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Home My WebLink About142 Crown Colony Way 03-1349t7 ty PERMIT ADDRESS �� n \ ?C'ti� SUBDIVISION U) t. CONTRACTOR PERMIT # G - LI DATE ADDRESS Maronda Homes Inc. of Florida PERMIT DESCRIPTION 1 101 N Keller Rd. Ste. F 1 Orlando, 32810 PERMIT VALUATION C� J `�� C r CRC058496 96 407-475-9112 PHONE NUMBER SQUARE FOOTAGE PROPERTY OWNER ADDRESS PHONE NUMBER ELECTRICAL CONTRACTOR n MECHANICAL CONTRACTOR - o PLUMBING CONTRACTOR w� ' d y MISCELLANEOUS CONTRACTOR , PERMIT NUMBER MISCELLANEOUS CONTRACTOR FEE PERMIT NUMBER FEE CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 142 CROWN COLONY WAY for which permit 03-00001349 has heretofore been issued on 3/26/03 has been completed according to plans and specifications filed in the office of the Buildixt� ficial prior to the issuance of said building permit, to wit as .5;rlq�1Faa_* .lw ; complies with all the building, plumbing, electrileal, zo 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 DATE APPROVAL BUILDING: FIRE: Finaled Inspected ZONING: Inspected UTILITIES: Water Sewer Lines In ll M i+u Lines In Meter Sewer Set Tap Reclaimed Water ENGINEERING: Street Drainage \\ lS� `�5 Paved Maintenance Bond PUBLIC WORKS: Street Name Signs 11 to .$' Street Lights Storm Sewer Driveway 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 FEES PAID DATE AMOUNT 3/26/03 10.00 3/26/03 10.00 3/26/03 10.00 3/26/03 10.00 3/26/03 10.00 3/26/03 59.27 3/26/03 54.00 3/26/03 279.61 PAGE: 2 CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 142 CROWN COLONY WAY for which permit 03-00001349 has heretofore been issued on 3/26/03 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:SINGLE FAMILY SD IMPACT:SINGLE FAMILY 3/26/03 3/26/03 3/26/03 3/26/03 3/26/03 3/26/03 3/26/03 91.93 12.64 847.00 12.64 1384.00 650.00 1700.00 n 7 BUILDING OFFICIAL DATE CITY OF SANFORD. FL UTILITIES DEPARTMENT f REQUEST FOR FINAL REINSPECTION DATE, /z-/`.3A 3 ADDRESS Z5' (� CONTRACTOR THE BUILDING DEPARTMENT HAS PREPARED A C..OF 0.- FOR - THE ABOVE LOCATION AND THE INITIAL INSPECTION WAS ' DENIED DUE 70. UTILITY RELATED ITEMS. THE CONTRACTOR IS RE -QUESTING A. REINSPECTION OF' RELA T ED ITEMS AND IS NOW AS FOLLOWS. 6le.a- 4- - v�•'� i 7'�.e-S INSPECTOR H , _ �:-j ?'�.�R.�!sX�k�?'Fc-`R`�i!.?'�- �� ^-`',rrw�a:.�•�?rti. T�,.�'�[7-�-�r�ir,=•?-�:'?�—�—;-•�-._^�-�---r...:-.,T•��v'�:?tTi-^, CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE**** DATE; 1 \ 151 rid PERMIT ADDRESS: CONTRACTOR: PHONE #: Lyyl - Ln � -Q\\a The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. ' C 13/03 W �e �/ engineering iJo7 %�� ❑Fire Public Works ❑Zoning ❑Utilities OLicensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE**** DATE: 1ca PERMIT ADDRESS: 1LA2- C CCU.)'n- CONTRACTOR: PHONE #: yC,1- y1 —Q\ \a The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. Engineering OFire /12,0 public Works ��,n �x 1Zonin�g • �J Utilities OLicensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) I I l i i i • I I I I I I I • i vl I I � CERTIFCATE OF OCCUPANCY � ~' REQUEST FOR FINAL INSPECTIQaN� I I I I I I f- Ito I I I I I I **** SINGLE FAMILY RESIDENCE**** F� ' I I I I I y H I DATE: V Lo N 1 PERMIT #: ADDRESS: CONTRACTOR: u u I I U1+ Q C Hm I a � PHONE #: _LA d1 — yr) S —Q\\a The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. —,Engineering 7-Public `Vort ktilities CONDITIO] OFire OLicensing AVOM LAND SURVEYORS Address: 142 Crown Colony Way 300 COUNTY ROAD 427 50UTH LONGWOOD, FLORIDA 32750-5499 TELEPHONE: (407) 530-9050 FAX: (407) 339-3636 CERTIFICATE OF ELEVATION Legal Description: Lot 26, CROWN COLONY SUBDISION Plat Book 61, Pages 76, 77 and 78 Seminole County, Florida The Finished Floor Elevation of the house on Lot 26. meets or exceeds the requirements set forth in the City of Sanford Building Code, Sec. 6-7 (a). -iJ L 4Do 'mck F."�: avone Florida:Land Surveyor & Mapper Reg. No. 2005 L,censed F31simAss ?do. 5073 11-6-2003 Date Fieldwork Completed W.O.# 2003-15227 FEDERAL EMERGENCY MANAGEMENT AGENCY NATONAL FLOOD INSURANCE PROGRAM O.M.B. No. 3067-0077 Expires December 31, 2005 ELEVATION CERTIFICATE Read the instructions on awes 1- 7. SECTION A - PROPERTY OWNER INFORMATION For Insurance Company Use: BUILDING OWNER'S NAME Policy Number MARONDA HOMES INC. OF FLORIDA BUILDING STREET ADDRESS (Including Apt, Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. Company NAIC Number 142 Crown Colony Way CITY STATE ZIP CODE SANFORD FL 32773 PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) Lot 26 - Crown Colony BUILDING USE (e.g., Residential, Non-residential, Addition, Accessory, etc. Use a Comments area, if necessary.) RESIDENTIAL LATITUDE/LONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: ❑ GPS (Type): ( #t ' - ##' ##.##" or ##.#r ###) ❑ NAD 1927 ❑ NAD 1983 ❑ USGS Quad Map ❑ Other. SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP COMMUNITY NAME 8 COMMUNITY NUMBER B2. COUNTY NAME 113. STATE CROWN COLONY 1 1X IM SEf1 IDLE FL B4. MAP AND PANEL B7. FIRM PANEL 89. BASE FLOOD ELEVATION(S) NUMBER B5. SUFFIX B6. FIRM INDEX DATE EFFECT]W REMSED DATE B8. FLOOD ZONE(S) (Zone AO, use depth of fbodirg) 12117C 0045 E 07195 4117195 X B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in B9. ❑ AS Profile ❑ FIRM ❑ Community Determined ❑ Other (Describe): 1311. Indicate the elevation datum used for the BFE in 69: ❑ NGVD 1929 ❑ NAVD 1988 ❑ Other (Describe): B12. Is the building located in a Coastal Barrier -Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑ Yes ❑ No Designation Date SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: ❑ Construction Drawings' ❑ Building Under Constn coon' ❑ Finished Construction 'A new Elevation Certificate will be required when construction of the building is complete. C2. Building Diagram Number 1(Select the building diagram most similar to the building for which this certificate is being completed - see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) C3. Elevations — Zones A1-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 diagram specified in Item C2. State the datum used. If the datum is different from the datum used for the BFE in Section B, convert the datum to that used for the BFE. Show field measurements and datum conversion calculation. Use the space provided or the Comments area of Section D or Section G, as appropriate, to document the datum conversion. Datum NGVD 1929 Conversion/Comments WA Elevation reference mark used NIA Does the elevation reference mark used appear on thp FIRM? ❑ Yes ❑ No X a) Top of bottom floor (including basement or enclosure). a?5_ft.(m) M o b) Top of next higher floor _. _ft.(m) o c) Bottom of lowest horizontal structural member (V zones only) o 0 o d) Attached garage (top of slab) _. _ft.(m) _. J(m) E , o e) Lowest elevation of machinery and/or equipment w to servicing the building (Describe in a Comments area) X 0Lowest adjacent (finished) grade (LAG). ft.(m) ft. m E Z' o g) Highest adjacent (finished) grade (HAG) _. _ft.(m) in o h) No. of permanent openings (flood vents) within 1 ft. above adjacent grade o i) Total area of all permanent openings (flood vents) in C3.h —sq. in. (sq. cm) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. 1 certify that the information in Sections A, B, and C on this certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. CERTIFIERS NAME LICENSE NUMBER TITLE COMPANY NAME ADDRESS CITY STATE ZIP CODE SIGNATURE DATE TELEPHONE FEMA Form 81-31, January 2003 See reverse side for continuation. Replaces all previous editions IMPORTANT: In these spaces, copy the corresponding information from Sedion A For Invuance Company Use: BUILDING STREET ADDRESS (Induding Apt, Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. Policy Number CITY STATE ZIP CODE I Company NAIC Number SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. COMMENTS ❑ Check here if attachments SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WRHOUT BFE) For Zone AO and Zone A (without BFE), complete Items E1 through E4. If the Elevation Certificate is intended for use as supporting information for a LOMA or LOMR-F, Section C must be completed. El. Building Diagram Number _(Select the building diagram most similar to the building for which this certificate is being completed — see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) E2. The top of the bottom floor (induding basement or enclosure) of the building is _ ft.(m) _in.(crm) ❑ above or ❑ below (check one) the highest adjacent grade. (Use natural grade, if available). E3. For Building Diagrams 6-8 with openings (seepage 7), the nerd higher floor or elevated floor (elevation b) of the building is _ ft.(m) _in.(cm) above the highest adjacent grade. Complete items C3.h and C3.i on front of form. E4. The top of the platform of machinery and/or equipment servicing the building is _ ft.(m) in.(cm) ❑ above or ❑ below (check one) the highest adjacent grade. (Use natural grade, if available). E5. For Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, C (Items C3.h and C3.i only), and E for Zone A (without a FEMA4ssued or community - issued BFE) or Zone AO must sign here. The statements in Sections A, B, Q and E are correct to the nest of my knowledge. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVES NAME MARONDA HOMES INC. OF FLORIDA ADDRESS CITY STATE ZIP CODE 1101 NORTH TELLER ROAD, SURE F ORLANDO FL 32810 SIGNATURE „ DATE _ TELEPHONE 407475-9112 ❑ Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordnance 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. ❑ The information in Section C was taken from other documentation that has been signed and embossed by a licensed surveyor, engineer, or architect who is authorized by state or local law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. ❑ A community official completed Section E for a building located in Zone A'(without a FEMA-issued or communityassued BFE) or Zone AO. G3. ❑ The following information (Items G4-G9) is provided for community floodplain management purposes. G4. PERMIT NUMBER G5. DATE PERMIT ISSUED G6. DATE CERTIFICATE OF COMPLIANCEIOCCUPANCY ISSUED G7. This permit has been issued for. ❑ New Construction ❑ Substantial Improvement G8. Elevation of as -built lowest floor (induding basement) of the building is: _. 8.(m) Datum: G9. BFE or (in Zone AO) depth of flooding at the building site is: _. _ ft.(m) Datum: LOCAL OFFICIAL'S NAME TITLE COMMUNITY NAME TELEPHONE SIGNATURE DATE COMMENTS Check here if attachments FEMA Form 81-31, January 2003 Replaces all previous editions CITY OF SANFORD ENGINEERING PERMIT PERMIT NO. C) 3 ^ � This permit shall authorize work to be done in the City of Sanford based on the approved construction plans and this information provided below: Right of Way Utilization ....... ❑ Driveway ....... 0 Applicant Name: DEBBIE TIME Firm: MARONDA HOMES, INC. OF FLORIDA Address: 1101 NORTH KELLER ROAD, SUITE F, ORLANDO, FL 32801 TELEPHONE:407-475-9112 FACSIMILE:407-475-9115 Project Location or Address: LOT 26 - 142 Crown Colony Way Panel: 5 Subdivision: CROWN COLONY Title of Approved Development Plans: Schedule of Work: From: Proposed Activity: Driveway Installation ..... ❑X Bore and Jack .......... ❑ Other .................. ❑ Approval Date: To: Aerial Utilities .............. ❑ Open Cutting of Roadway..... ❑ Emergency Repairs ....... ❑ Underground Utilities ....... ❑ Sidewalk Installation........ ❑ Specific Description: ............................................................................................................................ Excavation Information: Total Length (FT) Number of Open Roadway Cuts Aerial Information: Length (FT) Number of Poles (Existing) (New) It is understood and agreed that the rights and privileges herein set out are granted only to the extent of the City of Sanford's jurisdiction and the right, title, or interest in the land to be entered and used by the permittee. The permittee shall at all times assure all risks of and indemnity, defend, save harmless the City of Sanford from and against all loss, cost, damage, or expense arising in any manner on account of the permit request by said permittee of the foresaid rights and privileges. In the event of any future construction of roadways utilities, stormwater facilities, or any general maintenance activities by the City becomes in conflict with the above permitted activity, the permittee shall remove and/or relocate as necessary at no cost to the City of Sanford, insofar as such facilities are within the public right-of-vjay. CALL THE P11—BLYC WORKS DEPT. AMO-5681 TO SCHEDULE A PRE -POUR INSPECTION • APPLICANT SIGNATURE ""'Lov~ `"' `*- '' `'�'� DATE: 3/5/2003 ............................................................................................. Reviewed: Public Works Date: Utilities Date: C� C� APPROVED: Engineering Date: FEE: �d COUNTY OF S[MINOL[ IMPACT F[[ 1:3TAlli�ME1\lT ISSU[D BY CITY OF 1';A1\lF0k1) STATEMENT NUMBER 103-75391 BUILDING PERMIT B _ _ (CITY) COUNTY NUMBER: __________ UNIT ADDRESS: /�' .�/L�\�//�'�` /]/T, ________________________._______.-- T|�hH'IC Z(/NL... JUkISDlCTI0N: --- 03C: TWPx TRA CT: PLAT BOOK: PLAT B[�OK PA(?E: �>�� ' BLOCKx '~--«� ----- OWN[R NAM[: ^ - �- 'i�'-� ADDRESS: -/�-�, /�f-/~�~~-�//JL3�'��--1 bw-�-�----------_--------_ � APPLICANT NAME: /' ____/________________________-. ADDRES3: ________________________________________________________,________ LAND USE CATEGORY: 001 - Single Family Detached House 7Y[`[' LKUU: Re,.idential WORK DESCRIPTION: Single Family Hcuee: Detached - Conotructiun ��`��-��-��-��_��-��_�� [EE BENEFIT RATE FEE 6NIT PA7E PER # & TYPE TOT#L �UE TYP[ DIST SCHEDULE DESC. UNIT OF UNITS _�_��-------------------------------------------------------------------------- �OA�S -ARTERIALS CO -WIDE O dw1 unit $ 705.00 1 $ 705.00 ROADS -COLLECTORS NORTH O Jm1 unit $ 142.00 1 $ 142.00 LIDRARY CO -WIDE O dml unit $ 54.00 1 $ 54.00 SCHOOLS CO -WIDE O dwl unit $1,384.()0 1 $ 1,304.00 _ AMOUNT DUE $ 2,285.00 R[C[IV[D BY:SIGN�TURE --------------- ------------------ --' |�KIHlHAM[) NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY ONN[R ANY) [NSi}RE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. *?** 0ISTRI2UTION: 1-COUNTY 3-CI7Y 2-APPLICANT 4-COUNTY **H(}T[** PFR��ON! ARE ADVISED THAT THIS IS A STATEMENT OF FEES WHICH ARE DUE AND PAYABLE PRIOR TO ISSUANCE OF A BUILDING P[RMI[. P[R(%UNS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATIONS OF THE ROAD, LIBRARY SYSTEM AND/UR EDUCATIONAL (SCHOOL) IMPACT FEES MUST BE EXERCISED BY FILING h WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIG'N0TU�i_. DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF T||E COUNTY LAND DEVELOPMENT CODE. COPIES OF THE RULES GOVERNING APPEALS MAY DE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 [A2T FIRST STREET, SANFORD, FLORIDA 32771; (407) 665-7174. PAYMENT SHOULD BE OADE TO: CITY OF SANFORD 1X]ILDING DLP&�lM[HT 300 NORT|| PARK SANFORD, FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFER[}iCE T|E STATEMENT NUMBER AND CITY BUILDING PERMIT NUMBER AT THE TOP =0011S STATEMENT IS VALID 01LY IN CONJUNCTION WITH ISSUANCE OF ATQ)� FAMILY BUILDING CITY OF SANFORD PERMIT APPLICAT O� i� 3 Permit No.: � 1 �� G DatVJ03/05/03 Job Address: 142 CROWN COLONY WAY Lot: 26 Parcel No.: 33-19-30-50S-0000-0260 (Attach Proof of Ownership & Legal Description) Description of Work: SINGLE FAMILY RESIDENCE Type of Construction: VI Flood Zone: X Valuation of Work: $ 92 460.00 Occupancy Type: X Residential Commercial Industrial Number of Stories: 1 Number of Dwelling Units: Zoning: Total Square Footage: 2,528 Owner: MARONDA HOMES INC., OF FLORIDA Address: _1101 NORTH KELLER ROAD. SUITE F City: ORLANDO State: FL Zip: 32810 Phone No.: 407-475-9112 Fax No.: 407-475-9115 Contractor: RUSSELL KEITH SUMMERS Address: 1101 NORTH KELLER ROAD, SUITE F City: ORLANDO State: FL Zip: 32810 State License No.: CRC058496 Phone No.: 407-475-9112 Fax No.: 407-475-9115 Contact Person: DEBBIE TIME Phone No.: Title Holder (If other than Owner): Address: Bonding Company: N/A Address: Mortgage Lender: N/A Address: Architect: TOMAS PONCE ##50068 Phone No.: 407-321-0064 Address: 4005 MARONDA WAY, SANFORD, FL 32771 Fax No.: 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. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. 1</4? 03/05/03 03/05/03 Signature of Owner/Agent Date Signature o Contractor/Agent Date RUSSELL KEITH SUMMERS RUSSELL KEITH SLWE%IERS Print Owner/Agent's Name Print Contractor/Agent's Name L"� 03/05/03 03/05/03 Signature of Notary -State of Florida Date Signature of Notary -State of Florida Date DEBBIE TIME �OF Flo DEBBIE TIME ornar o My Comm Exp. 2/5/05 9 w Pueuc No. CC 999378 w PUBLIC i My Comm Exp. 2/5/05 No. CC 999378 Personally Krwwn I I Odw I.D. PenorWly Krwwn I I Otlw I.D. Owner/Agent is X Personally Known to me or Contractor/Agent is X Personally Known to me or Produced ID Produced ID APPLICATION APPROVED BY: � Date: 03/05/03 Special Conditions: 45O S. o9 CITY OF SANFORD PLUMBING PERMIT APPLICATION Permit Number: �� Date: MAR,+ 2003 The undersigned hereby applies for a permit to install the following plumbing: Owner's Name: Maronda Homes Inc., of Florida Address of Job: _____142_Crown COl"n Way -------- Lot: 26_ Panel: 5 Plumbing Contractor: Residential: WILLIAM T. SELF 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 Sign ure CFC057039 State License Number CITY OF SANFORD ELECTRICAL PERMIT APPLICATION Permit Number: O � Date:—__B_2___ The undersigned hereby applies for a permit to install the following electrical: Owner's Name: Maronda Homes Inc., of Florida CNO Address of Job: Electrical Contractor: Residential: DANIEL G. Non -Residential: Number Amount Addition, Alteration, Repair Residential & Non -Residential New Residential: AMP Service / O 3 s-,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: Soo By Signing this application I am stating that I am compliance with City of Sanford Electrical Code. p cant's Signature EC0001663 State License Number CITY OF SANFORD MECHANICAL PERMIT APPLICATION Permit Number: �_ �3l�CtDate: MAR 1 2003 The undersigned hereby applies for a permit to install the following equipment: Owners Name: Maronda Homes Inc., of Florida Address of Job: ----------------------------------------------------------- 142 Crown Colon Way Lot: 26 Panel: 5 Mechanical Contractor: GARY CARMACK --------------------------------------------------- Residential _ _____ Non -Residential Amount (Nature of Work: Job Valuation: TOTAL DUE: By signing this application, I am stating that I am in complian with City of Sanford Mechanical Code. Applicant Signature CAC043900 ----------------------------------- State License Number U. On cey U. 4c U CCoe Coco A _ U. 0 W Z Z Z L U 94 � 0 V40 MARYANNE MOR-,E, CLERK OF CIRCUIT COURT SEMINULE CUUNIY BK 04734 PG 1021 CLERK'S N 2003039271 RECORDED 03/06/2003 12:57:46 PM REChkDINN fFFS 6.00 Rki:OROED BY 6 Narford NOTICE OF COMAUNCEMENT STATE OF FLORIDA COUNTY OF SEMINOLE TAX FOLIO NO. 25-133-6949 PERMIT NO. PARCEL NUMBER: 33-19-30-5QS-0000-0260 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 26 142 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 N/A Amount of Bond LENDER Name and address Bank of America. NA. 750 S. Orlando Ave #102 Winter Park FL 32789 ATTN: DAN FINNEGAN Phone (407) 646-6304 Fax (407) 644-2388 Persons within the State of Florida designated by owner upon Whom notice or other documents may be served as provided by Section 713.13(1), (a), 7., Florida Statutes. Kamaf Title, 200 W. let St., Sanford FL 32771 Fax: 407-330 5062 Phone: (407) 322 9484 In addition to himself, Owner designates (Name and address) provided in Section 713.13(2), (b), Florida Statutes. or to receive a copy of Lienors Notice as Expiration Date of Notice of Commencement (The expiration date is 1 year from the date of recording un17� afferent date is specified.) RUSSELL K SUMMERS Maronda Homes, Inc. of Florida Vice President - Construction Sworn to and subscribed before me this 6 .t- day of _, 2003. Notary Public �1,4R 6 . (94PvswL*j OE881E TIME �Q.,®My Comm Eq. 2r.*V5 CENTOED 91 No. CC M7378MANYANNe MOASE w'°""':I°"'"i.o'. 6iiK OF CIRCUIt =Wr MMIN�O - t NTY. 1= xiD/ 4. 5. 6. 7. 8. 9. 10. 11. 12. 13. 14. 15. DATE: Wednesday, March 05, 2003 SIGNATURE: CITY OF SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 26 Subdivision: CROWN COLONY Property Address: 142 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). ❑x 2. Two (2) complete sets of construction design drawings drawn to scale. Complete sets to include: 0 a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. ❑O b. Floor plan indicating interior wall partitions and room identification, room dimensions, door, window, and/or opening sizes, smoke detector, distances from walls are to be shown. Note the State of Florida requirements for bath door for compliance of Handicapped Code (F.S. 553, Part 5). O c. Elevations of all exterior walls, east, west, north and south. Finish floor elevation height as per City Engineering Department or subdivision plat. M d. Cross sections of all wall sections to be used in the structure. Bearing non -bearing interior and exterior. Show all components of wall section. ❑ e. Framing plan for floor joists where conventionally framed. Plan to indicate span, size and species of materials to be used. M 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 422 S.F. Porch (s)/ Entry(s) S.F. Patio(s) S.F. Conditioned structure 2,095 S.F. Total (Gross Area) 2_l_517S.F. O 3. Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97). rx-1 4. Soil analysis and/or soil compaction report. If soils appear to be unstable or if structure to be built TO FOLLOW N/A 5. N/A N/A N/A ON 6. on fill, a report may be requested by the Building Official or his representative. Other submittal Documents: a. Utility letter or approval when public water supply and/or sewer system connection to be made. b. Septic tank permit to be obtained from Seminole County Health Department at: 400 West Airport Boulevard, Sanford, FL (407) 665-3600. c. Arbor permit when trees to be removed from property. Contact the City Engineer for details regarding the arbor ordinance and permit. Application to be completed thoroughly and signatures provided by a licensed and insured contractor. OWNER/BUILDER MUST APPEAR IN PERSONS TO SIGN APPLICATION AS PER FLORIDA STATE STATUTE 489. Subcontractor license numbers must be included on the application. If electrical, mechanical or plumbing permits have not been issued, inspections will not be scheduled or made and subcontractors will be subject to penalty under the City Ordinances REQUIRED INSPECTIONS DURING AND UPON COMPLETION OF CONSTRUCTION 1. Footer 2. Underground, electrical, mechanical and plumbing 3. Foundation elevation survey 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 (By Owne or Authorized Agent) I PLOT PLAN for. MARONDA HOMES. INC. DESCRIP110N: LOT 26, CROWN COLONY SUBDIVISION CORDED IN PLAT BOOK 6 I PACE( 76 thn) 76 Puet/c RECORDS SEMINOLE COUNTYFLORIDA a 5' 1 or 20' GRARIIC 9CAE BUILDING SETBACKS FRONT: 25' REAR: 20' i SIDE. 7.3E SIDE STREET: 20' BUILDING LINE. 60' LOT4, BLOCK 'B' LOT 3, B L O C K ' B' IDYLLWILDE OF LOCK ARBOR SECTION - G PLAT BOOK 21. PAGE 40 1{p NOD° 1 1'46'IA/ 72.50E ATURP` G20U w OI 3 si A°)' 10 LOT 27 Ac LOT 26 CONTAINS 10.003 SOUARE FEET/0.230 ACRES +/- FLOOD CERTIFICATION BASED ON THE FEDERAL EMERGENCY MANAGEMENT AGENCY FLOOD INSURANCE RATE MAP, THE STRUCTURE SHOWN HEREON DOES NOT LIE WITHIN THE 100 YEAR FLOOD HAZARD AREA. THIS STRUCTURE LIES IN ZONE ' X '. COMMUNITY PANEL Na 120289 0040 E EFFECTIVE DATE: APRIL 17. 1995. MAP REVISION DATE: (SUBJECT TO CHANGE) --20' D.E. — — — _ _ FL_00 _ LAB ELEVAI $ MUST BE 16" ABOVE C OF ADJACENT ROAD UI OTHERWISE APPROI NOTES: 1. BEARINGS ARE BASED ON THE CENTERLINE OF CROWN COLONY WAY BEING SOO'II'46 E. 2. ELEVATIONS AND LOT DRAINAGE TYPE SHOWN HEREON ARE BASED ON SITE ENGINEERING PLANS FOR THE PROLECT. I BUILDING TIES ARE TO FOUNDATION. 1. PLOT PLAN ONLY. LOT HAS NOT BEEN STAKED IN THE FIELD. THIS IS NOT A SURVEY. uI 24' Q . CONCRETE PATIO co 50.00' b MODEL: GEORGETOWNA' Q (4-2) BLOCK WITH 10' x 24' CONCRETE PATIO FINISHED FLDOCC ELEVATION : 4B. 81 DRAINAGE TYPE "A° 11.50E w Ic W-1 1: CONCRETE DRIVE 'eto4rjrs�L i i i I,,� .24115E D '28 �%00 .g 55 � G5 O2 38 E 9.000 �� G, io 1 I. DO' LOT 25 O m 9 N NC� �r( WAY � CE P.C. 500E 1 I'-46'E 0- THE UNDERSIGNED AND CAVONE. INC LAND SURVEYORS and MAPPERS MAKE NO RESERVATIONS DR 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 l0 REFLECT OR SET FORTH ALL SUCH MATTERS. SUCH INFORMATION SHOULD BE OBTAINED AND CONFIRMED BY OTHERS THROUGH APPROPRIATE TITLE VERIFICATION ABBREVIATIONS/LEGEND. NO. -NUMBER P.T.-PANT OF TANGENCY CONC-CONCRETE WE.- WALL EASEMENT F.E.-FENCE EASEMENT R.-RADIUS P.1-POINT OF INTERSECTION L.S.-LAND SURVEYOR P.R.C.-P61NT OF REVERSE CURVATURE O.E.-DRAINAGE EASEMENT GE, UTILITY & CH. -CHORD P.C.-POINT OF CURVATURE O.R-OFFICIAL RECORDS P.C.C.-POINT OF COMPOUND CURVATURE U.E.-UTILITY EASEMENT CENTERLINES A/C -AIR CONDITIL.B. -LICENSED ONERS PAD aDELTA CEN�114A�L Ali1Ka DALI.E.-OP.AINAGE & UTILITY EASEMENT UTTLIT'Y EASEMENT D.U.&SE.-SDDEWA K EASEMENT A VONE.9 INC. LAND SURVEYORS AND MAPPERS 300 SOUTH RONALD REAGAN BOULEVARD LONGWOOD. FLORIDA 32730-3499 TELEPHONE (407) 830-9080 FAX No. (407) 339-3636 E-MAIL: CAVONE O CFL.RR.COM THIS SE VEY NOT VALID UNLESS EMBOSSED WIN THE SIGNATURE AND RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER /o ' I i1 ft DOMINICK F. CAVONE - PRESIDENT FLORIDA SURVEYOR & MAPPER NUMBER 2005 LICENSED BUSINESS NUMBER L.B.5073 LOT by CHIP CAOD FILE: CROWNCOL 26. D WC W.0.2003-2036 LAjaronda Homes ====j AN EASILY OBSERVABLE BETTER VALUE! 1101 NOR7'11 KF.LLFR ROAD, SUITE F • ORLANDO, FLORIDA 32810 407-475-9112 • FAx: 407-475-9115 LETTER OF AUTHORIZATION ❑ CITY OF DELTONA ❑ VOLUSIA COUNTY ❑x CITY OF SANFORD ❑ 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 26 in 142 CROWN COLONY WAY. RUSSELL KEITH SUMMERS, 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. �OF rto DEBBIE .7. OTARY o My Comm EAp.:J5/05 PUBLIC No. CC 999378 Q44� Penonelry Ifno n I I Ou- I D NOTARY PUBLIC C:\Documents and Settings\dtime\My Documents\LOA Keith Summers for City of Sanford.doc 4 FORM 60OA-2001 FLORIDA ENERGY EFFICIENCY CODE ' FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: GEOR TOWN 4 B Builder: MARO A HOMES Address: / a wQ.t.� Permitting Office:11 City, State: o Permit Number: Owner: E RICT Jurisdiction Number: Climate Zone: Central 1. New construction or existing New 12. Cooling systems 2. Single family or multi -family _ Single family _ a. Central Unit Cap: 40.5 kBtu/hr 3. Number of units, ifmulti-family I _ _ SEER: 11.00 4. Number of Bedrooms 4 b. N/A _ 5. Is this a worst case? _ ye 6. Conditioned floor area (ft') 2095 ft, c. N/A 7. Glass area & type a. Clear - single pane 192.0 ft' _ 13. Heating systems b. Clear - double pane 0.0 f? _ a. Electric Heat Pump Cap: 40.5 kBtu/hr c. Tint/other SHGC - singlc pane 0.0 fr _ _ HSPF: 7.20 d. Tint/other SHGC - double pane 0.0 ft' b. N/A _ S. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 235.0(p) ft c. N/A b. N/A _ c. N/A 14. Hot water systems 9. Wall types _ a. Electric Resistance Cap: 50.0 gallons a. Concrete, Int Insul, Exterior R=4.2, 1322.0 fe _ _ EF: 0.93 b. Frame, Steel, Adjacent R=11.0, 328.0 fP b. N/A _ c. N/A d. N/A _ c. Conservation credits e. N/A (HR-Heat recovery, Solar 10. Ceiling types _ DHP-Dedicated beat pump) a. Under Attic R=19.0, 2297.0 ft' 15. HVAC credits PT b. N/A _ (CF-Ceiling fan, CV -Cross ventilation, i c. N/A HF-Whole house fan, 11. Ducts _ m PT-Programable Thermostat, a. Sup: Unc. Ret: Unc. AH: Garage Sup. R=6.0, 200.0 ft _ M7_-C-Multizonecooling, b. N/A I NE-H-Multizone heating) � Glass/Floor Area: 0.09 Total as -built points: 29802 PASS Total base points: 30943 I hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code. PREPARED DATE: MAR n 7 200 1 hereby certify that this ilding, as designed, 's in compliance with the/Ploridb Energy Code_ /( OWNER/AGEN DATE: -MAR 0 7 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: EnergyGaugeO (Version: FLRCPB v3.21) y�yp4 T HE ST,y1�O�n `SOD WB'r� - FORM 60OA-2001 SUMMER CALCULATIONS 1 Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned X BSPM = Floor Area Points Type/SC Overhang Ornt Len Hgt Area X SPM X SOF = Points .18 2095.0 25.78 9721.6 Single, Clear Single, Clear NW NW 1.0 6.0 1.0 6.0 16.0 16.0 37.74 37.74 0.97 0.97 587.4 586.5 Single, Clear NE 1.0 6.0 16.0 43.65 0.97 678.1 Single, Clear .SW 1.0 3.0 5.0 52.82 0.82 216.6 Single, Clear SW 1.0 8.0 40.0 52.82 0.99 2092.6 Single, Clear NE 1.0 5.0 20.0 43.65 0.95 832.2 Single, Clear Single, Clear NW NW 1.0 4.0 1.0 3.0 10.0 5.0 37.74 37.74 0.92 0.87 348.6 165.1 Single, Clear SE 1.0 6.0 32.0 56.64 0.96 1746.4 Single, Clear SE 1.0 6.0 32.0 56.64 0.97 1750.7 As -Built Total: 192.0 9004.2 WALL TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Adjacent 328.0 0.70 Exterior 1322.0 1.90 229.6 2511.8 Concrete, Int Insul, Exterior Frame, Steel, Adjacent 4.2 11.0 1322.0 328.0 1.16 1.00 1533.5 328.0 Base Total: 1650.0 2741.4 As -Built Total: 1650.0 1861.5 DOOR TYPES Area X BSPM = Points Type Area X SPM = Points Adjacent 18.0 1.60 Exterior 38.0 4.80 28.8 182.4 Exterior Insulated Exterior Wood Adjacent Wood 20.0 18.0 18.0 4.80 7.20 2.40 96.0 129.6 43.2 Base Total: 56.0 211.2 As -Built Total: 56.0 268.8 CEILING TYPES Area X BSPM = Points Type R-Value Area X SPM X SCM = Points Under Attic 2095.0 2.13 4462.4 Under Attic 19.0 2297.0 2.82 X 1.00 6477.5 Base Total: 2095.0 4462.4 As -Built Total: 2297.0 6477.5 FLOOR TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Slab 235.0(p) -31.8 Raised 0.0 0.00 -7473.0 Slab 0.0 -On -Grade Edge Insulation 0.0 235.0(p -31.90 -7496.5 Base Total: .7473.0 As -Built Total: 235.0 -7496.5 INFILTRATION Area X BSPM = Points Area X SPM = Points 2095.0 14.31 29979.5 2095.0 14.31 29979.5 EnergyGauge®DCA Form 60OA-2001 EnergyGauge&FIaRES'2001 FLRCPB v3.21 FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT Summer Base Points: 39643.0 Summer As -Built Points: 40095.0 Total Summer X System = Cooling Total X Cap X Duct X System X Credit = Cooling Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (DM x DSM x AHU) 39643.0 0.4266 16911.7 40095.0 40095.0 1.000 1.00 (1.087 x 1.150 x 1.00) 0.310 1.250 0.310 0.950 0.950 14760.6 14760.6 EnergyGaugeTm DCA Form 60OA-2001 EnergyGauge®/FIaRES-2001 FLRCPB v3.: FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS:,,, PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned X BWPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X WPM X WOF = Point .18 2095.0 5.86 2209.8 Single, Clear NW 1.o 6.0 16.0 12.23 1.00 195.3 Single, Clear NW 1.0 6.0 16.0 12.23 1.00 195.3 Single, Clear NE 1.0 6.0 16.0 12.00 1.00 192.0 Single, Clear SW 1.0 3.0 5.0 9.22 1.06 48.8 Single, Clear SW 1.0 8.0 40.0 9.22 1.00 370.2 Single, Clear NE 1.0 5.0 20.0 12.00 1.00 240.1 Single, Clear NW 1.0 4.0 10.0 12.23 1.00 122.0 Single, Clear NW 1.0 3.0 5.0 12.23 1.00 60.9 Single, Clear SE 1.0 6.0 32.0 8.34 1.02 272.8 Single, Clear SE 1.0 6.0 32.0 8.34 1.02 272.6 As -Built Total: 192.0 1970.1 WALL TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Adjacent 328.0 1.80 590.4 Concrete, Int Insul, Exterior 4.2 1322.0 3.26 4309.7 Exterior 1322.0 2.00 2644.0 Frame, Steel, Adjacent 11.0 328.0 2.60 852.8 Base Total: 1650.0 3234.4 As -Built Total: 1650.0 5162.5 DOOR TYPES Area X BWPM = Points Type Area X WPM = Points Adjacent 18.0 4.00 72.0 Exterior Insulated 20.0 5.10 102.0 Exterior 38.0 5.10 193.8 Exterior Wood 18.0 7.60 136.8 Adjacent Wood 18.0 5.90 106.2 Base Total: 56.0 265.8 As -Built Total: 56.0 345.0 CEILING TYPES Area X BWPM = Points Type R-Value Area X WPM X WC = Points Under Attic 2095.0 0.64 1340.8 Under Attic 19.0 2297.0 0.87 X 1.00 1998.4 Base Total: 2095.0 1340.8 As -Built Total: 2297.0 1998.4 FLOOR TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Slab 235.0(p) -1.9 -446.5 Slab -On -Grade Edge Insulation 0.0 235.0(p 2.50 587.5 Raised 0.0 0.00 0.0 Base Total: -446.5 As -Built Total: 235.0 587.5 INFILTRATION Area X BWPM = Points Area X WPM = Points 2095.0 -0.28 -586.6 2095.0 -0.28 -586.6 EnergyGauge® DCA Form 60OA-2001 .. EnergyGauge®/FlaRES'2001 FLRCPB v3.21 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , BASE PERMIT #: AS -BUILT Winter Base Points: 6017.7 Winter As -Built Points: 9476.9 Total Winter X System = Points Heating Total X Cap X Duct X System X Credit = Heating Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (DM x DSM x AHU) 6017.7 0.6274 3775.5 9476.9 1.00 (107 1.250 x 1.00)0.474 0.950 5336.7 EnergyGaugelm DCA Form 60OA-2001 EnergyGauge&FIaRES'2001 FLRCPB v3.21 FORM 60OA-2001 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #: BASE AS -BUILT WATER HEATING Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 4 2564.00 10256.0 50.0 . 