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HomeMy WebLinkAbout163 Crown Colony Way 03-2201 SFR (a)PERMIT :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 V ADDRESS: \\,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) area or 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 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 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 for which this certificate is being completed — see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) E2. The top of the bottom floor (including basement or enclosure) of the building is _ 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, and E are corred to the hest of my 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 or communityassued 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 I ne,., of 1-1-oricla CONTRACTOR FAX: 407-6 67—OS5 j 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 San for4 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 PLOCK I nr)ra::.s_`/UJ�I •/1�r..iJi: 1-._r�l d-1 APPLICANT 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 OR MCKEY CRDER, 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. STATE E/►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 33t7 1311. 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� No Designation Date:- 41 A SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: 14Construction Drawings' L1Building Under Construction' 1_1Finished Construction 'A new Elevation Certificate will be required when construction of the building Is complete. C2. Building Diagram Number _L (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, V1-V30, V (with BFE), AR, AR/A, AR/AE, AR/Al -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 BEE in Section B, convert the datum to that used for the BFE. Show field measurements and datum conversion calculation. Use the space provided or the Comments area of Section D or Section G, as appropriate, to document the datum conversion. Datum t'%(q1IJ J510 Conversion/Comments N/A Elevation reference mark used_ l� f p Does the elevation reference mark used a ❑ a) 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 . ZnoS ❑ d) 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 76 ❑ f) 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 3 ❑ i) 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 NUMBER DO fr, 416 C119 V 09E /JO 2005 TITLE COMPANY NAME PKESJOE,�/T ADDRESG 41 VOAIE S CITY 00 kivTH ONA /Z�c Fri.! BLV LONb/t/�G STATE FL ZIP CODE 327SO SIGNATURE DATE - Z 3 - Zoc TELEPHONE �}07 - 630-90 00 FEMA Form 8 -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,! F o �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 A (without a FEMA-issued or community -issued BFE) or Zone AO must sign here. The statements in Sections A, B, C, and E are correct to the best of my knowledge. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME ADDRESS CITY STATE ZIP CODE 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) or A community official completed Section E for a building lo Zone AO. G3. 1_1 The following information (Items G4-G9) is provided for community floodplain management purposes. [_G�4_. 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 of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all 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 Florida Owner's Name: _______ -pL_ -------------------------------------------- Address of Job: W__CnWR__CD lw 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, ?__� __0 tu1 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 $52.00 New Residential: One Water Closet Additional Water Closet Commercial: Minimum Permit Fee $25.00 Fixtures, Floor Drain, Trap Sewer Piping Water Piping Gas Piping Manufactured Building Description of Work: Application Fee: $10.00 TOTAL DUE: By Signing this application I am stating that I am in compliance with City of Sanford Plumbing Code. jjv ---4de_ 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. su U. o� J y 0°4 u� {/tom J g �1+u+ J1y Y rn �_U. � a0 10 oa qq UJIa IS 0 V4 0 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,IDS (9)�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 B BOOK -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� / / •$0 / I 41.50 J FLOOR SLA13 ELEVATION MUST BE 1611 A13C' j l ROWN OF ADJACENT ROAD UNLE,% OTHER!Al'. 8 APPROVED PFF—C r I c1 R-50.00' A-64° 10'58' ARC-56.01' CH.=53.13' CH.BRG. 533°35'56'E BUILDING SETBACKS FRONT: 25' REAR: 20' SIDE: Z5' SIDE STREET: 20' BUILDING LINE: 60, LOT 42 CONTAINS 14855 SQUARE FEET/0.318 ACRES ♦/- FLOOD CERMCA17ON BASED ON THE FEDERAL EM MANAGEMENT AGENCY IIV$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 CONCRETE PATIO,• e.: 40.00' MODELS ,l)N5URY . I WITH I OSr 90' CONC PATIO (4-2 112) BLOCK FIN. R. ELEVATION - 73.55 DRAINAGE TYPE, ' 5 ' WIT11 GARAGE SERVICE DOOR AND SLIDING GLASS b DOOR IN LIEU OF WINDOW, 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 ORM 33.60, — 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 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 ABBREWA77ONS/LEGEND: O.-NUMBER P.T.-POINT OF TANGENCY CONC-CONCRETE WE.- WALL EASEMENT F.E.-FENCE EASEMENT .-RADIUS P.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 LENGTH L.B.-LICENSED BUSINESS CH.BRa- ORD BEARING S.&U.E.-SIDEWALK & UTILITY EASEMENT D.U.&SE.-DRAINAGE, UTILITY & CENTERLINE A/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 of Handicapped Code (F.S. 553, Part 5). 0 c. Elevations of all exterior walls, east, west, north and south. Finish floor elevation height as per City Engineering Department or subdivision plat. 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 y CITY �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. STATE SErnIn�oLe-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(j7 (Zone AO, 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 � I FIS Profile 1_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 Designation Date:_ w IA- ZOOS- /(17706 SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) Cl- Building elevations are based on: 'Construction Drawings' Building Under Construction' JNFinished Construction 'A new Elevation Certificate will be required when construction of the building Is complete. 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. DatumA16V01gZq Conversion/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. ; ❑ 0 Lowest adjacent (finished) grade (LAG) E a�2 7 ft.(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.1 2 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'hi fg7ation. I certify that the information in Sections A, 8, and C on this certificate represents my best efforts to interpret the data available. I understand that any false s1:3_ternent m? y be punishable by fine or imprisonment under 18 U.S. Code Section 1001 CERTIFIER'S NAME LICENSE NUMBER TITLE COMPANY NAME PRESIDEI✓T GAVO,VE, 11419 ADDRFcc -- •— SIGNA FEMA 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 SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zone AO and Zone A (without BFE), complete Items E1. through E5. 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 ing is 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 -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 C3J only), and E for Zone A (without a FEMA,issued or community -issued BFE) or Zone AO must sign here. The statements in Sections A, B, C,• and E are correct to the best of my knowledge. PROPERTY OWNERR'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. jJ The information in Section C was taken from other documentation that has been signed and embossed by a licensed surveyor, Pngineer; or ar%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 ELEVATIO MUST BE 16" OF ADJACENT ROAD UNLESS OTHERWISE APPROVED 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 1MTHIN LI 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 S00179'12 E. 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 EASEMENT R.-RADIUS PJI POINT OF INTERSECTION L.S.-LAND SURVEYOR P.R.C.-POINT OF REVERSE CURVATURE D.E.-DRAINAGE EASEMENT CH. -CHORD P.C.-POINT OF CURVATURE O.R-OFFICIAL RECORDS P.C.C.-POINT OF COMPOUND CURVATURE U.E.-UTILITY EASEMENT ARC -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: 33 9 9 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 psf D 6-18-02 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 DI Vftcn pu see this syraiuol w,iBE%OCUIE ALE% r.• = 4 t��C�:{TS M ES SA�G} GAJTI�O�! AC'AWTIDN*htleirtrftes safe operatring (l aractrc'es'ortrr%ciicafies unsafe contlitron`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 of the 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`ateConiecte 3r 4 n: 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� t xg it 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 he suprorteryd4Qnbl�°tto�p4revr�`texcessi�e;lateral', [ �bracetli,tolpre�enti toppling}orttrpprng � p i em�m'as�iure Barn `" _ b�nadng , ,1VVA%[1i`u; Do not breakr>�ancing until fnstallation r f]A'NGER �Dp not stor bundl. s upright unless f b�giA?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'fla 41S''.Laftremely oangerousS�arid `SlloiJld D0" atriGtiy �'"�f.t. . Co.r of use damaged s.ri rs s. rdhibifed Frame 1 /so° ` 60-Y or less\ 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�'i1 J �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 DIAGONAL MIN TERAL8RACE1' BRACE "" ''' n s �! f!"� jlj"�I' , ' " I..S) � i" C I H SPACI G LBS SPACING (DB 11 [# I r ussesi K Up to 32' 4�lil 2 20 1 Ir Over 32'- �;8' 6' 0 10 7 0; 41l 2 5' 6 4 Over6O' See a registered professional e��gn­ er u� - u-uV'db Mr-Lafcn bt' - Southern Pine H - Hem -Fir SPF - Spruce -Pine -Fir z Continuous Top Chord 0111, All lateral braces Lateral Brace lapped at least 2 Required I trusses. I z 0" or Greater SO W 1. Attachment Required __v �Q Ilk W V W Topchords that are laterally braced can buckle - tog elherand cause collapse it there Is n ,d iago- nal bracing. Diagonal bracing should be nailed to the onderaide of the top chord when purfina are attached to the topside of the top chord, P HE D TRUSS ITCh- 4 VARNNG: Failure to-fo I I ow th 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 (11 PITCHlU PAI j, 12 DIFFERENC E s PA, ciNG(LS,)_: trusses] S PAN . Up to 26' ( 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 Chord Lateral Brace Required 12" or Greater r-lecuired All lateral braces lapped at least 2 trusses. 0- rqjvl 1. _2 Top chords that are I a terall, bra dea, uc kle rsisr'�"i' j togetherand causecollapse if the go- nalbracing, Diagonal brach d lathe " rideraide of the top 4 are attached to the topside of the top chord. F_SCISSURST Frame 3 ACE us e Over 60' See a registered professional engineer as h All lateral bracces ire n'I� ��u 11IIII � I I hIIIISP III �:1�!ill n 'I �I I IHI III. NI' I+I I� 1rl I l!� li I II �I ll ' Yll,�I II InloAli �,Iii�ii�Lle�I�I�i �� III I�,II '. ,141 'I�I L I I fl •I II I�,�I�,o I,:i, ili;'uIII � I I �II � I II isI I • I;�: ti,!! I�I'II ��Nj ;� 111II+ III IIII II ��I�{�h I I �I MI I 11 'DE .:: i I! I I ��� it I'll �tll IliNl .inli.� Ili, i:.N,i�itllt,il�l U � l,i i I I 1 I lil.l'i�u'. I I I I� y'I IIII I in,:,IIV�,IGi,�hl I 1 I I,I� iYII I�;i;IPI,I:III I�,II I�IIBIII�I�V���NIIIiIIIIIIII�iVli�li�i�! 61 ' 4 ,TOPICHORD�!I�!I�� c 1�T� gL''BRA �u,UltiLn� I I "I CING LB u � (IIIItl,q l myC.i' llll,l iii IL, irUn llnl„I I �� CE l IY s � it 111j i1 ,�n I:nl II , I l;illnlllu+ljIII;IIIrilliqu.ululliollulllilI','��,,�`�,lldlll I 'TOP,'CNORDII4�III�IIIi`'I��i�h III..: , II q 7� illllu). A IDIAGOI�hIBE RAC�I � II ' ,ll" 1 I SPACING I DB IIN ! 1 l nw,arlhudiu, s i! Id it i Illlilili #���trusses ,IIi�IIILII�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 Iy _ •: II 7'J�I i i � IC'Fj The end 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 a re laterally braced can bucklertopbracing. causealthere ouldno .{ago-1 ' net bracing. Diagonal bracing should be nailed 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- � I ac menu ,- Reauired /� 7 20�. ;SPFsNF o`er 30" or greater j A � �' • • I 'I` -- M,�� ffi 1�� I,�rr✓frNi ��`I�-''�T' �il fY ,��",rf til�,�l s I x w e $ F �, r t, �� _ or IY —11 'aa�� '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,t5ia F 5'!,.4yyyy,,Ap J rc�"4,,r r ; s+ L I w - • - ■ �,' ,r(� �I. '�` x �i �,;z �7R1 7 �i`1;i-fi �i �j�vya�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('r�m�".1=Y�NI.. •'% krill-. _ r,;: br's,' ht g .:.al.,.'