu.de all components described in the active Ieaf ofthisapproval. 3.2 Unit shall be installed only at locations protected by a canopy or overhang such that the anklebet%vccn the edge of canopy or overhang to sill is less than 46 degrees. Unless unit is in5ta11cd in non-liabitable areas whcre the unit and the area arc designed to accept %vatcr infiltration. 4. INSTALLATION 4.1 The residential insulated site] 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 system. 4.2.2 Sidelite: the installation of this unit will require a hurricane protection system. S. LABELING 5.1 Each unit shall bear a permanent label with the manufacturer's name or lobo, city, state andfollowingstatement: "Miami-Dadc County Product Control Approved". 6. BUILDING PERMIT REQUIREMENTS 6.1 Application for building permit shall be accompanied by copies of tlic following: 6.1.1 This Notice of Acccptancc 6.1.2 Duplicate copies of the approved drawings, as identified in Section 2 of this Notice of Acceptance, clearly marked to show the components selected for the proposed installation. 6.1.3 Any other documents required by the Building O icial or. the South Florid- 3ui ldin- Code SFBC) in order to properly evaluate the installation o Ii VS., tcnl. Manuel erez, P.E. Product Con r61 xamincr Product ntrol Division Premdor Entry Systems ACCEPTANCE No.:. 01-0314.24 APPROVED JUN 0 2r101 EXPIRES Anril02 2006 NOTICE OF ACCEPTANCE: STANDARD CONDITIONS 1, Renewal of this Acceptance (approval) shall be considered aft.cr a renewal application has been tiledandtheoriginalsubmitteddocumentation, 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 name, city, state, and the following statement: "Miami -Dade County Product Control Approved", or as specifically stated in the specific conditions of this Acceptance. 3. . Renewals of Acceptance will not be considered if. a. There has been a change in the South Florida Building Code affecting the ct,aluation 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'concct installation of the product. d. The engineer who originally prepared, signed and scaled the required doc1.1171cntation initiallysubmitted, is no longer practicing the engineering professio l. 4. Any revision or change in tlic materials, use a d/or'manufacture of the product or process shallauto.matically be cause for termination of this Acceptance, unless prior written approval has been requested (through the filing of a revision application 'with appropriate fec) and granted by thisofficc. 5. Any of the following shall also be grounds for removal of this Acceptance: a. Unsatisfactory performance of this product or process. b. Misuse of this Acceptance as an endorsement of any product, for sales, advertising or anyotherpurposes. 