0.93 4 1.00 2426.15 1.00 9704.6 As -Built Total: 9704.6 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points = Total Points Cooling Points + Heating + Hot Water = Total Points Points Points 16912 3776 10256 30943 14761 5337 9705 29802 PASS ��oFTRE sr4.,,o `LoD NWE'�� EneigyGaugel" DCA Form 600A-2001 EnergyGauge®/FIaRES'2001 FLRCPB v3.21 FORM 60OA-2001 Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS:,,, PERMIT #: 6A-21 INFILTRATION REDUCTION COMPLIANCF CI-IFCKI IST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE I Exterior Windows & Doors 606.1.ABC.1.1 Maximum:.3 cfm/s .ft. window area; .5 cfm/s .ft. door area. CHECK 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 comers; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from, and is sealed to the foundation to the top plate. Floors 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 to the erimeter, penetrations and seams. Ceilings 606.1.ABC.1.2.3 Between walls & ceilings; penetrations of ceiling plane of top floor; around shafts, chases, soffits, chimneys, cabinets sealed to continuous air barrier; gaps In gyp board & top plate; attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is sealed at the erimeter, 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-sto Houses 606.1.ABC.1.2.5 1 Air barrier on perimeter 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, have combustion air. bA-zZ OTHER PRESCRIPTIVE MEASURES must be met or exceeded by all residences. COMPONENTS SECTION REQUIREMENTS Water Heaters 612.1 Comply with efficiency requirements in Table 6-12. Switch or clearly marked circuit breaker electric or cutoff as must be provided. External or built-in heat trap require 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 efficienc of 78%. Shower heads 612.1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and installed in accordance with the criteria of Section 610. Duds in unconditioned attics: R-6 min. insulation. HVAC Controls 1607.1 Separate readily accessible manual or automatic thermostat for each system. Insulation I604.1. 602.1 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. Energy Gauge U1 DCA Form 60OA-2001 EnergyGauge®/FlaRES-2001 FLRCPB v3.21 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 83.9 The higher the score, the more efficient the home. ELECTRIC.... 1. New construction or existing New 12. Cooling systems 2. Single family or multi -family _ Single family a. Central Unit 3. Number of units, if multi -family _ I 4. Number of Bedrooms 4 b. N/A 5. 1s this a worst case? _ Yes 6. Conditioned floor area (ft') _ 2095 fe c. N/A 7. Glass area & typc a. Clear - single pane 192.0 ft' 13. Heating systems b. Clear - double pane _ 0.0 fe _ a. Electric Hear Pump c. Tint/other SHGC - single pane 0.0 ff d. Tint/other SHGC - double pane _ 0.0 W b. N/A S. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 235.0(p) ft c. N/A b. N/A - c. N/A 9. wall types 14. Hot water systems a. Concrete, lot Insul, Exterior _ R=4.2, 1322.0 W a. Electric Resistance b. Frame, Steel, Adjacent _ R-1 1.0, 328.0 ft= b. N/A c. N/A d. N/A e. N/A _ c. Conservation credits 10. Ceiling types (I-IR-Meat recovery, Solar a. Under Attic _ DHP-Dedicated beat pump) b. N/A R=19.0, 2297.0 ft- _ 15. HVAC credits c. N/A (CF-Ceiling fan, CV -Cross ventilation, ] 1. Ducts IiF-Whole house fan, a. Sup: Unc. Ret: Unc. AH: Garage _ Sup. R=6.0, 200.0 ft PT -Programmable Thermostat, RB-Attic radiant barrier, b. N/A NIZ-C-Multizone cooling, MZ-H-Mubizooe heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features wlvch will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Codeccgmpliaat-P�aif1 r , - G "� 07 Builder Signature: � e: Date:MAR 2003 Address of New Home: City/FL Zip: Cap: 40.5 kBtu/hr _ SEER: 11.00 Cap: 40.5 kBur/lrr _ HSPF: 7.20 Cap: 50.0 gallons EF: 0.93 PT, *NOTE: The home's estimated energy peformance score is only available through the FLARES computer program. This is not a Building Energy Rating. If your score is 80 or greater (or 86 for a US EPA/DOE Energy.$'tar mdesignation), Your home may qualify for energy efficiency mortgage (ELM) incentives ifyou obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge web site at www.fsec. u f edu for information and a list of certified Raters. For information about Florida's Energy E-fficiency Code For Building Construction, contact the Department of Community Affairs at 8501487-1824. - - EnergyGauge® (Version: FLRCPB v3.21) Maronda Systems Maronda Systems 4005 Maronda Way Sanford FL 32771 (407) 321-0064 Engineer of Record: Tomas Ponce, P.E. 1005 Vannessa Dr. Oviedo, FL 32765 Design Criteria: TPI Design: Matrix Analysis TEE-LOK software PLAN JOB # LOT ADDRESS DIV/SUB MODEL 6CCO2601 26 142 CROWN COLONY WAY ORLN-CRC GTNA4 RIGHT Fax (407) 321-3913 FL PE # 50068, GEORGETOWN A 4 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 ASCE 7-98. These trusses are designed for an enclosed building. Truss ID Run Date Drawing Reviewed Truss ID Run Date Drawing Reviewed No. of Eng. Dwgs: 37 Layout 10-17-00 H 1-9-02 Roof Loads - VT 4-11-01 H1 1-9-02 TC Live: 16.0 psf TC Dead: 7.0 psf BC Live: 0.0 psf BC Dead: 10.0 psf HIP 10-20-00 J 1-9-02 A 1-9-02 J1 1-9-02 Al 1-9-02 J1A 1-9-02 A3 1-9-02 J16 1-9-02 Total 33.0 psf A4 1-9-02 J 1 C 1-9-02 A5 1-9-02 J1D 2-9-02 DurFac- Lbr: 1.25 DurFac- Plt: 1.25 O.C. Spacing: 24.0" A6 1-9-02 J2 1-9-02 A7 1-9-02 J3 1-9-02 B 1-9-02 J4 1-9-02 131 1-9-02 J5 1-9-02 132 1-9-02 J6 1-9-02 B3 1-9-02 J7 1-9-02 C 1-9-02 oe C2 1-9-02 C3 1-9-02 D 1-9-02 D 1 1-9-02 D2 1-9-02 D3 1-9-02 D4 1-9-02 D5 1-9-02 E 1-9-02 INV # I DESC QNTY DATE: FEB 2 5 2003 18331 EHUH26 9 18330 EHUH28 18360 SKH26R 18361 SKH26L 18362 SUH26 18370 THJ26 5 18336 EHUH28-21 1 SEAT PLATES 141 4 N Q M 24-0 0 26-0 J6 IJ4 CS V \\CC�J1s �LSUl�5c3J ��J ?s JOB NUMBER: GT2A4 4 J2 ~ IJ2 CUSTOMER: JOB NAME: GEORGETOWN 1 & 2 A 4 1� D5- 1 PLY ` \ THJ26 HANG tIt \ D4 / THJ26 HANG D3 / R DRAWN BY: tl DATE: 10.17.00 I PITCH:6/12 O.H.: 12" BEARING: 8" LOADING : 33psf �2 SET' D' GIRDER 4" OFF INSIDE OF WALL cTF v _> D2 D2 IDl D1 I\ VOLUME CEIL- G I D1 I D1 II D1 D-2PLY 1,16 J4 w z _ r 1�fm z I = \ I y r A - VOL ME / CEILI G\ ur11 � z x N i w / CAEk CL M w a AI I HA VT25 . J1 11 VT2411z/ /V M LUto — VT23 / / J1 J _ I I I I I _ V / ' J1 JI ,P1 IJ IJ J _ I J1 J J J IJ - J J I J VOLUME CEILI I ODD SPACE J J AI 1,13 - r _ � J 1"Eltl J7 n 7 1 t 1 VT15B I y L —C- JrCl.1/iL UHd LC J I 19-4 50-0 J 3 4 co 4 M FEB 2003 ` ,CAUTION i �'�Ar� `CA,UTION ideritlties safe operating ri- � r�� practices;or,,indica(tesunsafe-contlitions that��coufdl . �r1-Iq r ci �;:: r rn, , •� I,1..J:.L�.frF d ,, ,? u i �., i r ': t result �n,persoraf In�ury•,aTMdamageao structures.=::_; I B-91 Summary She -et COMMENTARY and RECOMMENDATION'S for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES isthe resoonsibilityo`the installer(builder, buildinocontrac'or licensed contractor, _ectoror erection conrractor) to properlvreceive unload store handle install and 'ace metal plate connected wood trusses to protect life and groper-ty. The installer ust exercise the same high degree of safety awareness as with any other structural aerial. TPI goes 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 used Loon the coliective experience of leading technical personnel in the wood CAUTION he builder, buildinrg contractor, 0icensed. contractor, erectoror'erection con,tractortsaduiserl a to obtain and read the entire b6ok ,Iet "Commentary, and Recor m,gnactions for Handiing, Installinc Br; c ing1!lc,:a,PlateConnectedWoodTrusses 1fIB �V ;rorn me;Gruss Plate.lnstitude. . 1�lAR'NING r A tiVARNING descF�bes a conditiotn ci -r�where,failuretofoltoyulns�ructeonscoulresuf�n:,' ,Q _ , ;,,seyere'personal injury or:,darrage tostructur.,s . •'. 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, Le presented as a guide forthe use of aqualified building designer or installer. This, the Truss Plate Institute, Inc. expressly disclaims any responsibility for damages arising from the use, applioation or reliance on the recommendations and information contained herein bvbuilding designers, installers, and others. Cooyri h, © by Truss Plate Institute, Inc. All rights reserved. This document or any pa" thereof must not be reproduced in any form without written permission cf the publisher. Printed in the United States of America. CAUTION Alltempgrarybracingshould be no less I ` thanx4 grade marketli lumber ^All connections' shouli3 be made wilthimtnimum of 2 i6d;nalls. All :trusses assumed 2' ©n center or lesa Alhmulii-Ply. ��I+i f f ..;trusses shoultl be conneet�d togettierr in accor- dance-wothAesign urawmgs pnor:to,tnstallation. TRUSS STORAGE I CAUTION Trussesshouldnofbe.' unloaded on rosugh Drain Or,un' even surfaces wrich could cause' darriaae tothe'truss.'. �CAUTiON TrEasses stored horizontally w Y =k' v '` " •- •= r 4 , CAUTION rTrusses store ve-rttcallylsnould he °tr supported,on blocking io preve.nt excessive'lateral , ' r„ t _: �r v L�,•" :.�, y, 4s i yid ;ti x { �f "r lI]raCBd tD reVent t0 p lln (or tt to PP PR 1g ., ._ J} bendingyat�d lessen moisture gain HiL i i 4 � is :-.F _._ f y,-.� 'r..t e 12:-i �:`r.' t � , ?WA'RNING iDo not�breaktbandin un%il installationit .s�'tLJ NGER ,'; a nod store bwndlesllfu ni lit unless:' lf�a,r_'`... 1 7al�hp't-4[Y 9 - �rbngins Gare should ie`exefc�sed tr,r�andtng rt:�,4 t R�,properlybracbd bonotbreakbandsluntil"bund9es m0.val t0 aV0 d s +. �, e^ 5. l „ 1i n �—ii = _ i shlfttn ofstnaivdu�l;frusses`r , �,!, ,;, -aree aaced.m'a's£atlewhonz;or.ai{; oslfiior , , °;,` T•L* .l` , Ne7 ,: r7 .y slh- ,' 5Yxnr . ail tt a •.� )!.i",{�Ar� _:r��a_a �..�� . �:r7 '?7u ruN nr v �:fT,k; iY 'f}.1.19 ra{",�r. 4C.,Y , �1 . 1 :"Fit ih t 7 ��" , ..� h am:•f �tt-iu' � IS Wf :Y�„uA rilt f Ua,-N� L , f• { lb' fSER�.'�'alktn •o- `fi�ru's5e whv:eh1a.:�yt 'flai✓'�� y fit t AR^1i�1©�s Dry of primbund� d 1u g?€ 5 5J I:rr. 9, v 'yI 6anrts�Do no ?`" - ,�'r'a"' _k.fa"trc°:isextremel�j,t;dapgerousand tstiaulda be strictly t use damaged trusses., Ic yj�y} crJ 4 M E 2 r [ 4I k rbhib.lted Frame 1 eM.gK ��y [r; _+f�" x� ,,. d+�"s+m�� r?rati a♦! Y,s144✓ I' 4b $�s 5.tt�ar'.,,lYF.�rrH!bdi#�ri. Tag Line GrR©L91�� rR��ING:9f�!! SING f?�T`RI�R-.i brace _ ...•nee•mrrc„-ac.r.�s,cwe,tt,uf�rtnllin.��S:.li'S�;t3131- ;�ti?AisP�. ar1�'�,st-u4�r'�° e�F:; GRbb'Na,l"B "ACl�NGDING'CX7�'.., RIOR; Top Chord Typical vertical ettechmeni End Wall r n Plan Blocking Ground Brace Verticals (GBV) Strut *CV (ST) ,ntal tie member with a (liT) pv'tru" of bra, cup of truane (E8) Frame 2 12 4 or greater I �tncl V4r (t fIJ RI:-Al110, 0 r . Tap chords that are laterally braced can buckle togeth Brand cause collapse if there iano diago- �. nal bracing. Diagonal bracing ahou{d benailcd to the underside of the top chord when purling are attached to the topside of the top chord. IIII � i TOP CHL - RD L,iili9i,lll.iJf'I 'MINIMUM'�LATERABBRAI`{DB BRPCti,III "01 I'l' SPAGING LB siS)ssesi( SP 1 15 Over 32' - 48' 1 4/12 6' 10 7 Over 48' - 60' 4112 5' g 4 Over 60' See a registered professional engineer ur - Liouglas r-ir-iarcn HF - Hem -Fir sr - southern Pine SPF - Spruce -Pine -Fir Continuous Top Chord All lateral braces Lateral Brace lapped at least 2 Required ') trusses. 10" or Greater f / z 7 i Attachment like�u a tl Required 'WARN IPJG::Failurefofollowi#here recommendations could.resulG tr1 ."i` severe personal injury or damage to - trusses or, buildings.. TOP CHORDS frl1N1MUPA ITC,o CHORD DIAGOf•IALBRAC,E PITCH n "j!'LA rERAL 3N.,I ,,rIIJG DBS) SPAN I DIFFER'NCE�SPACING, 5S1 [w trusses] SP/DF SPF/HF UD to 28 2.5 7' 1 1 7 t Over 28 - 42' 3.0 6' g 6 Over 42' . 60, 3.0 5'1 5 3 Over 60' I See a registered professional engineer 9F - Douglas Fir -Larch SP - Southern Pine iF - Hem -Fir SPF - Spruce -Pine -Fir Ocillinuous Top Chord :_ateral S-ac leculrcd 10" or Gr r.17a-h,ment Required - All lateral braces lapped at least 2 trusses. '';PITC6-vG® TRUSS t 12 % .k sl /( IS, J , �\\ \�i Top chords that are laterallybracedcan bu�kie /yy QQ �w 5 togetherand cause collapse if there is pc diegc- net bracing, Diagonal bracing Should be Wailes to the underside of the top chc-d when purlin., are attached to the topside of the top chord. - SCISSORS TRUSS) EI Frame 3 30110M.,Ghora diagona at h end of the buH sf a 2s.tOp:chqr'd,-"i E U to 32' Over 32'. Over 48 - 60' Over 60 IIisp 4/12 1 4/12 4/12 se- a registered 15, 15' is, professional u 20 1 15 10 1 7 6 4 �engineer ,-,�...:.DF"Douglas firm'Larch.. out h ern Pine S HF Hern-Fir SPF Spruce -Pine -Fir ---'� d j ateral braces lapped at least 2 V, tr6ss6s, P WOO . .......... .. W. .7191, Elk g . . . . . ...... --s . . . . . . . . . . . . . "Im ............................ . . . . . . . . . . . . . . . . . . . . . . . . . 40 to S S:11 T.A.P.Ing..,re.peatecl ��IIi'IIa'4II: IIl ----------- I •�dII � � I I�III�� I Ii1 h ��;!I.. I'+IjII� frU,I:+I �MLiI � �01 !III�IIA III�i�; II; I( 1I%� . D�MI" ,Ni �T,I9MnryI IiI III �lI� �111� iI l'I •�l :E I liI 01A A 11rI 11, 1"011RAC 'Jt4 B, 1 �l lI1''j Sll, sio!P.I!IIiIIill�Adiil' �l��I� �:Ir, I�:I4��!I�.� 'j�(I�I�IH lIIlIfII'� � ��li I:I�'IhlITLSI4l��a�Ild B C 11!I I�lNJG 1 TT l',lIIIl+ ll�,;ll�'II . ;:lIll�i�lIl!I 11i .IrII�I�� :I�AE�' I�fBfP�l;1,lN1ipC:l lII�Il l l,RlI�I;!'�I.IT,;giuII :�Iu�!IIIIE �III�lII�IrI j�i, 1, I, ilii'i, ';;!S P/,D F,Ii 11!.j S P f7l H F!j:qU LID to 32' 30'. a, 1 16 10 Over 32' - 48'1 42" 6. 6 4 Over 48'- 60'1 413" 5' 4 2 Over 60' See a registered professional engineer E21ilX continuous Top Chord 'tHORD 77 LateralBra—_e Required Top chords that are isterully braced can buckle togetherand cause collaPs,e it there is no diago- 10' or Greater n.91 b a nalbracing• Diagonal bracing should be ailed I 'ot L o the underside of the top chord when purlins areattached re attached to the topside of the top chord. !.I • 042 EMIR' �.TRPIY IgA IH-M M" E tIffi WN KI illtl ity^cYN .NI 1' EE 7-- flipIjij,U.S'S - TO P CHO�� PAFALLEL�,m�b Continuous Top Chord OP chords that, a I�terafly bracedcan buckle Lateral Brace togetherand cause collapsalfth i are s no diago- nalbracing. Diagonal bracing should benaile�d Required to the underside of the top chord when purlina ti ri� atta ched to the to —id, of the top chord. I C) c G r e ter Attachment Reqjlr(--..d 0. .///ice ; � � %�'�"`�>a P. ffin 1 1 1 WIM .:4 7 ct�c�;7-- " 's 3P I E! Z� Y 1jr -1 Mo. 'yj I:. T . 4 TOQ,,CHORD f,'i',j h�i �tiCli .�.i i ii�l'u. i u4 C, NI-111 lg'_� U1�,,kUQNAVR ACE ,I M11 r.r., 0 SPACING.'kP'Bg) J t irussesp;,,I.;, co"' "1 "'" IF, UP 10 ;eW 3/1 z 17 12 Over 24'- 42' 3/1:j— 7' 1 10 6 i Over 42' - 5 Etl 4 Over 54' See a registered prof sslonal engineer .Ljr- - uougias t-jr-Larcii SP - Southern Pine HF- Hem -Fir SPF - Spruce -Pine -Fir Diagonal brace also required on end verticals. Top chords that are laterally braced can buckle together and cause collapse it there is no diago- linibiacing. Din gonni bracing should be nalied to the underside of the top chord when purline are attached to the topside of the top chord. IMONC NEW .PLUMB Truss Depth D(In) W h e 6 e; pe,c anim-e n da i; 6 n INSTALLATION TOLERANCE'S-` D(in) 12" 1/4" 24" 1 Z' 2. 36" 3/4" 3'_ 48" 1 ' 1 4' J12". 60" *1/4" ' 1/4" 1 5' 1 72" 1 .1 /2" 1 6' 1-3 4" 7' 96" all 08" 1108 Z' 91 9, i T ±14. Lesser of D/50 or 2" vI aximu rn viisplacement LinePlumb OUT -OF -PLUMS INSTALLATION TOLERANCES, Frame 6 L(in) Lon) L_;260 (ft),"l 50" 1/4" 4.2' 100" 12" 8.3' 150" 3/4" 12.5' 12 '73 or ,X1 greater All lateral braces lapped at least 2 trusses. Continuous Top Chord Lateral Brace Required 10'or Grt Attachrn( Requirec BOW Length L(in) .......... Lesser of L/200 or 2" L(in) Lesser of U200 or 2" L(in), 'L,'200 L(fl) 200" 1 16.7' 250" 1-1/4- 20—.-6'—1 300" 1-1/2" 25-.0i-j OUT -OF -PLANE INSTALLATION TOLERANCES. MARONDA SYSTEMS WO: VALLEY SET DESIGN INFORMATION This design is for an Individual building . component and has been cased an Inlormatlon provided by the client. The designer dl..-6tm any responsibility for damages as a result of faulty w lncarreet Information, specifiatlors and/or designs fumtshed to the truss designer by the client and the coredness or accuracy or this Information as U may relate to a spe- e flc prefect and accepts no responsibility or exerches no control with regard to fabria- ti.m handling, shipment and installation, of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TW 1-19Z and NDS-97 to be Incorpomled' as part of the building design by a BuUding Designer (registered atehKect or professional engb-A. When reviewed for approval by the building designer, the design lurdbys shown must be checked to be sure that the data shown are In ageement with the local building codes. local climatic records for wind or am —loads. pMect specUlaUons or special applied lads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are mnti - ously braced by ahealhng unless otherwise sperlfled. Where bottom chords to tension are not fully braced laterally by a pmp=V applied rigid ceWng, Prey should be braced at a maximum spacing of I0'1P o.c. Connector plates shall be manufactured from 20 gauge hat dipped gaMnlred steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the rahrfalor shall review this drawing to verify that this drawing is in conformance with the fabriatoYs plans and to reslbe a continuing responsibility for such vert- Oauou. Any dsvepancl- 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 wood bearing. Con- nector plates shall be bated on both faces of the truss with nails fully tmbcddcd and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is S' wide x 4' long. A Bx6 plate is (r wide x S' long. Slots (holes) run parallel to the plate length, specified. Double cuts on web members shall meet at the c enlrosd of the wet. unless otherwise shown. Connector plate st— are minimum sizes based on the forces shown and may need tobe Increased for Sartain hand- ling and/or ."Uau stresses. This thus is not to be fabricated with Ore retardant treated barber unless otherwise shows For addit n al information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AD bracing and erection recommendations are to be followed n accordance wilb -Handing installing A Bractnr. HIB-91. TYusso we to be handled with particular are during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pm - Man and for raising hleral forces shall be designed Rod Instafled by others. Careful hand. lIng is essential and ceclion bracing is always requked. Normal precautionary action for trusses requires such temporary tracing during Installation between trusses to avoid toppling and domnong. The supervislan of erects® of trusses shall be under the control of persons mxpe is nced in the Installation of trvssn. Professional advice shall be sought If needed Concentration of construction Inds greater than the design loads shall not be applied to trusses at wry tine. No Inds other than the weight of the vectors shall be applied to trusses until after all fastening and bracing Is completed. MONO VALLEY VALLEY TRUSSES COMMON VALLEY VALLEY TRUSSES ITYP SUPPOAli 10 TRUSSES II 11 11 11 SUPPORTING TRUSSES II II (TYP.) I II VALLEY AREA SUPPORTING TRUSS VALLEY TRUSSES (TYP.) COMMON OR GIRDER--\ A -�\ COMMON TRUSSES (TYP.) * VALLEY STRAPPING TO TRUSS BELOW USING MSTA12 @ 4' O.C. VALLEY TRUSSES CAN BE CANTILEVERED UP TO TWO FEET. IF LESS THEN 3.0.0 THEN MOVE DIAGONAL WEB TO NEXT PANEL TI: VT . QTYA . . (tl WHEN DIGAONAL WEB PRESENT USE 4X6 PLATE (1) WHEN NO DIAGONAL WEB PRESENT USE 2X4 PLATE 2x4 i 2x4 OR 5x6 OR 46 3z6 VALLEY MEMBERS AT 1 416 DIAGONAL WEBS 3x6 4x8 14x6 24 O.C. (TYP) OR REQUIRED WITH SPANS 2x4 OR 2x4 GREATER THEN 28.0-0 3x6 2x4 2x1 ]z6 VARIES 2x4 2x4 J 12 UP TO 0.0.4 30 2x4 2x4 2x4 20 4x10 2x4 3x8 2x4 20 3x6 3x6 OR 3x6 OR 2x4 14x6 OR 14x6 MAX. 6.0.0 O.C. TYP (TYP) ! 214 MAX. 6.0;0 O.C. (TYP) ' _ MAX TRUSS SPACING 1rl— ►► BELOW 46' O.C. 1-4 SPANS UP TO 60.0-0 DOI TOP CHORDS: 2X4 SP #2 IT IS NOT REQUIRED TO SHEATH TRUSSES BOT CHORDS: 2X4 SP 92 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 (1) 16d NAIL PER INTERSECTION , OR TWO FEET ON CENTER. 2x4 BRACING NAILED FLAT TO EDGE OF WEB WITH 12d NAILS AT 8' O.C. OR A SCAB OF THE SAME DIMENSION AND GRADE AS WEB; NAILED TO FACE (S) OF WEB WITH 10d NAILS STAGGERED 8r O.C. SCAB OR TRANSVERSE BRACING TO EXTEND FOR 90% OF WEB LENGTH. ONE BRACE REQUIRED ON WEBS GREATER THAN 8' LONG t. TWO 2X6 BRACES REQUIRED ON ANY WEB EXCEEDING 14'.tt EXCEPT AS SRO�VN PLATES.ARE T120 GA TESTED PER ANSI/TPI 1-1995 Cont. Support (M—aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 1/0050068 1090 GREENBROOK Cr.OVIEDO.FL32768 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 bmeing. wind bracing. portal bracing or anr0ar bracing which is a part of the buOdtog design and which must be considered by the bu0dng designer. Bracing shown Is (or lateral support of truss members only to reduce buckling length. Prwlslons must be made to anchor Lateral bracing at ends and spccMed locations determined by the building designer. Additional bracing of the Overall structure may be required. (See 11113-91 of TPU. IT— Plate Institute. TPI. is ladled at SW D'Onafrtu Dncc. Madison. Wiscarml. 53719). Stubs ® 6-0-0 O.C. Eng. Job: Dwg: Dsgnr: TLY Chk: TIC Live 16.0 psf TIC Dead 7.0 psf IIC Live 0.0 psi BC Dead 2.0 psf AL 25.0 psf Truss ID: VT Date: 4-1.1-01 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 - O.C. Spacing: 24.0ra Design Criteria: TPI Code Desc: f Design: Afafrir Atmlysis JOB C4771: C:IfF.'Fl.OY.VOR.iCai:"i r •oGS 14r.T. 116 77M HIP B MARONDA SYSTEMS WO: HIPDETAIL DESIGN INFORMATION Thts design is for an Indhidual buildutg —,,pur,ent and has beer, based on bhfanmatbn proarlded by the client The designer discklms any —panalbUrly Ion da.agc. ell ,eau d faulty or incorrect bdormllon. spe X. 'ors and/or designs lumished to it,, inns designer by the eUmt rind the correctness or accuracy d this 114 na,Uon as it may ,elite W a ape- cUle protect and accepts no responsibility or escrebes no central with regard to fabrl®- lbn. tundlbg. shllanent and Installation of as:.a. This tans. Iw been deigned as an WWua) building cranponcnl In accordance with ANSI rm 1 - I M and NOS-97 to be bx.rpori ted as part of the building design I.y . awlding Designer Iregbtered architect nr p.ufesslonal engine'). When reAcired for approval by the bu9dbng dol&r.er, the design hadtngs at;—, east be checked to be sure dint the data shmwn are In ogreemerd with the local building codes. 1=1 cltrnalle records for wind or a. -i loads.pn4'et sP.cmmIb orapectal applied loads. Unless shown, taw has not been dmlgttcd for storage or occupancy bads. The design assumes compression el—ds (top.1 hall —)ore -.On.. —sly bmced by shmUebrg unlsss othrmise specified. %vhe,e bottom chants In tt-I.. an, not fully braced hlemlly by a properh� applied rigid ceiling, they should be braced at . mwantum spacing of I0'-0' a.,_ Connector pLatles shall be manufactured Iron 40 gauge Trot dipped gal—,l"d steel meetUag ASTAt A 653. Grade 40. unless athenwe sI_. FABRICATION NOTES Prior to fabrication, the fabricator shop rehear this dmwt"g to rcrify llat this drawing is In eonlormanne with Lite labrtml.res plans and to realhe a continuing respornibdity for such verl- licatlon Any discrepancies are to be put in —lung before euittng or fabdcutlon. Plato shall not be installed ater knotholes. knot'or dtslodcd grain. Men,bes shall be cut for Opjit filling wood to wood bearing. Can. nect., plales.hall he located .m balh races or lire truss with nails fully bnbcddcd and shall be sum. about the joint unless 001l lse sltotvn. A 5x4 plate Is 5- aide x 4' long. A 6aS plate Is 6' wide x If lung. Slots (holes) rain parallel to the plate length spccillcd. Doable cuts on a-eb nlnnber. shall meet at the eo,.trold of the webs unless alhenvbe shotim. Connector plate sires are minbtrwn sires lased on the Inrces shmm rind may need to be increased for eeitatr, tand- Onng and/or creelbn stresses. Thistens Is not to be fabricated with Ilre rittanlanl treated lumber unless othembe shown. For additional Inf.nmatian an Q-111y central rd- to ANSIM11 1-1995 PRECAUTIONARY NOTES All bracing and enact on rec—crodatbes .- to be follmved In accordance .clth'Handling hotaltbhg ek Uractrig•. HIB-91. Trusses ere to be handled atth paNeular ore during banding and trundling. delivery and Installatlon to avoid damage. Ternporary and permanent bracing for holding lnwo in a slralglrt and plumb pas- Ubn and for resbWng lateral brcee+slall be designed and Installed by others. Careful hand. Ong Is r ntlal and electron bradng IsaJ—,,v required. Normal precauU.tlarp aetan for ITu5ses requires such temporary brach,g during bstagaUon beturecn trusses to avoid toppling and de..Inalnr, The sape..bh,n of ereetran of Inmate shall be under the co.lml of peraana erpcden[cd in the bstallaUmr of trusses. Professlanal odvlee shag be ... girt If needed. Concentration 'a lo ads ads greater than the design loads shag not be applied to In sso at nay alma. No hcds other than the wdght of the cnxtars . W q h.. %Pued to I— sail oiler all laslenber and load.& Is ewnpletcd. HIP GIRDER TI: HIP QTY:1 2x BLOCKING ADDED TO TOP CHORD OF STEP 'HIP TRUSSES TO SHORTEN. OSB' NOT TO EXCEED 24"O.C. 0 BE NAILED TO TRUSSES w/ 12" ON CEN_ STAGGERED PRE-ENG'D TRU TOP WALL OF BUILDING lC JC ll Jl V../1 1l JL./ BLOCKING ll 0R SIC E !L THING lL I V G ON V S JC .IEJL HIPS Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407)321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #X150068 1890 GREENEIRGOK I=_CA 1Enn-rn_I— Dctigrr: Afmrix Aimlpit VVJAKW1r4..U: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown an HIM dmaviag Is not rrrr.Um bracing. wind bracing. portal bracing rm shnihrr bracing whleb Is apart of the bulldlrtg design and Mitch anvil be considered by Urc building d=19ner. Brachia shrnm Is for ldenl support d lnss members onh- to reduce buckling length. Rm-blans must be .ode t. mxhor bdcral bracing at ends and sp—Uled tm.tlars det.--anal by the building doigncr. Additonal braeb,g of Um mcrall structure nay fit required. (Sae 1119-91 o(TPU. Irruss plate insulate. TPt b located at SW D'Omdrb Drive let dls... Wisco..ln 53719). Ewg. Job- — — Dwg: Dsgnr: 1'LY Cbk: TC Live 16.0 psf 'I'C Dead 7.0 per .BC Live 0.0 pSf BC Dead 10.0 psr TOTAL 33.0 vsf Truss ID: HIP . Date: 10-20-00 DurFac - Lbr: • 1.25 DurFac --Pit: 1.25 O.C. Spacing: 24.0' Design Crileiia: TPI Code Desc: J011 rAlI C:IiFF..LQ8VUD5C.-U1E1..LUF,VU3S JB: GEORGETOWN A 4AC: DESIGN INFORMATION This design is for an individual building component and bas 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 taus designer by the client and the correctness or accuracy of this Information as It may miate to a spe- ctf c project and accepts no responsibility or exercises no control with regard to fabrca. Lion. handttng, shipment and installation of trusses. This truss has been designed as an individual building component in accordance will 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 an in agreement with the local building codes• lord climatic records for wind or snow loads. Protect specifications or special applied loads. Unless shown, truss his not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) arc contmu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rgld ceiling. they should be braced at a rnisfmum spacing of 1014r o.e Connector plat" stall be manufactured from 20 pup hot dlpped phznlred steel meeting ASIM A 653. Gmde 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 responslblUly for such verl- ficdiun. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted gram. Members shall be cut for tight fitting wood to wood bearing. Con. nector plat" shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4' long. A 6x8 plate is 6' wide x 8' long. Slots (holes) run parallel to 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 suss based on the forces shown and may need to be increased for certain hand- Ung and/or erection stress". Thfs truss s not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on quality Control refer to ANSI/T" 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations an to be followed in accordance with'Handling Installing A 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- Uton and for resisting lateral forces shall be destgned and Installed by others. Careful hand. ling s essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Istallatlon between trusses to avoid toppling and dominomg. The supervision of emeW. of truss" shall be under the control of persons experenced in the installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design Loads shall not be applied to trusses at any lime. No bads other than the weight of the erectors shall be applied to ru tss" until after all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 57# Support 2 92# MAX LIVE LOAD DEFLECTION: L/999 L=-0.40" D=-0.42" T=-0.82" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.59" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.29" RMB = 1.15 9-9-2 0-4-7 0-7 WO: GT2A4 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, MWFRS/C&C, V-125 mph, h - 15.0 ft, I - 1.00, Exp.Cat.-B, Xzt - 1.0 Bldg Type= L= 50.Oft, W- 36.Oft, Truss in END zone, TCDL= 4.2psf, BCDL- 6.Opsf PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 244# TI: A ATY: = __== ==Joint Locations=====__===__=== 1)0- 0� 0 5) 23- 9-12 9) 26- 8-13 2) 6- 3- 1 6) 29- 7-15 10) 17-11- 8 3) 12- 1- 4 7) 35-11- 8 11) 9- 2- 3 4) 17-11- 8 8) 35-11- 8 12) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 3-12 1186 -244 -57 BOT PIN 35- 7- 8 1233 0 -92 BOT H-ROLL -TC ... FORCE ... CSI 1- 2 -3629 0.73 2- 3 -3431 0.74 3- 4 -2546 0.53 4- 5 -2546 0.53 5- 6 -3439 0.74 6- 7 -3640 0.71 ..BC ... FORCE ... CSI 12-11 3281 0.99 11-10 2956 0.77 10- 9 2959 0.77 9- 8 3292 0.98 17-11-8 18-0-0 1 2 3 5 6 7 -60�0 4X6 3Xij 1nu 3X8 3.00 1 -3.00 9-4-3 0-4-3 080 1k 174-0 11 174-0 I 11 1186N 7.50" l0 9 8� 1233# 8.0011 r 35-11-8 �1-0-0 (RO-1111-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1813 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOR Cr.oVIEDOYL32766 Design: Afaldr Analysis wAKN 1 N V: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing s not erection bracing, wind bracing, portal bracing or sindlar bracing which Is a pan of the building design and which most be considered by the building designer. Bracing sham is for lateral support of truss members only to reduce buckling length. Provslons must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Addltlonal bracing of the overall structure may be required. (See HIS-91 of TPII. RTuss Plate Institute. TPI. Is located at 593 D'Onofro Drive. Madison. Wisconsin 53719). JOB PATH: CATFF-L0KU0BSIG7'2A4 Eng. Job: Dwg: Dsgar: 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 Truss ID: A Date: 1-09-02 DurFac - Lbr: 1.25 DurFac - PIt: 1.25 O.C. Spacing: 24.0t1 Design Criteria: TPI Code Desc: FLA HCS: 11.28.01 JB: GEORGETOWN A 4AC: WO: GT2A4 WE: TI: Al 9TY:4 DESIGN INFORMATION This design Is for an Individual building component and has been based on Information provided by the e11ent- The designer disclaims any responsibility for darnages as a result of faulty or incorrect inforrnatlon. specifications and/or designs furnished to the truss destgner by the client and the correctness or amumey of this InformtIon as It may relate to a spe- cinc project and accepts no responsibility or exercises no mntml 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 budding design by a Budding Designer (registered architect or pmfessional 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. kcal climatic records for wind or snow loads. project specifications or special applied loads. Unless shown. truss has not been designed for storage or omupancy Inds. The design assume compression chords Itop or bottom) am mnUnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a property applied rigid miling. they should be braced at a maxtmum spacing of 10'-0' o.e. Connector plates shall be manufactured from 20 gauge hot dipped gahantzed steel meeting ASfM A 653. Cmde 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is In mnformance with the fabricator's plans and to realise a continuing responsibWly, for such veri- N atbn. Any discrepancies are to be put In writing before cutting or fabrication. Plates shag no be Installed over knothole. knots or distorted grain. Members shag be cut for tight fitting wood to wood bearing. Con. nector plates shag be located on both faro 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 6x8 plate is 6' wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shag meet at the centmld of the webs unless otherwise shown. Connector plate sizes are minimum size 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 Contml refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection remmmendatlons are to be followed In accordance with 'Handling Installing & Bmcing'. HI8.91. Trusses arc to be handled with particular cart during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos. Itlon and for resisting Lateral forces shall be designed and Installed by others. Careful hand. ling is essential and erection bracing is always required. Norval precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shag be under the mnlml of persons experlcnced In the installation of trusses. Professional advice stall be sought if needed. Concentration of construction Inds greater than the design loads shag not be applied to trusses at any time No bads other than the weight of the erectors shag be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 2x4 SP #1 D 1,4 BOT CHORDS: 2x4 SP #2 2x4 SP #1 D 1,4 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 57# Support 2 57# MAX LIVE LOAD DEFLECTION: L/999 Ler-0.37" D=-0.40" T--0.77" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.56" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.27" RMB = 1.15 9-4-3 0-4-7 1 0-7 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, MWFRS/C&C, V-125 mph, h - 15.0 ft, I - 1.00, Rxp.Cat.