�,,.}Was.;�,t�•'�.i��,-u,7n.Ir .aK 44 -T WPM'Mit'F�-F{f•�'iMI I i ,ypy�r!���"'I' Ia yNP�lCl iglu I �L� i 'lr�li �l 'f'y' I! 4 !!I �11 III 7 I qP CHORD, TOP CHOR (�CE J V rI F, ', 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�r Ir,,,:, Ij �ktiltd,�, �i( i trusses SP DF ., 17 SPFMF 1 12 Up to 24' 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 Pine HF - 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 bracing should be palled to the underside of the lop chord when purlins are attached to the topside of the top chord. MONO:. TRUSS'' Aaximum Plumb Aisplacement Line 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 I ALLATIO TOLERANCES' ss• BOW Length L(in) ............................................:::::::::::::::::::::::::::::::::..... TLesser of ±A U200 or 2 J_ T +y; L(In) L(in). 7200 50" 1 4.2' 00",3' *3/411 150" 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���t�sk . �; 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,idiled in the truss package signed and sealed by the engineer of record. The connections are noted on the st--uctural info sheet of the plans. All criteria of the valley trusses are noted oil the general sheet. If YOU have aay cleeestiorzs please feel free to calf at 407-321-0064. �aQ9 �eY'ely, Toms Ponce, P.E. Date: 3I 5 f o 3 f hb d-)Vi k for ar, Individual bulldb gf om epannrL and I,as been L—d oil Lnrorm.Unn p—Idcd by Ule dlcnl the dalgi,u&,jaf, ro u any rcspnnslbWty rue damages ass lt of GW1y or t11--t "dormauoa: spccrRullons d/or deigns r`-r hed to the true. d—,,,.— by the r3lcnt and the a ,ndoms yr .[CnlaLy Id ILk Ia —ti.n — It may , .ht. to a spo- clrie P.-i—t and ac¢pL+ nn ,esponslbWty or undsrs no cmhol wllh ,cgaUl l0 6hrlo- non-tnnduvg-a,dpu.cnt and Untanabon K lrusln. TIUs tn,v Las Lccn drslbmcd ns as b,dlvld,ul buadb i naaP-11. 1n -,dance nid ANSI/TFI I-I995 and 1`4135-97 In be h,rnrpo,alcd as Pa,t or the bw"db,g dolg„ by a Dullding Designer lagistucd arcblled or pmks.donal engu,cal. when reviewed for a,Pluvat by the b„Bdb,g dole-. We desgp, I..adl .,;,,-M,o must be ebmkcd to be s,Ue Ih.t U,e data shown Arc br agrcunmt with Lb, logy bulldh,g macs, "" -"made ,ecord. for wind or eno,. "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,nno eo.nprczs"on ohm.b (top arboltoml ate mnlba.- oa ly bnccd bysbe tfilug,uuos ulhc,i Ut 3peel(1r.L Wha bo,tom -bouts to 1­.. not cony braced 6,caa,ly by a pmperty.ppbed rlgld ccOmg- U,ey should be bmecd at a maa]mum spacing of IIy-0• ... Cnancdnr Plain -shall be manuramaed aura 20 gauge 1— d,ppcd 94—L e,t slcel o,cela,g ASTM A 653, nde 40. -A— uWc,wl.e show,L -ABRICATION (VOTES Iur to fabrt=lj_. the f brlotor . ball ,chew is d,awing rn ver,ry that t).h dmwtng f. [n ,darmance wltia u,c Gb,tatnrs Id— and to Luc a rnauou,og —ponslbWty fur such t v4_ Itnn Any dpanc,es a.e Iv be p.d In twig ldo,e chluohw.g or rahlo,Uon. Ialrs .ball not Ix In Wll d over knothole., ob or di tn,t,d e,atn- Itcmbcrs ,ball be nut bight mung a,orat w v,oud bo,b,g. Con- eelorpfaio.baR be looted on both taco nr e bs wIU, " hdly bobcdded and .ball be <Ptat c, Is S'candes-4-1l 9. AG Bp6wt u- IJc x e' tong. Slots Ihnlesl ,un pa,>ild to c ptate IengU, speerOed. Double .a,ts oa web bc,. sha0 me tat 11,c ,xntiold -fAhc wchs ess utherabe .Lawn. Co,mee/or pGte sues e ndolmum -lies hascd on U,e (nice. shown d avy need ro be h,c:o.cd 1, ecab,b, hand. g and/.,--1 till, -b L•sscs. ThL, buss b aof lac tabdotca sIW the .ct—dent 1m tM bcr—I—othcrwt.c ForaddLlonal an tlo. an g,.abty C."bo, tiv to ANSI/TPI 1-W95 �L�wuLIUfVARY [VOTES ILI died wRb pall tar JUr,ngb.ndb,g indlh,g._dto .voW , b,erne tr, — 1n . ab a,sbr.od gnd For —btb.g 6te.a1 roree L Llbe�- W and tnsbdlnt by oU, Carefu" ba„d- osrsatlal and ozv tun hb ahnp d- N,,uW prcc..Uobaly,c1lanfor uch Iempo,a,y b,adgd�gllad btw,sm bussescoavoldIopr,img The Upervt.,..a1 —r noo of •IN be strider flit w.1m1abe sought IFllccdcd- Imd.e dalgn load. sb"11 not he apphcd to a1 any u— No Ioa.L, nlbcr than thear then !d shall b<.ppOvl 1. nn[ll alley all f slenh,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 USING MSTA12 r@ 4' O.C. VALLEY TRUSSES CAN DE CANT LEVERED UP TO TWO FEET. WO: VALLEY SET IF LESS TIIEN 3-0.0 THEN MOVE OIAGONAL WEB TO NEXT' PAIIEL Es 1 2,4 DR 516 416 UTApONALWEBS 1 416 3.6 REQUIRED WITH SPAIIS OR GREAI"ER THEN 18-0-0 316 214 2L4 2X4 0.0IIII��4 +II 316 214 214 2r1 214 30 on j46 1 21/ OR 316 4110 2.4 31e 316 - 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 1 416 1 2a4 •�' 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 "'IS IS NOT REQUIRED TO SNF_ATH TRUSSES WEDS: .2XRELOW VALLEY SET. VALLEY MEMBEns 4 SP 93 PROVIDE AIL NECESSARY TOP HORO BRACING. VALLEY MEMBERS TO DE SET TIC MUST BE CONTINUOUSLY BRACED BY ROOF PERPENDICULAR TO TRUSSES BELOW, SHEATHING UNLESS NOTED OTHERWISE. WHEN VALLEY MEMBERS ARE NAILED DIRECTLY TO TRUSS TOP CHORDS USE (2) 160 NAILS PER INTERSECTION, OR TWO FEET ON CENTER- WHEN BELOW TRUSSES ARE SHEATUED FIRST USE (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 AT 8. O.C. OR A SCAB OF THE SAME DIMENSION AND GRADE AS WEB; NAILED TO FACE (S) OF WED WITH 10d NAILS STAGGERED 8' O.C. SCAB OR TRANSVERSE BRACING TO EXTEND FOR 90% OF WEB LENGTH. ONE BRACE REQUIRED ON WEBS GREATER THAN S' LONG (, TWO 2X6 BRACES REQUIRED ON ANY WEB EXCEEDING O I:XC1'17 AS SH019N 11Id17,,sS.A1I ' I4.tt e IZ20 CA '1TSf ,D PER ANS1TJTI 1-1995 - Cnut. Support WARNING*. 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 ERECTING CONTRACTOR. 4005 MARONDA WAY BRACING WARNING: Usgur: TI;Y CItIL: SANF0IU), FL_ 32771 (40 /) 321-DUG4 FaX d 7 (U) 321-3913 among shorn, on Wfs d-1,,F h not nedlon bmctn t of Lh �� is a Put of the hulldln g- ,vhnl hmdog. ho[tal bradti gam' vnd I C 1 ; VC l�•O 11¢F TOMAS PONCE P-E. -I,aw„ I- mr l whld, mwl he ,:mmdacd , g or shnna, biaclnp u tlmdelaan3tarL,1 11,olnitrusym®bus onlyloleduaLuckLu hcbWLbngdes"p,er Dracb,g I L Ura11 7,(1 (LsF LICENSE # 0(150068 1 R90 oREEnOROOR C`r.OtlfDO.FLJ375b Addtboval b,ac g.1 ends .nd -peeU e 1 too anus act g L' Pr,nislons mitsL be b g of the ovu.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 1uF Ur Ormulo Nrlvq MadLsb1 WLS,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.15 DulFac - PII: 1.25 - O-C. Spacing: 24.0n Design Cri7y,ia: TPf code Desc: lr.n, -nr\ nn.. --- u�sl�ly uvl-U"'OAHON Th8 design is (Of an hidii1dual hu®dulg ro p....(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,lcr try• the cZ( and the rnneclness or accuracy of thl, 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.rcn d—lg..d .• .n 1,d10dual building mmponad In ac_danc, MU, ANSUTF1 1-1995 and NOS-97 Io b. 6. pootcd u part of the b.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 building dnig„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, loot clbnallc 1c ds I" "U'd or...., Lads. pmf.J.apcdDot10 , or apcJ.l appllcd loads. Untos sh...n. truss has not been dolgncd (or stola*c or occupancy Lads. Th. dnlgn assumo .n,prmlu,. chord. (lop or bnlloml arc contlnu- usly br.,ccd by sheU,b,g md•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 FABRICATION NOTES 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 boom nuthy-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,c truss nlfh lulls hdly tmbcdd<d end ,ball be s)m. ab..i thcJotnt antes ."howls. silo.., A 5s4 116lc b 5-.4d,, z -t' long. A 6a3 plate 6 6- Mdc.s R' Inng, Slots (hot-1 nu, pani4l t. the p61. lu.plh spc ylcd. Donhle cut_ on ...h anitw i shall noel al the ..,hold .1 the ,-.bs on,•.. othcnshc slw,n,. Connector phtc surs ate nJnln,w„ alto hosed on 11,,,In,en ti,_n and may ne.e 1. b. b,acasn, for c,,t.W I_, Ibg and/or creed.. strvor... 11,, truss Is not to be lahr,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 . k lundleA 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 holding to nao In a atnl�l,l and pl.,,nb lon and for rv6w,F 6[cral ..Pecs shall be o,gncd and I,,,la Ucd by oLbr 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(alhuun bt(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 to the tnstdiation .r Uusso. rolostonal .deice shall be sought If needed. cntratbn of con,trueuon loads g,eoter han Um deslg„ 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 HIP GIRDER 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 T OR 8 -JE- 71'1l51 ArG OfV TEIsp H pS g;;;m WARNING: READ ALL NOTES ON Th(1S sviEL=r. A COPY OF 1HIS Eug. Job: DRAWING 1-0 BE GIVEN TO ERECTING I)lvg: cONTRACTOP. 4005 MARONDA WAY BRACING WARNING: Dsgnr: 'l7,Ir �TC CI)Ir: SA NFOJU), I-L 32771 (407) 321:U0G4 Fax 407 21- 1 ) 3 39131 u ad.g,h.. n .n ud� dra•w,g i ,, d,o:u.n 1„adnp wn,A bnclnp, w b,adn Idch b a Im[t a( the bulidlnp Jell¢„ and ,d dd, nm,t b. mnsldcrej by g shmm m Por Lttnl .Live Dead 16.0 Its[ TOMAS PONCE P.E. Ib. buUdur Jclene� Omub,g su t ni buss rnrn,b.rs onq tore g n,ad<toand,orlal.nitn. ducebuckib,gio,r,h. nnrLl.,,,,nn,tb. b,g at cnJ.. 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,Q of the orenll elrudure map Im,vp,bed ISce HIy-- u[,a, rite I,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 the client. The designer disclaims 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 of this 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 during handing and bundling, 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 bating during 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 if needed. Concerralion of construction loads greater th than e 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 16-0-0 Ilk 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 6 2087# 3.50" 2087# 3.50" 1-0-0 —1 30-0-0 L 1-0-0 (RO-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. Bracing shown is for Lateral support of truss members onh• 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 I Design Criteria: TPI LICENSE #0050068 rrrus Plate Institute. TPI. Is locatnl at 583 D'Onofrrlo Drove. %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 disclaims ms 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 continuously y braced Unless noted otherwise. 3) 9- 0- 0 7) 30- 0- 0 11) 9- 0- 0 faulty or Incorrect Information. specifications Wind Case- ASCE 7-98, C&C, V= 125rrph, 4) 15- 0- 0 8) 30- 0- 0 12) 0- 0- 0 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 ----MAX. REACTIONS PER BEARING LOCATION bytherllentandthecorrectnessoraccuracy 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. 0 p 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-ROLL lion. 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 ... CSI Individual building component in accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -1794 0.35 12-11 1568 0.47 ANSI/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 building designer. the design loadings shown ju.>B = 1.15 5- 6 -1582 0.32 must be checked to be sure that the data shown 6- 7 -1794 0.37 are In agreement with the local building codes. local climatic records for wind or snow loads. project specifications or special applied Inds. Unless shown. truss has not been designed for storage or occupancy 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 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 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 and traction 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 Is always requtied. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominotng. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. professional advice shall be sought If needed. 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 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 1-0-0-0 1036# 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 which is a part of the building design and which must be considered by the building designer. 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. Addmna ol bracing of the overall structure may be reyuhml. (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 v HCS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: C QTY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the _____________=Joint Locations==============_ 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 component and has been based on Information by WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 6- 4-12 7) 30- 0- 0 12) 6- 4-12 pmovlded the client. The designer disctaims any of a�tfl 2x4 SP #2 4,5 continuous) braced unless noted otherwise. 