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126 Crown Colony Way 03-1729 Plans New construction SFH
PERMIT ADDRESS CONTRACTOR ADDRESS Maronda Homes Inc. of Florida 1 101 N1 Keller Rd. Ste. F Orlando, FL 32810 CRC058496 407-475-9112 PHONE NUMBER PROPERTY OWNER S .�•S • Ct� 1 k� � �• % ADDRESS C7 t7 z SUBDIVISION 1 PERMIT # Cf� ��\ DATE PERMIT DESCRIPTION (I, PERMIT VALUATION Ul'� �� ) P� SQUARE FOOTAGE \ ��� PHONE NUMBER ELECTRICAL CONTRACTOR ,� L• �-� `� MECHANICAL CONTRACTOR `. r Q ft l o PLUMBING CONTRACTOR \�\,\. yam, y MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE a�, CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 126 CROWN COLONY WAY for which permit 03-00001729 has heretofore been issued on 5/07/03 has been completed according to -plans and specifications filed in the office of the BuildinV Official rior to th issuance of said building permit, to wit as 5;,� j nPA complies with all the building, plumbing, electri4al, zoni g 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: Finaled 22 03Fto FIRE: Inspected ZONING: Inspected UTILITIES: Water Sewer Lines In M .? Circa Lines In Meter "t Sewer Set Tap Reclaimed Water ENGINEERING: Street Drainage 2�v Paved Maintenance Bond PUBLIC WORKS: Street Name Street Signs •rJr�Kr�m Lights Storm Sewer Driveway Street Work FEES PAID DESCRIPTION DATE AMOUNT WATER -SEWER IMPACT FEES 01-APPLCTN FEE -ELECTRIC 5/07/03 10.00 01-APPLCTN FEE -BUILDING 5/07/03 10.00 01-APPLCTN FEE -MECHANIC 5/07/03 10.00 01-APPLCTN FEE -PLUMBING 5/07/03 10.00 02-ENGNG DEVLPMT FEES 5/07/03 10.00 01-FIRE IMPACT - RESIDENT 5/07/03 59.27 01-LIBRARY IMPACT FEE 5/07/03 54.00 01-OPEN SPACE 5/07/03 279.61 PAGE: 2 CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 126 CROWN COLONY WAY for which permit 03-00001729 has heretofore been issued on 5/07/03 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 O1-POLICE IMPACT - RESID O1-RADON GAS TAX FEE O1-ROAD IMPACT'FEES O1-RECOVERY FD/CERT. PGM O1-SCHOOL IMPACT FEE WD IMPACT:SINGLE FAMILY SD IMPACT:SINGLE FAMILY 5/07/03 5/07/03 5/07/03 5/07/03 5/07/03 5/07/03 5/07/03 91.93 9.46 847.00 9.46 1384.00 650.00 1700.00 N\a� wS °� OWNER BUILDING OFFICIAL DATEGti✓2l01 CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE**** DATE: PERMIT #: ADDRESS: \a CONTRACTOR: PHONE #: yd1- Ln J -Q\\a The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. /—Engineering Public Works 0 Utilities a<-- so, swoc.-r SlIZ6/03 0Fire ❑Zoning IAA' OLicensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) Vr. an CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION 4PPOVed, **** SINGLE FAMILY RESIDENCE"" DATE: -- i PERMIT #: p ADDRESS: \a CONTRACTOR: PHONE #: yd1- y`1 J -Q\\a The building'division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. DIE ineering OFire Public Works /'erg OZoning 1A, OUtilities OLicensing fN CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE**** DATE:�3_� PERMIT #: ADDRESS: \'�) CONTRACTOR: PHONE #: yCj1- y`1 5 -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 Publ' Works OFire OZoning rA1 A- /!,7tties L 0 L i c e n s i n g ozz- CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) FEDERAL EMERGENCY MANAGEMENT AGENCY O.M.B. No. 3067-0077 NATIONAL FLOOD INSURANCE PROGRAM Expires December 31, 2005 ELEVATION CERTIFICATE IntDortartt: Read the instrudions on pages 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, ardor Bldg. No.) OR P.O. ROUTE AND BOX NO. Company NAIC Number 126 Crown Colony Way CITY STATE ZIP CODE SANFORD FL 32773 PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) Lot 69 - 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): ( ###° - ##' - ##.##" or ##.#f####) ❑ 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 B3. STATE CROWN COLONY 12M94 SEPMOLE FL B4. MAP AND PANEL B7. FIRM PANEL B9. BASE FLOOD ELEVATION(S) NUMBER 65. SUFFIX B6. FIRM INDEX DATE EFFECTNEIREMSED DATE B8. FLOOD ZONE(S) (Zone AO, use depth of flooding) 12117C 0045 E 07195 4H7S5 X B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in B9. ❑ FIS Profile ❑ FIRM ❑ Community Determined ❑ Other (Describe): B11. Indicate the elevation datum used for the BFE in B9: ❑ NGVD 1929 ❑ NAVD 1988 ❑ Other (Describe): 1312. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑ Yes ❑ No Designation Date SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: ❑ Construction Drawings' . ❑ Building Under Construction' • ❑ Finished Construction 'A new Elevation Certificate will be required when 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 Al-A30, AE, AH, A (with BFE), VE, V1430, V (with BFE), AR ARIA, AR/AE, AR/A1-A30, AR/AH, AR/AO Complete Items C3.-a4 below according to the building diagram specified in Item C2. State the datum used. If the datum is different from the datum used for the BFE in Section B, convent 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 the FIRM? ❑ Yes ❑ No X a) Top of bottom floor (including basement or enclosure) d o b) Top of next higher floor _. -fit(m) a o c) Bottom of lowest horizontal structural member (V zones only) _ o d) Attached garage (top of slab) _ft.(m) 00 E o e) Lowest elevation of machinery and/or equipment u, servicing the building (Describe in a Comments area) ft.(m) E X f) Lowest adjacent (finished) grade (LAG) . ft. m Z in o g) Highest adjacent (finished) grade (HAG) _. _ft.(m) o h) No. of permanent openings (flood vents) within 1 ft. above adjacent grade o i) Total area of all permanent openings (flood vents) in C3.h _sq. in. (sq. cm) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. I certify that the information in Sections A, B, and C on this certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. 