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HomeMy WebLinkAbout161 Crown Colony Way 03-2309 SFR (a)1 PERMIT ADDRESS , CONTRACTOR ADDRESS PHONE NUMBER PROPERTY OWNER ADDRESS PHONE NUMBER Maronda Homes Inc. of Florida 1 101 N Keller Rd. Ste. F Orlando, FL 32810 CRC058496 407-475-9112 ELECTRICAL CONTRACTO MECHANICAL CONTRACT( PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER MISCELLANEOUS CONTRACTOR FEE PERMIT NUMBER FEE gUBDIVISION PERMIT #03-a O9 DATE ' PERMIT DESCRIPTION S�� PERMIT VALUATION Cil SQUARE FOOTAGE O?"C�) CERTIFICATE OF C`,CCUPANCY / COMPLETION This is to certify that the building located at 161 CROWN COLONY WAY for which permit 03-00002309 has heretofore been issued on 7 28/03 has been completed according to plans and specifications filed in the office of the BuiLding Official p for to the issuance of said building permit, to wit as complies with all the building, plumbing, ele trical, z ing and subdivision regulations ordinances of the City of Sanford and with the provisions of these regulations. STAFF APPROVAL Subdivision Regulations Apply: Yes No DATE APPROVAL BUILDING: FIRE: Finaled Inspected ZONING: Inspected UTILITIES: Water Sewer Lines In ,.a 'a3 03 CM.k�, .�,_ far, Lines In Meter Sewer Set Tap Reclaimed Water ENGINEERING: Drainage -3D-ul Maintenance Bond PUBLIC WORKS: Street Name Signs Storm Sewer Street Work DESCRIPTION WATER -SEWER IMPACT FEES 01-APPLCTN FEE -ELECTRIC 01-APPLCTN FEE -BUILDING 01-APPLCTN FEE -MECHANIC 01-APPLCTN FEE -PLUMBING 02-ENGNG DEVLPMT FEES 01-FIRE IMPACT - RESIDENT 01-LIBRARY IMPACT FEE 01-OPEN SPACE Street Paved Street Lights Driveway FEES PAID DATE APPROVAL DATE AMOUNT 7/29/03 7/29/03 7/29/03 7/29/03 7/29/03 7/29/03 7/29/03 7/29/03 10.00 10.00' 10.00 10.00 10.00 59.27 54.00 279.61 PAGE: CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 161 CROWN COLONY WAY for which permit 03-00002309 hats heretofore been issued on 7 28/03 has been completed according to plans and specifications filed in the office of the Building Official prior to the issuance of said building permit, to wit as complies with all the building, plumbing, electrical, zoning and subdivision regulations ordinances of the City of Sanford and with the provisions of these regulations. STAFF APPROVAL Subdivision Regulations Apply: Yes No 01-POLICE IMPACT - RESID 01-RADON GAS TAX FEE 01-ROAD IMPACT FEES 01-RECOVERY FD/CERT. PGM 01-SCHOOL IMPACT FEE WD IMPACT:S'INGLE FAMILY SD IMPACT:SINGLE FAMILY 7/29/03 91.93 7/29/103 13.33 7/29/03 847.00 7/29/03 13.34 7/29[03 1384.00 7/29/03 650.00 7/29/03 1700.00 McA �a- c,-v1 OWNER BUI OFFICIAL DATE CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE**** 47 DATE: PERMIT ADDRESS: \\,-o \ r-\ � W CONTRACTOR: PHONE #: y(j1- yrl J The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. /Ingineering Public Works 'Utilities �Z/zz�o3 DFire DZoning n ,� OLicensing ►n VN CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) C2u = lttn4 CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE**** (P- er DATE: 1 a - \' i -C)-1) PERMIT #: c,±)- a CONTRACTOR: PHONE #: ydi - Lir) J L� The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. OEn gi eering Zublic W04 OUtilities 0 Fire ❑Zoning n OLicensing v-� CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) CERTIFCATE OF OCCU ;Y_ VVIUT}ES DEFT- _ REQUEST FOR FIlS4M ECT1 Request Rec �n �ti� °t lC **** SINGLE FAMII.�IY�'* VDEP Clearonce - Water--- FDEP Cleorance - Sewer_ - DATE: 1 a Ct sements -U� City Services Ea (1-en - Iyr) maintenance Eiond PERMIT #: cs3- a 11�cl Other ADDRESS: CONTRACTOR: PHONE #: L\c)-1 - Ln rj The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. DEngineering ❑Public Works ' tilities CONDITIONS: (TO BE OLicensing ►n ) A 1Y01VE,IIVC. 300 SOUTH RONALD REAGAN BLVD. LONGWOOD. FLORIDA 32750-5499 TELEPHONE (407) 830-9080 FAX (407) 339-3636 LAND SURVEYORS 4 MAPPERS E-MAIL• GAVONE®GFL.RR.GOM CERTIFICATE OF ELEVATION Address: 161 Crown Colony Way Legal Description: Lot 43, CROWN COLONY SUBDISION Plat Book 61, Pages 76, 77 and 78 Seminole County, Florida The Finished Floor Elevation of the house on Lot 43. meets or exceeds the requirements set forth in the City of Sanford Building Code, Sec. 6-7 (a). Dominick F—Cavone Florida Land .&; reyor & M pper Reg. No. 2005 Licensed 1iusiness No. 5072 ,. 12-11-2003 Date Fieldwork Completed W.O.# 2003-16834 -M FEDERAL EMERGENCY MANAGEMENT AGENCY 77 NATIONAL FLOOD'INSURANCE PROGRAM Expire DeNo. ember 31, • Expires December 31, 2005 ELEVATION CERTIFICATE Important. Read the instructions on pages 1 - 7. SECTION A - PROPERTY -OWNER INFORMATION • Forinsurance Company. Use: BUILDING OWNER'S NAME MAZowbA P41icy NuMber BUILDIN _O /REET ADDRESS (IndAelon Apt., Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. Company. NAIL Number CITY STATE PROPERTY D ZIP CODE 7 L 3 7_ 1-I 1 PROPERTY %F(SCRIPTION (Lot and Block Numbers, Tax Parcel Number Legal Description, etc.) LDD1 il►�ifl ,-1Jr t:reoti/nJ dOLOnit/$UBDI✓15101�I�, PfibE576,7i ; SEirl/NOLE lAmAlrw GL_ C' .etc. Use Wcomments area, LATITUDE/LONGITUDE (OPTIONAL) HORIZONTAL DATUM: MP - ##.##' -or ##.###W) LJ NAD 1927 LI NAD 1983 SOURCE: (J GPS (Type): LI VSGS Quad Map LJ Other SECTION B - FLOOD INSURANCERATE MAP (FIRM) INFORMATION B1. NFIP COMMUNITY NAME & rnMMl wmv ui iunr:o on ,^I i..r...... - ----- -' OJ. NIC NIWVu5 GayAo Z o Z 8% " Sr= Mrn�ot:� JIJAM . r$4. MAP AND PANEL B5. SUFFIX B6. FIRM INDEX ' B7. FIRM PANEL B8. FLOOD 89. BASE FLOOD ELEVATION(S) NUMBER DATE EFFECTIVE/REVISED DATE ZONE(S) (Zone AO, use depth of flooding) Z 1' C 0040 A38• B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in B9. Ek6iNEE�eii✓6 R�n1S ��/irJ,4»E n/ LJ FIS Profile ' LJ FIRM • L_-1 Community Determined • •' 0 Other (Describe): Ei�lb/.�ICJEeIi✓6 407 - f z 9 - 8 330 B11. Indicate the elevation datum used for the BFE In B9: 0 NGVD 1929 LJNAVD 1988 LJ Other (Describe): B12. Is the building located Ina Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? LJ Yes M No Designation Date: hl �i PV . 0, ZOO-3- /(o SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) 34 C1. Building elevations are based on: f Construction Drawings' I Building Under Construction' j&,Finlshed Construction 'A new Elevation CerUflcate will be required when construction of the building Is complete. C2. Building Dlagram 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, ARiA1-A30\AR/AH, AR/AO Complete Items C3.34 below according to the building diagram specified In Item C2. State the datum used. If A datum is different from the datum used for the BFE In Section B, convert the datum to that used for the BFE.'Show field measurements and datum conversion calculation. Use the space provided or the Comments area of Section D or Section G; as appropriate, to document the datum conversion. Datum ! lo►2°I Conversion/Comments W A Elevation reference'ark used_/-lp . Does the elevation reference mark used appear on the FIRM? L_J Yes No ❑ a) Top omf bottom floor (including basement or enclosure) _ Lj _ - �{ ' ft.J ❑ b) Top of next higher floor ft m - FiOA!IQA r AOty S✓ryEWp, ❑ •c) Bottom of lowest horizontal structural member (V zones only) N H T ft (m) d ; AN17 ti1PrP1''c C. FJt • Z005 0 d) Attached garage.(top of slab) Z ft jr , ❑ e) Lowest.elevation of machinery and/or equipment w servicing the building (Describe In a C6iTimdnts-aiea.) 3 . m o e ❑ f) Lowest adjacent (finished) grade (LAG) Z ( ) Ad._� . • •�(?_ ❑ g) Highest adjacent (finished) grade (HAG) .4 Z m N 'DDrnl iJIGK F. CI}v o N E g ft 2 ❑ h) No. of permanent openings (flood vents) within 1 ft above adjacent grade._- ❑ 1).Total area of all permanent openings flood vents in C3.hAl ( ) _ sq. in. (sq. cm) SECTION D -SURVEYOR, ENGINEER, •OR•ARCHITECT CERTIFICATION Th.Is cerlificatlon 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 a.f3e statement maybe punishable by fine orImprisonment under 18 U.S. Code, Section 1001. CERTIFIER'S NAME .LICENSE NUMBERyon1LNi (,(C Vo E PlVo, ZooS TITLE COMP NAME ��swr�rs ADDRESS GAVOAJ6, 14C. _ -31. January _ _ � DATE _ ZoC TELEP ONE - - .407- 830-90 l30 )3• See reverse side for continuation. Replaces all previous editions t1 it IMPORTANT: In these spaces, copy the corresponding Information. from Section A. For Insurance Company Use: BUILDING STREET ADDRESS pricl ding Apt., Unit, S�e, aandfor Bldg. No.) OR;P.O. ROUTE AND BOX NO. Policy Number le G 20 % Oro N CITY S7ATEG/ '1ZIP 'CODE i DE Company NAIC Number SECTION D - SURVEYOR,' ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1):community official, (2) insurance agent/company, and (3) building owner. COMMENTS es e s Go oJC • A!G ®�-D SECTION E - BUILDI G ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT 13FE) For Zone AO and Zone A ( ithout BFE), complete Items E1. through E5. ;If the Elevation Certificate is Intended for use es supporting information for a LOMA or f-OMR-F, Section C must be completed. El. Building Diagram Number (Select the building diagram most similar to the building for which this certificate is being completed — see pages.6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) ft, m in, crrr above or below E2. The top of the bottom floor (Including basement or enclosure) of the building Is I_I_P ( ) L—L J ( ) U L_I (check one) the highest adjacent grade. (Use natural grade, if available.) E3. For Building Diagrams �'-li with openings (see page 7), the next higher floor or elevated floor (elevation b) of -the building is I —I_ _I ft. (m) j_I_Iln. (cm) above the highest adjacent grade. Complete Items C3.h and C3.1 on front of form. E4. The top of the platfon:of machinery and/or equipment servicing the building is I I I ft. (m) I_I_I in. (cm) LI above or I —I below n (check one) the highest adjacent grade. (Use naturalgrade,.lf available.) accordance with E5. For Zone AO only. If.no flood depth number is available, is the top of the bottom floor elevated in the community's flood lain mans ement ordinance? Yes No Unknown. The. local official must certifythis information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B. C (Items C3.h and C3.1 only), and E for Zone A' (without a•FEMA-issued or community -Issued BFE) or Zone'AO must sign here. The statements in Sections A, B, C, and E are correct to the best of my knowled e. PROPERTY OWNS OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME ER' CITY STATE ZIP CODE ADDRESS . SIGNATURE DATE TELEPHONE Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), and' G of this Elevation Certificate. Complete the applicable item(s) and sign below. G1. I-1 The infcrrnailon in Section C was taken from other documentation that -has been signed and embossed by a licensed surveyor, engineer, or architect who is authorized by state or local law to certify elevation information. (Indicate the source and dal8 of the alevation data in the Comments area below.) G2. I —I A community bfficiai completed Section E for a building located in Zone A (without a FEMA-issued or community -issued BFE) or Zone AO. G3. I_ I The following information (Items G4-G9) is provided for community floodplain management purposes. G4. PERMIT NUMBER G5. DATE PERMIT ISSUED G6.. DATE CERTIFICATE OF COMPLIANCEiOCCUPANCY ISSUED G7. This permit has been issued for. I —I New Construction U. Substantial Improvement _ ft. (m) Datum: GB. Elevation of as -built lowest floor (including basement) of the building Is: — -- • n„gym) Datum: G9. BFE or (in Zone AO) depth of flooding at the building site is: - LOCAL OFFICIAL'S NAME TITLE " COMMUNITY NAME TELEPHONE DATE -SIGNATURE COMMENTS _ . /^ COUNTY OF S[MINOLE IMPACT FEE STATEMENT ISSUED BY CITY OF SANF0R) 3TATEMENT NUMBER 103-75556 DATE: BUILDING PERMIT NU (CITY) COUNTY NUMBER: UNIT ADDRESS: _________________------------------_- TRAFFIC ZDNEn J QISDIATIONvS;z CITY -[BE SANFORD SEC: ___ T L: P�RCE25����� SUBDIVISION TRACT: PLAT BOOK: �-�-�~�|`��'B��� PAGE:^��-��� BLOC�: \OT: - OWNER NAM[ _ _ _______________ ADDRESS:^ �� �y) APP| ICANT NA-. ='r-.,=~____ _ ____ - ., _-------- IL ---------------------------- --------- �� ADDRESS: ------------- ------------------- ----- - 7 --------- LAND USE CATEGORY: 001 - Single Family Detached House TYPE USE: Reoidential ' WORK DESCRIPTION: Single Family House: Detached - Construc(ion ...... ........ ..... ____________________________________________________ ___ FEE BENEFIT RATE FEE UNIT RATE PER # TOTAL DU[ ` TYPE DIST SCHEDULE DES�. UNIT OF TTs �- ---------------------------------------------------------------_-----_--------_ r` ROADS 0� 1 $ �05.�0 -ARTERIALS [O-WIDE O dwl unit $ �05 . . � ROADS ''COLLECTORS NORTH O dwl unit $ 142.00 1 $ 142.00 LIBRARY CO -WIDE O dwl unit $ 54.00 1 $ 54.00 � ` SCHOOLS CO -WIDE O dwl unit $1,384.00 1 $ 1,384.00 ' p AMOUNT 2,205.00 ' STATEMENT ^ ��N RECEIVED BY: ���~~�/L�' �-SIGNATURE: ` (PL�ASE PRINT HAME� NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. **** DISTRIBUTION: 1-COUNTY 3-CITY 2-APPLICANT 4-COUNTY **NOTE** PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES WHICH ARE DUE AND PAYABLE PRIOR TO ISSUANCE OF A BUILDING PERMIT. - PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATIONS OF THE ROAD, LIBRARY SYSTEM AND/OR EDUCATIONAL (SCHOOL) IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE KEOUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF THE RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE:: 1101 EAST FIRST STREET, SANFORD, FLORIDA 32771; (407) 665-7474, PAYMENT SHOULD BE MADE TO: CITY OF SANFORD .� BUILDING DErARTM[NT 300 NORTH PARK AVENUE � SANFORD. FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE THE STATEMENT NUMBER AND CITY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THE NOTICE. ^ ***THIS STATEMENT IS VALID ONLY IN CONJUNCTION WITH ISSUANCE OF A*** *******************SINGLE FAMILY BUILDING PERMIT******************** FEDERAL EMERGENCY MANAGEMENT AGENCY O.M.B. No. 3067.0077 NATIONAL FLOOD'INSURANCE PROGRAM Expires December 31, 2005 ELEVATION CERTIFICATE Im ortant: Read the instructions on pages 1 - 7. SECTION A - PROPERTY -OWNER INFORMATION • For Insurance Company. Use: BUILDING OWNER'S NAME Pblicy'Number OO —A BUILDINr- cTREET ADDRESS (Intl in Apt., Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. Company NAIC Number eow,J9 GOLOr/ • CITY STATE ZIP CODE SAmFopI> /=L 3 Z-1-7 1 PROPERTY DFSCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) cor•45, C+eownl t:OtoAJV,$VBDIV1S/onl,Pu�7800�Gl,Pf}bE57fo�?7�-78,SErrl/nioLE cov�✓rvl GL BUILDING USE e.g., Resldential, Non-residential, Addition, Accifssory, etc. Use alComments area, if nece sary.) LCSI D EAITii} L -or ##.fl 046 I-J NAD 1927 LJ NAD 1983 SOURCE: LJ GPS (Type): L) VSGS Quad Map LJ Other ii SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP COMMUNITY NAME & COMMUNITY NUMBER --FB2. COUNTY NAME B3. STATE E NOLC G011N 120 ZS9 CMln/OL �L B4. MAP AND PANEL B5. SUFFIX B6. FIRM INDEX B7. FIRM PANEL BB. FLOOD 89. BASE FLOOD ELEVATIONS) NUMBER E DATE EFFECTNEIREVISED DATE ZONE S ( ) (Zone AO, use depth of flooding) . 12 C. oogo 4.-j�-ems 4-� - �s . 38. t111u. indicate the source of the tease Hood Elevation (BFE) data or base flood depth entered in B9. EAlGi vEEZ1^1(7 fl�,Hp1S Byi✓I�wEn/ U FIS Profile LJ FIRM I_I Community Determined. Other (Describe): erA1dyrlFaWA16 407 - G Z9 -13 33O B11. Indicate the elevation datum used for the BFE in 139: 0 NGVD 1929 LJ NAVD 1988 I I Other (Describe): B12. Is the building located Ina Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? 1J Yes DSI No Designation Date: 641 IA SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: 14ponstruction Drawings' LJBuilding Under Construction' I_IFinished Construction 'A new Elevation Certificate will be required when construction of the building Is complete. C2. Building Diagram Number _I (Select the building diagram most similar to the building for which this certificate is being completed - see pages 6 and 7. If no diagram accurately represents the building, provide a'sketch or photograph.) C3. Elevations -Zones. Ai-A30, AE, AH, A (with BFE), VE, V11430, V (with BFE), AR, AR/A, AR/AE, AR/All-A30, AR/AH, AR/AO Complete Items C3.a-i below according to the building diagram specified In Item C2. State the datum used. If A datum is different from the datum used for the BFE in Section B, convert the datum to that used for the BFE.'Show field measurements and datum conversion calculation. Use the space provided or the Comments area of Section D or Section G. as appropriate, to document the datum conversion. Datum WiUD VM9 Conversion/Comments M A Elevation reference mark used r4 f A Does the elevation reference mark used appear on the FIRM? 1_1 Yes No ❑ a) Top of bottom floor (including basement or enclosure) 3 • 10'ft Rpiel DH GA rUD S✓+CY o ❑ b) Top of next higher floor 0/1A _ ft.(m) `� Iz ❑ •c) Bottom of lowest horizontal structural member (V zones only) NIA T ft.(m) H o AND MR PER N . ZOOS Eld) Attached garage,(top of slab) yfA _ ft.(m) 0 ❑ e) Lowestelevation of machinery and/or equipment w servicing the building (Describe in a Comrhdnts•area.) A11A E ❑ f) Lowest adjacent (finished) grade (LAG) 4Z .4 _ ft (>t 35 , .porrtl NtGK F. C R•1 o N E ❑ g) Highest adjacent (finished) grade (HAG) 4 Z q ft ID N ❑ h) No. of permanent openings (flood vents) within 1 ft. above adjacent grade. 01 F} J -7 - Zg .. 200 3, ❑ 1) Total area of all permanent openings (flood vents) In C3.h 141 ft_ sq. in. (sq. cm) SECTION D - SURVEYOR, ENGINEER,'OR ARCHITECT CERTIFICATION This certification Is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. i certify that the information in Sections A, B, and C on this ceitifrcate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code Section 1001 CERTIFIERS NAME LICENSE NUMBER DOM11416K F. C91lyNE No Z005 TITLE COMPANY NAME PQES1ot:NT ZIP CODE Gfavo,VE IMC. ADDRESS 300 Sotl'lH QONgf�•p �cgyq^,! BLVD. CITY LoAlbiva7D STATE FL . 32?So • FEMA Form 8'T-31, January 2d 3 ICU Zoc3 .,., 407-630-31050 reverse side for continuation. Replaces all previous editions IMPORTANT: In these spaces, copy the corresponding Information, from Section A. For Insurance Company Use: BUILDING STREET ADDRESS (Inl}�ding Apt., Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND•BOX NO. Policy Number G 20 W44 CITY STATE ZIP CODE Company NAIC Number C A w! L n v n FL 3%-17 1 SECTION D - SURVEYOR,' ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1)'.community official, (2) Insurance agent/company, and (3) building owner. COMMENTS 1 I I Check here if attachments SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zone AO and Zone A (Without BFE), complete Items E1. through E5. If the Elevation Certificate is intended for use as supporting information for a LOMA or LOMR-F, Section C must be completed. E1. Building Diagram Number (Select the building diagram most similar to the building for which this certificate is being completed - see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) E2. The top of the bottom floor (including basement or enclosure) of the building Is LLI'ft. (m) L1-1 in. (cm) L1 above or L—I below (check one) the highest adjacent grade. (Use natural grade, if available.) E3. For Building Diagrams 6-8 with openings (see page 7), the next higher floor or elevated floor (elevation b) of -the building is ft. (m) 1_1_1in. (cm) above the highest adjacent grade. Complete Items C3.h and C3.i on front of form. E4. The top of the platform:of machinery acid/or equipment servicing the building is I_I_I ft• (m) I—I_I in. (cm) 1_1 above or �_� below (check one) the highest adjacent grade. (Use natural grade, if available.) E5. For Zone AO only: If.•no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? I I Yes I . I No I I Unknown. The. local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, C (Items C3.h and C3.i only), and E for Zone A (without a•FEMA-issued or community -issued BFE) or Zone AO must sign here. The statements in Sections A, B, C, and E are correct to the best of my knowledge PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME ADDRESS CITY STATE ZIP CODE SIGNATURE DATE TELEPHONE COMMENTS ' I Check here If attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. G1. Lj The information in Section C was taken from other documentation that has been signed and embossed by a licensed surveyor, engineer, cr architect who is authorized by state or local law to certify elevation information. (Indicate the source and date of the elevation data in the Coinments area below.) i G2. LJ A community official completed Section E for a building located in Zone A (without a FEMA-issued or community -issued BFE) or Zone AO. G3. Lj The following information (Items G4-G9) is provided for community floodplain management purposes. G4. PERMIT NUMBER. G5. DATE PERMIT ISSUED I 6. DATE CERTIFICATE OF COMPLIANCE/OCCUPANCY I ISS LOCAL OFFICIAL'S NAME TITLE COMMUNITY NAME TELEPHONE SIGNATURE DATE COMMENTS I Check here If attachments FEDERAL EMERGENCY MANAGEMENT AGENCY NATIONAL FLOOD'INSURANCE PROGRAM ELEVATION CERTIFICATE O.M.B. No. 3067.0077 Expires December 31, 2005 Important: Read the instructions on pages 1 - 7. SECTION A - PROPERTY'OWNER INFORMATION • 'For'lnsurance Company. Use: BUILDING OWNER'S NAME I I _ Policy Number _ � .� i • . I w _ BUILDINr cTREET ADDRESS (Inclutiin Apt., Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. Company, NAIC Number %/ e0w�/ G0&0P/ CITY STATE ZIP CODE SAMFOP-D FL_ 3-L-1-71 PROPERTY D SCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) , . - A ...- BUILDING USE Je.g., Resldontial, Non-residential, Addition, Acc4ssory, etc. Use Comments area, if nece sary.) 9!0751 D E l-iA't, LATITUDE/LONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: ( W - ##' - ##.##' •or ##.##fa##°) U NAD 1927 U NAD 1963 I._I GPS (Type): LJ USGS Quad Map "Other jr SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP COMMUNITY NAME & COMMUNITY NUMBER __F0. COUNTY NAME B3. STATE E//I M71 Gc�N !Zo Zi3� cmfNo� _ jCL B4. MAP AND PANEL B5. SUFFIX B6. FIRM INDEX B7. FIRM PANEL BB. FLOOD��* E FLOOD ELEVATIONS) NUMBER 2 E DATE EFFECTIVEIREVISED DATE ZONE(S) O, use depth of flooding) 1 C 0040 .4-17-9s • 4-/=9s38. es 10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in B9. ENGiivEEievn�b f�RlJS Bj7i►I�DDE/�l 1J FIS Profile 1J FIRM IJ Community Determined.'* j� Other (Describe): Ellb/AIFErP./i✓6, 407 - 4, 29 - S 330 B11. Indicate the elevation datum used for the BFE in B9: 0 NGVD 1929 LJ NAVD 1988 LJ Other (Describe): B12. Is the building located Ina Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? IJ Yes 15� No Designation Date: 14- J A SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: 14ponstruction Drawings' LlBuilding Under Construction' 1_1Finished Construction "A new Elevation Certificate will be required when construction of the building Is complete. C2. Building Diagram Number I (Select the building diagram most similar to the building for which this certificate is being completed -see pages 6 and 7. If no. diagram accurately represents the building, provide a'sketch or photograph.) C3. Elevations — Zones Ai-A30, AE, AH, A (with BFE), VE, V1-V30, V (with BFE), AR, ARIA, AR/AE, AR/A1-A30, AR/AH, AR/AO Complete Items C3.a-i below according to the building dlagiam specified in Item C2. State the datum used. If th� datum is different from the datum used for the BFE in Section B, convert the datum to that used for the BFE.'Show field measurements and datum conversion calculation. Use the space provided or the Comments area of Section D or Section G, as appropriate, to document the datum conversion. Datum WWI> 10)*Z9 Conversion/Comments A/ A Elevation reference mark used Nh4 Does the elevation reference mark used appear on the FIRM? 1_1 Yes No ❑ a) Top of bottom floor (including basement or enclosure) A 3 , 1 O . ft ❑ b) Top of next higher floor �1A _ ft.(m) Roof pA LA ND .5vzYEyOR ❑ •c) Bottom of lowest horizontal structural member (V zones only) 41,q T ft_(m) AOU "1A?PER N • ZOOS ❑ d) Attached garage•(top of slab) NfA _ ft.(m) 0 0 ' ❑ e) Lowest elevation of machinery and/or equipment W servicing the building (Describe in a Comrhdnts•area.) AIIA ft,m m , ❑ 0Lowest adjacent (finished) grade (LAG) Z • ( ) ' 5 � -ft mN •por+nlNteK F. CRvoNE ❑ g) Highest adjacent (finished) grade (HAG) 4 Z . q ft ❑ h) No, of permanent openings (flood vents) within 1 ft. above adjacent grade. 01 A -7 Zq . — 200 3 ❑ 1) Total area of all permanent openings (flood vents) in C3.h NI t sq. in. (sq. cm) SECTION D - SURVEYOR, ENGINEER,'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 ceitirrcate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by rrne or imprisonment under 18 U.S. Code Section 1001 CERTIFIERS NAME LICENSE NUMBER Do �► i mi o< F• CA ►LOAI N0 Z005 TITLE PCOMPANY NAME Qt: Slot: Nr GAVOA16 1NC. ADDRESS CITY STATE ZIP CODE 300 $oVTI'i QONAI�•D R'E�HA_! BLVD. � Lo�Slb/✓adD AL.. 32is0 ' i­ Z4 = Z0o3 40743o-90 50 FEMA , January 2003 reverse side for continuation. Replaces all previous editions IMPORTANT: In these spaces, copy the corresponding Information, from Section A. For Insurance Company Use: BUILDING STREET ADDRESS (Including Apt., Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND,BOX NO. Policy Number IN G2014/-/ ocdN W40, CITY STATEFL ZIP CODE Company NAIC Number AoJ o SECTION D - SURVEYOR,' ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1)'.community official, (2) insurance agent/company, and (3) building owner. COMMENTS j I I Check here If attachments SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zone AO and Zone A (without BFE), complete Items E1. through E5. %If the Elevation Certificate is intended for use as supporting information for a LOMA or LOMR-F, Section C must be completed. Ell. Building Diagram Number (Select the building diagram most similar to the building for which this certificate is being completed — see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) E2. The top of the bottom floor (including basement or enclosure) of the building is IJ_I'ft. (m) I_1-1 in. (cm) L1 above or L_1 below (check one) the highest adjacent grade. (Use natural grade, if available.) E3. For Building Diagrams 6-8 with openings (see page 7), the next higher floor or elevated floor (elevation b) of.the building is 1_1-1 ft. (m) 1-1Jin. (cm) above the highest adjacent grade. Complete Items C3.h and C3.i on front of form. E4. The top of the platform:of machinery and/or equipment servicing the building is I-1-1 ft. (m)1_I_I in. (cm) 1-1 above or 1_1 below (check one) the highest adjacent grade. (Use natural grade, if available.) E5. For Zone AO only: If:no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? I I Yes I I No I I Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, C (Items C3.h and C3.i only), and E for Zone A' (without a•FEMA-issued or community -issued BFE) or Zone AO must sign here. The statements in Sections A, B, C, and E are correct to the best of my knowled e. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME ADDRESS CITY STAi I: .crr cUut SIGNATURE DATE TELEPHONE COMMENTS I t I Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who Is authorized by law or ordinance to administer the community's floodplaln management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. G1. 1J The Information.in Section C was taken from other documentation that has been signed and embossed by a licensed surveyor, engineer, or architect who is authorized by state or local law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) i G2. 1J A community off,ciai completed Section E for a building located in Zone A (without a FEMA-issued or community -issued BFE) or Zone AO. G3. IJ The following information (Items G4-G9) is provided for community floodplain management purposes. G4. PERMIT NUMBER. G5. DATE PERMIT ISSUED G6. DATE CERTIFICATE OF COMPLIANCE/OCCUPANCY ISSUED G7. This permit has been issued for: 1_1 New Construction J Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building is: -ft. (m) Datum: G9. BFE or (in Zone AO) depth of flooding at the building site is: —ft. (m) Datum: LOCAL OFFICIAL'S NAME TITLE COMMUNITY NAME TELEPHONE SIGNATURE DATE COMMENTS I Check here If attachments CITY OF SANFORD PERMIT APPLICATION Permit # 036Q Date: June 20, 2003 Job Address: 161 Crown Colony Way Description of Work: Single Family Residence Historic District: Zoning: Value of Work: $97,788.00 Permit Type: Building X Electrical X Mechanical X Plumbing X Fire Sprinkler/Alarm Pool Electrical: New Service-# of AMPS 150 Addition/Alteration Change of Service Temporary Pole Mechanical: Residential X Non -Residential Replacement _ New X (Duct Layout & Energy Cale. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets 2 Plumbing Repair - Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage-2;669-01"'�'---� Construction Type: VI # of Stories: 2 # of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X) Parcel #: 33-19-30-50S-0000-0430 (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes, Inc. of Florida 1101 N. Keller Road, Suite F Orlando, FL 32810 Phone: 407475-9112 Contractor Name & Address: Russell Keith Summers 1101 N. Keller Road,Suite F Orlando, FL 32810 State License Number: CRC058496 Phone & Fax: (407) 475-9112 Contact Person: Laurie Pellegrino Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Tomas Ponce Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford, FL 32771 Fax: (407) 321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all 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. 1<*"C__�_7�6/20/03 Signature of O ent Date Russell Keith Summers z;;; me "/03_ Signature of Notary -State of Florida Date InDEBBIE TIME My Comm Exp. 2/5/05 No. CC 999378 Owner/Agent is _X_ Personally Known to Me or Produced ID 6/20/03'l Signature ctor/Agent Date'''"!`%%;;;T�' Russell Keith Summers ntractor/Agent's Name rn . ^ ` J z /20/03 110 Signature of Notary -State of Florida Date t_) DEBBIE TIMEpMy Comm Exp. ZIW05No. 9'0 CC 999378 Pertonaly Known 1 100w I.D. Contractor/Agent is _X_ Personally Known to Me 9r _ Produced ID •,,4r1 °� 7_ _o APPLICATION APPROVED BY: lil Zoni?9: (Initial & Date) (Initial & Date) Utilities: FD: (Initial & Date) (Initial & Date) CD V Special Conditions: .--c 1i.0 CITY OF SANFORD ELECTRICAL PERMIT APPLICATION Permit Number: Date: The undersigned hereby applies for a permit to install the following electrical: Owner's Name: Maronda Homes Inc., of Florida Address of Job: Electrical Contractor: DANIEL G. PUGLISI Residential: ___ Non -Residential: Number Amount Addition, Alteration, Repair Residential & Non -Residential New Residential: AMP Service SO 3S. 00 New Commercial: AMP Service Change of Service: From AMP Service to AMP Service Manufactured Building Other: Description of Work: Application Fee: $10.00 TOTAL DUE: S, By Signing this application I am stating that I am in compliance with City of Sanford Electrical Code. Ap nt's Signature EC0001663 State License Number CITY OF SANFORD MECHANICAL PERMIT APPLICATION Permit Number: Date: The undersigned hereby applies for a permit to install the following equipment: Owner's Name: Address of Job. Maronda Homes Inc., of Florida 161 Crown Colony Way Mechanical Contractor: GARY CARMACK Residential ____ v_ __ Non -Residential INature of Work: Valuation: TOTAL DUE: Lot:43 Panel: 7 mou By signing this application, I am stating that I am in compliance ith City of Sanford Mechanical Code. V. Applicant ignature CAC043900 State License Number CITY OF SANFORD PLUMBING PERMIT APPLICATION Permit Number: Date: The undersigned hereby applies for a permit to install the following plumbing: Owner's Name: Maronda Homes Inc., of Florida Address of Job: __ 161 Crown COlony_Way --Lot: 43 Panel: 7 Plumbing Contractor: _--_WILLIAM T. SELF_ _ Residential: _ _ Non -Residential: Number Amount Addition, Alteration, Repair Residential & Non -Residential $52.00 New Residential: One Water Closet Additional Water Closet Commercial: Minimum Permit Fee $25.00 Fixtures, Floor Drain, Trap Sewer Piping Water Piping Gas Piping Manufactured Building Description of Work: Application Fee: $10.00 TOTAL DUE: By Signing this application I am stating that I am in compliance with City of Sanford Plumbing Code. Applicant's ature CFC057039 State License Number ALaronda Homes AN EASILY OBSERVABLE BETTER VALUEI 1101 NORTH KELLER ROAD, SUITE F • ORLANDO, FLORIDA 32810 407-475-9112 • FAX: 407-475-9115 LETTER OF AUTHORIZATION ❑ CITY OF DELTONA p CITY OF SANFORD ❑ VOLUSIA COUNTY ❑ SEMINOLE COUNTY I hereby name and appoint Lee Emerson, Joyce Stark and Silver Streak to sign -his/her name on my behalf in order to apply for and/or pickup building permits for Maronda Homes, Inc. of Florida work to be completed at: CROWN COLONY Lot: 43 161 Crown Colony Way. RUSSELL KEIT MERS, CRC058496 MARONDA HOMES, INC. OF FLORIDA STATE OF FLORIDA COUNTY OF ORANGE Sworn and subscribed before me this 10th day of MARCH, 2003 by RUSSELL KEITH SUMMERS who is personally known to me. J ) 9,DI881E TIMECommExp.?l5JD5 No. CC 999378 NOTARY PUBLIC P ,my'. ttom«i.D. C:\Documents and Settings\dtime\My Documents\LOA Keith Summers for City of Sanford SOURCE.doc PLOT PLAN for: MAROrvL/A HOMES, INC. DESCRIPPON: LOT 43, CROWN COLONY SUBDIVISION RECORDED IN PLAT BOOK 61 PAGE(S) 7G thTL 76 PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA C1 R=50.00' A =26a 18' 17' ARC-22.9G' CH.-22.75' CI1I.BRG. = N78050'33'W g0Pd CROWN COLONY WAY ­0 RADIU5 POINT 572-20,191V CON5ERVATION AREA 560° 19'54" W FLOOD CERnnCA77ON BASED ON THE FEDERAL EMERGENCY MANAGEMENT AGENCY FLOOD INSURANCE RATE MAP, THE STRUCTURE SHOWN HEREON DOES LIE WITHIN THE 100 YEAR FLOOD HAZARD AREA. TF/1S STRI/CTURE..LIES IN ZONE Ae%. COMAI(1N1TY PANEL Na 120289 0040 E EFFECTIVE DATE: APRIL 17. 1991 MAP RE W-90N DATE: (SUBJECT TO CHANGE) eD, 0' 5' 10' 20' GRAPHIC SCALE LOT 42 P~lel E�O.7 F.H.A. PLOT PLAN P - DENOTES PROPOSED ELEVATION PER ENGINEERING PLANS. E - DENOTES VaSTING ELEVATION PER ENGINEERING PLANS. BUILDING SETBACKS FRONT: 25' REAR: 20' SIDE: Z 5' SIDE STREET: 20' BUILDING LINE: 60' LOT 43 CONTAINS 7.427 SOUARE FEEl/0.171 ACRES +/- NOTES: 1. BEARINGS ARE BASED ON THE CENTERLINE OF CROWN COLONY WAY BEING S7270'19'W. 2. ELEVATIONS AND LOT DRAINAGE TYPE SHOWN HEREON ARE BASED ON SITE ENGINEERING PLANS FOR THE PROJECT I 3. BUILDING 17ES ARE TO FOUNDATION. 4. PLOT PLAN ONLY. LOT HAS NOT BEEN STAKED IN THE FIELD. THIS IS NOT A SURVEY. THE UNDERSIGNED AND CAVONE. INC. LAND SURVEYORS and MAPPERS MAKE NO RESERVATIONS OR GUARANTEES AS TO THE INFORMATION REFLECTED HEREON 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: N0.-NUMBER P.T.-POINT OF TANGENCY CONC-CONCRETE WE.- WALL EASEMENT F.E.-FENCE EASEMENT R.-RADIUS P.l.-POINT OF INTERSECTION L.S-LAND SURVEYOR P.R.C.-POINT OF REVERSE CURVATURE O.E.-DRAINAGE EASEMENT P.C.-POINT OF CURVATURE O.R-OFFICIAL RECORDS P.C.C.-POINT OF COMPOUND CURVATURE U.E.-UTILITY EASEMENT (�ja=CAENGTHL.B.-LICENSED BUSINESS CH.BRG.-CHORD BEARING S.W.E.-SIDEWALK A: UTILITY EASEMENT D.U.d•SE.-DRAINAGE, UTILITY NTERLINE A/C -AIR CONDITIONER PAD &DELTA (CENTRAL ANGLE) D.&U.E.-DRAINAGE & UTILITY EASEMENT SIDEWALK EASEMENT lR A VONE,INC. THIS SURVEY NOT VALID UNLESS EMBOSSED GNATURE AND RAISED SEAL OF AFLORIDA LICENSED SURVEYOR A YOR ANG PPE REVISION DATE DRAWN T30LAND SURVEMRS AND MAPPERS 0 SOUTH RONALDONALD REACAN BOULEVARD LONGWOOD, FLORIDA 32750-5499 TELEPHONE (407) 39-3636 FAX No. ONE 339 L.RR. E-MAIL: CAVONE 49 CFL.RR.COM DOMINICK F. CAVgNE - PRESJOENT FLORIDA SURVEYOR & MAPPER NUMBER 2005 LICENSED BUSINESS NUMBER L.B.5073 PLOT PLAN 6-5-2003 CB LOT by CHIP CADD FILE:CROWNCOL43.DWG W.O.2003-7213 3. 4. 5. 6. 7. M. 9. 10. 11. 12. 13. 14. 15. CITY OF SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 43 Subdivision: CROWN COLONY Property Address: 161 CROWN COLONY WAY ® 1. Two (2) recent boundary and building location surveys showing setbacks from all structures to property lines for permit for structures (not fences). ❑O 2. Two (2) complete sets of construction design drawings drawn to scale. Complete sets to include: MR a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. 