3) 11- 0- 0 8) 30- 0- 0 13) 0- 0- 0 y or insibility corretfordanmges tilt or Incorrect finished oths cNcatsign Wind Case- 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----- ofthis information as it may relate to a spe- 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 as pan of the budding design by a Building MAX HORIZONTAL LIVE LOAD DEFLECTION: 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 applied rigid 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 cutting or 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.e4 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 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 persons experienced 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 any time. 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 I1-0-0-0 (I 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 ow shown is for lateral support of truss members only to reduce buckling length- Prm-isfons must be BC Live 0.0 psf i ae O,C, Spacing: 24.On P g• TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified loc,tlons determined by the budding designer. Additional bmcmg of flit ovemd structure may be required. (see HIB-91 of TPd BC Dead 10.0 psf t Design Criteria: TPI LICENSE #0050068 . Rruss Plate Institute, TPI. Is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). 1 Code Desc: FLA 1e90 GkeENea00k Cr.011EDG.FL927W I TOTAL 33.0 psf V:06.02.02- 13800- 3 mesgn: nrarnt AW3.313 JUH PAIII: C:Iltt-LUKUUHS112-SAfPHISUAmIV 11CS: 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- 0 component and has been based on information WEBS: 2x4 SP #2 All COMPRESSION Chords are assumed to be 2) 7- 0- 0 6) 30- 0- 0 10) 13- 0- 0 anynprovidedbylhe cllfor damages as aresult of 2x4 SP #3 1,7 continuously braced unless noted otherwise. 3) 13- 0- 0 7) 30- 0- 0 11) 7- 0- 0 any responsibtilly for damages as a result of Y 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- 0 and/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 Type of this Informallon as It may relate to a spe- Support 2 752# in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf 0- 1-12 1036 69 -716 BOT PIN P cific and pit regard to or MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req 29-10- 4 1036 0 -752 BOT H-ROLL ex erciaes no control with regard to fabdca- L/999 lion. 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 0.41 ANSI/TPI 1-1995 and NDS-97 to be Incorporated T= 0.07" 2- 3 -1304 0.47 11-10 1522 0.41 as part of the building design by a Building MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -1107 0.29 10- 9 1105 0.28 Designer (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 must be checked to be sure that the data shown re 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 Grade 40. unless otherwise shown. 1 2 5 6 FABRICATION NOTES o 6 Pilot to fabrication, the fabricator shall review this drawing to verify that this drawing is In 4X6 4X8 conformance with the fabricator's plans 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 5x4 plate 13 5• 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 the webs unless otherwise shown. Connector plate sizes 04-3 0-4-3 are minimum sizes based the forces shown I and tray need to be Increased d for certain hand- �1L ling and/or erection stresses. This truss is not _ to be fob Awted with (Ire retardant tinted GX8 2X4 lumber unless olhowise shown. For additional 3X6 GX8 3X8 3XG 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 W Instang& Braclog•. HIB-91. T---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- 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 construction loads 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 Is completed. 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 4005 MARON DA WAY SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or sbnilar bracing which B a pan of the building design and which must be considered by the building designer. 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.duce buckling leng(h. Provisions must be 13C Live 0.0 psi O.C.Spacing: 24.0" h TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined h-v the building designer. Additional bracing of the overall structure may be required. (See HIB-91 ofrpn. 13C Dead 10.0 Sf P Design Criteria: TPI LICFNSG #0050068 ffruss Plate Institute. TPI, is located at 593 D'Onofno Drive, Madison. Wlsconstn 53719). 1 Code Desc: 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'l t' 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- 0 component and has been based on information 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 result of 2x4 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----- bytheclientandthecorrectnessoraccuracy Support 1 680# Bld Type= Encl L= 40.0 ft W= 30.0 ft Truss X-Loc Vert Horiz Uplift Y-Loc Type of this information as It may relate to a spe- Support 2 718# in INT zone, TCDL= 4.2 sf, BCDL= 6.0 sf P P 0- 1-12 1036 74 -680 BOT PIN c r 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 as part of tile budding design by a Building Designer (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 are in agreement with the local budding codes. 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 spacing of 10'-0- o.c. Connector 15-0-0 15-0-0 plates shad be manufactured from 20 gauge hot 1 dipped galvanized steel meeting ASTM A 653. 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 wood to 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 of I-- 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 103GJ1 3.50" 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 shown is for Lateral support of truss members only to reduce buckling Icng4h. Provisions must be nnade to anchor lateral bracing at ends and specified Incation s delcnnlned by the budding designer. Additional bracing of the rnemt structure may be required. (.See HIB-91 of TPI)- (Truss Plate Institute. TPI, is located at 583 D'Onofrto Drive. 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===============e This design V for an individual building BOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1) 0- 0- 0 5) 19- 9- 2 9) 21- 0- 0 component and has been based on information by the WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 6- 3- 7 6) 23- 8- 9 10) 15- 0- 0 anyprovresponded cllforda ageslgner asare result any responsibility for damages as a mull o! 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- 0 and/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 Type of as It may relate to a spe- clflc project and accepts no responsibility or Support 2 714# in INT zone, TCDL= 4.2 psf, BCDL= 6.0 P 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 ... CSI Individual building component In accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -1746 0.39 12-11 1513 0.48 ANSI/TPI I-1995 and NDS-97 to be Incorporated T= 0.06" 2- 3 -1570 0.34 11-10 1291 0.44 as part of the building design by a Building 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 0.37 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 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 15-0-0 maximum spacing of lo'-lr o.c. Connector plates shall be manufactured from 20 gauge hot I 1 2 3 5 6 7 dipped galvanized steel meeting ASTM A 653. 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 of the 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 I nstalling & Bracing% 11I11-91. 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 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 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 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 --81 9901/ 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 which Is a part of the building design and which most be considered by the building designer. Bracing shown is for lateral support of truss members oniv to reduce buckling length. F'rovulons must be made to anchor Lateral bracing at ends and sI¢cNed loeatimt determined by the building designer. Additional bracing of the overall structure may be required. (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 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 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 meeting ASTht 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. 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 x 4' 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 of the 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 um l ber 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 bracing duMg 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 after ad 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 9-10-13 Ilk I 2 3 4.24 0-3-14 1 3-9-14 II M 9-10-13 Ilk 5 4 209# 4.95" 423# 2.50" 9-10-13 le (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 sbnfl r 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 bracing of the overall stcture "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'Onofdo Drive. 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===============• This design 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- 0 component and has been based on Information WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 5- 4- 1 4) 9-10-13 he W theclient.designer continuous) braced. unless noted otherwise. Y any r ill— -.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 To by the client and the correctness or accuracy Support 2 326# Bld Type= Encl L= 40.0 ft W= 9.9 ft Truss TC Vert L+D 0 0- 0- 0 -88 9-10-13 of this information as it may relate to a spe- 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 9-10-13 cific project and accepts no responsibWty or —misesnocontrolwithregardtorabrica- Support 1 275# act Resistant Covering and/or Glazing R �� 4 q ecI ----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 Individual building component in accordance with L=-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 as part of the building design by a Building T= 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 not fully braced laterally by a properly applied rigid ceiling, they should be braced at a F_ ri ximaun spacing of 10'-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 discrepancies are to be put In 2X writing before cutting or fabrication. Plates shall not be insuined over knotholes. knob or distorted gain. Members shall be cut 3-9-14 for tight fitting wood to wood bearing. 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 to are fabricated with fire retardant treated lumber 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 erecllon of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction lads greater than the design lads 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 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 BRACING WARNING: 4005 MARON DA WAY SANFORD, 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 ign and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce. buckling length. Provisions must be 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 building component and has been based on Information pmlded by the client. The designer discialars any responsibility for damages as a result of faulty or Incorrect adormation, 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- cine p Jeet and accepts no rmponsibwty or e tMtSm no control with regard to fabrin- llon, handling. shipment and Instanauon of busses. 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 Building Designer Iregislered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown arc in agreement with the local building codes, 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 otherwise specified- Where bottom chords in tension are not fully braced laterally by a pmperly applied r lgid -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 hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the tab,fcator shall review this drawing to verify that this drawing is in conformance with ire fabricator's plans and to realue a continuing responsibility for suck, veri- fication. Any discrepancies are to be put in writing before culling or fabrication. Plates shall not be installed m•er lomtuoles, knots or distorted grain- Members Shan be end for tight Fitting wood to wood bearing, Con- nector plates shall be located on both rags of the truss with nails fully bnbedded and shall be sync. about the joint unless otherwise shown. A 5s4 plate is 5- wide . 