-B, Kzt - 1.0 Bldg Type- L. 50.Oft, W. 35.8ft, Truss in END zone, TCDL= 4.2psf, BCDL= 6.Opsf PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 243# ==_=== __ ===Joint Locations=====__ _= 1) 0- 0- 0 5) 23- 9-12 9) 26- 8-13 2) 6- 3- 1 6) 29- 7-15 10) 17-11- 8 3) 12- 1- 4 7) 35- 9- 8 11) 9- 2- 3 4) 17-11- 8 8) 35- 9- 8 12) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 3-12 1183 243 -57 BOT PIN 35- 8- 4 1179 0 -57 BOT H-ROLL ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -3742 0.86 12-11 3372 0.92 2- 3 -3494 0.69 11-10 2986 0.77 3- 4 -2565 0.52 10- 9 2978 0.77 4- 5 -2565 0.52 9- 8 3339 0.95 5- 6 -3472 0.71 6- 7 -3711 0.93 17-11-8 17-10-0 1 2 3 5 6 - O 4X6 3.00l 3.00 9-4-3 0-5-3 YAO 060 I 174-0 174-0 1 11 10 9 8 1183# 7.50" 1179N 2.50" io 35-9-8 EXCEPT AS S110WN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1872 �Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK Cr.OV1EDO.FL32766 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 bmctng or similar bracing which is a par 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 bmcing at ends and specified locations determined by tire building designer. Additional bracing of the overall structure may be rerfubed. (See HIB-91 of TPI). fans. Plate Institute. TPI. is located at 583 U'Onofrto Drive. Madison. Wtsconsln 53719). Eng. Job: WO: GT2A4 DWg: Truss ID: Al Dsgnr: TLY Chk: Date: 1-09-02 TC Live 16.0 psr DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - PIt: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" 11C Dead 1o.o psr Design Criteria: TPI Code Desc: FLA TOTAL 33.0 asf V•19 ni n1_ 19R7A.I AR HU: II.,M.UI JB: GEORGETOWN A 4AC: WO: GT2A4 WE: TI: A3 QTY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LARDS -- This design is the == __== _ =====___ ==Joint Locations====__== This design is for an Individual building BOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1) Oa 0-'0 6) 24- 5-12 11) 18-11- 8 component and has been based an Information WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 5-11- 1 7) 29-11-15 12) 17-11- 8 provided by the client. The designer disclaims WEDGES: 2x4 SP #2 continuous) any responsibility for runages as a mutt of y braced unless noted otherwise. 3) 11- 5- 4 8) 35-11- 8 13) 16-11- 8 faulty or Incorrect tntonnation.speci(tcauons Wind Case- ASCE 7-98, MWFRS/C&C, V-125 mph, 4) 16-11- 8 9) 35-11- 8 14) 8- 8- 3 and/or designs furnished to the truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: h - 15.0 ft, I . 1.00, Exp.Cat.-B, Xzt - 1.0 5) 18-11- 8 10) 27- 2-13 15) 0- 0- 0 by the client and the correctness or accuracy Support 1 69# Bldg Type= Le, 50.Oft, W= 36.Oft, Truss ----MAX. REACTIONS PER BEARING LOCATION ----- of this infornatlon as 11 may relate to a spe- Support 2 107# in END zone, TCDL= 4.2psf, BCDL= 6. Opsf X-Loe Vert Horiz Uplift Y-Loc Type etnc xerpreen and acctrot with no e mpto fb lItyric . MAX LIVE LOAD DEFLECTION: PROVIDE HORIZONTAL CONNECTION PER SCHEDULE 0- 3-12 1185 -232 -69 BOT PIN exercises no control wllh regard to fabrica- L/999 tion. handling. shipment and Installation of Support 1 232# 35- 7- 8 1233 0 -107 BOT H-ROLL trusses. This truss has been designed as an L=-0.39" D=-0.40" T=-0.79" Individual building component in accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: --TC... FORCE... CSI ..BC ... PORCH... CSI ANSI/lPl 1-1995 and NDS-97 to be incorporated T= 0. 58" 1- 2 -3616 0.71 15-14 3264 0.98 as part of the building design by a Building MAX HORIZONTAL LIVE LOAD DEFLECTION: 2- 3 -3453 0.68 14-13 3023 0.81 Designer (registered architect or professional T0 . 29 ^ englnmri. When reviewed = ewedforapprovalbythe 3- 4 -2687 0.54 13-12 2374 0.69 building designer. the design loadings shown Rpjg a 1.15 4- 5 -2445 0.36 12-11 2375 0.69 must be checked to be sure that the data shown 5- 6 -2687 0.54 11-10 3026 0.81 are in agreement with the local building codes. 6- 7 -3461 0.67 10- 9 3276 0.97 1-1 curnallc records for wind or snow loads. 7 - 8 - 3627 0.70 67 project specifications or special applied loads. Unless shown, truss has not been designed for ' storage or occupancy loads. The design assumes cmnpmslon 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'-0' o.c. Connector 16-11-8 2-0-0 plates shall be manufactured from 20 gauge hot 17-0-0 11 dipped gal anl=d steel meeting ASTM A 653. 1 ' Grade 40. unless otherwise shown. 2 3 6 7 8 0 FABRICATION NOTES 5X8 5X8 Prior to fabrication. the fabricator shall rMew this dmwbrg to verify that this drawing is in conformance with the fabricator's plans and to realize a canunutng responsibility for such veri- fication. Any discmpancles are to be put In writing before cutting or fabrication. 3XQ 3X4 Plates shall not be Walled over knotholes. knots or distorted grain. Members shall be cut for light fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with naLLv fully imbedded and shall be 932 sym. about the joint unless -- otherwise shown. A 8-10-3 5x4 plate is 5' wide x 4' long. A 6x8 plate Is 6- 6X8 3X4 3X4 6X8 wile x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web 5X6 members shall meet at the centrold of the webs unless otherwise shown. Connector plate styes 04-7 6X8 6X8 0-0-3 my arc minimum n need sloes forces based se the shown and need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be r unless w4h fins retardant treated 4-0-0 lumber unless otherwise shown. For additional 4X6 4X6 Infornatlan on QunBly Control refer to ANSI/TPI I-I995 3X8 3X8 PRECAUTIONARY NOTES All bracing and erection recommendavons are to be followed in accordance with -Handling Installing A Bmeing'. HI13-91. 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- ition and for resisting lateml Forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppWg and dominoing. The supervision of erecllon of trnrsses stall be under the control of persons experienced in the Wtallatlon of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. 3.00 1 3.00 0-7 174-0 174-0 1 1186# 7.50" 14 13 1 11 10 9 1233# 8.00" 35-11-8 1-0-00 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 (i RO-11-11) scale = 0.1813 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: LMaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING DWg: Truss ID: A3 CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 1-09-02 4005 MARONDA WAY TC Live 16.0 psi DurFac - Lbr: 1.25 SA N FORD, FL. 32771 321-0064 Fax Dmcing shown on this dmwing 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 TC Dead BC Live 7.0 psf 0.0 DurFae - Pit: 1.25 O.C. Spacing: 24.0rn (407) (407) 321-3913 support of truss members only to reduce buckling length. Provisions must be lxsf TOMAS PONCE P.E. made ttoo I anchorlateral ter the wenraD t endsand mabeined locations determined by the building designer. bracing Y required. (See HIB91 of TPII. BC Dead 10.0 f . Design Criteria: TPI LICENSE #0050068 rrruss Plate Institute. TPI. Is located at 583 D'Onofrio Drive. Madison, Wisconsin 537191. Code Dese: FLA 1890 GREENBROOK Cr.OV1EDOXI_327W TOTAL 33.0 psf V:12.03.01- 12875- 4 HCS: 11.28.01 JB: GEORGETOWN A 4AC: WO: GT2A4 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 fumtshed to the lass designer by the client and the correctness or accuracy of this Information as It may relate to a spe. e81c project and accepts no responsibility or u mi'es no control with regard to fabrin- tlon, handling, shipment and Wtallation of trusses. This truss has been designed as an individual building component In accordance with ANSI(IPI 1-1995 and NDS-97 to be Incorporated as pan of the building design by a Building Designer (registered architect or pmfesslonal 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 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 cornpresslon chords (top or bottom) arc continu. ously braced by sheathing unless otherwise specified. Where bottom chords lot tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of 10'-T o.e. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653. Crude 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 nutllze a continuing responsibility for such veri- Dealbn. Any dlscmpancles 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 light tilting wood to wood bearing. Con. nectar plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4- long. A 6x8 plate is 6' wide x 8' long. Slols (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the eentrold of the webs unless otherwise shown. Connector plate slur arc. rc minimum slzn 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 addlDonal Information on Quality Control refer to ANSI/7PI 1. 1995 PRECAUTIONARY NOTES Ail bracing and erection recortunendatioru are 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 damage. Temporary and permanent bracing for holding trusses in a straight and plumb pars. ition and for msisltng lateral forces shall be designed and Installed by others. Careful hand. Ling is essential and erection bracing is always required. Normal precautionary aeuon for trusses requires such temporary bracing during Installation between trusses to avoid toppliig and domNotng. The superwislor. of erection of trusses shall be under the control of persons experienced In the installation of trusses. Professional advice stall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 3,4,6 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 108# Support 2 68# MAX LIVE LOAD DEFLECTION: L/999 L=-0.30" D--0.32" T--0.62" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.40" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.20" RMB - 1.15 9-3-2 0-4-3 MULTIPLE LOADS -- This design is the composite result of nwltiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, MWFRS/C&C, V-125 mph, h - 15.0 ft, I - 1.00, Exp.Cat.=B, Rzt = 1.0 Bldg Type- L= 50.Oft, W= 35.8ft, Truss in END zone, TCDL- 4.2psf, BCDL= 6.Opsf PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 231# ..TC...FORCE ... CSI 1- 2 -2137 0.48 2- 3 -1997 0.40 3- 4 -1560 0.35 4- 5 -1845 0.34 5- 6 -2331 0.34 6- 7 -2684 0.53 7- 8 -3497 0.67 8- 9 -3674 0.68 ..BC ... FORCE ... CSI 16-15 1853 0.63 15-14 1631 0.47 14-13 1923 0.46 13-12 2254 0.58 12-11 3046 0.81 11-10 3324 0.95 TI: A4 QTY:1 = _== _======Joint Locations=============== 1) 0- 0- 0 7) 24- 6- 4 13) 17- 0- 0 2) 5- 3-15 8) 30- 0- 7 14) 14-11- 0 3) 10- 1- 8 9) 35-10- 0 15) 7- 8-12 4) 14-11- 0 10) 35-10- 0 16) 0- 0- 0 5) 17- 0- 0 11) 27- 3- 5 6) 19- 0- 0 12) 19- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1236 -231 -108 BOT PIN 35- 8-12 1174 0 -68 BOT H-ROLL 17-0-0 2-0-0 16-10-0 1 2 3 4 7 8 9 O 5X8 4X6 ✓nu JAI# bxb 4-1-U 5X6 i°---- 74-8 3X8 12.00 JI 3.00 8-10-3 0-5-3 060 _ n 14-11-0 4-1-0 164-0 16 15 14 13 1 11 p 1236# 8.00" 100 1175# 2.50" 35-10-0 cd%- EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANS11TPI 1-1995 scale = 0.1819 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 FaX (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 CREENBROOK (71'.0VIEDOXI-32766 WAKNINU: 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 winch 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. AddlUonal bracing of the memll structure may be requbed. (See HIB-91 of'IPO. rrruss Plate Institute. TPI, is located at 583 D'Onafrio Drive. Madison. Wiscortstn 53719). Eng. Job: Dwg: Dsgly: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Truss ID: A4 Date: 1-09-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.01' Design Criteria: TPI Code Desc: FLA Design: Afarrfs Analysis JOB PATH: CA7EF-LOKVOBSIG 2A4 HCS: 11.28.01 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 conectness or accuracy of this Information as It may relate to a spe. clflc project and accepts no responsibility or exercises no control with regard to fabrim- tion, handling, shipment and installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1.1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engtneed. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shwa are In agreement with the local building codes, local climatic records for wind or snow loads. pmject speeNntions 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. Whem bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of Io'-(r o.e Connector plats shag 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 fabricator`s plans and to magre a continuing responsibility for such veri. fication. Any dlscmpancln arc to be put in writing before cutting or abrication. Plates shag not be Installed over knotholes, knots or distorted grain. Members shag be cut for tight fitting wood to wood bearing. Con. nector plates shag be located on both faces of the truss with nags fully Imbedded and shag be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A (ix8 plate is 6' wide x 8' long. slots (holes) run pantilel to the plate length specified. Double cuts on web members shag meet at the eentmld of the webs unless otherwise shown. Connector plate sloes are minim= slr 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 m luber 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 ® 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- Ition and for resisting lateral forces shag be designed and installed by others. Careful hand- ling is essential and er xi lon bracing is always required. Normal precautionary action for trusses requires such temporary bracing during tnStallalion behveen trusses to avoid toppling and dominotng. The supervision of erection of trusses shag 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 loads shag not be applied to trusses at any time. No Inds other than the weight of the erectors shag be applied to trusses untilafter all fastening and bmcdng is completed. JB: GEORGETOWN A 4AC: TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 102# Support 2 140# MAX LIVE LOAD DEFLECTION: L/999 L=-0.40" D=-0.42" T--0.82" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.58" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.28" RMB = 1.15 8-3-2 0-4-7 0-7 WO: GT2A4 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, MWFRS/C&C, V=125 mph, h = 15.0 ft, I - 1.00, Exp.Cat.-B, Xzt = 1.0 Bldg Type- L. 50.0ft, W- 36.Oft, Truss in END zone, TCDL= 4.2psf, BCDL- 6.Opsf PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 204# ..TC... FORCE ... CSI 1- 2 -3579 0.71 2- 3 -3488 0.62 3- 4 -2920 0.53 4- 5 -3198 0.49 5- 6 -3198 0.49 6- 7 -2921 0.53 7- 8 -3498 0.62 8- 9 -3592 0.70 ..BC ... FORCE...CSI 16-15 3220 0.95 15-14 3139 0.78 14-13 2625 0.67 13-12 2626 0.67 12-11 3143 0.78 11-10 3234 0.94 TI: A5 ATY:I _=== ===Joint L___________= ocations__1) 0 0 0 7) 25- 9-12 13) 17-11- 8 2) 5- 3- 1 8) 30- 7-15 14) 14-11- 8 3) 10- 1- 4 9) 35-11- 8 15) 7- 8- 3 4) 14-11- 8 10) 35-11- 8 16) 0- 0- 0 5) 17-11- 8 11) 28- 2-13 6) 20-11- 8 12) 20-11- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Low Vert Horiz Uplift Y-Loc Type 0- 3-12 1186 -204 -102 BOT PIN 35- 7- 8 1233 0 -140 BOT H-ROLL 14-11-8 1 1, 6-0-0 1, 15-0-0 1 2 3 5 7 8 9 6.00 _ 5X8 2X4 5X8 3X8 `"`O 3X8 3.0 J1 3.00 7-10-3 0-4-3 0-80 P� 1 174-0 1, 174-0 11 1 15 14 13 12 11 110, 1186# 7.50" 1.234# 8.00" 35-11-8 1-0-0 (R0-1 II-11) EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSUTPI 1-1995 scale = 0.1813 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 OREENBROOk t: r.OVIEDOXI-32766 Design: Afarrir Antdjsis WAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bmcing shown on this drawing is not erection bracing, wind bmctng. 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 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 HID-91 of TPI). ("l'ruu Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wlscorsa 53719). JOB PA771: C:I7EE-L0KU0BSlG7744 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 Truss ID: A5 Date: 1-09-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 11.28.01 JB: GEORGETOWN A 4AC: WO: GT2A4 WE: TI: A6 9TY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the = =====_ =====Joint Locations==============_ This design is for an Individual building BOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1) 0- 0- 0 6) 25-10- 4 11) 21- 0- 0 component and has been based on information WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 5- 4- 5 7) 30- 8- 8 12) 15- 3- 8 provideanyresdlrythe client. The designer as arsclt of 2x4 SP #2 3,4,5 continuous) braced unless noted otherwise. 3) 10- 2- 2 8) 35-10- 0 13) 7-11- 0 a.ItyorIns meet( formagnaseroultof WEDGES: 2x4 SP #2 Wind Case- ASCE 7-98, MWFRS/C&C, V-125 niph, 4) 15- 0- 0 9) 35-10- 0 14) 0- 0- 0 faulty or Incorrect Information. specifications and/or designs furnished to the truss designer h = 15.0 ft, I = 1.00, Exp.Cat.=B, Kzt = 1.0 5) 21- 0- 0 10) 28- 3- 6 by the client and the correctness or accuracy PROVIDE UPLIFT CONNECTION PER SCHEDULE: Bldg Type= Le, 50.Oft, W= 35.8ft, Truss ----MAX. REACTIONS PER BEARING LOCATION----- ofthis information as It may relate to a spe- Support 1 141# in END zone, TCDL= 4.2psf, BCDL= 6. Opsf X-Loc Vert Horiz Uplift Y-I.oc Type cific project and accepts no responsibdity, or Support 2 101# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE 0- 4- 0 1236 -203 -141 BOT PIN exercises no control with regard to fabrtca- MAX LIVE LOAD DEFLECTION: Su lion. handling, shipment and Installation of pport 1 203# 35- 8-12 1174 0 -101 BOT H-ROLL trusses. This truss has been designed as an L/999 Individual building component in accordance with L=-0.29" D=-0.30" T=-0.59" ..TC... FORCE... CSI ..BC... FORCE... CSI ANSIfM 1- 1995 and NDS-97 to be incorporated MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -2131 0.48 14-13 1848 0.63 as pan of the building design by Building T= 0.35" 2- 3 -1986 0.42 13-12 1634 0.48 Designer (registeredarchitectota proval by MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -1541 0.37 12-11 1569 0.45 engineer). When reviewed far approval by the building designer, the design loadings shown T= 0.17" 4- 5 -2572 0.52 11-10 3162 0.87 must be checked to be sure that the data shown RMB = 1.15 5- 6 -2944 0.51 10- 9 3280 0.92 arc In agreement with the local building codes, 6- 7 -3525 0.62 local climatic records for wind or snow loads. 7- 8 -3636 0.68 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 property 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 ASfM A 653. Grade 40, unless otherwise shown. 15-0-0 6-0-0 14-LO-0 1 2 6 7 FABRICATION NOTES 3 -6.00 8 Prior to fabrication, the fabricator shall review 6.00 this drawing to verify that this drawing is In conformance with the fabricators plans and to 5X8 4X6 realize a continuing responsibility for such veri- fication. Any discrepancies arc to be put in writing before cutting or fabrication. Ptates shall not be Installed mcr knotholes. knots or distorted gram. Members shall be cut 3X4 3X4 for tight fitting 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 6x8 plate is 6' 8-3-2 6X8 6X8 7-10-3 wide x 9- long. Slots (holes) run parallel to the plate length specified. Double cuts on web 6X 12 members shall meet at the centrold of the webs unless otherwise shown. Connector plate stma 0-4-3 0-5-3 are minimum sloes based se the forces shown 3X4 and may need to be increased for certainhand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated $X6 lumber unless otherwise shown. For additional 3X6 3X4 6X8 3-7-0 Information on Quality Control refer to 3X8 ANSI/7P11-1995 16 7-0-0 -cal 7.53 II 3.00 PRECAUTIONARY NOTES All bracing and erecton reconunendations are to be followed In accordance with -Handling Installing h 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 Wsses In a straight and plumb pos- Ilion and for resisting lateral forces shall be d_Wed 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 dommomg. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. 1 �o -0-6-0- rl 15-3-8 k 5-8-8 11 144-0 11 14 13 1 11 10 191 100�1236# 8.00" 1175N 2.50" iX35-10-0 cd%PEXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSI/TPI 1-1995 scale = 0.1819 Maronda Systems WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Eng. Job: Dwg: Dsgar: TLY Clbk: WO: GT2A4 Truss ID: A6 Date: 1-09-02 4005 MARON DA WAY TC Live 16.0 psr DurFac - Lbr: 1.25 SA N FORD, FL. 32771 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 designer. Bracing TC Dead 7.0 psr BC Live o.o DurFae - PIt: 1.25 Spacing: O.C.weir 24.0" (407) 321-0064 Fax (407) 321-3913 shown Is for lateral support of truss members only to reduce, buckling length. Provisions must be 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 HIB-91 of TPI). BC Dead 10.0 1� r Design Criteria: TPI LICENSE #0050068 (Truss Plate Institute, TPI, Is located at 583 D'Onafrio Drive. Madison. Wisconsin 53719). Code Dese: FLA 1890 OR6ENBROOII CT.OVIEDO.iL32766 n-,.,.... rr...... e--r..... ,na ..,r.._ .-ter.• .................-..... TOTAL 33.0 psr V:12 03.01- 12878- 5 11La: II.LO.UI JB: GEORGETOWN A 4AC: WO: GT2A4 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 lnfottnmtion, specifications 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- cdk project and accepts no responsibility or uercises no control with regard to fabrier- don, handling, shipment and installation of trusses. This truss has been designed as an Individual building component N 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 cllmatic records for wind or snow loads. project speelfic"dons or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assume compression chords (top or bottom) ant continu. ousy 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 maxlmurn 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 mine this drawing to verify that this drawing is In conformance with the fabricator's plans and to realize a continuing responsibility for such ven. fication. Any dlscrepancles are to be put In writing before cutting or fabrication. Plats Shan 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 tress with nails fully Imbedded and Shan be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4- long. A Sx8 plate is 6' wide x 8' long. Slots tholes) run parallel to the plate length specified. Double cuts on web members shall meet at the eentruld of the webs unless otherwise shwa. Connector plate slats are minimm es usizes based on the Forrest 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 Infomullon on Quality Control refer to ANSI/9PI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with -Handling W lmdang & Bmcing. HIB-91. TnrsSes arc to be handled with particular ore during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding muses In a straight and plumb pas. (lion and for resisting lateral forces Shall be designed and Installed by others. Careful hand- U ng is essential and erection bracing is always requited. Normal precautionary action for tenses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The Supenvlslon of erection of trusses shall be under the control of persons experienced In the i"St"Radon 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 Inds other than the weight of the erectors shall be applied to muses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,3,4,5 WEDGES: 2x4 SP #2 MULTIPLE LOADS -- This design is the composite result of multiple loads. Wind Case- ASCE 7-98, MWFRS/CRC, V-125 mph, h - 15.0 ft, I n 1.00, Exp.Cat.-B, Kzt o 1.0 Bldg Type. L= 50.Oft, W- 35.8ft, Truss in END zone, TCDL= 4.2psf, BCDL= 6.Opsf MAX LIVE LOAD DEFLECTION: L/999 L=-0.30" D=-0.32" T=-0.62" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.37" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.18" RMB = 1.15 7-3-2 0-4-3 1X4 continuous lateral bracing attached with 2- 10d nails each member where shown.Bracing MUST be positioned to provide equal unbraced segments OR 2x4 "T" brace may be nailed flat to edge of web with 12d nails spaced 8" o.c. Brace must extend at least 90% of web length 2x6 Brace required on any web exceeding 141. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 346# Support 2 293# TI: A7 QTY:1 =--= - -- ===Joint Locationse:============_ 1)0- 0- 0 7) 29- 3- 5 13) "17-10- 6 2) 6- 9- 4 8) 35-10- 0 14) 13- 0- 0 3) 13- 0- 0 9) 35-10- 0 15) 6- 9- 4 4) 17-10- 6 10) 29- 2- 9 16) 0- 0- 0 5) 20-11-12 11) 22-10- 8 6) 23- 0- 0 12) 20-11-12 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1236 -175 -346 BOT PIN 35- 8-12 1174 0 -293 BOT H-ROLL ..TC...FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -2123 0.51 16-15 1835 0.60 2- 3 -1717 ,0:46 15-14 1833 0.47 3- 4 -1585 0.36 14-13 1473 0.40 4- 5 -2942 0.44 13-12 2240 0.63 5- 6 -2943 0.51 12-11 2800 0.69 6- 7 -3168 0.84 11-10 3336 0.85 7- 8 -3671 0.66 10- 9 3315 1.00 13-0-0 10-0-0 12-10-0 1 2 4 5 7 g 5X8 3X6 2X4 5X6 4-5-2 12•00 I -6 0000 13.00 JAI/ 3X8 6-10-3 0-5-3 Tr� I P19 0-60 �n 17-10-6 1, 3-1-6 -10-1 12-5-8 16 15 14 13 1 11 10 9 1236# 8.00" 1-0-0 �� 1175# 2.50" (RO 1 35-10-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1819 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOR Cr.OV1EDOXI-32766 Design: Matrix Analysis WAKNINIt: 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 truss members only to reduce buckling length. Pm--Wons must be 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 HIB-91 of TPII. (Russ Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). JOB PATII: CATEE-LOKU011S1GT244 Eng. Job: Dwg: Dsgnr: TLY Chk:- WO: GT2AU- Truss ID: A7 Date: 1-09-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TIC Dead 7.0 psf DurFOc - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI C6de Desc: FLA TOTAL 33.0 psC I V' .03.01- 12879- 5 HCS. 11.28.01 DESIGN INFORMATION This design is for an Individual budding component and has been based on Information provided by the cBent. The designer disclaims 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 informtbn as It my relate to a spe- cinc project and accepts no responsibWty or exemb- no control with regard to fabdca- lbn, handling, shipment and Installation of trusses. This truss has been designed es an individual budding component In accordance with ANSI/TPI 1.1995 and NDS-97 to be Incorporated as pad 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 cWnatic records for wind or snow lands. project specid"tions or spectral applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) arc continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension arc not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maxtmum spacing of M-T 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 review this drawing to verify that this drawing is In conformance with the fabrientor's ptvu and to realize a contlnutng responsibility for such ved- fleatlon. 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 fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nalls fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6t8 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 slurs )rased on the forces shown and may need to be Increased for cc lwn hand- ling and/or enTuon stresses. This truss is not to be fabricated with Me retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AB bracing and erection recanmendatlons are to be followed In accordance with 'Handling Installing & Bracing', HIB-91. Trusses arc to be handled with parUcular care during banding and bundling• delivery and Installation to avoid damage. Temporary and pernanent bracing for holding trusses In a straight and plumb pos- Itbn and for misting lateral fortes shag be designed and instsgcd by others. Careful hand- ling is essential and erection bracing is nhvays required. Normtsl precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominotng. The supervision of eretalon of trusses shall be under the control of persons experienced In the Instalaton of trusses. Professional advice shall be sought If needed. Concentration of construction Inds greater than the design loads shall not be applied to trusses at any time. No bads other than the com weight of the ertoshall he applied to trusses until after ail fastening and bracing is completed. JB: GEORGETOWN A 4AC: TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 D 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 297# Support 2 344# MAX LIVE LOAD DEFLECTION: L/999 L=-0.39" D=-0.41" T=-0.80" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.55" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.27" RMB = 1.15 7-3-2 0-4-7 WO: GT2A4 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, MWFRS/C&C, V-125 mph, h - 15.0 ft, I - 1.00, Exp-Cat.-B, Rzt a 1.0 Bldg Type- L= 50.Oft, W. 36.Oft, Truss in END zone, TCDL= 4.2psf, BCDL= 6.Opsf ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -3599 0.68 13-12 3242 0.96 2-.3 -3175 0.82 12-11 3273 0.80 3- 4 -2813 0.49 11-10 2969 0.82 4- 5 -2815 0.48 10- 9 3284 0.80 5- 6 -3178 0.81 9- 8 3255 0.95 6- 7 -3612 0.67 TI: B QTYA _ _ = = = --====== Joint Locations===__======__ =1)'0- 0- 0 6) 29- 2-13 11) 13- 1- 0 2) 6- 8- 3 7) 35-11- 8 12) 6- 8-15 3) 12-11- 8 8) 35-11- 8 13) 0- 0- 0 4) 17-11- 8 9) 29- 2- 1 5) 22-11- 8 10) 22-10- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 3-12 1186 -177 -297 BOT PIN 35- 7- 8 1233 0 -344 BOT H-ROLL 12-11-8 10-0-0 13-0-0 l 2 4 6 7 6.00 5X6 3X4 5X6 3X8 Au 3X8 3.00 j 13.00 0-7- f� 12-5-8 11 9-9-0 11 12-5-8 11 12 ll 1 9 8 1186# 7.50" 1234# 5.00" iq 35-11-8 L,1-0-0 (RO-11-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1813 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOk C17.0V1EDOXI-3276a Dcrign: Afatrix Awl( .rir WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing• portal bracing or similar bracing which is a pan of the building design and which must be considered by the budding designer. Bracing shown is for isleral 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 TPO. rrrusv Prate Institute. TPI, is located at 583 D'Onofrb Drive. Madison. Wisconsin 537191. JOB PATH: CATEE-LOXL/OBSIG77A4 Eng. Job: Dwg: Dsgflr: TLY Chk: WO: GT2A4 Truss ID: B Date: 1-09-02 TIC Live 16.0 psr DurFac - Lbr: 1.25 TIC Dead 7.0 psr DurFac - PIt: 1.25 BC Live 0.o psi O.C. Spacing: 24.0" BC Dead 1o.o psr Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psi I V:12.03.01- 12880- 54 11CS. 11.28.01 JB: GEORGETOWN A 4AC: WO: GT2A4 WE: TI: B1 QTY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the = _===========Joint Locations=============== This design Is for an Individual building BOT CHORDS: 2x4 SP #2 D composite result of multiple loads. 1) 0- 0- 0 6) 30- 3- 5 11) 18- 0- 0 component and has been based on Information 2x4 SP #2 2 All COMPRESSION Chords are assumed to be 2) 5- 8-11 7) 36- 0- 0 12) 11- 1- 8 provided by the client. The designer disclaims any responsibility aresult of WEBS: 2x4 SP #3 continuous) braced unless noted otherwise. 3) 11- 0- 0 8) 36- 0- 0 13) 5- 9- 7 rrecti information. specifications faulty or Incorrect InfornaUon. specficatons 2x4 SP #2 4,6 Wind Case- ASCE 7-98, MWFRS/C&C, V=125 mph, 4) 18- 0- 0 9) 30- 2- 9 14) 0- 0- 0 and/or designs furnished tothe truss designer WEDGES: 2x4 SP #2 h = 15.0 ft, I - 1.00, Exp.Cat.=B, Xzt - 1.0 5) 25- 0- 0 10) 24-10- 8 by the client and the cormctness or accuracy Bldg Type- L- 50.Oft, W= 36.Oft, Truss ----MAX. REACTIONS PER BEARING LOCATION----- ofthlswom,atwnasumayrelatetoaspe- PROVIDE UPLIFT CONNECTION PER SCHEDULE: in END zone, TCDL- 4.2psf, BCDL= 6.Opsf X-Loc Vert Horiz Uplift Y-Loc Type cmc project and accepts no responslblllty or exercises no control with regard to fabrica- Support 1 345# 0- 4- 0 1233 -147 -345 BOT PIN lion, handling, shipment and Installation of Support 2 347# ..TC... FORCE... CSI ..BC... FORCE... CSI 35- 8- 0 1233 0 -347 BOT H-ROLL tresses. This truss has been designed as an MAX LIVE LOAD DEFLECTION: 1- 2 -3563 0.66 14-13 3203 0.93 mdMdual building component In accordance with L/975 at JOINT # 4 2- 3 -3372 0,65 13-12 3242 0.81 ANSIrM 1.1995 and NDS-97 to be incorporated L=-0.43" D=-0.44" T--0.87" 3- 4 -3571 0.68 12-11 3002 0.67 as pan of the budding design by a Budding MAX HORIZONTAL TOTAL LOAD DEFLECTION: 4- 5 -3571 0.68 11-10 3002 0.67 Designer (registered architect or professional enginmrd. When mvlewed for approval by the Tv 0 . 