0 b. Floor plan indicating interior wall partitions and room identification, room dimensions, door, window, and/or opening sizes, smoke detector, distances from walls are to be shown. Note the State of Florida requirements for bath door for compliance of Handicapped Code (F. S. 553, Part 5). 0 c. Elevations of all exterior walls, east, west, north and south. Finish floor elevation height as per City Engineering Department or subdivision plat. 7 d. Cross sections of all wall sections to be used in the structure. Bearing non -bearing interior and exterior. Show all components of wall section. ❑ e. Framing plan for floor joists where conventionally framed. Plan to indicate span, size and species of materials to be used. ❑x f. Engineered truss plan with details of bracing. Engineered beams for spacing openings to carry and support trusses. ❑ g. Stair details with tread and riser dimensions, stringer size, methods of attachment, placement of handrails and guardrails. 0 h. Square footage table showing footages: Garages/Carports 420 S.F. Porch(s)/Entry(s) 26 S.F. 0 3. 0 4. TO FOLLOW N/A 5. N/A N/A N/A Ex 6. Patio(s) S.F. Conditioned structure 2,223 S.F. Total (Gross Area) 2,669S.F. Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97). Soil analysis and/or soil compaction report. If soils appear to be unstable or if structure to be built on fill, a report may be requested by the Building Official or his representative. Other submittal Documents: a. Utility letter or approval when public water supply and/or sewer system connection to be made. b. Septic tank permit to be obtained from Seminole County Health Department at: 400 West Airport Boulevard, Sanford, FL (407) 665-3600. c. Arbor permit when trees to be removed from property. Contact the City Engineer for details regarding the arbor ordinance and permit. Application to be completed thoroughly and signatures provided by a licensed and insured contractor. OWNER/BUILDER MUST APPEAR IN PERSONS TO SIGN APPLICATION AS PER FLORIDA STATE STATUTE 489. Subcontractor license numbers must be included on the application. If electrical, mechanical or plumbing permits have not been issued, inspections will not be scheduled or made and subcontractors will be subject to penalty under the City Ordinances REQUIRED INSPECTIONS DURING AND UPON COMPLETION OF CONSTRUCTION 1. Footer 2. Underground, electrical, mechanical and plumbing Foundation elevation survey Slab Lintel — tie beams — columns — cells Rough electrical Rough mechanical Rough plumbing Tub Set Framing Tenant Separation/firewall Insulation, walls and/or ceilings Electrical final, mechanical final and plumbing final Building Final Other DATE: Friday, June 20, 2003 SIGNATURE: v (By Owner or Authorized Agent) c" o n IL o°a U Coco W r4 W N qrLUM LU'L �c0 LUZZZ CW0o�cr444 a 8 0 '4 0 NA MINIS NORSE, CLERK OF CIRCUIT COURT SENINOLE COUNTY OK 04848 PSG 1609 CLERK'S 8 2003093912 RECORDED 06/03/2003 ftsl71;13 PN RECORDING FEES 6.00 RECORDED BY N Noldsn NOTICE OF COMMENCEMENT STATE OF FLORIDA COUNTY OF SEMINOLE TAX FOLIO NO. 25-133-6949 PERMIT NO. PARCEL NUMBER: 33-19-30-5QS-0000-0430 The UNDERSIGNED hereby gives notice that improvement will be made to certain and real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. DESCRIPTION OF PROPERTY (Legal Description and Street Address) Lot 43 161 Crown Colony Way: Subdivision: CROWN COLONY General Description of Improvement Construct a Single Family Residence OWNER INFORMATION Name and Address Maronda Homes, 1101 North Keller Road, Suite F. Orlando, FL 32810 Interest in Property (Fee Simple, Partnership, etc.) Owner NAME AND ADDRESS OF FEE SIMPLE TITLEHOLDERS (If other than owner) CONTRACTOR Maronda Homes, 1101 North Keller Road, Suite F, Orlando, FL 32810 (Name and address) SURETY (Bonding Company) Name and Address Amount of Bond LENDER Name and address Bank of America, NA, 750 S. Orlando Ave., #102, Winter Park, FL 32789 ATTN: DAN FINNEGAN Phone 407 646-6304 Fax 407 644-2388 Persons within the State of Florida designated by owner upon whom notice or other documents may be served as provided by Section 713.13(1), (a), 7., Florida Statutes. Kamaf Title, 200 W. 1°` St., Sanford, FL 32771, Fax: 407-330-5062, Phone: 407 322-9484. (Name and address) In addition to himself, Owner designates provided in Section 713.13(2), (b), Florida Statutes. or to receive a copy of Lienors Notice as Expiration Date of Notice of Commencement (The expiration date Is i year from the data of recording unless a different date Is specified.) Sworn to and subscribed before me this 0" ".. to Notary Public — k����� RUSSELL KEI H AWMERS Maronda Homes, Inc. of Florida Vice President - Construction day of 2003. �OF Ft DEBBIE TIME GE.RfIFIE.p COPY OTARY BLIC o MY Comm Exp. y5/p5 MARYANNE MORO N Pueuc No. CC 999378 ERK OF CIRCUIT COURT � I I om.. I o. EMINOLE COUNTY- FLORIDA w CLERr JUN 0 s 200 MAROhvA HOME5, INC. PLOT PLAN for: DESCRIPTION: RECORDED IN PLAT BOOK LOT 43, CROWN COLONY 3UBDIVI3ION G I PAGE(S) 7G thry 78 PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA T R A C T' D'- CONSERVATION AREA 560° 19154" W C1 R=50.00' A =26° 18' 17' ARC=22.9G' CH.=22.75' CH.BRG.= N78a50'33V z0, a 5' 10' 20' GRAPHIC SCALE LOT 42 F.H.A. PLOT PLAN P - DENOTES PROPOSED ELEVATION PER ENGINEERING PLANS. E - DENOTES EXISIING ELEVATION PER ENGINEERING PLANS. BUILDING SETBACKS FRONT: 25' REAR: 20' SIDE: 7.5' SIDE STREET: 20' BUILDING LINE: 60' gpPd LOT 43 CONTAINS 7.427 SQUARE FEET/0.171 ACRES +/- CROWN FLOOD CERnFlCAnON NOTES: COLONY WAY BASED ON THE FEDERAL EMERGENCY 1. BEARINGS ARE BASED ON THE CENTERLINE OF MANAGEMENT AGENCY FLOOD INSURANCE CROWN COLONY WAY BEING S7270'19'W. RATE MAP, THE STRUCTURE 2. ELEVATIONS AND LOT DRAINAGE TYPE SHOWN 'gyp RADIU5POINT SHOWN HEREON DOES LIE WITHIN HEREON ARE BASED ON SITE ENGINEERING 372.20,19-w THE 100 YEAR FLOOD HAZARD AREA. THIS STRUCTURE LIES IN ZONE ' A ' PLANS FOR THE PROJECT. I J. BUILDING TIES ARE TO FOUNDATION. COMMUNITY PANEL NO. 120289 0040 E 4. PLOT PLAN ONLY. LOT HAS NOT BEEN STAKED EFFECTIVE DATE. APR►L 17. 1991 IN THE FIELD. MAP REVISION DATE: (SUB ECT TO CHANGE) THIS IS NOT A SURVEY. THE UNDERSIGNED AND CAVONE, INC. LAND SURVEYORS and MAPPERS MAKE NO RESERVATIONS OR GUARANTEES AS TO THE INFORMATION REFLECTED HEREON PERTAINING TO EASEMENTS, RIGHTS OF WAY, SETBACK LINES, AGREEMENTS AND OTHER MATTERS, AND FURTHER THIS INSTRUMENT IS NOT INTENDED TO REFLECT OR SET FORTH ALL SUCH MATTERS. SUCH INFORMATION SHOULD BE OBTAINED AND CONFIRMED BY OTHERS THROUGH APPROPRIATE TITLE VERIFICATION. ABBREVIA TIONS/LEGEND: NO. -NUMBER P.T.-POINT OF TANGENCY CONC-CONCRETE WE.- WALL EASEMENT F.E.-FENCE EASEMENT R.-RADIUS P.I.-POINT OF INTERSECTION L.S.-LAND SURVEYOR P.R.C.-PANT OF REVERSE CURVATURE D.E.-DRAINAGE 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.BM-CHORD BEARING S.&U.E.-SIDFWALK & UTILITY EASEMENT O.U.&S.E.-DRAINAGE, UTILITY It CE CENTERLINE A/C -AIR CONDITIONER PAD D DELTA (CENTRAL ANGLE) D.&O.E. -DRAINAGE & UTILITY EASEMENT SIDEWALK EASEMENT A VONE, INC. THIS SURVEY NOT VAUD UNLESS EVBOSSED AWFL�DA LICENSED SURVEYOR ANDMAPPER REVISION DATE DRAWN LAND SURVEYORS AND MAPPERS MU 300 SOUTH RONALD REACAN BOULEVARD LONGWOOD, FLORIDA 32750-5499 TELEPHONE (007) 39-3636 FAX No. ONE 339L.RR. E-MAIL: CAVONE O CFL.RR.COM DOMINICK F. CAVOWE - PRESIDENT FLORIDA SURVEYOR & MAPPER NUMBER 2005 LICENSED BUSINESS NUMBER L.B.507J PLOT PLAN 6-5-2003 CB LOT by CHIP CADD FILE: CROWNCOL43.DWG W.O.2003-7213 Master Fife #7 Central Florida B.O.A.F Exterior Window and Door Master Filing Checklist 1. Sufficiency Review Manufacturer Name: Nora ndex/Revn o Ids Distribution Model Number(s): 1 "x4" and 1 "x3" Aluminum Mullions Contact Name & Number: Christopher M Fuertsch — (407) 667-9390 Please ensure the following are contained in your submlttal: X Two (2) signed and sealed engineered installation details. One (1) signed and sealed test report. One (1) signed and sealed engineered calculations for altemate fastening method, if applicable. if. Governmental Product Approval: Agency Initials/Date Brevard, County of Cape Canaveral Cocoa Beach, City of Eustis, City of Indialantiic, City of Indian .Harbour, City of Lake, County of SN 3/26/02 Lake Mary, City of RJ 4/05/02 Leesburg, City of SS 3/26/02 Maitland, City of Malabar, City of Melboume Beach, City of Scan Date 4-4-02 A enc Initials /Date Melbourne, City of Mt. Dora, City of Orange, County of ACP 3/1'5/02 Port Orange, City of Rockledge, City of Satellite Beach,. City of Seminole, County of Tavares, City of Titusville, City of West Melbourne, City of Winter Park, City of LP 3/26/02 Created on 02/04/02 Page 1 of 2 NORANDEX PAGE 29 CAULK TOP .OF MULL #10 •X 3/4" TEK SCREW - J�DOW. 1r3 MULLION (XFLA-26-1) Ix4 MULLION (XFLA-39) WINDOW JAMB #10 x 3/4` TEX SCREW CAULK BOTTOM OF MULL PRECASTED SILL 1 •aEE CHART FOR FASTENERS FLA— 45 MULLION ANCHOR 'CLIP 16 GA GALV. SHEET METAL 800 LB. MAX CAPACITY lx3 MULLION (XFLA-26-1) IX4 MULLION XFLA-39) 3/4"MAX SEE CHART FOR FASTENERS - D. A.F MAW, ACTURER NAME: - oRAri Fr MASTER 1ME #k �� NOTES: 1) ALL ALUMINUM OR 6063 T5. EXTRUSIONS- ARE ALLAY 6063 T6, � 2) WHEN THERE IS ONE TAPCON (1/40" X 1-1/2') CHARLES..A 'Pi & P g ON EACH ANGLE LEG. FL REG. ENC,g 40121 PLACED ON MULLION CLIP CENTERLINE.ALL BE DATE: 3/21/02 3) CONCRETE COMP AT 28 DAYS. RESSiVE STRENGTH= 3,000 PS[ III IAIM I III g NUhANDUI X PAGE 30 NOTES: - 1) ALL ALUMINUM EXTRUSIONS ARE ALIDy 6063 T8. OR 6083 WHENT5. 2) ON EAC�EGLE O.EG TH TAFjCON SHALL E`, PLACED ON MULLION CLIP CENTERLINE. AT 28 DAYS. 3) ANCRETE COMPRESSIVE STRENGTH m 3,Oo0 pSI CRLES A. PAG F[RA. _REG SNG. r� 491u DATE 3/21/O2 cENTM n.ORMA B.O.A.F. MANUFAGTURM, NAME:. MASTER: FILE 010 x '3/4° TEK SCREW DW SILL SH HEAD IiORIZONTAL MULLION SCHEDULE SINGLG� UNPT `C.YPE .OF Millj0N TYPE OF CLIP VINDOW•WINDOW. DESIGN PRESSURE WIDTH . � HEIGHT.. NUMBER AND INCH INGH 35 PSF FLA-45 TYPE OF FASTENERS - 260' • :1.0 x 30 OK x 3;0 --- 3;0 --- 0K ---_- 4 3' 160 - 4 -xxxx 3: OR 1I1_- 43J6063" xx T6-3 a ---1--- x 3:0 --- OK 33JJ 41:(0 - 26` 1.0x3:0 4 3 11866a 11- 38 -1 4 T-F • 1.0' - 3:0_-- --_ 0_K 4 3 16_0 1- -3 26-1/2` 50�5�8 -- _x x 30 __ OK---- - _x 4 160' x 1- l 63" ---1.0 - --- 1_0 x_3:0__ - OK --- --_- --- �K- .---- 4 3 160 x 1-: J-„____. 4-3 6P� 1-: __26" x 3:0 1.0 x 3:0- OK -- _x 4 38=1'• 4 -- -- -- OK 43 16_0 •x 1-7 37'------------ -- 01C_ _ 4 _3 16_0 x 63" 1_0 - --- 3.0 OK --- --- 4 3 160" x -J 76-3 4� _s --- --- 1.0• x 3:0 --6K' - „__-- 4 -J60 x. l-1 26" i. b x 3 0 :QK 4 3 160„ $ 1=j 38-1 4�' T� _ --- __ x 3*.'0_-_ --- OK _ 43 160 x 1-1 63-1 8` / 50- — -__1.0• ---1-Q_ x_3_:0- OK _ --- --- ' 4 _3�60-"_x_ 1_-1 63" ---_Og---= 2 _1f40'rx_1__1L ---1.0 .x_•3:.0_-- 2 1140" x 1=1 1x3 MULLION (XFLA--26-1) lx4 MULLION OCI A-39) OR 2 1 40 r x 1-1L (XFLA-26-1) lx3 MULLION /. - - TAPCONS TAl'CONS '4 TAl'CONS TAPCONS '.- TAPCONS ,Y------ TAPCONS TAPCONS Y------ TAPCONS TAPCONS TAPCONS TAPCONS R______ TATr PCONS TAPCONS TAPCO NS TAPCON_S TA_PCONS TAPCONS TAPCONS FT10 x 3/4" EK SCREW DW SELL SH HEAD rq p r�vA�t�lViJr,A .PAGE 24- I •Q u 7' � A 'Uy Ell NAME.. (2) ®10 x• 1-3/a" Pli-ShiS lN7Y1 2 x II CK OR 3/16'0 x 2-3/4" TAPCON T11RU . 1 BY BUCK (SHOWN) 1VI'eH A 1-1/a' Miry• EA(BED6lENT I1NT0 MASONRY. SEE ELEVATION FOR ANCHOR ���°• TEYPEREO c1�S5 ( sunlNc class 000R COMPARATIVE l r' re►IPERe° cLAM SPACMG. • - dNdLYBIs cxeRr No. OP Na OP nH009 OPSICN IDAD AHCHOR3 dNCHOR9 06{f3iSI0103 CAPACITY -PST SIlOINC Cl..aa 000R OMPdRATIVB ANALYSIS CHART No, OP Na OF UINDOH OESICN �Y Q N ti x F 1-3/4' Fi-SMS INTO 2 x HULK "ICBM)� POSMVE It HELD PRAM LOAD ANCHORS ANCHORS O1101SIONS CAPACITY-P3P HIOTH HEICRT ~ C) q SEE ELEVATION FOR ANCHOR SPACING. 20! 46 . • a6 9n e POSITIVE HBGA �� FRAME acl�) OrCMf� B (/, �' (2) B10 x 1 3/4' PH-SMS nM 2 ➢Y BUCK WITH 1-I/2- MIN. EMBEDMENT. SEE ELEVATION FOR ANCHOR SPACING. I (— WOOD BUCK STEEL• REMP. ALL 10ANELS k 60.0 D. P... WOOD AS RE ?S OWN JL •TYP. JAMB. SE( OR MUDD TRACK AS REQUIRED 1 BY 2 BY (2) 3/16'0 x 2-1/4' TAPCON OR MIAMI DADE APPROVED CONC. FASTENER SEE ELEVATION FOR ANCHOR SPACING. a NOTES: I) SHIM AS REQUIRED,. MAX SHIM STACK 1/4 2) ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063-T6. OR T6 WITH :TYPICAL .WALL THICKNESS OF • 0.62- 3 USE HIGH QUALITY CAULK BEii[ND WHIDOW FLANG- E. 4 GLASS THICKNESS BASED ON TABLE E1300 GLASS CIIARTS• AND MAY VARY DEPENDING ON SIZE. 5) THE RESPONSIBHITy FOR SELECTION OF NORANDEX PRODUCTS TO MEET ANY APPLICABLE ' LOCAL .LAWS, BUILDING CODES. ORDTNANCES OR OTHER SAFETY HEADER AND SILL SECTION sEEQUIRREUILDING Owe CONTRACTOR. THE ARCHITECT, Tom• 1 BY BUCK 7) CONCRETE COMPRESSIVE STRENGTH - 3,000 PSI AT 28 DAYS. rANP.L sm IN FEET. 1/4" SHIM —� MAX X X h� PAN •�[ PANEL ana u (2BY2) I TELL nVAMH 86.7 BB.4 80 80• B�� (4) 88.7 08.4 24 88.i BB.L 16 6 88.7 77.4 24 00, �) 88.7 83.6 9 g Q5 O.i� U 68.7 63.8 t8 6 [� 80• 86.7. 78.3 20 (2.6) 88.7 78.3 l0 80 80 3o oil" B0 to (/] (4) so R4 80 80 l8 -86.9 -is —3 10 l0 J 24 B8• go 71.3 t6 (3) t0 10 q 0 68.7 738 18 BB' --is B 86.0 20 10 t0 (Z6) 86.7 86.2 to (2) 3/16'0 x 2-3/4- 10 q y y ! o b TAPCON OR MIAMI DADS APPROVED CONC. " W ti q i q e n — FASTENERS. SEE ELEVATION FOR 13 o y a c t > ANCHOR SPACING. c<i H to zµo p• w�� W� `at 4 y Zca y Tj [" U / II//// itli� �1,ll/r it I oTlflI 1 X XUPANEL PANPANEL i W a is 04 tj (4BY2) rwaL navumR `o h c a NORANDER PAGE 23 e 4 a 6 (2)• $10 x 1-3/4- PH-SMS INTO 2 BY RUCK OR WITH A 1-1/4 e4M[f[ ECHBEOMIgNT IINBPO BUCK(SHOWN) SEE ELEVATION FOR ANCHOR SPACING. (2) #10 x 1-3/4 FH-SMS INTO 2 x BUCK SEE ELEVATION FOR ANCHOR SPACING. L OPTIONAL 2 BY WOOD BUCK (2) 110 x 1 3/4" PH -EMS INTO 2 BY BUCK MENT SEC ELEVATION ON FDR ANCHOR /f-2 x HOOD BUCK 3/16" TEMPERED GLASS PANEL .SIZE INCHES DESIGN LOAD CAPACITY-PSF N0. OF ANCHOR SCREWS 1N FRAME . HEAD AND SILL JAt+�B WIDTH/HEIGHT . EXTERNAL INTERNAL XX ' 30 4e x 591/2-" XXX ALL 361�je" x 591/2 " 53.3 55.8 ' 10 16 18 6 301�18 x " 49.8 49.8 12 18 22 6 .791/2 36 �6" x 791/2 " 49.7 45 49.7 10 16 20 . 8 4.5 SERIES '500 ALUMINUM SLIDING 12.- 18 22 8 G FASTENER CHART LASS DOOR LL OPERABLE PANELS MNTRAL FJEQRWA Il. U. A. F. jj�[,,{(������ M*MA TA ONO z IAMI TAPCON OR MIAM[ 3 N = 1 x HOOD BUCK DADS APPRASTENE R * CONC. a) 'I97R Trlr,n .. .— ----j SEE ELEVATION FOR ANCHOR SPACING. -sHIM HIM HORN AS' RE DIKED TYP. WOOD SgSHOWt� OR MUDD TRACK AA3S REQUIRED 1 BY / (2) 3/18"0 x 2-1/4" TAPCON OR SEAS FASTENER ELROVED coNe- EVATION ANCHOR 'SPACING. c NOTES: 1 SHIff AS 'REQ[II(;ED: MAX SHIM STACK 1/4% 2) ALL ALUMINUM :EXTRUSIONS ARE ALLAY 6085-T5 4 OR TB WITH TYPICAL WALL THICKNESS OF .0.02" JI ° 9) USE HIGH .QUALITY CAULK BEHIND WINDOW FLANGE. a ° 4 GLASS `THICKNESS BASED ON'TABLE E1300 GLASS CHARTS: AND MAY VARY DEPENDING ON.31Z8 ` 6) THE RESPONSIBILITY FOR SELECTION -OF N9RAND$X ? PRODUCTS TO' MEET ANY APPLICABLE WCAL..LAWS HEADER AND SILL SECTION BUILDING' cODES,.•ORDINANCES "OR"`OTHER"SAFETY•' REQUIREMENTS REST;SOLELY HITH THE .ARCHITECT, TYP. 1 BY BUCK 6) CCONC� 'OWNER STRENGTH o 3;0D0 PSI AT 28 DAYS. ONTAL SECTI 2 BY BUCK X X y ANFi(. . F PANEL aaQ n . —r (21iY2)rnc_ u�u,on 1/4" SI11M—ii— MAX X X I PANEL — mwo PANEL PANEL PANEL (4BY2) InAh s ra7l ai o W A�q1-4 to co A �nW fiq oC'3�Dj h ti G • ivutUlNllL+:X s PAGE 22 n lu A 1-3/4- P.H. S.M.S W/1-1/2 MN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. 110um W/1-1/2 t MIN. EMfBEDMENT. SEE ELEVATION FOR .ANCHOR SPACING: �lp Oq P_ . Q ALT. F'IN ATTACHMENT UNDER SHEATHING CENTRAL FLORMA &O.A_F. MA ACMER NAME: oRgnr�,�X MASTER FILE # 3 NOTES 1) :SHfM AS REQUIRED. MAX SHIM STACK 1/4'. 2) ALL ALUMINULL;,EXTRUSIONS ARE DIME ALWy 8083_T5 3) USS�AUGHT@13AITYACWULKL. �jBEEH �WNDOW NCHES ND FLANGE. 4 GI:ASS: TIIICKAl1�M..B ASED ON TABLE cE1300 GLASS CHARTS; AND::;MAY"'VARY DEPENDING ON SIZE, 5) 'Tlft' RESPONSI ILIV "FOR SELECTIONF'RO OF NORANDEX BUI IICT$',. 1U`:MLEET.-ANY OF Bp[liO NG._CES; -ANYLOCAL LAWS. OD 18-�8` 5-�2- .OR OTHER SAFETY REQUIREMENTS', Y WITH THE ARCHITECT. HULL -DING O.WNER'.'OR,;coWrRACTOR. 6) NOTE e� -INDICATES THAT E UAL, FASTENERS AT HEAD` AND .SlL'll-ARE_ REQU'*ED. 52-1 8` 18= fig_ s-12- 38_ I 38" 62- UIO X 1-3/4` P.li S.M.S. le— W/1-1/2' MIN. E'MJBEDMJENT 5 SEE'. ELEVATION IMR 36` ANCHOR SPACING. FIL_ l � I n TYP. JAMB SECTION WOOD FRAME . I -1 �4- MAX — SKIM (TOP AND BOTTOM) LHEADER AND SILL SECTION W/lol/21 MIN. EMBEDMENT CHARDS'. A. 'A' ?N. 1'.F WOOD FRAME ANCHORSPACING. SEE ELEVATION R FL DATEE3C�7%Oa 121 """ WINDOW FASTENER.SCHEDUL.E JSIONS N0. ANCHORS HT . HEAD/SILL: [ONCHES)SEE NOTE 8 NO. ANCHORS JAMB W y ~" PSF PSF 45 60 pSF PSF G] 2• 22 225" T:;22 , 2 2 2 4• 2 202 2 3 —2- q oq� 37-1/42 � _2 _ 2• 3 3• _ 2 3 3 3 3 3 3 ~' 1� � � `' _� 3 _4• 3 3- �•� 2 49-6/e _2 2 2• 2 2• 3 3 3 3 3 3 <f CrJ G] '' � 3 3 39 3 4• 3- 3 3 3 2 � 2 20 3 4 4 4 4 3 3 3•" B 4 4: o y 2 '6-3/4- - 2 2 2• 2_ 2. 3 3 45 4 _6 co D) q Wmhb _3 3' 3 4 5 kl.b 'Y ti Gl � � � 4 uu lem timte V rn. � 4 '))ETALL—A v //// DETALG-B 1 NORANDEX I PAGE 10 # 10 X 1-3/4' P.H_ S.M.S. I W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. O TrP PY! I N fI � �v U .750 TYP • �m LA-40 415/416 --L . 2.437 10 X 1-3/4` P.H. S.M.S. 19/1-1/2' NIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACI I�G•: A.wr. a'• ALT. FIN ATTACHMENT UNDER SHEATHING 4 10 X 1-3/4' P.H. S.M.S. W/1-1/2' MIN. EMBEDMENT SEE. ELEVATION FOR ANCHOR SPACING. HEADER AND SILL SECTION .WOOD .FRAME 10 X 1-3/4' P.H. S.M.S. W/1-1/2' MIN. EMBEDMENT SEE'ELEVATION FOR FOR ANCHOR SPACING.,- TYP. JAMB SECTION ©, WOOD -FRAME CHARLES A P 1P.P FL REG. ENG. f,4812L DATE: 3/27/02 NOTES: 1 SHIM AS REQUIRED, MAX SHIM STACK 1/4'• 2 ALL ALUUU`WU' EXTRUSIONS ARE ALLOY 6063-7-5 0 OR T6. WITH TYPICAL WALL THICKNESS OF 0.62' . i 3) USE•*HIGH .QUAVff'.CAULKC BEHIND WINDOW' FLANGE.DE!� 4 ' .GRASS THICKNESS ;BASED 'ON TABLE E1300 GLASS CHARTS, AN•MAYAR :VY DEPENDING ON SIZE 5) D'THE'.RESPONSIBFL y FOW'SELECTION DETAIL—C PRODUCTS!, OF.'NORANDEX TO ANY APPLICABLE LOCAL LAWS, BUILDING•:CODES-'ORDINANCES OR SASH OTHER SAFETY REQUIREMENTS 'REST SOLELY WITH THE ARCHITECT. BUIMING''OWNER'�OR CONTRACTOR. 6) NOTE # INDICATES' THAT 'EQUAL FASTENERS AT BEAD AND SH.L ARE REQUIRED. a _I j[,LDETAIL=B m o: N U RANDEX PAG E 21 of n„n. 1-1/4" MIN. EMBEDMENT # 10 F.H. S.M.S. SEE ELEVATION FOR W/1-1/2' MIN. EMBEDMENT NOTES: ANCHOR SPACING. SEE ELEVATION FOR 1) SHIM AS REQUIRED, MAX SHIM STACK 1/4-. 7 ANCHOR SPACING. 2) ALL ALUMINUM ova CO a EXTRUSIONS ARE ALLAY 6063—T5 OR T6 WITH TYPICAL. WALL THICKNESS OF 0.62, . 3) USE HICK QUALITY CAULK BEHIND 4 4 WINDOW FLANGE GLASS THICKNESS BASED ON TABLE E1300 CLASS L i :CHARTS; AND MAY VARY DEPENDING ON SIZE 6) THE 'RFSPONSIBH_M. FOR SELECTION: OF NORANDEX PRODUCTS TO MEET ANY APPLICABLE. LOCAL LAWS, RQUI REQUIREMENTS; SAFETY RFSTDSOL:ELYSTHER WITH ARCH BCT; BUILDING OWNER OR CONTRACTOR , 6) A PRESSURE TREATED! WOODEN SILL.BOG$ :OR MARBLE SHALL HE .ADDED UNDER THE PRODUCT TO FULLY SUPPORT UNIT.. •THIS -SUPPORT \ul SHALL BE FIRMLY ATTACHED INTO MASONARY AND SUPPORT THE PRODUCT OVER ITS FULL, LENGTH BY OTHERS)_ (SUPPLIED 7) CONCRETE COMPRESSIVE ALT. � � HEADER SECTION STRENGTH 9,ODD PSI AT 26 DAYS. B) NOTE • INDICATES THAT' EQUAL FASTENERS TYR 2 BY BUCK AT 1I�A-LPILL ��®t A B.O.A.F.. 3/18' TAPCON W/1-1/4- MIN. EMBEDMENT AIANUFALTiIRIE)� NAM: (SEE ELEVATION FOR ANCHOR SPACING)S,I, - Alo 4A lr - ? �7 A d I`---- CALL SIZE WIDTH _ I • " I BY BUCK O 2 BY BUCK SIHM TYP. JAMB SECTION )Tit IAtIBs) 1 'BY / 2 BY BUCK SEE NOTE 6 HEADER AND SILL SECTION TYP. 1 BY BUCK CHARLES **A'-,P� . FI_ REG. LNG. ,g81.21 DATE: 12/lt/01 # 10 F.H. S. m. s. W/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. uut uurt t,urtt e- • 21' 0.0. ILI —A i//// If/ - DETAIL—C //�� — /�// XV DETAR—B w Z a d 1. 'NORANDEX I PAGE g MIN'-IL S.M.S. WITH A NOTES: lr-1/2' MIN. EMBEDMENT ) SHIM AS REQUIRED, MAX SHIM STACK 1/4'. 3/IB' TAPCpN WITH A SEE ELEVATION FOR �MIIN. 1-1/4' MIN. EMBEDMENT ANCHOR SPACING. 2) ALL ALUMINUM EXTRUSIONS ARE ® SEE OR SPACING. FOR I OR T6 WITH TYPICAL WALL ALI OY 8063—T5 ANCHOR SPACING. ° 3 USE HIGH THICKNESS OF 0 62' 0 CAULK 13EHIND WINDOW FLjNd E 4; GLASS THICKNESS BASED ON TABLE E1300 GLASS CHARTS, AND MAY VARY DEPENDING ON SIZE 5) PRODUC9S�ToIBlUTy MEET ANY APLEMON OFDRANDEX BUILDING CODES, ORDINANCES OR OTHER LOCAL LAWS, REQUIREMENTS REST SOLELY .WITH THE ARC�Y H17 SCT, BUILDING OWNER OR CONTRACTOR, 8) A PRESSURE TREATED WOODEN BUCK OR MARBLE DDED UT1�D1E4RSUpPORT F uy.SUPPORTBE AUNIT. SHALL BE ALLBE FIRMLY ATTACHED INTO MASONARY AND SUppoRT THE PRODUCT OVER ITS FULL BY OTHERS). LENGTH (SUPPLIED 7) CONCRETE COMPRESSIVE EADER SECTION. AT 2e DAYS. STRENGTH o 3,000 PSI 2 BY• BUCK FLORm Axx,,Bmm•U•A.F. • ATUREft NAAM: 3/16' TAPCON 17/1-1/4" MIN. EMBEDMENT "ASTER # SEE ELEVATION FOR FOR ANCHOR SPACING. # 10 F.H. S. BLS. MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. CHARLES A. PAG&4 p.E. FL REG. ENG: W' 49121 DATE 3/21/02 MAX UNrr WWM WAXe-1.� MIAMIDADE PRODUCT CONTROL NOTICE OF ACCEPTANCI. Prenidor Entry Systcrtls 911 E. Jeferson, P.O. Box 76 Pittsburgh ,KS 66762 ,h1fAt11I-DADE COUNTY. FLORIDAMETRO-DADE FLAGLB.R BUILDI-NG BUILDING CODE 'CONIPLIANCE OFFICE MEDRO-DADE I'I,AGLEIt 13UIt.l)I1,'C; 140 WHST H.AGIXX S'!'ltlil-r, 5t rn: I C)O.; MIAMI, I'1.01UDA 33130-15G3 (305) 375-2901 FAX (305),75-29os C:C)XTILdC. 1101Z IAC:1•:\.'C tilsj:c-1'IC).\' (305) 375.2527 1,:A-N (30) 373.2S 5 col r1L�c-rOi( I:.� l�c)1u •t:�n•:� r 1)1\•Is1c)v (305) 375.2966 F:\X (305) 375-29U% Itl(()nI:C:I' (:U:.V11z 1.1)1\'Is1C)\ Your application for Notice of Acceptance (NOA) of (3u5)3752902 VAX (.105)372.6.13y Enter•gy 6-8 S-W/E Inswing OI)uRue. Double w/sidcliics Residcutial Insulated Steel Door - under Chapter 8 of the Code of Miami -Dade County governing the use of Alternatc Mliterials and Types of Construction, and completely described herein, has been recommended for acceptance by the Iviianli-Dade County Building Code Compliance Office (BCCO) under the conditions specified herein. This NOA shall hot be valid after the expiration date stated below. BCCO reserves the rigJlt to secure this 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 revoke, rllodify, or suspend the use of such product or material immediately. I3CCO reserves the right to revolve 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 nlanufacturer. ACCEPTANCE NO.: 0.1-0314.24 r EXPIRES: 04/02/2006 Raul Icoan�llci Cliicf Product Control Division THIS IS THE C0\'ERSI'IEET. SEF :\DDIT10NAL PAGES FOR SPECIFIC AND GENERA, CONDITIONS BUILDING CODE &TRODUCT REViEV' C0111,%11TTEE This application for Product Approval leas been reviewed by.tile BCCO and approved by tile Building Code and Product Review Committee to be used in Mianli-Dade County, Florida under the conditions set forth above. APPROVED: 06/0_5/2001 9_10_1�_ iL;� Francisco J. Quilltana. R.A. Director Miami -Dade County 1311ildin, Code Conij)li:L11cc Office \\.s0450001\pc20o0\\templates\notic* e acceptance cover pnge.dot Ir1tC1't1Ct [I1ai1 :1CI(II'Ctiti: I)0titnl:ItitCr'�t)UililltlrCU(IC(1t1Iit1C.CU111LM I1(1111L'jla� (: Illti)://11'15'11'.t)UitC11RS�COc1CnnlinC_r.nm Premdor Entry Svstenls ACCEPTANCE No.: 01-0314.24 APPROVED JUN 0.5 2001 EXPIRES _ At�ril U2, 2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS I. SCOPE I.1 This renews the Notice of Acceptance No. 00-032I.26 which was issued on April 28, 2000. it approves a residential insulated door, as described in Section 2 of this Notice of 'Acceptance, designed to comply with the South. Florida Building Code (SFBC), 1994 Edition for Nliami-Dadc County, for the. locations \vhcrc the pressure requirements, as dctcrmincd by SFBC Chaptcr 23. do not exceed the Design Pressure Rating values indicated in the approved -drawings. 2. PRO DUCT. DESCRIPTION 2.1 The Series Entergy 6-8 S-W/E Inswing Opaque Double Residential Insulated Steel Doors witit SideIites-Impact Resistant Door Slab Only and its components• shall be constructed in strict compliance'with the following documents: Drawing No 31-1029-EW-1, Sheets. 1 throu-il 6 of 6, titled "Ptemdor (Entergy Brand) Double Door with Sidclites in 'Wood Franks with Bumper Threshold (Inswing)," prepared by manufaeturcr,•datcd 7/29/97 with revision C data! 01/11 00, bearing the Miami -Dade County Product. Control approval stamp with the Notice of Acceptance num.ber'and-approval date by the Miarni-Dade County.Product Control Division.. These documcnts shall hereinafter be referred to as the approved drawings. 3. LIMITATIONS 3.1 This approval applies to single unit applicatioris of pair of doors and.singic door only, as sho\vn in approved drawings. Single door units shall indlu.de all components described in tltc active ieaf of this approval. 3.2 Unit shall be installed only at locations protected by a canopy or overhang such that the angle between tIle edge of canopy or overhang to sill is less than-45 degrees. Unless unit is installed in non-liabitablc areas a -here the unit and file area arc designed to accept watcrinfilirition. , 4. INSTALLATION 4.1 Tile residential irisulated siecl door and its components shall -be installed in strict compliance �\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 systcni. 4.2.2 Sidclite: the installation of this unit will require a hurricane protection system. a. LABELING -.1 Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami-Dadc County Product Control Approved". '6. BUIL•DING PERMIT REQUIREMENT'S 6.1 Application for building pcnrtit shall be accompanied by copics of the following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies of file approved drawings, as identified in Section 2 of this Notice of Acceptance, clearly marked to show the components selected For -the proposed installation. 6.1.3 Any other documcnts required by the Building O icial or the South Florid- tti (ding Code (SFBC) in order to properly cvaltt.,ttc the instan ollatioii s Steti, Manuel crez, P.E. Product Con xamincr - Product ntroI Di.vision 2 Premdor Entry SI•stems ACCEPTANCE No.: . 01-0314.24 APPROVED 'JUN 0 2001 EXPIRES A.)rii 02.2006 NOTICE OF ACCEPTANCE: STANDARD CON'DI'T'ION'S • ]. Renewal of this Acceptance (approval) shall be considered after a renewal application has been filed 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 namu,. city, state, and the following statement: "Miami -Dade County Product Control Approved", or as specifically stated in the specific conditions of this Acceptance. 3. Renewals of Acceptance will not be considered if: a. There has been a change in the South Florida Building Code affecting the evaluation of 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 correct installation of the product. d. The engineer who originally prepared, signed and scaled the required doeUmcntation initially submitted, is no longer practicing the engineering profession. 4. Any revision or change in tlic materials, use, and/or manufacture of the product or process shall automatically be cause for termination of this Acccptancc, unless prior written approval has been requested (through the Fling of a revision application 'with appropriate fee) and granted by this off ice. 5. Any of the following shall also be grounds for rcmoval o.f this Acceptance: a. Unsatisfactory performance of this product or process. b. Misuse of this Acceptance as an endorsement of any product, for sales, advertising or 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 displayed in advertising litciaturc. [fany portion of the Notice of Acceptance is displayed, then it shall be done in its entirety. 7. A copy of this Acceptance as well as approved drawings and other. documents, �vllcrc it applies, shall be provided to the user by the manufacturer or its distributors and shall be'avai.lab le for inspection at the job site at all time. Tile engineer needs not-rescal the copies. S. Failure -to comply with any section of this Acceptance shall be cause for termination and removal of Acceptance. 9. This Notice of Acccptancc consists of pages 1, 2 and this last page 3. END OF THIS ACCEPT NCE ti Manucl tcc� rez, P.E., Product ContrProducntrol Division 3 me PREMDOR (ENTERGY BRAND) DOUBLE DOOR WITH SIDELITES IN WOOD' FRAMES ' WITH A BUMPER THRESHOLD (INSWING) AL LL t •/ICTMUngws{ ( ((DKYDt4Yf 37 1/4' MAX MAX 74, 1 ]7 1/4' MAs MAY wt' r {oe1 stNLu �. w - MAX — = left 7 wu {' NA% 3' nnx MAX ^e^e IS• IS' IS'•D,G IS' D.C. IS' D.C. 13' D C. IS' D.C. IS' D.G MAx MAx NAX MAX MAX Nnx MAX Max s1AX m W Ad 9MAX •otiei, stz . IB' D.C. SPACING j DG .. or�t 43 A 1B.1,1* MAX' OG 11 /16' Iwor tay.t ty a fie, sYIfD[ Auct A D.C. 4CING D LOCK 2t!• 6<• . j 3 yr MAX OLD MAX ' 17 I/ ' MAX ' OG SPACING ID• OL ` Muse o ra a.ua , ata es 17 1/ MAX D.C. SPACING /.e. O.C. Mei[I YOntfl ales.uncs a .ra asau ne icL',/j' IfWANJI �r a qT - f J t-••• w, rclw412 in{ ��`ir iT`a r �t3• D.C. W O.C. 13, DC IS• DG IS' DC IS' OC IS' DG IS' c ./1 VC Ig7,Utl1 Cx{C[!bl AYs MAX MAX - MAX MAX MAX MAX MAX MAX ' .—� - 4• MAX 3• MAX MAX '• �— � ,• •MAX w n.e �Ac 1/C• . r Lo�c IT— ci ctt wrc X ATTACH ASTRAGAL THROW BOLT 18 x V LONG STRIKE PLATE TO THE HEADER IM ALL REMAINING AND THRESHOLD WITH DID x 1 3/4' HOLES FLATHEAD SCREWS' NOTESo IJ WOOD BUCKS BY OTHERS. MUST BE ANCHORED IB x 1 3/4" LONG PROPERL•Y,:.TD!.TRANSFER'.LDADS. TO THE .STRUCTURE. FLATHEAD SCREWS 2J THE'PRECEDING DRAWINGS ARE INTENDED TO QUALIFY THE FOLLOWING INSTALLATIONS Lx INSVIMG R.H. iNSViNG A. WOOD FRAME CONSTRUCTION WHERE D00R SYSTEM IS ANCHORED TO A MINIMUM TWO BY WOOD' OPENING ASTRAGAL B. MASONRY OR CONCRETE CONSTRUCTION WHERE _ DOOR SYSTEM IS ANCHORED TO A MINIMUM TWO BY �1R?�130 A4 CcvrruTG A71n TA5 FTRUCTURAL'VOOD BUCK. C. MASONRY OR CONCRETE CONSTRUCTION WHERE A SOUTHFI.nrt p4�,�n� NGCDDE JU}Y DOOR SYSTEM IS ANCHORED DIRECTLY TO CONCRETE WERE VATER WXIRAIMNI VNCRE vpTER iNFILiRAiION CA U ,Ifl OR MASONRY WITH OR WITHOUT ANON -STRUCTURAL QUDBHENT IS NEEDED t REQUIREMENT IS NDt NEEDED sr ;N� DNE BY WOOD BUCK. TROLt7rnsroN P.-tUSE T. ALL ANCHORING SCREWS TO BE 110 WiTH x + �•,CO�c_PUAUEav: 4lNiHUH 1 I/2' EMBEDMENT INTO WOOD SUBSTRATE Acct PTANCE ND.'� 1• 1131 Y. Z,, PFH TAPCONS WiTH 11/2' MiNIHUH EMBEDMENT N KA x UNITS, SMALL BE INSTALLED DNLT AT LDCATiOMS PROTECTED* BY A CANOPY OR NGO MASONRY. OVERHANG SUDi THAT THE ANGLE BETVEEN THE EDGE OF CANOPY OR OVERHANG 1. UNIT MUST BE INSTALLED WITH 'MIAMI-DADE COUNTY TO. SAL IS LESS IMAM 45 DEGREES UNLESS UNIT IS INSTALLED IN , APPROVED' SHUTTERS NON -HABITABLE AREAS VHERE THE UNIT AND THE AREA ARE DESIGNED TO 1. THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES ACCEPT VATER INFILTRATiR AD DOOR, -THREE STAPLES PER JAMB INTO THRESHOLD'ON IDELITES AND DOOR LATEX SEALANT TO BE APPLIED AT SIDE BY SIDE wtfiDLCslIDtL c rAu txtxlr Ma7v¢Ana1z IAMBS AND SIDELITES, `t �I t US,Ill.mf1 alADD'OING'DD[X7 tbCKtFAI1D41 IONA, [AWL . DOOR/SIDELITE HEADER, DOOR/SIDELITE JAMBS, AND SiD'EL(TE BASE h DRNERS ARE COPED AND BUTT JOiNE4r! bill - 7 DOORS SHALL BE PRE-PAiNTEO WITH A vATCR-BASED EPDXY RUST 1' PREMOR r VHiBIT1VE PRIMER PAINT VITH A DRY FILM THICKNESS OF D.B TO L2 MIL M —IO29-EW'I FRAMES SMALL BE PRE -PAINTED WITH AN ACRYLIC LATEX VATER-BASED/ fu � SHEET I OF S ATER-REDUCIBLE WHITE PRIMER VITH A DRY FILM THICKNESS OF 0.9 TO 1.2 NIL. xvm Lou ` . 9/16• i 112• GLASS BITE INTERIOR — ).• ... INSWING I OTHER CONFIGURATIONS 1 II 1/, GLAZING DETAIL "^_----alj III 1.4mx IW IRIRV H VRIIE L TEX rua CXIERI[R GRADE LATEX CAULK �• Yr EXIERIURUIL ' o _Xail_ Xi s r, 3/. IHIERIOR 1/0' TWERCD GLASS APPROVEDAS COMPLYWG lKII1 THE SOUTH R RIRLDIND CODE OA•' J u 'IT FHppO C0: �ROl O1VI5HL1 CODE COI.'31WTL� OrFICE ACCEPiAl:CE I U D �' � 3/ Y. 2 y I—IU29—EN-1 SffE1 2 OF 6 cTsm1 « 1u r 1/4' SHIM MAX r- 3/4' 80 11/16- MAX INTERIOR 79 5/16' MAX ?, SECTION B-B u 2 BY WOOD BUCK EXTERIOR E MAILRIALS LIST IIEN )D. 1 DESCRIPTIDN PARI NUMBER C(DI)IENTS - 2O WOOD HEAD JAMB � COMPRESSION WEATHERSTRIP CV-14 1 1/4' X 4 9/16- NTL. TO BE PINE OR EQUIVALENT ALUHINUH ASTRAGAL y_ 1OCKSCRECN BRAND LnxfrAl g650 ,Boas„ , 4 ALUMINUM- BUMPER THRESHO V- PREMppR BRAND OR EQUIVALENT- ASIR 5/B' ALUNINUNLD 1 1/ 4 ' TOP CHANNEL EV-15 PRENDTiR BRAND OR EQUIVALENT - 1 1/4• x 4 9/16. © CV-DB . PREHDOR BRAND - 1 II/16' - 20 Ga STEEL 1 T K 26 (NT -D71 ki mxg 11MI [Bum IT , 9 T A A BOTTON CHANNEL BASF FOAN - 0 NS - 2.0 TO 25 Ibs./Ft' VOOD LOU BLOCK EV-p7 PREHDOR BRAND - 111/16' - 20 GA STEEL ID STRIKE STILE EV-09 4' X 9 I/2' NIL TO BE PINE OR COl11VALCNI _— II HINGE STILE EV-p6 15/16' X.l II/!6' HTL TO BE PINE OR EQUIVALENT 12 LOCK PREP FILLER PLATE EV-OS IS/16' X 111/16' NTL TO BE PIN[ OR EQUIVALENT 13 4'x4' HINGE EV-10 . PREHBOR•BRAND - 050' THILTC- HTL. TO BE POlYE1HYl N VOOD HINGE JAMB V- 6 NAGER BRAND_HINGE OR EQUIVALENT - .097 THICK (STI 15 110 x 3/4- rH.V.S. - 1 1/4' X 4 9/16' HTL. TO BE PINE OR EQUIVALENT 16 110 x 2• rxv.& (4) SCREWS PER HINGE INIQ D= •RAx • IW ur hG TER JAN I T SCREWS H4Qlpt SIRUE JAAe p7T0 SIeELIR • JAH1, 4� III rRQ x 9- ()C TuEREAr TCR 61 St3EvS t1lDJGII EACH SIIEL(TE 14" (Ras) SIDfLIfE_ 4• wm rRI UP. No is, IX HEREAFTER. 1' °� fA91eS vKl /ern REFER ID B 010 X 3/4- FJLVS LCVAlIa! VICV, r� a O SEREVS USED AND LQATH) 19 ' IB x 2' rims. (2) SCREWS PER HINGE INTO JAMB LOCKSET (2) SCREWS AT EACH STRIKE PLATE 1 110 X 1 3/4' rJLV.S. KVIKSET BRAND 200 LOCK OR HARLOL RAND 100 LOCI WOOD SIDELITE JAHB (2) SCREVS PER HINGE INTO JAMB �• 22''X'G4"'SINGLE PANEL GLASS EV-19 1 1/4' X 4 9/16' NIL TO OR BE PINE EQUIVALENT "P SIDELITE TRIM (WOOD) EV-20 iusT H PI1LrPaoPrL R - DC-1 4] - (Q[p WOOD CASING EV-21 5/16 x 112' MTL. TO BE PINE OR EQUIVALEr Ike I' NIL - WOD SIDELITE HEAP JAHB EV-22 . 10 P I EUt1VALCNt - I NS roR ztoe Rr sea J.NIr AS Nuuaz NamNcs I ® WOOD SIDELITE BASE EV-23 1 1/4' X 4 9/16' HTL TO BE PINE OR ECi11VALCNT ® PpLYPROPYLENE LITE FRAM[ Ev-24 1 1/4' X 4 9/16' NIL TO BE PINE OR EQUIVALENT _ -1643. ODL-2 HP Pol roPYas lee b ODL YP • [1:16-X1 !/2'SPAN HEAP SCREVS SIDELITE STILES PIN NAIL DOW SILICONE #995 E APPROVFt0 AS CCL�U.irftVvM Mnj TM ll JUPI U 3 m yaf+rRHl (xvl�oH ACCEPUNCEND. �—o3t1f.2Y Y PER fRAHETO x D 4 I Afi[Rnurrmwrw EX 1 11/16' NIL TO DE PINE DR EQUIVALENT • • LQG RAIL. 4' ei fRQI nQ. KU e' DL ItERArIER. ISTI Qt MUDS mm I I 1-1029-EW-I SHEET 3 OF 6' tSV15BJi LEIITR B 2 BY WOOD BUCK 1/4' SHIM MAX 3/4' S • INTERIOR I 79MAX16- BO 11/16' MAX 2 BY WOOD BUCK ,64' MAX DLO 1 3/4' sEr.rloN c'_c 4 9%16' 1 1/4' 26 • EXTERIOR PLEASE SEE 'GLAZING DETAIL' DRAWING 4 31-1029-EW-I SHEET 2 OF 6 DOW SILICONE #995 APPROVED AS CMP�WJG W TF1 T11E MAMNG CMP ­a...w.1 „ uuL. 1-1029-EW-I SHEET.4 HF 6 OTHER DDDR C.'CONFIGURATIONS FIGURATIUNS W IT • lop •• bW � W r W W W' I•� W r W r r r W VW "� V• u yr m - ' W' ~ w l b l I 1 we �•[ :'� rr W Lc n.u° uFr � uvrw lc s..o�a - lc v.rsL LL V.�i � p K w O b M/°• b /11 ° r'L VO( - - K V•ap � O - � Ilk ec p•oe is v o 1 [ 1 1 1- 1 w W � 1 N_ 1 _y ' 1 1 • 1 1 1 1 1 _� L! 1 1 w �/ rw ,,,�JJJJJ��LLLL •o . -� r... � W W�... ...� �". 1 �. ' 11 rV r W� , w eL ' � • l W YK n•. NJ [ V ® OC'�r•[iC - p K W mwy � bllr ® OL V•m0 F �• ® p - Y.'•v< LL V•Oe - ° V - 4 M•Llf. O M e - - K V•LM ® i[VMCN 1 1 1 � O K r•[we r-1 q raL bwl y w lL W � l[ ¢ l l.1x X0 n v n W . tars uiEss IaIEE, rrK : rt� AFFi0k1cD AS COMPLwIG 11;1 M j FLMmnMCDCe %F n BY P T °OL OM175101I PRI MMDVIG CODE CGLWLWXE OFF Pills ACCEPTANCE An 0 F— 0 0 31-1029-EW-I SHEET 5 OF 6 OTHER DHHR PANEL STYE ES 36" I�MAX 79 /16a as °° Qo ®9® Mix QD 0 001 �ti o00 a o a 000 BLANK TOP ❑ ❑ 000 4-PANEL 6-PANEL 4-PANEL 9-PANEL 10-PANEL IB-PANCL OTHER SIDELITE STYLES 36" r�— MAX 7 9 M�1X SL-10 SL-20 SL-30 SL-60 SL-50 ' SL-SOB SL-69A Sl-69B I aoao as as PD-1 PD-2 PD-3 PD-4 PD-5 PO-6 PD-7 PD-8 1,9 as PD-ID PD-19 PO-20 PD-21 PD-22 PD-23 PD-24 . PO-2S 0o 1;01Ira, oao Pon 0 0 PD-35 PD-36 PD-37 PD-30 PD-39 PD-40 no ao0 �© o �®® QQ �Q Q� QQ QQ 11� oa oe� Qa o 0 0 FLUSH B-PANEL LROSSBUCK 110 Q 12-PANEL 4-PANEL 5-PANEL 5-PANEL ETCBROV V/SCROLL CYCBROV 5 PaNCL 5 PaNCL V/SCROLL CrEBROV ll a . SL-65C SL-25 SL 55 SL 30D SL-/0 SL-90A SL-90B SL-90C SL-30D SL-JDC SL-70 SL-E LJ ao as no PO-9 PD-10 PD-ll PD42 PD-13 PD-14 PO -IS PD-16 PD-I) w . Zw €a o �u - a t w e s b <� PO-26 PO-27 Pp-28 PO-29 PO-30 PO-31 PD-32 p0-33 PD-34 m a m 31-1029-EW-1 SHEET 6 OF 6 FIYISBH i[ll(R MIA M IDADE NHA,NII-DADE COUNTY, FLORIDA • .WETRO-DARE FL•AGLER BU1LDINC; PRODUCT CONTROL NOTICE Or ACCEPTANCE Pr-crncfor Entry Systems 911 E. Jeferson, P.O. Box 76 Pittsburgh ,KS 66762 IJUILDINC CODE CONIPLIAI4CE OFFICE M17TR0-DADr,FI.AGI1-.A IlUJ1.1)ING 140 1v1iS•r FI.AGI.I:jt S-11t1i1:'r, SUrn., ) G03 MIAMI, VLOJUDA 3313U-156., (303) 375-29U I FAX (305) 375-2VUS c ONTILACa'olt 1.1 c:I N, iNc: SxL-rlox (3U5)375.2537 l�,l.