6. The Notice of Acccptancc number preceded by the words Miami -Dade County, Florida, andfollowedbytheexpirationdatemaybedispl*aycd in advcriising lilcriturc. If atiy portion of theNoticeofAcccptanccisdisplayed, then it shnll-bc done in its entirety. 7. A copy of this Acceptance as well as approved dra`yings and othcr.documcnts, where it applies, shall be provided to the user by the manufacturer or its distributors and shall bc'avai.labIc forinspectionat' the job site at all time. The engineer needs not•rescal the topics. 8. Failure -to comply with any section of this Acceptance shall be cause for termination and removal ofAcceptance. 9. This Noticc of Acceptance consists of pages 1, 2 and this last page 3. E\D OF THIS ACCEPTANCE Manucl crcz, P.E., Product ontro .-,,.,_niincr Produc Control Division 3 PREMDOR (ENTERGY BRAND) DOUBLE / DOOR WITH SIDELITES IN WOOD. FRAMES ' WITH A BUMPER THRESHOLD (INSWING) Ip 11/t•p INIRpIM [IIrCbKMiK2ICCC, ]n6f PfHI MIL( J+h1I1/r AININAI [XlLD¢"1 IAD 1/2' 37 1/1• VAX MAX 74. 1 37 1/4• MAX MAY 11!• " !' LDS i TC 5 • lua MAX M[ lu M°,C 7 Ana 4' MAx Mnx MAX is, (LC. 19' CLC IS' OL 19' CLC is, DL IS' DC. IS' LLC.•,y__IS' CILMAkMAXMAXMAXMAXNAYMAXMAXNAY 1 C Am [ rxvjj. . trIn +2AISlDAdORIJaAi l7 1/ MAX I QL •' DL SPACING A fT W 1. lIICf A 3 1116' 17 Top Cif CIDDA r t!•' f Ws ADLAX ' SPACING is- CLC. TD [ f LOCK m 2E• 64' MAX OLD _ BD 1 /16' 17 1/ MAX I MAX D.G SPACING IB' CLG .o'aiX:u ¢•`rt ` a.Ina a.l.sa..w 17 1/ ' MAX O.C. SPACING jB' G.C. M[RI I='"' eta dam tt.Ka A .+•14 I.tll[I . 6' NILYxiAiLrM IAICWS . I 1—• C— A 1/r KIM" CRIM MI h t 9' 17' ILL. IS' oC 1T OC 15* OC IS' aC_ IS' DC IT LLGMAXNAYMAXMnXMAXMAYNAXWAX MAx • • MAX Mnx • I.a• MAY „ Ana K• . r' LDf. XIYLcl tLX -m ! ATTACH ASTRAGAL THROW BOLT B8 K I' LONG STRIKE PLATE TO THE HEADER IN ALL REMAINING AND THRESHOLD WiTH BID X t 3/1' HIDES FLATHEAD SCREWS ` NOTES, 1.) WOOD BUCKS BY OTHERS. MUST BE ANCHORED f-F x 1 3/4- LONG PROPERLY-TO!.TRANSFER.LOADS TO THE .STRUCTURE. ATHEAD SCREVS 2J THE'PRECEDiNG DRAWINGS ARE INTENDED TO QUALIFY THE FOLLOWING INSTALLATIONS. L.H.INSWING It}L INSWING A. WOOD FRAME CONSTRUCTION WHERE DOOR SYSTEM 1S ANCHORED TO A MINIMUM TWO BY WOOD' OPENING. ASTRAGALB. MASONRY DR CONCRETE CONSTRUCTION WHERE DOOR SYSTEM 1S ANCHORED TO A MINIMUM TWO BY APrmt804 CCWL11115STRUCTURAL' WOOD BUCK.sounart qAn m NccooLC.MASONRY OR CONCRETE CONSTRUCTION WHERE N C;, JUrY U LITI / DOOR SYSTEM IS ANCHORED DIRECTLY TO CONCRETE VATER INFILiRATIUI WHERE WATER IWFILiRA(IDN sYORMASONRYWITHORWITHOUTANON-STRUCTURAL NDtL12Nl IS COED X REDUIREJ ENi IS NoI NECDEBONEBYWOODBUCKi 'v x + Pa CoxraoLlirnsloN /\ 3. ALL ANCHORING SCREWS iO BE 110 WiTH x _ SUU DIN CoMc_PLWjCE0, MINIMUM 