53 ^ 5- 6 -3372 0.65 10- 9 3242 0.81 building designer, the design loadings shown MAX HORIZONTAL LIVE LOAD DEFLECTION: 6- 7 -3563 0.66 9- 8 3203 0.93 must be checked to be sure that the data shown T= 0 . 26" ' are In agreement with the local building codes, local climaticrecords for wind or snow Inds, RMB = 1.15 project specifications or special applied loads. Unless shown, tress has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension arc not fully braced laterally by a property applied rigid ceiling, they should be braced at a maxbnum spacing of 10'-0' o.e Connector plates shall be manufactured from 20 gauge hot dipped gahanized sleet meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shad miov this drawing to verify that this drawing is In conformance with the fabrfador's plans and to realize a continuing responslbWty for such veri- fication. Any discmpancl= arc to be put In writing before cutting or fabrication. Plates shad not be Installed over knotholes. knots or distorted grain. Members shad be cut for tight fitting wood to wood bearing. Con. nector plates shad be located on both faces of the truss with nail fully imbedded and shad be sym. about the joint unless otherwise shown. A 5x4 plate Is 5' wide x 4' long. A 6x8 plate s 9' wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shad meet at the centrold of the webs unless otherwise shown. Connector plate slue are mlnlmum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed to accordance with'Handdng 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 trusses In a straight and plumb pos- Itlon and for resisting lateral forces shad be desiged 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 domdnodng. The supervision of erection of trusses shad be under the control of persons experienced In the Installation of tresses. Professional advice shad be sought If needed. Concentration of construction bads greater than the design loads shad not be applied to muses at any tbne. No loads other than the weight of the erectors shad be applied to trusses until after all fastening and bracing Is completed. T 6-3-2 0-4-3 Tr� 1 11-0-0 14-0-0 11-0-0 1 2 4 1 6 6 0000 5X6 2X4 5X6 Q 0f-03X8 yAU 3X8 5-10-3 0-4-3 3.00 j 1 3.00 080 080 f•5 11 10-5-8 13-9-0 10-5-8 13 1 11 10 9 8 1234# 8.00" 1-0 0 (RO-11-11) I 36-0-0 1234# 8.00" 110-0o -� EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (I RO 11_ll) scale = 0.1763 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: A Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: B1 CONTRACTOR. BRACING WARNING: Ds fir: TLY g Chk: Date: 1-09-02 4005 MARONDA WAY TC Live 16.0 Psi DurFae - Lbr: 1.25 SANFORD, FL. 32771 Bracing shown on this drawing s not erection bracing, wind bracing, portal bracing or similar bracing which Is a par of the budding design and which must be considered by the building designer. Bracing TC Dead BC Live 7.0 psr 0.0 Du rFae - Pit: 1.25 O.C. Spacing: 24.0" (407) 321-0064 Fax (407) 321-3913 shown isfor lateral support of truss members only to reduce buckling length. Prottslons must be psf TOMAS PONCE P.E. ddi�nalbraacing`ofu,«erzustruMire°�`nee1ce �D°na eIIID'dnedbythe b°°°i,g°eslg"`. y regalrea. (See 1116.91 of 7Pd. BC Dead 10.0 psi Desi n Criteria: TPI 9 LICENSE #0050068 frruss Plate Institute, TPI, Is located at 583 D'Onofrio Drive. Madison. WisoamLn 53719). Code Desc: FLA 1890 OREENEIROOk MOVIEDOXI-32766 I TOTAL 33.0 psf _ V:12.03.01- 12881- 55 UCIISR: nIMM nnagrIu !UH PAIN: CAA-LE-LOKUUBSlG7nA4 HCS: 11.28.01 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, specification and/or designs furnished to the truss designer by the client and the correctness or accuracy of this tnformaton as it may relate to a spe. cl0c project and accepts no responslblllty or e:mmises no control with regard to fabricn- Dan, handling, shipment and installation of tnr"cs. This truss has been designed as an individual building component in accordance with ANSI/TPI 1.1995 and NDS-97 to be Incorporated as pan of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown an In agreement with the lop) building cafes. local cgrtaUc records for wind or snow loads. project Specifications or special applied Iwds. Unless shown, mass has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) arc 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 10'-V 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 fabricators plans and to mallm 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 gain. Members shall be cut for tight Bttbtg wood to wood bearing. Con- nector plates shall be located on both Tam of the loos with naiis fully imbedded and shall be sym. about the joint unless otherwise shown. A Sx4 plate is 5- wife x 4- long. A 6xg plate is W wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the cenlrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the form shown and nay 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 Q Bracing', 14I13-91. Trusses an 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. 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 action for trusses 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 shall be sought If needed. Concentration of construction loads greater than the design Iwds shall not be applied to trusses at any time. No Iwds other than the weight of the ereclom shag be applied to es trussuntil after all fastening and bracing Is completed. JB: GEORGETOWN A 4AC: TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 3,5,7 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 345# Support 2 347# MAX LIVE LOAD DEFLECTION: L/834 at JOINT # 4 L--0.50" D=-0.51" T=-1.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.56" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.28" RMB = 1.15 T 5-3-2 0-4-3 I v 1-v 3X8 Q 3.00 I WO: GT2A4 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, MWFRS/C&C, V-125 mph, h = 15.0 ft, I - 1.00, Exp.Cat.-B, Xzt = 1.0 Bldg Type= L= 50.Oft, W= 36.Oft, Truss in END zone, TCDL= 4.2psf, BCDL= 6.Opsf ..TC... FORCE ... CSI 1- 2 -3545 0.75 2- 3 -3510 0.71 3- 4 -4106 0.74 4- 5 -4140 0.65 5- 6 -4139 0.75 6- 7 -3509 0.71 7- 8 -3546 0.76 ..BC ... FORCE ... CSI 14-13 3192 0.89 13-12 3143 0.69 12-11 4150 0.88 11-10 3142 0.70 10- 9 3193 0.89 TI: B2 QTY:1 _ __=_ _ == ==Joint Locations=============== 1) 0 0 0 6) 27- 0- 0 11) 21- 0- 0 2) 4- 8-11 7) 31- 3- 5 12) 15- 0- 0 3) 9- 0- 0 8) 36- 0- 0 13) 9- 1- 8 4) 15- 0- 0 9) 36- 0- 0 14) 0- 0- 0 5) 21- 0- 0 10) 26-10- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1233 -119 -345 BOT PIN 35- 8- 0 1233 0 -347 BOT H-ROLL 5X6 3X4 6XR 9YA -6 00 I 3.00 "AD 3X8 T 4-10-3 0-4-3 O-H- till080 8-5-8 11 17-9-0 8-5-8 1234# 8.00" 1 12 11 1 9 11-0-0-0 1� 1234# 8.00" (RO-11-11) I I 36-0-0 �a1-0--0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 (' RO-11-11) scale = 0.1763 (-Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 IIYAKNIN(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 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. Addluonal bracing of the overall structure may be required. (See HIB-91 of TPI). frruss Plate Institute, TPI, Is located at 593 D'Onofrio Drive, Madison. Wisconsin 53719). Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf QC Dead 10.0 Psf TOTAL 33.0 Dsf Truss ID: B2 Date: 1-09-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Matrix Analysis JOB PATH: C:1TEE-/0KV0UG7244 HCS: 11.28.01 JB: GEORGETOWN A 4AC: WO: GT2A4 WE: TI: B3 9TY:2 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the cllent_ 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- eab project and accepts no responsibility or e ercbca no control with regard to fabdca- tbn, 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 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 deslgn assumes compresslon chords Ilop or bottom) are mnUnu. ously braced by sheathing unless otherwise specified. Where bottom choids in tension are not fully braced laterally by a property applied rigid eellng. they should in braced at a madmum spacing of 10'-0" o.c. Connector plates stall 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 reviewthis drawing to vertfy that this drawing is In conformance with the fabrimfoes plans and to realize a continuing responsibility for such verl- flcallon. Any dbcrepancles arc to be put In writing before cutting or fabrication. Plata shall not be Walled over knotholes. knots or distorted grain. Members shall be cut for tight fitung wood to wood bearing. Con- nector plates shag be located on both faces of the truss with nails fully Imbedded and shall be sym. about the Jotnl 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 speetned. Double cuts on web members shag meet at the centrold of the webs unless otherwise shown. Connector plate sixes arc 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 rcardant treated lumber unless otherwise shown. For additional Information an Quality Control refer to ANSI/T'PI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with -Handbag Installing & Bracing-. HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- IUon and for restsung lateral forces shall be designed and Walled by other. 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 basses. Profcsslomd advice shall be sought if needed. Concentration of consuueuon Inds greater than the design loads shall no be applied to basses at any time. No loads other than the weight of the erectors sham be applied a trusses unto after all lastcnlng and bracing is completed. TOP CHORDS: 2x4 SP #2 2x8 SP #2 2,3 BOT CHORDS: 2x6 SP #2 2x6 SP #1 D 2,3 WEBS: 2x4 SP #3 2x4 SP #2 4,6,8,10 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. MAX LIVE LOAD DEFLECTION: L/846 at JOINT # 6 L--0.49" D=-0.51" T=-1.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.40" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.20" RMB - 1.15 T 4-3-2 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. This 2-PLY Hip Master designed to carry 71 0" open jacks (no webs) across center and Hip Jack Truss framed to BC Wind Case- ASCE 7-98, MWFRS/C&C, V-125 mph, h - 15.0 ft, I - 1.00, Exp.Cat.=B, Kzt - 1.0 Bldg Type- L= 50.Oft, W. 36.Oft, Truss in END zone, TCDL= 4.2psf, BCDL= 6.Opsf PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1361) Support 2 1359) ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -4717 0.17 18-17 4164 0.41 2- 3 -4920 0.23 17-16 4175 0.41 3- 4 -6526 0.19 16-15 4427 0.41 4- 5 -13489 0.32 15-14 8939 0.79 5- 6 -13189 0.50 14-13 13485 0.86 6- 7 -13189 0.38 13-12 8724 0.58 7- 8 -9074 0.43 12-11 7096 0.82 8- 9 -7656 0.38 11-10 6861 0.81 2-PLYS REQUIRED __ ==:==;---===Joint Locations=============== 1) 0- 0- 0 7) 29- 0- 0 13) 21- 8- 0 2) 3-11- 4 8) 31-11- 3 14) 14- 7- 0 3) 7- 0- 0 9) 36- 0- 0 15) 12-11- 4 4) 12-11- 4 10) 36- 0- 0 16) 7- 0- 0 5) 14- 7- 0 11) 31-11- 3 17) 3-11- 4 6) 21- 9- 8 12) 28- 9- 0 18) 0- 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 29- 0- 0 TC Vert L+D -46 29- 0- 0 -46 37- 0- 0 BC Vert L+D -20 0- 0- 0 -20 7- 0- 0 BC Vert L+D -43 7- 0- 0 -43 29- 0- 0 BC Vert L+D -20 29- 0- 0 -20 36- 0- 0 Concentrated LBS Location BC Vert L+D -429 7- 0- 0 BC Vert L+D -429 29- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 2520 -93 -344 BOT PIN 35- 8- 0 2516 0 -346 BOT H-ROLL 7-0-0 22-0-0 k7-0-0 1 2 4 5 6 18 9 10X10 6X8 6X8 LOX10 1OX10 - - 3-1-12 i rJ�t 12.00 I -6.00 i 13.00 YAD T 0-41y-3 3 12-114 7-1 14-2-0 1, 6-7-0 11 18 17 16 15 14 13 '112 11 10 2520N 8.00" 2516N -8.00" 1-0-0 CCj� ) 36-0-0 11--00-0. . A ES (4) 2X4 430N 430N r (0-11-11) EXCEPT AS S11OWN PLATES ARE T 0 GA TESTED PER ANSUTPi 1-1995 scale. = 0.1763 �- WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: GTTxrm� aronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D`vgLM: Truss ID: B3 CONTRACTOR. BRACING WARNING: Dsgilr: TLY Chk: Date: 1-09-02 TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARON DA WAY 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 SAN FORD, Ft-. 32771 which Is a part of the building design and which must be mnsidered by the building desig cr. Bracing shown is for lateral support of truss buckling length. BC Live U.0 O.C.Spacing: 24.Ou p g• (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. members only to reduce Provisions must be made to anchor lateral bracing at ends and specified locations detemibied by the building designer. Additional bracing of the structure may be required. (See HIB-91 of TPI). overall BC Dead psr 10.0 psf P Design Criteria: TPI LICENSE #0050068 (Truss Plate Wilhite. TPI, is located at 583 D'Onofrio Drt• . Madison. Wisconsin 53719). Code Dese: FLA 1890 GREENBROOK Cr.OV1EOO.M32960 I TOTAL 33.0 psf V.-12.03.01- 12923- 9 Detign: Afarhr Annlytit JOB PATH: C.ITEE-L0K1108S1G72A4 HCS: 11.23.01 I _ _ _ _ I JB: GEORGETOWN A 4AC: WO: GT2A4 WE: TI: C QTY: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 nnponslbWty for damages as a -it of faulty or Incorrect information, specifications and/or deigns fumished to the truss designer by the client and the correctness or accuracy of this Information as It may rel3le to a spe- effle project and accepts no respomlbWty or exercise no control with regard to fabrlca- ... handling, shipment and tnstaliation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/'IPI 1.1995 and NDS-97 to be Incorporated as part of the building deign by a Budding Designer Ireglstered archlimt or professional engineer). when reviewed for approval by the building designer. the design loadings shorn must be checked to be sure that the data shown arc in agreement with the local building codes, local climatic records for wind or snow loads. pmject 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 contlnu- ousy 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 maxtmum spacing of 101-0' o.c. Connector plate shall be manufactured from 20 gauge ha dipped galvanized steel meeting AS17d 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 confomwnce with the fabricator's plans and to realize a continuing reponsfbWly for such ved- Bcatton. Any discrepancies are to be put In writing before cutting or fabrication. Rates shall not be Installed over knotholes, knots or distorted gram. Members shall be cut for light filling wood to wood bearing. Con- nector plates shall be located on both tam of the truss with nails fully tmbedded and shall be sym. about the joint unless otherwise shown. A Sx4 plate is 5' wide x 4' long. A 6x8 plate is 8' wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the 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- ltng and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional .10..on on Quality Control refer to ANSI/'fP1 I.1995 PRECAUTIONARY NOTES m All bracing and erection recomtendations are to be followed In accordance with -Handling Installing & Bracing'. HIB-91. Trusses arc to be handled with particular care during landing and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb poa- Ittun and for resisting lateral forces shall be designed and Installed by others. Careful hand - WV is liessential and erection bracing is always required. Normal precautionary action for asses requites such temporary bracing during Wtnitatlon between trusses to avoid toppling supervision dominoing. The supeision of erection or trussrs shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No bads other than the weight of the erectors shall be applied to trusses .null after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 4,8,12 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 332# Support 2 307# MAX LIVE LOAD DEFLECTION: L/999 L--0.26" D=-0.27" T--0.54" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.28" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.14" RMB - 1.15 T 6-3-2 0-4-3 1X4 continuous lateral bracing attached with 2- 10d nails each member where shown.Bracing MUST be positioned to provide equal unbraced segments OR 2x4 "T" brace may be nailed flat to edge of web with 12d nails spaced 8" o.c. Brace must extend at least 90% of web length 2x6 Brace required on any web exceeding 141. End vertical(s) not designed for exposure to lateral wind pressure. Wind Case- ASCE 7-98, MWFRS/C&C, V-125 mph, h - 15.0 ft, I = 1.00, Exp.Cat.-B, Kzt = 1.0 Bldg Type. L= 50.Oft, W. 35.8ft, Truss in END zone, TCDL- 4.2psf, BCDL= 6.Opsf __ ===Joint Locations=============== 1) 0 On 0 7) 30- 4- 4 13) 15- 4-10 2) 5- 9- 4 8) 35-10- 0 14) 11- 0- 0 3) 11- 0- 0 9) 35-10- 0 15) 5- 9- 4 4) 15- 4-10 10).30- 4- 4 16) 0- 0- 0 5) 18- 0- 0 11) 24-10- 8 6) 24-10- 8 12) 18- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1234 160 -332 BOT PIN 35- 8-12 1175 0 -307 BOT H-ROLL ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -2133 0.47 16-15 1849 0.63 2- 3 -1831 0.37 15-14 1847 0.46 3- 4 -1815 0.36 14-13 1587 0.41 4- 5 -3574 0.59 13-12 2547 0.76 5- 6 -3588 0.64 12-11 3103 0.81 6- 7 -3042 0.59 11-10 1363 0.46 7- 8 -1248 0.36 10- 9 26 0.22 11-0-0 1, 24-10-0 Ilk 1 2 4 5 6 7 8 6.00 5X8 4X6 2X4 6X8 3X6 3X6 3X4 5-10-3 6X8 8X14 3X6 276 3X6 2X4 3X4 SX8 2X4 ice- 6-10-14 12.00 11 3.00 060 f� 15-4-10 2-7-6 1, 6-10-8 10-5-8 16 15 14 13 '112 11 10 9 1235# 8.00" 1176# 2.50" 1-0-0 35-10-0 ol Cd�A (8) 2X4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1819 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: GT2A4 �MLaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: C y CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 1-09-02 TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARONDA WAY Bracing shown on this dm" is not erection bracing, wind bracing• portad bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 SAN FORD, FL. 32771 winch is a part of the building design and winch most be considered by the building designer. Bracing shown is for lateral teral truss buckling length. Live 0.0 PSf O.C. Spacing: 24.0" (407) 321-0064 Fax (407) 321-3913 support of membersonly to reduce Provisions must be made to anchor Lateral bracing at ends and specified locations determined by the budding designer. BC Dead 10.o sf Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overall structure my be required. (See HIB-91 of TPI). P ,.f Code Desc: FLA LICENSE #0050068 1890 GREENBROOK CLOVIEDO.M32766 (Russ Plate Institute, TPI, Is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). TOTAL 33-0 psi _ V:12.03.01- 12884- 58 Design: Matrix Anai'sis JOB PATH: C.ITEE-L0KV0BS1G72A4 HCS. 11.28.01 I I I JB: GEORGETOWN A 4AC: WO: GT2A4 WE: TI: C3 QTY:2 DESIGN INFORMATION This design is for an individual budding component and has been based on Information provided by the client. The designer disctatms 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 tnfarmation as It may relate to a spe- cific project and accepts no responsibility ear 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/17I 1-1995 and NDS-97 to be Incorporated as pan of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design lmdings shown must be checked to be sure that the data shown are In agreement with the local building codes. local clknallc records for wind or snow loads. project specifications or special applied loads. Unless shown. lnus has not been designed for storage or occupancy loads. The design assumes compresslon chords (top or bottom) are continu. ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rlgd ceiling, they should be braced at a maxhnurn spacing of 10'-V 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 verily that this drawing is in conformance with the fabricators plans and to realize a continuing responsibility for such verl- fic Lion. Any dbcrepaneles are to be put in writing before cutting or fabrication. Plato shall not be Installed over knotholrs. knots or distorted gram. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with naps fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5- wide x 4' long. A 6x6 plate is 6' wide x B- long. Slots (holes) run parallel to the plate length specified. Double eau on web members shall meet at the eentrold of the webs unless otherwise shown. Connector plate sizes are mmlmum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This lrtaa is not to be fabricated with Me retardant treated lumber "Ness otherwise sham. For additional information on guallty Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES AO bracing and erection recommendatlons we to be followed in accordance with -Handling Installing R Bmcitie, HIB-91. Trusses are to be handled with particular care during handing and bundling, delivery and batallatlon to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos. Rion and for resisting lateral forces shall be designed and Installed by others. Careful hand. ling is essential and erection bracing Is always required. Nornal precautionary action for trusses requlm such temporary bracing during Installation between trusses to avoid toppling and dommomg. The superviston of erection of trusses shall be under the control of persons otpertenced in the Installation of trusses. Professional advice shall be sought D needed. ConcentmUon of construction bads Beater than the design loads shall not be applied to trusses at any t1m. No loads other than the weight of the erect.- .twit be applied to trusses until after all fastening and bracing is cornpla d. TOP CHORDS: 2x6 SP #2 2x4 SP #2 1 BOT CHORDS: 2x6 SP #2 2x6 SP #1 D 3,4 WEBS: 2x4 SP #3 2x4 SP #2 2,4,6,8,10 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. MAX LIVE LOAD DEFLECTION: L/847 at JOINT #10 L=-0.50" D=-0.52" T=-1.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.35" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.17" RMB = 1.00 T 4-3-2 0-0-3 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 2-PLY Hip Master designed to carry 71 0" open jacks (no webs) across center and Hip Jack Truss framed to BC Wind Case- ASCE 7-98, MWFRS/C&C, V-125 mph, h = 15.0 ft, I = 1.00, Ercp.Cat.-B, Kzt - 1.0 Bldg Type=Encl L. 50.0ft, W= 35.8ft, Truss in INT zone, TCDL= 4.2psf, BCDL= 6.Opsf PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1342 Support 2 1:401" ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -4812 0.26 14-13 4241 0.39 2- 3 -6311 0.20 13-12 4268 0.36 3- 4 -6795 0.24 12-11 6395 0.53 4- 5 -12748 0.37 11-10 9275 0.90 5- 6 -8659 0.64 10- 9 12682 0.94 6- 7 -8572 0.39 9- 8 -68 0.46 2-11LYS REQUIRED ____====_=====Joint Locations=======_=____=_ 1) 0- 0- 0 6) 28- 9- 0 11) 19- 4- 0 2) 7- 0- 0 7) 35-10- 0 12) 12-10- 2 3) 12-10- 2 8) 35-10- 0 13) 7- 0- 0 4) 19- 4- 0 9) 28- 9- 0 14) 0- 0- 0 5) 20-11-12 10) 20-11-12 ------------ 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 35-10- 0 BC Vert L+D -20 0- 0- 0 -20 7- 0- 0 BC Vert L+D -43 7- 0- 0 -43 35-10- 0 Concentrated LBS Location BC Vert L+D -429 7- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 2485 100 -340 BOT PIN 35- 8-12 2594 0 -300 BOT H-ROLL 7-0-0 28-10-0 1 3 4 5 6 6X12 8X10 5X8 4X6 8X10 Ave 3-10-3 10X1 $X14 4X6 3X4 8X14 6X12 1-7-12 3 �AfL 2� 11-4� 7�4 12.00 1I 3.00 F9 I 0-6-0 19-4-0 -7-1 7-9-4 6-7-0 8 2486# 8.00" 13 12 11 10 2595# 2.50" 1-0-0 35-10-0 CcW�A S (4) 2X4 430# EXCEPT AS SHOWN PLATES ARE TL2 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1819 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: GT A4 CMaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Divg: Truss ID: C3 CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 1-09-02 4005 MARONDA WAY TC Live 16.o' psr DurFac - Lbr: 1.25 SA N FORD, FL. 32771 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 TC Dead 7.0 psr DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 shown truss members is for lateral support of trmembers only to reduce buckling length. Provisions must be 13C Live 0.0 PSI`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 overall structurey be requited. (See HID-91 of TPO. BC Dead to. o P sr Design Criteria: TPI LICENSE #0050068 (Truss Plate Institute. TPI. is looted at 583 D'Onofrio Drive, Madison, Wisconsin 53719). Code Desc: FLA 1890 GREENDROOK Cr.0wtEDOXI-32768 I TOTAL 33.0 psf V:12.03_01- 1270n- r.eg nrmrrz nnaryrur /UB FAIN: QI7EE-LUKV0B51G -2A4 IiCS: 11.28.01 JB: GEORGETOWN A 4AC: DESIGN INFORMATION This design is for an mdhldual building component and has been based on Information provided by the ellent. The designer disclaims any responslbWty for damages as a n_ult of faulty or Incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Infarnatlon as It may relate to a spe- cific project and accepts no responsibility or e mtsesno control with regard to fabrim- non, handling, shipment and Installation of truss_. This truss has been designed as an tndtvldual 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 engineer). When reviewed for approlal 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 speclflcatiom or special applied loads. Unless shown, truss has not been designed for storage or occupancy foods. 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 ceWng they should be braced at a maximum spacing of 10'-0' o.c. Connector plates shag be manufactured from 20 gauge hot dipped p"nized 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 fabriestoes plus and to realize a continuing responsibility for such vert- Natbn. Any discrepancies we to be put In witting before cutting or fabrication. Plat_ shag not be Installed wer knotholes. knots or distorted graln. Members shag be cut for tight fitting wood to wood beating. Con- nector plates shag be located on both faces of the truss with na1Ls 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 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shag meet at the centrold of the webs unless otherwise shown. Connector plate scup are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection sttesses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSIrml 1.1995 PRECAUTIONARY NOTES AB bracing and erection recormnendatloru we to be followed in accordance with -Handling Installing d Bracing% HIB-91. Trusses are to be handled with particular care during banding and bundling, delwery and installation to avoid damage. Temporary and permanent bracing for holding truss_ in a straight and plumb pm- nlon and for misting lateral forces shag be designed and Installed by others. Careful hand- ling is essential and erection bracing is allays required. Normal precautionary action for trusses requ!tes such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supeniston of erection of tnus_ stag be under the control of persons esperlenced In the installation of uunes. Professional advice shag be sought If needed. Concentration of construction bads greater than the design bads shag not be applied to asses at thee. No thNo loads other than the weight of the erectors shag be applied to trusses until after all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 2x4 SP #2 D 1 BOT CHORDS: 2x8 SP #1 D WEBS: 2x4 SP #3 2x4 SP #2 3,4,5 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, MWFRS/C&C, V-125 mph, h - 15.0 ft, I - 1.00, Exp.Cat.=B, Kzt - 1.0 Bldg Type-Encl L. 64.0ft, W= 26.Oft, Truss in INT zone, TCDL- 4.2psf, BCDL= 6.Opsf MAX LIVE LOAD DEFLECTION: L/999 L=-0.20" D=-0.21" T=-0.41" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.12" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.06" RMB = 1.15 6-10-3 0-4-3 WO: GT2A4 WE: 11: Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. MULTIPLE LOADS -- This design is the composite result of multiple loads. 2-PLY TRUSS! fasten w/3"X 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 4 per ft. WEBS- 2 per ft Distribute loads.equally to each ply. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1, 3663 Support 2 4679 TC... FORCE...CSI ..BC ... FORCE ... CSI 1- 2 -14286 0.60 12-11 12671 0.58 2- 3 -14336 0.84 11-10 12476 0.96 3- 4 -9984 0.44 10- 9 12423 0.96 4- 5 -9987 0.64 9- 8 12969 0.96 5- 6 -14293 0.81 6- 7 -14485 0.85 2-PLYS REQUIRED 6.00 6X8 TI: D 9TY:2 ===-==========Joint Locations=============== 1) 0- 0- 0 5) 18-11- 4 9) 18-11- 4 2) 3- 6- 0 6) 22- 6- 0 10) 13- 0- 0 3) 7- 1- 8 7) 26- 0- 0 11) 7- 1- 8 4) 13- 0- 0 8) 26- 0- 0 12) .0- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 0- 0- 0 -46 26- 0- 0 BC Vert L+D -20 0- 0- 0 -20 7- 1- 8 BC Vert L+D -610 7- 1- 8 -610 26- 0- 0 Concentrated LBS Location BC Vert L+D -2595 7- 1- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 6782 -164 -42 BOT PIN 25- 8- 0 8664 0 L44 BOT H-ROLL 6-10-3 0A-3 3X10 - -- aUtssD 11OX101 3X8 I 3X10 "12 11 10 6783# 8.00" 26-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA ES ED PER ANSI/TI'I 1-1995 CMaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1990 GREENBROOk Cr.OVIEDO_il-a1]aa Design: Afmrir Analysis VVAKNING: 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 bmcing 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 truss members only to reduce buckling length. Prwt lom must be made to anchor lateral bracing at ends and specified locations determined by the bulldirtg designer. Additional bracing of the werall structure my be required. (See HIB-91 of TPO. frruss Plate Institute. TPI, is located at 583 D'Onofrto Drive. Madison. Wisconsin 53719). JOB PA771: C:17EE.L0KV0BS1GT2A4 8664# 8.00" scale = 0.2577 Eng. Job: O: GT2A4 DWg: Truss ID: D Dsgur: TLY Chic: Date: 1-09-02 TC Live 16.0 psf DUrFac - LFF 1. 55 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 psr ' V:12.03.01- 12791- 4 HCS: 11.28.01 JB: GEORGETOWN A 4AC: WO: GT2A4 WE: DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the client. The designer disclaim any responslbWly 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- cNc project and accepts no responsibility or ucretscs 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 par 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 climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) arc continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of 10'-O' o.c Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASI'M A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a continuing responsibility for such verl- flatlon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood hearing. Con- nector plates shall be located on 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 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 slur are minimum sizes based on the forces shown may ay need to be increased for certain hand. long 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 arc to be followed in accordance with 'Handling Installing & Bracing', HI8-91. 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 pro. itlon 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 Misses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The super ision of erection of mosses shall be under the control of persons experienced in the Wtallation of trusses. Professional advice shall be sought if needed. Concentration of construction Inds greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after a0 fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 76# Support 2 81# MAX LIVE LOAD DEFLECTION: L/999 L--0.19" D=-0.20" T--0.39" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.28" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.14" RMB - 1.15 7-3-2 0-4-3 [1: Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. MULTIPLE LOADS -- This design is the composite result of multiple loads. Wind Case- ASCE 7-98, MWFRS/C&C, V-125 mph, h . 15.0 ft, I - 1.00, Exp.Cat.-B, Xzt - 1.0 Bldg Type= L= 64.Oft, W= 26.Oft, Truss in END zone, TCDL- 4.2psf, BCDL= 6.Opsf TI: DI QTY:5 =_ =___ _ === ==_ ==Joint Locations========= 1) 0- 0-0 5) 26- 0- 0 9) 6- 8-11 2) 6- 8-11 6) 26- 0- 0 10) 0- 0- 0 3) 13- 0- 0 7) 19- 3- 5 4) 19- 3- 5 8) 13- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 904 -164 -76 BOT PIN 25- 8- 0 904 0 -81 BOT H-ROLL ..TC... FORCE...CSI ..BC ... FORCE ... CSI 1- 2 -2433 0.43 10- 9 2190 0.63 2- 3 -1817 0.37 9- 8 2199 0.56 3- 4 -1817 0.37 8- 7 2199 0.56 4- 5 -2433 0.43 7- 6 2190 0.63 13-0-0 1, Ilk 13-0-0 1 2 1 4 5 0 4X6 Q f° 13-8-0 3 A V 3.00 J1 3.00 6-10-3 0-4-3 0-8- 1 1 B�080 124-0 124 I 1 1 ]0 9 7 6 904k 8.00" 1-0-0 904N 8.00" 11-0�0 Cd�i i) AT S (16) 2X4 26-0-0 (� RO-11-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 scale = 0.2393 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: A Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: D1 CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 1-09-02 4005 MARONDA WAY TC Live 16.0 psf DurFac - Lbr: 1.25 SAN FORD, FL. 32771 321-0064 Fax Bracing shown on this drawing is not erection bra". wind bracing, portal bracing or similar bracing which Is a pan of the building design and which must be considered by the building dwW en Bmctrmg shown is for lateral TC Dead BC Live 7.0 psf. 0.0 DurFae - Pit: 1.25 O.C. Spacing: 24.0n (407) (407) 321-3913 TOMAS support of truss members only to reduce buckling length. Provisions must be node to anchor lateral bracing at ends and specified locations determined by the building designer. psf Design Criteria: TPI PONCE P.E. Additional bracing of the wemll structure may be required. (See HIB-91 of 7PI). BC Dead 10.0 f LICENSE #0050068 rrruss Plate Institute. 