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 Infomtadon from Section A For Insurancee Company use: BUILDING STREET ADDRESS (Including Apt, Unit. Suite, ardor Bldg. No.) OR P.O. ROUTE AND BOX NO. Polly 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 agenNoompany, and (3) building owner. COMMENTS ❑ Check here if attachments SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zone AO and Zone A (without BFE), complete Items E1 through E4. If the Elevation Certificate is intended for use as supporting information for a LOMA or LOMR-F, Section C must be completed. E1. Building Diagram Number _(Select the building diagram most similar to the building for which this certificate is being completed — see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) E2. The top of the bottom floor (including basement orenclosure) of the building is _ ft.(m) in.(crn) [:]above or [:]below (check one) the highest adjacent grade. (Use natural grade, if available). E3. For Building Diagrams 6-8 with openings (see page 7), the next higher floor or elevated floor (elevation b) of the building is _ ft.(m) _in.(cm) above the highest adjacent grade. Complete items C3.h and C3.i on front of form. E4. The top of the platform of machinery and/or equipment servicing the building is _ ft.(m) in.(crn) ❑ above or ❑ below (check one) the highest adjacent grade. (Use natural grade, if available). E5. For Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local offlaai 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 FEMA4med or community - issued BFE) or Zone AO must sign here. The statements in Sections A, B, C, and E are correct to the best of my knowledge. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVES NAME MARONDA HOMES INC. OF FLORIDA ADDRESS CITY STATE ZIP CODE 1101 NORTH KELLER ROAD, SURE F ORLANDO FL 32810 !J 40747r9112 ❑ Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the oommunity'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 FEMAassued or community4ssued BFE) or Zone AO. G3. ❑ The following information (Items G4-G9) is provided for community flocdplain management purposes. PERMIT NUMBER I G5. DATE PERMIT ISSUED I G6. DATE CERTIFICATE OF COMPLIANCE/OCCUPANCY ISSUED G7. This permit has been issued for. ❑ New Construction ❑ Substantial Improvement G8. Elevation of as -built lowest floor (including 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 n LAW LAND YORS 300 COUNTY ROAD 427 5OUTH LONGWOOD, FLORIDA 32750-5499 TELEPHONE: (407) 830-90&0 FAX: (407) 339-3630 CERTIFICATE OF ELEVATION Address: 126 Crown Colony Way Legal Description: Lot 69, CROWN COLONY SUBDIVISION, Plat Book 61, Pages 76, 77 and 78 The Finished Floor Elevation of the structure on Lot 69 , CROWN COLONY SUBDIVISION meets or exceeds the requirements set forth in the City of Sanford Building Code Chapter 6, Sec. 6-7 (a). A0'M'inick F. Cavone Florida Surveyor & Mapper Reg. No. 2005 Licensed Business Nuniber 5073 Date Fieldwork Completed 8/ 19/2003 W.O. # 2003-11216 COUNTY OF SO1INUL[ IM|`ACl, FE[ 13TAI'FM[NT I�SUFD 11Y CITy OF SAH[OKD UTAT[rENT NUMBER 103-75459 ~�y rUlTDING PERMIT {. Y) COUNTY NUMBER: UNIT ADDRESS: _� ________-------------- � ' -.---- —� T�A[l/IC �U-k[ SANVORD ---- ' ' %YY' ''��:�� �� u�/) SECS T PARCEL:~'_�_ ��=Y)_�� /~ SUBDIVl[�lO T � �v� �7 --------------- ^/ �� PLAT BOOK: /»/ PLAT OWNER NAM[: ADDRESS: APPLICANT NAME: -----'---------------------------_----------------------------�� ADDRESS: ' -----------------------------------------------------'------------' LAND USE CATEGORY: 001 - Single Family Detached House TY['[ US[: kevideolial WORK DESCRIPTION: Single Family yeuye: Detached - Construction �����������------����---------��_������������_���-----_���� FEE �E�EFIT RA7E FEE UNIT RATE -PER # & TYPE TOTAL SUIT: TY['F DIST SCHEDULE DESC. UNIT OF UNITS __'________________________________________________________________________��'___ DOADS -ARTERIALS CO -WIDE O dwl unit $ 705.00 1 $ 705.00 ROADS -COLLECTORS NORTH O dwl unit $ 142.00 1 $ 142.00 LIVRARY CO -WIDE O dwl unit S 54.00 1 $ 51.00 SCHUOLS CO -WIDE O dwl unit $1,384.00 1 $ 1,384.0O STATEM[NT R[CFIV[D BY: AMOUUT DUIE $ 2,2ab.00 SIGNATURE Always.-_�---- '- HOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWN|]R AM)) TIM[LY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. DISTRIBUTION: 1-COUNTY 3-CITY 2-APPLICANT 4-CUUNlY **NUTE= P[kCUHS ARE ADVISED THAT THIS IS A STATEMENT OF FEES WHICH ARE DUE AND PAYABLE PRIOR TO IEEUAiCE OF A BUILDING F1FRMlT. P[kSUN� AK[ ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER:, TO APPEAL THE CPLCULATIONS OF THE ROAD, LIBRARY SYSTEM MMD/l}R EDUCATIONAL (SCHOOL) IMPACT FEES MUST BE EXERCISED BY FILIUG A WRITTEN REOUEST WITHIN 45 CALENDAR DAYS OF THE REC[IVIMG SIGNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF T\|[ COUNTY LAND DEVELOPMENT CODE. COPIES OF THE RULES GOVERNING APPEA�.S MAY BE PICKED UP, OR REnUESTED, FROM 7PE PLAN IMPLEMENTATION OFFICE-: 1101 [AST FIRST STREET, SANFURD, FLORIDA 32771; (407) 665-7474. PAYMENT EHCULD BE MADE TO: CITY OF 2MNFORD ��)IiDING l>[]`ARTM[NT 30�) HURll! PA!�X SAN[N<D- |i J2771 PAYMENT SHOULD BE BY CFECK OR MONEY ORDER, AND SHO|)LD REF[R[HCE THE STATEMENT NUMBER AND CITY BUILDINS PERMIT NUMBER AT THY To,.'