1 1/2' EMBEDMENT INTO WOOD SUBSTRATE ACCEPrAfr_ENODI•V31'-e.Ly3R3/16' PFH TAPCDNS WITH 1 1/2' MINIMUM EMBEDMENT X UNITS SHALL BE INSTALLED NLi AT LOCATIONS PROTECTED BY A CANOPY ORINTOMASONRY. OVERHANG SUCH THAT THE ANGLE BETVEEN THE EDGE OF CANOPY OR OVERNGs. UNIT MUST BE INSTALLED VlTN 'MIAMI-DADS COUNTY HA TO SILL 1S LESS THAN DEGREES. UNLESS UNIT IS INSTALLED INAPPROVED' SHUTTERS NON -HABITABLE AREAS VHERE THE UNIT AND IN[ AREA ARE DESIGNED TOi. THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES ACCEPT VATER INFILTRATiON. 1ND DOOR, THREE STAPLES PER JAMB INTO THRESH12LO'ONNDELITESANDDOOR I. LATEX SEALANT TO BE APPLIED AT SIDE BY SiDE L °"a [nlY,tr rT7IrItAnOtS hnlro ILWiluCTSIVIELntALqLAYLJAMBSANDSIDELITES. as0dB16 ut(IS NJin. sit Mn. IR'i ao°'OIML! RaX 0MMA11D6) ;LIMA' 11 DOOR/SIDELITE HEADER, DOOR/SIDELITE JAMBS, AND SIDELITE BASE IA n ORNERS ARE COPED AND BUTT JOINED. It _ mi ' I. DOORS SHALL BE PRE -PAINTED WITH A VATER-BASED EPDXY RUST Iz II NHIBITIVE PRIMER PAINT WITH A DRY FILM THICKNESS OF D.B TO 1.2 MIL NIRY SYSIEMS 31-1029-EW-1I. FRAMES SHALL BE PRE -PAINTED WiTH AN ACRYLIC LATEX VATER-BASED/ 91mZra SHEET 1 OF 5IATER-REDUCIBLE WHITE PRIMER VITH A DRY FILM THICKNESS DF 09 1D 1.2 MIL. aV110 LfsTZ 9/16, GLAZING DETAIL uIEERIER RAADc wacrux u11ERIpR i Di1ERUIR 112" GLASS BITE 9 1/0' IMRED aASS INTERIOR INSWING OTHER CONFIGURATIONS n{ IfV I I BOAS COIPIYDIO %%tH THE SOUMF1 1 1 JUn PROb1) omsi AI COOS CORMWtCE OFFICE 7 1-1029-EV-1 Ml 2 OF 6 mn c 1/4' SHIM MAX r— 3/4' 80 11/16' MAX INTERIOR 79 5/16' MAX } SECTION B-B 2 BY WOOD BUCK MA I LKIALS LIST ITCH N0. mm p"CRIPTION PART NUMBER COMMENTS lJ 2O HEVQODHEAD JAMB VEATHERSIRIP EV-14 1 I/4• X 4 9/16' MTL. TO BE PINE OR EQUIVALENT 17 O ALUM) 4 ASTRAGAL V IOCKSCREEN BRAND LQXSEAl 9650 (BRONZE) 4 ALUMINUM -BUMPER THRESH D V- PREHDOR BRAND OR EQUIVALENT- 5/8' ALUMINUM ASTRI 1 TOP CHANNEL EV-IS PREHDQR BRAND OR EOUIVALENT -I I/1' x 4 9/16' EV-08 PREHpQR BRAND - 111/I6' - 20 GA STEEL 70 T SKIN 26yaIVm•TOO I If 911195 Ivia[ A A if TtmaFr 9 MYLJRrT BASF FOAM - DENSITY 2.0 1p 2.5 IbS./Ft' - 9 BOTTOM CHANNEL EV-07 PREHOOR BRANp - l 11/16' - 20 GA STEELI l0 LOCK BLOCK STRVOOIKESTRIKE STILE EV-09 I 1' X 9 I/2' HTL. TO DE PINE OR COUIVALENI II HINGE STILE EV-06 15/16' X 1 11/16' HTL TO BE PINE OR EQUIVALENT 12 LOCK PREP FILLER PLATE EV-OS IS/16' X I II/16' HTL. i0 BC PINE OR EQUIVALENT 2 13 q•xq• HINGE CV-10 PREHDOR.BRAND - 050' THICK- HTL. TO BE POLYEIHYL 1415 VODD HINGE JAMB EV-16 HAGER BRAND. HINGE OR EQUIVALENT - D97 THICK (S11 15 IID x 3/4' F1LV,$, 1 1/4' X 4 9/16' HTL. TO BE PINE OR EOUIVALENF 16 I10 X 2' FHV.