7P1, is located at 583 D'Onofno Drive. Madison, Wisconsin 53719). Code Desc: FLA 1890GREluBROOKCcovlEDO.f7s2766 'TOTAL 33.0 psf I V:12.03.01- 2888-62 6... �,., ,tin rnrn: tnrcc-rvAvunawr[A4 HCS: 11.28.01 DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the client. The designer disclabns 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- cinc project and accepts no responsibility or exercises no control with mprd to fabrica- tion, handling, shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as pan of the building design by a Building Desigter (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown arc N 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) arc continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'4r o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies arc to be put 1n writing before cutting or fabrication. Plates shag 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 naps 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 centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Duality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AB bracing and erection recommendations are to be followed In accordance with 'Handling Installing @ Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avid damage. Temporary and permanent bracing for holding trusses 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 trusses requtres 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 Wtallalon of trusses. Professional advice shall be sought U needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any thee. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: GEORGETOWN A 4AC: TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #2 2x4 SP #3 1,5 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 262# Support 2 262# MAX LIVE LOAD DEFLECTION: L/999 L=-0.05" D--0.05" T=-0.11" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.02" RMB - 1.15 7-3-2 0-4-3 WO: GT2A4 WE: MULTIPLE LOADS -- This design is the composite result of nultiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, MWFRS/CSC, V-125 mph, h = 15.0 ft, I = 1.00, Exp.Cat.=B, Kzt = 1.0 Bldg Type- L. 64.Oft, W- 26.Oft, Truss in END zone, TCDL= 4.2psf, BCDL= 6.Opsf ..TC... FORCE ... CSI ..BC ... FORCE...CSI 1- 2 -1438 0.42 10- 9 1241 0.35 2- 3 -1009 0.38 9- 8 1238 0.42 3- 4 -1009 0.38 8- 7 1238 0.42 4- 5 -1438 0.42 7- 6 1241 0.35 TI: D2 9TY:3 __ =_ ==Joint Locations=============== 1)0- 0- 0 5) 26- 0- 0 9) 6- 4-12 2) 6- 4-12 6) 26- 0- 0 10) 0- 0- 0 3) 13- 0- 0 7) 19- 7- 4 4) 19- 7- 4 8) 13- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 904 -164 -262 BOT PIN 25- 8- 0 903 0 -262 BOT H-ROLL Ilk 13-0-0 1, 13-0-011 1 2 4 5 6.00 Q 4X6 321.0 3X6 26-0-0 10 9 g 7 904# 8.00" 1-0-0-0 MAR 8.00" (RO-11-11) I 26-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (!Mjaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK (MOVIEDO,F1.32766 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing. portal bracing ar 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 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 TPp. rt'russ Plate Institute. TPI, is located at 583 D'Onofro Drive. Madison. Wisconsin 53719). T 6-10-3 0-4-3 Ty� I . 1 (RO41-11) scale = 0.2393 Eng. Job: T Dwg: Truss ID: D2 Dsgnr: TLY Chk: Date: 1-09-02 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.19 ns n 1- 1 9AAo- Ai HCS: 11.28.01 JB: GEORGETOWN A 4AC: WO: GT2A4 WE: TI: D3 9TY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the =__---- -- ===Joint Locations======e:====___= This design is for an Individual building BOT CHORDS: 2x4 SP #2 composite result of untltiple loads. 1) 0 0 0 5) 19- 7- 4 9) 14-10- 4 component and hashe been .Thedbased on Information WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 6- 4-12 6) 26- 0 0 10) 11- 0- 0 provided n the e8for The designer disclaims 2x4 SP #2 4 continuous) any responsibility for damagnmaresult of WEDGES: 2x4 SP #2 y braced unless noted otherwise. 3) 11- 0- 0 7) 26- 0- 0 11) 6- 4-12 faulty or Incorrect information. specifications Wind Case- ASCE 7-98, MWFRS/C&C, V-125 u1ph, 4) 15- 0- 0 8) 19- 7- 4 12) 0- 0- 0 and/or designs furnished to the truss designer h - 15.0 ft, I - 1.00, Extp.Cat.-B, Rzt rs 1.0 ----MAX. REACTIONS PER BEARING LOCATION----- bytheclientandthecorrectnessoraccuracy PROVIDE UPLIFT CONNECTION PER SCHEDULE: Bldg Type= L= 64.Oft, W= 26.Oft, Truss X-Loc Vert Horiz Uplift Y-Loc Type of this information as It may relate to a spe- Support 1 263# in END zone, TCDL- 4.2psf, BCDL= 6. Opsf 0- 4- 0 904 -140 -263 BOT PIN cone pmject and accepts no responsibility or exemises no control with regard to fabrica- Support IVE LOAD6DEFLECTION. 25- 8- 0 903 - 0 -262 BOT H-ROLL tion, handling, shipment and Installation of ..TC FORCE ... CSI ..BC FORCE... CSI trusses. This truss has been designed as an L/999 1- 2 -1423 0.35 12-11 1225 0.31 Individual building component In accordance with L=-0.05" D=-0.05" T.-0.10" 2- 3 -1106 0.32 11-10 1222 0.31 ANSI/7PI 1-1995 and NDS-97 to be Incorporated MAX HORIZONTAL TOTAL LOAD DEFLECTION: 3- 4 -969 0.19 10- 9 941 0.23 as part of the building design by a Building T- 0. 04" 4- 5 -1103 0.32 9- 8 1222 0.31 englnecrl. When reviewed for ionar approval by the Designer (registered or professional 9- HORIZONTAL LIVE LOAD DEFLECTION: 5- 6 -1423 0.35 8- 7 1225 0.31 lewed building designer, the design loadings shown T. 0.02" must be checked to be sure that the data shown are In agreement with the local building codes. RMB - 1.15 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 assume compression 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 ceWng, they should be braced at a maximum spacing of 10'-0' o.c Connector plates stall be manufactured from 20 gauge hot , dipped galvanized steel meeting ASTM A 6". 11_Q_Q 4-" 11-0-0 Grade 40, unless otherwise shown. 1 5 FABRICATION NOTES 2 66.00 6 00 Prior to fabrication. the fabricator stall review this drawing to verify that this drawing is in conformance with the fabnwtar•s plans and to 4X8 4X6 mallze a continuing responslbWty, for such verl- Ilption. Any discrepancies arc to be put In writing Wore cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wind to wood bearing. Con- 3X4 3X4 nector plates shall be located on both faces of the truss with nalls fully imbedded and shall be syn. about the joint unless otherwise shown. A 5-10-3 Sx4 plate is 5' wile x 4' long. A &x8 plate is 6' 6-3-2 wide x 8' long. Slots (holes) run parallel to the plate length specified. Double =is on web members shall meet at the centrold of the webs 0-0-3 0-0-3 unless otherwise shown. Connector plate sizes arc minimum at= based on the fames shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire mt.,dant treated 3X6 lumber unlotherwise show na n. Par addmonal 3X6 2X4 6X8 3X8 2X4 information on Quality Control refer to 3X6 3X6 ANSIrm 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations arc to be followed In accordance with -Handling Installing & Bracing', HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Iton 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 uusse, to avoid topplingand dominoag. The supervision of erection of trusses shall be under the control of persons experienced In the installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any Urne. No Inds other than the welght of the erectors shall be applied to trusses unto after all fastening and bracing is completed. M F9 Ilk 26-0-0 12 11 10 9 8 7 904# 8.00" 1-0-0-0 904N 8.00" (RO-11-11) I ie 26-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPl 1-1995 Maronda Systems 4005 MARONDA WAY SANfORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK MOVIEDOXI-32798 Al- A..- WAKNIN(i: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 8MCIng shown on this drawing is not erection bracing, wind bmebng, portal bracing or similar bracing which is a par 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 specdled options determined by the building designer. Additional bmcing of the overall structure maybe required. (See 1118-91 of TPB. rrruss Plate Institute. TPI, is located at 583 D'Onofdo 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 nsf I (Rai 1-11) scale = 0.2393 Truss ID: D3 Date: 1-09-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 11.28.01 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the cient. The designer disclaim 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- cdle project and accepts no responsibility or exerelses no control with regard to fabria- tion, handling, shipment and installation of trusses. This truss has been designed as an individual building component in accordance with ANSI/TPI 1.1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (reglstered architect or professional engineer). When reviewed for approval by the building designer, the design loading} shown must 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 specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) arc continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid milling. 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 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 conforn:mce with the fabricators plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con. nector plates shall be located on both faces of the truss with nalls fully imbedded and shall be s)m. about the Jotnt unless otherwise shown. A 5x4 plate is 5' wide x 4' long A 6rc8 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 cenlroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and my 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 InstaBitg Q Bracing'. 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 tnuses in a straight and plumb pos- Ition and for reslsting lateral forces shall be designed and installed by others. Careful hand- ing s essential and erection bracing is always required. Nornul precautionary action for trusses requires such temporary bracing during (nstallatlon between trusses to avoid toppling and dondnoing. The supervision of erection of trussesshallbe under the conwl of persons experienced In the Installation of trusses. Pmfesslonal advice shag 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. JB: GEORGETOWN A 4AC: TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 263# Support 2 262# MAX LIVE LOAD DEFLECTION: L/999 L--0.06" D--0.06" T=-0.11" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.02" RMB = 1.15 5-3-2 0-4-3 T7� I WO: GT2A4 WE: MULTIPLE LOADS -- This design is the composite result of imiltiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, MWFRS/C&C, V-125 mph, h - 15.0 ft, I - 1.00, Ebcp.Cat.-B, Xzt - 1.0 Bldg Type= Ler 64.Oft, W= 26.Oft, Truss in END zone, TCDL= 4.2psf, BCDL= 6.Opsf ..TC...FORCE...CSI 1- 2 -1433 0.26 2- 3 -1249 0.24 3- 4 -1090 0.23 4- 5 -1090 0.23 5- 6 -1249 0.24 6- 7 -1433 0.26 ..BC...FORCE ... CSI 11-10 1247 0.50 10- 9 1162 0.48 9- 8 1247 0.50 TI: D4 QTY:1 ___ _===Joint Loc===-- ations========== 1)==_e: 0- 0- 0 5) 17- 0- 0 9) 17- 0- 0 2) 4- 9- 4 6) 21- 2-12 10) 9- 0- 0 3) 9- 0- 0 7)' 26- 0- 0 11) 0- 0- 0 4) 13- 0- 0 8) 26- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 904 -114 -263 BOT PIN 25- 8- 0 903 0 -262 BOT H-ROLL 9-0-0 8-0-0 9-0-0 1 2 4 6 - 0 4X6 3X4 4X6 JAD 3X6 -_ 26-0-0 11 10 9 8 904# 8.00" 1-0-0-0� 904N 8.00" (RO-11-11) I !" 26-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK Cr.0VIED0.FL32768 nrrion Afnrrir Aanh.rl, 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 sbndlar bracing which is a pan of the building design and which most be considered by the building designer. Bmcing shown Is for lateral support of truss members only to reduce buckling length. Provisions most be made to anchor lateral bracing at ends and specified IoctDoms determined by the building designer. Additional bracing of the overall structure may be required. (See HI13-91 of TPII. (Russ Plate Institute. 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 osf 4-10-3 0-4-3 00 (RO-11-11) scale = 0.2393 Truss ID: D4 Date: 1-09-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA 11CS: 11.28.01 JB: GEORGETOWN A 4AC: WO: GT2A4 WE: DESIGN INFORMATION This design Is for an Individual building component and has been based on Information provided by the client. The designer diselabns any responsibility for damages as a result of faulty or Incorrect information. specifications and/or designs furnished to the truss dmtgter by the client and the correctness or accuracy of this information mu It may relate to a spe- cif1c project and accepts no responsibWty or uereUrs no control with regard to fabrica- tion. handling, shipment and Installation of muses. This truss has been designed as an Individual building component in accordance with ANSI/7PI IAA and NDS-97 to be incorporated as pan of the building design by a Building Designer (registered architect or professional reviewed when rewed for apprrnvl by the building destgner. the design loadings shown most be checked to be sure that the data shown are In agreement with the local building codes. local cllmattc records for wind or snow Inds. project specNcrUans or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords Itop or bottom) are continu- ously braced by sheathing urdl otherwise specified. where bottom chords In tension are not fully braced latently by a property applied rigid ceiling. they should be braced at a maximum spacing of I(Y-W o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTht A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall revlew this drawing to verify that this drawing Is In conformance with the (abricatm`5 plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put In writing before cutting or fabrication. plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con. nector plates shall be located an both faces of the truss with mils fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x V long. A 6x8 plate is 6" wide x 8' long. Slots (holm) run parand to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes arc minimum sizes based on the forces shown and may need to be increased for certain hand. ling and/or erection stresses. This truss 0 not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSIjfPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with'HandWhg Installing S Bracing'. HID-91. Trusses are to be handled with particular cue during banding and bundling. delivery and Wtallation to avoid damage. Temporary and permanent bracing for holding tnassrs In a straight and plumb pas. Man 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 bis(aQaUon between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experteneed in the installation of trusses. Professional advice shag be sought if needed. Concenuatbn of construction bads greater than the design loads shall not be applied to trusses at any time. No loads other than the wel chi of the erectors shall be applied to trusses until after all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 3,4 Wind Case- ASCE 7-98, MKFRS/ChC, V-125 mph, h = 15.0 ft, I - 1.00, Exp.Cat.-B, Kzt - 1.0 Bldg Type=Encl L= 64.Oft, Ws 26.Oft, Truss in INT zone, TCDL- 4.2psf, BCDL- 6.Opsf MAX LIVE LOAD DEFLECTION: L/999 L--0.13" D=-0.13" T=-0.26" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.08" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.04" RMB = 1.00 T 4-3-2 0-4-3 Tq� I MULTIPLE LOADS -- This design is the couglosite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 1-PLY Hip Master designed to carry 71 0" open jacks (no webs) across center and Hip Jack Truss framed to BC PROVIDE UPLIFT CONNRCTION PER SCHEDULE: Support 1 972 Support 2 9;yf .TC...FORCE ... CSI ..BC...FORCE ... CSI 1- 2 -3452 0.50 11-10 3025 0.71 2- 3 -3395 0.37 10- 9 3634 0.94 3- 4 -3066 0.84 9- 8 3025 0.71 4- 5 -3066 0.84 5- 6 -3395 0.37 6- 7 -3452 0.50 TI: D5 QTY:1 ___= ---Joint _ ==Joint Locations==========-==== 1) 0- 0-0 5) 19- 0- 0 9) 19- 0- 0 2) 3-11- 4 6) 22- 0-12 10) 7- 0- 0 3) 7- 0- 0 7) 26- 0- 0 11) 0- 0- 0 4) 13- 0- 0 8) 26- 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 19- 0- 0 TC Vert L+D -46 19- 0- 0 -46 27- 0- 0 BC Vert L+D -20 0- 0- 0 -20 7- 0- 0 BC Vert L+D -43 7- 0- 0 -43 19- 0- 0 BC Vert L+D -20 19- 0- 0 -20 26- 0- 0 Concentrated LBS Location BC Vert L+D -429 7- 0- 0 BC Vert L+D -429 19- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-L.oc Type 0- 4- 0 1799 -88 -263 BOT PIN 25- 8- 0 1799 0 -263 BOT H-ROLL 7-0-0 11 12.0-0 11 7 0-0 1 2 4 6 6.00 '6.0o 4X6 3X4 dyF III IO 1800# 8.00" 1-0-0 (RO-11-11) I 430N 26-0-0 EXCEPT AS SHOWN PLATES ARE T120 GAT ED PER ANSI/TPl 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Aforris Analysis T 3-10-3 0-4-3 0 1800N 8.00"10-0 I�- I 430a (Ro-11-11) scale = 0.2393 WAKNINU: READ ALL NOTES ON THIS SHEET. Eng. Job: O: GT2A4 A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: D5 CONTRACTOR. Dsgur: TLY Chk: Date: 1-09-02 BRACING WARNING: TC Live 16.0 psf DurFac - Lbr: 1.25 Bracing shown on this drawing is not erection bracing. wind bracing. portal bracing or similar bnctng which is a pan of the building design and which most be considered by the building designer. Brain TC Dead 7.0 psf DurFae - Pit: 1.25 shown b for lateral support of truss members only to reduce buckling length. Provisions most be g BC Live Q.Q. psr O.C. Spacing: 24.0" made to anchor lateral bncmg at ends and specified locations determined by the building designer. AddAlonal bracing of the overall structure may be required. (See H16.91 of 7"). BC Dead IU.0 psi Design Criteria: TPI rF'nw Plate Insmate. TPI. Is located at 583 Donofrio Drove, Madison. Wisconsin 53719). Code Dese: FLA TOTAL 33.0 psf V: 2.03 Ol- 12 JOB PATH: C:I7FE-L0KV0RSlGT2A4 HCS: 11.28.01 JB: GEORGETOWN A 4AC: DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the Ghent. The designer disclaims any responsibility for damages as a result of faulty or incorrect Information. speclflcations and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as it me- ay relate to a ap eWe proJecl and accepts no responsibility or exercises no control with regard to fabrica. tion, handbag. shipment and installation of trusses. This truss has been designed as an individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as pan of the building design by a Building Designer lmgistemd architect or professional enginmrl. When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are In ngreemen, with the local building codes. local cllmatic records for wind or snow bads. project speclllcations or special applied bads. Unless shown, thus has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are contlnu- ously braced by shwthtng 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 or 10'4r o.c. Connector Plates shall be manufactured frorn 20 gauge hot dipped galvanized steel meeting ASfM A 653. Grade 40. unless olherw7se shown. FABRICATION NOTES Prior to fabrication. the fabricator shah review this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a continuing responsibility for such verl- Ilcation. Any disuepancles are to be put in writing before cutting or fabrication. Plates shag not be installed over knotholes. knots or distorted gram. Members shall be cut for light fitting wood to wood bearing. Can. nectar 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 6x8 plate is 6- wide x 8- long. Slots (holes) run parallel to the plate length specined. Double cuts on web members sha8 meet at the eentrold of the webs unless otherwise shown. Connector plate sims are minimum sizes based on the fore es shown and may need to be increased for certain hand- ling and/or erection stress". This truss is not to be fabricated with fire retardant Lr aUd lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AB bracing and erection recommendations are to be followed in accordance with -Handling Installing & Bracing'. HID-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 Lr us s in a straight and plumb pos- Itlon and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bme(ng during Instalhtlon between trusses to avoid toppling and dominomg. The supervision of erection of trusses shall be under the control of persons experienced in the Wtallatbs n of Lnses. Professional advice shall to sought If needed. Concentration of construction loads greater than the design bads shall not be applied to trusses at any lime. No loads other than the weight of the erectors shall be applied to trusses unW after .11fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 FILLER BOT CHORDS: 2x4 SP #2 WEB: 2X8 SPH2 WEBS: 2x4 SP #3 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 1 107# Support 2 249# Support 3 249# Support 4 98# MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" D= 0.00" T--0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.06" RMB = 1.15 WO: GT2A4 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Left and Right End verticals designed to withstand 125 MPH wind. Wind Case- ASCE 7-98, MWFRS/C&C, V-125 mph, h - 15.0 ft, I - 1.00, Exp.Cat.-B, Kzt - 1.0 Bldg Type -Part L- 64.Oft, W= 19.2ft, Truss in END zone, TCDL= 4.2psf, BCDL- 6.Opsf -TC ... FORCE ... CSI 1- 2 22 0.05 2- 3 66 0.56 3- 4 -733 0.56 4- 5 -733 0.56 5- 6 66 0.56 6- 7 22 0.05 ..BC ... FORCE ... CSI 16-15 0 0.04 15-14 103 0.10 14-13 -80 0.11 13-12 459 0.17 12-11 459 0.17 11-10 -80 0.11 10- 9 103 0.10 9- 8 0 0.04 TI: E QTY:1 =--===========Joint Locations======_======== 1) 0- 0- 0 7) 19- 3- 0 13) 6- e- 0 2) 1- 0- 0 8) 19- 3- 0 14) 2-10- 8 3) 2-10- 8 9) 18- 3- 0 15) 1- 0- 0 4) 9- 7- 8 10) 16- 4- 8 16) 0- 0- 0 5) 16- 4- 8 11) 12- 7- 0 6) 18- 3- 0 12) 9- 7- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 8- 0 138 -114 -107 BOT PIN 6- 8- 0 544 0 -249 BOT H-ROLL 12- 7- 0 544 0 -249 BOT H-ROLL 18- 7- 0 138 0 -98 BoT H-ROLL 9-7-8 9-7-8 1 2 3 5 6 7 6.00 0 5X8 1 5R8 2X4 - . 1-12.00 1-010 1-10-8 13-6-0 1-10-8 -0-0 16 15 14 13 12 139# 16.00" 544# 16.00" 1-0-8 11 10 544# 16.00" 8 139# 16.0011 GABL�1'.� PLA : 6-8 'S (40) 2X4 C/L19-3-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI C/L: 12-7-0 1-1995 Over 4 Supports (Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407)321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Mdtrfr Analysis 1 (R1-0-4) scale = 0.3141 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: T A A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: E CONTRACTOR. Dsgnr: TLY Chk: Date: 1-09-02 BRACING WARNING: TC Live 16.0 psf DurFae - Lbr: 1.25 Bracing shown on thin drawing is not erection bracing. wind bracing. portal bracing or similar bracing which is a par of the building design and which must be considered by the building designer. Bracing TC Dead 7.0 psf DurFae - Pit: 1.25 shown 13for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations detcmrmed by the building designer. Additional bracing the BC Live BC 0.0 psi O.C. Spacing: 24.0" Design Criteria: TPI g of overall sLmctum may be required. (see HlB-91 of TTf). Dead 10.0 psi (buss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wi consin 53719). Code Desc: FLA TOTAL 33.0 psi V' 12.03.01- 12 97- 1 JOB PATH: C:ITEE-LOKV0851G72A4 TICS: 11.28.01 DESIGN INFORMATION This design Is for an Individual building component and has been based on Information provided by the client. The designer disckums any renponslbWty for damages as a molt of faulty or Incorrect Information, specifications and/or designs furnished to the truss designer by the client and the =erectness or accuracy of this Information formaon as It may relate to a ape- emc project and am" no responsibility or exercises no control with regard to fabrfca- tlon, handling. shipment and Installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1.1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional englnmri. 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 lord building codes, local egmauc records for wind or snow loads. project specifications or special applied loads. Unless shown, "" has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) arc contlnu. ously braced by sheathing unless otherwise spctlfled. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ailing, they should be braced at a maximum spacing of 10'-0' o.c Connector plates shag be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to veiny that this drawing is in conformance with the fabrioloes plans and to realize a continuing respomibmly for such veri. fioUon. Any dbcmpanclea are to be put In writing before cutting or fabrication. Pbtes shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for light fitting wood to wood bearing. Con. nector plates shall be located on both faces of the truss with nags fully Imbedded and shall be sync, about the joint unless otherwise shown. A 5x4 plate b 5' wide x 4' long. A 6x8 plate Is 6' wife x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shag meet at the centrofd of the webs unless zes re otherwise shown. Connector plate si aminimum aims based on the forces shown and may need to be increased for certain hand- ling and/or ereeuan stresses. This truss is not to be fabricated with lire retardant treated lumber unless otherwise shown For additional Information on Auality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -Handling Installing & Bracing', H(B-91. Trusses are to be handled with particular care during banding and bundling, delivery and Instigation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shag be designed and Installed by others. Careful hand- ling b essential and erection bracing b always required. Normal precautionary action for trusses requires such temporary bracing during Wtallation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shag be under the control of persons experienced In the Wtnllation of trusses. Professional advice shag be sought If needed. Concentration of mm rucilon loads greater than the design loads shag not be applied to trusses at any thee. No Inds other than the weight of the erectors shag be applied to trusses until after all fastening and bracing is completed. JB: GEORGETOWN A 4AC: TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 116 Support 2 225 MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" D= 0.00" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.03" RMB = 1.00 4-3-5 0-3-15 1 WO: GT2A4 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, MWFRS/C&C, V-125 mph, h - 15.0 ft, I - 1.00, Exp.Cat.=B, Kzt = 1.0 Bldg Type=Encl L= 64.Oft, W= 9.9ft, Truss in INT zone, TCDL= 4.2psf, BCDL= 6.Opsf TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -391 0.47 5- 4 -516 0.59 2- 3 -55 0.40 TI: H QTYA ___=_=___=====Joint Locations=============== 1) 0- 0- 0 3) 9-10-13 5) 0- 0- 0 2) 5- 4- 1 4) 9-10-13 ------------ TOTAL DESIGN WADS ------------ Uniform PLF From PLF To TC Vert L+D 0 0- 0- 0 -88 9-10-13 BC Vert L+D 0 0- 0- 0 -38 9-10-13 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 5-11 214 102 -131 BOT PIN 9- 9- 0 417 0 -99 BOT H-ROLL 9-10-13 1 2 3 I 4.24 3-9-15 9-10-13 I I 5 215# 11.31" 4 1-5-0 1 417# .2.50" (1114-12) �1 9-1043 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 LM aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1690 OREENBROOK CT.0VIED0.F1_32766 WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which 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 strnctum maybe required. (See Hill-91 of TPO. (Truss Plate Institute. TPI. is located of 583 D'Onofrto Drive- Madison. Wisconaln 53719). Eng. Job: Dwg: Dsgnr: TLY Cllk: 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 = 0.4912 Truss ID: H Date: 1-09-02 DurFac - Pit: 1.25 O.C. Spacing: 24.01, Design Criteria: TPI Code Desc: FLA Dawn: Afmrir A—lv,ir ruin ozru. , n -..,. . 11CS: 11.28.01 JB: GEORGETOWN A 4AC: DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the cllenL The designer disclaims any responslbWty, for damages ss a result of faulty or Incorrect Information. speelflcauoru and/or design furnished to the truss designer by the client and the correctness or accuracy of this Inform-Uon as It may relate lu a ape- eifte project and accepts no responsibility or exercises no control with regard to fabrca. tion, handling. shipment and installation of bosses. This truss has been designed as an Individual building component in accordance with ANSIIrPI 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 climatic 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 (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 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 fabricators plans and to realize a continuing responsibility for such verl- fkatlun. Any diserepanclo 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 Ugh) fitting wood to wood bearing. Con. 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 piste is 5- wide x 4- long. A 6x8 plate is 6• wide x 8- long. Slots (holes) ran parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sties arc minimum atzes 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 rn Inforalian on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations arc to be followed In aecorn rdace with -Handling Installing a Bracinng-. HIB-91. Tr ssm 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- ' Men and for resisting Lateral fortes 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 Inslalhtlon between trusses to avoid toppling and daminotng. The supervision of erection of tnusn shall be under the control of persons experienced In file Installation of trusses. Professional advice shall be sought U needed. Concentration of costruetlon Inds greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x6 SP #2 Wind Case- ASCE 7-98, MWFRS/C&C, V-125 mph, h - 15.0 ft, I - 1.00, Exp.Cat.-B, Rzt - 1.0 Bldg Type-Encl L. 50.0ft, W. 9.9ft, Truss in INT zone, TCDL= 4.2psf, BCDL= 6.Opsf MAX LIVE LOAD DEFLECTION: L/999 L=-0.04" D= 0.00" T=-0.04" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" RMB = 1.00 0-3-15 1 WO: GT2A4 WE: MULTIPLE LOADS -- This design is the composite result of nwltiple loads. 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 1 114 Support 2 227 .TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 785 0.52 5- 4 -943 0.74 2- 3 -55 0.36 TI: H 1 9TY:1 __ _ __ ===Joint Locations=====----====== 1) 0 0- 0 3) 9-10-13 5) 0- 0- 0 2) 5- 3- 3 4) 9-10-13 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TIC Vert L+D 0 0- 0- 0 -88 9-10-13 BC Vert L+D 0 0- 0- 0 -38 9-10-13 ----MAX. REP.CTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-L C Type 0- 5-11 211 114 -130 BOT PIN 9- 9- 0 420 0 -100 BOT H-ROLL 9-10-13 1 2 3 F-4 24 ME 2.12 j 0-11-5 064 I 8-5-4 • 5 I 211!! 11.31" 1-6-2 ( 421N 2.50" (111-6-0) 1 9-10-13 EXCEPT AS S11OWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 IB90 011reNOROOK Cr.0VIED0.iL31766 Dtsign: Matrix Analysis WAKNINW 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 par 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 roust be made to anchor lateral bracing at ends and spectlled locations determined by the building designer. Additional bracing of the overall Amcture may be regWred. (See HIB-91 of TPI). frruss Plate Institute. TPI, is located at 583 D'Onoltdo Drive. Madison. Wisconsin 53719). JOB PA771: CATEE-LOKVOBS1C17A4 Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 psf 24-0 scale . = 0.4873 Truss ID: H1 Date: 1-09-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA TICS: 11.28.01 I I I JB: GEORGETOWN A 4AC: WO: GT2A4 WE: TI: J QTY:18 1 DESIGN INFORMATION This design is for an Individual building component and has been based on Inforrnntion provided by the client. The designer diselalms 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 inform tUon as It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/7Pi 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered archliect or professlnal engmeerl. 