4- long. A 8x8 plate s T wile r Er long. Slots (holes) run parallel to the plate length Specified. Double cuts on well members shall meet at the ccntrold of the webs unless otherwse shown. Connector plate sizes are mbtanun, sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erccuon stresses. This truss is not to be fabricated with fire retardant ".led hunber unless otherwise shown. For addWonal information on Quality Control refer to ANSI/TTI 1-1995 PRECAUTIONARY NOTES All bracing and erection rece.—cr latons are to be followed In accordance with -Handling Installing h Bracing-, 1118.91. Trusses an to be handled with particular erne during banding and bundling- delivery and Installation to avoid damage. Temporary and pemanent bracing for holding trusses in a straight and plumb pos- tern and for reststmg lateral forces shall be designed and installed by others. Careful hand- ling Is essential and ercctlon bracing is allays required. Normal precautionary action for trussm requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons uperienced 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 wetght of the erector shall be applied to trusses until after ap fastening and bracing is completed. JB: SUNBURY I 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= 125rrph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type- Encl L= 40.0 ft W= 7.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/257 at Mid -panel # 1 L=-0.3311 D= 0.05" 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 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: G QTY:9 =_ ==Joint Locations- ==_==_ 1) 0- 6- 8 3) 7- 0- 0 2) 7- 0- 0 4) 0- 6- 8 ---- MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift y-Loc Type 6-10-12 151 167 -355 TOp PIN 0- 1-12 280 197 -433 BOT PIN 6-10-12 81 0 -51 BOT H-ROLL 7-0-0 1 2 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" V EXCEPT AS SIIOVN 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 FL a1 ]pa De ign: Affuhr Analysh WRKItl111MU: 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 sinnnar bracing which Is a pan of the building design and which inusl be considered by the building destgner. Bracing shown Is for lateral support of truss members only to reduce buckling length- Pruvulons must he load to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required (See 1118-91 of 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 or special 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 veiny that 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 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 slrC9ses. Tits tress is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Conlml refer 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 in a straight and 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 requites such temporary bracing during Installation between trusses to avoid 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 bracing is completed. 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 Ilk Ilk 1 2 6.00 3-10-3 I I 7-0-0 Ilk 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: I CONTRACTOR. 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 bracing which s a part of the budding design and which must be considered by the building dcslgner. 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 of the overall structure may be rmiulred. (See HID-91 of TPI). . Dead 10.0 $f p LICENSE #0050068 fDuss Plate Institute. TPI. Is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). 1890 GREENBROOK Cr.OVIEDO.FL32766 TOTAL 33.0 psf Attach with 0) 10d Toe -Nail$ 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 VVrra a oAl7'1rul/tyfY HCS: 06.02.02 DESIGN INFORMATION This design Is for an Individual building component and has been Cued on Information ov prided 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 or exercises no control with regard to librlca- 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 budding codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a 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 1 0 verify that this drawing is In mofomtance with the fabricator's plans and to —lim a continuing responsiblty for such veri- fication. Any discrepancies are to be put In writing before cutting or fabrication. Plates shad not be Installed over knotholes. knots or distorted grain. Members shad be cut for tight fitting wool to wood bca ring. 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- Iing and/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- ling is essentml and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during 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 Req MAX LIVE LOAD DEFLECTION: L/643 at Mid -panel # 1 L=-0.10" D= 0.01" T=-0.08" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 0-4-3 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 11 Ilk 4 3 219# 3.50" 110# 2.50" 14-9 �e 5-1-8 61# 50" I (R1-1-7) C/L: -0 4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/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: 1.25 BRACING WARNING: 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— Bracing shown Is for lateral support of truss members onh• 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 psf .1 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 or accuracy 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 or occupancy 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 for such 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 the Joint 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 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 arc 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 of persons experienced In the installation of trusses. Professional advice shall be sought If needed. Concentration of construction lads greater than the design lads shall not to applied to trusses at any tune. No la ds 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 L I 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. 5-1-8 - r (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 stems y A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D%vg: CONTRACTOR. BRACING WARNING: Dsgur: TLY Cldc: TC Live 16.0 psf 4005 MARON DA WAY 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 bracing at ends and spec81ed locations determined by the 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 rov plded 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 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 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 responsibility for 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' wide x 4- long. A fi<8 plate is 6' wide x 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- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quakily Control refer to 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 under the control of persons 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 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 2-411 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 lk Ilk 1 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: 1.25 BRACING WARNING: 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. Bracing shown is for lateral support of truss i ly n rnhem onto reduce buckling length. P—Islons must be BC Live 0.0 psf O.C.Spacing: 24.0" p made to anchor lateral bracing at ends and specified locations detennined by the budding designer. Additional bracing RC Dead 10rif Design Criteria: TPI of the merall structure may be required. (see HIB-91 of TPd. H'russ Plate Institute, 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: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 Infonnatlon, specift"uons 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- 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 writing before cutting or fabrication. 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 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 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 during banding 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 ru tsses 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 3-1-8 111 Ilk 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: 1.25 which is a part of the building design and which must be considered by the building designer. Bracing shown isrs for lateral support of truss membeonly to reduce buckling length. Provisions must be BC Live 0.0 psf O.C. Spacing: 24.prr ,,P made to anchor lateral bracing at ends and specified locations delemained try the building designer. Additional bracing of the overall structure may be required. (Sec HID-91 of TPI). . �C Dead 100 psf p- Design Criteria: TPI (Truss Plate Institute. TPI, is located at 583 D'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 designer disclaims 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 part 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 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 responsibility ty far such verl- cttlon. Any discrepancies are to be put In writing before cutting or fabrication. 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 certain hand - 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 mnstruclbn loads greater than the design Inds shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to 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 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 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. 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" 0 1-1-8 ­j6 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/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 4005 MARON DA WAY SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing. portal bracing or similar bracing TC Dead 7.0 psf which is a part of the budding design and which must be considered by the building designer. 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 TOMAS PONCE P.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 or accuracy 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 filling wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate Is 5' wide x 4- long. A 6x8 plate is 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 to I,.,, 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{o EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/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: TLY I Cldc: Date: 6-18-02 0 TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARON DA WAY 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. Bracing shown to Ibr Lnemd support of Iruss members only to reduce buckling length. 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 bracing of the 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 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 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 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 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 cutting or 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 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. 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 6.00 6.00 5X10 5X10 21-0-0 11 10 9 8 7 1447# 8.00" 11 3-10-3 0-4-3 1-1-9 1447N 8.OU 21-0-0 L 1'1'9 (R1-1-7) 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 designer disclalms any rsponslbWly for The as a result of faulty or 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 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 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 writing before 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 of the webs unless otherwise shown. Connector plate sizes re minimum sizes based on the forces shown and may need to he increased for certain hand- Sng and/or crecdon 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 k3-0-0 Ilk 9-0-0 1 2 5 6 6 0000 -6,00 4X8 4X6 F 21-0-0 10 9 g 7 745N 8.00" 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. Bracing shown Is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing al ends and specified locations determined by the building designer. Additional bracing of the 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/or erecllon 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 during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Itlon and for resisting lateral forces shall be designed and Installed by others. Careful hand. ling is 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. Concentration of 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.n oa 11-1-9-9 (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 bracing which Is a tart of the building design and winch must be considered by the budding designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. 