$ VS PER HINGE INTO ODOR L TNCff arTCR JAN HIp L ( JN( • TNRlYY11 SIRIKE JAMB IWID SIBELITErv jAX,.4pVR fCp; THEREArIERIHR( 1fj1 ALL SIDCLIIE J-1 [MID SIIELIT[, 4• am rRl OP- NAX 15 (It-HEREArICR . EXTERIOR171LI6PrNIA^URS v/NIKIRA A 1. RErER TD ELEVATION VICV, rDR 1 11F SEI$VS USED AND LQATI01 18110X3/q El1.V.S. (2) SCREVS PER HINGE INTO JAMB 19 ' BD x 2' FHV.S. LOCKSET ( 2) SCREVS AT EACH STRIKE PLATE 1 110 X 1 3/4' F.HV.S. KVIKSET BRAND 200 LOCK OR HARLOC BRAND 100 1GCB VI1OD SIDELITE JAMB 4) SCREVS PER HINGE INTO JAMB EV- i9 X 4 9/16- HTL. TO BE PINE IIR COUIVALEMI 22' X 64• SINGLE PANEL GLaSS EV-20 ( NP GL Ass N P(1LYPR[B'TL N R SIDELINE TRIM (VOOD> --lam TrHPrRrD r4Acc - DC -I 4] - c0m EV- 21 5/16 x 1/2 14TL. TO BE PINE OR EQUIVALEr VOODCASINGEV_ Ise . V NIL. TO PI aR CR11Vµ!N, - IT R 22 r0R •SIDE Bf SIBC J"ar AS ii1L jo' mxul 6S I VOODSIOEIITCHEADJAMBEV-23 1 1/4' X 4 9/16- HTL. TO BE PINE OR EOUIVALEHT WOOD $IDELITE BASE EV-24 1 I/V X 4 9/16' HTL TO BE PINE OR EOUIVALERF POLYPROPYLENELITEFRAME16U• DDL-2 HP Polypropylene by ODL 16X11/2':PAN HEAD SCREVS B PER FRAME SIOELITESTILESto Xu D Ic n Ari EV- t6 ' 15/16' X 1 II/16, MIL. TO BE PINE OR EDUIVALE-- • 1PINNAILis LQfi 1uR, BI IIBDI rRO, Nu r BE I1CBvrIER, USr1 DH IULBM NIB DOW SILICONE 0995 APPAOVEO A9 COLPLYBIG %mm THE --- zu nL- PREMDOF PR oL UIVIZION I c .ITT[e5@l BUMVIG CODE COMPANCEoFFICE FIII58lRG Ci 61 ACCEPTANCEN0. 0 1-0 31 Y. Z11 ID_ T A131- 1029-EW-I SHEET 3 OF 6 RCVISIQI LEITER B 2 BY WOOD BUCK 1/4' SHIM MAX 3/ 4' T--n5 INTERIOR 79 3/16' MAX 80 11/16' MAX 2 BY WOOD BUCK SECTION 'C-C EXTERIOR PLEASE SEE 'GLAZING DETAIL' DRAWING #31-1029-EW-I SHEET 2 OF 6 DOW SILICONE #995 AppfMM THE SWnj RnWo. w._....... 1-1029-EW-I SHEET.4 OF 6 R[V15Q I l0i[R . p OTHER DODR.'CONFIGURATIMS r r W QW[ rK w W OW r. ' .W r ]IYIr w rr+ r.0 vac LL vow cc v iPm. • csc u yr w ® o ® _ n,n• _ ° LLyra 1 1 1 1 Kuf:« w r--1 H fW W vw w rj raLL W OC ' 1 } 1 oxx IMA u 11 yF w y.a. 1 1 I 1 FI 1 L, nxn 11sl@ Skisss bil[ sit am. in , K AFFRGI -DDRAS COHPLYCIG 'TMTHEENM Fl 414 BMO D-- CODDEE O«H BY / PRI pRODu TnDiro:l 911 L BLMDPIC CODEC01"'AIxE OFF Pills' ACCEPTANCE W0 01 n 31- 1029- EW-I SHEET 5 OF 6 FLVISIOI LOU rn T, —, u i nLK BUUK FANLL STYLES36" M A X 79 /5 16° 0 ®e® Ax 00 oar an000 o® BOB a o a a. a s ADD oo D D ao 013 Da ADO DQBLANK N TOP 6-PArfEL 1-PANEL 9-PANEL ID -PANEL IB-PANEL FLUSH 8-PANEL CROSSBt1Li( 12-PANEL 4-PANEL 4-PANEL ETHER SIDELITE. STYLES .. E7EBROV 36" MAX 79 / SL-10 SL-20 SL-30 • IL-60 SL-50 ' SL-308 SL-64A SL-698 SL-69C 'SL-25 SL-55 Sl-30D SL-/0 o aa an.. ao qd as as as ao as PD-1 PD-2 PD-3 PD-/ PD-5 PD-6 PD-7 PD-8 PD-9 PD-10 PD-il PD42 SL-90A a° PO-13 asran Po-18 Po-19 PO-20 PD-2I PD-22 PD-n PD-24 PD 25 PO 2b PO 27 PD-28 PO-29 Pp-30 PD-31 gm TIRl6Q4IHLSS tDl[ SI1, NiL ID.i INFR,. PR D RNWER PD35PD ]6 PD-37 PO-38 