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 bads. project epec8ladlons or speetal applied loads. Unless shown. truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are mntlnu- ousy braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceWng they should be braced at a maximum spacing of 10'-(r o.e Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting AMN A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to veiny that this drawing is in confomunce with the fabricators plans and to maltm a continuing responsibility for such verl- Bptlon. Any discrepancies art to be put in writing before cutting or fabrication. Plat" shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight filling wood to wood bearing. Can. nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4- long. A 6x8 plate is 6' wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes arc minimum sties based on the forces shown and may need to be Increased for certain hand- Ung and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional tnforrnation on Auabty Control refer to ANSI/'IPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with -Handling Installing & Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos. Man 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 muses requires such temporary bracing during installation between muses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design bads shall not be applied to truss" 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 assumed to be continuously braced unless noted otherwise Wind Case- ASCE 7-98, MWFRS/C&C, V=125 mph, h - 15.0 ft. i - 1.00, EXp.Cat.-B, Kzt - 1.0 Bldg Type= L= 50.Oft, W. 7.Oft, Truss in END zone, TCDL- 4.2psf, BCDL- 6.Opsf MAX LIVE LOAD DEFLECTION: L/576 at Mid -panel # 1 L=-0.15" D=-0.14" T--0.29" 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 (narked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 103# Support 2 63# = - - ===Joint Locations=========-===-= 1) 0 6- 7 3) 7- 0- 0 2) 7- 0- 0 4) 0- 6- 7 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 6-10-12 150 44 -63 TOP PIN 0- 4- 0 274 58 -103 BOT PIN 6-10-12 82 0 0 BOT H-ROLL .TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -69 0.43 4- 3 -2 0.40 7-0-0 L Il 1 2 . ICI Attach with (2) 10d Toe -Nails 3-10-3 4-3-2 0-4-3 3X4 Attach with (2) 10a Toe -Nair M k 7-0-0 4 I 4 3 275# 8.00" 151# 2.50" 7-0-0 83# .50" (RO-11-11 C/L: 6-10-12 EXCEPT AS SHOWN PLATES ARE T120 CA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 0.4929 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: A4 (Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: J y CONTRACTOR. BRACING WARNING: Dsgur: TLY Chk: Date: 1-09-02 TC Live 16.0 psf DurFae - Lbr: 1.25 4005 MARONDA WAY Bracing sham on this drawingTIC is not erection bracing, wind bracing portal bracing or slm8ar bracing Dead 7.o p$ r DurFae - Pit: 1.25 SANFORD, FL. 32771 which is a part of the building design and which must be considered by the building designer. Bracing sham is lateral buckling length BC Live 0.0 psf O.C.Spacing: 2d.0" p aeg• (407) 321-0064 Fax (407) 321-3913 support of imembers only to reduce inns members Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead loo r Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overall structure may be required. (See HIB-9I of TPil. c ps Code Desc. FLA LICENSE #OO50068 1890 GREENBROOK Cr.ovlEDo.PI.3276e rfrus Plate Institute. TPI, is located at 583 D'Onofrlo Drive. Madison. Wisconsin 53719). TOTAL 33.0 psf V:12.03.01- 12896- 7 Design: Alarrix Analysis JOB PATH. CATEE-L0KV0BS1C17A4 RCS: 11.28.01 JB: GEORGETOWN A 4AC: WO: GT2A4 WE: TI: J 1 BTY:12 DESIGN INFORMATION 'fhb design is for an Indhldual building component and has been lived on information provided by the client. The designer dbclalms any responsibility for damages as a result of faulty or Incorrect information, speclFications and/or designs furnished to the truss designer by the client and the correctness or accuracy Of this Information as It may relate Loa spe- cifle project and accepts no responsibility or exeretsm no control with regard to fabrica- tion. handling, shipment and Installation of trusses. This truss has been designed as an indtvidual building component In accordance with ANSI/IPI 1-1995 and NDS-97 to be Incorporated as pan of the building design by a Building Designer (registered amhltect or professional engineer). When revlewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown art In agreement with the local building cafes. local chmatle 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 canpr km 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 la-0- o.c Connector plates shall be manufactured from 20 gauge ha dipped gahmnized steel meeting AMi A 653. Gmde 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to aeNy, that this drawing is in conformance with the fabricatoes plans and to reailze a continuing responsibility for such verl- nmtlon. 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 Fitting wood to wood bearing. Con- nector plates shall be located on both faces of the taus with —Us fully imbedded and shag be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is 6' wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are mintmum sizes based on the form shown and may need to be Increased for cenam hand- ling and/or erection stresses. This truss is not to be fabricated with Fire retardant treated lumber unlessotherwise shown. For additional Information on Quality Control refer to ANSI/7PI 1-1995 PRECAUTIONARY NOTES AB bmcing and erection recommendations are to be followed In accordance with'Handling Installing B Bmcing', HI13.91. 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- Itlon and for resbting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Nomal precautionary action for basses requites such temporary bracing during installation between trusses to avold 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 loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, MWFRS/C&C, V-125 mph, h = 15.0 ft, I - 1.00, Exp.Cat.-B, Rzt = 1.0 Bldg Type. L- 50.0ft, W. 7.Oft, Truss in END zone, TCDL= 4.2psf, BCDL= 6.Opsf MAX LIVE LOAD DEFLECTION: L/567 at Mid -panel # 1 L=-0.15" D=-0.15" T=-0.29" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 4-3-2 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. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 102# Support 2 63# = = ==Joint Locations=====_=_=====_= 1)0==5-=5 3) 7- 0- 0 2) 7- 0- 0 4) 0- 5- 5 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 6-10-12 151 45 -63 TOP PIN 0- 4- 0 274 59 -102 BOT PIN 6-10-12 82 0 0 BOT H-ROLL ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -70 0.44 4- 3 -36 0.40 7-0-0 1 2 6.00 2-3-3 1-7-0 i 3.00 I 0-80 - 6-4-0 L 4� 3 275# 8.00" 151# 2.50" 1-0-0 7-0-0 82N 1.50" (RO-11-11 C/L: -11 12 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSl1TPl 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 WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D"'g: CONTRACTOR. Dsgnr: TLY Chk: BRACING WARNING: TC Live 16.0 psi Bracing shown on this drawing is not cr:ctlon bracing, wind bracing, portal bmcing or similar bracing TC Dead 7.0 psf watch is a part of the building design and which must be considered by the building designer. Bmctng shown is for lateral support of truss members only to reduce buckling length. Provtskms must be BC Live 0.0 psf made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing BC Dead l U.0 f ps of the rnerall structure may be required. (See HIB-91 of TM). (Russ Plate Institute, TPI, is located at 593 D'Onofrto Drive, Madison. Wtsconsln 53719). Attach with (2) 10d Toe -Nails Attach with (2) 10d Toe -Nails scale = 0.4929 Truss ID: J1 Date: 1-09-02 DurFac -.Lbr: 1.25 DurFac - PIt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf uesign: mmm Anagsts !Ulf PAM: C11EE-L0KVUB51U[7A4 ECS. 11.28.01 JB: GEORGETOWN A 4AC: WO: GT2A4 WE: TI: J1A 9TY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the =_ _ =_ :a = Joint Locations=====__==______ This design is for an Individual building BOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1) 0- 0- 0 3) 7- 0- 0 component and has been based on information WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 7- 0- 0 4) 0- 0- 0 provided by the client. The designer disclaims anyy damages a result of Shim or wedge if necessary to achieve full continuously braced unless noted otherwise. ----MAX. REACTIONS PER BEARING LOCATION----- Ion or Incobilityrrect faulty orincorrer:t Information. specifications `ion. s bearing.Wind Case- ASCE 7-98, MWFRS/C&C, V-125 h, >� X-Loc Vert Horiz Uplift Y-LOC Type and/or designs furnished to the truss designer h = 15.0 ft, I = 1.00, Exp.Cat.=B, Rzt = 1.0 0- 4- 0 279 113 -76 BOT PIN by the client and the correctness oraccuracy PROVIDE UPLIFT CONNECTION PER SCHEDULE: Bldg Type= L= 50.Oft, W- 7.Oft, Truss 6-10-12 228 0 -86 BOT H-ROLL Of this information as It may relate to a spe- Support 1 76# in END zone, TCDL= 4 . 2psf, BCDL= 6. Opsf elite project and accepts no responsibWty or exeroises no control with regard to fabriw• Support 2 86# • • TC • • • FORCE... CSI ..BC FORCE... CSI tton, handling, shipment and installation of MAX LIVE LOAD DEFLECTION: 1- 2 -126 0.60 -3 4- 3 -32 0.45 trusses. This truss has been designed as an L/999 tndNidual building component in accordance with L=-0.02" D= 0.00" T=-0.02" ANSI/7P1 1-1995 and NDS-97 to be Incorporated MAX HORIZONTAL TOTAL LOAD DEFLECTION: as part of the building design by a Building T= 0.07 " or professional Desengtgner (registered coved for engneerl• Wtan reviewed for approval by the MAX HORIZONTAL LIVE LOAD DEFLECTION: building designer, the design loadings shown T- 0. 07" must be checked to be sure that the data shown arc in agreement with the local building codes. RMB = 1.15 , 1 =1 climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, thus has no been designed for storage or occupancy loads. The design assume compression chords (top or bottom) are continu- 7-0-0 I, ously braced by sheathing unless otherwise Ilk - specified. Where bottom chords in tension ate I I 2 not fully braced laterally by a properly applied rigid ceding. they should be braced at a 6.00 maximum spacing of 1(Y-W o.c. Connector plates shall be manufactured from 20 gauge hot dipped pl anized steel meeting ASIM A 653, 2X4 Crade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication• the fabricator shall revlew this drawing to verify that this drawing is in conformance with the fabricator`s plans and to 24-1 realize a conunuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be atstaBed wer knotholes, knots or distorted grain. Members shall be cut for Ught fitting wood to wood bearing. Con- 4-3-2 nector plates shall be located on both faces of the toss with nails fully imbedded and shall be 2X4 sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' tong. A 6x8 plate is 6' 0-2-0 wide x 8' long. Slots (holes) run parallel to 04-3 . the plate length specified. Double cuts on w•eb members shall meet the n the webs 1-6-2 unless otherwise shown. Connector plate plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This toss is no T to be fabricated with fire retardant treated T 3Jt4 lumber unless otherwise shown. For additional lnformallon on Quality Control refer to - ANSI/7PI 1-1995 3.00 I PRECAUTIONARY NOTES 080 All bracing and erection recommendations are I I to be followed in accordance with 'Handling 6-0-8L Installing & Bracing'. HIB-91. Trusses are to 1 - I d be handled with particular care during banding 4 3 and bundling• delivery and installation to mold 280# 8.00" 228# 2.50" damage. Temporary and permanent bracing 1-0-0 for holding trusses in a straight and plumb pos- 1 7-0-0 ttlon and for resisting Lateral forces shall be I"D i(R O-11-11 ns designed and t talled by others. Careful hand- ling is essential and erection bracing is always EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale 0.4929 required. Norval precautionary action for trussesrequires tempDrary betweenhussestoalmid bracing during installation between trusses to avoid toPPWB and dominoing. The supenislon of erection of trusses shall be under the control of persons System s WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: Dwg: T Truss ID: J 1 A experiencedEMaronda in the ins -nation of trusses. Professional adwtce anal be sought it needed. CONTRACTOR. Dsgnr: TLY Cldc: Date: 1-09-02 Concentra Won of conswctlon loads greater than the design loads shall not be applied to BRACING WARNING: 4005 MARONDA WAY TC Live 1G.0 psP DurFae - Lbr. 1.25 trusses at any lime. No Inds other than the Bracing shown on this drawing Is not erection bracing, wind bracing. portal bracing or similar bracing TC Dead 7.0 psf DurFae - PIt: 1.2,.Orr5s weight of the erectors shall be applied to trusses until ft after all fastening and bracing SA NFORD, FL. 32771 which is a part of the building design and which must be considered by the building designer. Bracing shown Is for Lateral BC Live o.o O.C. Spacing: 2Y is completed. (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. support of toss members only to reduce buckling length. Prtnislons must be made to anchor Lateral bracing at ends and specified locations determined by the building designer. Additional bracing BC Dead lo.o psr ps f Design Criteria: TPI of the w 11 structure may be required. (See HIB-91 of TPI). muss Plate Institute, 7P1. located Code Dese: FLA LICENSE #0050068 1890 OREENBROOK Cr.OVIEDOX1.32766 is at 583 D•Onoftio Drive. Madison. Wisconsin 53719). TOTAL 33.0 psr 2 03 01- 898- 72 Design: Afarrir Analysis JOB PATH: C:1TEE-L0K1J08SIC7'IA4 11CS: 11.28.01 JB: GEORGETOWN A 4AC: WO: GT2A4 WE: TI: J 1 B QTY:1 - DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a mull of faulty or incorrect Information, specifications 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 project and accepts no respomibilty, or exeroises no control with regard to fabrica- lion, handling. shipment and Installation of trusses. This truss has been designed as an individual building component in accordance with ANSI fM 1.1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer lmglstered architect or professional engmcerl. 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. lord climatic records for wind or snow bads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords hop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension ace not fully braced laterally by a properly applied rigid ceWng, they should be braced at a maximum spacing of UY-0- o.c Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting A.SM A 653. Crude 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Is 1n conformance with the fabricators plans and to realize a continuing responsibility for such ven- flcation. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shag be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the trus 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' wile x 8' long. Slots (holes) nun parallel to the plate length specified. Double cuts on web members shall meet at the cenlroki of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant tmated lumber unless otherwise shown. For additional Wbrrtwtion on Quality Control refer to ANSI/-IPI 1-1995 PRECAUTIONARY NOTES Ail bracing and erection recommendations arc to be followed In accordance with 'Handling Installing @ Bracing', HI8-91. 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 stmlpjrt and plumb pos- Ition 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 requlns such temporary bracing during installation between muses to avoid toppling and domtnoing. The supervision of ercellon of musses shall be under the control of persons experienced In the Installation of trusses. Prof=loml advice shall be sought If needed. Concentration of construction loads greater than the design shall not be applied to trusses at any time. No loads other than the welght of the uedon 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 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 HORIZONTAL CONNECTION PER SCHEDULE Support 1 221# Support 2 221# MAX LIVE LOAD DEFLECTION: L/999 L--0.03" D--0.03" T--0.05" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.00" RMB = 1.15 4-3-2 0-4-3 1 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, MWFRS/C&C, V-125 mph, h = 15.0 ft, I = 1.00, Exp.Cat.-B, Rzt - 1.0 Bldg Type. L= 50.Oft, W= 7.Oft, Truss in END zone, TCDL= 4.2psf, BCDL= 6.0psf ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -129 0.18 6- 5 343 0.19 2- 3 235 0.22 5- 4 289 0.18 __ _=_== ===Joint Locations========-====-= 1) 0-5 5 3) 7- 0- 0 5) 5- 1- 8 2) 5- 1- 8 4) 7- 0- 0 6) 0- 5- 5 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 6-10-12 83 221 0 TOP PIN 0- 4- 0 157 -221 -61 BOT PIN 6-10-12 257 0 -98 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 61# Support 3 98# 7-0-0 L 1 2 3 r600 3.00 1 0-8-0 4-5-8 1-10-8 6 4 158N 8.00" 83# 2.50" 1-"1.7-0-0 257#J.50" (RO-11-11 C/L: 6 10-12 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: (Maronda Stem A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: y CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: TC Live 16.0 psf 4005 MARON DA WAY SAN FORD, FL. 32771 Bracing shown on this drawing is not eredlon 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 TC Dead 7.0 psr (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 r ps 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 TPI]. BC Dead 10.0 Sr P LICENSE #0050068 flhus Plante Institute, TPI, is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719). I890 GREENBROOK MOVIEDO.f7.32766 TOTAL 33.0 psr Attach with (3) 10d Toe -Nails Attach with (4) 10d Toe -Nails scale = 0.4929 Truss ID: J 1 B Date: 1-09-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code-Desc: FLA 5". m.a..x nnuyniu rnr": t.:uee-rvAvvnawrtn4 HCS: //.28.01 I I JB: GEORGETOWN A 4AC: WO: GT2A4 WE: TI: J1C CITY:1 DESIGN INFORMATION This design Is for an individual building component and has been based on Information provided by the chent. The designer disclabns 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 Informauon as It may relate to a spe- ctfic pmject and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and installation of misses. 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 lord building codes, local climatic records for wind or snow loads. project speclflcallons 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 specdled. 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 I0'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to veiny that this drawing is In conformance with the fabricators plans and to realize a continuing responsibility for such vert. 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 filling wood to wood bearing. Con. nector plates shall be located on both fads of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is 6" wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the mntroid of the webs unless otherwise shown. Connector plate slzrs are minimum sizes based on the forces shown and may need to be Increased for certain hand. 8ng 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 arc to be followed in accordance with "Handling Installing rill Bracing-, HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Itlon and for resisting Lateral forces shall be designed and installed by others. Careful hand- bng 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 bads 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 alter all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D--0.01" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB - 1.15 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assi d to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, MWFRS/C&C, V-125 mph, h - 15.0 ft, I - 1.00, Exp.Cat.-B, Xzt - 1.0 Bldg Type. L- 50.Oft, W= 7.Oft, Truss in END zone, TCDL- 4.2psf, BCDL- 6.0psf ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -327 0.12 6- 5 508 0.14 2- 3 240 0.13 5- 4 451 0.15 - = ==Joint Locations==_____________ 1) 0 5- 5 3) 7- 0- 0 5) 3- 1- 8 2) 3- 1- 8 4) 7- 0- 0 6) 0- 5- 5 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-L.oc Type 6-10-12 162 187 -50 TOP PIN 0- 4- 0 175 -187 -68 BOT PIN 6-10-12 160 0 -41 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 68# Support 2 50# Support 3 41# 7-0-0 L 1 2 3 6.00 3X4 Attach with (3) 10d Toe -Nails I 3X4 3-2-13 4-3-2 0-4-3 5X6 3X4 0-7-6 Attach with (3) 3X4 0-7-6 10d Toe -Nails 3.00 1 (®� 080 B� 1 I 2-5-8 3-10-8 6 4 176# 8.00" 162# 2.50" 1-0-0 160# -50" 7-0-0 (RO-11(RO 11-11)- C/L: 6-10-12 EXCEPT AS SIIOIVN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 0.4929 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: GT2A4 LMaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: JIC CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 1-09-02 4005 MARONDA WAY TC Live 16.0 psf DurFac - Lbr. 1.25 SAN FORD, FL. 32771 Bmcing shown on this drawing is not erection bmcing, wind bracing, portal bracing or similar bracing which is a par of the building design and which must be considered by the building designer. Bracing TC Dead 7.0 psr BC Live DurFae - Pit: 1.25 O.C. Spacing: 24.0" (407) 321-0064 Fax (407) 321-3913 shown is for Lateral support of truss members only to reduce buckling length. Provisions must be 0.0 F ps TOMAS PONCE P.E. made to anchor Lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall stmeture may be required. (See HIB-91 of TPI). g(` Dead 10.0 f Ps Design Criteria: TPI LICENSE #0050068 muss Plate Institute. TPI. is locoed at 5M D'Onofrio Drive. Madison. Wisconsin 53719). Code Dese: FLA 1690 OREENBROOR cnoviEDoxt-32766 I TOTAL 33.0 pal' V:12.03.01- 12900- 7 Uerign: Mmrix Analysis JOB PATH: C:ITEE-L0KV0BSIG72A4 HCS: 11.28.01 JB: GEORGETOWN A 4AC: WO: GT2A4 WE: TI: J1 D QTY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the - = _ ===Joint Locations=====_________= This individual BOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1)0- 0 0 3) 7- 0- 0 5) 1- 1- 8 component and has been based on Information WEBS: 2x4 SP #3 All COMPRESSION Chorus are assumed to be 2) 1- 1- 8 4) 7- 0- 0 6) 0- 0- 0 providanyreedbytht cllfordam damages lper as arsult of any rnponslbWty for darnagn as a result of continuous) braced unless noted otherwise. Y ----MAX. REACTIONS PER BEARING LOCATION ----- faulty or incorrect information, specifications PROVIDE UPLIFT CONNECTION PER SCHEDULE: Wind Case- ASCE 7-98, MWFRS/CMG-, V=125 mph, X-Lod Vert HOriz Uplift Y-Lod Type russ and/or designs furnished to the tdesigner Support 1 40# It- 15.0 ft, I = 1.00, Exp.Cat.-B, Rzt - 1.0 0- 4- 0 279 69 -40 BOT PIN by the dientand the correctness ornecumq Support 2 43# Bldg Type=EnCl L- 58.Oft, W- 7.Oft, Truss 6-10-12 228 0 -43 BOT H-ROLL of this Information as It may relate to a spe- MAX LIVE LOAD DEFLECTION: in INT zone, TCDL= 4. 2psf, BCDL= 6. Opsf clfic project and accepts no responsibility or L/730 at JOINT # 2 ueretses no control with regard to fabrcn• Lion. handling, shipment and InstalLauon of L=-0.10" D= 0. 00" T--0.11" TC... FORCE... CSI BC... FORCE... CSI busses. This truss has been designed as an MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -242 0.24 6- 5 -109 0.30 Individual building component In accordance with T= 0.14" 2- 3 -119 0.57 5- 4 0 0.31 ANSI/'1PI 1-1995 and NDS-97 to be Incorpomted MAX HORIZONTAL LIVE LOAD DEFLECTION: as part of the bugling design by a Building T- 0. 13" Designer (registered architect or professional enginmd. When reviewed for approval by the RMB - 1.15 building designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local clinintk records for wind or snow loads. project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy lads. The design assumes compression chords (top or bottom) are contlnu- 7-0-0ously braced by shalhing unless otherwise specified. Where bottom chords In tension are I ] 2 3 not fully braced laterally by a properly applied rigid miling. they should be braced at a r maximum spacing of Ia-O" o.c Connector 6.00 plates shall be manufactured from 20 gauge hot dipped galvanued steel meeting ASrM A 653. 2X4 Gmde 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabriator shall review this drawing to verify that this drawing is In conformance with the fabriaLoes plans and to realize a continuing responsibWty for such verf- fieaLlon. Any dlscmpancles arc to be put in writing before cutting or fabrication. Plata shall not be Installed over knotholes. knots or distorted grain. Members shall be cut 3-8-13 for light fitting wood to wood hearing. Con- 4-3-2 nmtor plates shag be located on both fan of the truss nail s ls fully imbedded and shall be sym. about the Joint unless otherwise shown. A 2X4 Sx4 plate is 5' wide x 4' long. A Gx8 plate Is 6' wide x 8- long. Sloss (Links) run pamilel to 0-4-3 the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate slxn IM are minbttum slues based on the forces shown LU and may need to be Increased for certain hand• ltng and/or etecuon stresses. This truss Is not 3X4 5X60-1-6 - 2X4 to he In denied with fire retardant )rated lumber unless otherwise shown. For addlllonal Infornatbn on Quality Control refer to ANSI/'IPI 1-1995 3.00 I PRECAUTIONARY NOTES 080 All bracing and erection recommendations arc be followed -Handling ' Plate Height to in accordance with 5- 5-10-8 Instngtng t4 Bracing". HIB-91. Trusses are to 1 = 0-1-6 be handled with particular are during handing 6 4 and bundling, delivery and Installation to avoid 280� S.00n 228N 2.50" damage. Temporary and permanent bracing for holding 1-0-0 trusses In a straight and plumb pos- �--� 7-0-0 Wa Won and for raining ining lateral forces shall be IN designed and Installed by others. Careful hand- -11-11 ling Is essential and erection bracing is always EXCEPT AS SHOWN PLATES ARE T1.20 GA TESTED PER ANSUTPI 1-1995 = 0.4929 required. Normal precautionary action for scale trusses requires such temporary bracing during tnstallatlon between trusses to avoid toppling and dommoing. The supervision of erection of trusses shag be under the control of person' Maronda Systems WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: DW g T Truss ID: J 1 D P"°rar�b i in the shall be so g if �Keed. CONTRACTOR. Dsgfv: TLY Chic: Date: 2-09-02 Concentmtlon of conslructlon bads greater than the design loads shag not be applied to BRACING WARNING: 4005 MARO N DA WAY TC Live 16.0 psf DurFae - Lbr: 1.25 trusses at any time. No Inds other than the Bracing shown on thisdmwtng is not not erection bmctnwind bracing, portal bracing or sbrular bracing TICDead 7.0 psf DurFae - Pit: 1.25 welghl "he erectors shag be applied to trusses until after all fastening and bracing SAN FORD. FL. 32771 which Is a pan of the building design and which must be mnsklcmd by the building designer. Bracing BC Live 0.0 Spacing: g• O.C.S 24.0" (407) 321-0064 Fax (407) 321-3913 shown isfor Lateral support of taw members only to reduce buckling length. Provisions must be psi is completed. TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing BC Dead 10.0 psf Design Criteria: TP of the overall structure may be requred. (See HIB-9I or 7P1). rrrrss Plate ImUtute.7Pl. is bated 583 D'Onofno Code Desc: FLA LICENSE #0050068 1890 OREENBROOK CI'.OVIEDO.F1.327116 at Dthc. MadLson. Wisconsin 53719). I TOTAL 33.0 psf V:01.25.02- 1453- 63 Verign: Afdlnr Analysis JOB PATH: CATEE-L0KU08SIISAfPNIG7244 11CS: 12.19.01 I I I JB: GEORGETOWN A 4AC: WO: GT2A4 WE: TI: J2 9TY:8 DESIGN INFORMATION This design is for an individual budding component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Infortmulon, specifications and/or designs furnished to the trsrss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrfa- tlon. handling. shipment and Installation of trusses. This truss has been designed as on 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 Ireglstered architect or professional englneeri. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown arc in agreement with the local building codes. load cllmelic 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 (lop or bottom) arc continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped gthanized 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 fabriolnrs plans and to rallze a continuing responsibility for such ver- Ilcaton. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes, ..isor distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be looted on both faces of the suss 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. Sots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the ccrumid of the webs unless otherwise shown. Connector plate sizes are mint.— 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 inforoaton on Quality Control refer to ANSI/-M 1.1995 PRECAUTIONARY NOTES Ail bracing and erection recommendations arc to be followed In accordance with 9landling Installing A Bracing-. HIB-91. Trusses are to be handled with particular are during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shall be designed and Installed by others. Careful hand - Ling s essential and erection bracing Is ahays required. Normal precautionary action for trusses requhes 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 mstaBallun of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. 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, MWFRS/C&C, V-125 mph, h = 15.0 ft, I = 1.00, Exp.Cat.-B, Xzt - 1.0 Bldg Type- L= 50.Oft, Wn 5.1ft, Truss in END zone, TCDL= 4.2psf, BCDL= 6.Opsf MAX LIVE LOAD DEFLECTION: L/999 L=-0.04" D=-0.04" T=-0.08" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB - 1.15 3-3-14 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 88# Support 2 46# Joint ===Joint Locations======___====== 1) 0- 7 3) 5- 1- 8 2) 5- 1- 8 4) 0- 6- 7 ----MAX. REACTIONS PER BEARING LOCATION----- X-L.oc Vert Horiz Uplift Y-Loc Type 5- 0- 4 110 31 -46 TOP PIN 0- 4- 0 213 41 -88 BOT PIN 5- 0- 4 60 0 0 BOT H-ROLL TC...FORCE ... CSI BC...FORCE ... CSI 1- 2 -50 0.23 4- 3 -2 0.21 5-1-8 Ilk 1 2 0 2-10-15 Attach with (2) 10d Toe -Nails Attach with (1) 10d Toe-Nalls 5-1-8 Ilk 4 3 213# 8.00" 110# 2.50" 1-0-0 _la 5-1-8 61# 50" (RO-11(RO- -il) C/L: 10A EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 0.6319 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: T A Systems�)]A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: J2Maronda CONTRACTOR. BRACING WARNING: Dsgnr: TLY Clik: Date: 1-09-02 TIC Live 16.0 psr DurFac - Lbr: 1.25 4005 MARON DA WAY SAN FORD, FL. 32771 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 (407) 321-0064 Fax (407) 321-3913 which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. 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 specified locations determined by the building designer. Additional bracing of the merall structure maybe required. (SceHIB-91ofTPi). BC Dead 10.0 f Ps , Design Criteria: TPI Code Desc: FLA LICENSE #0050068 I690 cREENeeoDg MOVIEDo.F!_32766 rrruss Mate Institute. TPI, is looted at 583 D'Onofrio Drive. MadIson. Wisconsin 53719). 0 _ TOTAL 33.0 psf V:12.03.01- 12902- 76 Design: Afarrir Analysis JOB PATH: C.ITEE-LOKUOBSIG17.44 HCS: 11.28.01 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 de3l;Cner by the client and the correctness or accuracy of this tnfomwtton as it may relate to a spe- cific, project and accepts no responsibility or exercises no control with regard to fabrm- 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 arc in agreement with the local building codes. local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu. ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of l(r-T o.e. Connector plates shall be nunufactured from 20 gauge hot dipped gahunized 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 b in conformance with the fabAmtors plans and to realize a continuing responslbWty for such veA- f Callon. Any dtscmpnncim arc to be put in writing before cutting or fabrication. Pbtes shall not be Installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to woad bearing. Can. 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 Gx8 plate b 6' wide x 6- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the mnLmid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand. ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional 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 InstaWng ® 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- Won and for resisting Lateral forces shall be designed and Installed by others. Careful hand- ling is erectionis and bracing always required. Normal precautionary action for trusses requires such temporary bracing during Installation between muses to avoid toppling and dommotng. The supervision of erection of trusses shall be under the control of persons experienced In the installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. ' JB: GEORGETOWN A 4AC: WO: GT2A4 WE: TI: C2 QTY:1 TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 3 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 336# Support 2 302# MAX LIVE LOAD DEFLECTION: L/999 L=-0.32" D--0.34" T--0.66" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.29" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.14" RMB = 1.15 T 5-3-2 0-4-3 1X4 continuous lateral bracing attached with 2- 10d nails each member where shown.Bracing MOST be positioned to provide equal unbraced segments OR 2x4 "T" brace may be nailed flat to edge of web with 12d nails spaced 8" o.c. Brace must extend at least 90% of web length 2x6 Brace required on any web exceeding 141. End vertical(s) not designed for exposure to lateral wind pressure. Wind Case- ASCE 7-98, MWFRS/CeC, V=125 mph, h - 15.0 ft, I = 1.00, Exp.Cat.