., L[FlUF TH[ HOTIC[. ***lHlC [JATEMENT IS VALID ON= IN CONJUNCTION WITH ISSUANCE OF AT0, *%TTTT****f?V=*V*SlNGLE FAMILY BUILDING PERMITT**AfA*T4T|t)*A**%** c" On L� 04 U ►Zi OC O vi�. W .i W —j N Ir LU Y M z_U; r009 08 WzZZ ac rt a 0 i 4 0 MARYANNE MORSE, CLERK OF CIRCUIT COURT SEMINOLE COUNTY BK 04600 PG 1224 CLERK'S If 2003071668 RECORDED 04/30/2003 04s2105 PM RECORDING FEES 6.09 RECORDED BY N Nolden NOVICE OF COMMENCEMENT TAX FOLIO NO. 25-133-6949 PERMIT NO. STATE OF FLORIDA PARCEL NUMBER: 33-19-30-5QS-0000-0690 COUNTY OF SEMINOLE The UNDERSIGNED hereby gives notice that iml)rovement 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 Commenmment. DESCRIPTION OF PROPERTY (Legal Description and Street Address) Lot 69 126 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 Rog>Id, 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 owrner upon whom notice or other documents may be served as provided by Section 7131.13(1), (a), 7., Florida Statutes. Kam fp Title, 200 W. lot St.. Sanford, FL 32771. Fax: 407-330-5062. Phone: 407 322-9484. (Name and address) In addition to himself, Owner designates or to receive a copy of Lienors Notice as provided in Section 713.13(2), (b), Florida Statutes. Expiration Date of Notice of Commencement (The expiration date Is 1 year from the date of recording unless a different date Is specified.) Sworn to and subscribed before me this Notary Public / IVAA RUSSELL K T StAMMERS Maronda Homes, Inc. of Florida Vice President - Construction day of , 2003. WA 3- 0 W CERTIFIED COP, DEBBIE TIME MARYANNE MORSE OTAFY o My Comm Ev. 2/5/05 CLERK OF CIRCUIT COURT , N Pueuc No. CC 999378 MINOLE COUNTY. FL Personally 14wwn 1) 00w I D. p UTY CLERK CITY OF SANFORD PERMIT APPLICATION i Li Permit No.: 0 "I� a l I Date: 04/29/03 Job Address: 126 CROWN COLONY WAY Lot: 69 Parcel No.: 33-19-30-50S-0000-0690 (Attach Proof of Ownership & Legal Description) Description of Work: SINGLE FAMILY RESIDENCE Type of Construction: VI Flood Zone: X Valuation of Work:-$68,094:00 Occupancy Type: X Residential Commercial Industrial Number of Stories: 1 Number of Dwelling Units: Zoning: Total Square Footage:-4 923 i ce 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 SU M4ERS 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. A A „ 04/29/03 1��. 04/29/03 Signatu�ie- f 01; her/WA, of Date Signature of Contractor/Agent Date RUSSELL KEITH SUMIl MRS RUSSELL KEITH SUMI"ERS Print Ow er/Agent's Name Print Contractor/Agent's Name 04/29/03 04/29/03 Signature of Notary -State of Florida Date Signature of Notary -State of Florida Date `for r�o DEBBIE TIME 4oF r� p DEBBIE TIME NOTARv o My Comm Up. 2/5/05 NOTARY o My Comm Exp. 2/5/05 �uauc No. CC 999378 ✓ PU6UC No. CC 999378 1 Penonaly Krawn I 1 other I.D. Personalty Krwwn 1 1 Odw I.D. Owner/Agent is _ Personally Known to me or Contractor/Agent is X Personally Known to me or Produced ID Produced ID APPLICATION APPROVED BY Special Conditions: <, T--- S ^ -? Date: 04/29/03 41 CITY OF SANFORD ELECTRICAL PERMIT APPLICATION Permit Number: -------------- Date: The undersigned hereby applies for a permit to install the following electrical: Owner's Name: Address of Job: Electrical Contractor: Homes Inc., of Florida Residential: Non -Residential: By Signing this application I am stating that I am in compliance with City of Sanford Electrical Code. ----- --- -------------- A-- p nt's Signature EC0001663 State License Number CITY OF SANFORD MECHANICAL PERMIT APPLICATION Permit Number: Date: The undersigned hereby applies for a permit to install the following equipment: Owner's Name: Maronda Homes Inc., of Florida Address of Job: --- ------------------------------------- -- --- 126 Crown Colony Way - -Eot: 0_ Panel: 2 Mechanical Contractor: GARY CARMACK Residential ---- A___- Non -Residential Amount Nature of Work: Job Valuation: Application Fee: $10.00 TOTAL DUE: By signing this application, I am stating that I am in compliance ith City of Sanford Mechanical Code. Applicant Signature CAC043900 State License Number CITY OF SANFORD PLUMBING PERMIT APPLICATION Permit Number: Date: The undersigned hereby applies for a permit to install the following plumbing: Owner's Name: Maronda Homes Inc., of Florida Address of Job: 126 Crown Colony Way _ Lot: 69 Panel: -2 Plumbing Contractor: _______ WILLIAM T. SELF Residential: --V-/-- _ 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 Sig Vure CFC057039 ------------------------------ State License Number PLOT PLAN for. MARONDA HOMES, INC. DESCRIPTION: LOT 69, - CROWN COLONY SUBDIVISION RECORDED IN PLAT BOOK 6 I PAGE(S) 7G' 77 # 78 PUBLIC RECORDS DF SEMINOLE COUNTY, FLORIDA I \ 25,001 I I w N N in 0 25.00' I I I I I I lu I b I L.II I I 24.5a Q - LOT 73 500009'020E 72.50' CONCRETE PATIO i 38.00' MODEL: ROANOKE ' K ' (3-2) BLOCK FIN15HED FLOOR ELEVATION - 45.72 DRAINAGE TYPE: ' A' m ri Ln P.C. a 5' 10, 20F GRAPHIC SCALE F, m 10.00' LOT 68 ui b C> w N 500009'02'E 47.36 . •16.a , CbNatm DRIVE r; Q N N N a0 Z N FLOOR SLAB ELEVAi ION CROWN COLlis 16" ABOVE CROWN -- - - - RQAD-jNLESS 500'0902 OTHERWISE APPROVED NOTES: FLOOD CERnFlCAPON 1. BEARINGS ARE BASED ON THE CENTERLINE BASED ON THE FEDERAL EMERGENCY BUILDING SETBACKS OF CROWN COLONY WAY BEING SOO'09'02 E. MANAGEMENT AGENCY FLOOD INSURANCE FRONT: 25' 2. ELEVATIONS AND LOT DRAINAGE TYPE SHOWN RATE MAP, THE STRUCTURE REAR: 20' 2 HEREON ARE BASED ON SITE ENGINEERING SHOWN HEREON DOES NOT LIE WITHIN PLANS FOR THE PROJECT. THE 100 YEAR FLOOD HAZARD AREA. SIDE: ' 3. BUILDING TIES ARE TO FOUNDATION. THIS STRUCTURE LIES IN ZONE ' X '. SIDE STREET. 20' 4. PLOT PLAN ONLY. LOT HAS NOT BEEN STAKED COMMUNITY PANEL Na 120289 0040 E BUILDING LINE. 60' IN THE FIELD. EFFECTIVE DATE: APRIL 17. 1995. THIS IS NOT A SURVEY. MAP REVISION DATE: LOT 69 CONTAINS (SUBJECT TO CHANGE) 8,202 SQUARE FEET/0.188 ACRES +/- THE UNDERSIGNED AND CAVONE.INC. LAND SURVEYORS and MAPPERS MAKE NO RESERVATIONS OR GUARANTEES AS TO THE INFORMATION REFLECTED HEREON PERTAINING TO EASEMENTS. RIGHTS OF WAY, SETBACK LINES, AGREEMENTS AND OTHER MATTERS, AND FURTHER THIS INSTRUMENT IS NOT INTENDED TO REFLECT OR SET FORTH ALL SUCH MATTERS SUCH INFORMATION SHOULD BE OBTAINED AND CONFIRMED BY OTHERS THROUGH APPROPRIATE TITLE VERIFICATION. ABBREVIA flONS/LEGEND. NO -NUMBER P.T.-POINT OF TANGENCY CONC-CONCRETE WE.- WALL EASEMENT F.E.-FENCE EASEMENT R,-RADIUS P.I.-POINT OF INTERSECTION CH, -CHORD P.C.-POINT OF CURVATURE L.S.-LAND SURVEYOR P.R.C.-POINT OF REVERSE CURVATURE D.E.-DRAINAGE EASEMENT O.R-OFFICIAL RECORDS A.C.C.-POINT OF COMPOUND CURVATURE U.E.-UTILITY EASEMENT ARC -ARC LENGTH L.B.