PD-39 PD-40 PD-I PD 12 PD 13 PD 3A 911L Mf(W PD- 43B pillma, a ILA? H H 110 0 5- PANEL 5-PANEL V/ SCRDLL EYEBROV V/ SCROLL d dD 110 a 5- PartEL 5 PANEL PE BRO Va . SL- 90C SL-300 SL-30C SL-70 SL-0 a n 'a PD- 15 PO-16 PD-17 b! U iq a PO-32 PO-33 PD-74 31- 1029-EW-1 SHEET 6 OF 6 i— mim Milli 6 „ M I A M I•DADE PRODUCT CONTROL NOTICE Or ACCEPTANCE Pr•crndor Entry Systems 911 E. Jefcrsorl, P.O. Box 76 Pittsburgh ,KS 66762 NIIANII-DADS COUNTY, FLORJD..k METRO -DADS FL'AGLER BUILDING BUILDING CODE CONIPLIANCE OFFICE MMRO-DAI)r 1LAGLI:1Z 12UI1.I)1NC I-ltl 1V1i5'r FI1 ACII-I: t S-11ZHI- r, SLJrl'I: 1603, MIAMI, N1.O1 RDA 33130-15ci3 305) 375-3JU 1 FAX (305) 37S-2 JUS CU. ['1LIC'1'UI2 1A Cl•'XSiN(; SEL—rlU\ CU.1-I'ILIC'rUii lti\b'U1ZCai li{,,\T I)It'ltiJUY US)]75-2')GG I,L\'(.1U5).17`••9U 111401Wul' C:U\ 1'I2Ui.1)1'ltilO\' Your application for Notice of Acceptance (NOA) of:(]05)375.39021,L\(lu5)372.c3.1n Enter'gy G-S S-W/E Outsiving Opaque Single w/sidclitcs Rcsidcuthil Insulated Steel DoorunderChapterSoftheCodeofMiami -Dade County governing the use of Alternate Nlaterials and Types ofConstruction, and completely described herein, has been recommended for acceptance by the Miami -DadeCountyBuildingCodeComplianceOffice (BCCO) under tilt; conditiolis specified herein. This NOA shall not be valid after the expiration. date stated below. BCCO reserves the right to secure thisproductormaterialatanytimeFromajobsiteormanufacturer's plant lbr quality control testing. If thisproductormaterialfailstoperformintheapprovedmanner, BCCO- fluty revoke, modify, or suspend theuseofsuchprodociormaterialimmediately. BCCO resem'es the right to revoke this .approval, if it isdeterminedbyBCCOthatthisproductormaterial• flails to meet the requirements of the South FloridaBuildingCode. The expense ofsucll testing Ivill be incurred by tite manufacturer. kCCEi TANCE NO.: 01-0314.21 ,r EXPIRES: 04/02/2.006 Raul Koanguez Chid Product Control Division THIS 'IS T1IE CO1'ERSIIEET, SEE ADDIT10NAL P-IGES OR SPECIFICAi D GENERAL CONDITIONS BUILDING CODE tC PRODUCT RE%'IE\1' CO\1,111TTEE This application for Product Approval has been reviewed by the BCCO and approved by ti-le BuildingCodeand. Product Review Committee to be used in Miami -Dade County, Florida under tile coliditions setforthabove. APPROVED: j/_05/2001 Francisco J. Quini:.ina, R.A. Di%tctor Rlianii-Dade County 1311ilding Codc; Compliance Offict: 1\-04500011pc200011templateslnotice acceptance cover page.dot Premdor Entry Svstems ACCEPTANCE No.: 01-03I4.-1 APPROVED JOIN 0 5 2;,1i EXPIRES • _ April 02 2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS . 1. SCOPE 1:1 This renews the Notice of Acceptance No. 00-0321.23 which was issued on April 28, 2000. Itapprovesaresidential -insulated door, as described in Section 2 of this • Notice of Acceptance, designed to comply with the South Florida Building Code (SFBC), 1994 Edition for Miami -DodoCounty, for the locations ,v.hcrc the pressure requirements, as dctcrriiincd by SFBC Chapter 23, donotexceedtheDesignPressureRatingvaluesindicatedintheapproveddrawings. 2. PRODUCT DESCRIPTION 2.1 The Series Entergy 6-8 S-W/E Outsiving Opaque Sinold Absidential Insulated Steel Door withSideIites- Impact Resistant Door Slab Only and its components shall be constructed in strictcompliancewiththefollowingdocuments: Drawing -No 31-1020-EW-0, Sheets 1 through 6 of 6., titled "Premdor (Entergy Brand) Wood Edge Single Door with Sidclites in a Wood Frames withBumperThreshold -(Outswing),'' prepared by manufacturer, dated*7/29/97 with revision C dated01115101, bearing the Miami -Dade County Product Control approval stamp with the Notice ofAcceptance. number and approval date by the Miami -Dade County Product- Control Division. Thescdocumentsshallhereinafterbereferredtoastheapproveddrawings. 3. - LIMITATIONS 3.1 This approval appl;ies to --single unit applicatio drawings. ns of sing le door only, as shon in approved 4. INSTALLATION 4.I The .residcntial-insulated steel door and its components shall be installed in strict compliance withtheapproveddrawings. . 4.2 Hurricane protection system (shutters): ' 4.2.1 Door: the installation of this unit gill not require a hurricane proiection system. 4.2.2 Sidelitc: the installation of this unit will require a hurricane protection system. 5. LABELING 5.1 Each unit shall bear a permanfent 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 copics of the following: 6.1.1 This Notice of Acceptance 6.1.2 . Duplicate copies oftllc approved drawings, as identified in Section 2 of this Notice of Acceptance, clearly marked. to show the components selected for the proposed installation. 6.1.3 Any other documents required by the Building Official or the South Florida Building CodeSFBC) in order to properly evaluate the installati n of this system. Manucl Pcrcz, P.E. Product Con rol •xaminor Product'Control Division Premdor Entry Systems ACCEPTANCE No.: OI-03I4:2I APPROI'ED JUN 0 5 EXPIRES April02 2006 NOTICE OF ACCEPTANCE: STAI D.4I2D CO,ti'DITIOi\'S J. Renewal of this.Acceptance (approval) shall be considered after a renewal application has been filedandtheoriginalsubmitteddocumentation, including test supporting data, engineering documents, are no older than eight (8) years. 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 asspecificallystatedinthespecificconditionsof'this Acceptance. 