-B, Rzt = 1.0 Bldg Type= L= 50.0ft, W= 35.8ft, Truss in END zone, TCDL= 4.2psf, BCDL= 6.0psf -Joint =Joint Locations=====_______=__ =1) 0-0- 0 7) 26-10- 8 13) 17- 6- 0 2) 4-11- 4 8) 31- 4- 4 14) 15- 4-10 3) 9- 0- 0 9) 35-10- 0 15) 9- 0- 0 4) 15- 4-10 10) 35-10- 0 16) 0- 0- 0 5) 17- 6- 0 11) 26-10- 8 6) 22- 2- 4 12) 22- 2- 4 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1235 129 -336 BOT PIN 35- 8-12 1176 0 -302 BOT H-ROLL ..TC...FORCE ... CSI 1- 2 -2177 0.35 2- 3 -1990 0.33 3- 4 -2282 0.47 4- 5 -4448 0.71 5- 6 -4074 0.63 6- 7 -4074 0.61 7- 8 -3354 0.57 8- 9 0 0.19 ..BC...FORCE ... CSI 16-15 1906 0.37 15-14 1739 0.35 14-,13 3153 0.72 13-12 4434 0.76 12-11 3434 0.63 11-10 1321 0.43 9-0-0 1, 26-10-0 1 2 1 4 5 6 7 8 9 0 5X8 5X6 3X4 6X8 in 6-10-14 4-1 12.00 (I 3.00 060 154-10 1, 2-1-6 94-8 8-5-8 16 15 14 13 12 Id 1235# 8.00" 1-0-0 1177# 2.50" Cd,A S (8) 2X4 35-10-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 scale = 0.1819 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: T A (M!Laronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: C2 CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 1-09-02 TC Live 16.0 psf DurFae - Lbr: 1.25 4005 MARONDA WAY SANFORD, FL. 32771 407 321-0064 Fax Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is apart of the budding design and which must be mnsldered by the building deslgner. Bracing shown is for lateral TC Dead BC Live 7.0 psf 0.0 DurFae - Pit: 1.25 O.C. �% acing: 24.0 407 321-3913 ( ) ( ) TOMAS PONCE P.E. support of tnus members on to g length. PP" b reduce buckling lcn h. Provisions must be made to anchor Lateral bmebig at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See ti[B-91 of 7PO. BC Dead ps f 10.0 psf Design Criteria: TPI 9 LICENSE #0050068 (Truss Plate Imutute. TPI. is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). Code Dese: FLA 1890 GREENBROOR Cr.0VIEDO.PL32766 TOTAL 33.0 psf V:12.03.01- 12885- 5 ✓ca'se. mm.0 mruy,r, JUH rA111: L:11t1:-LUKUUH3IG1L44 TICS: 11.28.01 JB: GEORGETOWN A 4AC: GT2A4 WE: DESIGN INFORMATION This design Is for an Individual building component and has been based on Information provided by the client. The designer dlfclatris 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- cific project and accepts no responsibility or uem"m no control with regard to fabrim. tion, handling. shipment and installation of trusses. This truss has been designed as an individual building component In accordance with ANSI/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 local building codes. local climatic records for wind or snow fonds. Project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy Imuds. The design assumes compression chords (lop or bottom) arc continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension arc not fully braced laterally, by a property applied rigid ceW❑g. 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 w to fabrication. the fabricator sha0 revie this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a continuing responsibility for such veri- fication. Any discrepancies 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 Biting wood to wood bearing. Con- nector plates shall be looted 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 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 centmld of the webs unless otherwise shown. Connector plate sizes arc minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/7P1 1.1995 PRECAUTIONARY NOTES Ail bracing and erection recommendations are to be followed In accordance with 'Handling InslaWng& Bractg'. 11I13-91. Trusses are to be handled with particular care during banding and bundling, dellvery and Installation to awld damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Ition and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is allays 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 mntnal of persons experienced in the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction Inds greater than the design loads shall not be applied to trusses at any lime. No loads other than the weight of the erector shall be applied to trusses untolte ar 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, MWFRS/C&C, V-125 mph, h . 15.0 ft, I - 1.00, Exp.Cat.-B, Rzt = 1.0 Bldg Type- L- 50.Oft, W. 5.1ft, Truss in END zone, TCDL- 4.2psf, BCDL= 6.Opsf MAX LIVE LOAD DEFLECTION: L/999 L=-0.04" D=-0.04" T=-0.08" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB - 1.15 3-3-14 0-4-3 1 I 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 88# Support 2 46# TI: J3 - 9TY:2 ===Joint Locations=====___=______ =1)==0==5 5 3) 5- 1- 8 2) 5- 1- 8 4) 0- 5- 5 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 5- 0- 4 110 33 -46 TOP PIN 0- 4- 0 213 43 -88 BOT PIN 5- 0- 4 60 0 0 BOT H-ROLL ..TC...FORCE ... CSI ..BC...FORCE ... CSI 1- 2 -51 0.23 4- 3 -26 0.21 5-1-8 11 Ilk 1 2 Q 3.00 I 0-H-0 I 4-5-8 4 3 213N 8.00" 111# 2.50" � 1-0-0 5-1-8 60# 50" EXCEPT AS SHOD 74 PLATES ARE TI.20 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 GREENBROOK Cr.OVIEDO.f192760 WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this dmwing is not erection bracing. wind bracing, portal bracing or sunflar 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 detemdned by the building designer. Additional bracing of the overall structure may be required. (Sco HIB-91 of TPI). (I'mm Plate Institute. TPI. is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). Attach with (2) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.6319 Eng. Job: WO: GT2A4 Dwg: Truss ID: J3 Dsgnr: TLY Chk: Date: 1-09-02 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 Dsf x/.1,3 m n i- i oon,2 7,7 t f*gff1j'Urll JB: GEORGETOWN A 4AC: 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, specincatlom 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- clllc project and accepts no respornslbWty or exercises no control with regard to fabrha. tlon, handling. shipment and Installation of trusses. This truss has been designed as an individual building component In accordance with ANSI/TPI 1.1995 and NDS•97 to be Incorporated as part of the budding design by a Building Deslgter (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 bads, 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 bottoml are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension arc not fully braced laterally by a property applied rigid celling. they should be braced at a maximum spacing of 10`-T o.c Connector plates shall be manufactured from 20 gauge hot dipped gahanlzed steel meeting ASrM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a continuing responslbWly 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 (or tight fitting wood to wood bearing. Can. nectar plates shall be [pled on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is 6' wide x 8' long. Slots (holes) run parallel to the plate length speeifted. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate size are minimum size based on the forces shown and may need to be Increased for certain hand- ting and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional tnfonnatton on Quakily Control refer to ANSIrM 1-1995 PRECAUTIONARY NOTES AB bracing and erection recommendations ore to be followed In accordance with 'Handling InstaWng A Bracing% HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avvld damage. Temporary and permanent bmcing for holding trusses In a straight and plumb pos- Ition and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominotng. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to 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, MWFRS/C&C, V=125 mph, h = 15.0 ft, I = 1.00, Exp.Cat.-B, Kzt - 1.0 Bldg Type- L- 50.Oft, W= 3.1ft, Truss in END zone, TCDL= 4.2psf, BCDL= 6.Opsf MAX LIVE LOAD DEFLECTION: L/999 L--0.01" D= 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB = 1.15 WO: GT2A4 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 72# Support 2 28# TI: J4 QTY:8 --Joint Locations=============== 1) 0- = 0 6- =7 3) 3- 1- 8 2) 3- 1- 8 4) 0- 6- 7 -- MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3- 0- 4 67 18 -28 TOP PIN 0- 4- 0 148 24 - 7 2 BOT PIN 3- 0- 4 36 0 0 Bar H-ROLL TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -29 0.18 4- 3 -3 0.15 3-1-8 11 Ilk 1 2 0 3-1-8 4 3 148N 8.00" 67# 2.50" 1- 1-0-0 I" 3-1-8 37N 2{50" "( (RO-11-11) C/L: 3-0-4 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 OREENBROOK Cr.OV1EDO.PL07706 Attach with (1) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.9038 WAKNINU: READ ALL NOTES ON THIS SHEET. Eng. Job: 4 A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: J4 CONTRACTOR. Dsgnr: TLY Chk: Date: 1-09-02 BRACING WARNING: TC Live 16.0 psf DurFae - Lbr: 1.25 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bmdng TC Dead 7.0 par DurFae - Pit: 1.25 which is a par of the budding design and which must be considered by the budding designer. Bracing shown is for Lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf P O,C„ Spacing: 24.0" v 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 TPd. BC Dead 10.0 psf Design Criteria: TPI rrrss Plate Institute. TPI. is located at 583 D•Onofrio Drive. Madison. Wisconsin 53719). Code Dese: FLA TOTAL 33.0 psf V:12.03.01- 1290d- 79 ...., .n, u. 1.11 l.VVOJaVIlJ19 HCS: 11.28.01 I I I JB: GEORGETOWN A 4AC: WO: GT2A4 WE: TI: J5 QTY:2 DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the clenL The designer discLarrs 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- cific project and accepts no responsibility or exercise no control with regard to fabria- tlon, handling. shipment and Installation of trusses. This truss has been designed as an tndh9dual building component In accordance wW ANSI/7?1 1-1995 and NDS-97 to be Incorporated as pan of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown arc In agreement with the local building codes. lost cllrnatic records for wind or snow loads. Project specifications or special applied loads. Unless shown, truss has not been designed for storage or occuponcy loads. The design assumes compression chords (lop or bou m) are contlnu- -ly braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of 10'$ o.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- fication. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grabs. Members shall be cut for tight fitting wood to wood bearing. Can. nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is 6' wide x 8' long. Slots (hole) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the wet. unless otherwise shown. Connector plate sizes are minimum size based on the forces shown and may need to be Increased for certaln hand. ttng 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-1995 PRECAUTIONARY NOTES AB bracing and erection recommendations are to be followed In accordance with -Handling Imantling & Bracing. HI8-91. Trusses are to be handled with particular are during binding and bundling, deltvery and installation to avoid damage. Temporary and permanent bracing for holding trusses In o straight and plumb pos- ltlon and for reststing Literal forces shall be deigned and Installed by others. Careful hand. Iing is essential and crect.lon bracing is allays required. Normal precautionary action for trusses requires such temporary bracing during installation between trusso to avoid toppling and dominating. The supervision of erection of trusses shall be under the control of person.st experienced In the inallation of trusses. Professional advise shall be saaghl if needed. Concentration of construction loads greater than the design lads shag not be applied to trusses at any tin"' No loads other than the weight of the erectors shall be applied to trusses untilafter 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 sinless noted otherwise. Wind Case- ASCE 7-98, MWFRS/C&C, V-125 mph, h - 15.0 ft, I - 1.00, Exp.Cat.-B, Kzt = 1.0 Bldg Type- L. 50.Oft, W= 3.1ft, Truss in END zone, TCDL= 4.2psf, BCDL= 6.Opsf MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D= 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB - 1.15 2-3-14 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 72# Support 2 28# ==Joint Locations=_____ =1)==0==@=====____ 5= 5 3) 3- 1- 8 2) 3- 1- 8 4) 0- 5- 5 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3- 0- 4 67 19 -28 TOP PIN 0- 4- 0 148 25 -72 BOT PIN 3- 0- 4 36 0 0 BOT H-ROLL ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 31 0.18 4- 3 -20 0.15 3-1-8 Ilk 1 2 6.00 1-3-9 0-7-6 i 3.00 I 0-8-0 2-5-8 I 4 3 148# 8.00" 68# 2.50" ta 1-0-0 3-1-8 37# 2150" SHOWN C/L: 3-i 4 EXCEPT AS SHON PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports [JM!aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOR CT.OVIEDO.FL92766 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 truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and spcelied locations determined by the building designer. Additional bracing of the overall structure may be required. (See 1-1I13-91 of TPO. (muss Plate Institute, TPI, is bated at 583 D'Onofrio Drive. Madison. Wisconsin 53719). Attach with (1) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.9038 Eng. Job: WO: GT2A4 Dwg: Truss ID: J5 Dsgiw: TLY Chk: Date: 1-09-02 TC Live 16.0 psi DurFac - Lbr. 1.25 TC Dead 7.0 psi DurFac - Pit: 1.25 BC Live o.o psr O.C. Spacing: 24.0" BC Dead 10.0 psi Design Criteria: TPI Code Desc: FLA TOTAL 33.0 osr v•11 nz n 1 - t,)onc_ 7o .....6... ......— ,......" — —111: U:11rr--LVAvVH.)1U1LA4 HCS: 11.29.01 JB: GEORGETOWN A 4AC: V'd0: 0`12A4 WE: DESIGN INFORMATION This design Is for an individual building component and has been based on Infomnatlon provided by the client. The designer disclaims any responslbWty 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- cllle project and accepts no responsibility or exercises no control with regard to fabrlca- 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 mast be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for wind or snow loods. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) are contlnu- oiuly braced by sheathing unless otherwise specified. Where bottom,ehords in tension am not fully braced laterally by a Properly applied rtgd miling, they should be braced at a maximum spacing of HY-O" 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 reallze a continuing responsibility for such veri- Motion. Any discmpancles are to be put in writing before cutting or fabrication. Plates shall no be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bmring. Con- nector plates shall be located on both faro of the truss with nits fully imbedded and shall be syn. 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 tholes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes am minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Inforrnatlon on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations arc to be followed in accordance with "Handling Instalttng A Braclrig•', 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 pm. Won and for resisting lateral forces shall be designed and Installed by others. Careful hand. ling is essential and erection bracing is allays required. Normal precautionary action for trusses requites such temporary bracing during installation between muses to amid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons upertenced in the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loods shall not be applied to trusses at any tl ne. No loads other than the welght of the ercctara 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, MWFRS/C&C, V-125 mph, h - 15.0 ft, I - 1.00, Exp.Cat.-B, Rzt - 1.0 Bldg Type= L- 50.Oft, W. l.lft, Truss in END zone, TCDL= 4.2psf, BCDL= 6.Opsf 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 1-3-14 T 0-4-3 Analysis bared on Simplified Analog Model. MULTIPLE JAADS -- 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 57# Support 2 10# TI: J6 9TY:8 i==Joint Locations1)==0- =====__________ 6- 7 3) 1- 1- 8 2) 1- 1- 8 4) 0- 6- 7 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1- 0- 4 24 5 -10 TOP PIN 0- 4- 0 82 7 -57 BOT PIN 1- 0- 4 12 0 0 BOT H-ROLL .TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 9 0.02 4- 3 -2 0.01 1-1-8 L 1 2 6.00 0-10-15 4 3 83# 8.00" 25# 2.50" I-11- I 13p 2.Sp" 11) °r 1-1-8 -0014 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 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 1990 OREENBROOK Cr.OV1EDO.FL32706 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bmctng, •1jid bracing, portal bracing or similar bracing which is a par of the building design and which mus'c considered by die building designer. Bracing shorn is for lateral support of truss members ontv ..educe buckling length. Provisions must be made to anchor lateral bracing at ends and spe• .ed locations determined by the building designer. AddlUonal bracing of the overall structure m,' be required. (See HIB-91 of TPI). Rruss Plate Institute. TPI, is located at 58' � Onofrio Drive. Madison. Wisconsin 537191. Attach with (1) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 1.5868 Eng. Job: WO: GT2A4 Dwg: Truss ID: J6 Dsgfdr: TLY Cllk: • Date: 1-09-02 TIC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psr DurFae - Pit: 1.25 BC Live o.o psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI ` Code Desc: FLA TOTAL 33.0 asf v.1,7 ns n 1- 19onA_ an HCS: 11.28.01 JB: GEORGETOWN A 4AC: r,dA4 WE: TI: J7 QTY:2 DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the ellent- The designer disclaims any responsibility for damages as a result of faulty or tnrnrred Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as a may relate to a spe- C project and accepts no responsibility or exercises no control with regard to fabrlca- tlon, handling, shipment and installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1.1995 and NDS-97 to be Incorporated as pan of the building design by a Building Designer (registered architect or pmfesslonal englneetl. 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 !wits. pmject specifications or special applied loads. Unless truss has not been designed for storage or occupancy Inds. The design assumes compression chords (top or bottom) an continu- ously braced by sheathing unless otherwise specified. When bottom chords In tension am not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of 10'-G- o.e Connector plates shall be manufactured from 20 gauge hot dipped gahanl-d steel meeting ASIM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shag review this dmwing to verify that this drawing Is In conformance with the fabrieatoes plans and to realize a continuing responsibility for such veA- flcation. Any discrepancies are to be put in writing before cutting or fabrt=tlon. plates shall not be instal ed over knotholes, knots or distorted grain. Members shall be cut for tight filling wood to wood bearing. Con- nector plate shall be located on both faces of the truss with nabs fully Imbedded and shall be ••.•m. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is 6' wide x fi I". Slots (hob) run parallel to the plate length specified. Double cuts on web members shag meet at the centrold of the webs unless otherwise shown. Connector plate sizes ore mtnm Wes based on the fomes shown end may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabnoled with fire retardant treated lumber unless at shown. For additional Information on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendallons are to be followed in accordance with -Handling Installing 6 Bracing'. HIB-91. Trusses an to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pw- Ition and for misting lateral forces shall be designed and Installed by others. Careful land - ling is essential and erection bracing is always required. Normal precautionary action for trusses requuea aueh temporary bracing during kstaliation between trusses to avoid toppling and domfnomg. The supervision of erection of tresses shall be under the control of persons experienced in the installation of trusses. Professional advice shag be sough( if needed. Concentration of construction Inds greater than the design foods shall not be applied to trusses at any tmie No Inds other than the weight of the erectors shag 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, MWFRS/CSC, V-125 mph, h - 15.0 ft, I - 1.00, Exp.Cat.-B, Kzt - 1.0 Bldg Typea, L- 50.Oft, W. l.lft, Truss in END zone, TCDL- 4.2psf, BCDL- 6.Opsf MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D= 0.00" T- 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: Ta, 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 57# Support 2 10# = == = —Joint Locations.=========e===- 1) 0- 5-5 3) 1- 1- 8 2) 1- 1- 8 4) 0- 5- 5 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1- 0- 4 24 6 -10 TOP PIN 0- 4- 0 82 8 -57 BOT PIN 1- 0- 4 12 0 0 BOT H-ROLL ..TC... FORCE...CSI ..BC ... FORCE ... CSI 1- 2 -10 0.02 4- 3 -7 0.02 1-1-8 1 2 6.00 Attach with (1) 10d Toe -Nails 0-9-9 Attach with (1) 10d Toe -Nails 3. 0-8-0 Plate Height 0-5-8 = 0-1-6 4 3 831E 8.00" 25# 2.50" 1-0-0 1-1-8 13N 2.5 " C/L: 1- -0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: rMaronda S stems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: y CONTRACTOR. Dsgnr: TLY Chk: BRACING WARNING: TC Live 16.0 psf 4005 MARONDA WAY BmcOtg shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead 7.0 psf SA NFORD. FL. 32771 which is a part of the building design and which must be considered by the building designer. Bmcing shown is for lateral taw buckling length. BC Live 0.0 psf (407) 321-0064 Fax (407) 321-3913 support of members only to reduce Provisions must be TOMAS PONCE P.E. 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). BC Dead 10.0 Ps f LICENSE #0050068 truss Plate Institute. TPI. is located at 583 D'Onofro Drive. Madison. Wisconsin 53719). 1890 GREENBROOK Cr.OVIEDO,f132766 TOTAL 33.0 asf scale = 1.5867 Truss ID: J7 Date: 1-09-02 DurFac - Lbr: 1.25 DurFac -Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI , Code Desc: FLA ' Design: Afmrit Analysis JOB PATH: C:IT£E.LOKV08S)G71A4 HCS: 11.28.01 Master File #7 Central Florida B.O.A.F Exterior Window and Door Master Filing Checklist I. Sufficiency' Review Manufacturer Name: Nora ndex/Reyn olds Distribution Model Number(s): 1 "x4" and 1 "x3" Aluminum Mullions Contact Name & Number: Christopher M Fuertsch — (407) 667-9390 Please ensure the following 'are contained in your submittal: X Two (2) signed and sealed engineered installation details. One (1) signed and sealed test report. One (1) signed and sealed engineered calculations for alternate fastening method, if applicable. II. Governmental Product Approval: A,qency Initials/Date A-gency `Initials/Date Brevard, County of Melbourne, City of Cape Canaveral Mt. Dora, City of Cocoa Beach, City of Orange, County of ACP 3/15/02 Eustis, City of Port Orange, City of Indialantic, City of Rockledge, City of Indian .Harbour, City of Satellite Beach,, City of Lake, County of SN 3/26/02 Seminole, County of Lake Mary, City of RJ 4/05/02 Tavares, City of Leesburg, City of SS 3/26/02 Titusville, City of Maitland, City of West Melbourne, City of Malabar, City of Winter Park, City of LP 3/26/02 Melbourne Beach, City of Scan Date 4-4-02 Created on 02/04/02 Page 1 of 2 NORANDEX PAGE 29 - SEE CHART FOR �4 4 .04 v 4 4 4. FASTENERS CAULK TOP ' — OF MULL — #10-X 3/4" � TER SCREW i WINDOW HEAD i WINDOW JAM 5/8o lx3 MULLION (XFLA-26-1) lx4 MULLION (XFLA-39) WINDOW 5/8" JAMB #10 x 3/4" TEX SCREW e CAULK BOTTOM FLA- 45 MULLION ANCHOR CLIP 16 GA_ GALV. SHEET METAL 800 LB. MAX CAPACITY 7/8" lx3 MULLION (XFLA-26-1) lx4 MULLION XFLA-39) WINDOW � sILL 1 A ��A V ti y� rq T Q4'tl 4� Ll fn o � �) v 4 OF MULL — 0/8 MIN. :.. .��.. )A B-U-tX.r. y • PRECASTED - - 3 "MIN. �ZA1JTAG"riJRER NAME: q SILL = -- •RAAtn y o b D �� . 3/4"MAX 1�IA5TER i`II�E D p D SEE CHART FOR FASTENERS- d NOTES:ALL a 1) OR B08�M EXTRUSIONS' ARE ALLAY 6063 T6, 2) WHEN THERE 13 ONE TAPCON (1/4A" X 1-1/2') C$ARLEA.' N. p.E ON EACH ANGLE LEG, THE T ON SHALL "yea Z t FL REG. . E . ENC.. 40121 •PLACED ON MULLION CLIP CENTERLINE. DAM 3/21/02 3) CONCRETE COMPRESSIVE STRENGTH c w 2 3.000 PSI ' AT 28 DAYS. NORANDEX PAGE- 30 ..v l rz: 1) ALL AL OR 6OE 2) WHEN - ON EA( PLACEC 3), Comm AT 28 CHARLM FL Rm DATE CEI TRAI MANUFA -S-Qlf M11y7M DW SILL SH HEAD DW SILL 3H HEAD 0 NUKANDEX PAGE .24 A t ACTURER N e (2) 010 x l 3/4 PH SIDS INTO 2 x B 3/16'0 x 2-3/4' TAPCON THRU 1 BY BUCK, (SHOWN) WITH A 1-1/4' MIN. EMBEDMENT INTO MASONRY. SEE ELEVATION FOR ANCHOR SPACING. (2) $l0 x 1-3/4' F1I—SMS INTO .2 x BUCK �---- SEE ELEVATION FOR ANCHOR SPACING. (2) 110 x 1 3/4' PH—SMS INTO 2 By BUCK WITH 1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. IWOOD BUCK 'A L U' PANS do 60.0 ➢. P... 147.375' so• I9 /s (4) 24 6 BB.6• 48 46 1e 8 ISY.76p' S7.5 511 24 s IILS75• tot 6T.8 67.5 t8 8 57.E 19 128' 80, (2.5) S8.7 68.8 68.7 80,9 10 8 e 6se25 20t 81 t6 a6 6o l0 147.1 (4) 15 {6 46 l5 Y4 18 10 !0 9�.6' 152.750' {a8 18.0 24 10 ILI..Tw Be (3) 615 616 IB 10 75.5' 53.4 55.4 16 ip l28' CB' 64.E 64.E 20 10 10.82E (C6) 64.6 64.E Ip 10 NO/ wdREMMp RMICAM 2m. .. PANEL ME at rZT. AS REQUIRED )D SHIM (SHOWN) JL. TYP. JAMB. SE( '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. NOTES: 1) SHIM AS REQUIRED.. MAX SHIM STACK 1/4'. 2) ALL ALUMINUM ERTRUSIONS ARE ALLOY 6063-16• OR T6 WITH TYPICAL '.WALL THICKNESS OF • 0.62' . 3 USE HIGH QUALITY -CAULK BEHINDWINDOW FLANGE. 4 GLASS THICKNESS BASED 'ON TABLE E1300 GLASS CRAM- AND MAY VARY DEPENDING ON SIZE. 5) THE RESPONSIBMITY.FOR SELECTION OF NORANDEX PRODUCTS 70 MEET ANY APPLICABLE•I.00AL LAWS, BUILDING CODES, ORDINANCES OR OTHER SAFETY 'TION REQUIREMENTS OWNER OR co�CTWOR, rIIE ARCHITECT, 7) CONCRETE COMPRESSIVg STRENGTH = 3.000 PSI AT 28 DAYS. 1/4' SHIM MAX —+1Iu '4 (2BY2) Trma OiyAmR No. OF NCHORS Ho: OF ANCHORS O W N , StIl AUB w 30 24 B O V % o24 is to 6 e �O W Er 10 90 8 R4 to to Ci] el '� ~ '-1 16 t0 24 Ip le 18 10 10 K °o 20 to to to y y �i 4am \c) J/ltl 0 x 2-3/4 y k b TAPCON OR MIAMI DADE APPROVED CONC. u ¢ . FASTENERS. 61 a:t N :K44 04 �w �I 4BY2) rrp=AL mxyA710e I I O NORANDEX PAGE 23 O 0 A (2). 00 x 1-3/4' PH-SMS INTO 2 BY BUCK OR 3/16'e x 2-3e4' TAPCON THRU 1 BY BUCK (SHOWN) WITH A 1-1/4 MIN. EMBEDMENT DM MASONRY. SEE ELEVATION FOR ANCHOR SPACING. (2) $10 x 1-3/4' FH-SMS INTO 2 x BUCK SEE ELEVATION FOR ANCHOR SPACING. <_ OPTION2 WOOD BUCK (2) FIG x 1 3/4' PH-SMS INTO 2 BY BUCK WITH /9•EMBEDMENT. ELEVATIONFOR ANCHOR Jr_2 z WOOD BUCK 3/16" TEMPERED GLASS PANEL .SIZE INCHES DESIGN LOAD NO. OF ANCHOR SCREWS IN FRAME CAPACITY-PSF q HEAD AND SILL JAMB, co.�g t�iq WIDTH/HEIGHT , EXTERNAL INTERNAL XX XXX xxxx � W � W 30 �16" x 591/2 " 53.3 55.8 10 16 ALL q o x 361�ie° x 591/z" 4co 9.E 49.8 12. 18 18 22 8 6 ti SC 30 3ie' x , 79'/z " 49.7 49.7 10 18 20 8 �,�o� 36,48" x 791/2" . 45 45 12: 18 SER[&9 600 Af UMINUM 22 8 SLIDING GLASS DOOR AI I OPERABLE: PANELS FASTENER CHART h ti � FJ�ORIDA B.O,A,Fi'. . 3/16'0 x 2-3/4' TAPCON OR MLAEII c v B WIDTH MANMA'z WOOD RUCK NAM: DADE APPROVED CONC. FASTENERS. • y tc o yI pµ SEE ELEVATION FOR ANCHOR SPACING. Ey $ b • v o; SHIM AS RE UIRE;RIE11-11 TYR `HORIZO] WOOD SHIM ?SRO OR MUDD TRACK ED HYR (2) 3/1870 z 2-1'/4' TAPCON OR MlAW E APPROVED CONC. EVDATION FOR ANCHOR -SPACING. SEE EL ° NOTES. rm 1 SHI14 AS REQUIRED, MAX, SHIM STACK 1/4% I 2) ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063-T6 G OR T6 WITHTYPICALWALL THICKNESS OF 0.82' n 3) USE HIGH QUALITY CAULK BEHIND WD(DOW FLANGE ° a 4) GLASS THICKNESS BASED'ON TABLE E1300 GLASS ° CHARTS, AND MAY VARY DEPENDING ON SIZIL ° 6) THE RESPONSIBILITY FOR SELECTION .OF NORAffD4X E PRODUCTS TO MEET ANY APPLICABLE [OCAL.-LAWS. HEADER A• SILL SECTION � REM&M- RESTDINANCSOL.ELY�WITH Tn.ARCAM*HrrgCL', BUILDING OWNER'6R CONTRACTOR. 1 BY BUCK 6) CONCRETE COMPRESSIVE STRENGTH - 3.400 Psi AT 28 DAYS. M7, Jim �--3Ii AL SEC 0 u. BY BUCK MAX (2BY2)pmf n mff X X PANEL PAHSL X I PANEL X PANEL. /� / un n �% (4BYZ) jcA6 pzTI=N y'y p ab� b .w W� y� � N , 0 �W U A C WW� a Z U z I NORANDEX �. PAGE 22 r 1 10 X 1-3/4" P.H. S.M.9 MIN. EMBEDMENT SEE ELEVATION FOR �l ANCHOR SPACING. pmlli I►s' .7 _ . . . . . . 19 # 10 X 1-3/4" P.H. S.M.S. W/1-1/2" MIN. EMBEDMENT. SEE ELEVATION FOR -ANCHOR SPACING. 0 ALT. FIN ATTACHMENT ' UNDER SHEATHING • CENI'RAI: FLOBIIDA BJI: F" A'CrUM NAM®; oRqv�PX MASTER FILE # 3 NOTES: 1 :SHLM AS REQUIRED, MAX. SHIM STACK 1/4". 2; WIN DOIL DIMENSIONS WINDOW FASTENER. SCHEDULE ALL ALUMINUM;,EXTRUSION ARE ALLAY 6063-T5 OR:'118: i9I1If TYPICAL. IVALI THICLOVFSS N W0- HORS NO. OF 0.62" 3) USE';HIGH..QIIALFrY'•CWVLK iBEHIND WINDOW FLANGE 4 GLAS5: THI6N95S .B]ISEU ON TABLE WIDTH INCHES HEIGHT INCHES) AAN SEE NOTE 35 6 JAMB B E1900 GLASS CHARTS; AND?:%ISAY"'VARY DEPENDING ON SIZN 5) TH&- RESPCNSMILI -"R SEL9MON 18-0 45 PSF PSF 60 PSF 95 45 60 PSF pSF PSF 01 A OF NORANDEX PRODUCT§ :TO' IMP ANY_ APPLICABLE LOCAL LAWS, 2 _2 20 2 2 2 HUILDING.;�COI)133; OItDlNAN(RES OR OTHER SAFETY REQUIRLMENTgI;ST. SO t.F.�.Y WITIi 8- 25" -2 3 2 3• �- 2 2 A THE ARCHITECT. ' HUII=NG ,OVINSR'. VA;;CON'I');ACTOR. THAT EFASTENERS AT 8) NOTE HEAD` AND - II1.� 'U 52=1 6' _ 16=�6 -3 -3 2 2 4•ul 2• 'f 2 2 2 3 IYi ED �2. 97-1/4 --2-'-3- 2 3• 3 3 3 ' 36" _ 2- 6 3 3• 4. '2 � 3 3 '� 3 3 00 i 16 6' 1 2 98". 49-6/8 2 2 2 2 2• 2• 3 3 3 3- 3 3 V- G] 62-1 8' 3 3 g .3• 4• 3 3 3 3 3• 3 '� 8-1L8" 5-�2 B2_ 2 2 2 2• - 2• 3 4 4 4 4 U 10 X 1-3/4' P.H S.M S. W/1-1/2' MM E�HED MENT 96• '-2- 3- 3• R- 4 4' c ti SEE'._ O AThON. FYIR ' S2- 8' 3 4• '� 4 ANCHOR SPACING- a e 2 2W-4 4 56-3/4" 245_34 552-1 e' 3.3d 5 Dl Z 0 4 •Z i ® • ,' TYP. JAMB SECTION WOOD FRAME MAX CYOP AND BOTTOM) i y ' HEADER AND SILL SECTION �/1°1/21 4 EMBEDMENp Td� CHARIFS'. A _' ` E SEE- ELEVATION FOR FL REG.- ENG:. � 40121 WOOD FRAME ANCHOR SPACING. DATB, 3/�7/OZ• 1TAM-A /// /// Iell P_�DETAIL-c DSLAIG-8 y 4 o y R ol W w k�k�++ a o 2 NORANDEX PAGE 10 W/1--1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. MIN,li-,1111= '"TINT KFLA-40 415 /416 1.500 . 10 X 1-3/4' P.H. S.M.S. W/1-1/2' 141N. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING-.----. IIFACTMOI fWC: rrn. ° '✓1•�X FTIX # .LjLj�j I ALT. FIN ATTACHMENT # 10 X 1-3/4' P.H. S.M.s. W/1-1/2' MM. EMBEDMENT UNDER SEE ELEVATION FOR SHEATHING . FOR ANCHOR SPACING. 1/4' MAX- --][-SHIM (BOTH AIRS) 10 X 1-3/4' P.H. S.M.S. W/1-1/2' MIN. EMBEDMENT O o°a%>B SEE. ELEVATION FOR ANCHOR SPACING. HEADER AND SILL SECTION CHARLES A. PA PP. I.- .WOOD .FRAME FL REG- ENG. �491.2t. DATE. 3/27/62 NOTES: 1 SHIM AS REQUIRED. MAX SHIM STACK 1/4'. 2 ALL ALUMINUM' LXTRUSIONS ARE ALLOY 6063-7-5 31OR T6. WITH TYPICAL WAL[. THICKNESS OF 0.62+ . USE- HIGH •QUALPCY' CAULK BEHIND WINDOW FLANGE. 4 ' GRASSTHICKNESS .;BASED 'ON TABLE E1300 GLASS CHARTS, AND -MAY :VARY DEPENDING ON SIZE. 5) THE:_RESPONSIBILITY FOR SELECTION OF. NORANDEX PRODUCTS -'TO -MSE'P ANY APPLICABLE LOCAL LAWS, BUII:DING :CODES; 'ORDINANCES OR OTHER SAFETY .REQUIREMENTS 'REST SOLELY WITH THE ARCHITECT, BUUDING•'OWNER• OR CONTRACTOR. 6) NOTE • 'INDICATES -:THAT EQUAL FASTENERS AT HEAD AND SRI ARE REQUIRED. N km T e. 24- O.G AHr A DETAIL—C SA3SHr DETAH.=B • j NORANDEX t ' PAGE 21 3 t6" TAPCON WITH A 1-1/4" MIN. EMBEDMENT # 10 F.H. S.M.S. SEE ELEVATION FOR W/1-1/2" KIN. EMBEDMENT NOTES: ANCHOR SPACING. SEE ELEVATION FOR ANCHOR SPACING. 1) SHIM AS REQUIRED, MAX SHIM STACK 1/4". 2) ALL ALUMINUM 'EXTRUSIONS ARE ALLAY 6063—T5 OR TB WITH TYPICAL WALL THICKNESS OF 0.62' a e e n 3) USE HIGH QUALM CAULK. BEHIND WINDOW FLANGE 4) GLASS Oa A a a ° 4 ' a ° • THICKNESS BASED ON TABLE M300 GLASS CHARTS, AND MAY VARY DEPENDING ON SIZE. 5) THE: iiSPONSIBRM FUR. °SE1&TION: OF NORANDEX PRODUCTS TO MEET ANY APPLICABLE- LOCAL LAWS, BUILDING CODES; ::ORDINANCES OR"OTHER SAFETY REQUIREMENTSE•REST "SOLELY WITH THE ARCHITECT, BUILDING OWNER -OR CONTRACTOR , 6) A PRESSURE TREATED: WOODEN':BUCK:OR MARB[E SILL SHALL BE .ADDED'UNDER- THE. PRODUCT TO ® FULLY SUPPORT UNIT.. -THIS!SUPPORT SHALL BE FIRMLY ATTACHED 'INTU MASONARY' AND SUPPORT THE PRODUCT OVER ITS FULL LENGTH (SUPPLIED BY OTHERS). 7) CONCRETE COMPRESSIVE STRENGTH 3.000 PSI AT 28 DAYS. ALT. HEADER SECTION 6) NOTE • INDICATES THAT. E UAL FASTENERS AT TYP. 2 BY BUCK B.O.A.F.