-LICENSED BUSINESS CENTERLINE A/C -AIR CONDITIONER PAD CMBRG- ORD BEARING &&U.E.-SIDEWALK & UTILITY EASEMENT D.U.&SE,-DRAINAGE, UTILITY & 46DELTA (CCENTRAL ANGLE) 04(U.F.-CE:AINAC�E E UTILITY EASEMENT SIDEWALK EASEMENT VONE, INC. THIS SURVEY NOT VALID UNLESS EMBOSSED M IN THE GNAA A FLORIDA LICENSEDLSURVEYOR AND AMD RAISED AP R f���_ •I REVISION DATE DRAWN LAND SURVEYORS AND MAPPERS 300 SOUTH RONALD REAGAN BOULEVARD LONGWOOD. FLORIDA 32750-5499 TELEPHONE 07) 80 FAX No. (407) 339-3539-J636 E-MAIL: CAVONE O CFL.RR.COM pOMINICK F.CAVONE - PRESIDENT FLORIDA SURVEYORS & MAPPER NUMBER 2005 LICENSED BUSINESS NUMBER L.B.507.i PLOT PLAN 4-18-2003 CB ILOT by CHIP CADD FILE: CROWNCOL69.DWG W.0.2003-491 1 CITY OF SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 69 Subdivision: CROWN COLONY Property Address: 126 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: El a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. ❑x 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. 0 d. Cross sections of all wall sections to be used in the structure. Bearing non -bearing interior and exterior. Show all components of wall section. ❑ e. Framing plan for floor joists where conventionally framed. Plan to indicate span, size and species of materials to be used. ❑x f. Engineered truss plan with details of bracing. Engineered beams for spacing openings to carry and support trusses. ❑ g. Stair details with tread and riser dimensions, stringer size, methods of attachment, placement of handrails and guardrails. ❑x h. Square footage table showing footages: Garages/Carports 394 S.F. Porch(s)/Entry(s) 43 S.F. Patio(s) S.F. Conditioned structure 1,486 S.F. Total (Gross Area) 1,923S.F. ❑x 3. Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97). ❑O 4. Soil analysis and/or soil compaction report. If soils appear to be unstable or if structure to be built To FOLLOW on fill, a report may be requested by the Building Official or his representative. N/A 5. Other submittal Documents: N/A a. Utility letter or approval when public water supply and/or sewer system connection to be made. N/A b. Septic tank permit to be obtained from Seminole County Health Department at: 400 West Airport Boulevard, Sanford, FL (407) 665-3600. N/A c. Arbor permit when trees to be removed from property. Contact the City Engineer for details regarding the arbor ordinance and permit. ❑x 6. Application to be completed thoroughly and signatures provided by a licensed and insured contractor. OWNER/BUILDER MUST APPEAR IN PERSONS TO SIGN APPLICATION AS PER FLORIDA STATE STATUTE 489. Subcontractor license numbers must be included on the application. If electrical, mechanical or plumbing permits have not been issued, inspections will not be scheduled or made and subcontractors will be subject to penalty under the City Ordinances REQUIRED INSPECTIONS DURING AND UPON COMPLETION OF CONSTRUCTION 1. Footer 2. Underground, electrical, mechanical and plumbing 3. Foundation elevation survey 4. Slab 5. Lintel — tie beams — columns — cells 6. Rough electrical 7. Rough mechanical 8. Rough plumbing 9. Tub Set 10. Framing 11. Tenant Separation/firewall 12. Insulation, walls and/or ceilings 13. Electrical final, mechanical final and plumbing final 14. Building Final 15. Other OVI DATE: Tuesday, April 29, 2003 SIGNATURE: (ky goer or Authorized Agent) Master Fine #7 Central Florida B.O.A.F Exterior Window and Door Master Filing Checklist (. Sufficiency Review Manufacturer Name: Norandex/Revnolds Distribution Model Number(s): 1 "x4" and 1 "x3" Aluminum Mullions Contact Name & Number: Christopher M Fuertsch — (407) 667-9390 Please ensure the following are contained in your submittal: X Two (2) signed and sealed engineered installation details. One (1) signed and sealed test report. One (1) signed and sealed engineered calculations for alternate fastening method, if applicable. Goverrimental Product Approval: A-gency Initials/Date Agency Initials/Date Brevard, County of Melbourne, City of Cape Canaveral Mt. Dora, City of Cocoa Beach, City of Orange, County of ACP 3/1'5/02 Eustis, City of Port Orange, City of Indialantiic, 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 Pagel of 2 NO RANDEX PAGE 29 CAULK TOP .OF MULL #10 -X 3/4" TEK SCREW - WINDOW. JAM lx3 MULLION XFLA-26-1) lx4 MULLION f XFLA-69) WINDOW JAMB #10 x 3/4" TEX SCREW CAULK BOTTO OF MULL PRECASTED SILL -SEE CHART FOR FASTENERS FLA-- 45 MULLION ANCHOR CLIP 10 GA. GALV. SHEET METAL 800 LB. MAX CAPACITY 1x3 MULLION XFLA-26-1) lx4 MULLION RFLA-39) -.3/4"MAX SEE CHART F VERTICAL MULLION SCHEDULE SINGLE UNIT : TYPE OF'• MULLION TYPE OF CLIP WIDTH HEIGHT -- - INCH INCH 35 PSF FLA-45 26" 38_ 1 e ---1.0•x3:0 0K 19-1/8" ---1.0 x---OK--- 63" �: 76-3 ---1-0_ x_3_.0--- --- -K--- ---OK -- 1.0 x 3.0--- 28" 3'8_-1%4" 1_0 x 3.0 -- ---1.0 --- OK 26-1/2" 5_0_-5Z8�` x 3_.0 pK--- ___1:0 x 3_.0------------ OK 63" 76-3 4�` 1.0 x ----- ---1.0 ---OK--- ---OK--- x 3.0--- 26" 1_0 x 3.0 --- --- _0_K 37" 5_0_-5Z8�' ---- OK--- ---pK-'- --- ---OK--- 76-3 4* - ----- 1.0 x 4.0 ' --- OK--- 26" E x 3.0 OK ---OK--- i3-1/8"5_0_5Z8� x 3.0--- x 3.6--- ---pK_'-' 63" _-_1.0 --- 1:0 x 3.0------- ---' OK---• --- 1.0 x. 4.0 --- nu NUMBER AND TYPE OF FASTENERS -. aJiow x l— f2 TAPCONS 4 _3J 60�' x 1-J2a TAPEONS 4 -3j160' $ 1-J2a TAPEONS 4 3 160 x J2 TAPCONS 4 _1_ 3 160-'' x 1-1 27TAPCONS 4 3 160, x i-1 2 TAPCONS 4 _3J16'_x mil_ l F4 _T_APE_O_N_S -3J60�' x 1-J2a TAPCONS 4 �4 3 180 x i_ J2 TAPCONS 3 160�' x 1-1 2a TAPCOTIS 4 3 160 x 1-1 2 TAPCONS 4 3J6v'-x R_ - - - - - 1_ J2 TAPCONS 4 _3' 6i x_1-J2a_TA_PC_ON_S 4 3j80O x 1-1 2w_ TAPCONS 4 .----- 1 40 x i-1 2 TAPCONS -4 -3 160 x 2__T_A_PCONS 4 3 160" �___--- _1-1 x 1-1 2" TAPCONS 2 1j40 x 1-1 2 TAPC_ONS 2 _lj0 x_1_-1 2" TAPCONS 2 i 4. x i-1 2�' TAPCONS �,r.�• 1:�ry i �.... A 8.0.A-F- MANVFACTURER NAME: A ' �r MASTER nLE # � OR D uD �D • FASTENERS - CHARLES A.