\ (.1U5) t7<.:55ti co--I•It,IC"rou F.xFUItCa;\(I:,\'r InvisIOY • (10S)]75.2')GG 1�,1-�(.tUS))7S-:9U� 1,W)DUC11• t:U.\-I•U01. INN•Isms Your application for Notice of Acceptance (NOA) of (3os)37s•2��u2 I',L� (�vs)372•c1.17 Enter•gy 6-8 S-NNI/E Outswing Oi),rquc Single rv/sidelitcs Rcsicicutiai Insulated Steel Door under Chapter S of the Code of Miami -Dade. County governing t11e use of Alternate Materials and Types of Construction, and completely described herein, has been recommended for acceptance by the 'Miami -Dade County Building Code Complial)ce Office (BCC-0) under the; conditions specified herein. This NOA shall not be valid after the ekpiration'date stated belo%v, BCCO reserves the riglit to secure this product or material at' any tine from a jobsite or manufacturer's plant For quality control testing. If this product or material fails to 'Perform in the approved manner, BCCQ flfiay revoke, n,odiFy, or suspend the use of such produci 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 tilt ZI requirements of the South Florida 'Building Code. The expense of such testing will. be incurred by the manufacturer. :kCCEI TANCE NO.: 01-0314,21 EXPIRES: 04/02/2006 Raul Icoarlguez Chief Product Control Division TI•IIS•ISTHE COVERSIIEEsT, SEE ADDITION:II, PAGES FOIZ SPECIFICAND GENERAL CONDITIONS BUILDING CODE & PRODUCT REVIEW C01Ji1I177EE This application for Product Approval has been reviewed by the BCCO and approved by ti-)e Building Code and -Product Review Committee to be used in Miami -Dade C01.111ty, Florida under t11e conditions set forth above. APPROVED: 0610_5/2001 Francisco J. Quintana., R.A. Director .1%lianli-Dade County 1311ildin., Code Compliance OfTicc 1\:04S00ol1pc200011templat=\not)ce acceptance cover page.dot Internet mail address: nn0n,:,.1r.4—ii11,..�t,t:.,....,t 4mi Prerridor Entry Systems ACCEPTANCE No.: ' "01-03I4.21 APPROVED JUN 0 5 Q1 EXPIRES __ Aoril OZ 2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS . 1. SCOPE 1.1 This renews the Notice of Acceptance No. 00-0321.23 which was issued on April 28, 2000. it approves a residcntial insulated door, as described in Section 2 of this ' Noti.cc of Ac•ccptancc, designed to comply with the South Florida Building Code (SFBC), 1994 Edition for Miami -Dade County, for the locations where the pressure requirements, as determined by SFBC Chapter 23, do not exceed the Design Pressure Rating valtics indicated in tllc approved drawings. 2. PRODUCT DESCRIPTION 2.1 The Series Entergy 6-8 S-W/E Outswing Opaque Siriald Residential. Insulated Steel Door with Sidelites- Impact Resistant Door Slab Only and its components shall be constructed in strict compliance with the following documents: Drawing No 31-1020-EW-O, Sheets 1 through 6 of b, titled "Premdor (Entcrgy Brand) Wood Edge Single Door with Sidelites in a Wood Framcs \vith 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 Miarni-Dade County Product Control Division. Thcsc documents shall hereinafter be referred to as the approved drawings. 3. LIMITATIONS 3.1 This approval applies to -single unit applications ofsingic door only, as shown i' approved drawings. 4. INSTALLATION .4.I The residential -insulated steel door and its componcnts shall be installed in strict compliance with the approved drawings. . 4.2 Hurricane protection system (shutters): 4.2.1 Door: the installation of this unit will not rectuire a hurricane protection system. 4.2.2 Sidclitc: the installation of this unit will require a hurricane protection systcrn. >. LABELING 5.1 Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved". 6. BUILDING PERMIT REQUIREMENTS 6.1 Application for building permit shall be accompanied by copies of the following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies ofthe approved drawings, as identified ill Section 2 of this Notice of Acceptance, clearly marled. to show the componcnts selected for the proposed installation. .6.1.3 Any other documents required by the Building Official or tl�e South Florida Building Code (SFBC) in order to properly evaluate the installati n of this system. Manuel Perez, P.E. Product Con rol xamincr Product ontrol Division Prcmdor Entry Systems ACCEPTANCE No.: 01-0314:21 APPROVED JUN 5 EXPIRES _ April'02, 2006 NOTICE OF ACCEPTANCE: STANDARD CONDITIONS 1. Renewal of this.Acceptance (approval) shall be considered after a renewal application has been fi Icd and the original submitted documentation, including test supporting data, engineering documents, are no older than eight (8) years. 1 Any -and all approved products shall be permanently labeled with the manufacturer's name, city, state, and the following statement: "Miami -Dade County Product Control Approved",'or as specifically stated in the specific conditions of this Acceptance. 3. Renewals of Acceptance will not be considered if: a. There has been a change in the South Florida Building Code affecting the evaluation of this product and the product is not in compliance Nvith jIle 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 correct installation of the product. .. ,; d. The engineer who originally prepared, signed and scaled the required documentation initially submitted, is. no longer practicing the engineering profession. 4. Any revision or change in the mdterials,'use, a�md/or manufacture of the product or proccss shall automatically be cause for termination of this Acceptance, unless prior written approval has been requested (through the filing ofa rcvision'application with appropriate fcc) and granted by this office. 6. Any of th'c following shall also be grounds for removal of this Acccptancc a. Unsatisfactory performance of this product or proccss. b. Misuse -of this Acceptance as an endorsement of any product, for sales, advertising or any other purposes. 6. The Notice of Acceptance number prccedcd by the words Miami-Dadc County, Florida, and followed by the expiration date may be displayed in advertising lilcraturc. I.f any portion of the Notice of Acceptance is displayed, then it shall be done in its entirety. 7. A copy of this Acccptancc as well as approved drawings and other documents, where it applies, shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at all time. The engineer needs not reseal the copies. 8. Failure to comply with any section of this Acccptancc shall be cause for teriiiination and- removal of Acceptance. 9. This Notice of Acceptance consists of pages 1, 2 and this last page 3. END OF THIS ACCEPT NCE Manuel crez, P.E., Product Co 1To Examiner Pro -ntrol Division 3' 4' MA 15' MA: D.C. 15, MAA OTC. 15' MAX O.C. A 15' MAX O.c. 15' MAX rKLMJJUK . CLN I L KCJ Y 15HAND) WUOD EDGE SINGLE DOOR WITH SIDELITES IN WOOD F'RAME' WITH BUMPER .THRESHOLD (OUT.SWING) 1 10 PCR HEAD L 00' MAX I _m. !6)PEREy.NO LTERNATEt 3/)6' PFH TAPEONS w/) 1/2' MINIMUM EMBLDHENI X 4' MAX 1--4' MAX 3' MAX — 4' MAX — --4' MAX' 3' MAX 3' MAX ' MA T' I^� 3' MAX MAX T, MAX MAX ? S i (SEE r pTE t5) Lf IItI(—IT'�4' IOITISL,HiA rMnx---`• I II I I___ IF • ?2' is 64' MAX, DLO OIHDS(S' KWIKSC7 OCADBD t- MODCL 660 TCRICS DR NARLDC DEADBOL KDDCL BID' r5 1 /2' KWfKSCf LOU.SCf� MODEI DLB00 SCRICS DR HARLDC LOC'KSCr mna [Do mr mlrwts , 13, I5' ^MAX MAX 43 1 /16' TOP OF DOOR TO 4 OF LOCK • 6' AX M15 A X�MAX [-MAX MAXMAX �• r L-1s 4' MAX —3' MAX 3' MAX Ma NOTES 3' MAX ' WOOD 4 ' MAX—{ — ` 3' BUCKS BY OTHERS RUST OE ANCHORED ROPERLY TO TRANSFER LOADS TO THE STRUCTURE MAX 4' MAX MAX SITE PRECEDING DRAWINGS ARE INTENDED TO UALIFY-THE FOLLOWING INSTALLATIONS. WOOD FRAME CONSTRUCTION WHERE DOOR— YSTEM IS ANCHORED TO A MINIMUM TWO BY WOOD V �f 'ENING. MASONRY OR CONCRETE CONSTRUCTION WHERE R.M. OUTSVING L.H. OUTSVING )OR SYSTEM IS ANCHORED TO A MINIMUM TWO BY 'RUCTURAL WOOD BUCK. MASONRY OR CONCRETE CONSTRUCTION WHERE IOR SYSTEM 1S ANCHORED DIRECTLY TO CONCRETE N� MASONRY VIITH OR WITHOUT A NON-STRLCiURAL 'E WOOD BUCK ER IWILIUMON) VKRE VATCR lnrl,` IRATIM - IS NEEDED � REDUIRCXENi !f ,BY ALL ANCHORING SCREWS TO BE B10 VITH "WIrREMENtN0f NEEDED 41MUH1 1/2' EMBEDMENT INTO VOOD SUBSTRATE K 3/16' PFH TAPCONS WITH I 112' MINIMUM EMBEDMENT f0 MASONRY. UNIT MUST BE INSTALLED WITH 'NIAIII-OADC COUNTY , LNIIS SHALL EC INSIALLED ONLY AT LOCATIONS PROIECICD Or A CANOPY OR DVERW4 SUCH IHAI fill AhTA( BCIVLEK IME EDGE Or. CANOPY OR OVCR1wG 'ROVED' SHUTTERS THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES 10 SILL IS LESS SNAN 45 MMEL WAESS UNIT IS INSIALLED IN IOR-HABIIABLE AREAS V14RE THE UNIT AND IK AREA ARE DESIGNED' 10 - ) DOOR. THREE STAPLES PER JAMB INTO BASE ON SIDELITES. ACCEPT VAICR wrtrRAIIOK LATEX SEALANT TO BE APPLIED AT SIDE BY SIDE QS AND SIDELIfEi. )OOR/SIDELITE HEADER, DOOR/SIDELITE JAMBS, AND SIDELrTE HERS ARE COPED AND BUTT JOINED, BASE 1111M 1310L x nBcntMm im trf D?L ms BARS SHALL BE PRE-PAINIED. VITH A VATEP.-BASED EPDXY RUSE � I DVITHIAN SLATEXS or DVATERI RAPES SHALL BEAPRE-PAINTED ACRYLIC �Y Sy BASED/ MD ER-RCDUCIBLC WHITE PRIMER WITH A DRY FILM THICKNESS OF 16 TO W L I? NIL Np . KRI 6 Y A ©O II/16' --� f-- —4' MAX MAX US x 1 3/4' F.H.v.S 3) PER SIDE FROM JAMB INTO THRESHOLD APPROVED AS C011°LYING "I 11, In-c �JU i H J �ot�b1 DUtOmC CC, r2 �,r JN BY /iJA/l0 �i4 N PROOU TC N'AOL C1•.95an U BUILDDt CODE C07.IPLIA.V=E CPP;C= ACCEISTMtCE t70. Of - 03 /Y. 2 r 1-1020-EW-C.' SHEET 1 Dr. b ZVDa trim li GLAZING DETAIL OUTSWING OTHER CONFIGURATIONS UMA CXIERIM 010C LATEX CAULX fig 3f4' 14" 3.14. KAX EXTERIOR • ME. USi CRIER 112' APPROW,1D ho CMpUln r,,IM ME s=1FJ 1 -ASS BITE L 9 By CouPLwr.E PR T L's' IEmPERED oLAss m _m W i tq PI-1020-Ew-o SWE T 2 Or 6 m Fxvii-wac 3/4' 80 11/16' MAX EXTERIOR 79 5/16' MAX SECTION B-B 1 1/4' INTERIOR HEAD JAFIB .OBIT wno�x. CW-i2 MITTENIS --��-- CU P SSIUN R51RIP 1 1/4' X 4 9/16- FILL. TO BE PINE UR EOUIVALCI41 WOOD jAmuVCAI VUUD STRIKE JAMB - 4 l d K R N BRAN p l pXSEA 50 (ORUN 1 ALUHINUH-BUMPER IHRESigl rv-10 EV-13 1 1/4' X 4 9/16' 1 TO BE PINE UR EQUIVALENT ]UP CHANNEL PRCNDUR BRAND U R EQUIVALENT - 1 1/4 / 9 x 4 16' sr K N EV-05'• PREMDOR BRAND - II 1 /16' - 20 GA STEEL Y F AM R 26 91 Ltll I0 BASF HIM - da oKnlafit OUT Rif RIR1 B kr DEN$IEY 2.D IU DOTTIM CHANNEL WOOD LUCK BLUCK EV-04 2.5 lbs./r't) PREMUIIR BRAND -I1/16 - 20 G4 SIEEL 11 STRIKE STILE EW-o8 EV-07 4' X 9.1/2' HIL rU BE PINE UR EQUIVALENT HINGE STILE EV-06 15/16' X 1 II/16' HIL. TO BE PINE UR EQUIVALENT LUCK PREP fILLER,PLAtE EV-09 IS/16' X 1 11/16' HIL, tU BE PING tot EUUIVALENI PREHOUR BRAND 4'x4' HINGE CV-15 - JJ50' THICK- "IL IU BE HAGER BRAND tIiNGE pR PULIEIHYLE VUUU HINGE JAMB FW-II - 097 THICK (STET AID x 3/4' FHWS. I BE PILCNI I/4' X 4 9/16' MIL TO BE PINE..OR EQUIVALCN! 110 X 2' f.JLW.S. (4> Jt SCREVS PER I11tTGE I...O ULA AI Apma V 1 2 n OEgi Jl16' NR IAp[pd vl71RRfU1 I 6) IQ' SERCvS llUiq)pJ CA(]1 SIllE 1IC JAMB IN III SIOELIIC. 4' 1rNN QVN "AX 15' PC. 1)ERIVIER NI SIULUIE WUUD STILE REFER IV -of 10 EU MURT VICY, FOR t (jrSMVS USED AND LOCAIIIBIS 68 x 2' FJLV•S. 15/16' X 1 II/16' MIL. 10 BE PING UH:EQUIVALENt LUCKSEi (2) SCREWS Ar EACH STRIKE PLATE RIO x 1 3/4' FHV.S. KWIII cs) BRAND 200 L CK UR zER[vs tlat HARLUC BRAND. loo LUCK ariit Ele 1I1Nfi JAMB wi0 S1oCLHC JAMB, B' MR r" ry III* QC THEREAFTER . HAx 4) 9* C tHEEREEArr1ER1KE JAMB MITI SIBEUI(: ANN. 4• BOvN rRo" T SEK" 'TOM CAOI HIRE Ill Dart WOOD SIDELITE JAMB 22' X 64 SINGLE PANEL GLASS --- EW-IB E1/-19 1 I/4' x 4 9/16' NIL. i0 DE PINE UR EQUIVALENT I C E AS - SIDELITE TRIM (WOOD) EW-20 . IN 0. PRUPTL f -16a - (UDL- 5/16 x 1/2 VUUD CASING ® WOOD SIDELIIE HEAD JAMB EV-21 MTL. TO BE R Ise • I' MIL, O INE OR EOUIVALENI rrlR SIOC or s10E J�+eS AS i vjp l" - i ARE K & - VUUD SIDELIIE BASE EW-22 EW-23 1 1/4' x 4 9/16' MIL. III BE PINE OR EQUIVALENT PULYPROPY LENS LITE FRAME C-166 OUL-2 1 1/4' X 4 9/16' HiL. i0 BE PIN HP PoIYProPylene b E UR EQUIVALENT 16 X 11/2' PAN HEAD SCREWS ID Y UDL PER FRAFI E PIN NAIL 10 XCUO N• I' t R art D�4/ SILICONE #995 L4' l�fi rWl 4• w r� B IIEAATA NAL®IS NIB IRS 1"- WEI I Va. APFR"r'0ASC0WLYNOYAI))R¢ EIR __ � url WlyS) 10-I-4B PARI,ttAIE: IiYliDT6 DAZE Ey Hrl��sIr 4 -w-e-- I PREMDUR ENTRY SYS EMS 't naeLomstoN 911LdffERO /� 31--1020—EW—O OUgpRapCOO_COUPILv:CEOFFICE PII1sBlRc,Li66T62 �"\ SHEET 3 OF FU'•cPTAttCE If0�0 t - OS / Y. a I . tiVIiDW ([TIER B 6 1/4' SHIM MAX '4 i 3/4' 773=-�� , dTERIOR I 79MAXI"- 80 11/16' I MAX 2 BY WOOD BUCK SECTION C-C -EXTERIOR PLEASE SEE 'GLAZING DETAIL' DRAWING 031-1020-EW-0 SHEET-2 OF 6 DOW SILICONE 4995 CAS. -TM Mli THE SOUTH Fy� ULJLJI \ DUI �� I UUI\I 1 I lUl V J. 4- „. j oixo rAS toutart gym'YRTHT � ''' MAX L"E_— �� I e QF �T Li '"` he P�F REMD rAva T :rtao�omsial 911 C. CffU[ mnuxlc a>� Co Ap,W CE oFr E FI I iS1tiRf, Q fit 16' 31-1020-EW-EW-o SHEET 5 OF 6 s<vlssm roue UI"L[-\ DuuK f-"RNLL STYLES 36 .I�MAX 19 ❑o BUD rxi��on an a �a�MAC XaD �0� ooDUO ao ULANK 1UP 6-PANEL 4-P 00 �aa IJ ® C 4-PANEL DEL 9-Pa14a WSB 10-PANEL ID -PANEL FLUSH D-PANEL CR0UCK ❑ ❑ 4 ra 12-PANEL 4-PANEL V 5-PANEL LEYCRV MANE5-PANELOTHER SIDELITESTYLES viS1ITEUMy 30- I¢MAX 79 0 p D Sl-l0 SL-20 S1-30 SL-60 A-50 SL-308 SL-69A SL-698 . S1-40 SL-69C SL-25 S1-55 Sl-30D • DD 0 a 0 SL-90A St-49h908 f SL-9Dt SL-30B IL-30C SL-70 SL 0 0 PD-1 PD-2 PD-3 PD-4 PD-5 PD-9 �1 u U O ❑ t+� PD-9 PD-10 ❑ [] ?D-II PO-12 PO-13 PD-14 PO-15 PO-16 ' PD-17 LHI P0-is PD-19 PO-ZD PD-21 I a PO-22 PD-23 PO-24 PD-25 SO1 PD-26 PD-27 PO-2B PO-29 PO 30 Pp-]1 PO-72 PD-33 PD-34 t} tlgi><cusseottl r�r qE g a lE m 0©o u 00 0� l00 oon . I rPR HOUR y •Dn PO-35 PD-36 PD-37 , P0-38 o r I . PO-39 PD-40 PO-41 pD_42 E$ YS1020-EW- PD-43 Pp-43A PD-438 PHIS /S 16162 0 SHEET 6 Of 6 co N rn N a ' agnc WINOL OAO 510MRCA TION 0/08 i]alton _APPROVED SIZES: MODEL: WAYNEMARK 8000 & 8100 9'-0' MAX WIDTH x 14'-0' MAX HEIGHT STYLE: RAISED PANEL . MAXIMUM SECTION WIDTH 21" TEST PRESSURE: POS./NEG. 44 PSF DESIGN PRESSURE: POS./NEG. 29.3 PSF NOT S: 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). 2. GLAZING*OPTIONS - TOP OR INTERMEDIATE SECTION, .090 SSB GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP (NAILED ON 6" CENTERS) MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 4. U-BAR TO HAVE A MINIMUM YIELD OF 80 KSI 5. TRACK, AND DOOR STEEL TO HAVE A MINIMUM YIELD OF 33,000 PSI. 6. OPTIONAL - .080" (MIN) ALUMINUM LOUVERS WITH HIGH IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF THE BOTTOM SECTION. 7. LOCK OR OPERATOR IS REQUIRED. 8. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD ,FOR THE BUILDING OR STRbQ`;T-JRE AND IN ACCORDANCE,%WI TIT; laf�R�N T BUILDING COQES-�;FC7141 J T; �%il DADS LISTED ON _YF;1S;.OF�'AWI�y<< •. Approved:'' 33g5 Apo1SON OR:rPENk1Col FL.S914_:�. FLORIOA'�ERnndAn6N(N0: 00484u, ' :� • f {,•''• GEORCO:,F,O JFlCAjj11ON NO ,O*I*q;,.I; NORRH .WOUNA,CERnFId4gN• NL�'•013SS6 Nate: 13 CA HORIZ A t 054" HORIZ (2) 1/4-20x9 TRACK BOLT 1/4-20 HEX NCLE I • I TRACK i O I /16" i & (2) NUT I a. 0 1. Y.f , • y C f� 0 OR 1 ET T (1) JB—US BRACKET LOCATED 1" AT EACH ROLLER LOCATION EXCEPT TOP BRACKET ROLLER q —` (P/N 125139). �1 a. G_ i 1 0 ` C. ACK i ` O I DRILL .281 OR 9/32" HOLE IN TRACK F JB—US BRACK ATTACHMEN 5/1.6x1-5/8" LAG SCREW AT EACH JB—US BRACKET .054" VERT TR 1/4-20x9/16" TRACK BOLT do 1 /4-20 HEX NUT AT EACH JB—US BRACKET l� IOPTION CODE.'" • p 708 I REV.- P I WM 9' x 14 ' MAX 4 4 PSF 1 OF 4 0 TRA CK END HINGE TOP BRA CKET REQUIREMEN TS 1 /4-20x9/16- TRACK-----___ BOLT do 1 /4-20 HEX NUT THROUGH ANY i TWO ALICNINC HOLES TOP BRACKET (P/N 108077) (5) 1/4-20x5/8••- TEK SCREWS (P/N 141668) 14 CA NOE BODY HINCE 9° --_. (4) 1/4-20x5/8" SELF —THREADING SCREWS (P/N 100320) 1/4-20x5/8" SCREWS END HINGES 9. 20 CA — BAR WIDE BODY HINGE Mw\—(P/N SEE BILL OF MAT'L) LHN{� HIfqQF RH END HINGE NYLOFI•rROLLER (P/N 2 70791) ® \ BOTT BRAQCET \ f� (P/ H-2J0;54 — dc LH-2'Z03`55) _ ' a (31 1/4-2 X7/8" 1.,TEK SCREWS 41(P/N 100507 c Approved: W.S. Wilson, P.E. y 3395 ADDISON DR. PENSACOLA• FL 32514 FLORIDA CVMF1CATION NO. 0048489 OEORW CERTIFICATION NO. 018519 NORTH CAROUNA CERTIFICATION NO. 023836 Dote: OPT/ON CODE.' 0108 REV.:- P `-.(20 CA CENTER 16 GA END STILES STILES) WM9'x 14' MAX44PSF 2OF4 tr-7 M1 U-BAR L OCA •TIONS NOTE: MAXIMUM SECTION WIDTH IS 21" 12'-6" THRU 14' HIGH DOORS W/ (7) 20 CA 80 KSI U—BARS LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (6) 20 GA 80 KSI U—BARS LOCATED AS SHOWN F 9'-0" THRU 10'-6" HIGH DOORS W/ (5) 20 GA 80 KSI U—BARS LOCATED AS SHOWN 7'-6' THRU 8'-9" HIGH DOORS W/ (4) 20 GA 80 KSI U—BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (3) 20 CA 80 KSI U—BARS LOCATED AS SHOWN 1 (2) 1/4-2Ox5/8" TEK SCREWS ATTACH AT EACH STILE `jptr;7lr, Approved: T ^� )IS. Wil»n.• j��}I-'�'f,� r�tt , n'�r",�n .:.;: __• 1+} 3395 AQOISbA - OR,: PENS d( FL,k5,)4 iw: F1ARf0A.CERTIACATION NO. 004848� cam. COMiA CEJMF) ANON ?N07ai8514;::;; rORTH'.'444VUNA CERMC,06N ENO '023016' .. o Date: OP TiOni `REV. P WM 9 x 14 MAX 44 p 3 OF 4 a�ahFa i'4 j �1��.� Wind Load Test Report Report # 0108P February 1, 2001 TES-i REQUIREMENT: The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29.3 PSF. The door ' must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola,'FL. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 5/8" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. (1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 2.51. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .31 or 12%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes l0 seconds of test pressure at-44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded'at 1.59. The pressure was then removed and the deformation was recorded after one minute. The permanent . deformation calculates to .10 or 11%. (3) Upon inspection after test procedure, the intermediate section had creased at the hinge location. The door was shown to be safely operable. DRAWING NUMBER: 0108 P TEST DATE: January 25, 2001. Temp 64' F. PRODUCT DESCRIPTION: • 1. Waynelvlark Model 8000, 90, 4 section. Z. Exterior skin has minimum of.0175. The minimum yield stress is 33 KSI. 3. Standard bottom astragat and retainer. 4.2" nylon roller with 5" stems. 5. 14 gauge end hinges and center hinges. 6. Three 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and three 20 ga center stiles per section•. 8..054 vertical and horizontal track. 9. Four JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY SIMILARITY: Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have less loading at equivalent pressures due to the decrease in area. Doors heights are approved to 3 times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Question and'•Ae' Wem-:QAl8(Q127). APPROVED. OP-060Jl•.L.:^ r� !X Based on ofh'eidlluminum Louvers and Styrene Window Frame Assembly per test number 020501. Name:"r ' i I 4U��UINU G�1�ciJIN W cti .S.Nb .gson,#.Es. �:'.. 3395.Addisotr Drn, PA*. c9�a;:FC � Florida de&-' Georgia Ccrt 'N' t85•(• J' •'` \~'�,� .`• North Caroling CrFrrr•N_d. OZ336� �I1111�.�111 �1 ,•x l�.oti. o•�t � G �.. 6 `. W, cn rn CV ofa Wayne Batton. MODEL: S TYLE: DESIGN PRESSURE: DESIGN PRESSURE: WINDL OAD SPSCIFICA TION 0110 WAYNEMARK 8000 & 8100 RAISED PANEL POS. 27 PSF NEG. 29 PSF NOTES. 1. GLASS -DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). 2. GLAZING OPTIONS — TOP OR INTERMEDIATE SECTION, .090 SSB GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP (NAILED ON 6" CENTERS) MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 4. U—BAR TO HAVE A MINIMUM YIELD OF 80 KSI A653 G-40 5. TRACK TO HAVE A MINIMUM YIELD OF 33 KSI A653 G-40 6. 26. GA DOOR FACER STEEL TO HAVE A MINIMUM YIELD OF 57 KSI 7. OPTIONAL - .080" (MIN) ALUMINUM LOUVERS WITH HIGH IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF THE BOTTOM SECTION. 8. LOCK OR OPERATOR I•S REQUIRED. 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CUPRENT BUILDING CODES FOR;'* l-{F LOADS LISTED ON Approved: w,�.wBsop,• r "�7• ��.� , .'3M5•A0�1��QQN,��(1N."PEN5A tug,' FjEACIA <EAT1R^Al'lbEll 6ICi1(;d�9f89. GS RciA•;:6TnncAnoN 'f(0: 018519 NC3Tk;�AOUFt fGIUF46kCION NO..-O liF";'•• Date: 13 GA HORIZ ANGLE 067" HORIZ TRACK (2) 1/4"-20x9/16" TRACK BOLT' & (2) 1/4"-20 HEX NUT 5/16"xt-5/8" LAC SCREW AT EACH JB—US BRACKET DRILL .281 OR 9/32"0 HOLE IN TRACK FOR JB—US BRACKET ATTACHMENT 1 /4"-20x9/16" TRACK BOLT & 1/4"-20 HEX NUT AT EACH JB-US BRACKET (1) J8-US BRACKET LOCATED AT THE MIDDLE OF EACH SECTION EXCEPT TOP SECTION. 067" VERT TRACK (1) JB—US BRACKET LOCATED AT EACH ROLLER LOCATION EXCEPT TOP BRACKET ROLLER (P/N 125139). OP TION CODP�,,,,: ( �t ,, 'f?EV. P 1 t APPROVED SIZES: 16'-0" MAX WIDTH x 14'-0" MAX HEIGHT MAXIMUM SECTION WIDTH 21" :rift, WM 16' x 14' MAX, +27 -29 PSF : 1 OF. 4 TRACK END HINGE, TOP SRA CffET RECUIRSIVEN TS 1/4"-20x9/16' TRACK BOLT & 1/4-20 HEX NUT THROUGH ANY lai�s TWO ALIGNING HOLES TOP BRACKET (P/N 108077) (5) 1/4"-20x5/8._,� TEK SCREWS (P/N 141668) ARROW BODY HINGE� (4) 1/4--2Ox5/8- SELF—THREADING SCREWS NI 1/4"-2Ox5 TEK SCREWS ALL END HINGES -7/16" PUSH NUT AT EACH ,.TROLLER (P/N 243341) LOCATED .25 MAX BETWEEN PUSHNUTS AND BRACKETS tom" HINGES LH D HINW (D 2" NYLON ROLLER W/ 4 1/2" STEM (P/N) 108135 oo � Q O, WIDE BODY . coll HINGE (P/N SEE BILL ILL OF MAT`L) 3" 20 GA '(D U—BAR lI RH END HINGE (3) 1/4-20x7/8li :°- 'TC*l Approved: 4l /2 L 20 GA CENTER W.Se Mi son, P.E. M95 ADOGON OR. PENVCOLA. FL 32514 STILES FLORCA CERTim—ATION.N0. 0048489 - GEORMk CERTOCAT)ON NO. 018519 BOTTOM BRACKET 16 GA END STILES NOM CARWYA CEFMnCAJION No. 023&36 (P/N RH-270354 Dote: ?'—.z q_.0 ( & LH-270355) OPTION CODE.- 0110 1 REV.' Pi WM 16". x 14' MAX, -f-27 -29 PSF 1 2 OF -4 U-BAR L OCA BONS 12'-6' THRU 14' HIGH DOORS NOTE: _ W/ (16) 3" 20 GA 80 KSI U-BARS MAXIMUM SECTION WIDTH IS 21" LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (14) 3" 20 GA 80 KSI U-BARS LOCATED AS SHOWN 0 F 9'-0" THRU 10'-6" HIGH DOORS W/ (12) 3" 20 GA 80 KSI U-BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (10) 3" 20 GA 80 KSI U-BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (8) 3" 20 GA 80 KSI U-BARS LOCATED AS SHOWN I I (2) 1/4"-20x5/8" TEK SCREWS ATTACH AT EACH STILE - Approved:.,f: , T 1 F �;.w� wad: P�• :�•'':..� � a:::s-�' i'.: 3J95p�tDpIiSON DR"P£}ttL����c11COttFaG�`3251i_".: r ".lt..cEORc>A ��{����GNU. VIBJ � '[•'T —pis.= ►��o!ft�our�.c�rn£1c�n�y<r+� i E fL,yy o 0 0 0 Date '; - 8r- of � r OPTION C'f3REV.P1 WAd 16' x 14' MAX, +27 -29 PSF y3 OF 4 CENTER 5 TIZ Lc & IN TLcRI WMA - TE HINGE L 0 CA T1 ONS 16' V 15' V 14' 12' 10, A* proved: pproved: ORANGE' COUNTY BUjMRtvn mv W.S. Vilson, P F.• 3395 ADDISON DR., PIENSACOLA. FL 32514 FLORIDA CVMFr-knON NO. 0048489 CEORCTA MMMATION NO. =519 NORTH CAROUNA, CIUMMATION NO. 023MB Date: OPTION CODE 0710 1 REV.- P1 I Wlvl 16' x 14' MAX, *27 -29 PSF 1 4 OF 4 Wind Load Test Report Report # 0110P 1 February 22, 2001 TEST REQUIREMENT: The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29 PSF. The 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; �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, wluch includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 5.77. The pressure was then removed and the deformation was recorded after one minute. The 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: February 22, 2001. Temp •71° F. .PRODUCT DESCRIPTION: 1. Wayne Mark Model 8000, 16x7, 4 section. 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. 3. Standard bottom -.astragal and retainer. 4. 2" nylon roller with 4 1/2" stems. S. 14 gauge end hinges and 18 gauge center hinges. 6. Eight 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and five 20 ga center stiles per section. S..067 vertical and horizontal track. 9. Seven JB-US brackets per side as shown on drawing anchored with one lag per bracket WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY SUv>a,ARITY• Doors listed 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 apprq'ved,to 3.times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Questiop•'dad Ans�dis,/GAI8(Q127). SO APPROVEI?INC Based onVerb ui'41' 'Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. ,J u .1 'l, T� 'fee C.1 �tc1' e' i a pQiO�q! , ( •:.i� a' C'� `�;] ° tl . L' : c;' , 4� W.S. Wilson, E; -.8 -PGA ' 3395 Add'isoir.l3r . nwokA Fl. Sf4 i;� 7 ;;;;) Florida Cert I�lcr,46, �, 8 ",,��� tt.a�i� E ti.i ti 4 TF ,. ►i :•'L.mot_ Georeia Ccrt'No. 018 0 0 �J wayne. Dalian MODEL: S TYLE: DESIGN PRESSURE: WINDL OAD SPECIFICA TION 0108 APPROVED SIZES: WAYNEMARK 8000 •& 8100 9'-0" MAX WIDTH x 14'-0" MAX HEIGHT RAISED PANEL MAXIMUM SECTION WIDTH 21" POS./NEG. 29.3 PSF SCC # OZ-oo(o MASTER PLAN NOTES: 13 GA HORIZ ANGLE 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR i INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY BE DRAWN FROM .054" HORIZ TRACK THE TEST." (1993 .ASTM E330). 2. GLAZING OPTIONS - TOP OR INTERMEDIATE SECTION, .090 SS8 GLASS WITH OPTIONAL INSERTS. c:I (2) 1/4-20x9/16"3. VINYL OR WOOD DOOR STOP TRACK BOLT & (2) (NAILED ON 6" CENTERS) MUST 1/4-20 HEX NUT OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 4. U-BAR TO HAVE A MINIMUM YIELD OF 80 KSI A653 G-40 5. TRACK TO HAVE A MINIMUM YIELD OF 33 KSI A653 G-40 6. 26 GA DOOR FACER STEEL TO HAVE A MINIMUM YIELD OF 57 KSI. DRILL .281 OR 9/32"0 HOLE IN TRACK FOR JB-US BRACKET ATTACHMENT 7. OPTIONAL — .080" (MIN) ALUMINUM (1) J8—US BRACKET LOCATED LOUVERS WITH HIGH IMPACT STYRENE AT EACH ROLLER LOCATION FRAME MAY BE LOCATED IN' THE END EXCEPT TOP BRACKET ROLLER PANELS OF THE ,BOTTOM SECTION. (P/N 125139). S. LOCK OR OPERATOR IS REQUIRED. 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONS181UTY OF THE- PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CURRENT 8UILDING.000ES FOR THE LOADS USTED ON THIS DRAWING. d z Approved: W.S. Wilson, P.E. 3395 AODISON DR., PENSACOLA, FL 32514 FLORIOA CERTFICAnON NO. 0048489 GEORCIA CERTIFICATION N0. 018519 NORTN CAROUNA CERTIFICATION N0. OU836 Date: 4'-.z R ,a! OPT/ON CODE 0108 1 REV- P 1 5/16x1-5/8" LAG SCREW i AT EACH J8—US co C BRACKET C .054" VERT TRACK — 1/4-20x9/16" TRACK--\\tl BOLT & 1/4-20 HEX NUT AT EACH J8—US BRACKET •, WM9'x 14' MAX 44PSF I 1 OF TRA CK, END HINGE; TOP BRA CKET REOUIREMEIV Ts 1/4-20x9/16" TRACK BOLT & 1/4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET (P/N 108077) (5) 1 /4-20x5/8" TEK SCREWS (P/N 141668) 14 GA WIDE BODY HINGE 8° (4) 1/4-20x5/8" SELF —THREADING SCREWS (P/N •100320) (2) 1 /4-20x5/8" TEK SCREWS p ALL END HINGES 9. .00 3" 20 GA 'O• `.. U—BAR WIDE BODY HINGE 2w\_(P/N SEE BILL OF MAT'L) NYLON ROLLER (P/N 270791)� BOTTOM BRACKET (P/N RH-270354 & LH-270355) �. TEK SCREWS (P/N 100507 Approved: w.s Yawn. P F. 3395 ADDISON DR.. MM4COLA. FL 32514 FLORIOA CERTimmo N0. OO4mg GEORGIA CERflF1GT10N N0. OI TiS 19 NORTH CAROM CETTTTFIG11ON NO. OMB Date: Q -Zg 16 GA END STILES (20 GA CENTER STILES) OPTION CODE.- 0108 I REV.' P 1 I WM 9' x 14 ' MAX 4 4 PSF 2 OF 4 0 NOTE: MAXIMUM SECTION WIDTH IS 21" y-BAR L OCA TIONS 12'-6" THRU 14' HIGH DOORS W/ (7) 20 GA 80 KSI U-BARS LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (6) 20 GA 80 KSI U-BARS LOCATED AS SHOWN b9U 10'-6" HIGH DOORS W/ (5) 20 GA 80 KSI U-BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (4) 20 GA 80 KSI U-BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS •W/ (3) 20 GA 80 KSI U-BARS LOCATED AS SHOWN (2) 1/4-20x5/8" TEK SCREWS ATTACH AT EACH STILE Approved: WS wi son, P E 3395 ADDISON OR.. PENSAMIA FL 32514 FLORIDA CER11MT10N No. 0048M9 GEORGIA CETtMCAMON No. 018519 NORTH CAROUNA CERTIFICATION N0. 0=6 Date: 7-.28 -01 OPTION CODE: 0108 1 REV P1 I WM 9' x 14' MAX 44 PSF I J OF 4 Wind Load Test Report Report # 0108P1 — February 1, 2001 •TEST RE UIREMENT: • . to 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-1 330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola, FL. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 518" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. (1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 2.51. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .31 or 12%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 1.59. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .10 or 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: CC S� 1. WayneMark Model 8000, 9x7, 4 section. v 0 2. Exterior skin•h'as minimum of .0175. The minimum yield stress is 33 KSI. PLAN 3. Standard bottom astragal and retainer. p AASTER 4. 2" nylon roller with 5" stems. lV, 5. 14 gauge end hinges and center hinges. 6. Three 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and three 20 ga center stiles per section. 8..054 vertical and horizontal track. 9. Four JB-US brackets per side as shown on drawing anchored with one -lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. _ APPROVAL BY SIMILARITY: Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to 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, GAI8(Q1;7). APPROVED OPTIONS Based on other tests a uivv axle t. Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. AMC: W.S. Wilson, P.E. 9-2-8-0/ 3395 Addison Dr.,.Pensacola, FL 32514 Florida Cert No. 0048489 Georgia Cert No. 018519 North Carolina Cert No. 023836 0 T ca rn CV d Wagne. Dalton MODEL: STYLE: DESIGN PRESSURE: DESIGN PRESSURE: WINDL OAD SPECIFICATION 0110 WAYNEMARK 8000 & RAISED PANEL POS. 27 PSF NEG. 29 PSF NOTES• 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY' OR INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). 2. GLAZING OPTIONS — TOP OR INTERMEDIATE SECTION, .090 SSB GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP (NAILED ON 6" CENTERS) MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 4. U—BAR TO HAVE A MINIMUM YIELD OF 80 KSI A653 G-40 5_ TRACK TO HAVE A MINIMUM YIELD .OF 33 KSI A653 G-40 6. 26 GA DOOR FACER STEEL TO HAVE A MINIMUM YIELD OF 57 -KSI 7. OPTIONAL — .080" (MIN) ALUMINUM LOUVERS WITH HIGH IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF THE BOTTOM SECTION. 8. LOCK OR OPERATOR IS REQUIRED. 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CURRENT BUILDING CODES FOR THE LOADS LISTED ON THIS DRAWING. r Approved: W.S. Wilson, P.E. 3395 ADDISON OR., PENSACOLA. FL 32514 FLORIDA CERTIFICATION NO. 0048489 GEORGIA CERTIFICATION NO. 0111519 NORTH CAROLINA CERTIFICATION NO. 023836 Date: Q-29-o1 8100 APPROVED SIZES: 16'-0" MAX WIDTH x 14--0" MAX HEIGHT SCC. # O� _ �� MAXIMUM SECTION WIDTH 21" 1 MAZU 067" HORIZ 1 (2) 1/4"-20x9 TRACK BOLT 8 1 /4"-20 HEX 5/16"xI-5/8" L SCREW AT E,4 JB—US BRAD DRILL .281 OR 9/3: HOLE IN TRACK F JB—US BRACP A TTACH ME 1 /4"-20x9/16" TRACK BOLT & 1 /4"-20 HEX NUT AT EACH JS—US •BRACKET (1) JB—US BRACKE LOCATED AT THE MIDOLE ( EACH SECTION EXCEPT TC SECTI O 067" VERT TRA (1) JB—US BRACKET LOCATI AT EACH ROLLER LOCATII EXCEPT TOP BRACKET ROLLI (P/N 12513! OPTION CODE.' 0110 1 REV- P1 I WM 16' x 74' MAX, +27 -29 PSF-1 1 OF 4 TRACK, ENO HINGE, TOP BRACKET REQUIREME-NTS SC 1/4"-20x9/16" TRACK- 80LT & 1/4-20 HEX NUT THROUGH ANY TWO AUGNING HOLES TOP BRACKET - (P/N 108077) (5) 1/4"-20x5/8" TEK SCREWS (P/N 141668) 1 Q � oo 1 ° �•1 7/16" PUSH NUT AT EACH ROLLER (P/N 243341) LOCATED .25 MAX BETWEEN PUSHNUTS AND BRACKETS OR HINGES LH END HINGE Approved: 7_ wS Mson, PS 3395 AOOISON OR.. PENSACOLA, FL =14 FLORIDA CERTIFICATION No. 0048489 GEORGIA CERTIFICATION NO. 0185I9 NORTH CAROUNA CERTIFICATION NO. ODU6 Date: F-2 g- o C # MASTER PLAN ! NARROW BODY HINGE (4) 1/4"-2Ox5/8" SELF -THREADING SCREWS (2) 1 /4"-20x5/8" \ ' 2" NYLON ROLLER TEK SCREWS ALL W/ 4 1/2" STEM END HINGES ®Q (P/N)-108135 Z.BILL WIDE BODY�'HINGE (P/N SEE OF MAT'L) 3" 20 GA U-BAR RH END HINGE, (3) 1/4"-20x7/8" (P/N RH-270354 & LH-270355) L 20 GA CENTER STILES 16 GA END STILES ur iiuiv c,uut: u/ / U I xEV- HI I WM 16 • x 74 " MAX, +27 -29 FSF 12 OF 4 40 a U—BAR L OCA TIONS 12'-6" THRU 14' HIGH DOORS NOTE: W/ (16) 3" 20 GA 80 KSI U—BARS MAXIMUM SECTION WIDTH IS 21 LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (14) 3- 20 GA 80 KSI U—BARS LOCATED AS SHOWN SCC # f:~6 2_dg MASTER PLAN 9'-0" THRU 10'-6" HIGH DOORS W/ (12) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS' W/ (10) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (8) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN I � (2) 1 /4"-2Ox5/8" TEK SCREWS ATTACH AT EACH STILE Approved: WS. wiilwn' P.E M95 ADOLSON M PE?1 AMLA. FL 32514 FURIOA CFRTIF1CKnON. N0. 0048489 GEORGA CIUMCATION NO. 018519 NORTH CAROUNA CfRTIFICAMON NO. 023838 Date: `7 -28- o! OP77ON CODE.' 0110 1 REV. P1 I WM 16' x 14' MAX, +27 -29 PSF I J OF 4 CENTER STILE & INTERMEDIA TE HINGE L OCA Tl0/VS '"IcC # kiu OSTER PLAN , 2- 101 Approved: w.S. wason. P.E 3395 ADOISON OR., P£NWOIA. FL 3ZSI4 FLORIDA CEFtRMATION NO. OW489 GEORGIA CEFt MIJON N0. 018519 NORTH CAROUNA CERflMMON NO. 02=6 Date: T-z8-01 oPTiON CODE' 0710 REV P1 I WM 76' x 14' MAX, +27 -29 PSF 4 OF 4 Wind Load Test Report Report # 0110P1 -- February 22, 2001 ®TEST REOUIREMENT: The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola, FL. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 5/3" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflectibns are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic 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 ma.1dmum 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. ! S C C # OZ - OaO • 'RODUCT DESCRIPTION: 6 1. WayneMark.iVlodel 8000, 160, 4 section. MASTER P 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. PLAN 3. Standard bottom astragal and retainer. 4. 2" nylon roller with 4 1/2" stems. 5. 14 gauge end hinges and 18 gauge center hinges. 6. Eight 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and five 20 ga center stiles per section. 8..067 vertical and horizontal track 9. Seven JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY SDAIL.ARITY• Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to 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 timer=the height tested per standard practice accepted in Miami -Dade Co. Refer to.Product Control Division, Question and Answers, GA18(Q127). APPROVED OPTIONS Adft Based ono er to b ' uival . Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. iJame: W.S. Wilson, P.E. 3395 Addison Dr., Pensacola, FL 32514 Florida Cert No. 0048489 Georgia Cert No. 018519 Maronda Systems r� Maronda Systems 4005 Maronda Way Sanford FL 32771 (407) 321-0064 Fax (407) 321-3913 Engineer of Record: Tomas Ponce, P.E. 1005 Vannessa Dr. Oviedo, FL 32765 FL PE # 50068, Design Criteria: TPI Design: Matrix Analysis TEE-LOK software PLAN JOB # LOT ADDRESS DIV/SUB MODEL 6CC04301 43 161 CROWN COLONY WAY ORLN-CRC SUNH3 LEFT SUNBURY H 3 VAULTED This structure was designed in accordance with, and meets the requirements of TPI standards and the FLORIDA 2001 BUILDING CODE for 125 M.P.H. Wind Zone. Truss loading is in accordance with ASCF 7-9R Thaca trnccac nra rlacinnnri f^ n --- I.. A �..:�.,:.... Truss ID Run Date Drawing Reviewed Truss ID Run Date Drawing Reviewed FNo-f Eng. Dwgs: 34 Layout 11-4-99 U 6-11-02 Roof Loads - VT 4-11-01 V 6-11-02 TC Live: 16.0 psf TC Dead: 7.0 psf BC Live: 0.0 psf BC Dead: 10.0 psf HIP 10-20-00 W 6-11-02 A 6-11-02 X 6-11-02 B 6-11-02 Y 6-11-02 C 6-11-02 Z 6-11-02 Total 33.0 psf D 6-11-02 Z1 6-11-02 E 6-11-02 Z2 6-11-02 DurFac- Lbr: 1.25 DurFac- Plt: 1.25 O.C. Spacing: 24.0" F 6-11-02 Z3 6-11-02 F1 6-11-02 G 6-11-02 G1 6-11-02 H 6-11-02 H 1 6-11-02 1 6-11-02 11 6-11-02 J 6-11-02 J1 6-11-02 J2 6-11-02 K 6-11-02 L 6-11-02 M 6-11-02 N 6-11-02 O 6-11-02 P 6-11-02 INV # DESC QNTY DATE: JUN 1 8 2003 18331 EHUH26 18330 EHUH28 18360 SKH26R 18361 SKH26L 18362 SUH26 18370 THJ26 4 SEAT PLATES 36 40-0 JOB NUMBER: SUNHV CUST#MER: REVERSED JOB NAME: SUNBURY "H" VAULTED M.BDR M. DRAWN BY DATE: 11-4-99 BEARING: 0'-8" LOAD 21-0 74 19-0 .t { ,CAUTION �; A :CAUTION tdentifles safe operating ., d�Y piactices"yor'tndreates-unsafe conditions thaf.could result-tn-pe-ponalin,uryior,darnage,tostructures; .. I B-91 Sure Cary Sheet COMMENTARY 1 ARY and RECOMMENDATIONS for 1-11.4,,NDLING, INSTALLING & BRACING FETAL PLATE CONNECTED WOOD TRUSSES c istheresoonsibilitvoftheinstaller (builder buildinecontractor licensed contractor _ectoror-erection contractor) to ronerlvreceive unload store handie, install and ace metal otete connected wood tmsses tc orofec. life and orcoerty The installer ust exercise the same high degree of safety awareness as with any other structural aerial. TPI does not intend these recommendations to be interpreted as superior the project Architect's or Engineer's design specification for handling, installing id bracing wood trusses for a particular roof or floor. These recommendations are ised upon the collective experience of leading technical personnel in the wood C`1AUTION The:�u,lder; building contractor, licensed' contractor, erectororerectioi, contractor is advised to obtain and read the entire booklet 'IC and Fec6rnmendations for Flandlirg, installing & 3racing'Metal Plate Connecters 1�ooc .Trusses, } lIB firer ,tsar 'iriss.Platesnsit'ute p WARNING: <A 1NIARNING--�'describes a condition !' _: 'p,vher'efaiiueetofollowih�troti,Dnscou!dresuitt„ severe person ai injuty,;, c aimage o structures TRUSS PLATE INSTITUTE 583 D'Onofrio Dr., Suite 200 Madison, Wisconsin 53719 (608)833-5900 truss industry, but must, due to the nature of responsibilities involved, be presented as a guide forthe use of a oualified building designer. orinstaller. Thus, the Truss Plate Institute, Inc. expressly disclaims any responsibility for damages arising from the use, application or reliance on the recommendations and information contained herein bybuildingdesigners. ins;aiiers.and others. Copyri ht by Truss Plate Institute, Inc. All rights reserved. This document cr any part thereof must not be reproduced in any form without written permission of the publisher. Printed in the United States of America. CAUTION: Allteriporatybraciricshouldbenoless t than '2wA grade-marked.iumber. All.corinections ' shouid be made with minimurn of 2m,1.6d nails. Al! k trusses assumed Z on center or less. AI!'mr 11ti-i.)iy. trusses should be connected together in accor- °1danc6 with desian drawings prior to iristalla ion. 7R1 SS STORAGE—� CUTION, Tr asses should notbe.` unloaded on rough terrain or un even surfaces which could cause damaae to.the`tru=s. CAUTION Tr rsses stored horizontaily shauid be �t , aCl4U t 10N Trusses stored.v9rticaII should lie ' ,v�,1 suppo�tedon biocktng to prevent excessive (a�eral, �i. ' ,,r � e -.', ` � '' ; ,It` � `i } abendtr� ,ar*c�llessen�lm�isrire gain h tE 71 f F ac tl,to prevent top�ltng pr ipp n WARNING - Jo not break banding until installations DANGER: Do not stor�,bundles�iupriai t unies gi7s Lary should -be exercised :ir,> banding �r6re4p. properly brac.e. .,di f�]odu 'E :ot �b�wre"atiekhandsuntibund;e tcedtoa s#abhmovai fo avoid siftin of individd; Ftrus'sesi bizortalposition, s _s iF Jl } `rn't" U � fits="ruZer�;n r,J it) {f —r 't yvr; tti .Vice Rr .a b'�?r U ilh ,t T`4?a' ;.'' DOGER�r d1KIi1"';'6v1 q ss�es whlcri are'yjnc filwi ., „ h+NAR iNC_. Do ;ftot It untl edi #russe ,�lby r5r� 5 e�_J. _ fir:{ s. ;.��r_ JRV� n . .J r "r-- *!x u k1 'BF=J r o • - -_1 rJlt' 4f4 ��-r.a1 c ,hv. ..uai Y 4 4 i ti � .. �r.J l4a`h .�, ;�,2 �iSS L'Xtr rXtel�jclangerousand should be ` stricfpy r, ,an�i„ bona Iruse damaged trwsses, �S� I r e�, I4j(]� t x,} � ,1 , ; ) I. ,I S A1�J£� . ,,u,�,lt}Ih1I'1l,Y,� ' ',f. (.Z.-t^^rjli.It)M„+L?r3F r .. { l+n x-n ln:.'< rbhlb.l ed Frame 1 �� �L. en mix piRrWT �f Y ° rt" ��or�r I rf5 DO� a SINAI nr Sad 's I iSSES �� WIN il�.l�;'�4r._., Tag d ~� CAUTION,` Te`mporaru bracing shciMn in ihis surrimary sn .et is adequate for th:.lrsYatl ,tion of trusses- with similar configurations: Consult 'a registered professional er�glneer` if"al diff er ent �a bracing arrangement is desired. The rerIaineer may design bracing in accordance with TPi'S ? - r a ecorTjtnend�d DA�ign`Sf�ecltr� •ilo1F for T r,�r�crr-f✓'E3racr«� of Metaf,lf'fafe Connecferl Woos} �:: i �ifP'�7J�tb�,XY a �,.Ir 4iN ' tst'i� Trusses, DS$ 89,`andii some'r<,J �,tl�t.�riayiriEi�at a �nr:ider spacrng is possible i,,� , s}s, ,1, a t GRO1! NU: B? �f�r �'_.:�lP��.BUlLl�lP�lC lF�T� r�; : I , , €'gyp � ° UlL®ErJG EXTERIOR -- — GLiEi—Too Chord, Typical horizontal tie member with muFliple atakea (HT) Frame 2 �IrrliNi ll1 I� I"I �11ullu`I11 I� ���I j a '� Il�lh, I' it I ii - r.uuM 4 II 7 I�i ; uu ll ga{n I p� I�: �� I I TOP CHORD .'r. 12 �j�I���l�illJlq�i�l���',�' TOP CHORD'', ' n � 'I I,I',Il a li Glil I t I IYuhl DIAGONAL BRACE 4 or greater IIi;iIP�)4wlGhi tip' i'���III,{�! I'iMINIMUM LATERAL BRAE SPACING i ir'`, ��- _ SPAN Ilill��lry�hh�l II�� ITCHI�Ih,,l SPACING(LBS) Il S) �', # trusses ' i` � �. j � J�IIIII�'�'lliiGllitG�lh��.al�lll�l119111i.ill'I��a.41111„Vl,�.lti�,l�lll�., � in Ily�'ll!II�iUlllll )., .r I� .. P U to 32' 4/12 81 20 1 5 Over 32' - 48' 4112 6' 10 7 Over 48' - 6 4 _.," / , ,' /�;1 Over 60' See a registered professional engineer DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir �k1i1 FRe p Chord ���.L. i All lateral braces �lal15 9 c} i l/ / ,\!r ; e r� /� / - _ lapped at least 2 ��i+uw -�trusses.� 7 i� l tit e1N \ �N�I1bGi /l i' / Attachment ��tY RequiredMp 7fL�rl Il'l'iL / Ih)"�jr a rfr�� t}j rr � s -Ili�wrtt •n \ �� I ti �� i �� P� i t ��i rt � �dn � 0gS tf4l• � r Top chords that are laterally braced can buckled fas}�� I 1 ti i a 3` t•� Atl- 6 r II iiF,lji�t'. togethera nd cause collapse it theta la no diago- �y J'i�+�ri5a! fVkP'�f{ rtii),r4d ems-1ilfrl 9ttti_ y' py7.4'I t n i sr t r pxf 14 1!trf nal bracing. Diagonal bracing should be nailed),ro 10 the underside of the top chord when puffins a=tta`cSted to the p to etde of the to chord. r p PiTbHED TRUSS WARNING: Failure to follow:these recommendations could resuh iro i' severe personal injury or:damnage to�trusses or buiidinas. I I J111, l'I' TOP CHORD _ _e I lilN1lMUMl;I'TOPCHOaDllfl' pIAGONALBRACE, r gn;i.l PITCHiIrERAL BRACE h`• sPGId SPACING (DBS) DIFFER�tdCE SPACING((_BS) ,I w'[# trusses] 12 5 f� i tie SP DF I SPF!HF Un to III' Over 28' - 42' 25 .7' 3.0 6' 9 _ \ ?• Over 42' - 60' 6 3.0 5• 5 3 sJ Over 60' See a registered professional engineer 'IF - Douglas Fir -Larch SP -Southern Pine iF - Hem -Fir SPF - Spruce -Pine -Fir \\ Cort'nuous Top Chord Lateral B-ace — Required 0" cr Greater f riachrt men; Required All lateral braces lapped at least 2 trusses. \ � ,• r , �, tjrkr��i � o. (4>71 p ,�) rya e`' •Z�C Top chords that are l ateraffy braceo can buckle togetherand causecollapae if ir.ere ie ne die o- 4 qif r 1 �t� g4 net bracing. Diagonal bracing should be nailed to the underside of the top ck�-d when pvr7in,. are attached to the topside of fhe top chard, _ �sclssoias Ti?'UssJ Frame 3 1`4 or greater 4.3 {p4 INN gi 4� amity +yf-I'yl,.lk.�th I. mrl ?e �C�, raft r1,. � A� 1;y���`•�i!�h �Trrf.1Lt'S �fi41�-yr�y � , er 11 IUr�% h1 C H O R D 1Ii 'IIpIII' 11��(Jf�'� III� I !.I. MyINIM.' r M�. g,011lgal. CHORDDf400NALBR�C� �I!�LA'ERdi�BRACE' SPACING (DBoi-:, .;IIP'�',A �IIIuu1 NIN �l 1 �Il� I x. uY IPI'l!LiT. pGHII npn I���� : r!L S,mp�� I I,.•, tl nll, ol'11 I� t IISIPA1pI'I,�ISCII�1I{I�!�ICI., LBg)I 10.'I,� y... i1ea n trusses7����� �I ! � I 'iIIIGA�I!�l�lll.l I!Il if,l II4(II'i��II,��IIIlIi�1�nIVIN��i,l� ���pplIpp�������y77ryryppp�������II ul!!dll�ill�!IIII4YIM7IAill'I!IAIiI�L I!I!III!!II IIPI�fi� 11�I :..� P �! ^i Up to 32' 4/12 15, 20 15 Over 32' - 48' 4/12 15' 10 7 Over 48' - 60' 4/12 1 is, g 1 4 Over 60' See a registered professional engineer of e;,t, ri • ��.�, . z r�;ra' �t,f� I� • fyvy,'�"�1' ,f�'r� ��+.'; 1 � I I li 1 , Cross brae ncl r ep3atcc2 A ; at each end:of the.. R I° 11 Il, IIIII'�III�'I .i M1, Ili- II ,,,!il I I,I �I �� �I. (i! o I l:rluf I II Ik�l �II �IIII��I II I�I III IIII 1111, I{ 1.r. Ili �,rll"II'111 `IhII1lhI iplllll! II IIII IIIW�If�II,�glu�ll'U�IIIIG. II''II; Illu I!�@IIII I I Ir'c,!IIIII�, I�r�r!!IIII' 'Ilyll''lt;ir III ; ;,TOP iCHORDOiiI!l II' III , ;I�fl Ir III 'I II ullh�� �I ,� i � � 61 II i � ,, I fIJ� i �'MIfS(MU 'li .I I T,O„IIC ORIaI�II �:pl I� my n..,,,1�119Pf LA E AL���BRACE IIIIh�I ICI. 'QfA�OPti;LBRACE tr, II'SPACIP;G I II�III�IISP.A1 II" l !I II I�DEPTHI I I' p;ln �liill�61111. III �i! SPA CINGI(LBslf li+III intuit Ii' i'i = tru5s�, II'rlllkfllh1l, IlIILlllll�d�lllllllil��l III�� ill, LI. p Ii.Id.�nl�lilllllll I,I�IINIill,hlliiG'dIII 1,! I I' �blllllkrlatlllrlh 61111�Ilu.ii rlll� '.S P D Flliillil1.5 P F,, R F Up to 32' 301, Over 32' - 48' 42" 1 6' 6 4 Over 48' - 60'i 48" 1 5' I 4 2 Over 60' 1 See a registered professional engineer 2z: /2" 'I'IiPARAIn IE0111 Continuous - - �tlu mill In1 ul ll1 nHgnnwJll III, TO Chord CH0Rod rRuss�llhl�;l P — Ilill�rellplltll�l��'llll'IJIIIIINIIIBIII 11;. I h Lateral Brace ----, T -. Required I Y _.� Top chords that are laterally nraced can suckle + 'I II I .I togetherand cause collapse if there isno dia go- 10' or Greater rI \ nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purl ins II are attached to the topside of the top chord. Attachmenn_ QF Qouglae Flr Larch SP Southern Pine Required h / HF -Hem Fir r, `I,r SPF tSpruoe Plne or SseS._ C. 30" or s. greater LI , The end diagonal brace for cantilevered End diagonalsjare ess _ t sabityandustbe trussesp(Icap. placed on . rtical both ends'of the truss s Stem y r 1 webs incline with JI yf Ily p; 77 UI } ItylY yi Pdi I t 1 T @ I t the SLl Oft 4 LI '}t l j e pp � F �'�� r 1'�:f F '�II. PIA I -r�cli rr II�1 S,r) , _iIJI ,fir 1 IYI rlrt'7, Ili I 1( I , I�!i r=' c u a r"il za qqpp rryy��,�� �q ..1 1 L I ,� i �1;�. qgr { '1 "-"Afi kY�.l tl . a' rEi - !�-`r'aY�'i.R(�X�'f1Pn'4'9r8t�rd.�4.14A4'��fpSi'Asr'Vs'11F%dyt`WrP.F.4P f/7'�ir51TAS�A� ~ .l��,r-�q+1 ' r II��411 yll, L:�i d 1 a2 PARALLELI'CHORD'ITRUSS°T�PIIiC"H'ORlplll' c Contlnuou- .i 41 r.�l I Ir 1 Ilk IIII I If --� Top Chord \� Topchorasthat are laterally bracodcanbuckle Lateral Brace �.�--r- togetherandcause collapse ifthere isno dlego ' Required nal bracing. Diagonal bracing should be no. 1 to the underside of the top chord when purlms arc attached to the topside of the top chord - ---- 10° or Greater Attachment eq_nred 13 6s i c 3 I � ��j/% � y�/ �' ✓ l y i Id h 11 ly5 r II t JI , 1 _ (��. I russesmu to I r / i 5ar.�raeritea I�" � a , � '�� I J_, rl �tiiir 1 11'i-Z011t I+glreGtlOn t,0 �5 r` r�, it °1T'S) L.r 6E± e „ � Ir rh a4 9 1 :fh Si{]r00e`9 p a0 Inq it I I:,L I,I, 4 Plir ��IVI �,�� j° `l I'Irq �� Ilrl irjh I _. Illr kI i i.!, �I,ll�rl' r ,i,l yl lllllljhll`t' l�lll�llrlli�hl'iajil II`ihI�II��'ir��;��I+�I��IIII��� UI II illlril�lilllllrlll�l�i'lllll I` TOP CHORDil�irl�l� 'III TOP C'iORD >Irf' IDPAC it l ii ilk Illl I.MIf`I�IMUN9��r LC.TERA'C Pr;FC- NhLBRACE (De �4 t, SPPN i � PITC1� ���� g) � SPACINGILES)�,;' SP/DF I SPF HF-' U o 24' 3/12 E' 17 12 Over 24' . 42' 1 3/12 7' 10 6 Over 42' - 54' 1 3/12 j 6' 6 4 Over 54° I See a registered professional engineer ur - vouglas nr-Laren 5P - Southern Pine ;' �• HF - Hem -Fir SPF - Spruce -Pine -Fir ti1 pSQL\ Diagonal brace also required on end verticals. l -o; chords that are laterally bran-ed can burkle wgelherandcaunecollapse itlhere isnodiago- r., 'n tiflr nut bracing. Diagonal bracing ahould be nailed to 11'a underside of the top chord when purllna i are attached to the topside of the top chord. MONO : TRUSS �•r L�l:?r i •.. 12 l 3 or , \� greater \_ 8' i All lateral braces \ l�li� r7r7 ti� sl'% lapped at least 2 \ rapt}i gfi'i'I';7..r trusses, Continuous Top Chord Lateral Brace Required 10" or Greater ( —� Attachment Required 6 JVAI�NIP�G �aii�lr e to tello4�th�se recommendations coulo rest Ik in.' severe ;personal injury or darnage to trusses or buildinns. INSTALLATION TOLERANT,5- Length L(in) Lesser of Li200 or 2" L(in) Lesser of L/200 or 2" L(in) h'200 L(ft) LJ200 L(ft) -..,/.'Li r'_ 4 axim u m 50" 1 !4" 4.2' 200" 1 " 16.7' Aisplacement � \` Plumb Line 10o" 1'2" 8.3' 250" 1-1/4" 20.B' 150" 1 3/4' f 12.5' 1 3001, 1-1 /2" 25.0' OUT -OF -PLUMB INSTALLATION TOLERANCES. OUT -OF -PLANE INSTALLATION TOLERANCES. Ik- ` a,; -�, 1fi14Ya'a'�' s 9 � . � . %r7!' -Flr r p -r •r p - ON::w.aaLn-rr Fame 6 KARONDA SI'ST FPS 4005 Afaront$a Way Sanford, FL 32771 (407) 321•0064 F= (407) 3.41-3915 Date: March S, 2003 To: Building Department From: Maronda Systems Tomas Ponce Professional Engineer State of Florida #005006& SUbject: N7a6ley Trusses All V Ifley trusses labeled V T-I thru IN are covered under the general valley sheet provided in the truss package signed and sealed by the engineer a�f record. The connections are noted on the structural info sheet of the plans. All criteria of the valley trusses are noted on the general sheet. If you have any questions please feel free to call at 407-321-0064. S,�er%ely TOM s Ponce, P.F. Date: 3),5[0,5 t•wt�Iv a"t•URFWAHUN Th15 dtslgrl Is for an hrdlvldlnl buUdh,g c Peaent and has been based on 1r rmauan Provided by the client- The designer dlseblm' eery r PonstbmtY for damages as a taut of faulty w,.coned InformaUoneeU •-Plcattam and/or acslyu futo the truss destgner by the client and the comnrn ectDesa w.county of this for"uation as U may, relate to a spo- core prq-d and aexpts m respoosS tUtY or accldses m control with regard to fabrien- Uon• banding• -Wpment and InstagaUon of husi,,. Thb tom has been designed as an lndlvldnal trued ng mmponml to a-mrdanee Mu ANST/Tpt 1-1995 and NDS-97 to be inmrpomlcd as put of the building design by a Bulld,.g Oestgner Uegbt and atehaect or professboal aa,eart. When reviewed For -Pprvnal by 11u buOdlDg designer. the design load,.gs shown must be checked to be sure that the data shown ue,. agreement with the I--yl buadi g codes, locrl clhnaTic records fur whnd or saaw loads• ProjectaP-U'-U— w-Pedal applied loads. Unless shown, truss has col been designed for stooge w omuPaocy loads. The dmlgn assumes eompreSsIm dumb (tap w bottom1 are con um oust' braced by sbmthmg oriess after b. 'Pecfllea Whc a bon. chords to tension are not fully braced blaally by a property applied 0g1d cell,.& theY should be braced at a madmum'Pacing of IO'4r o.e Connector plat' shall be manufactured from 70 Caug- hot dipped galvantred aced meeting ASTM A 653. Grade 40. uniea oth_be ah wo- FABRICATION NOTES Pow to lab"-ukm, the fabricator sbau revlem ibis dnw,.g to verify that thb drawing b Inmnformanm wth the fabrlotoe- Plans and to 'to' a coonaumg responslbUity for Such verl- fiotfoD- Any discrepancies are to be put n wrM- before eht" or falutotlon. Plates shag cot be Iruialkd over k..U-1 a- Imots w distorted gain. Member shag lz cut for light Rlting wood to wood bearing. Con- nectw Platm'bat be located on both fa -a of the tests' wuh —111 fully -Ndded and shall be sym. about the Joint ="-" 'oth erwise shown, A Sx4 Plate b 5' wide x 4- Jon& A W plate b 6- wide x B' long. Slots (holes) run Parallel to the Plate length sp"al"L Double cuts on web mco,bcrs shall meet at the eentmld of.the web- n o = othrswse shown. Connector plate -tees ate mtW-- six' based an the farm shown and may need tobe,.dea-ed for in ecrtahand- iing u+d/w viceUon stresses. •ads tru' b not 10 be f.,d,- -d with @ro retardant 4catdl hmlae unless olherwbe alm,vrt Far addltloaaf mform,uorn w 9--my Controi -der to ANS7/Tpi 1-1995 PRECAUTIONARY NOTES W bra" and ctMbn tecotnmendaUum are a be roUnwed to a®rdance wltb -Hand,,.& —^m-g d Bntlor, HIS-91. Tlusxa ue to a handled with ♦nrrmrhr ore dwhng band,. ad bundling• delivery and tnstsllatlon to avoid "`ag� T®Ponty and petoancnt bmcln w hoidmg toes' to a atralght and Plumb pos- Jon and fur resisting lal-ra1 forces shall be -W-d and mstoUed by others. Cyteful hand - ng b essential and-r-dion bracing b always Vdmd. Normal pre ut,.mry action for lrssa reg,drrs such temporary bracing durlag ataffatlon between 4ussm to avoid topPLing nd dDm,.oing. The supemblon of ereellw of usses shall be under the control of persons 4wrterccd In The,.stefbUon of truss,,. vfesafonal advise Shag be sought If needed. anceobaUon or mmt—u— load. g—ter an the design bads shag not be applied to 433' at a Y time. No loads other than the - ;%ht of the -rectors shah be appUcd to uses until after all fasterang and bracing mmpleled. Vn 3 i 31CIVIJ MONO VALLEY 1 VALLEYTRUSSE8Hyp \ SUPPORnma TRUSSES COMMON VALLEY III VALLEY TRUSSESIT' ORTING TRUSSES WO: VALLEY SET IF LESS THEN 3-0.0 THEN MOVE DIAGONAL WEB TO NEXT PANEL TI: VT N (f) WHEN DIGAONAL WEB PRESENT USE 4X6 PLATE' (4) WHEN NO DIAGONAL WEB PRESENT USE 2X4 PLATE 6 2x4 g 2x4 OR 5x6 OR 4x6 3x6 DIAGONAL WEBS t 4x6 316 4x6 14x6 REQUIRED WITH SPANSOR OR GREATER THEN 28-0.0 2x42142�3> 2x4 316 0.0-4 2x4 3x8 2x4 2x4 MAX 6.0-0 O.C. (TYP) VALLEY MEMBERS AT 24' O.C. (TYP) 2x4 UPPTo 7 12 IN 2x4 4110 3x6 CR 3x6 on 31B 2x4 2x4 3x6 t 4x6 OR 1416 214 a 2x4 MAX TRUSS SPACING MAX 6-0.0 O.C. (TYP) BELOW r. 46 • O.C. I� SPANS UP TO 60-0-0 TOP CHORDS: 2X4 SP 02 IT IS NOT REQUIRED TO SHEATH TRUSSES BOT CHORDS: 2X4 SP $2 BELOW VALLEY SET. VALLEY MEMBERS WEBS: .2X4 SP #3 PROVIDE ALL NECESSARY TOP CHORD BRACING. VALLEY MEMBERS TO BE SET TIC MUST BE CONTINUOUSLY BRACED BY ROOF PERPENDICULAR TO TRUSSES BELOW. SHEATHING UNLESS NOTED OTHERWISE. WHEN VALLEY MEMBERS ARE NAILED DIRECTLY TO TRUSS TOP CHORDS USE (2) 16D NAILS PER INTERSECTION, OR TWO FEET ON CENTER. WHEN BELOW TRUSSES ARE SHEATHED FIRST USE (2) 10d NAILS OR (1I 16d NAIL PER INTERSECTION , OR TWO FEET ON CENTER. 2x4 BRACING NAILED FLAT TO EDGE OF WEB WITH 12d NAILS AT B' 0-C. OR A SCAB OF THE SAME DIMENSION AND GRADE AS WEB; NAILED TO FACE (SI OF WEB 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 8' LONG f• TWO 2X6 BRACES REQUIRED ON ANY WEB EXCEEDING 14'.tt EXCEPT AS SIIOTVN PLATES -ARE TL20 CA TI-SPED PrLR ANSI/7PI 1-1995 FMaronda=Systeimns* 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1990 GREfJ1BROOK Cr oviEDO•PLama Dejigiv Afafrir Arwfvrix VALLEY TRUSSES (TYP-) SUPPORTING TRUSS COMMON OR GIRDER COMMON TRUSSES (TYP.) VALLEY STRAPPING TO TRUSS BELOW USING MSTA12 @ 4' O.C. VALLEY TRUSSES CAN BE CANTILEVERED UP TO TWO FEET. Cont- Support '"Im" 114 V: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing sbown on this drawing b not erection bracing- wind bracing. Portal bracing or shnDar bnc hoaan b (wbteral sued,.g d,,1gn and at>k!, must be mnstdered try the hulld,.g d'1guv. Bracing made to anchor blenj bracing Po't or �s 10�� oNy to reduce buckWng 1v,gUn, Prvttsl0'm must be Addltlena! bmcln of d°g l3 cod' and ay be d loollnns de "'Wed by the building designer. Reuss Plate InsUwtc, TPeIRlerallalrner..T cosy be reyuted. fsee HIS-91 of Tpf). tinted at 583 D'Onafrfv DtNv . Madison. Wbcon3h, 53719). JOB P.4771: CI7EE-COfit7ppSCil2ElOAVCfS Studs 0 6-0-0 o.c. Egg- Job: Dwg: Dsgur: TLY C►k: TIC Live 16.0 per TC Dead 7.0 per BC Live 0.0 psf 13C Dead 2.0 psf TOTA-T, _ --- 25.0 nsf Truss ID: VT Date: 4-1.1-01 DurFac - Lbr. 1.25 DurFac - pit: 1.25 O-C. Spacing: 24.0" Design Criteria: TPI Code Dese: HIP BLOCKING I DESIGN INFORMATION This drs(mi is for an INdWual building ctxnponcnt turd Ims b—, Insed on blfo,,ntbn prorbled by the e11e.t The designer dbcbb,ts anf• I—ponslbuay for dan.ago as a re>utl or faulty or Incorrect bdorinaUmt specizilons and/or didca(vns fumbhed to the wa, deslg,ry bit the em and the correctness ur amincy or n,b In/ornnua., v it nee ml.ta Io a ape- cOk "ME and accepts no tesponsalNly or e ilcs ram, cmnlrol with regal d to fabdm- Im.l ha ndlb,g, akipnenl..it InslalbUon of bonne. Thb tmr-. has baeo deigned as an bidhddual building antnponad In acrnrdancc wWl ANSirm 1.1995 and NDS-97, to be lnr:rpor-+ted ru part a(the building design IT a fluadtng Designer I,eglstered arehncet nr pmfoslonal aagbeet). Wile'I rerletecd for uppronl by Lite tn,tldbrg destgr ur, tire design hvdtngs shorn nmt be ducked to be sure Urlt Ue data shm'r, are In agreunent mill, the bol building codes, loco) ellmaUe,—ds for mind orsnaw Foods, profed sr ccl`1-tlons or spedll applied load,. Unless shown, true 1,13 not be- designed (or stolage or oceu(nney loads. The design assumes eoonpr.sarm, clerds (lop or botloml 're Canllnu- omly brneed by s6oUrbag unl.�a othnn•!ae pcellled, where bctlam cb_l, N lerulon are not fully lanced ht'nlly by' f+oper If oppUed rigid _EEl g. they should Ise bmeed at a Inidtn,un spacbrg of 10` o.._ Conncclnr plates shall be mm,ufadurcd hmn 40 gauge hot dipped gal'snhcd steel meelblq ASTM A 653, Grade 40. unlaz oUlcmue sl•osm- FABRICATION NOTES Pit" to 6Mta Uon, the fabrtlatorshaU _,_ Fhb dlnwb.g to rertry tlei tl,b d,awing b in tonrortnase mid, Ure faWtml.i/s plans nerd to re�vre a numb d-, .apansn.,bg farsuch'er>- Ikatmn. A$7 dberepandm nee to be put it, -ftb,g before —t1lnr or fabe—twn- taies shall not be installed or knollrot, Islets or dbtmtcd g,atn- alrn.tlas shall be eel 'or Eight lllth,g mood to mood beo,b,g. Cal- 'eetor Plato -Twit be looted ran toll. N_ of, he truss 1+1th .wtb fully bobcdded end shall be )mated Us Joint unless olhcrnbc shown• A ix4 plate Ia 5- aide x 4- bng. A 6<9 plate la 6• 'tde-fT t--& Sits (hotel n.n parallel to he plate leuglh sP—Med• Doable cub m, r--h nanllers shall nicest al the ccnllohl of the -cgs natal othcrrrhe sl.mn,,. Con.1—E., plate sues nc minbnun, sires tallied on the fnrto shotm iM may need to be Inmeascd for ec,laln hand- h.g and/or ereeflon slrwes. This t,ms b not o be fat riented will, fire reta,.bnl treated utnbe, tildes othbhnwn- eme>Foraddluornj nfom�tbn It 9ua6tr C A-1 r.I- to H I �, G I R CR ANSI/M I-19m )RECAUTIONARY 140TES U braeb,g and -- mn reeon.mcndauona tin I be fon.• d 1n aemrdo,ue lLh -Nondling wtatib,g A Ondna', 1111N-91. Trusses are to e Iendi d azth paNeulnr o,rc d,..b.g banding rb bundling- dell cry and In'ta Oa Uon to Told wnagn• Taa.parary and IIo,,.anenl t.r'mag c hold mg tnnso Y. s >lrallyhl and plumb pea>- b+, and (or reabtbag lat-1 Im sha11 be .rgued and Installed by others. Careful h'nd- id is essential and occtlon Iliad,% Is aim )s quiltd. Normal ptttaullotidiT adwit lot usso tubes such tun(lor ity bracing during �s1aUa❑on benreen wsses to aroid IoPP�g vt dwnbrolnp the soper.ya.n of vect+on of us s :s 311 11 be tmdv the control of persons :pcdensd In the beawlaunn of uusses- o(esslonal adrree s11aU be sought If heeded. sncentm Flu of mrotrucumr loads g.cnler an the deslbn, lends s1la6 not III, applied to eaves al any ,braes- Nn brads other ilea the . :Igl,l sal ltic errct.ars ,licit Na llp"tl-.I it, ass• .Hall alit, all Wfenhy;nnd Inacing w.upleted. MARONDA SYSTEMS i 2x 0r- WO: I-IIPDRAIL TI: HIP QTY:I BLOCKING ADDED TO TOP CH01JD STEP 'HIP TRUSSES TO SI.IORTEN. _OSB• NOT TO EXCEED 24110_C.. 0 BE NAILED TO TRUSSCS w/ @ 1211 ON CEN- STAGGERED PRE-ENG ILA TRUSS TOP WALL OF BUILDING UNU: READ ALL NOTES ON THIS SHEET. Maronda Systems A COPY OF 11-11S DRAWING TO 13E GIVEN TO ERECTING CONTRACTOR. 4005 MARONDA WAY BRACING WARNING: SA NFORD, FI_ 32771 (407) 321-0064 Fax (407) 321-39131 Flncing>hovtr an U,y dn.rl ,g Is not rrceUon b,aelnq, wind bracing, po.Wl bradng arsbnlbr hnang Jhe g! design tonsldered bi the bu6d'urg 6c1gu 31.... hlcbr1. Is for ltatera sup) n. - rOMAS PONCE P.E. vss a�ben Dolt I nlr� rt ot r. l,% erodes to wnrhor lalr,al bracing rat en.1> and'peeUled hx:atlonsrde4t, gb 1desl I LICENSF #0050068' dFiby Um hll lldh� AddlUanal bracing of We eeemll shvdure tmylx ,ubed. ($ec lil9-91 of TPI1, g g„ eq S- 111 . Uw+ plate nwuwte. Too, b loolea ., ass n•onw.rn 1690 GREEN6ROOR CT.OVIEDO,FL37766 .6e.a,z•�... o.t-e- va Sconaln 537 ini. Rug. Job: Dwg: Dsgur: ',rLy C111, Tc Live 16•5 va TC Dead 7.11 pcC 13C Live U.0 psC ITC Dead 10.0 psi- •I'OTAI, 33. Truss ID: HIP Dale: 10-20-0U DurFac - Lbr - 1.25 Du1Fac--1)II: 1.25 O.C. Spacing: 2f1.0ni Design Crile(ia:.1P1 Code Desc: il•n.e tin nn ern JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: DESIGN INFORMATION This design is for an Individual budding component and has been based on Information provided by the client. The designer dlsclaints any responsibility for damages as a result of faulty or Incorrect infornation, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe. cdk protect and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This trim has been designed as an Individual building component in accordance with ANSI/1PI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When rrAcwed 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 elInaatic records for wind or snow bads, pro)ea spcotllcations or special applied loads. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes compression chords (lop or bottom) are continu. ously braced by sheathing unless otherwise specified. Where bottom chords in tension ate not fully braced laterally by a property applied rlgld ceding. they should be braced at n mnxlrnum spacing of IfY-V o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrIcallon, the fabricator shall rmlew, this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a continuing responsibWty for such verl- Motion. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installedover knotholes, knots or distorted grain. Members shad be cut for tight fitting wood to wood bearing. Con. nector plates shall be located on both faces of the truss with lulls fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A Us plate is 6' wide x 6' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sties are minimum sizes based on the fortes shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated hunber unless othenwtse shown. For additional Infornatbn on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recmnrnendatlons are to be followed in accordance with'Handltng Instadlrtg & Bracing', HIS-91. Tosses are to be handled wtth particular care during banding and bundling, delivery and installation to awld damage. Temporary and petrunent bracing for holding trusses In a straight and plumb pos- ition and for resisting Lateral fortes shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Norm 1 precautionary action for trusses requires such temporary bracirig during Installation between tomes to awld toppling and dominoing. The supervision of erection of trusses shall be under the control 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 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 2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4 Wind Case- ASCE 7-98, C&C, V. 125irph, H- 21.0 ft, I- 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type. Encl L- 40.0 ft W. 30.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L--0.21" D--0.22" T=-0.42" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.11" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.05" RMB - 1.00 T 4-3-2 04-3 I MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Design based on 1-ply laminated Bot chord. End verticals designed for axial loads only. End verticals that are extended above/below PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 920# Support 2 920# .TC ... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -4144 0.63 10- 9 3655 0.61 2- 3 -5241 0.74 9- 8 3691 0.70 3- 4 -5241 0.74 8- 7 3690 0.70 4- 5 -4144 0.63 7- 6 3655 0.61 TI: A ATY:1 _ ==== _ ===Joint L=== ocations========____ =1)0- 0 0 5) 30- 0- 0 9) 7-.0- 0 2) 7- 0- 0 6) 30- 0- 0 10) 0- 0- 0 3) 15- 0- 0 7) 23- 0- 0 4) 23- 0- 0 8) 15- 0- 0 ------------ TOTAL DESIGN LOADS ------------' Uniform PLF From PLF To TC Vert L+D -46 -1- 0- 0 -46 7- 0- 0 TC Vert L+D -100 7- 0- 0 -100 23- 0- 0 TC Vert L+D -46 23- 0- 0 -46 31- 0- 0 BC Vert L+D -20 0- 0- 0 -20 7- 0- 0 BC Vert L+D -43 7- 0- 0 -43 23- 0- 0 BC Vert L+D -20 23- 0- 0 -20 30- 0- 0 Concentrated LBS Location BC Vert L+D -429 7- 0- 0 BC Vert L+D -429 23- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 2087 0 -920 BOT PIN 29-10- 4 2086 0 -920 BDT H-ROLL 7-0-0 16-0-0 k 7-0-0 1 3 14 5 5X10 3X4 5xin T R R 30-0-0 10 9 g 7 2087# 3.50" 1-0-0 2087# 2087# 3.50" (RO-11 30-0-0 0 430# EXCEPT AS SHOWN PLATES ARE TL20 G TESTED PER ANSl1TP1 1-1995 430# (RO-11-1-11) scale = 0.2094 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: LMaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: A CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 6-11-02 4005 MARONDA WAY TC Live 16.0 psf DurFac - Lbf: 1.25 SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or sinidnr bracing TC Dead 7.0 psf DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 which is a part of the budding design and which must be considered by the building designer. Bracing shown is un for lateral support of ss members only to reduce buckling length. Provisions must be BC Live 0.0 psf O �• C Spacing: 24.0" TOMAS PONCE P.E. made to anchor lateral bracing at ends and speclfkd locations detemWned by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPO, BC Dead lo.o ps f Design Criteria: TPI LICENSE #0050068 rrnm Plate Institute. TPI, is located at 583 D'Onofrto Drtve. Madison. N7sconsin 53719). Code Desc: FLA 1890 GREENBROOK Cr.ONEDO.R72766 TOTAL 33.0 psf V:06.02.02- 12766- ..cog". mra,u nraaysu JUfl rAlrf: L:11GE-LUKUUHS1125AlPHLSUNHV HCS: 06.02.02 JB: SUNBURY H AC: 104 UPLIFT D.L. WO: SUNHV WE: TI: B 9TY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the = ======= -===Joint Locations=====_=======_= This design is for an individual building component BOT CHORDS: 2x4 SP #2 S: 2x4 SP #3pro camposite result of multiple loads. 1) 0- 0- 0 5) 21- 0- 0 9) 21- ,0- 0 thehasbeen 'Medesaonwolahns the clfor Thedestas 2x4 SP #2 All COMPRESSION Chords are assumed to be 2) 4- 9- 4 6) 25- 2-12 10) 15- 0- 0 n aregner any responsibility any rnponslbWty for damages as a result or ult of 3,5 continuous) braced unless noted otherwise. y 3) 9- 0- 0 7) 30- 0- 0 11) 9- 0- 0 faulty or incorrect worrnatlon.specifications, and/or designs furnished to the truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE- Wind Case- ASCE 7-98, C&C, V. 125mph, H- 21.0 ft, I- 1.00, Exp.Cat. B, Kzt- 1.0 4) 15- 0- 0 8) 30- 0- 0 12) 0- 0- 0 bytheclientandthecorrectnessoraccuracy of this wormatlon as a to Support 1 734# Bld Type. Encl L- 40.0 ft W. 30.0 ft Truss ----MAX. REACTIONS PER BEARING LOCATION------ X-Loc Vert Horiz Uplift Y-Loc Type may -elate a spe- clflc project and accepts no responsibility or Support 2 765# in INT zone, TCDL- 4.2 psf, BCDL= 6.0 P Psf 0- 1-12 1036 60 -734 BOT PIN exercises no control with regard tofabrtc,- MAX LIVE LOAD DEFLECTION: L/999 Impact Resistant Covering and/or Glazing Req 29-10- 4 1035 0 -765 BOT H-ROLL lion, handitn& shipment and installation of trusses. This truss has been designed as an La-0.08" D=-0.08" T--0.16" ..TC... FORCE ... CSI ..BC ... FORCE CSI indwAN,, al bulking component in accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: ... 1- 2 -1794 0.35 12-11 1568 0.47 ANSI/TPI 1.1995 and NDS-97 to be Incorporated part of the bending Buckling T- 0. 07" D Designer (registered arehltcot or professional architect or p MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -1637 0.39 10-19 1371 0.43 engbteerl. When reviewed for approval by the T= 0.03 4- 5 -1637 0.39 9- 8 1568 0.47 building designer. the design loadings shown RMB - 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. 1=1 climatic records for wind or snow Inds. project specifications or special applied Wads. Unless shown. truss has not been designed for storage or occupancy Wads. The design assumes compresslon chords (lap or bottom) are conUnu- ously braced by sheathing unless otherwise specified. Where bottom chords in tendon are not fully braced laterally by a property applied rigid ceiling. they should be braced at a maximum spacing of 10'-O" o.a Connector Plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is In confornumce with the fabricators plans and to -Luc a conunumg responsWWty for such veri- 0catlon. Any discrepancies are to be put In writing before cutting m fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both races of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A Sx4 plate is 5- wide x 4- long. A 6x8 plate is 6' wide x it long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the cenlmid of the webs unless otherwise shown. Connector plate stria are mirtmtum at- based on the forces shown and may need to be increased for certain hand. ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional wormation on Quality Control refer to ANSI/TPI 1.19% PRECAUTIONARY NOTES All bracing and emctbn n:canmtendauons are to be followed In accordance with'Handling Installing A Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding tosses in a straight and plumb pos- ttlon 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 lfusses requires such temporary bracing during installation between I— to avoid toppling and dominotng. The supervision of erection of trusses ahaB be under the control of persons experienced In the Install tfon of tosses. Professional advice shall be sought If needed. Concentration or construction Inds greater than the design loads shall not be applied to trusses at W any time. No ads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. T 5-3-2 04-3 9-0-0 12-0-0 9-0-0 1 2 4 6 6 0000 0 4X8 2X4 4X8 4-10-3 0-4-3 n F1 30-0-0 '11211 10 9 8 _ �1036k 3.50" 1036# 3.50" (RO--1 -11) I in 30-0-0 1 (RO 111I -11) EXCEPT AS SHOWN PLATES ARE TLZO GA TESTED PER ANSUTPI 1-1995 scale = 0.2094 WAKNIN(a: READ ALL NOTES ON THIS SHEET. Eng. Job: Maronda Systems )] A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: B CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 6-11-02 4005 MARONDA WAY TC Live 16.0 psf DurFac - Lbr: 1.25 SANFORD, FL. 32771 Bracing shown on this dmwtng is not erection bracing. wind bracing. portal bracing or similar bracing which is a pan of the building design and which must be considered by the building designer. Bra cb+a TC Dead 7.0 psf DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of tress members members only to reduce buckling length. Provisions must be BC Live 0.0 psi O.C. Spacing: 24.0" TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building destgner. Additional bracing of the overall structure may be required. (See HIB-91 of 7"). BC Dead 10.0 Psf Design Criteria: TPI g LICENSE #0050068 tr uss Plate Institute. TPI, is located at 583 D'Onofrlo Drive, Madison. Wisconsin 537191. Code Dese: FLA 1690 GREENBROOK Cr.OVIEDOXI-32766 TOTAL 33.0 Psf V:06.0 02- 12767- 1 - •••-••��•• +vo resin: L:IrCG-LVAVUt*110MYtlUUA7fV NC& 06.02.02 JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: TI: C QTY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the =__ =_ ====Joint Locations=============== This design is for an tndfvWual building BOT CHORDS: 2x4 SP #2 couposite result of multiple loads. 1) Oc 0- 0 6) 23- 7- 4 11) 11- D- 0 component and has been based ontnformation WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 6- 4-12 7) 30- 0- 0 12) 6- 4-12 provided by the client- The designer disclaims any msponsibWty for damages as a roult of 2x4 SP #2 4,5 continuously braced unless noted otherwise. Y 3) 11- 0- 0 8) 30- 0- 0 13) 0- 0- 0 faulty or incorrecttnfonnotlon.speclllcauans Wind Case- ASCE 7-98, C&C, V. 125mph, 4) 15- 0- 0 9) 23- 7- 4 rid/or designs famished to themrussdolgner PROVIDE UPLIFT CONNECTION PER SCHEDULE: H= 21.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 5) 19- 0- 0 10) 19- 0- 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- Support 2 769# in INT zone, TCDL- 4. 2 sf, BCDL= 6. 0 p paf R-Loa Vert HorUplift Type cinc project and accepts no responsibility or exercises no control with regard to fabrica- MAX LIVE LOAD DEFLECTION: Impact Resistant Covering ering and/Or Glazing Req 0- 1-12 1035 81 -727 BOT OT PIN tion. handling. shipment and Installation of L/999 29-10- 4 1035 0 -769 BOT H-ROLL woes. This truss has been designed as an L--0.07" D--0.07" T=-0.14" ..TC... FORCE ... CSI ..BC ... FORCE ... CSI Individual building component in accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -1777 0.42 13-12 1536 0.40 ANSI/TPI 1-1995 and NDS-97 to be Incorporated T- 0, 07" 2- 3 -1435 0.40 12-11 1534 0.43 as part of the building design by a Budding MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -1240 0.25 11-10 1307 0.39 Designer (registered architect or professional engmeerl. When reviewed for approval by the = . T003 ^ 4- 5 -1240 0.25 10- 9 1534 0.43 building destgner.the design loadiripshown R1ID o 1.15 5- 6 -1435 0.40 9- 8 1536 0.40 must be checked to be sure that the data shown 6- 7 -1777 0.43 are In agreement with the local building codes. local climatic records for wind or snow loads. project specifications or special applied Inds. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension ate not fully braced laterally by a property applied rigid ceiling, they should be braced at a maximum spacing of It7.0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a continuing responsibility for such veri. mcatton. Any discrepancies are to be put In writing before cutting or fabrication. Rates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight filling wood to wood bearing. Con- nector plates shall be located on both fates of the truss with nabs fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5' wide x 4- long. A 6x8 plate is 6' wide x 8' long. slats (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the ccntroid of the webs unless otherwise shown. Connector plate sirs are minimum sues based on the forces shown and may need to be increased 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 d Bracing. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Illon and for resisting lateral forty shall be designed and installed by others. Careful hand- ling is essential and erection bracing la always required. Normal precautionary action for trusses requbas such temporary bradlig dtlrfng trutamntbn between trusses to avoid toppling and dominctng. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of misses. Professional advice shall be sought if needed. concentration of construction loads greater than the design Inds shall not be applied to trusses at any time. No loads other than the weight of the erectors shag be applied to trusses unW after all fastening and bracing is completed. Ilk 11-0-0 k 8-0-0 k11-0-0 1 2 4 6 Q 4X6 3X4 4X6 6-3-2 04-3 5-10-3 044-3 -L n n Ilk 30-0-0 13 12 ll LO 9 861 1036# 3.50" 1036# 3.50" 4a 30-0-0 1-" (R0 -11-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2094 WAKNINV: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: SUNHV LMaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: C CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 6-11-02 4005 MARONDA WAY TC Live 16.0 psf DurFac - Lbr: 1.25 SAN FORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing, portal bmcing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing for for lateral TC Dead 7.0 psr BC Live DurFae - Pit: 1.25 Spacing: O.C.weir 24.0" (407) 321-0064 Fax (407) 321-3913 shown I, truss rnis support, of tmembers only to reduce buckling length. Priuns must be 0.0 psi 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 required. (See HIB-91 of TPfi. BC Deadpsr o lo. Design Criteria: TPI LICENSE #0050068 frrusa, Plate Institute. TPI, Is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). Code Desc: FLA 1990 CREENsROOK Cr.OVlEDO,FL32766 TOTAL 33.0 psf _ V:06.02.02- 12768- : uertgn: mmnt Anarjrlr JUB PATH: C.ITEE-L0KV0BS)129A1PI11SUNHV HCS: 06.02.02 JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: TI: D ATY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the =_= _=_= e:=:on=====_ Joint Locatis=___=___= = _0- This design is for an individual building BOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1) 0- 0 5) 23- 0- 0 9) 17- -0- 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 provided by the client. The designer dbclaans anyresponsibilityfordarnagesasaresultof 2x4 SP #3 1,7 continuously braced unless noted otherwise. 3) 13- 0- 0 7) 30- 0- 0 11) 7- 0- 0 faulty or incorrect Information, specifications Wind Case- ASCE 7-98, C&C, V= 125mph, 4) 17- 0- 0 8) 23- 0- 0 12) 0- 0- 0 , rid/ordesignsfumbled to the thus designer PROVIDE UPLIFT CONNECTION PER SCHl DOLE: H. 21.0 ft, I= 1.00, Exp.Cat. B, Rzt- 1.0 ---- MAX . REACTIONS PER BEARING LOCATION----- bytheclientandthecorrectnessoraccumry Support 1 716# Bld Type= Enel L= 40.0 ft W. 30.0 ft Truss X-Lod Vert Horiz Uplift Y-Loc Type of this Information 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 HOT PIN elfic project and accepts no respomfbillty, or exermes no control with regard to fabrka- MAX LIVE LOAD DEFLECTION: I>z�aC 3 t Resistant Covering and/or Glazing R 29-10- 4 1036 0 -752 BOT H-ROLL true handling, shipment and L 999 / trusses. This truss has been designed as an designed a a L=-0.06" D=-0.07" T=-0.13" .. TC... FORCE ... CSI ..BC ... FORCE... CSI individual building component in accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -'1768 0.50 12-11 1525 0.41 ANSI/7PI 1-IM and NDS-97 to be Incorporated T- 0.07^ 2- 3 -1304 0.47 11-10 1522 0.41 as pan 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 professional engtncer). When reviewed for approval by the T= 0.03 ° 4- 5 -1308 0.48 9- 8 1522 0.41 building designer, the design loadings shown jtiwID 1.15 5- 6 -1768 0.51 8- 7 1525 0.41 must be checked to be sure that the data shown = are In agreement with the loaf building codes. 1=1 cilmat! records for wind or snow loads. project specZtlons or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes cornpr ion chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension am not fully braced laterally by a property applied IV ceWng, they should be braced at a maxhnum spacing of Hr-T o.c Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASiM A 653. 13-0-0 4-0-0 13-0-0 Grade 40, unless otherwise shown. Ilk 1 2 5 6 FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing respomibilty for such veri- fication. Any discrepancies arc to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted gain. Members shall be cut for tight fitting wood to wood bearing. Can- nector plates shall be located on both faces of the truss with nulls fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5' wide x 4' long. A Bx8 plate Is T wide x 8' long. Slots (holes) run parallel to the plate length specified. Double Nm on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or election stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Infomution on Quality Control refer to ANSI/7PI 1-19% PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing R Bracing'. HIB-91. Trusses are to be handled with particular can during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Won and for resisting lateral form shall be designed and tmtnUed by others. Careful hand. ling Is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid tappli" and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the installation of onuses. 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. a 4X6 4X8 30-0-0 -6 00 M '12 11 io 9 $ 1036# 3.50" 10361/ 3.50" 4` o-� (R0-113ao-0 I� (RO-11-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2094 Imaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #005W68 I890 GREENBROOa CrOVIEWn ss WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing sham on this drawing ls not erection bracing. wind bracing. portal bracing or similar bracing which Is a put of the building design and which must be considered by the building designer. Bracing shown is for laical support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bating at ends and specified locations determined by the building designer. Additional bracing of the meall structure may be required. (See HID-91 of TP). rr uss Plate ImUtute. TPI, is located at 583 D'Onofrto Drive. Madison. Wisconsin 53719). Eng. Job: WO: SUNHV Dwg: Truss ID: D Dsgfir: TLY Chk: Date: 6-11-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TIC Dead 7.0 psf DurFae - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:06.02.02- 12769- : r'eaga.- _craze maayau JUB rAIN: L:I/tt-LUKVU8Jl/25AfF11lSUNHV HCS: 06.02.02 DESIGN INFORMATION This design is for an Individual building component and has been based on Infornation provided by the chent-The designer disclaims any responsibility for damages as a result of faulty or Incorrect information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as It may relate to a spe- cfnc project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and installation of trusses. This trttss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional enp}neerl. 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, boil climatic records for wind or snow Inds, project spec8katlow or special applied bads. Unless shown, truss has not been designed for storage or occupancy Inds. The design assumes compression chords (top or bottom) arc conUnu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced Laterally by a property applied rigid ceiling, they should be braced at a maximum spacing of 101-0' o.c. Connector plates shah be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is io conformance with the fabricatoes plans and to realize a continuing responsibWty, for such veri. Ikation. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Walled over knotholes, knots or distorted gain. Members shall be cut for tight fitting wood to cod bearing. Can. nectar plates shad be located an both faces of the truss with nn8s fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long, A 6x8 plate is 6' wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the cenlaid of the w 1,5 unless otherwise shown. Connector plate sixes 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 infonnatkm on Quality Control refer to ANSI/7P1 1.19% PRECAUTIONARY NOTES All bracing and erection reconmendatlons are to be followed in accordance with 'Handling Installing A Bracing'. HIB-91. T russs, are to be handled with particular cue during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pm - Man and for resisting lateral fore- shall be designed and Installed by others. Careful hand- Iing is essential and erection bracing is always required. Normal precoutionary, action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction ads greater than the design loads stall not be applied to lass- at any time. No loads other than the welght of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: SUNBURY H AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 3,4,5 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 680# Support 2 718# MAX LIVE LOAD DEFLECTION: L/999 L=-0.07" D--0.07" T--0.13" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.06" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" RMB - 1.15 8-3-2 0-4-3 T7� I WO: SUNHV WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V. 125mph, H- 21.0 ft, i= 1.00, Exp.Cat. B, Rzt- 1.0 Bld Type= Encl L- 40.0 ft W- 30.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI 1- 2 -1746 0.34 2- 3 -1570 0.31 3- 4 -1144 0.30 4- 5 -1144 0.31 5- 6 -1570 0.32 6- 7 -1746 0.37 ..BC ... FORCE ... CSI 12-11 1513 0.48 11-10 1291 0.44 10- 9 1291 0.44 9- 8 1513 0.48 TI: E 9TY:6 _= _=== __ ==== Joint Locations====_ ___ ==_=_ 1) 0- 0-=0 5) 19- 9- 2 9) 21- A- 0 2) 6- 3- 7 6) 23- 8- 9 10) 15- 0- 0 3) 10- 2-14 7) 30- 0- 0 11) 9- 0- 0 4) 15- 0- 0 8) 30- 0- 0 12) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION---- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1036 74 -680 BOT PIN 29-10- 4 1036 0 -718 BOT H-ROLL Ilk 15-0-0 k 154)-0 1 11 I 2 3 1 5 6 4X6 0-4-3 7-10-3 3000 11 10 y 1036N 3.50" 8 �_I 1036N 3.50" (RO-111-11) I 30-0-0 (I RO11.11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 scale = 0.2094 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 OREWBROOB Cr.0VIEDOXI-32766 Design: Matrix Analysis WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or sbnllar bracing which is a par of the building design and which must be considered by the building designer. Bra cing shown Is for lateral support of truss members only to reduce buckling length. Provisions mast be made to anchor Lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPO. frr tss Plate institute. TPI, is bated at 583 D'Onafrio Drive, Madison. Wisconsin 53719). JOB PATH: C:ITEE-L0XV0BSl125MPHISUNHV Eng. Job: Dwg: Dsgnr: TLY Chk: WO: SUNHV Truss ID: E Date: 6-11-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.o psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:06 02.02- 12 0- e 11CS. 06.02.02 JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: TI: F QTY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the = ==_== =====Joint Locations========_=_==== This design is for an lndMdual building component and has been based on Infornatlon BOT CHORDS: 2x4 WEBS: 2x4 SP #2 SP #3 coulposite result of multiple loads. 1) 0- 0- 0 3) 9-10-13 5) 0-.0- 0 provided by the Ghent. The designer disclaims All COMPRESSION Chords are asstmled to be 2) 5- 4- 1 4) 9-10-13 any responsibility for damages os a result of faulty or Incorrect information. specifications PROVIDE UPLIFT CONNECTION PER SCHEDULE: continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V- 125mph, ------------ TOTAL DESIGN LOADS ------------- and/or designs furnished to the thus designer Support 1 580# R- 21.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Uniform PLF From PLF TO by the client and the correctness or accuracy of this Information as it may relate to a ape- Support 2 340# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Bld Type= Encl L. 40.0 ft W. 9.9 ft Truss in END zone, TCDL= 4.2 TC Vert L+D 0 0- 0- 0 -88 9-10-13 cuic project and accepts no responsibility or exercises no control with regard tofabriea- Support 1 275# psf, BCDL= 6.0 P psf Impact Resistant Covering and/or Glazing Req BC Vert L+D 0 0- 0- 0 -38 9-10-13 ----MAX. REACTIONS PER BEARING LOCATION----- tion, hand shipment and Installation of P This has MAX LIVE LOAD DEFLECTION: L/999 X0- Vert Horiz Uplift Type trusses. truss been eeslgnedasan ..TC...FORCE ... CSI ..BC ... P'ORCE... CSZ 2 0- 2- 8 208 275 -580 BOT PIN OT indMdualbuilding componentIn accordance with ANSIrM 1-1995 and NDS-97 to be incorporated L=-0.02" D- 0.00" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 635 0.54 5- 4 -782 0.42 2- 3 9- 9- 0 423 0 -340 BOT H-ROLL as part of the building design by a Building T= 0 . 03" -55 0.42 Designer (registered architect or professional engineer). When reviewed for approval by the MAX HORIZONTAL LIVE LDAD DEFLECTION: building designer, the design loadings shown T- 0. 03" must be checked to be sure that the data shown are In agreement with the local building codes, RMB = 1.00 local climatic records for wind or snow Wads, project specifications or special applied loods. Unless shown, truss has not been designed for . storage or occupancy bads. The design assumes compression chords (top or bottom) are continu- ouslybraced by sheathing unls otherwise es specified. Where bottom chords In tension are 1 not fully braced laterally by a property applied 2 3 rigid ceiling, they should be braced at a r- maxlmum spacing of 10'-O' o.e. Connector 4.24 plates shall be manufactured from 20 gauge hot dipped g/tivaniWd steel meeting ASTM A 03. Grade 40. unless otherwise shown. 2X FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricators plans and to . realize n continuing responsibility for such veil- 0catlon. Any discrepancies are to be put In 2X writing before cutting or fabrication. Plata shall not be Installed over knotholes. knots or d .toned grain. Members shall be cut 3-9-14 for tight luting wood to wood hearing. Con- 4-3-11 nector plates shall be located on both faces of the truss with roils 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' wale x it long. Slots (holes) run parallel to 0-3-14 the plate length specined. 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 is t not 3X6 �is to be fabricated with fire mtard 3X4 lumber unless otherwise shown. For additional htfo_Uon on gua8ty Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection reconunendatlons are to be folWurod In accordance with -Handling Installing & Bractng'. HI13-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pas. ition and for resisting lateral forces shall be designed and Installed by others. Careful hand. Iing is essential and erection bracing is always required. Normal precautionary actin for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominotng. The supervision o! erection of musses shall be under the control of peraans experienced In the Installation of muses. Professional advice shall be sought B needed. Coneentration of construction loads greater than the design loads shall not be applied to trusses at any time. No Inds other than the weight of the ereclors shall be applied to truss. until alter all fastening and bracing is completed. I I 9-10-13 5 4 209# 4.95" 423# 2.50" ���� (RI-6-0) 9-10-13 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANS11TPI 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOR MOVIEDOXI.32786 Design: Afarris Analysis scale = 0.4873 WAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Eng. Job: Dwg: Dsgnr: TLY Chk: I H Truss ID: F Date: 6-11-02 TC Live 16.0 psf DurFac - Lbr: 1.25 Bracing shown on this drawing is not erection bracing, wind bracing, portal bmctng or stm8ar bmcing which is a part of the building design and which must be considered by the building designer. Bracing TC Dead 7.0 psf DurFae - Plt: 1.25 shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C.Spacing: 24.0" P made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the Ovemil may be required. (See HIB-91 of IV[).ea . BC Dead 10.o f ps Design Criteria: TPI (Prins Plate Institute. TPI, is located at 583 D'Onofdo Drive. Madison. Wisconsin 537191. Code Dese: FFLA TOTAL 33.0 psf V:06.02.02- 2 72- JOB PATH: C:ITEE-L0KV0BSl125MPIIISUNHV HCS: 06.02.02 JB: SUNBURY H AC: 10# UPLIFT D.L. SUNHV WE: DESIGN INFORMATION This design is for an Individual building component and has been based on information provided by the event The designer disclaims any responsibility for damages as a result of faulty or incorrect information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as it may relate to a spe- cifle project and accepts no responsibility or exercises no control with regard to fabrica- tion. handling, shipment and installation of tresses. This truss has been designed as an individual building component In accordance with ANSI/7PI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the budding designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local budding codes, !Deal cWauc records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes compression chords (top 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 maximum spacing of 10'-0' o.c Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is In conformance with the fabrtmtoes plans and to realize a continuing responsibility for such veri- ficauon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knothole. knots or distorted grain. Members shad be cut for tight 0tung wood to wood bearing. Con- nector plates shag be located on both faces of the tress with nails fully Imbedded and shad be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' king. A 6x8 plate is 6- wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts an web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sire an minhnum sine based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This taus is not to be fabricated with fire mtardam treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/7PI 1-1995 PRECAUTIONARY NOTES Ad bracing and erection recommendations are to be followed in accordance with 'Handling installing d Bracta r, HIS-9 1. Trusses an to be handled with particular can during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusts in a straight and plumb pos- Won and for resisting lateral forces shad be designed and installed by others. Careful hand- ling is essential and erection bracing is allays required. Normal precautionary action for Lnsses require such temporary bracing during installation between trusses to avoid toppang and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the installation of trusses. Professional advice shag be sought If needed. Concentration of construction loads greater than the design loads shad not be applied to muses at any time. No loads other than the weight of the erectors shall be applied to trusses until alter 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 1 594# Support 2 326# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 275# MAX LIVE LOAD DEFLECTION: L/999 L--0.01" D= 0.00" T--0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.02" RMB - 1.00 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V. 125mph, H. 21.0 ft, I- 1.00, Exp.Cat. B, Rzt- 1.0 Bld Type. Encl L= 40.0 ft W. 9.9 ft Truss in END zone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req -.TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 606 0.48 5- 4 -748 0.40 2- 3 -55 0.38 TI: F 1 ATY:2 === _==__=====Joint Locations=====_==_=_==== 1) 0- 0- 0 3) 9-10-13 5) 0- 9- 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 13C Vert L+D 0 0- 0- 0 -38 9-10-13 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 5-11 214 275 -594 BOT PIN 9- 9- 0 417 0 -326 BOT E-ROLL 9-10-13 Ilk 1 2 3 24 0-3-14 1 3-9-14 1 1 11 9-10-13 5 4 215N 11.31" 1-6-2 417N 2.50" F (R1-6-0) �e 9-10-13 EXCEPT AS S11OWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 scale = 0.4873 F WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: SIJNP7� LMaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: F1 CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 6-11-02 TC Lave 16.0 psf Durfac - Lbr. 1.25 4005 MARON DA WAY SANFORD, FL. 32771 321-0064 Fax Bracing shown on this drawing is not erection bracing, wind bmciri& portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral TC Dead BC Live 7.0 psr 0.0 DurFae - Pit: 1.25 O.C. S a 24.0" (407) (407) 321-3913 support of truss members only to reduce buckling length. Provisions must be psfSpacing: TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bracing of the overall structure may he required. (s (,see HIB-9I of TPd. BC Dead d IU.0 Ps f Design Criteria: TPI LICENSE #0050068 muss Plate Institute. TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). t Code Desc: FLA 1890 GREENBROGR CLOVIEDo.el.32769 TOTAL 33.0 psf V;06.02.02- 7 4- ! L:11c-LVAVVH3114)MFH0U1VY(V HCS: 06.0Z02 DESIGN INFORMATION Thb design is for an Individual building Component and has been based on Information provided by the client. The designer dtsclabw any responsibility for damages as a result of faulty or Incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to n spe- cific project and accepts no responsibility or exembes no control with regard to fabrics' lion, handling, shipment and Installation Of lndses. This truss has been designed as an Indlvklual building Component In accordance wdth ANSI/TPI 1.19% and NDS-97 to be Incorporated as pad of the budding design by a Building Designer (registered otchacct or professional engtneeri. when reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown ate in agreement with the local building codes, local climatic records for wind or snow bads, project specifications or special applied bads. Unless shown, truss has not been designed for storage Or occupancy Inds. The design assum- compression chords (top or bottom) an mrainu. ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceding, they should be braced at a maximum spacing of 10'-O' o.c Connector plates shall be manufactured from 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 plus and to r'ahre a continuing respunsibgity for such vert- Ikatlon. Any discrepancies are to be put in writing before cutting or fabrication. Plain shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shah be sym. about the Joint unless otherwise shown. A 5x4 plate is 5' wtdc x 4- long A 6x8 plate is 6, wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts an web members shall meet at the centmid of the webs unless otherwise shown. Connector plate stirs are minimum stzn based on the forces shown and may need to be Increased for certain hand- gng and/or erection stresses. This truss Is no to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing @ 8raculg'. HIB-91. Tnusm are t0 be handled with particular cue during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- ition and for resisting lateral forces &hall be designed and installed by others. Careful hand. ling Is essential and erection bracing is alw;tys requited. Normal precautionary action for muses requbes such temporary bracing during Installation between trusae to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of louses. Professional advice shag be sought If needed. Coneentration of construction loads greater than the design loads shag not be applied to trusses at any tine. No loads other than the weight of the erectors shag be applied to ttusaes until after all fastening and bracing I. completed. SUNBURY H AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 D BOT CHORDS: 2x4 SP #2 A11 COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V- 125mph, H= 21.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft We: 7.0 ft Truss in INf zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/257 at Mid -panel # 1 L=-0.33" D= 0.05" T=-0.28" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.00" RMB = 1.15 4-3-15 0-4-3 4 WO: SUNHV WE: Analysis based on simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on nu ltiple supports. Interior bearing locations 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 0 3-10-3 I I M 7-0-0 4 3 281# 3.50" 151# 2.50" 1-1-9 -1a 7-0-0 82N .50" C/L: 10-12 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPi 1-1995 Over 3 Supports Lmaronda Systems 4005 MARONDA WAY SANFORD, FI_. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 OREENBROOK CT-WEDOX1.32766 Design: Matrix Analysis Attach with (3) 10d Toe -Nails Attach with (2) 10d Toe -Nails scale = 0.4854 WAKNIN(a: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: SUNHV_ A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: G CONTRACTOR. Dsgnr: TLY I Chk: Date: 6-11-02 BRACING WARNING: TC Live 16.0 psr DurFac - Lbr. 1.25 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or stmgar bracing which Is a punt of the building design and which must be considered by the building designer. Bra cing TC Dead 7.0 psr DurFae - Pit: 1.25 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. Additional bracing of the BC Live BC Dead 0.0 psf O.C. Spacing: 24.0" DeSlry Design n Criteria: TPI overall structure may be required. (See IIIB-91 of TPI). 10.0 psf rrruss Plate Institute. TPI, islocated at 5113 D'Onofdo Drive. Madlson, Wisconsin 53719). Code Dese: FLA 11 TOTAL 33.0 psf V:06.02.02- 12775- JOB PATH: C:ITEE-L0KU0BSI125MPl1ISUNI1V HCS: 06.02.02 DESIGN INFORMATION This design Is for an Indivtduan b., din, component and has been based on infortmatbn provided by the cll nL The designer disclaims any responsibility for damages as a result of faulty or tneoneci Information, specifications and/or design furnished to the truss designer by the client anA the correctness or accuracy of this Information as it may relate to a spe- cific project and accepts no responsibility or uen9ses no control with regard to fabrica- tion, handltng, shipment and Installation of trusses. This truss has been designed v an individual building component In accordance with ANSI/7P1 1-1995 and NDS-97 to be incorporated as Inn of the building design by a Building Designer lreglstered amh8eet or professional engncerl. When reviewed for approval by the building designer. the design loadings shown most be checked to be $ure that the data shown are in agreement with the local building codes, local climatic records for wind or an= loads, protect specdications or special applied loads. Unless shown, truss has not been designed for storage or occupancy Inds. The design assumes compression chords (top or bottom) arc commu- onsly braced by sheathing unless otherwise specified. Where bottmn chords In tension am not fully braced laterally by a properly applied rtgtd ceding, they should be braced at a maximum spacing of IO'-0' o.c. Connector Plato shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a continuing responsibility for such vesi- fleatbn. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall no be Installed over knothole, knob or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with =93 fully imbedded and shall be gym. about the Joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6.x8 plate is 6' wide x 8- long. Skins (ho4s) run parallel to the plate length specllkd. Double cuts on web members stall meet at the centroid of the wehs unless otherwise shown. Connector plate alms are minimum sizes based on the forces shown and may need to be increased for ceratn hand- ling and/or erection stresses. This truss Is not to be fabricated with Bra retardant treated hanbcr unless otherwise shown. For additional information an Quality control refer to ANSI/7P1 1-19% PRECAUTIONARY NOTES All bracing and erection recommendations arc to be followed In accordance with'Handling InstaWng & Bracing', HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid da"ages Temporary and Permanent bracing for holding busses 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 Iristallatlon between trusses to avoid toppling and dornhwing. The supervision of erection or trusses stall be under the control of person experienced In the Installation of trusses. Professional advice shall be sought If needed. concentration of construction loads greater than the design bads shall not be applied to trusses at any time. No bads other than the weight of the erectors shall he applied to trusses until after all fastening and bracing is completed JB: SUNBURY H AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 D BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, CSC, V- 125irph, H- 21.0 ft, 1- 1.00, Exp.Cat. B, Xzt- 1.0 Bld Type= Encl L. 40.0 ft W= 7.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/257 at Mid -panel # 1 L--0.33" D- 0.05" T--0.28" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.00" RMB - 1.15 4-3-15 04-3 WO: SUNHV WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the cOMPOsite result of multiple loads. This truss is designed to bear on 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 =1)- __=-------Joint Locations..... 0- 6- 8 3) 7- 0- 0 ' 2) 7- 0- 0 4) 0- 6- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type, 6-10-12 151 167 -355 TOP PIN 0- 4- 0 280 197 -433 BOT PIN 6-10-12 81 0 -51 BOT H-ROLL 7-0-0 1 2 0 3-10-3 Attach with (1) 10d Toe -Nally Attach with (2) 10d Toe -Nails P 7-0-0 4 3 281N 8.00" 151# 2.50" 7-0-0 82N .50" C/L: 6-1012 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports � scale = 0.4854 WAKNINU: READ ALL NOTES ON THIS SHEET. Eng. Job: LMaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: G1 CONTRACTOR. Dsgnr: TLY Chk: Date: 6-11-02 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psf DurFae - Lbr. 1.25 SA N FORD, PL. 32771 (407) N rOR 4 fax 327 321-3913 ( ) Bracing shown on this drawing a not erection bracing, wind bracing, portal bracing or similar bracing which b a � of the burning design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling Ienglh. Provisions TC Dead BC Live 7.0 psf 0,0 DurFae - PIt: 1.25 O.C. Spacing: 24.0" TOMAS PONCE P.E. must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bra" Of the overall structure may be required.(see HlB-91 BC Dead psf 10.0 Design Criteria: TPI LICENSE #0050068 1890 CRUNBROOK Cr.OVIEDO.tL52766 of 7Pn. flruss Plate Institute, 7Pi, is located at 563 D'Onofrb Drive, Madison, Wisconsin 53719). psf Code Code Des CatJe DeSC: F' LA Design: Afmrfx Andfysis JOB PA77f: C.ITEE-LOKUOBSIf25AfPH1.Suvjjv TOTAL 33.0 psf 1 f HCS: 06.02.02 JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer dlsclahns any responsibility for dart ges as a result of faulty or Incoreet r Infomation, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Infomatlon as It my relate to a ape- cific project and accepts no responsibility or exereses no control with regard to Fabrics. ton. handling. shipment and installation of wanes. This truss has been designed as an Individual building component in accordance with ANSI/7M 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local cllmatic records for wind or snow loads. project specifications or special applied bads. Unless shown. truss has not been designed for storage or occupancy Inds. The design assumes compression chords (top or bottom) are conunu- ously brand by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0' o.c Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting AM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is to conformance with the fabricator's plans and to reabze a continuing responsibility for such veri. fication. Any discrepancies arc to be put in writing before cut ling or fabdcatbn. Pales shall not be installed over knotholes• knots or distorted grain. Members shall be cut for light fitting wood to wood beating. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A Sx4 plate ts 5' wide x 4' long. A 6x8 plate is 6' wide x 8' long. Skits (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes ate minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with flue retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES AB bracing and erection recommendatlons ale to be followed In accordance with 'Handling Installing R Bracing'. HIB-91. Trusses are to be handled with particular ore during banding and bundtin& dcllvery and Installation to avoid damage. Tempomry and permanent bracing for holding trusses In a Straight and plumb pas- Itbn and for restsUng lateral forces shall be designed and installed by others. Careful hand. ling Is essential and erection bracing Is always required. Normal precautionary action for (fusses mquires Such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of olives shall be under the control of persons experienced In the Installaton of trusses. Professional advice shalt be sought If needed. Concentration of construction bads greater than the design Inds shall not be applied to tresses at any time. No loads other than the weight of the erectors ahall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V. 125mph, H- 21.0 ft, i= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Eacl L. 40.0 ft W= 5.1 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing 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 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 399# Support 2 278# Support 3 43# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 50 0.65 4- 3 -2 0.50 TI: H ATY:4 __=_-= ==Joint Locations========e:=e:==== 1) 0- 6= 8 3) 5- 1- 8 2) 5- 1- 8 4) 0- 6- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 5- 0- 4 110 141 -278 TOP PIN 0- 1-12 219 184 -399 BOT PIN 5- 0- 4 60 0 -43 BOT H-ROLL 5-1-8 Ilk 1 2 Q 044-3 4 2-10-15 Attach with (4) 10d Toe -Nails Attach with (1) 10d Toe -Nails M 5-1-8 4 3 1-1-9 219# 3.50" 110# 2.50" 5-1-8 61N 50" e EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 0.6197 =Maronda Systems 4005 MARONDA WAY WAKNIN(i: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Eng. Job: Dwg: Dsgnr: TLY TC Live Chk: 16.0 psf WO: SUNHV Truss ID: H Date: 6-11-02 DurFac - Lbr. 1.25 SANFORD. FL. 32771 Bracing shown on this drawing ts no erection bracing. wind bracing. portal bracing or shnilar bracing which Is a part of the building design and which must be considered by the building designer. Bracing TC Dead 7.0 psr DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of tress members only to reduce buckling length. Provisions most be BC Live 0.0 psf O.C. Spacing: 24.0n TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the aerall structure may be required. (See HID-91 of M. BC Dead 10.0 psf Desl n Criteria: TPI 9 LICENSE #0050068 rruss Plate Institute. TPI. is located at 593 D'Onofrlo Drive. Madison. Wisconsin 53719). Code Desc: FLA 1990 OREENBROOR cr.OVIEDOYL,32766 TOTAL 33.0 psf V•06.02.02- 12 7- Deign: Matrix Andyfis JOB PATH: C:ITEE-LOKUOBS1125MPHISUNHV HCS: 05.02.02 JB: SUNBURY H AC: 10# UPLIFT D.L. DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as o result of faulty or incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- .. project and accepts no responsibility or exercises no control with regard to fabrics. lion, handling. shipment and installation of trusses. This truss has been designed as an individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part 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 clintatic records for wind or snow loads. project specification or special applied Inds. Unless shown, taus has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied dg i ceiling, they should be braced at a maximum spacing of I0'-0- o.e Connector Plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance Mlles the fabrlcatofs plans and to realize a continuing responsibility for such -ri- ficatton. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for light fitting wood to wind bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4' long. A 6x8 plate is 6' wide x 6' long. Slots (holes) run parallel to the plate length specified. Double cols an web members shag meet at the centroid of the webs unless otherwtse shown. Connector plate sizes are minimum sl= based on the forces shown and may need to be increased for certain hand. ling and/or caution stresses. This taus is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed In accordance with -Handling Installing 6 Bracing'. HI8-91. Trusses are to be handled with particular core during banding and bundling, delivery and Installation to amid damage. Temporary and pemmnenl bracing for holding trusses in a straight and phunb pas. Itmn and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requites such temporary bracing during Installation between trusses to amid toppling and donunotng. The supervision of erection of trusses shag be under the contra. of persons experienced in the installation of trusses. Professional advice shall be sought If needed. Concentration of contmctton Inds gealer than the design loads shag not be applied to tames at any time. No bads other than the weight of the erectors shall be applied to trusses unW after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H- 21.0 ft, i= 1.00, Exp.Cat. B, Xzt- 1.0 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 WO: SUNHV WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 399# Support 2 278# Support 3 43# ..TC... FORCE ... CSI ..BC...FORCE ... CSI 1- 2 50 0.65 4- 3 -2 0.50 TI: H 1 QTY:4 ______________Joint Locations=======___===== 1) 0- 6- 8 3) 5- 1- 8 2) 5- 1- 8 4) 0- 6- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 5- 0- 4 110 141 -278 TOP PIN 0- 4- 0 219 184 -399 BOT PIN 5- 0- 4 60 0 -43 BOT H-ROLL 5-1-8 Ilk 1 2 r600 0-4-3 2-10-15 5-1-8 4 3 219# 8.00" 110# 2.50" `e 1-1-9 °. 5-1-8 61# 50" j (111-1-7) — EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 Over 3 Supports -0-4 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK Cr.OVIEDO.FL32766 WARNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a pan of the building design and which must be considered by the building do.gner. Bracing shown is for lateral support of truss members only to reduce buckling length. Provision must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). n'nm Plate Institute. TPI, is located at 583 D'Onofrto Drive. Madison. Wisconsin 53719). Attach with (4) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.6197 Eng. Job: Dwg: Truss ID: H 1 Dsgnr: TLY Chk: Date: 6-11-02 TC Live 16.0 psf DurFac - Lbr. 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:06.02.02- 1277A- 1 — r—. c.n1rX-L"AVVOJ11/Uafr1rt3UlPHV HCS: 06.02.02 DESIGN INFORMATION This design is for an Individual building component and has been based on Inforwton prodded by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect information, specifications and/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- cifk project and accepts no responsibility or exerelses no control with regard to fabrlca. Uon, handling, shipment and Installation of trusso This thus has been designed as an Individual budding component in accordance with ANSIrM 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered archmea or professional eng(neerd. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local chmatic records for wind or snow loads. project specifications or special applied bads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu. ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'41' o.c. Connector plates shah be manufactured ftom 20 gauge hot dipped phanied steel meeting ASrM A 653. Cmde 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review thin drawing to verify that this drawing is In conformance with the fabricatoes plans and to r Llze a continuing responsibility for such veri- ➢catton. Any discrepancies are to be put in writing before culling or fabrication. plates shall no be tmtalled over knotholes. knots or distorted gatn. Members shall be cut for Ught ➢lung wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shad be sym. about the joint unless otherwise shown. A SO plate is 5' wile x 4' long. A 0x8 plate is 8' wile x W long. Slats fhoks) ran parallel to the plate length spetdled. Double cuts on wcb members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes ate minbmum 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 Insts➢mg & Boeing. HIB-91. Trussesare to be handled with particular can during banding and bundling, delivery and Installation to omld damage. Temporary and permanent bracing for holding trusses In a straight and plumb p-. Won and for resisting lateral form shag be designed and Installed by others. Careful hand- ling is essential and emetbn bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominobtg. The supervision of erection of trusses shall be under the control of persons experienced In the trotadatlon of trusses. professional advice shall be sought If needed. Concentration of construction Inds greater than the design bads shad not be applied to trusses at any time. No Inds other than the weight of the erectors shall be applied to tresses until after all fastening and bracing Is completed. JB: SUNBURY H AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V- 125mph, H- 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L. 40.0 ft W= 3.1 ft Truss in END zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" De, 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB = 1.15 2-4-11 0-4-3 WO: SUNHV WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports.. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 288# Support 2 176# Support 3 26# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -29 0.25 4- 3 -2 0.19 TI: I ATYA ___ ===Joint Locations=====_=_==____= 1) 0- 6 8 3) 3- 1- 8 2) 3- 1- 8 4) 0- 6- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Lac Vert Horiz Uplift Y-Loc Type 3- 0- 4 67 86 -176 TOP PIN 0- 1-12 154 111 -288 BOT PIN 3- 0- 4 36 0 -26 BOT H-ROLL 3-1-8 1 2 0 3-1-8 r 1 4 3 154# 3.50" 67# 2.50" 37# 2 Om' e 3-1-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSIYCPI 1-1995 Over 3 Supports Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK MOVIEDOXI-32766 WAKNIN(j: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing sham on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a pan of the building design and which must be considered by the budding designer. Bracing shown is for lateral support of thus members only to reduce buckling length. Provblons must be made to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bracing of the overall structure may be retfulred. (See 1118-91 of 7PI). (muss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). Attach with (3) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.8792 Eng. Job: WO: SUNHV Dwg: Truss ID: Dsgnr: TLY Chk: Date: 6-11-02 TIC Live 16.0 psf DurFac - Lbr: 1.25 TIC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.o psf O.C. Spacing: 24.011 BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:06.02.02- 12779- 1 •4••• ••'-• • �• nUU wa rnrr: ul1cC-LUAUU1f511vMl'HUUNHV HCS: 06.02.02 I I JB: SUNBURY H AC: 104 UPLIFT D.L. WO: SUNHV WE: TI: 11 ATYA DESIGN INFORMATION This dwigr is for an individual building component and has been based on Information provided by the client. The designer disclaim any responsibility for darnages as a result of faulty or Incorrect Information, specification and/or designs furnished to the trusa dmlgnr by the client and the cor"etne or accuracy of this information as It my relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrio- llon. handling. shipment and Installation of trusses. This truss has been destgned as an individual building component in accordance with ANSIrM 1.1995 and NDS-97 to be incorporated ss part of the building design by a Building Designer (registered architect or professional engneer). When reviewed for approval by the building designer. the design loadings shown must be cheeped to be sure that the data shown are in agreement with the lord bulldog codes. loot c0nauc records for wind or snow loads. project specifications or special applied Inds. Unless shown. truss has not been designed for storage or occupancy Inds. The design assumes compression chords flop or bottom) are continu- ously braced by.aheathog unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid ceiling. they should be braced at a maximum spacing of 10'-0- o.c. Connector plates shall be rnanufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653. Grade 40. unless otherwise shown. 111331Kffi *]L,IZIQ0k Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plus and to realize a continuing responslbWty, for such verl- 0cation. Any discrepancies are to be put in writing before cutting or fabrication. Plates shin not be Installed over knotholes. knots of distorted grain. Members shall be cut for tight ruing wood to wood bearing. Con- nector plates shall be looted on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wile x 4- long. A 6x8 plate is 6* wide x 8' long. Sleds (holes) run parallel to the plate Length specified. Doubt- cuts on web members shall meet at the centrold of the webs unless otherwise sham. Connector plate sizes are minimum alms based on the forces shown and may need to be increased for certain hand - Ling and/or erection stresses. This truss is no to be fabricated with fire retardant treated lumber unless otherwise shown. For additional infornation an Quality Control refer to ANSI/M 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed in accordance with -Handling Installing & BractrT. HIB-91. Trusses arc to be handled with particular care during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb prs- ltion and for resisting lateral forces shall be designed and installed by others. Careful hand - Ling is essentlal and enetlon bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid tippling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought if needed. Concentmuon of construction loads greater than the design loads shin not be applied to trusses at any thna. No leads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, CSC, V. 125niph, H- 21.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type- Encl L- 40.0 ft W- 3.1 ft Truss in END zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D= 0.00" Te-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB - 1.15 2-4-11 0-4-3 0 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the cociposite result of anlltiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 288# Support 2 176# Support 3 26# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -29 0.25 4- 3 -2 0.19 __ ==_======Joint Locations======-==-----= 1) 0- 6- 8 3) 3- 1- 8 2) 3- 1- 8 4) 0- 6- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-L.oc Vert Horiz Uplift Y-Loc Type 3- 0- 4 67 86 -176 TOP PIN 0- 4- 0 154 111 -288 BOT PIN 3- 0- 4 36 0 -26 BOT H-ROLL ^L 3-1-8 L 1 1 2 Q 3-1-8 4 3 154# 8.00" 67# 2.50" le j 1-1-9 .1. 3-1-8 37# 2 0" (R1-1-7) C/L: -0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 Over 3 Supports WAKNIN(i: READ ALL NOTES ON THIS SHEET. Eng. Job: Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg' CONTRACTOR. Dsgnr: TLY Chk: 4005 MARON DA WAY BRACING WARNING: TC Live 16.0 psf SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing. wind bmcing. portal bracing or similar bracing which is a pan of the buUdtng design and which must be considered by the building designer. Bracing TC Dead 7.0 psf (407) 321-0064 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. Additionalnracin poitheoveerrallstends � specified (determinedbyutebuudmgdaignec 8 Y required. (See I11B-91 of TPIi. BC Dead 10.o f 1� LICENSE #0050068 rDtus Plate Institute. TPI, is Iodated at 583 D'Onofrio Drive. Madison. Wisconsin 53719). 1990 GREFNEIROOa Cr.OVIEDo.M32768 I TOTAL 33.0 psf Attach with (3) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.8792 Truss ID: 11 Date: 6-11-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA uesign: ilfmnz Andrjnr !UB PATH: C.1TEE-L0KU0B51125MP11ISUNHV HCS: 06.0102 JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: DESIGN INFORMATION '(his design is for an Individual building component and has been based on information provided by the client. The designer disclatr ns any responsibility for damage" as a result of faulty or Incorrect Information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cific pm)ect and accepts no responsibility or cxe ises no control with regard to fabrlca- tran, handling, shipment and installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/Pr 1-1995 and NDS•97 to be incorporated as part of the bunding design by a Building Designer (registered architect or professional englneerl. When reviewed 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 bads. Unless shown, truss has not been designed for storage or occupancy Inds. The design assumes compression chords (top or bottom) are contlnu. ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of IV-O* o.e. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrtcotbn, the fabricator shall review this drawing to verffy that this drawing is In confortnancc with the fabricotofs plans and to realize a continuing responsibility for such verl- fic Lion. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes• knots or distorted grain. Members shall be cut for tight etUng wood to wood bearing. Con- nector plates shall be located an both faces of the truss with nalb fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is 0* wide x B' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate size are minimum slzes based on the forty shown and may need to be increased for certain hand. ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on oua8ly Control refer to ANSI/TPI 1-19% PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed In accordance with 'Handling Installing @ Bmdng'. HIB-91. Trusses are to be handled with particular cue during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos. Itbn and for resisting lateral fortes shall be designed and Installed by others. Careful hand- ling is essentlal and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dommoing. The supervision of erection of tresses shall be under the control of persons experienced to the Wlallaum of trusses. Professional advice shall be sought B needed. Concentration of construction bads greater than the design loads shall no be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assuill to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, CaC, V- 12581ph, H- 21.0 ft, I- 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type- Encl L- 40.0 ft W. 1.1 ft Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L- 0.00" D= 0.00" T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB - 1.15 Analysis based on Siuplified Analog Model. MULTIPLE LOADS -- This design is the corllposite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 166# Support 2 65# Support 3 6# ..TC...FORCE... CSI--BC... FORCE ... CSI 1- 2 -9 0.03 4- 3 -2 0.02 TI: J ®TY:4 --= ----======Joint Locations========_=_=_== 1) 0- 6- 8 3) 1- 1- 8 2) 1- 1- 8 4) 0- 6- 8 -MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1- 0- 4 24 26 -65 TOP PIN 0- 1-12 88 31 -166 BOT PIN 1- 0- 4 12 0 -6 BOT H-ROLL 1 L' 0 0-10-15 1-1-8 L 4 3 89# 3.50" 25# 2.50" 1-1-9 13# 2. n 1-1-s EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports Cmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK Cr.OVIEDO.FL32766 Attach with (1) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 1.5123 WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: : SUNHV A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg° Truss ID: J CONTRACTOR. Dsgnr: TLY Chk: Date: 6-11-02 BRACING WARNING: TC Live 16.0 psf DurFae - I.br: 1.25 Bracing shown on this drawing is not erection bracing. wsnd bracing, portal bracing or similar bracing TC Dead 7.0 psr DurFae - Pit: 1.25 which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members on to reduce buckling le only g length. Provisions must be BC Live 0.0 psf rr O.C. Spacin • 24.0 Spacing: made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TN). BC Dead 10.0 t ps Design Criteria: TPI rlruss Plate Institute, TPI• is located at 583 D'Onofrfo or". Madison. wtsmnsm 537191. Code Desc: FLA TOTAL 33.0 psf V:06.02.02- 12781- 1 •- ,.,a rrr,,,. a,.11cc AvvaauoMrnuunnv 1/CS. 06.02.02 JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect lnfornation, specUlwtbrts 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. C. project and accepts no responsibility or exercises no control with mgurl to fabrica- tion, handling, shipment and tmtatiauon of trusses. This thus has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated ns part of the building design by a Buudung Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes, local climatic records for wind or snow Inds, project specifications or special applied bads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are conUnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are no fully braced laterally by a property applied rigid ceiling. they should be braced at a mamnum spacing of 10'-40- o.c Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricuor's plans and to mall a continuing responsibility for such vent. fimtion. Any discrepancies are to be put In wrung before cutting or fabrication. Plates shall not be Installed over knothole, knots or distorted grain. Members shall be cut for tight fitting wood to wood baring. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the jotnt unless otherwise shown. A 5x4 plate is 5' wide x 4' long A 6x8 plate Is Ir wide x it tong Slew tholes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid or the webs unless otherwise shown. Connector plate sizes are mtntmum slur based on the forces shown and may need to be Increased for certain hand. ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AD bracing and erection recommendations are to be followed In accordance with 'Handling Installing & Bracing", HID-91. Trusses are to be handled with particular cue during banding and bundling delivery and installation to avoid damage. Temporary and permanent bracing for holding to In a straight and plumb pos- Won and for resisting lateral force shall be designed and installed by others. Careful hand- bng is essential and erection bracing is always required. Normal precautionary action for tnisses requires such temporary bracing during installation between irvsses to avoid toppling and dominoing. The supervision of erection of tr sses shall be under the control of persons experienced In the Installation of tresses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads sham not be applied to trusses at any time. No Inds other than the weight of the erectors sham be applied to muses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V. 125nph, H. 21.0 ft, T= 1.00, mtp.Cat. B, Xzt= 1.0 Bld Type. Encl L. 40.0 ft W. 1.1 ft Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L- 0.00" D- 0.00" T- 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB - 1.15 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 166# Support 2 65# Support 3 6# ..TC... FORCE ... CSI ..BC...FORCE... CSI 1- 2 -9 0.03 4- 3 -2 0.02 TI: J 1 61TYA _ ---===== ===Joint L==______ ocations_______ 1) 0- 6- 8 3) 1- 1- 8 2) 1- 1- 8 4) 0- 6- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Laoc Type 1- 0- 4 24 26 -65 TOP PIN 0- 4- 0 88 31 -166 BOT PIN 1- 0- 4 12 0 -6 BOT H-ROLL 1-1-8 1 2 6.00 0-10-15 L 1-1-8 L � 4 3 89# 8.00" 25# 2.50" 1-1-9 1-1-8 13# 2. " C/L: 1114 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 GRFENBROOK Cr.0V1ED0.rL32766 Attach with (1) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 1.5123 WAKNINU: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: SUNHV A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: J1 CONTRACTOR. Dsgnr: TLY Chk: Date: 6-11-02 TC Live 16.0 psf DurFae - Lbr: 1.25 BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 which is a part of the building design and which must be considered by the building designer. Bracing sham is truss lateral support of trmembers only to reduce buckling length. Provisions must be BC Live 0.0 a pS O.C. Spacing: 24.On made to anchor lateral bracing at ends and specified locations determined by the building designer. ci Additional bracing or the overall structure may be required. (See HIS-91 of M. BC Dead 10.0 psf Design Criteria: TPI muss Plate Institute. TPI. is bunted at 583 D•Onafro Drive. Madison. Wisconsin 53719). Code Desc: FLA TOTAL 33.0 psf V:06.02.02- 12782- 1. nvaayru JUa ruin: L:11ee-LUAUUM1WAfY/fl3UNHV /ICS: 06.02.02 I I JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: TI: J2 ATY:2 DESIGN INFORMATION This design is for an Individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information, spec8lcotlons and/or doigtu furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cific project and accepts no responsibility or exerebes no control with regard to fabnco- .n, handling. shipment and Installation of trusses. This testis has been designed as an indlvidual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the budding design by a Building Designer (registered architect or professional englneerl. When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the kcal buckling codes. local climatic lo records for wind or snow ads. project specifications or spacial 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 laterally by a property applied rigid ceding, they should be braced at a maxim= spacing of l0r4r o.e. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to rebate a continuing responsibWty, for such veil. f cation. Any discrepancies are to be put in waiting before cutting or fabrication. Plain shall not be Installed over knotholes. ..is or distorted grain. Members shall be cut for light Bating wood to wood bmrtng. Con- nector plates shad be located on both faces of the truss with nabs fully imbedded and shall be sym. about the joint unless otherwise shown. A Sx4 plate Is 5- wide x V long. A 6x8 plate Is 6" wide x 8- long. Slots (hates) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sirs are mintrnaun alas Weed on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This thus is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations ore to be followed In accordance with -Handling Installing @ Bracing". HI13-91. Trusses are to be handled with particular mrc during banding and bundling, deltvery and Inetadalion to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- ition and for resisting lateral forces shad be designed and installed by others. Careful hand- Iing is essential and erection bracing b always required. Normal precautionary action for (misses requires such tempomTy bracing during tnstallatlon between tnuaes to avoid toppling and dominoing. The supervision of erection of muse shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought B needed. Concentration of construction loads greater than the design Inds shad not be applied to trusses al any time. No Inds other than the welght of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise Wind Case- ASCE 7-98, CIC, V. 125mph, H- 21.0 ft, I- 1.00, Exp.Cat. B, Xzt- 1.0 Bld Type- Part L- 40.0 ft W= 1.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf MAX LIVE LOAD DEFLECTION: L/999 L- 0.00" D= 0.00" To 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB a 1.15 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of milltiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 176# Support 2 66# Support 3 15# .TC ... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -9 0.03 4- 3 -3 0.02 =_ = _=== =:Joint Locations=======__====_= 1) 0- 6- 8 3) 1- 1- 8 2) 1- 1- 8 4) 0- 6- 8 ----MAX. REACTIONS PER BEARING LOCATICN----- X-Loc Vert Horiz Uplift Y-Loc Type 1- 0- 4 24 26 -66 TOP PIN 0- 1-12 88 32 -176 BOT PIN 1- 0- 4 21 0 -15 BOT H-ROLL � 1-1-8 422 2 Q 0-10-15 Attach with (1) 10d Toe -Nails Attach with (1) 10d Toe -Nails 4 3 `` 89# 3.50" 25# 2.50" le 1-1-g Die 1-1-8 21-4 C/L: 1 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 1.5123 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: SLINHV A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: J2 Maronda Systems CONTRACTOR. Dsgnr: TLY Chk: Date: 6-11-02 BRACING WARNING: TC Live 16.0 psr DurFac - Lbr. 1.25 4005 MARON DA WAY Bmctng shown on this drawingb not erection brae SANFORD, FL. 32771 which b a ist wind bracing portal bracirtg designer. smilar bracing TC Dead 7.0 psr DurFae - Plt: 1.25 part er the budding dolgm m which must ed considered by the Dulldini ions Bracing O C. Spacing: : 24•0n (407) 321-0064 Fax (407) 321-3913 Shaun b for lateral support of anus members only to reduce buckling lengh. Provisions must be BC Live 0.0 psf l� Jp g L made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 10Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overall structure may be required. (See H.0 psf IB-91 of TPI). ,,,1 A LICENSE #0050068 rrruss Plate Institute, TPI, b located at 583 D'Onofrlo Drive. Madison. Wisconsin 53719). Code Desc: FLA 18900REENBROOK Cr.OVIEDO.M32766 I TOTAL 33.0 psf V.06.02.02- 12783- 1 uerign: Afdrnr AnolySrt JOB PA771: C:ITEE-L0KV08S1125MPHISUNHV HCS: 06.02.02 JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: DESIGN INFORMATION This deslgn Is for an Individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as n result of faulty or Incorrect Infomation, specdlcations and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cMc project and accepts no resportslbWty, or exercises no control with regard to g fabrica- tion, handlinshipment and Installation of trusses. Th1s truss has been designed as an Individual building component in accordance will ANSI/•IPI 1.1995 and NDS-97 to be incorporated as part of the building design by a Budding Dmtgner (registered architect or professional engineer). When reviewed for approval by the budding designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for wind or snow toads. project specifications or special applied bads. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes cornpres Ilon chords (lop or bottom) are contlnu. ously brand by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a property applied rod cellirtg, they should be braced at a maxim= spacing of 10'-0' o.e Connector plates shad be manufactured from 20 gauge hot dipped gahmntud steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this dmwtng Is In confomance with list fabricators plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shad not be tnsta[kd over knotholes. knots or distorted grain. Members shall be cut for tight filling wood to wood bearing. Can - nectar plates shad be located on both faces of the truss with nags fully imbedded and shad be sym. about the joint unless otherwise shown. A 5x4 plate In 5' wide x 4' long A 6x8 plate is 6' wile x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sties are mInhnum sizes based on the forces shown and may need to be increased for certain hand. ling and/or erection stresses. This tress is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/IPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with'Handlbtg installing & Bracing. HIB-91. Trusses are to be handled with particular care during handing and bundling delivery and Installation to avoid damage. Temporary and permanent bmctng for holding trusses In a straight and plumb pos- Man and for resisting lateral forces shad be designed and Installed by others. Careful hand - Ling is essential and erection bracing is allays required. Noma] precautionary action for trusses require such temporary brad" daring ImLaUntion between trusses to avoid toppling and dotnlnoing. The supervision of erection of tresses shall be under the control of persons experienced in the Wtallatbn of trusses. Professional advice shall be sought if needed. Concentration of construction Inds greater than the design Inds shall not be applied to tiussea at any time. No Inds other than the weight of the erectors shall be applied to trusses until after all fastening and bracing la completed. TOP CHORDS: 2x4 SP #2 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 Wind Case- ASCE 7-98, CSC, V. 125oph, H= 21.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl L. 40.0 ft W= 21.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req 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 T 4-3-15 0-4-3 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Design based on 1-ply laminated Bot chord. End verticals designed for axial loads only. End verticals that are extended above/below PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 674# Support 2 674# -TC ... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -2600 0.28 11-10 2280 0.40 2- 3 -2522 0.42 10- 9 2257 0.39 3- 4 -2385 0.68 9- 8 2257 0.39 4- 5 -2522 0.42 8- 7 2280 0.40 5- 6 -2600 0.28 TI: K QTY:1 _= __ _=====Joint Locations======________= 1) 0 0- 0 5) 17- 0-12 9) 10- .6- 0 2) 3-11- 4 6) 21- 0- 0 10) 7- 0- 0 3) 7- 0- 0 7) 21- 0- 0 11) 0- 0- 0 4) 14- 0- 0 8) 14- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TO Vert L+D -46 -1- 1- 9 -46 7- 0- 0 TC Vert L+D -100 7- 0- 0 -100 14- 0- 0 TC Vert L+D -46 14- 0- 0 -46 22- 1- 9 BC Vert L+D -20 0- 0- 0 -20 7- 0- 0 BC Vert L+D -43 7- 0- 0 -43 14- 0- 0 BC Vert L+D -20 14- 0- 0 -20 21- 0- 0 Concentrated LBS Location BC Vert L+D -429 7- 0- 0 BC Vert L+D -429 14- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1446 0 -674 BOT PIN 20- 8- 0 1446 0 -674 BOT H-ROLL 7-0-0 7-0-0 7-" 1 2 5 0 5X10 5X10 21-0 0 11 10 9 8 1447# 8.00" 1447a 8 00" 3-10-3 0-4-3 T7� I 1-9 21-0-0 �@1-11 9 430# 430# () R1-1-n EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED R ANSI/TPI 1-1995 scale = 0.2880 WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: SUNHV LMaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: K CONTRACTOR. BRACING WARNING: Dsgnr: TLv Chk: Date: 6-11-02 4005 MARONDA WAY TC Live 16.0 psf DurFac - Lbr: 1.25 SANFORD, FL. 32771 Bracing shown an this drawing is not erection bracing wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the budding designer. Bracing for lateral TC Dead 7.0 psr DurFae - Pit: 1.25 O.C. Spacing: 24.0n (407) 321-0064 Fax (407) 321-3913 shown Is support of thus 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 required. (See 11IB-91 of TPI), BC Dead 10.0 f Ps Design Criteria: TPI LICENSE #0050068 (Tnuss Plate Institute. TPI, Is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). Code Dese: FLA 1890 GREENBROOK MOVIEDO.FL3276a TOTAL 33.0 psf V•06.02.02- 2 85- "•+•4••• •••••••`^ ^•"••J+•, IUD rArr1: t.:I/1C-WAVUff3I/OMYHUUNHV HC& 06.02.02 JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: TI: L ATY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the =__ _=___=====Joint Locations=====______===_ This design is for an Individual building BOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1) 0- 0- 0 5) 16- 2-12 9) 9- ,0- 0 component and has been based on Information WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 4- 9- 4 6) 21- 0- 0 10) 0- 0- 0 proany reed by thlity fa L 'The ages as a result of continuous) braced unless noted otherwise. 3) 9- 0- 0 7) 21- 0- 0 anyroponsroWtyforaanagaasa,tiutior PROVIDE UPLIFT CONNECTION PER SCHEDULE: Wind Case- ASCE 7-98, C&C, V- 125mph, 4) 12- 0- 0 8) 12- 0- 0 faulty or incorrect Infarmalbn, specifications and/ordesignnsfundshed to the truss designer Support 1 565# Ha, 21.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 ----MAX. REACTIONS PER BEARING IQCATION------ bythe client and the correctness oraccuracy Support 2 597# Bld Type--Encl L= 40.0 ft W= 21.0 ft Truss X-Loc Vert Horiz Uplift Y-Loc Type of this Information as a may relate to a spe MAX LIVE LOAD DEFLECTION: in INT zone, TC DL- 4.2 psf, BCDL- 6.0 psf 0- 4- 0 744 60 -565 BOT PIN clftc project and accepts no responsibility or L/ggg Resistant Covering and exemi,3nocontrol with milanitofabrto- L--0.03" D=-0.03" T=-0.06" Impact 4 and/or Glazing Reg 20- 8- 0 744 0 -597 HOT H-ROLL tion, handling. shipment and Installation of trusses. This truss has been designed as an MAX HORIZONTAL TOTAL LOAD DEFLECTION: ..TC...FORCE... CSI ..BC ... FORCE ... CSI Individual building component in accordance with T- 0.03" 1- 2 -1107 0.35 10- 9 952 0.39 ANSI/TPI 1-1995 and NDS-97 to be Incorporated MAX HORIZONTAL LIVE LOAD DEFLECTION: 2- 3 -896 0.26 9- 8 756 0.29 as part of the bulking design by a Building T- 0.01" Designer (registered architect or professional 4- 5 -893 3- 4 -0.27 8- 7 952 0.40 engtneerl. When reviewed for approval by the RI.IB - 1.15 93 budding designer, the design loadings shown 5- 6 -1107 0.38 must be checked to be sure that the data shown are in agreement with the local building codes. lord climatic records for wind or snow loads.project specifications or special applied Inds. Unless shown• truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceding, they should be braced at a maximum spacing of 10'-0' o.e. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting AS- M A 653. 9-0-0 3-0-0 9-0-0 Grade 40, unless otherwise shown. 1 2 5 FABRICATION NOTES a � Prior to fabrication. the fabricator shall review �•00 this to to verify that this drawing Is in conformance with the fabricator's plans and to 4X8 4X6 matte a continuing responsibility for such veri- ftcatbn. 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 Biting wood to wood baring. Con- nector plates slab be located on both faces of 2X4 2X4 the truss with nails fully Imbedded and shall be sym.about thejoint unless otherwise shown. A 5-3-15 4-10-3 Sx4 plate is 5" wide x 4' long. A 6x8 plate b 6* wide x 8' long. Skits (hobs) run parallel to the plate length specified. Double cuts an web members shall meet at the centrotd of the wets 0-4-3 -3 unless otherwise shown. Connector plate sin are minimum stun based on the force shown and may need to be increased for certain hand- _ and/or erection tnot tobefabricatedfire retardant � 3X6 6X8 3X8 lumber unless otherwise shown. For additional 3X6 Information on quality Control refer to ANSIrM 1.1995 PRECAUTIONARY NOTES Ail bracing and erection recommendations are to be followed in accordance with "Handling Instal(tng tf Bmcing"• HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ltion and1or resisting lateral fomcss shall be designed and Installed by others. Careful hand- ling Is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bratxng duttng insinuation between trusses to avoid toppling and dominoing. The supervision of erection of trusses stall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought if needed. Concentration of corlstmetton lads greater than the design loads shall not be applied to trusses at any tine. No bads other than the weight of the erectors shall be applied to trusses until after all fastentng and bracing - b completed. 21-0-0 10 9 g 745# 8.00" 745k 8.00" 21-0-0 EXCEPT AS SHOWN PLATES ARE T1.20 GA TESTED PER ANSI/TPI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #005W68 IBM OREENBROOK Cr.0VIED0.FZ_927M WAKNIN(a: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bmctng shown on this drawing is not erection bracing, wind bracing. portal bracing or similar bracing which is a part of the budding design and which must be considered by the building designer. BradnH shorn Isfor lateral support of mess members only to reduce buckling length. provisions must be made to anchor lateral bracing at ends and specified locations determined by the bunding designer. Additional bracing of the overall structure may be required, (See HIB-91 of in. rrr ss Plate ImUtute. TPI, is located at 583 D'Onofrio Drtve, Madison. Wisconsin 53719). 