3. Renewals of Acceptance will not be considered if. a. There has been a change in the South Florida Building Codeproductandtheproductisnotincompliancexvith'the code changes. Istheevaluationoftl3is b. The product is no longer the same product (identical) as the one originally approved. C. If the Acceptance holder has not'eomplied 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 crigineering profession. I. Any revision or change in ttic materials, use, aamd/or manufacture of the product or process shallautomaticallybecauseforterminationofthisAcceptance, unless prior writtcn approval has beenrequested (through the filing ofa rcvisi0n'applic3tion with appropriate fee) and granted by thisofficc. 5. Any of th'c following shall also be grounds for rcmoval of this Acccptancc:' a. Unsatisfactory performance of this product or process. b. Misuse -of this Acceptance as an endorsement of any product, for sales, advertising or anyotherpurposes. 6. The Notice of Acceptance number preceded by the words Miami-Dadc County, Florida, andfollowedbytheexpirationdatemaybedisplayedinadvertisingliterature. I.Fany portion of theNoticeofAcceptanceisdisplayed, then it shall be done in its entirety. 7. A copy of this Acceptance as Nvcll 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. S. Failure to comply with any section of this Acecpta*nce shall be cause for teriiiination and removal ofAcccOtancc. 9. This Notice of Acceptance consists of pages 1, 2 and this list Page 3. END OF THIS ACCEPT NCE Manuel crcz, P.E., Product Co tro Examiner Produc "ntrol Division 3' rKLM11UK .. LN 1 LNb Y MANU) WUQD EDGE SINGLE DOOR WITH' SIDELITES IN WOEID FRAME WITH. BUMPER . THRESHOLD OUT.SWING) 00' MAX 4' MAK 4' MAX MAX 4' MAX MAX' 3' MAX MA T 7' MAX 3' MAX 114' MAXMAX4' MA,' A Ist 15' MAX 1s• O C. MAX u• 1s' ^MAX MAX 15' MAX J TOPOOF/DOOR D C. yg. TO f L CN OR ' KVIXfCT pEADBmt MDIlm 660 SCRIEL OR MARL= DEAD/DLI 15' MAX 22' x MAX DLOD fill Ilvmscl LmrscTJ 13, MAX D.C. MODEL aNOD SERIES Du iw Lpcxspr 15, MAX O.0 MAX•, ILA' 6' AX Mnz MAX Max ts• Ma r r 19• - 4' MAX MAX~ 1_ c3EE OTE [5) LESA so 11/16• NOiCS. 3' MAX 3' MAX 3' MAX -' I f--4' MAX VDOD BUCKS BY OTHERS MUST BE ANCHOREDI 4' MAX MAX 4• JTAX MAX 3' MAX 7) THEE PRECEDING CRAAVINNGS ARE IER LOADST43THEENDEDTOF' 118 x 1 3/4' F.H.W.S UALIFT. THE FOLLOVING"IN.4TALL'AT10NS35 PER SIDE FROM VOOD FRAME CONSTRUCTION VHERE DOOR ti %' j JAMB INTO THRESHOLD YSTEM IS ANCHORED TO A MINIMUM TVO BY VOOD ENING, NATONRY OR CONCRETE COMSTRUCTITIN VKRE RA OUTSVING UL ERJTSVING BETSYSTCNISAiiEHOREDTOAMINIMUMTv0BYRUCTURALVDDDBUCKMASONRY OR CONCRETE CONSTRUCTION VHERE BEtSYSTEMISANCHOREDDIRECTLYTOCONCRCTEroam PRI77 m VKR( VATCR DD LIBATION iBYvp00BUCKVI1HOUTANON -STRUCTURAL RRCm IS RAICD RCDUfR A 1 IS N f NEEDED ALL ANCHORING SCREVS TO