* Pll N. P. E. FL REG. ENG.. d 49121 DAM 3/21/02 NOTES: 1) ALL ALUMINUM EXTRUSIONS' ARE ALLOY 6083 T6, OR 8063 T5. 2) WHEN THERE IS ONE TAPCON (1/40" X 1—I/Ep ON EACH ANGLE LEG, THE TAPCON SHAD. 9 -PLACED ON MULLION CLIP CENTERLINE. 3) CONCRETE COMPRESSIVE STRENGTH = 3.000 PSI AT 28 DAYS. lVORANDEX #qPAGE 30 NOTES: 1) ALL All • OR 608 2) WHEN 7 ON EA( PLACED 3). CONCRF AT 28 1 CHARLES , FL REG DAM DW SILL SH HEAD DW SELL 3H HEAD Co 0 I NUKANDEX hgAN IACTURER'NADE" PACE .24 /(%.E's�,•1�,��. (3%let0 x 2-3/4" TAPCON THRU i BY BUCK, (SHOWN) WITH A 1-1/4" MIN. EMBEDMENT INTO MASONRY. SEE ELEVATION FOR ANCHOR SPACING. (2) '10 x 1-3/4' FH-SUS INTO .2 x BUCK SEE ELEVATION FOR ANCHOR SPACING. (2) Q10 x 1 3/4' PH —SUS 9M 2 By BUCK WITH 1-1/2" MIN. EMBEDMENT. SEE ELEVATION POR ANCHOR SPACING. • r WOOD BUCK wsr5" ae' (5) S15 figs - 19 10 10 75.5' 514 55.4 la !0 I2B' C5' 54.5 a4.5 PO 10 11825 (L5) 54.5 54.a 10 30 Ha/ IN Pd@)3N1'Fligp 1!O)BCATLS p�g� SII6 M �T AS RE? g HO ) TYP. JAMB. SECTION )DD TRACK A5 REQUIRED 1 HY 2 BY BUCK (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 EXTRUSIONS ARE ALLOY 8083-T6. OR TB WITH TYPICAL .WALL THICKNESS OF • 0.62' . 1 — 3 USE HIGH QUALITY -CAULK BEHIND• WINDOW FLANGE. 43 GLASS THICKNESS BASED -ON TABLE E1300 GLASS CHARTS, AND MAY VARY DEPENDING ON SIZE. b PA 5) THE RESPONSIBIITY FOR SELECTION OF NORANDEX -' PRODUCTS TO MEET ANY APPUCABLE'LOCAL LAWS, BUILDING CODES, ORDINANCES -OR OTHER SAFETY ION REQUIREMENT'S REST SOLELY WITH THE ARCHITECT, BUILDING OWNER �0R CONTRACTOR. 7) CONCRETE COMPRESSIVE STRENGTH a 3.000 PSIl— AT 28 DAYS. MDR Na OP I Na OF HCHORS ANCHORS a 24 g is (e) :3/16-0 x 2-3/4` TAPCON OR MLon DADE APPROVED CONC. FASTENERS. e ANCHOR SPACINGOR a� w .zoo C r� M_ _ a iz m ,w U X 4/ X X X PANEL PANEL PANEL PANEL . _ VT—. -i v_ —. 0.14 __4 (2BY2)s81cu uvA=H (4RY2) rNDRANDEX PAGE 23 (2). #10 x 1-3/4' PH—SMS INTO 2 BY HUCK OR 3/1WO x 2-3/4" TAPCON THRU 1 BY HUCK. (SHOWN) WITH A 1-1/4` MIN. EMBEDMENT INTO MASONRY. SEE ELEVATION FOR ANCHOR SPACING. (2) 010 z 1-3/4' FH—SMS INTO 2 x BUCK SEE ELEVATION FOR ANCHOR SPACING. 2 BY WOOD BUCK (2) #10 x 1 3/4' PH—SMS INTO 2 BY BUCK WITH 1-1/2" MIN. EMBEDMENT. SEE ELEVATION FOR ANCHOR SPACING. r-2 x WOOD Burrs 3/16" TEMPERED GLASS tay PANEL.SIZE INCHES DESIGN LOAD N0. CAPACITY-PSF OF ANCHOR SCREWS IN FRAME q HEAD AND SILL JAMB - q iYIDTH/HEIGHT EXTERNAL INTERNAL )a )per XXXX ALL 30 �/ts" g 591%2 " 53.3 55.8 10 16 18 �C BMW $ 591/2 49.8 49.8 12 . 18 6 22 30 his° x .791/2 .. 49.7 49.7 10 16 6 20 8 A 36 �s' g 791/2 ' 45 45 12. 18 22 8 � IN SERIBS 500 ALUMINUM SLH1iNG GLASS DDOR CHART LL OPERABLE PANELS ti � 1qFASTENER B.Q,A,F. (2) 3/16'0 z 2-3/4 TAPCON OR MLAM[ c ��jj��t A. E WIDTH A --"" Ntat►iL 2 1 Y WOOD BUCK DADE APPROVED CONC. FASTENERS. , SEE ELEVATION v y 1 j`i 0 % v W'•MA�r..a..• _ ' FOR ANCHOR SPACING. fV $ a e J AS RE uDBED 1'YY. HORN D SHIM ?SHOWN) MUDD TRACK AS REQUIRED 1 BY (2) 3/16'0 z 2-1/4" TAPCON OR MIAMI DADE APPROVED CONC. FASTENER SEE ELEVATION FOR ANCHOR SPACING. NOTES; 1 SHD! AS REQUIRED. MAX SHIM STACK 1/4-. 2; ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063—T5 OR T6 H TYPICAL WALL THICKNESS OF3) USE HIGH QUALM CAULK BEHIND WWINDOWOFLANGE. 4) GLASS THICKNESS BASED ON'TABLE E1300 GLASS CHARTS. AND MAY VARY DEPENDING ON SIZE. 6) THE RESPONSIBILITY FOR SELGECTION-.OF. NQRANDER PRODUCTS TO MEET ANY APPLICABLE LOCAL..LAWS, BUILDING CODES" ORDINANCES 'OR'`OTHER' SAFETY rI REQUIREMENTS REsT'*SOLELY WITH THFARCH[TECT. BUILDING OWNER !OR CONTRACTOR. 6) CONCRETE COMPRESSIVE STRENGTH — 3.000 PSI AT 28 DAYS. O i4Z 5 Vli O y�� b w V 0.N m O z,4S a 4 (2BY2) (4HY2) rrRcu 61Et171011 IIaIyIOI�I I I4 1 NORANDEX PAGE 22 iy 10 X 1-3/4' P.H. S.M.S W/1-1/2MEN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. NOTES: 1 :SHIM AS REQUIRED, MAX 4HIM STACK IA". 2; ALL ALUMINUM; ExTRUSIONS ARE ALLOY 606g— OR:'f6:'iPIT1{:TYPICAL.•WAL4 THICKNESS OF 0.62' . 3 USE ;HIGH...QT�AtiPP.y'•CAULI{ IN jBEHD WINDOW FLANGE. 4 GLASS: THHICIQASS•.BASED ON TABLE E13Do GLASS CHARTS; AND:"IAY"VARY DEPENDING ON SizK 5) TWXESPONSINILITY"mo SELvn'Iq OF NORANDEX PROOIJ :.:7'O:;a1EET. :ANy :APPLICABLE LOCAL LAWS, BUILDING-.•Cftk� .:0RbINANgES .OR OTHER SAFETY REQUOtLMENi9;•t`kEST.'SOLny WITH THE ARCHITECT, pq BER-MG :OiNSR'. jDR"CONTRACTOR 8) NOTE '•' `INIIICA- ii.. T EMUAL. FASTENERS AT HEAD'' AND SIII;;AItE' REQU ED. ALT. FIN ATTACHMENT a UNDER SHEATHING-� U10 X 1-3/4' P.H. S.M.S. FLORIDACENTRAL BAIA.F. W/1-1/2' MM. Ei[BEDMENT SEE'. ELEVATION FOR ' Mffl"AC- NAM: ANCHOR SPACING. OR44Z4ir MASTER FILE # 3 m 10 X 1-3/4' P.H. S:1d.S: W/1-1/2` MIN. EMBEDMENT. SEE ELEVATION FOR .ANCHOR SPACING. HEADER 'AND SILL SECTION w/t-1/2- M�I/N.. EMBEDMENT WOOD FRAME ANCHOSEE-ER SP CIINTfON G °R (i0P AND BOTTOM) CHARLES" A: FL REG. `•ENG.. 49121 DATE. Q. 7/Q? ' 'U" ISlONS WINDOW FASTENER-SCHI w HEIGHT N0. AN FIEAD/SILI: N0. A JA (INCEIES) TE60 35 E PS 45 PSF PSF 35 PSF 4 p W 2 2 2' 2 2 2 Ni.. 25' �. 3 •3• 3 4' 2 2 2 2 q 0 A G] 2 2 2• 2 3 3 37-1/4 2 2• 3 3 3• 3 4• 3 3 3 3 M 49-6/8 2 2 2• 3 3 3 3 3 3 <I % 2 _ — .3• 9 3 3 .� 2 2 _2 2. •2• 3• 9 J_ � 4 4 4 4 4 4 o y _3 40 2 2 6=3/4` 2 2• 2• 3 3 4 4 5 5 3 .3 4• U_ 4 5 cl v. �S O yy4 p. aax mar vwH st o.a C ' \ DETAIL -A O Of/ o ---DETAIIrC -/ x k, a �DSPAD.-B Of/ a R � a K � V C ,11OR"ANDEX PAGE 10 # 10 X 1-3/4" P.H. S.M.S. W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. 0 � U �v U 750 TYP --�4 a� as r-XFLA- 40 415/418 1.500 HEADER AND SILL SECTION .WOOD .FRAME 9 10 X 1-3/4" P.H. S.M.S. W/1-1/2" 141H. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACI - .L.. 1 w UFACTMM NAM: ALT. FIN ATTACHMENT UNDER SHEATHING 1/4' MAX - SHIM (BOTH FHX # ;� ® 10 X 1-3/4" P.H. S.M.S. W/1-1/2" MIN. EMBEDMENT SEE' ELEVATION FOR FOR ANCHOR SPACING.-- TYP. JAMB SECTION ©- WOOD FRAME NOTES: 1) SHIM AS REQUIRED,, MAX SHIM STACK 1/4". 