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 of TPI(. (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 h s 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 spacing of 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. Any discrepancies arc to be put in writing before cutting or fabrication. Plates shad not be installed over knotholes. knots or distorted gram. Members shall be cut for tight 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 bracing is 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 under the con 1-1 of persons experienced in the tnstallatlon of truss-. 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 y stems CONTRACTOR. BRACING WARNING: Dsgnr: TLv Chk: TC Live 16.0 psf 4005 MARON DA WAY Bracing shorn on this drawing N not erection bracing, wind bracing, portal bracing or simlhr bracing TIC Dead 7.0 psf SAN FORD. 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 psr (407) 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 to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bracing of the memll structure may be required. (See HIB-91 of 9l . BC Dead 10.0 psf LICENSE #0050068 rruss Plate Institute. TPI. is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). TOTAL 33.0 1890 CREENBROOIC Cr'.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 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 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 for approval 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 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 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 20 gauge 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 a continuing 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 of trusses. Professlonal advice shall be sought if needed. Concentration of construction loads gt eater 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 —3X ai. 4t2 0-P2 0-7 f3 G 5 5 4 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 which is a part of the budding design and which must be considered by the budding designer. 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. TOMAS PONCE P.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-LOKVOB51125AfP11lSUN1V NOTE: 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 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 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 unless otherwise specified. Where bottom chords In tension are not fully braced latemlly, by a Properly applied 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 of the 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 to avoid 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 g 10421/ 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: 1.25 4005 MARON DA WAY SANFORU, FL. 32771 Omcing shown on this drawing Is not erection bracing. wind bracing. portal bracing or sunflir bracing which is a pan of the budding design and which must be considered by the building designer. 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 bracing of time overall structure may be required. IS" HIB-91 of MI. BC Dead d 10.SC U P- Design Criteria: TPI LICENSE #0050068 (truss Plate Institute, TPI. Is toasted at 583 D'Onofrio Drive. Madison. Wisconsin 53719). �.1 Code 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 of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown 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 by sheathing unless otherwise specifled. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maxtrnum spacing of 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 verify that 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/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 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 to avoid 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 I I TO 9 1042# 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: 1.25 4005 MARON DA WAY SANI--VIKU, I---L. 32771 Bracing shown on this drawing is not erection bracing. wind bracing. portal bracing or shnilar bracing which is apart of the building design and which must be considered by the building d-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.On p g• TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified 1-tions determined by the building designer. Additional bmcing of the overall structure nn:uy be req(sIllli-9l TPI). BC Dead . 1.00 Psf Design Criteria: TPI LICENSE #0050068 eeuired. of rrm" 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 the correctness or accuracy 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 or special 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 fitting wood 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- 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 shorn. Connector plate stets am 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 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 of erection of tosses shad be under the control of persons experienced in the installation of I-"-. Professional advice shad be sought If needed. 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" 9 1-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 bracing which Is a part of the budding design and which must be considered by the building designer. Dracing shown is for lateral support of truss members only to reduce buckling length. 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 of 7rd. frruss Plate Institute. TPi. Is located at 583 D'Onofrlo Drive. Ni dlson. 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- 0 component and has been based on infortnauon BOT CHORDS: 2x6 SP #1 D All COMPRESSION Chords are assumed to be 2) 5- 0- 0 6) 30- 0- 0 10) 0- 0- 0 provided n the client. Thedesigner any responsibility for damages asornutiof a resdisIt of WEBS: 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 p y 4 25- 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 the client and the correctness or accuracy staggered pattern per nailing schedule: End verticals that are extended above/below ------------ TOTAL DESIGN LOADS ------------ oflhis information asItmay relate toaspe- 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 and accepts no responsibility or exercises no control 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 truss has been designed as an PROVIDE UPLIFT CONNECTION PER SCHEDULE: in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf TC Vert L+D -46 25- 0- 0 -46 31- 1- 9 Individual building component In accordance with Support 1 766# Impact Resistant Covering and/or Glazing Req BC Vert L+D -20 0- 0- 0 -20 5- 0- 0 ANSI/TPI 1.1995 and NDS-97 to be Incorporated Support 2 766# BC Vert L+D -33 5- 0- 0 -33 25- 0- 0 D ignofthcberedarding desectorpBessiong Designer (registered edarchd professional MAX LIVE LOAD DEFLECTION: .TC... FORCE ... CSI ..BC...FORCE ... CSI BC Vert L+D -20 25- 0- 0 -20 30- 0- 0 o a engineer). When reviewed for approval try the by L/707 at 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 checked to be sure that the data shown MAX HORIZONTAL TOTAL LOAD DEFLECTION: 3- 4 -10679 0.51 8- 7 6407 0.54 BC Vert L+D -195 25- 0- 0 are in agreement with the local building codes. local climatic records for wind or snow loads. T= 0.29" 4- 5 -6391 0.22 7- 6 5874 0.33 ----MAX. REACTIONS PER BEARING LOCATION ----- 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 (lap 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 rtgd ceiling. they should be braced at a maximum spacing of 10'-O" o.c. Connector plates shall be manufactured from 20 gauge hot dipped g 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 be Installed 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. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other 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" 1685N 3.50" (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 part of the budding design and which must be. considered by the building designer. Bracing shown is for lateral support of truss members unly to reduce buckling length. Provisions must be made to anchor Lateral bracing at ends and specdicd locations determined by the building designer. Additional bracing of the overall structure may be required. (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 accuracy of this information as It may relate to a spe- clllc 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 he incorporated as pan of the building design by a Building Designer (registered architect or professional engineer). when reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes, local climatic records for wind or snow loads. Project 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 the joint unless otherwise shown. A 5.4 plate is 5" wide x 4" long. A 6.8 plate is 6" wide x 8" long. Slots 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 "Handling Installing & Bracing", HIB-91. Trusses are to be handled with Particular ore during banding and hurdling, 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 toppling and dominotng. The supervision of erection of trusses shall be under the control of persons experienced In the Installation oft--. Prof tonal 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 fastening and 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 SCHEDULE Support 1 226# MAX LIVE LOAD DEFLECTION: L/999 L=-0.04" D= 0.00" T=-0.04" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.09" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.09" RMB = 1.00 0-3-15 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 Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Fact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 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 bracing or similar bracing which is a pan of the building design and which must be considered b the budding designer. show" la for lateral y finer. Bracing ( ) TOMAS PONCE P.E. support pPxrrt of truss members only to reduce buckling length. Precisions must be i 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- 0-14 BC Vert L+D 0 0- 0- 0 -24 7- 0-14 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift y-Loc Type 0- 2- 8 94 226 -512 BOT PIN 6-11- 1 193 0 -266 BOT H-ROLL 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 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 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 responsibility or 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 of the 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 or bottom) are continu- ously braced 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 or fabrication. 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, 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 - 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 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 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<1 111 4-8-8 Ilk 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 psf which is a pan of the building design and which nmsl to considered by the building designer. Bracing shown is for atemi support of truss members only to reduce buckling length. 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 sf Additional bracing of the merall structure may be required. (See HID-91 of 7Tll. 