BE 110 VITH + + VIMUM 1 I/2' EMBEDMENT INTO VOOD SUBSTRATE x 3/ 16• PFH TAPCEINS'vlrH 1 I/2' MINIMUM EMBEDMENT rOMASONRY, t UVIIS SMALL BE INSTALLED ONILT AS LWArIDVS PRD1ECIED It A CAaY OR UNITMUSTBEINSTALLEDVITH 'MIAMI-DADC COUNTY DVERNA& AD THAI NE ANGLE 11IVLEX IHE EDGE Dr. CANOPY OR DVERIWIi PROVED' SHUrIERS 10 SILL IS LESS UMW 45 MCREEJ U'ILESS IAII IS TNSIAII[D IN THREESTAPLESPERSIDEJAMBINTOHEADERONSIDELFTESION•NADIIABLE AREAS VKRE THE LINT, AND Ut AREA ARE LL" IN TB ' DDOOR, THREE STAPLES PER JAMB INTO BASE ON SIDCLITCS ACCEPT VAIER 11 ILMATDEt LATEX SCALANT TO -RE APPLIED AT SIDE BY SIDE LBSANDSIDCLIYCSIOOR/ SSDELITE HEADER, DOOR/SIDELITE JAMBS, AND SIDC1IrE BASE HERSARECOPEDANDBUTTAIMELuA®iu° O m'mL MRS SHALL BE PRE -PAINTED. VITH A VATER-BASED EPDXY RUST BITIVEPRIMERPAINTVITHADRYFILMiHtcxmESSOFD.BTO 12 NIL 7• RAMESSHALLBEPRE-PAINtED VITH AN ACRYLIC LATEX VATER-BASED/ TRY MTO ER-RCDUCIDLC VHITE PRIMER VITH A DRY FM IHICXNESS OF RD TO 12 NIL 10LI/Im n APP, 10VM A.4CO.LI-LY1 .L W I h Inc 33UTH F fil.l 9`110 czC? OAT JlJrj J fJYlil.(Lp .-'i31n PAOCU TC OHOL OP.15:3.NU DUILDIN.200EX=IPLLQ4CE CPP:° AcrEo III[R un O1 • aJ/V• L I 1020- EV-C SHEET 1 AM UTm 112' ASS BITE E I T r I a N A- A r----`1 `' -- I GLAZING DETAIL 0 U I S W I N G OTHER CONFIGURATIONS ICRVIN VRADE L 9L_X 68 3i4• , iCR10R GRADE LA1CX CAIAJC 8 HAx I 68 3/4• UctLRIOR PAX INICRICR CAL •• APPWr.t)ASCO pLt'WG SIITH T116 . 9 LHr H 190 ( 0 ` a mcLm lie• tCWCRCY GLASS °[ T ,rnoLans on MUsu[au , CpOE rna%Eur+ce [ l mt®c ACCEPW.CE In U 1- 03 r v. N a SW 2 1-1020—EN-0MT. 2Q'6 iODI IU[I C 3/4' 80 11/16' MAX EXTERIOR 79 5/16' MAX SECTION B-B 1 1/4` INTERIOR HEAD JAMB UnbLK. EV-12 LI#KN IS -- I I/4' X 4 9/16' NIL 10 BE PINEESSIORx[gitIERSIRIP OR EOUIVALCHI . STRIKE JAMB UH-BUMPER THRESFIOLp EV -13 R x 11/4' X 4 9/16' HTL; TO BE PINE OR E0U1VAlENi IANNEL PRENDOR BRAND DR EMT ALENT - 1 1/4' x 4 9/16, EV-05, PREMDOR BRAND - 1.11/16' -20 GA STEEL26IDVImTcom • Tn Ulu WL IUI etas SBASFFOAM - DENSITY 2.0 TO 25 Ibs./F t' CHARNEL OCK BillIII/16' EV-04 PREl pRAND - - 20 G4 SIECL STILE EV-00 4' X 9 1/2' HTL TO BE PIK OR EQUIVALENT iTILE. EV-07 15/16' X 1 II/16' MtL TO BE PINE OREV-oR c.c. . . ....__ -- C0UIVALfl4T 4'x4' HINGE VQDD HINGE JAMB 110 x 3/4' FJiVS. 110 x 2' Fxvs. Tv nua V RA im= vnmmir T u SI0ELIIE VDOD STILE 18' x'2' F}LV.S. LUCKSET 110 x 1 3/4 FFJLV.S_ vUUD SIDELITE JAMB 22' X 64' SINGLE PANEL GLA: SIDELITE TRIM (VUUD) WOOD CASING VOOD SIDELITE HEAD JAMB VOOD SIDELITE BASE POLYPROPYLENE LITE FRAME ' 16 X I 1 ..2' PAN HEAD SCREV PIN FLAIL DOW SILICONE 4995 PRIP27AS CwLym ran) Htti ra a ye II 01 muriu 1ECFRCE PIT AC pLg9CE IIQ0)-D3 V. a, um" - uw' THICK- HTL. 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