2) ALL ALUMINUM EXThUSIONS ARE ALLOY 6063-7,5 X 1-3/4" P.H. S.M.S. OR T6. WITH TYPICAL WALL THICKNESS OF 0.62" . 3) USE HIGH •QUALITY'.CAULK WINDOW- FLANGE 1/2 MIN. EMBEDMENT ELEVATION FOR ,BEHIND 4) Gws. THICKNESS BASED ON TABLE E1300 GLASS CHARTS, AHD-MAY'VARY DEPENDING ON SIZE. [OR SPACING. 5) THB RESPONSIBILITY FOR`SELECTION OF.'NORANDEX .PRODUCTS"TO -MEET ANY APPLICABLE LOCAL LAWS. BUILDING -:CODE$: 'ORDINANCES OR OTHER SAFETY .REQUIREMENTS 'REST SOLELY WITH THE ARCHITECT, BUII:DDiG' OWNER" OR CONTRACTOR. CHARIE-R A PA �P.E: FL REG. ENG. A- ,4912L• •6) NOTE • INDICATES-1-THAT.EQUAL FASTENERS AT HEAD AND SILL ARE REQUIRED. DATE: 3/27/02 " N Tw. AT L a. MAX Pl' a G AIL -A DEI'`AIIrC SASITY DETAIL=B . � NORANDEX PAGE 21 3/10' TAPCON WITH A N. 1-1/4" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. —7 O # 10 F.H. S.M.S. W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHi 1 co ALT. HEADER SECTION TYR 2 BY BUCK 3/18• TAPCON W/1-1/4" MIN.'EMBEDMENT ���" ^L.EVATION FOR ANCHOR SPACING NOTES: 2) ALL ALUMINUM -EXTRUSIONS ARRESALLOYTACK18063-15 OR To WITH TYPICAL WALL OF3 USE HIGH QUALITY CAULK BEIHIND fICKNESS WINDOW0.62 FLANGE 4; CLASS THICKNESS BASED ON TABLE M300 GLASS CHARTS; AND MAY VARY DEPENDING ON SIZE, 5) THE; `RESPONSIBILITY F6R. SELECTION` 'OF NORANDEX PRODUCTS TO MEET ANY APPLICABLE LOCAL LAWS, •BUILDING CODES, -ORDINANCES OR. -:OTHER SAFETY REQUIREMENTS' REST SOLELY WITH THE ARCHITECT; BUILDING OWNER'•OR CONTRACTOR . 6) A PRESSURE TREATED: WOODEN-BUCK:OR MARBLE SRI SHALL BE ADDED 'UNDER' THE PRODUCT TO FULLY SUPPORT UNIT.. •THIS: SUPPORT SHALL BE FIRMLY ATTACHED �LNTU tsUASONARY- 4" SUPPORT THE PRODUCT OVER ITS FULL LENGTH (SUPPLIED BY OTHERS). 7) CONCRETE COMPRESSIVE STRENGTH.- 3.000 PSI AT 28 DAYS. 8) NOTE • INDICATES THAT E UAL PASTENERS AT 1� EO B.O.A.F, MANUFACTURER NAME: A/D,04A1,51, _ MASTER FME # d I CALL SIZB WIDTH &•s f n.. C ' n. 1 BY BUCK © 2 BY BUCK sliDa TYP. JAMB SECTION )TH JAMBS) - I By 2 BY BUCK SEE NOTE 6 HEADER AND SILL SECTION TYP. I BY BUCK ACHARLES , A 'P W..P. E FL REG. ENG. B•49191 DATE: IzAf/Ol ® 10 F.H. S.M.S. W/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. WINDOW DIMENSIONS FASTENER SCHEDULE N0. ANCHORS N0. ANCHORS HEAD SILL JAMB WMTH19—�8• HEIGHT NOTE (INCHES)(INC) SO P4-0F P PF 2 2• '2 2 28' z 2 — 97" 2 — 3�— 2 — 2 53-1 8' 3 3• 2 2 19 1/8" _2 2• -2 3 38-1/4'. _ 2 20 2 3 — 2 3 63-1 8 3 — 4•— 2 — 3 26-1 2 50-5/8' 2 20 3 3 37' _ — 2 3� 3 — 3 , 9E 8' 3 _ 4•— 3 — 3 2 20 3 4 28c1/2 83" 2 _— 2• 3 — —4 59—L 8• 3 . 4 19-1/8" 2 20 ' 3 4 3?` _ 2 3' 1-33SE 9 _ 4` q —A i//// /F�/ - O DETAIL—C DETAIL— B 24' QQ I . ; NORANDEX PAGE 9 3/16' TAPCON WITH A MMIIN. 1-1/4' MIN. EMBEDMENT ® SEE ELEVATION FOR ANCHOR SPACING, d d d a'•'a'•a o ' 1.940 750 TYp D D 10 F.IL S.M.S• WITH A IN. 1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR RPAPTUP T \U3 m NOTES: 2) A�REQUIRED, AS A UMINUMEXTSTACK 1 EXTRUSIONS AREALLOY6063-T5 OR 3) USET6 WITH TYPICAL WALL HI H QUALITY CAULK BEHIND WI OF 0.LA 4) GLASS THICKNESS BASED ON, TABLE E1300 �s E CHARTS, AND MAY VARY DEPENDING ON 5) THE RESPONSIBILITY FOR SELEMON SIZE OF NORANDIX BUILDING COO PRODUCTS MEET ANY APPLICABLE LOCAL LAWS, DES, ORDINANCES OR OTHER SAFETY REQUIREMENTS REST SOLELY .WITH THE ARCHITECT, BUILDING OWNER OR CONTRACTOR. 6) A PRESSURE TREATED WOODEN BUCK OR MARBLE SILL SHALL. BE ADDED UNDER THE PRODUCT TO FULLY-SUPFIRMLY ATTACHED THE INTO MASONARY AND RT UNIT. THIS SUPPORTALL THE PRODUCT OVER ITS BY OTHERS). FULL LENGTH (SUPPLIED 7) CONCRETE COMPRESSIVE STRENGTH o 3,000 PSI ALT. HEADER SECTION AT ze Days TYP• 2 BY BUCK ANTRAL FLORA & O.A.F. MANUFACTURER SAME: 3/16' TAPCON SEE-1/4'LIEVMINN FOREDMENT MASTER FOR ANCHOR SPACING. 7t ' a I CALL O >_ 1 BY BUCK 1/4' SHIM MAX (BOTH IAMRS) SEE NOTE 6 HEADER AND SILL SECTION Tn'• 1 BY BUCK CHARLES A PAG P.E. FL. REG. ENG: Y49121 DATE: 3/21/02 $ 10 F.H. S. M.S. W/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING, ULX mRI Tom Typ� T °r ea' ac v� AIL -A OF —DETAIL-C SASH A// DETAa-B N1 I A M I•DADE PRODUCT CONTROL NOTICE OF ACCEPTANCE Prenidor Entry Systclns 911 E. Jefet•son, P.O. Box 76 Pittsburgh ,KS 66762 AIIAMI-DADE COUNTY. FLORIDA METRO-DADE FLAGLER BUILDING BUILDING CODE•CO,%vIPLIANCE OFFICE M1-RO-DADEFLnGIJ:R IIUILI)INC; 140 WIEST FLAG I.Lit S'MEET. SU1.11: I6().% MIAMI, I I.01W)A 33 I3U-1563 (305) 375-29u 1 FAX (305) 375-290S C:OY•I•IL\C'I.01, SEC:1.10X (3U5) 375.2527 P:AN (l05) 375-235s c:o� r1L�c-roll I�� F() lu •F:�11_� I• ulylsl c) (30)175•2966 FAX (.105) 375-2 )Us .' l�ltOnCC1' C:C).\-1'I2UL I)!1'ItiIU\ (lU5) 375�29U: 1'AX (.1U5) J72-G.13 YOUr application for Notice of Acceptance (NOA) oi: Entergy-6-8 S-W/E Inswing Op:IRue Double w/sidelites Reside' Insulated Steel Door - under Chapter 8 of the Code of Miami -Dade County governing the use of Alternate Materials and'Types of Construction, and completely described herein, has been recommended for acceptance by the Miami -Dade County Building Code Compliance Ofiice.(B000) under the conditions specified herein. This NOA shall hot be valid after the expiration date stated below. BCCO reserves the ri�llt to secure This product or material at any time from a jobsite or manufacturer's plant for quality control testing. If this product or material fai.is to perform in the approved manner, BCCO may revolve, modify, or suspend the Use of such'product_or material immediately. BCCO reserves the right to revoke this approval; if it is determined by BCCO that- this product or -material Fails to meet the requirements of the South Florida Building Code. Tile expense of such testing Will be incurred by the manufacturer. ACCEPTANCE NO.: 0.I-0314.24 •i EXPIRES: 04/02/2006 Raul Koorl�uci Chief Product Control Division THIS 1S THE COVERSI•IEET. SEE ADDJTIONAL PAGES FOR SPECIFIC AND GENERAL CONDITIONS BUILDING CODE &TRODUCT REVIEW COMMITTEE 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 tile. conditions set forth above. :APPROVED: 06/0S/2001 Francisco J. Quintana. R.A. Director Miami -Dade County l3tidding Code Con)1)li:111ce 01' ict; \\s0450001\pc20001\tcmpiaLes\notice accepwnce cover page.dot Inlcrnet mail addresti:'pastor:Ixtcr.