• 3/16' TAPCON ��*�.EOI MANUFACTIIRM NAME: . W/1-1/4' MIN. EMBEDMENT _ Alo,#4,V, t� (SEE ELEVATION FOR ANCHOR SPACING) 1r AI � # �rr��T� J� i G G I CALL SIZE WIDTH w W ® l vi e s U v ,4 771X, U P ' n.. T •' 1 BY BUCK O n. 2 BY BUCK L1/4' sIIIM TYP. JAMB SECTION MAX (BOTH JAMBS) • I 'BY / 2 BY BUCK P � D SEE NOTE 8 HEADER AND SILL SECTION TYP. I BY BUCK WINDOW DIMENSIONS FASTENER SCHEDULE NO. ANCHORS N0. ANCHORS HEAD SILL JAMB WIDTH HEIGHT (INCHES) (INCHES) SEE 35 NOTE 8 45-60 35 45-60 PSF) (PSE) (PSF PSF 2 2• 2 2 26' 2 37" 2 —3•— 2 — 2 53-1 8' 3 3• 2 — 2 3 281 2' 36—I/4" 97 2 — 2' 2 — 3 2 3•' 2 3 69-1 8' 3 — 4•' 2 __3 2 2- 28-1�z 50-5/8` 2 20 3 3 — 30 3 __3 1 2 .83 _ 2 3 4 37 3. 3 — 4 53—L 6' 9 7 _ 19-1/B" 2 2• 3 4 26-1 2 76-3/4' 4. " 2 _ 3• 3 4 . 4` tui UMT WMTU I— 'o&Le. r l 24- 4G Lf —A /d// OF ' O ® 10 F.H.S.M S. DETAIL—C " W/1-1/2' MIN. EMBEDMENT y w SEE ELEVATION FOR ANCHOR SPACING. CHARLES ' A. -P y N. P. E � � /� N F i F[_ R,G. ENG. #,49121 a DETAIIrB DATE: 12/LT/Ol, �. -NORANDEX PAGE 9 3/16' TAPCON WITH A MIN. I-1/4" MIN. EMBEDMENT ® SEE ELEVATION FOR ANCHOR SPACING.—� a -I_ 750 T YP 1.940 �m 10 F.H. S.M.S. WITH A IN. 1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANrHOP QVAlrn- NOTES: 1) SHI[M AS REQUIRED, MAX SHIM STACK 1/4'. 2) ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063—T5 31 OR USE 6 WITH QUALITY CAULK BTYPICAL WALL EHIpKNESS OF 0.62' . 4 GLASS THICKNESS BASED ON. TAB! �gppS CHARTS, AND MAY VARY DEPENDING ON SIZE 5) THE RESPONSIBILIT.y FOR SELiMON OF NORANDEX PRODUCTS TO MEET ANY APPLICABLE LOCAL LAWS, ORDINANCESBUILDING CODES. OTHER REQUIREMENTS RESTSOLELYY WITH THEARcEM BUILDING OWNER OR CONTRACTOR. HITECT, 6) A PRESSURE TREATED WOODEN BUCK OR MARBLE SILL SHALL BE ADDED UNDER THE PRODUCT TO FUILY.SUPPORT UNIT, THIS SUPPORT SHALL BE FIRMLY ATTACHED INTO MASONARY AND SUPPORT THE PRODUCT OVER ITS FULL LENGTH (SUPPLIED BY OTHERS). 7) CONCRETE COMPRESSIVE STRENGTH o 3P ,000 SI ALT. HEADER SECTION AT 28 DAYS TYP• 2 BY BUCK 3/16" TAPCON W/1-1/4" MIN. EMBEDMENT SEE ELEVATION FOR FOR ANCHOR SPACING. �NT'RAL FLORIDA B.O.A.F. MANUFACTuRER NAME: MASTER •# i BY BUCK r 1/4' SIHM— L MAX (BOTH JAMBS) SIZE WIDTH 3 D D D D D D SEE NOTE 6 HEADER AND SILL SECTION FL REFS A. - AG P.I- TYP• 1 BY BUCK' 4e121 DATE: 3/21/02 # 10 F.H. S.M.S. W/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. MAX �� • ML �rQ.• 4C MAX SASH? AV DETAIIr B A z s M to MI•DADE NIIAMI-DADE COUNTY. FLORIDA ® METRO-DADE FLAGLER BUILDNNG PRODUCT CONTROL NOTICE OF ACCEPTANCE Prenldor Entry Systanis 911 E. Jefe!'son, P.O. Box 76 Pittsburgh ,KS 66762 BUILDING CODE-CO-NIPLIANCE OFFICE ME-1720-1 ADE F1'AGI•.Iat l3Ull.t)INC; 140 WI:S1' FI.AG1.L•:R S•1'RI:171% S111'11: MIAMI, FLORIDA 33130-1563 (305) 375-2901 FAX QW) 375-2,m (:o.\-t'Iikc-rou l.Ic:l:.Ntit.Nc tir:rrl()N (3p5) 375•2537 Fa\ (JUS) J75•_'S58 co. rlLtc:roli mvis!ON (305) 375•2966 FAX (Jos) 375•2')as C:U:YI'nU[. I)!1'151pN Your application for Notice of Acceptance (NOA) of. (30)375270: VAN (305)372.Ga39 Entergy-6-8 S-N1'/C Inswing 01)atZue Double w/sidelites Reside' Insulated Stccl Door under Chapter 8 of the Code of Miami -Dade County governing tl\e use o(':1lternate Mliterials andTypes of Construction, and completely described herein, has been recommended for acceptance by the Miami -Dads: County Building Code Compliance Ofiice.(BCCO) under the conditions specified herein. This NOA shall hot be valid after the expiration date stated below. BCCO reserves the right to secure this product or material at any time from a jobsite or manufacturer's plant for duality control testing r , if this product or material fai'Is to perform in the approved manner, BCCO may revolve, modify, or suspend the use of such'product-omaterial immediately. BCCO reserves the right to revolve this approval; if it is determined .by BCCO that- this product or material fails to meet the rcduircrtients of the South Florida Building Code. The expense of such testing will be incurred by the manufacturer. ACCEPTANCE N`O.: 0.1-0314.24 ,r EXPIRES: 04/02/2006 .Rau! lcoarr(uea Chief Product Control Division THIS IS THE COVERSHCET. SEE ADDITIONAL PAGES FOR SPECIFIC AND GENERAL CONDITIONS BUILDING CODE &TRODUCr REVIEW C01TrMiTTEE This application for Product Approval has been reviewed by.tile BCCO and approved by the Building Code and Product Review Committee to be used in Miami -Dade County, Florida under tile- conditions set forth above. :APPROVED: 06/0.5/2001 Ws04S0001\pc2000\ltemplaLes\notice acceptance cover page.dot V Fmncisco J. Quintana. R.A. Director Miami -Dade County 1311ildiiig Code Comj)liancu Office Internet mail addr•ess:'I)ostmaster:u buildinhco(leonline.cum 0iIfumcha;;c: blip://��s\�.l)uildin�co(Icnnli'n�com Prcmdor Entry Systems ACCEPTANCE No.: . 01-0314.24 APPROVED JUN 0.5 2001 EXPIRES 'April 02.2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS I. SCOPE 1.1 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 Miami -Dade County, for the locations where the pressure requirements, as determined by SFBC Chaptcr ? 3. do not exceed the Design Pressure Rating valt16S indicated in the approved drawings. 2. PRODUCT.DESCRIPTION 2.1 The Series Enterav 6-8 S-W/E Inswing Opaque Double Residential Insulated Steel Doors with Sidelites-Impact Resistant Door Slab Onlv and its components. shall be constructed in strict compliance with the following documents: Drawing No 31-1029-EN1'-1, Sheets. 1 tllro'ugh 6 of 6, titled "Prcmdor (Entergy Brand) Double Door with Sidclites in Wood Frames with Bumper Threshold (Inswing)," prepared by manufacturer, -dated 7/29/97 with revision. C dated 01 /I 1 00, bearing the Miami-Dadc County Product - Control approval stamp with the Notice of Acceptance number'and•approval date by the Miami-Dadc County.Product Control Division.. These documents shall hereinafter be referred to as the approved drawings. 3. LIMITATIONS 3.1 This approval applies to single unit applicatiorls of pair of doors and single door only, as shov.,n in approved drawings. Singlc door units shall indlu.de all comlonents described in the active Icaf of this approval. 3.2 Unit shall be installed only at locations protected by a canopy or overhang such that the angle between the edge of canopy or ovcrhang to sill is less than-45 degrees. Unless unit is installed in non-liabitablc areas «•here the unit and the arcs arc designed to accept water'infiltraeion. 4. INSTALLATION 4.1 The residential insulated steel door and its components shall -be installed in strict compiiance %%-ith the approved drawings. - 4.2 Hurricane protection system (shutters): 4.2.1 Door: the installation of this unit will not require a hurricane protection system. 4.2.2 Sidelite: the installation of this unit will require a hurricane protection systctll. -5. LABELING 5.1 Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami-Dadc County Product Control Approved". G. BUILDING PERMIT REQUIREMIEN-rs 6.1 Application for building pcmiit shall be accompanied by copies ofthc following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies of the approved drawings, as identified in Section 2 of this Notice of Acceptance, clearly marked to show the components selected for -the proposed installation. 6.1.3 Any other documents required by the Building 0 icial or the South Florid:>�3ttilding Code n o (SFBC) in order to properly evaluate the installatioli s stall. Manuel crcz, P.E. Product Con r61' xanlincr Product ntrol Division 2 Prcmdor Entry Systems ACCEPTANCE NO.:. OI-0314.24 APPROVED JU'N O 2001 EXPIRES Anril02 2006 NOTICE OF ACCEPTANCE: STANDARD CONDITIOiN'S - I, 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 pcmianently 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 with the code changes. b. The product is no longer the same product (identical) as the one originally approvcd. C. If the Acceptance holder has not complied with all the requirements of this acceptance, including thc'corrcct 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 tiie materials, usc� an d/or manufacture of the product or process shall automatically be cause for termination of this Acceptance, unless prior written approval has been requested (through the filing of a revision application with appropriate fee) and granted by this office. Any of the following shall also be grounds for removal of this Acceptance: a. Unsatisfactory performance of this product or process. b. Misuse of this Acceptance as an endorsement of any product, for sales, advertising or any other purposes. 6. The Notice of Acceptance number preceded by the words Miami -Dade Co.un.ty, Florida, and followed by the expiration date may be displayed in advertising literature. Ifany portion of the Notice of Acceptance is displayed, then it shall -be done in its entirety. 7. A copy of this Acceptance as well as approved drawings and other. documents, where it applies, shall be provided to the user by the manufacturer or its distributors and shall bc'availablc for inspection at* the job site at all time. The 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 Acceptance consists of pages 1, 2 and this last page 3. E\D OF THIS ACCEPT NCE Manucl crcz, P.E., Product C-ontro amincr Produc Control Division 3 [4 7r,f A► PREMDOR (ENTERGY BRAND) DOUBLE DOOR WITH SIDELITES IN WOOD' FRAMES' WITH A BUMPER THRESHOLD (INSWING) ' [I 1��(rC4lYpntM. j•';T!D4Yt Igo yr • MnX 74, 77 1/4• • MAX r MAN yr t r [IAc trA.[u ut Yort a MAX 4'MAX 7' MAX MAN1T v 1T 0.LIS•.�151 0.Ct3. O.L r DC.1s.MAR MAX MAX MA%MAN PAxMAI 1 MA% C r10 [ revss.. Ol W N]t OfSioc1 l7 1/ • IIAI IB' 0.L • Or- SPACING • � �[ [wrrircr ' 17 1/ MAX 47 I /16- T® OS. tlQON L'. a CADI Mbar Jut[ D.L SPACING IB.' 0.L TO i t.00K 2P• 6<' , 7 1/r 'MAX Dl0 _ BO 1 /16' le MAx ' 17 1/ MAX - ' t1L SPACING IB' tK rat, nu tt.t[[ .OKI /0 ' 17 1/ 'MAX D.C. SPACING ta[. •ttma w «..aa uu[ct ml lilt k 1 1� Cam[ ^r wxIMM C*i[[±fJr .• I]' oL IS' 13 OC I7• o1T DC 1T OC_ I]' DL 13• DL YA: MAX MAX MAIL MAX Mn% MAX MAx MAN q MAx s• MANC MAIL . �� yt r • - � w A.a PG}U]1j n.. Vt' . r L" 21-L s ttt -art a ATTACH ASTRAGAL THROW BOLT 18 x I• LONG STRIKE PLATE TO THE HEADER IN ALL REMAINING AND THRESHOLD WITH 010 x l 3/4' HOLES FLATHEAD SCREWS' NOTES, !J V000 BUCKS BY OTHERS.MUST BE ANCHORED I8 x 1 J/4" LONG PROPERLY-TO!.TRANSFER'.LDADS TO THE .STRUCTURE. FLATHEAD SCREVS 2J THE"PRECEDING DRAWINGS ARE INTENDED TO Lx INSWING RA INSVING DUALIFY THE FOLLOWING INSTALLATIONS. A. WOOD FRAME CONSTRUCTION WHERE DOOR SYSTEM 1S ANCHORED TO A MINIMUM TWO BY VOOD' OPENING. ASTRAGAL B. MASONRY OR CONCRETE CONSTRUCTION WHERE DOOR SYSTEM IS ANCHORED TO A MINIMUM TWO BY APPR0%'EDASCCY+:rUC ,;,Ih rnE STRUCTURAL WOOD BUCK 5OUTHFLI� Ar�x NGCODE C. MASONRY OR CONCRETE CONSTRUCTION VHERE t JU� U �'Zrlfl DOOR SYSTEM IS ANCHORED DIRECTLY TO CONCRETE HM VAT[R Dd'ILIRAIIpI VHOTE VATER W IRAII@I BY OR MASONRY WITH OR WITHOUT A NON-STRUCTURAL DUIREMENI IS MIDED % REDUIOUT Is HOI NEEDED PROff 81n5roN ONE BY WOOD BUCK .v x + J. ALL ANCHORING SCREWS TO BE I10 WITH kNenatime INOT APPRFlVFnx BUILOC.+C0GEC-UPLIA:KEOF,_. MINIMUM 1 1/2' EMBEDMENT INTO WOOD SUBSTRATE ACCEPrANCErD.-DI V JIY.r- OR 3/16' PFH TAPCONS VITH 1 1/2' MINIMUM EMBEDMENT x UNITS SHALL BE INSTALLED DNLT AT LOCATIONS PROfECfED'BY A CANOPY OR INTO MASONRY. OVERHANG SUCH THAT THE MILE BETVEEN THE EDGE OF CANOPY DR OVERHANG 1. UNIT MUST BE INSTALLED WITH 'MIAMI-DADE COUNTY TO. SILL IS LESS INAR 45 DECREES. UNLESS UNIT IS INSTALLED IN APPROVED' SHUTTERS NON -HABITABLE AREAS VNERE THE UNIT AND INE AREA ARE DESIGNED TO 5. THREE STAPLES PER SIDE JAMB INTO HEADER [IN SIDELITES ACCEPT WATER INFILTRATION, AND DOOR, THREE STAPLES PER JAMB INTO THRESHOLD'ON SIDELITES AND DOOR C wa ram[T A00lrRArtals ro 6. LATEX SEALANT TO BE APPLIED AT SIDE BY SIDE ttllsu %lll ¢L • v vs JAMBS AND SIDELITES.IxtD6XTIs IN (S IOI f16'IINL ART .on cncx Dorn COP vt1AlID4 vinnr T. DOOR/SIDELITE HEADER, DOOR/SIDELITE JAMBS, AND SIDELITE BASENGINFFR;M n j. tmc. „ta[ [xu on. m r,varrtt -ORNERS ARE COPED AND BUTT JOINED. I VT7--er-777—IscKI, y 2. BITPR -PAINTED WITH A ADEPDXY RUST Y Y M 1-1029-EW-IINHVEER PAIBE NT VITH A DRY FILMTHCKNESSOF 0.8 TO 1.2 M[L FRENUR 9. FRAMES SHALL BE PRE -PAINTED VITH AN ACRYLIC LATEX VATER-BASED/ �, SHEET l �F 5 UIR VATER-REDUCIBLE WHITE PRIMER VITH A DRY FILM THICKNESS OF 0.B TO 1.2 MIL. HY:o LEI [a C » 1/, I INTERIOR i MAX • — 1/,• SNIn VA; . 9/16• .INSWING OTHER CONFIGURATIONS MAX �n..,� 11, 1.,• - GLAZING DETAIL I " ` ,.• AX g u iaiw� �Dr�inl�ACAI�LII uIERI1IR 3Et1 MAX INIERIDR 000. _ � 3 �r I/2' -LASS BITE 9 um a 1/6• I PERED GLASS APPROVEDASCOUpLYIN6l151N iNE W,;v�v SOUIN FL l DNMINO CODE k UIIII IUII R y II1E6L6000DE C@.!PI.WME OFFICE ■L.WUIACCITINCEt94r-o31y.zy ° 6 ' av�tDu c 1/4' SHIM MAX I- 3/4' 80 11/16- MAX TNTERIOR 79 5/16' MAX t SECTION B-B 2 By VOOD BUCK 13 MA I LKIALS LIST II[H N0. O DESCRIPIION VOOD PART MINDER COMMENTS 2O HEAP JAMB [V-I4 1 1/4• X 4 9/16• NIL. TO BE PINE OR EQUIVALENT I7 O COMPRESSION VEATHERSTRIP V_ N RANXa ( RI ALUMINUM ASTRAGAL- - PREHDOR BRAND OR EQUIVALENT- 5/8' ALUMINUM ASFRAG 1 1/ 4.' 4 ALUMINLIH-BUMPER THRESHOLD TOP EV-15 PREMOM BRAND OR EQUIVALENT - 1 1/4•.x 4 9/16' ©STEEL CHANNEL' IV-DB PRENDOR BRAND - 1 II/16• - 20 GA STEEL 7 SKIN 16 g4ANI IM4 _m ll T1 t�Difz T Imt (D um B A O PDIYIJRF14 T A BASF FOAM - DENSITY 2.0 TU 2.5 IbS./Ft' OTTOH CHANNEL EV-07 PREMBOR BRAND - i 11/16• - 20 GA STEEL TD VOOD LOCK OCK STRIKE STILE EV-09 _ 4 X 9 1/2' NIL. TO BE PINE OR EQUIVALENI 11 HINGE STILE EV-p6 15/16' X 1 II/16' NTL TO BE PINE OR EOUIVAL[Nf 15/16' X 1 II/16' NTL. TO BE PINE OR [OUIVALENT 12 LOCK PREP FILLER PLATE EV-OS PRENDOR•BRAND - .050• THICK- NIL. TO BE POLYEIHYLE 13 4•x4• HINGE EV-10 . 23 J 14 VOOD HINGE JAMB V- 6 HAGER BRAND. HINGE OR EQUIVALENT - D97 THICK (STCI 1 1/4' X 4 9/16' NIL. To BE PINE OR EQUIVALENT 1 IUD x 3/4' FHV,$, _ 16 110 X 2' FJLV $ (4) SCREVS PER HINR INTO DOQR IIAX Jax t L ll ID• UL TKRREEArT[R 10) SERFVS I QM0' SIRIXE 'AND TRIO SIDELITE AwT. C X a' DL TII:RCArICR call rRm 61 SMVS IMOIiH EACH SIIIELITE mme TRTO S1D(L OP. MAX 15' OL HCREArI[R. IOC. 4 wvv FROM EXTERIOR • vret aEnREFER TO ELEVATION VI[V• fOR a1I SCREVS USED AND LItATt@US *7! X 3/4' FHV S(2) SCREVS PER HINGE INTO JAMB IB x 2' FHVS. L=SEi CREVS AT EACH STRIKE PLATE 110 X 1 3/4' FHV.S. KVIKSET BRAND 200 LOCK OR HARLOC BRAND 100 LOCK VOOD SIDELITE JAMB EV-19 (2) SCREVS PER HINGE INTO JAMB 22 X 64' SINGLE PANEL GLASS ' 11/4' X 4 9/16' NTL TO BE PINE OR EOLIIVAICNf ASS SIDELITE TRIM (VMD) [V-20 N PNLYPR(pYL N - °[_T 4 - (QOL T AL VOOD CASING EV-21 5/16 x 1/2' MTL. TO BE PINE 13R EOUIVALEN 1 1 /4 • _ SIDELITE HEAD JAMB EV-22 11 slot P w euLVO SHI - IT MS M0.o S u ® -VOOD V�D SIDELITE BASE CV-23 11/4• X 4 9/16' NIL TO BE PINE OR EQUIVALENT POLYPROPYLENE LITE FRAME EV-21 I !/4' X / 9/16' HTL Tp BE PINE OR E(16.VALENT -1643• DDL-2 HP Polypropylene by ODL ' 16 X 1 1/2' P.AN.HEAD SCREVS III PER FRAME TO ' ° 4• I ' :SIDELITE STILES EV-26 Arl R 15/16• X 1 I1/16' NIL TO HE PINE OR EQUIVALENT I PIN NAIL 4' LQC WAIL, 4• TR FRM [a. Ku D• at "WIQL OBIT, M Will AIM I D❑W SILIC❑NE #995 LDDIL Ili[SS Idl1[I. TRAL [I E [IIRIAl0 kcisS IOI[D SIO ITNL. ILLS N5 B DADE COUNTY MODIrICATIONS 1�1va JD ' A DDED PAGE'S (DOOR OPT IONS ID 1.9D R APPROVED AS MNIPLY913 LVIIH THE L Q PART R[VISBNS D11[ IT 1U14' t� `j a �' PREMDNR ENTRY SYST MS LaM5K11I �I L ITfrilm 31-1029-EW-I MMIDIGCODECOIa•l1AA�Ol PDT, 667� n SHEET 3 OF 6 ' ACCEPTANCE NO, O 1-o 31 It. p V RLVISDN L[II[R B 2 BY WOOD BUCK 1/4' SHIM MAX 3/4' INTERIOR I-79MAX16' 80 11/16' MAX 2 BY WOOD BUCK SECTION C-C EXTERIOR PLEASE SEE 'GLAZING DETAIL' DRAWING #i31-1029-EW-1 SHEET 2 OF 6 DOW SILICONE 4995 AwRmm A9 cox:Kvvm %fTA Ttm s unIRtlRMAwnnrurm..e MJMMHGC00Ee 1-1029-EW-I SHEET.4 OF 6 QVISR➢ Ml(R p OTHER DODR-*COWIWR�TIONS tl�i t P U�• tlW! - K pw WL rrK W W pV d�yW w • fp4 V !r� 1 1 _ ¢ v.cpa 11 vrw - KP.O! aural O C 7pp. It Vt• r � O - tl OM p ic U. P.Oin ® a V r �s ® 0 tl OrO• b K VOO 1 1 1 1 1 1 - 1 1 1 1 1 1 I �V W riL W w �u K p nyy n ..t LLM M bI • pt w W�w r APROVE0 A9 ca.Ugrnrc N77U 711E 1 o'ME JU ueudnx,cpD tt JUti TJI PREMDMR 7 OLnrJSgH 411 t irrreSUi uunoulGCo0Mr:=I PIIIS 1466 - ACLEFMtWEno. v/-o� srv, z Ell-1 AA P. 31-1029-EW-I SHEET 5 OF 6 ervm rrllre J OTHER DD0R PANEL ' 36a STYLES • �1 rMAx 7 9 4116T 0 0 � � DOD �pD Mp p ❑❑ 00 ago A� x 00 00 nDOD onBoo U[1 aao 00 DQ BOB pq o '� TOP 6-PANEL 4-PANEL 9-PANEL 10-PIDIEL ID -PANEL FLUSH B-PANEL CROSSBUCK ° ° ° ° 4-PANEL 12-PANEL 4-PANEL V/SIR L 5-PANEL 5-PANEL S-PANEL T H E R S I D E L I TE. STYLES E7EBRov u�SEROLL EYEBROv fTEBROV visEaaL 36" -1 rMAX 79 , pSL-10 SL-20 SL-70 `• O O SL-60 SL-50 ' SL-SOB SL-69A SL-69B SL-69C IL-25 SL-53 SL-30p SL-40 Sl-90A SL-90b SL-90C SL-70b SL-30C SL-70 SL-80 0o a PD-1 PD-2 P11-3 PD-4 PD-5 PD-6 a p ° ❑ ❑ ° PD-7 PD-8 PD-9 PD-10 Pp-11 PD-12 PD-13 PD-14 PD-15 PO-16 PO-17 t = A�h �N PD-18 PD-19 PD-20 PD-21 PD-22 PD-23 PD-24 PD-25 IHI PD 26 PD 27 o D U PO-28 PO-29 PO-30 a a O PD-71 Pp-72 Pp-73 PD-74 < a m n a a( Taama[Ui[u�lU11 Sit [OIL RL IAlfi �06 1 LIC s1�n al n �Q� OOP DOD OHO PAR ru PREHDOR oPT(@IS °° °° PR MD N RY SYS MS L 31-1029—EW—I PD-35 PO-36 PD-37 PD-38 PD-39 PD-40 PD-41 PO-42 P 9II L Sff(SSDI o-/3 Po 47A PO-43B �115 ri6srst SHEET 6 OF 6 . SS Y[iBA LCIQY M I A M I-DADE • NI IANI I-DA D E C(DUNTY, FLORJDA .METRO -DADS FLAGLER SUILD.I,NG, PRODUCT CONTROL NOTICE Or ACCEPTANCE Prentcior Entry Systems 911 E. Jeferson, P,O. Box 76 Pittsburgh ,KS 66762 BUILDING CODE CONIPLIANCE OFFICE M1:1RO-DAI)r FI-AGLEK 13UI1.1)INC, 14.0 tv1?s,r r1.AGLIiR S IRI:Iir, S[Jf 1'li IGU+ MIAMI, 1-1.O1tIDA .131 0-156.3, (305) 375-2901 FAX (305) 375-29US c:a� rltaca•�tt t,lcl•;�si�c sl�.c-nO� (303)375-2527 VAN(305)375.25ag cc)� rlt,u-rolt f:�F'OHCI:�II{�\"r UI1•lslc)v (3U3)]75-2'JGG 1',1.\ (.tUS) 17S•:9US Your application for Notice of Acceptance (NOA) of (305)375•2Vu2 FAX (Zus) 372.63.11) Entergy G-S S-NV/E OutsNOng Opaque Single,v/sideiitcs Residential insulated Steel Door under Chapter S of the Code of Miami -Dade County governing the use of Alternate hlateria'ls and Types of Construction, and completely described herein, has been recommended for acceptance by the Miami -Dade County Building Code Compliance Office (BCCO) under the conditions specified herein. This NOA shall not be valid after the ekpiration• date stated below. BCCO reserves the right tO secure this product or material at' any time from a jobsite or manufacturer's plant lbr quality control testing, if this product or material fails to perform in the approved manner, BCCO- may revoke, modify, or suspend the use of such product or material immediately. BCCO reserves the right to revoke this .approval, if it is determined by BCCO that this product or material fails to meet the requirements of the South Florida Building Code. The expense of such testing will be incurred by the manufacturer. /z//Z ACCEPTANCE NO.: 01-03I-1.21 ,i EXPIRES: 0.3/02/2006 Raul tcoartgueZ Chid Product Control Division THIS JS THE COVERSHEET SEE A.DDITIONAI, PAGC S FOR SPECIFICAND GENERAL CONDITIONS BUILDING CODE &, PRODUCT REVIEW C01i,1I1TTEE This application for Product Approval has been reviewed by the BCCO and approved by the Building Code and -Product Review Committee to be used in Miami -Dade County, Florida under the conditions set forth above. APPROVED: 06i05/200I Francisco J. Quintana, R.A. Director .Aiiami-Dade; County 1311ilding Code: Compliance: Of•ficc 11s04S00t)11pc2000%emplaLm\nolice acceptance cover page.dot Interact mailaddress: (tostnutstcrr�`buildin-cutJcortlinc.cunt E Iloll-le t;t"e: Ittl cunlill' coat Premdor Entry Systems ACCEPTANCE No.: '01-0314.21 APPROVED ' - JUN 0 5 2Qj EXPIRES _ April 02 2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS . -I. SCOPE 1.1 This renews the Notice of Acceptance No. 00-0321.23 which was issued on April 28, 2000. It approves a residential insulated door, as described in Section 2 of thi's ' Noti-ce of Ac•ccptancc, designed to comply with the South Florida Building Code (SFBC), 1994 Edition for Miami-Dide County, for the locations where the pressure requirements, as deterriiincd by SFBC Chapter 23, do not exceed the Design Pressure Rating valucs indicated in. the approved drawings. 2. PRODUCT DESCRIPTION 2.I The Series Entergy 6-8 S-W/E Outsiving Opaque Sinold Residential Insulated Steel Door with SideIites- Impact Resistant Door Slab Only and its components shall be constructed in strict compliance with the following documents: Drawing -No 31-1020-EW-0, Sheets I through 6 of 6, titled "Premdor (Entergy Brand) Wood Edge Single Door with Sidclitcs in a Wood Framcs «•ill, Bumper Threshold •(Outswing)," prepared by manufacturer, dated" 7/29/97 with revision C dated 01115101, bearing the Miami -Dade County Product Control approval stamp with the Notice of Acceptance number and approval date by the Miami -Dade County Product- Control Division. These documents shall hereinafter be referred to as the approved drawings. 3. - LII1•IITATIONS 3.1 This approval applies to-singlc unit applications ofsinglc door only, -as shown in approved drawings. 4. INSTALLATION -4.1 The residential -insulated steel door and its componcnts shall be installed in strict compliance with the approvcd 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 Sidclitc: the installation of this unit will require a hurricane protection system. 5. LABELING 5.1 Each unit shall bear a permanent label with fhe manufacturer's name or logo, city, -state and following statement: "Miami -Dade County Product Control Approved", 6. BUILDING PERMIT REQU[REMENTS 6.1 Application for building permit shall be accompanied by copies of the following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies of the approved drawings, as identifIcd in Section 2 of this Notice of Acceptance, clearly marked. to show the components selected for the proposed installation. .6.1.3 Any other documents required by the Building Official or the South Florida Building Code (SFBC) in order to properly evaluate the installati 2northis system. Manuel Perez, P.E. Product Con ro •xamincr Product ontrol Division Premdor Entry Systems ACCEPTANCE No.: 01-0314:21 APPROVED JUN 0 5 -, QQj EXPIRES Aoril'02, 2006 NOTICE OF ACCEPTANCE: STANDARD (CONDITION'S 1. Renewal of this Acceptance (approval) shall be considered after a renewal application has been filed and the original submitted documentation, including test supporting data, engineering documents, are no older than eight (S) years. 21 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'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. h.: d. Th-c 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 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 '•y requested (through the filing ofa revisio office. n application with appropriate fcc) and granted by this . 5. Any of th'e following shall also be grounds for removal of this Acccptancc: a. Unsatisfactory performance of this product or process. b. Misuse- of this Acceptance as an endorsement of any product, for sales, advertising or any other purposes. 6. The Notice of Acceptance number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature, ff any portion of the Notice of Acceptance is displayed, then it shall be done -.in its entirety. 7. A copy of this Acceptance as well as approved drawings and other documents, where it applies, shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at all time. The engineer needs not reseal the copies. S. Failure to comply with any section of this Acceptance 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'I HIS ACCEPT NCE Manuel erez, P.E., Product Co tro Examiner Produc "ntrol Division 3 rmC_1'11UUK•.ILN1LKV1 MAND) WUU11 LTUL SINGLE DOOR WITH• SIDELITES IN W013D FRAME• WITH BUMPER .THRESHOLD (OUTSWING) �;'" "ADHiNSILM L. E LTERN11TE, 3/16' P 'H 00' MAX ■/1 I/2' MINIMUM EMBEI 4MAX 4' MAX MAX 4' MAX — MAX 3' MAX 3' MAX ' MA 'C 3' MAX MAX MAX MAXJ' ,r 4' MAX 22 22 1(SEE N JrAjLES B 7A6' j-'—Mnx 15' MAX OY Isl O C. MAX Is* "MAN MAX i 43 1 /16' 15' MAX % TOP OF DOOR 0jC. TO I KVIKSET DCADBOLT MODEL 660 TCRNCS 04 HARLOC DEADOOLI i MODEL •BRD' 22' 64' 15' MAX MAX DLO O C. A 00 I /16' • A MAX ' NrvrKSCr LmKirTJ 15, MAX \ MODEL DLEDD SERIES LOCKSCr O.C. OaaRum 3 3m. [ � `% Or ITC s 15' MAX O.C. MAX% �IMAX . • 6' AX MAX�MAX .MAX 19' M T T 15 - 4' MAX 3' MAX 3' MAX MAx MAX NOTES- 3' MAX J' MAX > VOOD BUCKS BY OTHERS. MUST BE ANCHORED 4 ' MAX MAX 4' MAX MAX, ROPERL•Y TO IRANSFER LOADS TO THE STRUCTURE. ) THE PRECEDING DRAVINGS ARE INTENDED TO 08 x F 3/4' F.H.V.S VALIFY•THE FOLLOVINGANSTALLA I IONS. 3) PER SIDE FROM VOOD FRAME CONSTRUCTION WERE DEMR YSTCM IS ANCHORED TO A MINIMUM TVO BY VODD .-� f— j� V v JAMB INTO THRESHOLD PENING. •MASONRY OR CONCRETE CIDISTRUCTION WHERE RJL OUTSVING LA DUISVING 313R SYSTEM IS ANCHORED TO A MINIMUM TWO BY FRUCTURAL WOOD BUCK. MASONRY OR CONCRETE CONSTRUCTION WERE TOR SYSTEM IS ANCHORED DIRECTLY f0 CONCRETE +ERATINUr— HARAY VITH OR VITHOUT A NON-STRUCTURAL RE VATCR WtIRAFIM MROQAI li warn ° VKRE VA R DD'1LIRAII[N IWZE CRINI IS HDI NEEDED BY OD Lk ALL ANCHORING SCREVS TO BE 110 VITH APPAOVIDASCOJ-LYIGGN11Ni InE NIMUN 1 VZ' EMBEDMENT INTO VOOD SUBSTRATE e x D�ViNF�p��ABunD1rTGC^u_ 3/16' PFH TAPCONS 'vIrH 1 1/2' KL41HUM EMBEDMENT DA, TO MASONRY. ° IMIS SMALL EE DISIALLED MY AT LOCATIONS FRO}ECICO RT A CANT OR OY UNIT MUST BE INSTALLED VITH 'MIAMI-DaOL LOUNIT OVERHANG, SUON IMAI IIE ANS,LE BEIVEEH IE EDGE Or. CARCPY OR 0OV4 �H55,u PROVED' SHUTTERS ID SILL IS LESS OWN 15 MCREES IDN= IANII IS INSIALLEO IxIHREE p.70 STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES NON•NAIIIABLE AREAS VIER( TE UNIT AHD NE AREA ARE DESIGNED'ID DUUSCFFi_E D DOOR, THREE STAPLES PER JAMB INTO BASE ON SIDELITES. ACCEPT VATER INFRIRAIIOM ACCEPTANCE U0. 01- GJ/Y• ZI LATEX SEALANT TO 'BE APPLIED AT SIDE BY SIDE MBS AND SIDELIYES ra wnn Mrr IG KM DOOR/SIDUITE HEADER, DOOR/SIDELITE JAMBS, AND SIDELIfC BASE I11A®y v r i e - TNERS ARE COPED AND BUTT JOINED. Tn• DOORS SMALL BE PRE•PAINIED. VITH A VATER-BASED EPDXY RUST IBITIVE PRIMER PAINT VITH A CRT FILA THICKNESS OF OJT TO 1.2 NIL FRAMES SHALL BE PRE -PAINTED VITH AN ACRYLIC LATEX VATER-BASED/ M N Y IH 3I-lO2O-�W-� TER•RCOIICIBLC vm1TE PRIMER WIN A DRY FILM THICKNESS OF (LB TO I? MIL m L� SHEET i Os. 5 • _-- NNDL Ula GLAZING DETAIL SIRRVIN VILLIARS M UIIERIOR GRADE LATEX CAILx EXTERIOR :s INTERIM 112' JLASS BITE 9 V8 IEWMQ GLASS JIMMMAILV ' • CONFIGURATIONS • 1 — li. — rr " iitiTr,'jrtrr :�rZ;rr.-r� r i � 1ii r 1 :k 1-1020-EW-0 MT. zQf OLCI Wu C 80 11/16, MAX EXTERIOR 79 5/16' MAX SECTIDN B-B 1 1/4` - r•ucnunatx. IWIENIS HEAD JAiiB ESSION WEATHERSERIP EV-12 1 1/4' X 4 9/16- HTL. TO BE PINE OR EUUIyALENT . STRIKE JAMB u. q p K N R XS A O UM -BUMPER THRESHOLD - EV-13 1 1/4' X 4 9/16- NIL TO BE PINE OR EOU1VAlEHi RANNEL PREHDOR BRAND OR EIUIVALENi - I I/4' x 4 9/16' EV-05. PRENDEIR BRAND - I-IT/I6 - 20 GA STEEL -SKIN ITHANr F AH 16 L➢11 �1➢4 -II td m ss Iit Itud all [to a BASF FOAM - DENSITY 2.0 TO 2.5 Ibs./rt' I CHANNEL E11-04 PREHDDR BRAND - 111/16' - 20 fQ STEEL OCK BLOCK EV-OB 4' X 9 1/2' HTT rn Br V HINGE STILE" - ' 4 iu ut ruRL DR EOUIVALENI Z O BE PINE OR EUUIVALENI EV-06 I5/16' X 111/16' NIL i 12 LOCI( PREP FILLER "-PLATE EV-09 PREHDOR BRAND - A50• THICK- HTL TO BE POLYETHYLENE13 4'x4' HINGE V-15 HAGER BRAND NINGE OR EOUiVALENt _ 14 VOOD HINGE JAMB - 1 1/4' X 4 9/16' HTL TO .07 THICK (STEEL) IS 410 x 3/4' FHVS(4). PINE OR EOUIVALENi SCREWS PER HINGE INiQ DppK 16 110 X 2' FHVS. ►wti9 �a lER arT31DELIIE JM➢ Into SI➢CLItC r ➢avn rtlml INTERIOR 11 8 t/YP@a vMME I e I RETER TO ELEVAIIOB VIEv. FOR ➢ Or SQZEVS MIT AND lOCn1I iB' X 2' FHVS. 18 SIDELITE VDDD STILE EV-07 15/16' X 1 II/16' HTL- TD BE PINE OR•EOUIVALENT 19 (2)-SCREWS AT EACH STRIKE PLATE LDCKSET ® 010 x 1 3/4' FHVS KW1KS i BRAND 2uO LOCK OR HARLOC BRAN 100 LOLK T5) SCREVS INUM TII+I([ JM➢ iRtO SiiIELIIC JAII B' MAX IB' OL TFF�EEArTER DM rROM Tip MAXillSl31E L TIROl1W1 sm"'a .tM➢ MM SIIEUTE JAII➢, 4' UM rRpl 1 �s• ac T►¢REArTER U 41 SCRCvs II I [Apt MINq TWO Wm Jms VDDD SIDELITE JAMB EV-10 1 I/4'•X 4 9/16- NIL. TO BE PINE OR EDUIvALCNT . 64• SINGLE PANEL GLASS EV-19 AS N aLry Y SIDELITE TRIM (WOOD) _ 'I ' - roIIL- EV-20 5/16 x 1/2' MTL. TO BE PINE OR EQUIVALENT VODO CASING ' Ire I „ EW-21 fpB 'SIBS BY SIBS JAMBS' AS 14R1 47�SN - i WOOD SIDELITE HEAD JAMB EV-22 . 1 1/4' X 4 9/16- HTL iO PINE OR EIVALENT VDDD SIOELIiE BASE DU EV-23 1 1/4' X'-4 9/16' HTL. TO BE PiNE OR EUUIVALENT POLYPROPYLENE LITE FRAHE -1643, ODL-2 HP Polypropylene by EIDL 16 X 1 112' PAN HEAD SCREWS iD PER FRARiE t PIN NAIL O QCO N' OC I ATI 4' L'm AM10.. 1' tx r➢QI IA➢, Ra B• at la fick IRCI a11LLLDII Aa0 I(IRI DOW SILICONE #995 -Fmi w-As ccua Lym v,anl n¢ L_ SOUTH HiRJUA rr P eY _ rI II 1 � - riRBlO1VI5lON 911 Buana�TI�colrrLM11OFFICE PIl A,cmvwn a Ho, o I -osi v. zt 31-1020-EW-0 A SHEET 3 OF 6 �4(SBH ICTf[Q B L 1/4' SHIM MAX VTERIOR I 79MA " . 80 I1/16' I MAX 2 BY WOOD BUCK SECT -ION C-C EXTERIOR PLEASE SEE 'GLAZING DETAIL' DRAWING 031-1020-EW-0 SHEET -2 OF 6 DOW SILICONE 4995 MFROVm'sa coup rm %mni me 501TMF'inla+Rcnae uLJUI\ I,uINI lUU1\H I I U I waj lfr:'a`4Ou 1-014%tYWC YdTH THE 1Ns Ma fr LOUTH rt p —a• M; TA'E JU7T IT ""`PRf RAODt� T . ROt MUIO 1 %I C. minor c COUE ca"Wtw oTr fills] ik-cFrunlcE HO.o �r- o �a V2' eu r� 4,—wr `, ts• M; f oe I! MAX 6c Is rw oL Is hAX OL L1.•J L1. .M; M 6• Nu1f )• A . MAX 1.11 X 31-1020-EW-p SHEET 5 OF 6 QYISQI tints u I H L K BUUK FANEL STYLES- 360 MAX 19 rxl6�N9138 ❑101 OD DD coa ICI 40Dug DO oo0 BLANK TOP 6-PANEL 4-PANEL 9-PANIL 10-PANEL 4-PANEL IB-PAN[L OTHER SIDELITE STYLES 3 0' -I I —MAX 79 Mix o a SL-10 SL-20 SL-30 SL-60 SL-30 SL-508 SL-69A - SL-69Y ou 0o OD • DD DD DD DD � �� • °0 00 . D0 as PD-1 PD-2 PD-3 PD-4 PD-5 . • - PD-6 PD-7 PO-B 111111 'DUMB PD-!8 PO-19 PD-20 PO-21 PD-22 PD•23 PO-24 e©o I. uoa oou o PD-35 PD-36 PO-37 . PD-3B PD-39 PD-40 PO-41 o°n I Isnul L0®®0 ® 9U00 QQ ❑0 EIUStT 8-PANEL CREIISBIlCK 12-PANEL 4-PANEL 5-PA IL 5-PANEL EYEBREIV V/SCREILL EYEBRTIV V /SCROLL a Q 0 SL-69C SL-25 SL-55 SL-30D SL-40 SL-90A �D a0 00 0D Qo PD-9 PD-10 PD-11 PD-12 PO-1J 11 111 iii •!�i Lm iii 'i"� iii 0 L7 0 O PO-42 PD-43 PO-43A PD-4J8 as ❑o 5-PANEL 5 PANEL EYEBROv A-90B SL-,= SL-308 Sl-JOC S1-70 f SL-j►O QQ l7❑ ❑q PO-14 PD-15 PD-16 PO-17 a 9q{j IS PD-31 PO-32 R PO-33 PO-34 0. * A P. PREM N Y YS M 511 E .UIElm . ` Pills asbT� 31-1020-EV-0 SHEET 6 OF 6 eym ttn[e L N for: MARONDA HOMES.INC.ION: LOT 26, CROWN COLONY SUBDIVISION LAT BOOK 6 PAGE(V 7G thn) 76 PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA a s' I a 20' GRARIIC SCALE LOT4•13LOCK'B' LOT 3• B L O C K ' B' IDYLLWILDE OF LOCK ARBOR 5ECTION - 6 PLAT BOOK 21 • PAGE 40 U1{p NOOO1 1'4G%V 72.50' ArURP' G�° lo,10 LOT 27 A 8i O a0 Cn N Lu Z BUILDING SETBACKS FRONT. 25' REAR. 20' SIDE: 7.5' SIDE STREET. 20' BUILDING LINE: 60' LOT 26 CONTAINS 10.003 SOUARE FEET/0.230 ACRES +/- FLOOD CERTIFlCATION BASED ON THE FEDERAL EMERGENCY MANAGEMENT AGENCY FLOOD INSURANCE RATE MAP. THE STRUCTURE SHOWN HEREON DOES NOT LIE WITHIN THE 100 YEAR FLOOD HAZARD AREA. THIS STRUCTURE LIES IN ZONE ' x '. COMMUNITY PANEL NO. 120289 0040 E EFFECTIVE DATE. APR►L 17. 1995. MAP REVISION DATE. (SU&JECT TO CHANGE) NOTES: I. BEARINGS ARE BASED ON THE CENTERLINE OF CROWN COLONY WAY BEING SOOII'46"E. 2. ELEVATIONS AND LOT DRAINAGE TYPE SHOWN HEREON ARE BASED ON SITE ENGINEERING PLANS FOR THE PROXCT. 3. BUILDING TIES ARE TO FOUNDATION. 4. PLOT PLAN ONLY. LOT HAS NOT BEEN STAKED IN THE FIELD. THIS IS NOT A SURVEY. 20' D.E. FLOOR SLA13 ELEV NTION MUST BE 16" BOVE CROWN OF ADJACENT.-_ OAD OTHERWIst APPRENLESS VMD LOT 25 O 10 m 24' Q . CONCRETE PATIO 50.0(Y 0 � MODEL: GEORGETOWNA' 4 Z (4-2) BLOCK WITH I (Y x 24' CONCRETE PATIO FIN15HED FLDOV_ ELEVATION: 4B. 81 D RA IN ACE TYPE "A' CONCRETE DRIVE • a Q 1 rj IPA- � � � is u.E•. ',cum /As�, ° 2�, 1 5. eio 3rs Od D GH �9.07' ?1, sL �.ag 5�,915° 02 38 E $ cry /l D N 0�G •' " WAY _ Oct Go 4 P.C. 500' 1 11461E 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. ABBRE NA T IONS/LEGEND: NO. -NUMBER P.T.-POINT OF TANGENCY CONC-CONCRETE W.E.- WAIL EASEMENT F.E.-FENCE EASEMENT R.-RADIUS CH. -CHORD P.I.-POINT OF INTERSECTION P.C.-P01N1 OF CURVATURE L.S.-LAND SURVEYOR O.R-OFFICIAL RECORDS P.R.C.-POINT OF REVERSE CURVATURE P.C.C.-PONY OF COMPOUND CURVATURE D.E.-DRAINAGE EASEMENT U.E.-UTILITY EASEMENT ARC -ARC LENGTH L.B.-LICENSED BUSINESS CH.BRG.- ORO BEAR!NG S.&U.E:-SIDEWALK & UTILITY EASEMENT D.U.&S.E.-DRAINAGE, UTILITY & ,qLCENTERLINE A/C -AIR CONDITIONER PAD &DELTA CENTRAL ANGLE) D.A•U.E.-OPAINAGE & UTILITY EASEMENT SIDEWALK EASEMENT tITH A VONE, INC. THIS SUPIVEY NOT VALID UNLESS EMBOSSED THE SIGNATURE RAISED SEAL OF AWFLORDA LICENSED SURVFYDR AND MAPPER REVISION DATE LAND SURVEYORS AND MAPPERS 7300 SOUTH RONALD REAGAN BOULEVARD LONGWOOD, FLORIDA 32750-5499 TELEPHONE (407) 80 FAx No. (407) 339-3639-J6J6 E-MAIL: CAVONE O CFL.RR.COM DOMINICK F. CAVgNE - PRESIDENT FLORIDA SURVEYOR & MAPPER NUMBER 2005 LICENSED BUSINESS NUMBER L.B.5073 PLOT PLAN 2 • 24 ZOd3 LOI by CHIP CADD FILE:CROWNCOL26.DWC W.0.2003-2036