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 "ons plbWty for damages as a result of faulty or incorrect Information, specifications and/or designs furnished to the truss designer by the client and the emmciness or accuracy Of this Information as It may relate to a spe- 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 Building Designer (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 or special 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 applied right ceWng, they should be braced at a maximum spacing of 10'-0- o.c. Connector plates shag be manufactured front 20 gauge hot dipped galvanbed steel meeting ASiM A 653, 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 responslbWty for such veri- fication. Any discrepancies are to be put In writing before cutting or fabrication. 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 the Jotnt unless otherwise shown. A 5x4 plate is 5- wide x 4' long. A 6x8 plate is 6' wide x 8- long. Slots (holes) rim parallel to the plate length specified. Double cuts on web members shag meet at the centrold of the webs unless otherwise shown. Connector plate sizes are tnlnlmum sizes based on the forces shown 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 additional hdormatlun on guagty Control rder to ANSI/T PI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed lit accordance with "llantaing Installing & Bmcmgr. IIIB-91. Trusses are to be handled with particular are daring banding and bundling, delivery and installation to avoid damage- Temporary and permanent bracing for holding trusses in a straight and plumb pm- Ition and for resisting lateral forces shall be designed and Installed by others. 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 toppling and dommoing. The supervision of erection of . trusses slug be ender the conof persons experienced in the installation of trusses. 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. 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= 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, shown on this drawing is not erection bracing, wind bmcmg, portal bmring or similar brarmg which is a pan of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members Only to reduce buckling length. Provisions must be made to anchor lateral bmcmg at ends and specified locations determined by the budding designer. AddlUnnal bracing of the wemg struclum nay be icquhed. (See HfB-9t of TPB. rrnss plate Institute. TPI, is located at 50 D'Onofrio Drive. Madison. Wtsrnnsm 53719). Attach with (1) LOd Toe -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 of faulty or Incorrect infounallon. sp =Huns and/or designs fumished to the truss designer by the client and the correctness or accuracy of this Inlonnauon - it may relate to a spe- cific project and accepts 'to responsiblllly or exercises no rontm) with regard to fabrio- uon, handling, shipment and Installation of trusses. This truss has been designed as an Individual build",, component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer tregstered architect or professional enginecrt. 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, 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 or bottom) are cuntlnu- ously braced by sheathing unless oUnerwtse specified. Where bottom chords in tension are not fully braced laterally by a pmperly applied rigid telling, they should be braced at a maximum spacing of 10'-A- o.c Connector Plates shall be manufactured from 20 gauge hot dipped galvan"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 in conformance with the fabrfator's plans and to reallm a continuing responsibility for such vcd- Beation. Any discrepancies are to be put in writing before cutting or fabrication. 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. 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 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 shown and may need to be increased for terrain hand - 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 "Handling Installing 8 Bracing', IIIB-91. Trusses are to be handled with particular are during banding :rid bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- ition and for reststing lateral forces shall be designed and Installed by others. Careful hand- ling b essential and election bracing is ahvays required. Normal preoutlonary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dommoing. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of Incases. Pro(esslnnal advice shall be sought If needed. Concentmllon of construction loads greater than the design loads shall not be applied to trusses at any ttme. No luada other than the weight of the erectors shall be applied to trusses until after aII 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 Shim or wedge if necessary to achieve full bearing. 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 multiple supports. Interior bearing locations should be (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= 1.0 Bld Typeee Encl L. 40.0 ft W= 3.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req -.TC... FORCE ... CSI .-BC ... FORCE ... CSI 1- 2 47 0.25 4- 3 17 0.19 TI: Z2 QTY:4 ====--------==Joint Locations=====__________ 1) 0- 9-13 3) 3- 1- 8 2) 3- 1- 8 4) 0- 9-13 ------------ TOTAL DESIGN LOADS------------ Uni form PLF From PLF To TC Vert L+D -46 -1- 1- 9 -46 0-10-11 TC Vert L+D -82 0-10-11 -82 3- 1- 8 BC Vert L+D -20 0- 0- 0 -20 0-10-11 BC Vert L+D -38 0-10-11 -38 3- 1- 8 ----MAX- REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3- 0- 4 114 88 -176 TOP PIN 0- 1-12 198 119 -284 BOT PIN 3- 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 ERECTING CONTRACTOR. BRACINGWARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bmeing or similar bmcbug which is a part of the building design and which must be considered by the building designer. Dracing shown is for lateral aup pon of truss members only to reduce buckling length. Provisions must be made tin anchor lateral hmcing at ends and specified loatlons determined by the budding designer. 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, h1 dison, 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 HOMES Address: 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 systems 2. Single family or multi -family _ Single family a. Central Unit 3. 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/A — 7. Glass area & type — a. Clear - single pane 267.0 W 13. Heating systems — b. 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. Wall al types 14. liot water systems — a. Concrete, Int Insrtl, Exterior — 12=4.2, 720.0 ft z 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 Total base points: 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 Insulation g 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 = Cooling Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (DM x DSM x AHU) 43640.2 0.4266 18616.9 48091.7 1.00 (1.079 107 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 Overhang Floor Area Type/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 3.26 Exterior 1712.0 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 1984.0 286.2 3710.2 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 Insulation 9 0.0 136.0(p 2.50 340.0 Raised 0.0 0.00 0.0 Base Total: -258.4 As -Built Total: 136.0 340.0 EnergyGauge® DCA Form 60OA-2001 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 = Heating Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (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 - GMtGK 612.1 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 systems 2. 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 Construction though the above energy saving features which will be installed (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 performance score is only available through the FL,,i /REScomputer program. This is not a Building Energy Rating. If your score 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. Contact the Energy Gauge Holline at .321163,-.-1492 or see the Energy Gauge web site at w vw.fsec. ucf edu for information and a list of certified Raters. For information about Florida's• Energy Efici.enc r Code For Building Construction, contact the Department of Community Affair.: 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. NOTARY PUBLIC C:\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 ROLLER 6. OPTIONAL - (MIN) p ; .080" 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 C KET .04 6" RESPONSIBILITY OF THE PROFESSIONAL OF RECORD .FOR THE BUILDING OR STF,ffi.,CJafRE AND .054" VERT TRACK •• IN ACCORD ANCE.,,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 KET C '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-'018519 NORhL.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 ADDISON OR., 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 0110 WINDL 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��O�N�� p�R: PEll FL 32514 = s :`• 189: tc:•r (P/N 125i39). . F�jRtOA 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�`:�b f�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 I _w �/. 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 I I I 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.I i 1 •.i'!:.',GEORCIA"c �(•�' NOKTij*Q'R0PI.k C£XilE1CT0NLNCC 02306 ' E Date �:: -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- & IN TERIVEDIA - TF HINGE L OCA TIONS 14' Approved: ORANGE t1i COUNTY BUJLMPt�A- 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 is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. (1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 5.77. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .34 or 6%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 5.07. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .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 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 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). S APPRO 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 1 1. 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. LI�ll (2) 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 i LOADS LISTED ON THIS DRAWING. 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—\jj BOLT & 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 recorded at 2.51. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .31 or 12%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 1.59. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to A or I I %. (3) Upon inspection after test procedure, the intermediate section had creased at the hinge location. The door was shown to be safely operable. DRAWING NUMBER: 0108 P •TEST DATE: January 25, 2001. Temp 64° F. 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 better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have less loading at equivalent pressures due to the decrease in area. Doors heights are approved to 3 times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Question and Answers, GA18(Q127). APPROVED OPTIONS ®Based on other tests 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$RlT z� NOTES. 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). 2. GLAZING OPTIONS - TOP OR INTERMEDIATE SECTION, .090 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 b I I (4) 1/4"-20x5/8"� SELF -THREADING SCREWS (2) 1 /4'-20x5/8" 2 4Y 10 2"RSLLER TEK SCREWS ALL / / / (P/N) 108135 END HINGES ®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. jr r 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{519 NORTH 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 P 2. 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 fastening method, 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 ;u ,OF MULL #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 . �u�r ME AN�rT�rACTURER NA: SILL _ �r — AARA�t» p D 1> p 3/4-M MASTER FR,E # -7 - p D p p D SEE CHART FOR p D • FASTENERS- NOTES: 1) AL SA8A1 3MIH51M EXTRUSIONS' AR((E ALLOY 6083 T8, OOWRNH CHAAI ESS ' PA P. B 2)CTHSl1SCLE LEG, TEfE OTAPCON 1�E") F4 REG. SHALL E3/2 49121 -PLACED ON MULLION CLIP CENTERLINE. DATl4 3/21/02 3) CUNCRETg COMPRESSIVg STRENGTH AT 28 DAYS. 3,000 PSI I t . IlUhANDEX PAGE- 30 1) ALL ALUMINUM EXTRUSIONS ARE OR 6083 T5. 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 STRENGTHMULLION CUP E- 3.000 PSI AT 28 DAYS. CRARI ES A. I'AG F' REG. EKG. i# 49121 DATE: 3/21/03 CCPPI` UL nORMA BAA.F. MANUFACTURER .NAME: . f 1/p/q�F� �n 1�✓, MASTER FILE It #10 x 3/4" TEK SCREW- DW SILL -I,", 1--, .