�built)inhcucicc)nlinc.com Ifumcpa;e: http:/h���\�.l)uildinhcocJcunli'nc cnm Premdor Ehtry Svstems ACCEPTANCE No.: . 01-0314.24 APPROVED JUN 0.5 2001 EXPIRES 4t)HI 02. 2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS I. SCOPE 1.1 This renews the Notice of Acceptance No. 00-0321.26 which was issued on April 28, 2000. it approves a residential insulated door, as described in Section 2 of this Notice of Acceptance, designed to comply with the South Florida Building Codc (SFBC), 1994 Edition for Miami -Dade County, for the locations where the pressure requirements, as determined by SFBC Cbaptcr ? 3. do not exceed the Dcsign Pressure Rating values 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 witli SideIites-Impact Resistant Door Slab Only and its components• shall be constructed in strict compliance with the following documents: Drawing No 31-1029-EN1'-1, Sheets- I through 6 of 6, titled "Prcmdor (Entcrgy Brand) Double Door with Sidclites in Wood Frames witli Bumper Threshold (Inswing)," prepared by manufacturer,- dated 7/20/97 with revision C dated 01 /1 1 00, bearing the Miami-Dadc County Product. Control approval stamp �\'ith the Notice of Acceptance numbcr'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 applicatiogs of pair of doors and single door only, as sho\\-n in approved drawings. Single door units shall indlu.de all componcnts 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 overhang to sill is less than-45 degrees. Unless unit is installed in non-liabitablc areas where the unit and the area arc designed to accept watcr'infiltration. 4. INSTALLATION 4.1 The residential insulated siecl door and its componcnts shall -be installed in strict compliance ,N ith the approved drawings. - 4.2 Hurricane protection system (shutters): 4.2.1 Door: the installation of this unit will not require a hurricane protec(ion systcrit. 4.2.2 Sidelite: the installation of this unit ivill require a hurricane protection system. a. LABELING i.I Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami-Dadc County Product Control Approved". 6. BUILDING PERMIT REQUIREMENTS 6.1 Application for building permit shall bd accompanied by copies of the 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 componcnts selected for tic proposed installation_ 6.1.3 Any other documents required by the Building O icial or. the South Flori3uilding Code (SFBC) in order to properly cvaluatc the installation o ii s stem. Manuel erez, P.E. Product Con xaminer Product ntrol Division Premdor Entry Systems ACCEPTANCE No.: 01-0314.24 APPROVED ; -NN 0 � 2001 EXPIRES At3ril02 2006 NOTICE OF ACCEPTANCE: STANDARD CONDITIONS 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, arc no older than eight (8) years. ?. Any and all approved products shall be permanently labeled with the manufacturer's nam.c, city, state, and the following statement: "Miami -Dade County Product Control Approved", or as specifically stated in the specific conditions of this Acceptance. 3. Renewals of Acceptance will not be considered if: a. There has been a change in the South Florida Building Code affecting the evaluation of this product and the product is not -in compliance with the code changes. b. The product is no longer the same product (identical) as the one originally approved. C. If the Acceptance holder has not complied with all the requiren»ents of this acceptance, including the'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 tlic materials, use. a d/or'manufacture of the product or process shall automatically be cause for termination of this Acccptancc, unless prior written approval has been requested (through the filing of a revision application *with appropriate fee) and granted by this officc. 5. Any of the following shall also be grounds for removal o.f this Acceptance: a. Unsatisfactory performance of this product or process. b. Misuse of this Acceptance as an endorsement of any product, for sales, advertising or any other purposes. 6. 'the Notice of Acccptancc number preceded by the words Miami -Dade County, Florida, and .followed by the expiration date may be displayed in advertising literature. lfany portion of the Notice of Acccptancc is displayed, then it shnll-bc done in its entirety. 7. A copy of this Acceptance as well as approved drawings and other documents, where it applies, shal.! be provided to the user by the manufacturer or its distributors and shall bc'availablc for inspection aC 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 termination and removal of Acceptance. 9. This Notice of Acccptancc consists of pages 1, 2 and this last page 3. END OF THIS ACCEPT NCE Manuel crez, P.E., Product ontro - . amincr l'roduc Control Division 3 PREMDOR (ENTERGY BRAND) DOUBLE DOOR WITH SIDELITES IN WOOD' FRAMES ' WITH A BUMPER THRESHOLD (INSWING) CxWWAI •+1 1/P CefCPQ�e Lo yr • MAX ' AA." 74' ] KAX • vr• . r Sac xr.nt% _ w MAX .. MX RC raft w 4• MAX 3• MqX • MAX Aaa IS' OL 13'•O.G IJ' aC IJ' D.C. 13 Dc. ' NAX FINX MAX MAX MAx NAX MAx 1 Mg11 MAX C QI d IORO LI 1 ` . c rit e� t II/KAX Ut/16'r' TOP Or DDDR W W `Ai11'4RrlC J"l" as TO i LOCK 6PVOID 001/16' mat[r zufar . ' O.C. SPACING ' IB• o.G roan W Sorts a .rai¢ 6�arr1 qcl na • .TC.I siACIM0 j0•�aa m u:ul :n `K.' M[x2�CM1 ' � �19• D.C.+Ir aC . MAI MAX Is• oC+ls oC MAX MAX tr Oc Mnx ls• oc_ MAX it oc+lr ac� Mnx MAX ^— A• IIAx J• MAz MA ,. MAX K• . r wo sT..