119 1 (R1-1-•n scale = 0.2880 Eng. Job: WO: SLINHV Dwg: Truss ID: L Dsgnr: TLY Chk: Date: 6-11-02 TC Live 16.0 psf Durfac - Lbr: 1.25 TC Dead 7.0 psf DurFae - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:n .02.02- 12786- 1 ..e...a,.. —....0 .a.awy,., Jvu r•Arn: (.:UI•.t4,UAVU93I1Z)MPHI5UNHV HCS: 06.02.02 JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: TI: M ®TY:5 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the = =Joint Locations= ==__ =____== =1)==0=== This design is for an individual building BOT CHORDS: 2x4 SP #2 cooposite result of multiple loads. -0- 0 4) 15- 5-12 7) 10- 6- 0 component and has been based on Information the WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 5- 6- 4 5) 21- 0- 0 8) 0- b- 0 any provideddisclaims client.Thedamages n as any responsibility for damages v a result of continuous) braced unless noted otherwise. Y 3) 10- 6- 0 6) 21- 0- 0 faulty or incorrect information. specifications PROVIDE UPLIFT CONNECTION PER SCHEDULE: Wind Case- ASCE 7-98, C&C, V. 125niph, ----MAX. REACTIONS PER BEARING LOCATION ----- and/ordeslgns furnished to the truss designer Support 1 549# H. 21.0 ft, I- 1.00, Exp.Cat.'B, Rzt= 1.0 X-Loc Vert Horiz Uplift Y-Loc Type ' by the client and the correctness or accuracy Support 2 581# Bld Type= Encl L. 40.0 ft W. 21.0 ft Truss 0- 4- 0 745 60 -549 BOT PIN of this Information as It may relate to a spe- eBic ptojcct and accepts no responsibWtyor MAX LIVE LOAD DEFLECTION: in INP zone, TCDL= 4.2 psf, BCDL= 6.0 P psf 20- 8- 0 745 0 -581 BOT H-ROLL exercises no control with regard to fabrics- L/999 Impact Resistant Covering and/or Glazing Req lion, handling, shipment and Installation of L=-0.03" D=-0.03" T=-0.05" trusses. This truss has been designed as an MAX HORIZONTAL TOTAL LOAD DEFLECTION: --TC ... FORCE... CSI ..BC... FORCE... CSI Individual building component In accordance with T- 0. 03" 1- 2 -1083 0.37 8- 7 927 0.50 ANSI/PI 1-1995 and NDS-97 to be incorporated MAX HORIZONTAL LIVE LOAD DEFLECTION: 2- 3 -827 0.27 7- 6 927 0.50 as pan of the building design by a Building T- 0 - 01" 3- 4 -827 0.27 Designer (registered architect or professional engineer). When reviewed for approval by the RAID 1.15 4- 5 -1083 0.40 building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climaticb records for wind or snow ads. project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy Inds. The design assumes compression chords (top or bottom) are contlnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied MW old ceng, they should be braced at a maximum spacing of 10'-0' o.c ConnectorIlk 1�-0 10-&0 plates shall be manufactured from 20 gauge hot 1 2 dipped galvanized steel meeting ASTM A 653. 4 5 Grade 40. unless otherwise shown. ' O -6.00 -1 FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In conformance wlth the fabricators plans and to realize a continuing respomfbWty for such verl- 0catlon. Any discrepancies are to be put In wrlUng before cutting or fabrication. Plates shall not be Installed over knothole, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates stall be located on both faces of the truss with rags fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 piste is 5' wide x 4' long. A 6x8 plate is 6' wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sues based on the forces shown and tray need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/7PI 1-1995 PRECAUTIONARY NOTES Ail bracing and erection recommendations are to be followed in accordance with -Handling Installing @ Bracing', IIIB-91. Trusses arc to be handled with particular cue during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Itbn and for reststtng lateral forty shall be designed and installed by others. Careful hand- ting is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction Inds greater than the design Inds shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. 4X6 21-0-0 Ilk 8 7 745# 8.00" 745N 8.00rr 1-1-9 (R1-17) I I© 21-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 OREENBROOK Cr.OVIEDOXI-32766 Design: Matrir Analysis WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bmctng, wind bracing, portal bracing or similar bracing which is a pan of the building design and which must be considered by the building designer. Bracing shown is for isteral 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. Additional bracing of the overall structure may be required. (See MB-91 of TPQ. rrruss Plate ImUtute, TPI, is located at 583 D'Onofrb Drive, Madison. Wismnsm 53719). JOB PATH: CJ7EE-L0K1J0BSV25MPH1SUNHV Eng. Job: Dwg: Dsgur: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 osf 5-7-3 0-4-3 119 Scale = 0.2880 Truss ID: M Date: 6-11-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 06.02.02 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Infonnatlon as it may relate to a spe- eific project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/7PI 1.1995 and NDS-97 to be Incorporated as part of the building design by n Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes, local cltmnUc records for wind or snow bads, project specifications or special applied bads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottorr0 are conlinu. ousty braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid ceiling. they should be braced at a maximum spacing of 10'-0' o.e Connector Plato shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shag review this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a continuing responstbWty for such verl- ficaUon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted gain. Members shall be cut for tight BtUng wood to wood hearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4' long. A 6xB plate is 6- wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cos on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum str— based on the forces shown and may need to he Increased for eery n hand- ling and/or erection stresses. Ths is trusnot 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 6 Bracing', HIB-91. Trussesare to be handled with particular cue during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Ulon and for resisting lateral forces shall be designed and Installed by others. Careful hand - Ling is essenttJ and erection bracing is ahaata required. Normal precautionary action for trtrsaes requires such temporary 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 trusses. Professional advice shall be sought if needed. Concentration of construelbn loads greater than the design Inds shall not be applied to trusses at any time. No (cads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. JB: SUNBURY H AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 357# Support 2 161# MAX LIVE LOAD DEFLECTION: L/999 L- 0.00" D- 0.00" T- 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.01" RMB - 1.00 0-3-14 1 am WO: SUNHV WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V- 125mph, H- 21.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Part L= 40.0 ft W- 4.2 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf -.TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -39 0.30 4- 3 0 0.25 TI: N ®TY:1 ==0==---Joint Locations=====_______=== 0- 0 3) 4- 2-15 2) 4- 2-15 4) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D 0 0- 0- 0 -25 4- 2-15 BC Vert L+D 0 0- 0- 0 -10 4- 2-15 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 2- 8 24 134 -357 BOT PIN 4- 1- 2 51 0 -161 BOT H-ROLL 4-2-15 Ilk 1 2 4 4-2-15 F 11 4 la 1-6-2 25# 4.95" 5111 2 50" (R1-6-0) 4-2-15 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (M—aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1990 GREENBROOR Cr.OVIEDO.FL32766 Design: Matrix Aimbwt scale = 0.9093 WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Eng. Job: Dwg: Dsgnr: TLY Chk: Truss ID: N Date: 6-11-02 TC Live 16.0 psr Durfac - Lbr. 1.25 Bracing shown on this drawing Is not erection bracing, wind bmcing, portal bracing or similar bracing which Is a pan of the building design and which most be considered by the building designer. Bracing TC Dead 7.0 psr DurFae - Pit: 1.25 shown is for lateral support of truss re s members only to duce buckling length. Provisions most be BC Live 0.0 psf O.C.Spacing: 24.0" P made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPO. BC Dead lo.o psr Design Criteria: TPI fiYuss Plate Institute TPI, is located at 583 D•Onafno Drive Madison. Wisconsin 53719). Code Dese: FLA TOTAL 33.0 psf I V•06.02 0 - 12789- 1 JOB PATH: C.ITU-L0KU0BSI/25MPNISUN11V HCS: 06.02.02 ' JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: TI: O ATY:3 DESIGN INFORMATION This design is for an Individual building component and has been based on information provided by the client The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information. specifications nd/or designs furnished to the thus designer by the client and the correctness or accuracy of this Information as it may relate to a spe- linc project and accepts no responsibility or —reuses no control with regard to fabrica- tion. handling. shipment and installation of trusses. This truss has been designed as an individual building component In accordance with ANSI/7P1 1.1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engtneed. When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the 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 spec8ned. Where bottom chords In tension are not fully braced laterally by a property applied rigid ceWng. they should be braced at a maximum spacing of 10`4r o.e. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASfM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verlfy that this drawing is in conformance with the fabricator's plans and to realte a continuing responsibility for such veA- ocatlon. Any discrepancies are to be put In writing before cutting or fabrication. Plates stall no be installed over knotholes. knots or distorted grain. Members shall be cut for tight Oiling wood to wood bearing. Con- nector plates shall be located on both far of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' tong. A 6x8 plate is 6' wide x 8' long. Slots (holes) run pata0el to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sties based on the forces shown and may need to be increased for certain hand- ling and/or eretllon stresses. Ibis thus is not to be fabricated with fire retardant treated lumber unless otherwise sham. For additional Information on Quality Control refer to ANSI/IPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with 'Handling Installing a Bractng. HIB-91. Trusses are to be handled with particular core during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Won and for resisting lateral fortes shall be designed and Installed by others. Careful hand. Itng is essential and erection bracing is always required. Normal precautionary action for trusses requtres such tenpomiy bracing during installation between trusses to avoid toppling and dominoing. The supervision of election 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 at any time. No loads other than the weight of the erectors stall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise Wind Case- ASCE 7-98, C&C, V. 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type- Part L= 40.0 ft W= 3.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D= 0.00" T=-0.01" MAX HORIZONTAL TOTAL LARD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 2-3-15 0-4-3 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 307# Support 2 171# Support 3 48# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -28 0.24 4- 3 -3 0.19 =__ = ==Joint Locations_ 1) 0 6a======_________ 7 3) 3- 0- 0 2) 3- 0- 0 4) 0- 6- 7 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 2-10-12 64 83 -171 TOP PIN 0- 1-12 150 107 -307 BOT PIN 2-10-12 56 0 -48 BOT H-ROLL 3-0-0 6 0000 9 3-0-0 F / 4 3 150# 3.50" 65# 2.50" �e 1-1-9 .1.3-0-0 57# 2i50n (111-1-7) C/L: 2- 0-12 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 lases caEENBROOK Cr.0VIEDO.f1.32768 Attach with (3) 10d Toc-Nails Attach with (1) 10d Toe -Nails scale = 0.9028 WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: SUNHV A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: O CONTRACTOR. Dsgnr: TLY Chk: Date: 6-11-02 TC Live 16.0 psf DurFac - Lbr: 1.25 BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bmcn& portal bracing or similar bracing TC Dead 7.0 psr DurFae - Pit: 1.25 which is a part of the building design and which must be considered by the building designer. Bracing shown is for literal support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psr O.C.Spacing: 24.0" p g made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. Ism H18.91 of TPI). BC Dead 10.0 psf Design Criteria: TPI trnrss Plate institute. M. is located at 583 Donofrio Drive. Madison. Wisconsin 537191. Code Dese: FLA TOTAL 33.0 psf V:06.02.02- 12791- 2 ­gn: nrmru nnmysu !UH rAf H: L11ftt-LUKUUHS1125A1PHISUNHV HCS: 06.02.02 JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: DESIGN INFORMATION Tits design is for an Individual building component and has been based on Information provided by the client- The designer disclaims any rrsponsbWty for damages as a result of faulty or Incorrect Information. specifications and/or designs furnished to the thus designer by the client and the correctness or accuracy of this tnfomuatlon as it may relate to a spe- ci0e project and accepts na responsibility or exercises no control with regard to fabrira- Uon. handling, shipment and Installation of trusses. This taus has been designed as an indlvtdual building component In accordance with ANSIrM 1.1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engneed. When reviewed for approval by the building designer. the design loadings shown most be checked to be sure that the data shown are In agreement with the local budding codes. local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigd ceiling. they should be braced at a maximum spacing of 19-V o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvantzed steel meeting ASTM A 653. Grade 40. unlem otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a continuing responsibility for such ven- flcation. Any discrepancies art to be put In writing before cutting or fabrication. Phan shall not be Installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood hearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shag be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6.x8 plate is 6' wide x 8- long. Slots (holes) run patagel to the plate length specified. Double cuts on web members shag meet at the centrod of the webs unless otherwise shown. Connector plate slur are minimum sizes based on the forces shown and may need to be Increased for certain hand. ling and/or erection stresses. This thus is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control ruler to ANSI/TP1 1.1995 PRECAUTIONARY NOTES AD bracing and erection recommendations are to be followed In accordance with -Handling Installing & Bracing'. HIB-91. Trusses arc to be handled with particular care during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shad be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for tnL"cs requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shag be under the control of persons experienced In the Installation of trusses. Professional advice shag be sought If needed. Concentration of construction lards greater than the design bads shall no be applied to trusses at any time. No bads other than the weight of the erector shag be applied to trusses until after all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 BDT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x8 SP #2 3 design considerations (by others) for lateral forces due to wind or seismic loads on buildings. CAUTIONIII Bearing block ends must meet requirements of ANSI/TPI 1-1995, Table 10.2-2 for masrirmrm reactions and proper PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 388# Support 2 211# MAX LIVE LOAD DEFLECTION: L/999 L--0.01" D--0.01" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB - 1.00 0-4-3 1 —L 3-6-3 MULTIPLE LOADS -- This design is the composite result of multiple loads. All CO+IPRESSION Chords are assumed to be continuously braced unless noted otherwise. Design based on 1-ply laminated Bot chord. End verticals designed for axial loads only End verticals that are extended above/below Wind Case- ASCB 7-98, C&C, V- 125mph, H- 21.0 ft, i= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type. Part L. 40.0 ft We: 8.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -524 0.19 6- 5 460 0.14 2- 3 0 0.31 5- 4 469 0.20 TI: P ATY:1 _ = == =Joint Locations= ===_ ___ ======= 1) 0- 0 0 3) 8- 0- 0 5) 3- ,0- 0 2) 3- 0- 0 4) 8- 0- 0 6) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 1- 9 -46 3- 0- 0 TC Vert L+D -54 3- 0- 0 -54 8- 0- 0 BC Vert L+D -20 0- 0- 0 -20 3- 0- 0 BC Vert L+D -23 3- 0- 0 -23 8- 0- 0 Concentrated LBS Location BC Vert L+D -51 3- 0- 0 ----MAR. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 365 0 -388 BOT PIN 7- 8- 0 324 0 -211 BOT H-ROLL 3-0-0 5-0-0 1 3 0 4X8 3xa 1-8-0 0-7-4 7-4-12 16 5 366# 3.50" 8-0-0 32511 8.00" 1-1-9 (R1-1-7) 52# EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.5977 WAKNIN(i: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: SUNHV Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: P CONTRACTOR. BRACING WARNING: Dsgar: TLY chk: Date: 6-11-02 4005 MARONDA WAY TC Live 16.0 psf DurFac - Lbr: 1.25 SANFORD. FL. 32771 Bracing shown on this drawing is not erection bracing, wind bmcbi& portal bracing or similar bracing which is a pan of the building design and which must be considered by the budding designer. Bracing TC Dead 7.0 psf DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions most be BC Live 0.0 psf O `. Spacing: p eing: 24.0" TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bmstructure chng of the overall Stcture may be required. (See HIM of TPI). BC Dead 10.0 psf Design Criteria: TPI 9 LICENSE #0050068 fDuss Plate Institute. TPI, is located at 583 D'Gnofrio Drive. Madison. Wtsconsm 537191. Code Desc: FLA ^ 1890GREENBROOKMOVIEDO.%.32766 TOTAL 33.0 psf V:06.02.02- 27 4- 2 --�•.• I— rr,rr. r.:uca-[.Vevvo3vOMrriJUlvNP HCS: 06.02.02 JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: DESIGN INFORMATION This design Is for an Individual building component and has been based on InfontuiLlon provided by the client The designer disclaims any responsibility for damages as a result of faulty or Incorrect rm infoation. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- cific project and accepts no responslbdity or exerelses no control with regard to fabrica- tion, handling. shipment and installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/7PI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the heal building codes, local clanatic records for wind or snow, loads. Project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy bads. The design assume compresskm chords (top or bottom) are conUnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced Laterally by a properly applied rigid ceding, they should be braced at a maximum spacing of la-(r o.e Connector plates shall be manufactured from 20 gauge hot dipped gahanlzed steel meeting ASIM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricators plans and to nallze a continuing responsibility for such veri- ficatlon. Any discrepancies arc to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight Riling wood to wood hearing. Con- nector plates shall be located on both faces of the truss with rails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is 6' wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrow of the webs unless otherwise shown. Connector plate slots are minhnum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/7PI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -Handling Installing 6 Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- IUon and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and enaction bmetng Is allays required. Normal precautionary action for trusses requires such temporary bracing during installation between (noses to avoid toppling and domnirming. The supervision of erection of tnrsses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought if needed. Concentration of comstnution loads greater than the design loads shall not be applied to trusses at any time. No bads other than the weight of the erectors shall be applied to musses until after all fastening and 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 7-3-15 044-3 _T7L I MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, CSC, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L. 40.0 ft W= 30.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req .-TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -3229 0.60 12-11 2925 0.70 2- 3 -2456 0.56 11-10 2925 0.68 3- 4 -2156 0.43 10- 9 2158 0.47 4- 5 -2455 0.56 9- 8 2925 0.68 5- 6 -3229 0.61 8- 7 2925 0.70 TI: U QTY:1 _ === = = =Joint Locations=====________== 1) =O0- 0 5) 23- 1- 1 9) 16-1A- 8 2) 6-10-15 6) 30- 0- 0 10) 13- 1- 8 3) 13- 0- 0 7) 30- 0- 0 11) 6-10-15 4) 17- 0- 0 8) 23- 1- 1 12) 0- 0- 0 , ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1041 77 -764 BOT PIN 29-10- 4 1041 0 -803 BOT H-ROLL 13-0-0 4-0-0 13-0-011 1 2 5 6 6 0000 -6 00 3.00 I 5X6 5X6 I 3.00 640-3 04-3 0-3-8 I Io- �- P9 0-38 12-10-0 3-9-0 12-10-0 1 11 1 8 i 1042# 3.50" 1042# 3.50" 1-30-0-0 11'1-9 (R1-1-7) I r 1-1-'n EXCEPT AS SHOWN PLATES ARE T1.20 GA TESTED PER ANSUTPI 1-1995 scale = 0.2077 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #005W68 11190 GREENBROOK MOVIEDOXI-32766 WAKNIN(4: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing b not erection bracing, wad bracing. portal bracing or similar bractng 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 bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of 7P9. rltuss Plate ImUlute. TPI, is located at 583 D'Onofrio Drive- Madison. Wisconsin 53719). Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 psf Truss ID: U Date: 6-11-02 DurFac - Lbr. 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA +.+., ..,..,. ­ a cav,vnuvwuoarrnnaun'nv NCS: 06.02.02 JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect. Information, specifications and/or designs furnished to the thus designer by the client and the correctness or accurscy of this Information as It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This thus has been designed as an individual building component in accordance with ANSI/7P1 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown most be checked to be sure that the data shown are In agreement with the lord building codes, local climatic records for wind or snow loads, project specNrrUons or special applied loads. Unless shown. trim has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) are conttnu- ously braced by sheathing unless otherwise specllled. Where bottom chords In tension arc not fully braced laterally by a property applied rigid ceiling, they should be braced at a maximum spacing of 10'-0- o.e Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator`s plvu and to reallze a continuing responsibility for such verl- Bmtion. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Members shall be cut for light Biting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise sham. A 5x4 plate is 5' wide x V long. A &x8 plate is T wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes art minimum size based on the forces shown and may need to be Increased for certain hand. Wng and/or erection stresses. This truss Is not to be fabricated with floe retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ail bracing and erection recommendations are to be followed In accordance with -Handling Installing a Brad . Ills-91. T rases are to be handled with particular care during banding and bundling deWety and installation to avoid damage. Temporary and permanent bm" for holding trusses In a straight and plumb pos- Ition and for resisting lateral form shall be designed and installed by others. Careful hand- ling is essential and erection bracing is alloys required. Normal precautionary action for trusses requires such temporary bracing during installation between rouses to amid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experlenced In the Installation of trusses. Professional advice shall be sought B needed. Concentration of construction loads grater than the design loads scull not be applied to muses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all 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 1 778# Support 2 818# MAX LIVE LOAD DEFLECTION: L/999 L=-0.26" D=-0.26" T--0.52" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.37" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.19" RMB = 1.15 6-3-15 0-4-3 TY� I MULTIPLE LOADS -- This design is the composite result of nalltiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V. 125mph, H. 21.0 ft, I= 1.00, Exp.Cat. B, Rzt- 1.0 Bld Type. Encl L. 40.0 ft W. 30.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req -.TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -3245 0.57 13-12 2937 0.74 2- 3 -2719 0.54 12-11 2948 0.70 3- 4 -2413 0.43 11-10 2536 0.65 4- 5 -2412 0.43 10- 9 2947 0.70 5- 6 -2718 0.54 9- 8 2936 0.74 6- 7 -3244 0.60 TI: V ATY:1 _ _== _ ===Joint Locations=== _ _ _ ========= =1) 0- 0- 0 6) 24- 1- 1 11) 11- .1- 8 2) 5-10-15 7) 30- 0- 0 12) 5-10-15 3) 11- 0- 0 8) 30- 0- 0 13) 0- 0- 0 4) 15- 0- 0 9) 24- 1- 1 5) 19- 0- 0 10)' 18-10- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1041 100 -778 BOT PIN 29-10- 4 1041 0 -818 BOT H-ROLL Ilk 11-0-0 8-0-0 11-0-0 1 2 4 6 7 0 3.00 I SX6 3X4 5X6 3.00 5-10-3 0-4-3 0-3-8 I I _I0-3-8 10-10-0 1, 7-9-0 1010-0 11 12 11 1 9 ' 1042# 3.50" 1-1-9 1042/! 3.50 30-0-0L 1-1-9 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 scale = 0.2077 Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 OREENBROOK Cr.CMEDO.FL32706 WAKNIN(a: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is no erection bracing, wind bracing, portal bracing or similar bmcing which is a part of the building design and whloh must be considered by the building designer. Bracing shown is for lateral support of tom members only to reduce buckling length Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bmcing of the overall structure may be required. (See HIB-91 of TPI). (truss Plate Institute, TPI, is located at 583 D'Onofrlo Drive, Madison, Wisconsin 53719). Eng. Job: WO: SUNW DWg: Truss ID: V Dsgnr: TLY Chk: Date: 6-11-02 TC Live 16.0 psf DurFac - Lbr. 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.o psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 osf xi -nil n,3 no_ i -r7oi. n - ...., ,,,,,,. a.'--r-wvoauoarrnuutvnv HCS: 06.02.02 JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: TI: W QTY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the _ ===Joint Locations==..... ________ =1)�=0==06 This design is for an IndMdual building component and has been based on Information HOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 composite result of multiple loads. 0 5) 21- 0- 0 9) 20-1Q- 8 provided by the clifor Thedesignera 2x4 #2 All COMPRESSION Chords are assumed to be 2) 4-10-15 6) 25- 1- 1 19) 15- 0- 0 any responsibility for damages ss a result or result SP 3,5 continuously braced unless noted otherwise. Y 3) 9- 0- 0 7) 30- 0- 0 11) 9- 1- �8 faulty or incorrect Information, specifications and/or designs furnished to the truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: Wind Case- ASCE 7-98, C&C, Vm 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 4) 15- 0- 0 8) 30- 0- 0 12) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- - bythe client and the correctness oraccuracy of this Information as It may relate to a ape- Support 1 781# Support 2 819# Bld Type- Enel L= 40.0 ft W= 30.0 ft Truss X-Loc Vert Horiz Uplift Y-Loc Type elite project and accepts no responsibility or MAX LIVE LOAD DEFLECTION: in INf zone, TCDL= 4 .2 sf, BCDL= 6 . 0 p psf 0- 1-12 1042 92 -781 HOT PIN exercises nocontrol with regard tofabrtm- L/999 Impact Resistant Covering and/or Glazing Req 29-10- 4 1042 0 -819 BOT H-ROLL lion. handling, shipment and Installation of troves. This trtvhas been designed asan L=-0.30" D=-0.31" T=-0.60" ..TC... FORCE ... CSI ..BC ... FORCE ... CSI Individual building component in accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -3247 0.66 12-11 2955 0.76 ANSI/lPI 1.1995 and NDS-97 to be Incorporated as part of the building design by Building T= 0, 38" 2- 3 -2946 0.54 11-10 2629 0.59 Designer (registered architect or professional MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -3163 0.56 10- 9 2629 0.59 engtneed. When reviewed for approval bythe T= 0 . 19 ^ 4- 5 -3163 0.56 9- 8 2955 0.76 building designer, the design loadings shown RMB - 1.15 5- 6 -2945 0.55 must be checked to be sure that the data shown 6- 7 -3246 0.68 arc In agreement with the local building codes. local climatic records for wind or snow loads. project specifications or special applied bads. Unless shown, thus has not been designed for storage or occupancy loads. The destgn assumes compression chords (top or bottom are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in temiarn ame not fully braced laterally by a property applied rigid ceWng, they should be braced at a maximum spacing of 19-T o.c. Connector plates shall be manufactured from 20 gauge hot dipped gahanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shag review this drawing to verify that this drawing H in conformance with the fabricator's plans and to reaLim a continuing responsibility for such verl- flcatbn. Any dbvepanci= are to be put In writing before cutting or fabrication. Plates shall not be Wialled over knothole. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faro of the truss with nalls fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 50 plate is 5- wide x 4- long. A 6x8 plate is 6' wide x 8' long. Slots (holes) run parallel to the plate length specfied. Double cuts on web member shall meet at the ccntrold of the ebs unless zes Otherwise shown. Connector plate si are minimum shu 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 twitted lumber unless otherwise shown. For additional I ,tlon on Quality Control refer to ANSI/71" 1-1995 PRECAUTIONARY NOTES Ail bracing and erection recommendations are to be followed in accordance with'Handling Installing b Bracing. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding muses In a straight and plumb pos. ttbn and for resisting lateral form shall be designed and Installed by others. Careful hand- Iing is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during btstallation between Inmsses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the InsWlalion of trusses. Professional advice shag be sought If needed. Concentration of construction loads grater than the design bads shall not be applied to trusses at any time. No loads other than the eight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. T 5-3-15 04-3 9-0-0 kIlk 12-0-0 9_0_0 1 2 4 6 7 0 3.00 I 5X6 2X4 5X6 I 3.00 0-38 8-10-0 11-9-0 k8-10-0 1042# 3.50" 11 10 1042#13.50" 1-1-9-9 30-M 1-1-9 (RI-1-n I !e (RI 1-1-7) 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 11YAKN1r4Itrt: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Beting shown on this dmwing is not erection bracing, wind bmein& portal bracing or similar bracing which is a put of the building design and which must be considered by the building designer. Bracing shown Is for lateral support of tow members only to reduce buckling length. Provisions must be nude to anchor lateral bracing at ends and specNed locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPII. Rruss Plate InsUtute..TPI, is located at 583 D'Onofrlo Drive. Willson. Wisconsin 53719). Eng. Job: Dwg: Truss ID: W Dsgnr: TLY Chk: Date: 6-11-02 TIC Live 16.0 psf DurFac - Lbr: 1.25 TIC Dead 7.0 psf DurFae - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:06.02.02- 12800- 2 - •.... ..+.... t,.uccv.vnvvoaarcrmrnuurvnv HCS: 06.02.02 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect Information• specillmuom and/or design furnished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- cific prgecl and accepts no responsibility or exembcs no control with regard to fabrica- tion• handling, shipment and installation of trusses. This truss has been designed as an individual building component in accordance wish ANSI/7P1 1.1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect 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 loco( building codes• local cWnatic records for wind or snow bads, Project specifications or special applied Inds. Unless shown. truss has not been designed for storage or occupancy Inds. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension am not fully braced laterally by a property applied rigid ceiling• they should be braced at a maximum spacing of 10'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to mallze a continuing responsibility for such vert- 0mtiun. Any discrepancies are to be put in wrung before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight nULng 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 W 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 sirs are minimum slzn m mabased on the forshown and y need to be increased for certain hand- ling and/or erection stresses. This tress Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Infomstln on Quality Control refer to ANSI/7PI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with *Handling Installing a Bracing. HIB•91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding tosses in a straight and plumb pos. Ilion and for resisting lateral form shall be designed and Installed by others. Careful hand. ling Is essential and erection bracing is allays required. Normal premuuonmy action for trusses requirm such temporary bracing during installation between susses to avoid toppling and dominotng. The supervision of erection of muses shall be under the control of persons experienced in the installation of trusses. Professbral 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 tosses until after all fastening and bracing Wcompleted. JB: SUNBURY H AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #1 D 2x8 SP #1 D 2,3 BOT CHORDS: 2x6 SP #1 D WEBS: 2x4 SP #3 2x4 SP #2 2,4 2-PLY TRUSSI fasten w/3"X 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 766# Support 2 766# MAX LIVE LOAD DEFLECTION: L/707 at JOINT # 8 L=-0.50" D=-0.51" T--1.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.29" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.14" RMB = 1.00 0.3 WO: SUNHV WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Design based on 2-ply laminated Bot chord. End verticals designed for axial loads only. End verticals that are extended above/below Wind Case- ASCE 7-98, C&C, V. 125mph, H. 21.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L. 40.0 ft W- 30.