� ` SFI HEAD i HORIZONTAL MULLION SCHEDULE SiNC W UNIT TYPE .OF MULI:ION TYPE OF CLIP +IMTH WINDOW DESIGN PRESSURE NTH HEIGHT NUMBER AND INCH IN 35 PSF FLA-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 --_ __-_OK4 x 3:0 ---- 3 160 x 1-1 2 TAPCONS _ 50-5 - --- ___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 TAPCONS 76-3 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'TAPCONS 38_= e p, x 3:�--- --- OK---- 4 _3 16_0 x 1- f2 TAPCONS 50=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" TAPCONS 7663" -3 4' --- - --- --- 1.0 x 3.0 OK 4 �.---- a------ _3 160 x l-J2 TAPCONS 4 3 160° x 1-1 2'� TAPCONS 36=1j4 50-5%8 1.0 x 3_:_0_ --- ---- ---- 4 4 _3 16_�_x 1_1 2 TAPCONS 3 160 x 1-1 J J2 7APCONS 63" - 1.0_.x 3.0--- - --OK 4 3 160� x 1-1 2" TAPCONS --1 - f 76-3 4�' `-- - --- --- _0_K 4 _3J60� x.l-J2" TAPCONS 2� `-- 1_0 x 3'0_ OK 4 F--- a------ 3 160 x 1-1 2 TAPCONS 3B_-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_-1 ---Z_ _1_0 63" x 3:0 ___ OK_ 2 24 TA_PCON_S 1 40'` 76-3 ---1.0 _x_3:0 _- --- OK --- 2 -- _x_1_-_1 2�'TAPCONS -40' x 1=1/2 T----- --4-____ APCONS 2 i 40 x 1-1 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 HEAD 3/4" � C4 � rz o 0 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 OR 3/18'0 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 BUCK SEE ELEVATION FOR 'ANCHOR SPACING. DM BUCB1Wrm 131/2-pMIN EMBEDMEH-SUB W. 3EE EMA710H FOR ANCHOR SPACING. WOOD BUCK 2 HY WOOD BUCK Na. or I Na or 80-.� 18 .0 SD(4) 462441s M 67.6 67.b 67.b 24 lILS76- e0- 67.3 Ia 8 9 �'6- �•6 57.6 1e e lPe' fi0' SA7 6a.7 2 9 65625 (ea) 66e a6.e l0 Rol 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 10 Wr us- el6 64.6 20 10 M 82S (E6) 54.5 64.0 1D !0 Nn/ It PAR11Nm- Dm Pm IIZE WIDTH sue IN Tt;aT- 'ALL i , R NE & 60.0 D. P... -SHIM Sl REQUIRED TYP. JAMB. SECTION WOOD SHIN (SHOVNI OR MUDD CK A5 REQUIRED 1 BY 2 BY BUCK (2) 3/18.0 z 2-1/4' TAPCON OR MIAMI DADE APPROVED CONC- FASTENER SEE ELEVATION FOR ANCHOR SPACING. �• 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 EXTRUSIONSAREALLDY60633 USE HICOR To IM TYPICAL'•WALL THICKNESS OF-0.62' 4; GLASS THIC ALITY CAULI( BEHIND WINDOW FLANdK X KNESS BASED -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 � OTHER ARCHITECT• 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 - (� Q �RATITB AHALTMS CHART Na or stoxs cDIP�IGN LOAD ANCHORS No OF ANCHORS Q A IN S Pomm Nwam! h Sul !0 W r^ C�1 A "V an.88.7 08.4 SO e ' A 4) 88.7 - 24 66.7 60.4 10 8 a �• rj 88.7 774 24 (A) 88.9 &16 la 6e.7 aae a a O 1 E-, O (Y 1e a '-'' 66- 86.7. 79,E 20 (=8) a '•mil 68.7 78.8 ID a N O 80 eo to (n (44)) 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 O (26) 68.7 e6.2 10 (2) 3/16"0 z 2-3/4` !0 q .y y k u TAPCON OR MLAMI DADE APPROVED CONC. -- FASTENERS. q b $ SEE ELEVATION FOR ° N _ 104 A u ANCHOR SPACING. 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 OR 3/16"d x 2-3/4" TAPCON THRU 1 BY BUCK (SHOWN) 3/16" TEMPERED GLASS WIT H A 1-1/4` MIN. EMBEDMENT INTO MASONRY. n SEE ELEVATION FOR ANCHOR SPACING. PANEL ,SIZE O (2) #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.� q EXTERNAL INTERNAL cl-) 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 6 49.8 49.8 12 18 22 . 6 o :r 30 V x 791/2 " 49.7 E45 Imo. v� t 10 16 A W 38 /l6 x 791 " 45 20 8 OPTIONAL 12. • 18 22 8 2 BY WOOD BUCK SERIES 500 ALUMINUM 5LH)IG GLA33 DOOR O L] co (2) @lo : 1 3/4" PH -sus INTO 2 BY FASTENER CHART OPERABLE PANES 1p BUCK VM 1-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 GOOD BUCK MVUI'A(,"j^�R NA�, 1 : P1ooD BUCK DADE APPROVED CONC. CALL SIZE AIDTH �►iJG j FASTENERS. • c n n44 s ' C.S.)9) -�1 SL FOR ANCHOR SPACING. e e SHIM AS REgUIRED WOOD SHIM SHOW TYP. HORN OR MCIDD TRACK AT REQUIRED 1 BY / O (2) 3/1870 z 2-t/4" TAPCON OR MIAMI SEE ELEVATIONPFOR ANCHORC. •SPACE INCER o NOTES; 1 SND1 AS.REQUIRED• MAX SHIM STACK 1/4". 2; ALL ALUMINUM EXTRUSIONS ARE ALLOY 6083-T5 4 OR T6 WITH TYPICAL, WALL THICKNESS OF 0.62" a . e 3 USE HIGH QUALITY CAULK BEHIND WINDOTf FLANGE. 4; GLASS 'THICKNESS BASED ON TABLE E1300 GLASS CHARTS, AND MAY VARY DEPENDING ON SIZE ? 6) THE RESPONSIBILITY FOR SELECTION Of NORANDEX PRODUD BUILDINCG CODES, ORDINANCES 'OR TH R' sAFETTo MEET ANY Api,LICABii Ty HEADER ANSILL SECTION REQUIREMENTS REST :SOLELY WITH THE ARCHITECT• Tom• 1 BY BUCK 8) 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 RPATION &I 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.s /1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. voi, - ZMA, 1 W/1 -1/2 ' MIN.. EMBEDMENT. SEE ELEVATION FOR .ANCHOR SPACING. 0 w ` a ALT. FIN ATTACHMENT F ' UNDER SHEATHING 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-T5 OR:'18: WITH 9'•YPIGAi,. W 3) USE':ffiGH.;Q1aAUTY••CWVLX [BEEHIND WINDOW FLANGE 4 GLABS:9HI6i5i SS•.)3A8ED ON TABLE Eisoo GLASS cH; AND: Y11ARY IIBPENDING ON SIZ& 5)O IL17'1'.Y�'OR SELECTION OF NORANDEX PRODIiCT'$ :T©:; ..ANY APPLICABLE LOCAL LAWS, HUQ6ING.!CQ1) 9� :oRDINAN(¢ES .OR OTHER SAPE1'y 8 T SOLELY WITH THE ARCHn= l7Nm.v*;co ACTOR 8) NOTE'''IND[IAYES::TIiAT UAL. FASTENERS AT HEAD` AND`-RR.1_ rAOiF- nnr... i UIO X 1-3/4` kIt S.M.S. W/1-1/2• MIN. F�MEDMENT ANCRORAA SPACING. van WINDOW FASTENER. SCHEDULE dS10NS HEIGHT 140. ANCHORS ' HEAD/SILL N0. ANCHORS JAMB w INCHES SEE NOTE 6 35 45 60 95 45 60 Eq PSF PSF PSF PSF W 2. T22 2 22 .22 2 a• 2 2. q oq� _2 2 2 2• 2 3 3 �•��, LYi w 97-1/4 _2 2• 3 2 'F 3 _3 ~' �' - 9• 9 4• 'F 3f33 3 w 49-6/8 _2 2 2• 9 ti C>y 2 9 .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. •4 v.. 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-A /�/ [E. 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 SEE ELEVATION FOR ANCHOR SPACI 1�G -_ . _ _ 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 B M Yix umR vwm©, WOOD FRAME T P- .T Et' O.� Yi1 1/4' MAX SHIM (BOTH AMBS) AIL -A NOTES: ��// 1) SHTM AS REQUIRED,. MAX SHIM STACK 1/4'. 2 ALL ALUMINUM ErMUSTONS ARE ALLOY 8063-T5 0 OR T6. 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 GLASS ELEVATION FOR CHARTS, 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 CONTRACTOR CHARLES A. P 'P.1,- • s) NOTE • INDICATES. THAT EQUAL FASTENERS AT a DETAIL=B . I FL REG. ENG. B_ ,4912L. HEAD AND SILL ARE REQUIRED. DATE; 3/27/62 ' NORANDEX PAGE 21 io TAYCON WITH A EMBEDMENT SEE ELE A410N FOR W0 /ll/2" MIN. EMBEDMENT ANCHOR SPACING. - 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 ONEHIND TABLE FA300 GLASS E .4 • • 6) PADND MAY VARY DEPENDING ON SIZE. PRODUCTS T1 ET �- .� •APPLICABOLLi�LOCAL I ADYIS -BUILDING CODES;:ORDJNANCE9 OR`:OTHER SAFETY REQUIREMENTS; ,SOLELY REST i9ITH THE ARCHITBCT; BUILDING ORNER:-b' CONTRACTOR. . 6) A PRESSURE TREATED: - ACTOR. MARBLE SILL SHALL BE-ADDED'UNDEg`THg. PRODUCT TO FULLY SUPPORT UNPP.. •THIS"SUPPORT SHALL BE FIRMLY ATTACHED INTO MA30NARY AND SUPPORT THE T OVER ITS FULL LENGTH: 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 AT H� B.O.A.F.- 3/16• TAPCON 'EMBEDMENT MANUFACTURER NAME: W/1-1/4- MIN. (SEE ELEVATION FOR ANCHOR SPACING) /1/nl(I4�y�iG t� R FUZ# e• d• I - CALL SIZE WIDTH . 1/4' SHE MAX (BOTH la,mc MU 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. E FL REG. 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 OA 1M�INEL�'. 1-1/4' MIN. EMBEDMENT SEE YATTON FOR ANCHOR SPACING. lu F.H. S.M.S. WITH A IN. 1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR RuArm— ALT. HEADER SECTION Tn'• 2 BY BUCK 3/16" TAPCON ' 17/1-1/4" MTN. EMBEDMENT SEE ELEVATION FOR FOR ANCHOR SPACING. NOTES: 1) SHIM AS REQUIRED, MAX SHIM STACK 1/4'. 2) ALL ALUMINUMOR EXTRUSIONS ARE ALLAY 6063—T5 PIC3 USE THIGH Q ALITYCAULK BEHWALL jN �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 TO MEET ANY APPLICABLE LOCAL LAWS, BUILDING CODES, ORDINANCES OR OTHER SAFETY REQUIREMENTS REST SOLELY WITH THE ARCBITECT, BURRING OWNER OR CONTRACTOR e) A PRESSURE TREATED WOODEN BUCK OR MARBLE SILL SHALL BE ADDED UNDER THE PRODUCT TO FULLY.SUPPORT UP71T. THIS SUPPORT SHALL HE FIRMLY ATTACHED INTO MASOSUP AND SUPPORT THE PRODUCT OVER ITS FULL MARY BY OTHERS). LENGTH (SUPPLIED 7) CONCRETE COMPRESSIVE STRENGTH — 3,000 PSI AT 28 DAYS. 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 ELEVATION FOR ANCHOR SPACING. 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. OFFICE MIii12O-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_N r 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 Door under Chapter 8 of the Code of Miami -Dade County govcrninl*l Elie use of Alternate Materials and*Types of Construction, and completely described herein, has been recommended for acceptance by the Miami -Dade County Building Code Compliance Office .(BCCO) tinder the conditions specified herein. This NOA shall hot be valid after the expiration date stated below. BCCO reserves the right to secure this product or material at any time from a jobsite or manufacturer's plant for quality control testing. If this product or material fails to perform in the approved manner, BCCO may revolve, modify, or suspend the use of such'product.or material immediately. BCCO'reserves the right to revoke this approval; if it is determined by BCCO that- this product or material fails to meet the requirements of the South Florida Building Code. The expense of such testing will be incurred by the manufacturer. ACCEPTANCE NO.: 0.1-031.1.24 tr EXPIRES: 04/02/2006 Raul Koorlgucz Chief Product Control Division THIS IS THE COVERSI.IEET. SEF ADDITIONAL PACES FOR SPECIFIC AND GENERAL CO-ND1T1o2j5 BUILDING CODE &-PRODucr REVIEW COINTIN11TTEF, This application for Product Approval has been reviewed by.the BCCO and approved by the Building Code and Product Review Committee to be used in Miami -Dade County, Florida under the- conditions set forth above. 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-Dadc County, for the locations where the pressure requirements, as determined by SFBC Chapter ?3. do not exceed the Design Pressure Rating values indicated in the approved -drawings. 2. PRODUCT. DESCRIPTION 2.1 The Series Enterey 6-8 S-W/E Inswing Opaque Double Residential Insulated Steel Doors with Sidelites-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 Bumper .Threshold (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 Acceptance num.ber'and.approval date by the Miami-Dadc County.Product Control Division.. These documents shall hereinafter be referred to as the approved drawings. 3. LIMITATIO.NS 3.1 This approval applies to single unit applications of pair of doors and single door only, as shown in approved drawings. Single door units shall indlu.de all components described in the active Ieaf of this approval. 3.2 Unit shall be installed only at locations protected by a canopy or overhang such that the ankle bet%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 %�Jih the approved drawings. 4.2 Hurricane protection system (shutters): 4.2.1 Door: the installation of this unit will not require a hurricane protection system. 4.2.2 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 and following statement: "Miami-Dadc County Product Control Approved". '6. BUILDING PERMIT REQUIREMENTS 6.1 Application for building permit shall be accompanied by copies of 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 tiled and the original submitted documentation, 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 this product and the product is not in compliance with the code changes. b. The product is no longer the same product (identical) as the one originally approved. c. If the Acceptance holder has not complied with all the requirements of this acceptance, including the'concct installation of the product. d. The engineer who originally prepared, signed and scaled the required doc1.1171cntation initially submitted, 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 shall •auto.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 this off icc. 5. Any of the following shall also be grounds for removal of this Acceptance: a. Unsatisfactory performance of this product or process. b. Misuse of this Acceptance as an endorsement of any product, for sales, advertising or any other purposes. 6. The Notice of Acccptancc number preceded by the words Miami -Dade County, Florida, and .followed by the expiration date may be displ*aycd in advcriising lilcriturc. If atiy portion of the Notice of Acccptancc is displayed, 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 for inspection at' 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 of Acceptance. 