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req -.TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -6390 0.22 10- 9 5873 0.33 2- 3 -10679 0.51 9- 8 6405 0.54 3- 4 -10679 0.51 8- 7 6407 0.54 4- 5 -6391 0.22 7- 6 5874 0.33 TI: X 61TY:2 -=m==----m--Joint Locations--=---se- 1) 0- 0- 0 5) 30- 0- 0 9) 5-,3- 0 2) 5- 0- 0 6) 30- 0- 0 10) 0- 0- 0 3) 15- 0- 0 7) 24- 9- 0 4) 25- 0- 0 8) 15- 0- 0 --------- TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 1- 9 -46 5- 0- 0 TC Vert L+D -77 5- 0- 0 -77 25- 0- 0 TC Vert L+D -46 25- 0- 0 -46 31- 1- 9 BC Vert L+D -20 0- 0- 0 -20 5- 0- 0 BC Vert L+D -33 5- 0- 0 -33 25- 0- 0 BC Vert L+D -20 25- 0- 0 -20 30- 0- 0 Concentrated LBS Location BC Vert L+D -195 5- 0- 0 BC Vert L+D -195 25- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1684 0 -766 BOT PIN 29-10- 4 1685 0 -766 BOT H-ROLL 2-PLYS REQUIRED 5.0_0 1, 20-0-0 5-0-0 1 3 5 3.00 i 8X10 10X10 Ryin 0 I 3.00 038 P9 4-11-8 19-6-0 4-11-8 10 8 I 1685# 3.50" 1685# 3.50" �1 1-30-0 (R11-7) I 196# 196# (R1-1-7) EXCEPT AS SHOWN PLATES ARE L20 GA TESTED PER ANSI/TP1 1-1995 scale = 0.2077 T 0-41-3 2-10-3 I WAKNIN(i: READ ALL NOTES ON THIS SHEET. Eng. Job: -WO: SLINHV LMaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: X CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 6-11-02 4005 MORON DA WAY TC Live 16.0 psf DurFac - Lbr: 1.25 SANFORD, FL. 32771 Bracing shown on this drawing b not erection bmeing, wind bracing. pan of the building design and which must tt considered by the building designer. Om which is a dportal bracing or simier. bracing Bracing �8 TC Dead 7.0 psf DuiFac - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 shown b for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C. Spacing: 24.0" TOMAS PONCE P.E. at ends and specified locations determined by the building designer. made to anchor lateral bramy Additional bmcing of the overall structure y be required. (see HIB-91 of TP0. BC Dead 10.0 psf Design Criteria: TPI 9 LICENSE #0050068 rows Plate Institute, TPI, is located at 593 D'Onofrio Drive, Madison. Wisconsin 53719). Code Desc: FLA 1890 GReeNBROOK Cr.tmeDO.FL32788 TOTAL 33.0 psf V-06.02.02- 28 - 2 -,-•- +tea r�rr,. t nrcc•wnvvnmrc7nrrnuunnv HCS: 06.02.02 JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the client. The designer dlsclabns any responsibility for damages as a result of faulty or Incorrect Information. specifications and/or designs furnished to the truss designer by the client and the correctrness 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 m an Individual building component in accordance with ANSI/TP1 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data sham are In agreement with the local building codes. local climatic records for wind or snow loads. Project spectfleations or special applied bads. Unless shown, truss has no been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid cellfti& they should be braced at a maximum spacing of la-0' o.e Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653, Crode 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that Oils drawing is In conformance with the fabricators plans and to =It= a continuing responsibility for such vert- Motbn. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall no be Installed wet knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood hearing. Con- nector plates shall be located an both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' aide x 4- long. A 6x8 plate is 6' wide x Ir long. Slots (holes) nm parallel to the plate length specified. Double cuts an web members shall meet at the centrold of the webs unless otherwise shown. Connector plate at= are minimum sites based on the forces shown and may need to be Increased for certain hand- Iing and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI I-I9% PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling Installing n Bmcing'. HIB-91. Trusses am to be handled with particular tare during banding and bundling, deltmry and installation to amid damage. Temporary and permanent bracing far holding trusses In a straight and plumb pos- Won and for resisting lateral forces shall be designed and installed by others. Careful hand- ling N essential and erection bracing is always required. Normal precautionary action for trusses requires sdch temporary bracing during installation between louses to avoid toppling and dominotng. The supervision of erection of trusses shall be under the control of persons experienced In the installation of trusses. Professional advice shall be sought If needed. Concentrotlon of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the welght of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 HOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 512# Support 2 266# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 226# MAX LIVE LOAD DEFLECTION: L/999 L=-0.04" D- 0.00" T=-0.04" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.09" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.09" RMB - 1.00 0-3-15 MULTIPLE LOADS -- This design is the ceuposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V- 125mph, H- 21.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 7.1 ft Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -64 0.85 4- 3 -12 0.73 TI: Y QTY:2 = == == =Joint Locations===__=== =_ 1) 0- == 0 3) 7- 0-14 2) 7- 0-14 4) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF Prcm PLF To TC Vert L+D 0 0- 0- 0 -56 7- 0-14 BC Vert L+D 0 0- 0- 0 -24 7- 0-14 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 2- 8 94 226 -512 HOT PIN 6-11- 1 193 0 -266 BOT H-ROLL 7-0-14 1 2 4- 2.12 I U-4-15 1 11 6-7-15 4 3 95# 4.95" 193N 2 50" I- (111-6-0) - 7-0-14 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSMI 1-1995 scale = 0.6346 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE J/005W68 1890 OREENBROOK Cf.OVIEDOYL32766 WARNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the bu0dbng designer. Bracing shown is for lateral support of truss members only to reduce buckling length Provisions must be made to anchor lateral bracing at ends and specified locations detemdned by the building designer. Additional bracing of the overall structure may be required. [See HIB-91 of TP9. rruss Plate Institute, TPI, is located at 5113 D'Onofrto Drive, Madison. Wisconsin 53719). Eng. Job: Dwg: Dsgur: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 Psf BC Dead 10.0 psf TOTAL 33.0 psf Truss ID: Y Date: 6-11-02 DurFac - Lbr: 1.25 DurFac - Plt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA • ..+..r. ­r.cc-r.vAvvoaucimrnuurvry HCS: 06.0Z02 JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: DESIGN INFORMATION This design is for an fndtvldual building component and has been based on Information provided by the client The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information, specifications and/or deslgns furnished to the truss designer by the client and the correctness or accuracy of this information as It may relate to a ape- cgic project and accepts no responsibility or exercises no control with regard to fabrica- tion. handling, shipment and Installation of trusses. This fails has been designed as an Individual building component In accordance with ANSI/TPI 1.1995 and NDS-97 to be incorporated as part of the building design by a Building Designer IregIstered architect or professional engtnceri. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are conUnu- ousy braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced Literally by a properly applied rigid cellng, they should be braced at a maximum spacing of 10'-0- o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this dmwtng to verify, that this drawing is in conformance with the fabricator's plats and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plats shall be located on both faces of the truss with nalis fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A US plate is 6' wife x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sins are minimum sizes based an the forces shown and may need to be increased for certain hand- ling and/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 Ail bracing and erection recommendations are to be followed In accordance with "Handling Installing A Bracing', HID-91. Trusses are to be handled with particular cam during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Won and for resisting lateral form shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to 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 it needed. Concentration of construction bads greater than the design loads shag not be applied to trusses at any time. No loads other than the weight of the erectors shag be applied to trusses until after ail fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 390# Support 2 274# Support 3 43# MAX LIVE LOAD DEFLECTION: L/684 at Mid -panel # 1 L--0.09" D- 0.01" T--0.08" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB - 1.15 3-3-15 0-4-3 1 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. Wind Case- ASCE 7-98, C&C, V= 125mph, H- 21.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type- Encl L. 40.0 ft W= 5.0 ft Truss in INP zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req --TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -49 0.63 4- 3 -27 0.48 TI: Z 9TY:11 == _ = ==Joint Locations==== ... =______= 1) 0- 9-15 3) 5- 0- 0 2) 5- 0- 0 4) 0- 9-15 ---MAX. REACTIONS PER BEARING LOCATION--'-- X-Loc Vert Horiz Uplift Y-Loc Type 4-10-12 107 141 -274 TOP PIN 0- 1-12 215 191 -390 BOT PIN 4-10-12 58 0 -43 BOT H-ROLL 5-0-0 Ilk 1 2 0 3.00 I a3-s CR 4-8-8 Ilk 4 3 215# 3.50" 108# 2.50" 1-1-9 -1- 5-0-0 59# 450" (R1-1-7) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSi/TPI 1-1995 Over 3 Supports C/L: 4-10.12 Maronda Systems] ' 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-W64 Fax (407) 321-3913 TOMAS PONCE P.E. LICFNSE #0050068 1990 OREENUROOK Cr.0"EDO.FL34766 WAKNIN(i: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of taw members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). n'russ Plate Institute, TPI, is located at 583 D'Onofrto Drive, Madison, Wisrnnsin 53719). Attach with (4) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.6314 Eng. Job: WO: SUNRV Dwg: Truss ID: Z Dsgnr: TLY Chk: Date: 6-11-02 TC Live 16.0 psf DufFac - Lbr: 1.25 TIC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.011 BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:06-02-02- 12805- I ­'S". ,aw,u ^c—y+ JUn ruin: L:Utt-LUKUU851ILWPHISUNII11 HCS: 06.02.02 JB: SUNBURY H . AC:.10# UPLIFT D.L. DESIGN INFORMATION This design b for an Individual bulldtng component and has been hued an Wormatlon provided by the client. The designer disclaim any responsibility for damages es 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- dile project and accepts no responsibility or -emb- no control with regard to fobrka- lion. handling. shipment and Installation of tresses. This truss has been designed as an Individual building component In accordance with ANSf/'M 1. 1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engtrim). When reviewed for approval by the building designer. the design Imdtngs shave must be checked to be a— that Ue data ahown are in agreement with the local buiidkng codes. local cWnatic records for wind or snow loads. project spedflmtlam or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes campressiorl chords (top or hotlam) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension art not fully braced h1eratly by a properly applied rigid ceiling. they should be braced at a maximum spticing of 10'-0- o.e Connector plate shall be manufactured From 20 gauge hot dipped gal-ntred steel meeting AS7M A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shag review this drawing to verify that this drawing is In conformance with the fabricator's plain and to realize a continuing responsibility for such val. Nation- Any dherepaneles are to be put In wrtung before cutting or fabrlmUon. Plato shall not be Installed over knotholes. knots or distorted gmtn. Members shall be cut for tight 9tUng wood to wood bearing. Con. nector plates shall be located on both face of the truss with nalb fully Imbedded and shall be aym. about the joint unless otherwise shown. A Sx4 plat, 1, 5' wide x 40 long. A US plate is ff wide z 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs urdess otherwise sham. Cormector plate sizes are nunlmum sires based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss b not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Worriation on Quality Contra] refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ail bracing and erection recmmncndatfons are to be followed In acoordance with -Handling installing Q Bractrig'. HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and tastalhuan to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Rion and for resbting lateral form shall be designed and fiction d 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 topper and domtnobig. The supervision of erecUon of musses shall be under the control of persons experienced in the instal auen of trusses. Professional advice shall be sought If needed. Concentration of construction Imds greater than the design loads shall not be applied to trusses at any lime. No Inds other than the weight of the erectors shall be applied to tresses 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 1 163# Support 2 65# Support 3 6# MAX LIVE LOAD DEFLECTION: L/999 L. 0.00" D- 0.00" T- 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB = 1.15 WO: SUNHV WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. Wind Case- ASCE 7-98, C&C, V. 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Xzt- 1.0 Bld Type= Encl L= 40.0 ft W- 1.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -9 0.03 4- 3 -6 0.02 . TI: Z 1 QTY:4 == ==Joint Locations== = __ ========== 1) =__0- 9- 5 3) 1- 1- 8 2) 1- 1- 8 4) 0- 9- 5 ----MAX- REACTIONS PER BEARING LOCATION---- X-Loc Vert Horiz Uplift Y-Loc Type 1- 0- 4 24 28 -65 TOP PIN 0- 1-12 88 37 -163 BOT PIN 1- 0- 4 12 0 -6 BOT H-ROLL 3.00 I 0-3-8 0-104 31 89# 3.50" 25N 2.50" 1-1-9 13N 2. " 1-1-8 EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSI/TPI 1-1995 Over 3 Supports (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Malru Analysis WAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracmg shown on this drawing is not creation bmcmg, wind bracm& portal bmctng or shullar bmdng 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 buckling Length Provblons must be made to anchor lateral bracing at ends and specified locations determined by the building designer. AddlUonal bracing of the overall structure may be required. (See HIS-91 of TPq. ffnus plate Institute. TPI, Is located at 5a3 D'Onobfo Drive. Madison. Wiscansin 537191. 0-8-9 0-2-8 t Attach with (1) 10d Toe -Nails Attach with (1) 10d Toe -Nails Eng. Job: Dwg: Dsgur: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf scale = 1.5123 Truss ID: ZI Date: 6-11-02 DurFac - Lbr. 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA JOB PAIN: CA EE-L0KV0BS112SAfPH1SUN11V NCS: 06.02.02 DESIGN INFORMATION This design is for an individual building component and has been based on Infonnatton Provided by the client. The designer dbciabm any responsibility for damages w a result of faulty or Incorrect Information. speculations and/or design furnished to the thus designer by the client and the correctness or accuracy of this Information as it may relate to a spe. cific project and accepts no responsibility or exembes no control with regard to fabrics - Bon. handling, shipment and Installation of trusses. This taus has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (mgbtemd 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 code. local climatic records for wind or snow bads. Project speelflalbns or special applied loads. Unless shown. truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are conlhnu. ousy braced by sheathing unless otherwise specified. When bottom chords in torsion are not fully braced laterally by a properly applied rigid coiling, they should be braced at a manmmum spacing of Io-T o.0 Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASfM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing Is in conformance with the fabnatee. 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 war knotholes. (mots or distorted gram. Members shall be cut for' light fitting wood to wood bear". Con- nector plates shall be located on both faces of the truss with nstb fully anbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate b 5' wide 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 centtotd of the webs unless otherwise shown. Connector plate sins an minimum slzes based on the forces shown and may need to be increased for certain hand- Itng and/or ereetbn stresses. This truss Is no to be fabricated with fire retardant treated lumber unless otherwise shown. For additional mf.1.1on on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection mccamnendatfoms are to be followed in accordance with -Handling InstalBng & Bracing•. HIB-91. Trusses are to be handled with particular ale during banding and bundling, delivery and Installation to avid damage. Temporary and permanent bracing for holding musses in a stralghl and plumb pos- Itlon and for resisting lateral fames shall be designed and Installed by others. Careful hand- ling Is essential and erection bracing b always required. Normal precoutle-uy action for trusses requires such temporary bracing during Installation between tomes to avoid toppling and dominoing. The supervision of erection of tnnssees shall be under the control of persons experienced In the Installation of trusses. Professional advice shag be sought B needed. Concentration of construction Inds greater than the design lauds shag not be applied to tames at any time. No bads other than the weight of the erectors shall be applied to meson until after all fastening and bracing is completed. JB: SUNBURY H AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise 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 L--0.02" D= 0.00" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB = 1.35 WO: SUNHV WE: Analysis based on simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on 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, ltcp.Cat. B, Fztm 1.0 Bld Type= Encl L= 40.0 ft W. 3.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE...CSI ..BC ... FORCE ... CSI 1- 2 47 0.25 4- 3 17 0.19 TI: Z2 QTYA ========--====Joint Locations:a—=______=___ 1) 0- 9-13 3) 3- 1- 8 2) 3- 1- 8 4) 0- 9-13 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 1- 9 -46 0-10-11 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 0-10-31 -38 3- 1- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Lac 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 3.00 I a3-8 2-10-0 4 199# 3.50" 115# 2.50" j (Rill eie 3-1-8 65# 2 On EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 Over 3 Supports C/L: -04 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOR Cr.OVIEDO.F7-92766 Duign: Almrir Analysis VVAKNIN(j: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracin& wind bracing, portal bracing or similar bracing which Is a part of the building design and which most be considered by the building designer. Bracing shown b for lateral support of truss Members only to reduce buckling made to anchor lateral bra at ends ands erIcr�' Provbiorrs must be Additional bracing of the averall structure ma� locations ( determined by the building designer. Rnm Plate Institute, TPI, b located at 50 D'Onofr�to DINe. AMadbt"Bn,9Wbconstn 53719). JOB PA771.• C.•17EE-L0A'V0BS1125A1PHISUNHV TOTAL. Eng. Job: Dwg: Dsgnr: TLY Clik: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf 33.0 nsf Attach with (3) lOd 'foe -Nails Attach with (1) 10d Toe -Nails scale = 0.8792 Truss ID: Z2 Date: 6-11-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS. 06.0202 DESIGN INFORMATION This design is for an Individual bu8ding component and has been based on Information Provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect information, specifications and/or designs furnished to the tress designer by the client and the correctness or accuracy of this Information as it may relate to a spe, clfic project and accepts no responsibility or uerctses no control with regard to fabrica- tion, handling, shipment and Installation of truces. This truss has been designed as an Individual building component in accordance with ANSI/7P1 1-19% and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional enginced. 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 uWnatic records for wind or snow loads. pu; cct spetlficauons or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (tap or bottom) are continu. ously braced by sheathing unless otherwise sPec0led. Where bottam chords in tenslon are not fully bmeed laterally by a properly applied rigid eeWng. they should be braced at a maximum spacing of IOr-0- o.e Connector Plates shall be manufactured from 20 gauge hot dipped gahanized steel meeting ASIM A 653. Crade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to vertfy, that this drawing is in cenforrnance with the fabrtratoes plans and to malize a continuing responsibility for such ven- Dcation. Any df empancim are to be put In writing before cutting or fabrication. Plain shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight Wting wood to wood bearing, Con. nector plates shall be located on both faces of the Ines with nails fully imbedded and shall be sym. about the joint unless otherwise shown. 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 member shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are mintmum sues based on the forces shown and cosy need to be increased for certain hand. itng and/or erection stresses. This toss is not to be fabricated with floe retardant treated m luber unless otherwise shown. For addltional Wbrnation on Quality Control refer to ANSIrm 1-1995 PRECAUTIONARY NOTES All bracing and erection recornanendatjons are to be followed In accordance with -Handling Installing & Bracing', III"]. Trusses are to be handled with particular care during bonding and bundling, delivery and installation to avoid damage_ Temporary and permanent bracing for holding tnsses In a straight and plumb pos- Won and for resisting lateral forces shall be designed and tnsta6ed by others. Careful hand. ling is essential and erection bracing is always required. Normal prerrutionary action for uusaes requires such temporary bmeing during tnslallxBon between louses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Pmfessbnal advice shall be sought If needed. Concentration of construction bads greater than the design bads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: SUNBURY H AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 3,5 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 797# Support 2 779# MAX LIVE LOAD DEFLECTION: L/859 at JOINT # 4 L=-0.41" D=-0.42" T=-0.83" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.40" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.20" RMB = 1.15 T 4-3-15 0-4-3 1-4 Q 3.00 I WO: WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V- 125mph, H- 21.0 ft, If 1.00, Exp.Cat. B, Kzt='1.0 Bld Type= Encl L= 40.0 ft W= 30.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI 1- 2 -3239 0.63 2- 3 -3152 0.51 3- 4 -4083 0.90 4- 5 -4083 0.90 5- 6 -3152 0.51 6- 7 -3239 0.62 ..BC...FORCE ... CSI 12-11 2933 0.67 11-10 2840 0.71 10- 9 2839 0.71 9- 8 2933 0.67 TI: Z3 61TY:1 _ == ==Joint Locations=== ===-t=. = =__ 1) 0- 0- 0 5) 23- 0- 0 9) 22-10- 8 2) 3-10-15 6) 26- 1- 1 10) 15= 0- 0 3) 7- 0- 0 7) 30- 0- 0 11) 7- 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 -50 -797 BOT PIN 29-10- 4 1042 0 -779 BOT H-ROLL 5X6 2xd �.., 1042a 3.50" -" iu 11-1-9-9 (1 1-1-7) I 30-0-0 EXCEPT AS SHOWN PLATES ARE T1.20 GA TESTED PER ANSI/TPI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 CREPA'BROOk C'.OVIEDO.FI-927a6 Design: Afathr Analysis 1►YHKNIN4i: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bmeing shown on this drawing is not erection bracing, wind bracing. portal bracing or similar bracing which is a pan of the building design and which must be considered by the building designer. Bracing shown Is for lateral support of buss members only to reduce buckling length. Provulons must be made to anchor lateral bracing at ends and specified locatiots determined by the building designer. Additional hearing of the overall structure may be required. IS" HID-91 of TT'q. Muss Plate Institute. TPI. Is located at 583 D'Onofno Drive. Aladison. Wisconsin 53719). JOB PATH: C:IT££-L0KU0RSIj25AlPjjISUNNV Q T 04-3 3-10-3 T 13.00 038 6-10-0 I 1042# 3.50" scale = 0.2077 Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 psf Truss ID: Z3 Date: 6-11-62 DurFac - Lbr. 1.25 DurFac - Plt: 1.25 O.C. Spacing: 24.011 Design Criteria: TPI Code Desc: FLA HCS: AS 07 n7 FORM 60OA-2001 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs* Residential Whole Building Performance Method A FAddress: ct Name: SUNBURY Builder: MARONDA HOMES 101 cmwri COWRY Lk)H Permitting Office: State: Wlud' F(, Permit Number: Owner: ELECTRIC Jurisdiction Number: Climate Zone: Central 1. New construction or existing 2. Single family ormulti-family New 12. Cooling systems 3. Number of units, if multi -family Sin le Tamil g Y - 1 a. Central Unit Cap: 40.5 kBtu/Irr - 4. Number of Bedrooms - 3 SEER: 11.00 - 5. Is this a worst case? ye.3 - b. N/A - 6. Conditioned floor area (ft') 2223 ft' c. N/A - 7. Glass area & type - a. Clear - single pane b. Clear - double pane 267.0 ft' _ 13. Heating systems - c. Tint/other SI•IGC - single pane 0.0 ft, - 0.0 f a. Electric Heat pump Cap: 40.5 kBtu/hr - d. Tint/other SHGC - double pane 0.0 fe b. N/A HSPF: 7.20 - 8. Floor types _ a. Slab -On -Grade Edge Insulation R-0.0, 136.0(p) ft c. N/A - b. N/A - c. N/A - _ 9. Wall types 14. Hot water systems - a. Concrete, Int Insul, Exterior _ R=4.2, 720.0 fP a. Electric Resistance Cap: 50.0 gallons - b. Frame, Wood, Exterior R=l 1.0, 992.0 ft' b. N/A EF: 0.93 - c. Frame, Wood, Adjacent _ R=l 1.0, 159.0 ft' - d. N/A - e. N/A - c. Conservation credits - 10. Ceiling types (HR-Heat recovery, Solar - a. Under Attic- _ 1200.0 fP DHP-Dedicated beat pump) . 15H VAC credits b. N/A c. N/A - - (CF-Ceiling fan, CV -Cross ventilation, PT, - 11. Ducts IiF-Whole house fan, a. Sup: Unc, Ret: Con. AH: Interior - Sup. R=6.0, 150.0 ft - PT -Programmable Thermostat, MZ-C-Multizone cooling, b. N/A MZ-H-Multizone heating) Glass/Floor Area: 0.12 Total.as-built points: 27355 Total base points: 30107 PASS I hereby certify that the plans and specifications covered by this calculation are in compliance with the Fl rida Energy Code. PREPARED BY DATE: JUN 2 0 21'l�1 I hereby certify that this b 'ng, as designed, is i compliance with the FI id er Code. OWNER/AGENT: .:DATE: JUN 2 U 2003 Review of the plans and specifications covered by this calculation indicates compliance with the Florida Energy Code. Before construction is completed this building will be inspected for compliance with Section 553.908 Florida Statutes. ,BUILDING OFFICIAL: DATE: 1-nergyGauge® (Version: FLRCPB v3.21) FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned X BSPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X SPM X SOF = Points .18 2223.0 25.78 10315.6 Single, Clear E 1.0 6.0 16.0 59.31 0.97 920.8 Single, Clear E 1.0 4.0 12.0 59.31 0.92 652.2 Single, Clear E 1.0 4.0 12.0 59.31 0.92 652.2 Single, Clear E 1.0 7.0 30.0 59.31 0.98 1747.1 Single, Clear E 1.0 14.0 16.0 59.31 1.00 945.0 Single, Clear E 1.0 15.0 10.0 59.31 1.00 590.8 Single, Clear W 1.0 16.0 40.0 53.47 1.00 2131.8 Single, Clear W 1.0 15.0 30.0 53.47 1.00 1598.5 Single, Clear W 1.0 13.0 9.0 53.47 1.00 479.3 Single, Clear W 1.0 6.0 16.0 53.47 0.97 830.1 Single, Clear W 1.0 6.0 16.0 53.47 0.97 830.1 Single, Clear W 1.0 6.0 30.0 53.47 0.97 1556.4 Single, Clear S 1.0 14.0 30.0 44.66 0.99 1330.3 As -Built Total: 267.0 14264.5 WALL TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Adjacent 159.0 0.70 111.3 Concrete, Int Insul, Exterior 4.2 720.0 1.16 Exterior 1712.0 1.90 3252.8 Frame, Wood, Exterior 11.0 992.0 1.90 835.2 Base Total: Frame, Wood, Adjacent 11.0 159.0 0.70 1884.8 111.3 1871.0 3364.1 As -Built Total: 1871.0 2831.3 DOOR TYPES Area X BSPM = Points Type ' Area X SPM = Points Adjacent 18.0 1.60 28.8 Exterior Insulated 20.0 Exterior 20.0 4.80 96.0 Adjacent Wood 4.80 96.0 18.0 2.40 43.2 Base Total: 38.0 124.8 As-Bullt Total: 38.0 139.2 CEILING TYPES Area X BSPM = Points Type R-Value Area X SPM X SCM = Points Under Attic 1103.0 2.13 2349.4 Under Attic 19.0 1200.0 2.82 X 1.00 3384.0 Base Total: 1103.0 2349.4 As -Built Total: 1200.0 3384.0 FLOOR TYPES Area X BSPM = Points 1 Type R-Value Area X SPM = Points Slab 136.0(p) Raised -31.8 -4324.8 Slab -On -Grade Edge Insulation 0.0 136. 0(P -31.90 -4338.4 0.0 0.00 0.0 Base Total: -4324.8 As -Built Total: 136.0 -4338.4 EnergyGauge®DCA Form 60OA-2001 EnergyGaugeVFlaRES'2001 FLRCPB v3.21 FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT INFILTRATION Area X BSPM = Points Area X SPM = Points 2223.0 14.31 31811.1 2223.0 14.31 31811.1 Summer Base Points: 43640.2 Summer As -Built Points: 48091.7 Total Summer Points X System = Cooling Total X Cap X Duct X System X Credit = Cooling 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 1.117 x � �) 0.310 0.950 15816.8 EnergyGaugeTm DCA Form 60OA-2001 EnergyGauge&FIaRES'2001 FLRCPB v3.21 .. FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS:,,, PERMIT #: BASE I AS -BUILT 71 GLASS TYPES .18 X Conditioned X BWPM = Points Overhang Floor Area Type/SC Ornt Len Hat Area x WPnn x Wnl= - p.,; .18 2223.0 5.86 2344.8 Single, Clear E 1.0 6.0 16.0 9.96 1.01 160.8 Single, Clear Single, Clear Single, Clear E E E 1.0 1.0 1.0 4.0 4.0 7.0 12.0 12.0 30.0 9.96 9.96 9.96 1.02 1.02 1.01 121.7 121.7 300.8 Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear E E W W W W 1.0 1.0 1.0 1.0 1.0 1.0 14.0 15.0 16.0 15.0 13.0 6.0 16.0 10.0 40.0 30.0 9.0 16.0 9.96 9.96 10.74 10.74 10.74 10.74 1.00 1.00 1.00 1.00 1.00 1.00 159.8 99.9 429.5 322.1 96.6 172.3 Single, Clear W 1.0 6.0 16.0 10.74 1.00 172.3 Single, Clear W 1.0 6.0 30.0 10.74 1.00 323.0 Single, Clear S 1.0 14.0 30.0 7.73 1.00 231.1 As-Bullt Total: 267.0 2711.7 WALL TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Adjacent Exterior Base Total: 159.0 1712.0 1871.0 1.80 2.00 286.2 3424.0 3710.2 Concrete, Int Insul, Exterior Frame, Wood, Exterior Frame, Wood, Adjacent As -Built Total: 4.2 11.0 11.0 720.0 992.0 159.0 1871.0 3.26 2.00 1.80 2347.2 1984.0 286.2 4617.4 DOOR TYPES Area X BWPM = Points Type Area X WPM = Points Adjacent Exterior 18.0 20.0 4.00 5.10 72.0 102.0 Exterior Insulated Adjacent Wood 20.0 18.0 5.10 5.90 102.0 106.2 Base Total: 38.0 174.0 As -Built Total: 38.0 Y08.2 CEILING TYPES Area X BWPM = Points Type R-Value Area X WPM X WCM = Points Under Attic 1103.0 0.64 705.9 Under Attic 19.0 1200.0 0.87 X 1.00 1044.0 Base Total: 1103.0 705.9 As -Built Total: 1200.0 1044.0 FLOOR TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Slab Raised 136.0(p) 0.0 -1.9 0.00 -258.4 0.0 Slab -On -Grade Edge Insulation 0.0 136.0(p 2.50 340.0 Bass Total: -258.4 As -Built Total: 136.0 340.0 Energy.Gauge® DCA Form 60OA-2001 EnergyGe:uge®/FlaRES'2001 FLRCPB v3.21 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT INFILTRATION Area X BWPM = Points Area X WPM = Points 2223.0 -0.28 -622.4 2223.0 -0.28 -622.4 Winter Base Points: 6054.1 Winter As -Built Points: . 8298.9 Total Winter X Points System = Heating Total X Cap X Duct X System X Credit = Heating Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (DM x DSM x AHU) 6054.1 0.6274 3798.3 8298 9 1 00 (1 1.140x s2)0 474 0.950 4259.6 EnergyGauge^" DCA Form 60OA-2001 EnergyGauge(VFIaRES'2001 FLRCPB v3.21 FORM 60OA-2001 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS:,,, PERMIT #: BASE AS -BUILT WATER HEATING Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 3 2564.00 7692.0 50.0 0.93 3 1.00 2426.15 1.00 7278.5 As -Built Total: 7278.6 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points = Total Points Cooling Points + Heating + Hot Water = Total Points Points Points 18617 3798 7692 30167J 15817 4260 7278 27355 PASS ,dofv�_'cxE s EnergyGaugeT"" DCA Forth 60OA-2001 EnergyGaugeO/FlaRES'2001 FLRCPB v3.21 FORM 60OA-2001 Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS.,,, PERMIT #• 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST Exterior & Adjacent Walls 606. 1.ABC. 1.2.1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at corners; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous Infiltration barrier is installed that extends from and is sealed to the foundation to the too plate. Floors 606.1.ABC.1.2.2 Penetrations/openings >1/8" sealed unless backed by truss orjoint members. EXCEPTION: Frame floors where a continuous infiltration barrier Is installed that is sealed erimeter, penetrations and seams. Ceilings 606.1.ABwalls & ceilings; penetrations of ceiling plane of top floor; around shafts, chases, I1.2.3Between , chimneys, cabinets sealed to continuous air barrier, gaps In gyp board & top plate; ccess: EXCEPTION: Frame ceilings where a continuous infiltration barrier is ed that is sealed at the perimeter, at penetrations and seams. Recessed Lighting Fixtures 606.1.ABC.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3" from Insulation; or Type IC rated with < 2.0 cfm from conditioned space, tested. Multi -story Houses 606.1.ABC.1.2.5 1 Air barrier on erimeter of floor cavity between floors. Additional Infiltration reqts 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, Water Heaters 612.1 Comply with efficiency requirements in Table 6-12. Switch or clearly marked circuit Jbreaker electric or cutoff as must be provided. External or built-in heat trap requir 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 Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum' chambers (shall be8mechanically attached, sealed, insulated, and installed In accordance with the criteria of Section 610. Ducts In unconditioned attics: R-6 min. insulation. HVAC Controls 607.1 Se arate readily accessible manual or automatic thermostat for each system. Insulation 604.1, 602.1 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. EnergyGaugeTm DCA Form 60OA-2001 EnergyGaugeOFIaRES'2001 FLRCPB v3.21 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 84.6 The higher the score, the more efficient the home. ELECTRIC.... I. New construction or existing New 12. Cooling systems 2. Single family or multi -family Single family a. Central Unit 3. Number of units, if multi -family _ I 4. Number of Bedrooms 3 b. N/A 5. Is this a worst case? _ Yes 6. Conditioned floor area (ft') 2223 f1' c. N/A 7. Glass area & type a. Clear - single pane 267.0 ft' _ 13. Heating systems b. Clear - double pane 0.0 fl' _ a. Electric Heat Pump c. Tint/other SHGC - single pane 0.0 f? d. Tint/other SHGC - double pane _ 0.0 fe b. N/A 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 136.0(p) ft c. N/A b. N/A c. N/A 14. Hot water systems 9. Wall types a. Electric Resistance a. Concrete, lnt Insul, Exterior _ R=4.2, 720.0 ft- b. Frame, Wood, Exterior _ R-1 1.0, 992.0 ft- b. N/A c. Frame, Wood, Adjacent _ R=11.0, 159.0 ft' d. N/A _ c. Conservation credits e. N/A (HR-Heat recovery, Solar 10. Ceiling types _ DHP-Dedicated heal. pump) a. Under Attic R=19.0, 1200.0 fe 15. HVAC credits b. N/A _ _ (CF-Ceiling fan, CV -Cross ventilation, c. N/A I•IF-Whole house fan, 11. Ducts _ PT-Prograrnmable Thernrosint, a. Sup: Unc. Ret: Con. AH: Interior Sup. R=6.0, 150.0 ft _ RB-Attic radiant barrier., b. N/A MZ-C-Multizone cooling, MZ-H-Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: r Date: i u N 2 0 2033 . , it - Address of New Home: City/FL Zip: Cap: 40.5 kBtu/hr _ SEER: 11.00 Cap: 40.5 kBtu/hr _ HSPF: 7.20 Cap: 50.0 gallons _ EF: 0.93 PT, _ �OV -C14E STg1�0 moo wa *NOTE.- The home's estimated energy performance score is only available through the FLA /TES computer program. This is not a Building Energy Rating. If your score is 80 or greater (or 86 for a US EPA/DOE EnergyStaPdesignation), your home may qualify for energy efficiency mortgage (EEA4) incentives ifyou obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 321163. �-1492 or see the Energy Gauge web site at w­vw.fsec. ucf.edu for information and a list of cerlifted Raters. Foi information about Florida's Energy Ef icienc , Code For Building Cotzstruction, contact the Department of Community Affair.: at 8501487-1824. - 1.nergyGauge® (Version: FLRCPB v3.21)