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 [IIrCbKMi • K2IC�CC, ]n6f PfHI�MIL( J+h1 •/I 1/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' CIL ' MAk MAX MAX MAX MAX NAY MAX MAX NAY 1 C Am [ rxvjj. . tr In +2A ISl D Ad ORI JaAi l7 1/ MAX I�QL •' DL SPACING A fT W 1. lIICf A 3 1116' 17 Top Cif CIDDA r t!•' f Ws A DLAX ' 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.s a..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 LLG MAX NAY MAX MnX MAX MAY NAX WAX �— �' 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. ASTRAGAL B. MASONRY DR CONCRETE CONSTRUCTION WHERE DOOR SYSTEM 1S ANCHORED TO A MINIMUM TWO BY APrmt804 CCWL11115 STRUCTURAL' WOOD BUCK.sounart�qAn�m NccooL C.MASONRY OR CONCRETE CONSTRUCTION WHERE N C;, JUrY U�LITI / DOOR SYSTEM IS ANCHORED DIRECTLY TO CONCRETE VATER INFILiRATIUI WHERE WATER IWFILiRA(IDN sY OR MASONRY WITH OR WITHOUT A NON-STRUCTURAL NDtL12Nl IS COED X REDUIREJ✓ENi IS NoI NECDEB ONE BY WOOD BUCK i '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_E NODI•V31'-e.Ly 3R 3/16' PFH TAPCDNS WITH 1 1/2' MINIMUM EMBEDMENT X UNITS SHALL BE INSTALLED ➢NLi AT LOCATIONS PROTECTED BY A CANOPY OR INTO MASONRY. OVERHANG SUCH THAT THE ANGLE BETVEEN THE EDGE OF CANOPY OR OVERNG s. UNIT MUST BE INSTALLED VlTN 'MIAMI-DADS COUNTY HA TO SILL 1S LESS THAN DEGREES. UNLESS UNIT IS INSTALLED IN APPROVED' SHUTTERS NON -HABITABLE AREAS VHERE THE UNIT AND IN[ AREA ARE DESIGNED TO i. THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES ACCEPT VATER INFILTRATiON. 1ND DOOR, THREE STAPLES PER JAMB INTO THRESH12LO'ON NDELITES AND DOOR I. LATEX SEALANT TO BE APPLIED AT SIDE BY SiDE L °"a [nlY,tr rT7IrItAnOtS hnlro I LWil uCTSIVIEL ntAL qL AYL JAMBS AND SIDELITES. 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-1 I. FRAMES SHALL BE PRE -PAINTED WiTH AN ACRYLIC LATEX VATER-BASED/ 91 mZra SHEET 1 OF 5 IATER-REDUCIBLE WHITE PRIMER VITH A DRY FILM THICKNESS DF 09 1D 1.2 MIL. aV110 LfsTZ 9/16, GLAZING DETAIL uIEERIER RAADc wa crux 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 CORM WtCE 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 HE VQOD HEAD 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 7 0 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 STEEL I l0 LOCK BLOCK STRVOOIKE STRIKE 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 '� 14 15 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�ar TCR JAN HIp L ( JN( • TNRlYY11 SIRIKE JAMB IWID SIBELITE rv jAX,.4pVR fCp; THEREArIER IHR(1fj1 ALL SIDCLIIE J-1 [MID SIIELIT[, 4• am rRl OP- NAX 15 (It-HEREArICR . EXTERIOR 17 1 LI6 PrN IA^URS v/NIKIRA A 1. RErER TD ELEVATION VICV, rDR 1 11F SEI$VS USED AND LQATI01 18 110 X 3/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 VOOD CASING EV_ Ise . V NIL. TO PI aR CR11Vµ!N, - IT R 22 r0R •SIDE Bf SIBC J"ar AS ii1L jo' mxul 6S I ® VOOD SIOEIITC HEAD JAMB EV-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 ® POLYPROPYLENE LITE FRAME 16U• DDL-2 HP Polypropylene by ODL 16 X 1 1/2':PAN HEAD SCREVS B PER FRAME SIOELITE STILES to Xu D Ic n Ari EV-t6 ' 15/16' X 1 II/16, MIL. TO BE PINE OR EDUIVALE-- • 1 PIN NAIL is 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 COMPANCE oFFICE FIII58lRG Ci 61 ACCEPTANCE N0. 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 ` i Pm. •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 11 sl@ Skisss bil[ sit am. in , K AFFRGI -DDR AS COHPLYCIG 'TMTHE ENM Fl 414 BMO D--CODDEE O«H BY / PRI pRODu T nDiro: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 STYLES 36" �-- ['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 DQ BLANK 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 ♦ IN�FR,. PR D RNWER PD 35 PD ]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 V a . 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 1 LAGLI: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—r lU\ 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 Door under Chapter S of the Code of Miami -Dade County governing the use of Alternate Nlaterials and Types of Construction, and completely described herein, has been recommended for acceptance by the Miami -Dade County Building Code Compliance Office (BCCO) under tilt; conditiolis specified herein. This NOA shall not be valid after the expiration. date stated below. BCCO reserves the right to secure this product or material at any time From a jobsite or manufacturer's plant lbr quality control testing. If this product or material fails to perform in the approved manner, BCCO- fluty revoke, modify, or suspend the use of such prodoci or material immediately. BCCO resem'es the right to revoke this .approval, if it is determined by BCCO that this product or material• flails to meet the requirements of the South Florida 'Building Code. 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 Building Code and. Product Review Committee to be used in Miami -Dade County, Florida under tile coliditions set forth above. :APPROVED: j/_05/2001 Francisco J. Quini:.ina, R.A. Di%t ctor 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. It approves a residential -insulated door, as described in Section 2 of this • Notice of Acceptance, designed to comply with the South Florida Building Code (SFBC), 1994 Edition for Miami -Dodo County, for the locations ,v.hcrc the pressure requirements, as dctcrriiincd by SFBC Chapter 23, do not exceed the Design Pressure Rating values indicated in the approved drawings. 2. PRODUCT DESCRIPTION 2.1 The Series Entergy 6-8 S-W/E Outsiving Opaque Sinold Absidential Insulated Steel Door with SideIites- Impact Resistant Door Slab Only and its components shall be constructed in strict compliance with the following documents: Drawing -No 31-1020-EW-0, Sheets 1 through 6 of 6., titled "Premdor (Entergy Brand) Wood Edge Single Door with Sidclites in a Wood Frames with Bumper Threshold -(Outswing),'' prepared by manufacturer, dated*7/29/97 with revision C dated 01115101, bearing the Miami -Dade County Product Control approval stamp with the Notice of Acceptance. number and approval date by the Miami -Dade County Product- Control Division. Thesc documents shall hereinafter be referred to as the approved drawings. 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 with the approved drawings. . 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 and following statement: "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 of tllc 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 Code (SFBC) 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 filed and the original submitted documentation, 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 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 product and the product is not in compliance xvith'the code changes. Is the evaluation of tl3is 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 initially submitted, is. no longer practicing the crigineering profession. I. Any revision or change in ttic materials, use, aamd/or manufacture of the product or process shall automatically be cause for termination of this Acceptance, unless prior writtcn approval has been requested (through the filing ofa rcvisi0n'applic3tion with appropriate fee) and granted by this off i cc. 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 any other purposes. 6. The Notice of Acceptance number preceded by the words Miami-Dadc County, Florida, and followed by the expiration date may be displayed in advertising literature. I.Fany portion of the Notice of Acceptance is displayed, 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 for inspection at the job site at all time. The engineer needs not reseal the copies. S. Failure to comply with any section of this Acecpta*nce shall be cause for teriiiination and removal of AcccOtancc. 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' MA K 4' MAX MAX 4' MAX MAX' 3' MAX ' MA T 7' MAX 3' MAX 114' ?' MAX MAX 4' 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 DLO ;' D 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_ c3�EE OTE [5) LES A 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 LOADS T43 THE ENDED TO F' 118 x 1 3/4' F.H.W.S UALIFT.THE FOLLOVING"IN.4TALL'AT10NS 35 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 BET SYSTCN IS AiiEHORED TO A MINIMUM Tv0 BY 'RUCTURAL VDDD BUCK MASONRY OR CONCRETE CONSTRUCTION VHERE BEt SYSTEM I�S�ANCHORED DIRECTLY TO CONCRCTE roam PRI77 m VKR( VATCR DD LIBATION i BY�vp00 BUCK VI1HOUT ANON -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 rO MASONRY, t UVIIS SMALL BE INSTALLED ONILT AS LWArIDVS PRD1ECIED It A CAaY OR UNIT MUST BE INSTALLED VITH '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 THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELFTES ION•NADIIABLE AREAS VKRE THE LINT, AND Ut AREA ARE LL" IN TB ' D DOOR, THREE STAPLES PER JAMB INTO BASE ON SIDCLITCS ACCEPT VAIER 11✓ILMATDEt LATEX SCALANT TO -RE APPLIED AT SIDE BY SIDE LBS AND SIDCLIYCS IOOR/SSDELITE HEADER, DOOR/SIDELITE JAMBS, AND SIDC1IrE BASE HERS ARE COPED AND BUTT AIMEL uA®iu° O m'mL MRS SHALL BE PRE -PAINTED. VITH A VATER-BASED EPDXY RUST BITIVE PRIMER PAINT VITH A DRY FILM iHtcxmESS OF D.B TO 12 NIL 7• 'RAMES SHALL BE PRE-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.4 CO.LI-LY1 .L W I h Inc 33UTH F��fil�.l 9`110 czC? OAT JlJrj J fJY lil.(Lp .-�'i31n PAOCU TC OHOL OP.15:3.N U 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)AS CO pLt'WG SIITH T116 . 9 LHr H�190 (� 0 ` a►mcLm lie• tCWCRCY GLASS °[ T ,rnoLans�on MU . su[au , CpOE rna%Eur+ce [� l mt®c ACCEPW.CE In U 1- 03 r v. N a SW 2 1-1020—EN-0 MT. 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 PINE ESSIOR x[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 STEEL 26 IDV ImT -.com • Tn Ulu WL IUI etas S BASF FOAM - 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 OR EV-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. TO BE POLYETHYLENE v-15 HALER BRAND HINGE OR EQIIIVALCNi _ -.097 THICK <S1EEU 1 I/4' X 4 9/16' HTL TO BE•P.IN6MR :0R EQllIVALEMf 14) SEREVS PER HINGE INTO 6) STJtEV4 jptpl EAC71 SIZU, JMI IMTO S [P "" IS' HG )EAFIER 1911 C, 4- om FRDH RETER TO ELEVAIRW VRII, FOR' 1 Q EV-07 SCREVS UAD AND 10U1il0HS IS/16' X 1 U/16' MTL TO BE PINE OR:.EOIIIVALENI ('v:SCREVS AT EACH STRIKE PLATE KV KS T RAND 200 L CK OR WIRLOC BRAND 100 LOCK Cil StREvs IliTgtQl 11141,E JAIi1 IWO SIDELITE % y18 OL I AFTER jwt Ir am rRl)fT IOC Tb v4 1180111b1 SIR 8TiER OX AMI a/T0 SII[LITE JML 4. 1WN Fail 1 13 ' UL )IEIIEIY 4) s1JgT+s IF@T EACH HM IRIO MM .pall V-le 1 1/4' -X 4 9/16- MTL, TO BE P V-19 A ry R IFK OR EQUIVALENT -1 4 -( V-20 5/16 x 1/2- MTL. TO BE P.1 V-21 r!� stq et sTa) Ja,as NE OR EQ0IVALENT As -) V-22 I i/4' X 4 9/16' NTL IO PINE I1R EQUIVALENT V-23 11/4' X Y WHY HTL TO BE PINE OR EQUIVALENT 647, OA -2 F� Polypropylene by ODL 18 PER FRAME ID L1rC0 A t AFTIIUI 4 ' ML T' (A rt2n Eal, mi jr UL. IM$wilik T6E1 O1 d1LQa fall Illpt 1i, 31-1020-EW-0- "\SHEET 3 OF 6 �V15QM l[ffEY O 1/4' SHIM MAX JTERIOR I 79MAX16-. 80 M11/16- I AX 2 BY WOOD BUCK SECT -ION C-C EXTERIOR PLEASE SEE 'GLAZING DETAIL' DRAWING 431-1020-EW-0 SHEET 2 OF 6 DOW SILICONE 4995 'Proven- rsCcrlrmLWIHJ e I'llF4n-w muwxWE � LJINI luui\N I lUIVJ P1 �s �n5�x5 �+%lYW(i ViGTII THE - u�E twTarlm 3- rAX rR �' b1 Pp T Yfrpl T •f 6' X 31-1020-E W p SHEET 5 OF 6 FYB it, u i nLr-\ i)LJUK f RNLL S TYLES:. 36� [—MAX 19 rxl6 pQ olio AX 00 0� �0� 40 MDU11 A 17 Y---- 0 00 Doll Doll ❑❑ 0 BLANK 1DP 4-PANEL 6-PANEL 4-PANEL 9-PANEL 10-PANEL IB-PeWEL � OTHER SIDELIT E STYLES 30' MAX 79 M X ' SL-10 SL-20 SL-30 SL-69 SL-50 SL-508 SL-69A SL-69B oa ao 0o pp PD-1 PD-2 PD-3 PD-4 PD-5 PD-6 PD-7 PD-B Eoav I, DQO Q� © a� Dog Q Q FLUSH 8-PANEL CRDSSBUCK 12 PANEL 4-PANEL EYEBRUV u o 0 SL-69C SL-25 SL-35 SL-300 SL-40 a° Qo ao �o PO-9 PO-10 PO-11 PO-IZ SL-9OA A PD-13 PD-IB PO-19 PO-20 PO-21 PO-22 PD-23 . PO-24 PD-25 PO-26 PD 27 PO-20 PO-29 Pp-30 • �� a �Da (�p� OBjj ��n tINl4 Dais tnitB, rvx 11 lJ u � D � � ulaa�a Istu mitt O o DOD ooac000 iNGINF{— R it PO-35 PD-36 PD-37 , PD-3 i B PD-39 PD-40 PD-41 Pp-42 911 C � [qyy . �N PD-43 PD-43A PO-43B PRISM [S udg A A I - n d Ca 5-PANEL V/SCDLI 5-PANEL 5 PANEL 5 ❑ ❑ ..,Sr " l EYEBR-PAUv L� SL-90B SL-90C SL-308 SL-3DC SL-79 SL-OD QQ ❑❑ ❑a PD-14 PO-15 PD-16 PO-17 ego i✓, n a PD-31 PD-32 PO-33 PD-34 ^• £; a` ga���; 31-1020-EW-EW-o SHEET 6 OF 6 QP ttllu