�a Sa wrc a ATTACH ASTRAGAL THROW BOLT BB x V LONG STRIKE PLATE TO THE HEADER IN ALL REMAINING AND THRESHOLD VITH 010 x 1 3/4' HOLES FLATHEAD SCREWS' NOTES' l.) WOOD BUCKS BY OTHERS. MUST BE ANCHORED 1I x I 3/4 'LONG PROPERLY,.iO'.TRANSFER'.LDADS TO THE .STRUCTURE. FLATHEAD SCREWS 2J THE•PRECEDING DRAWINGS ARE INTENDED TO L.H. INSVING RJL INSVING QUALIFY THE FOLLOWING INSTALLATIONS. A. WOOD FRAME CONSTRUCTION WHERE DOOR SYSTEM IS ANCHORED TO A MINIMUM TWO BY VOOD' OPENING. ASTRAGAL B. MASONRY OR CONCRETE CONSTRUCTION WHERE DOOR SYSTEM IS ANCHORED TO A MINIMUM TWO BY +PPRo.ionsecv+L,u.o.ull.r e STRUCTURAL'VOOD BUCK. SOUTH FL�rTAA�rfNGCODE C. MASONRY OR CONCRETE CONSTRUCTION WHERE r- JUn U) •+.Ifl DOOR SYSTEM IS ANCHORED DIRECTLY TO CONCRETE IVKK VATER IHFILTRAfff17 WHERE VATER TNFILIRAII@I By OR MASONRY WITH OR WITHOUT A NON-STRUCTURAL OUIREMEMI IS NEEDED z REQUIREMENT IS NOT NECDCD ONE BY W000 BUCK V PaDtnr taavrarn6rAsloN 3. ALL ANCHORING SCREWS BE 110 WITH x + atma.c_:PuANCEOF .co�(l M MINIMUM 11/2' EMBEDMENT INTO WOOD SUBSTRATE ACCEPTAI•t_^f r.D91- a 31 OR 3/16' PFH TAPC12NS WITH 1 1/2' MINIMUM EMBEDMENT r LIMITS, SHALL BE INSTALLED ONLY AT LOCATIONS PROTECTED BY A CANOPY OR INTO MASONRY. OVERHANG SUCH THAT THE MILE BEtvEEN THE EDGE Or CANOPY OR OVERHANG 4. UNIT MUST BE INSTALLED WITH 'MIAMI-DADE COUNTY TO SILL IS LESS THAN 45 DEGREES UNLESS UNIT IS INSTALLED IN . APPROVED' SHUTTERS HDN-HABITABLE AREAS VHERE TIC UNIT AND III AREA ARE DESIGNED TO 5. THREE STAPLES PER SIDE JAMB INTO HEADER [IN SIDELITES ACCEPT VATER INFILTRATION. AND DOOR, THREE STAPLES PER JAMB INTO THRESHOLD'ON SIDELITES AND DOOR C Wa CMWTT 110cu¢Anlxs Mro 6. LATEX SEALANT TO BE APPLIED AT SIDE BY SIDE `lIIItutwl01CL ¢C es JAMBS AND SIDELITES. CIIIAM'Nis 101C TI4'. 10.S a60 DIKII MM RMf14aU110/6 RANT T. DOOR/SIDELITE HEADER, DOOR/SIDELITE JAMBS, AND SIDELITE BASE v u CORNERS ARE COPED AND BUTT JOINED inr o.I m, n11xr v Y 8. DOORS SMALL BE PRE -PAINTED WITH A VATER-BASED EPDXY RUST PREMDUR-ENIRY SYSIL- M INHIBITIVE PRIMER PAINT. VITH A DRY FILM THICKNESS OF 0.8 TO L2 MIL 1-1029-EW-1 9. FRAMES SHALL BE PRE -PAINTED VITH AN ACRYLIC LATEX VATER-BASED/ fur zmw SHEET I OF 5 VATER-REDUCIBLE VNITE PRIMER VITH A DRY FILM THICKNESS OF 0.8 TO 12 MIL. tCvS'J 043 I 112' 'GLASS BITE r GLAZING DETAIL TEWEKO FUSS INTERIOR OTHER CONFIGURATIONS AIPMWD AS CDJPITTHG \RTH THE bOUTH FlQjifp�MMD=com 9� JUn FRODU OM90H CWEWL' A--DrFiCE tiaEpw-CE to 0 1 - 0 3 1. 2 If 1-1029-EV-1 SHEEP 2 OF 6 1/4' SHIM MAX r- 3/4' 80 11/16- MAX INTERIOR 79 5/16' MAX }_ SCCTION B*-B 2 BY WOOD BUCK D EXTERIOR MAILRIALS LIST I1EM In O DESCRIPIION PART NUMBER COMMENTS 22 WOOD HCAD JAHB Cv-14 1 1/4• X 4 9/16• NTL. TO BE PINE OR COUIVALCNr ' COMPRESSION VEATHERSTRIP ALUMINUM EV-25 LOCKSCREEN RAN X a 0 ( R 4 ASTRAGAL - PREHppR BRAND OR EQUIVALENT- 5/8' ALUMINUM nSrRnG 1 1/4' ALUHII4UM-BUMP[R THRESF�Lp TOP EV-15 PREHBOR BRAND OR EQUIVALCNT - 1 1/4•.x 4 9/16' © CH NNEL IV-DB PREMDUR BRAND - 1 11/16' - 20 GA STEEL T K N 26 UAi �D)( 11m IrY WSJ 119111111AP1 B 0 aO Mffiff7 T A BASF FOAM - DENSITY 2.0 10 2.5 lbs./Ft' VUIIUK CHANNEL EV-07 PREHDOR BRAND - I il/16' - 20 GA STECL 9 10 Vp00 LOCK BLOCK EV-09 _-- 4 X 9 1/2' NIL TO BE PINE OR EOUIVALCNr II STRIKE S11LE EV-06 15/16' X 1 11/16' HTL TO BE PINE OR E OUIVALCNT 12 HINGE STILE LOCK PREP FILLER PLATE IV -OS 15/16' X 1 11/16' HTL. TO BE PINE OR EOUIVALENT 1 4'x4' HINGE EV-10 _ PREHOGR•BRAND - .050• THICK- HTL• TO BE POLYETHYLE 4 14 WOOD HINGE JAMB l/- 6 HAGCR BRAND,HINGE OR EQUIVALENT - A97 THICK (STEI 110 x 3/4' fJ1.V.S - 11/4' X 4 9/16' NTL. TO BE PINE OR EQUIVALENT 110 X 2' rims Ng (4) SCREWS PER HINCB INTO OmR ' ' S x fir hL fH[((�ArTER 10 L 10) SCREVS IFBIIxiI STRIKE -MAD WYO SIQLIrE A1N1, 4• x B• OL TIIEREAFTER w" rR(m ' 6) SCR[VS TI(2QK,FAI EACH SIOEtIrt .uxi INfO SIOELIrz. +• ROVR fRDll OP, MX 15' OC. HEREAr1ER. l7 IR I", r4I ugDa v/AIg11FI Rt REFER 10 ELEVAII[W vi[v rno C pr IB 110 X 3/4' F.H.V.S. SCREWS USED AND LDCATIQNS (2) SCREWS PCR HINGE INTO JAHB 19 OB x 2' FHVS. (Q) SCREWS AT EACH STRIKE PLATE LOCKSET KVIKSET BRAND 200 LOCK OR HARL13C BRAND 100 LOCK I O10 X 1 3/4' FHVS. (2) SCREWS PER HINGE INTO JAMB WOOD SIDELITE JAMB EV-19 1 1/4' X 4 9/16' HTL TO BE PINE OR EQUIVALENT X 64"SINGLE PANEL GLASS EV-20 CIEARItilTLASS N PEMPERED %Y rL - B[-I + - cQOL SIDELINE TRIM (WOOD) EV-21 5/16 x 1/2' MTL. TO BE PINE 13R EOUIVALEN 1 1/4 V[H]D CASING EV-22 IL KIDHe+ SIDE J NW w wi'iNr ") tes Moto u VOOD SIDELITE HEAD JAMB EV-23 1 1/4' X 4 9/16' HTL TO BE PINE OR ® WOEQUIVALCNT OD SIDELITE BASE EV-24 1 1/4' X 4 9/16' HTL TO BE PINE OR EQUIVALENI POLYPROPYLENE LITE FRAME -1643. ODL-2 HP Polypropylene by ODL • °16 X 11/2• !PAN HEAD SCREWS D PER FRAME SIDELITE STILES EV-26 - I5/1610 0 + I OR R ' X 1 II/16' HTL TO BE PINE OR EQUIVALENT 1 PIN NAIL (LQfi RAa. U1 rim r". PM r u DCRWIER OSTR m MUM mm I DOW SILICONE #995 APPROVED AS CQUKYR)G %-4TH TIE somn BY of awslal Olae= COOS COLIPUAA'CE OFFIM ACCUUMM ND. 0 (-O 31 Y. 2Y 1-1029-EW-I SHEET 3 OF 6' 1CVI5DNILCIITR B. 2 BY WOOD BUCK 1/4' SHIM MAX 3/4' TT-(-5--�-�� INTERIOR I 79MAX16• 80 11/16' I MAX 2 BY WOOD BUCK SECTION T-c EXTERIOR PLEASE SEE 'GLAZING DETAIL' DRAWING #.31-1029—EW—I SHEET 2 OF 6 DOW SILICONE 4995 IVV;oM a9 CC%:KV :G%iM THE S0Un I FU]RIDA W e rjvr - MAMNGCWECoMAKE 1-1029-EW-I SHEET.4 OF 6 R(Ylillill(li(R p OTHER DOOR CONr 16URW IONS 1 I 1 Il V('W IK V!!I( � V«i LL V.OL 1 I 1 1 1 I I �J APFAOt Ea AS COL PLYVIG WITH THE DAJj IN" OLDW-CODE � •PI P T OL 511 DNQIGCODECO�OFFOW PH ACCEF614TCEI.V. �F. O. ly-1 1�, �J L --i ;-LL'.: L1-L�.LI Xx m 31-1029-EW-I SHEET 5 OF 6 KLVJJIM MILK r1T1 Ir-n r,iil .J U ► nLK BUUK rANLL S I-YLES 360 r MAX 79 /16 Q� 013 Ono MAX �� �0 ��� o0 000 _ 00 do goo 00 �0 DDonn 00 BLANK TOP 0 U21, 6-PANEL 4-PANEL 9-PANEL l0-PANEL 18-PA>rlEL FLUSH 8-POANEL CRBSSBU[I( 4-PANEL OTHER SIDELITE STYLE S 360 �— MAX 793 16° rl MX SL-10 SL-20 SL-30 �• SL-60 SL-50 ' SL-SOB SL-694 SL-69B SL-69C SL-25 SL-55 at2 0o nn.• uo Gd �� 8A 99 ��..• 00 nn on oo PD-I ao . PD-2 PD-3 PD-4 PD-5 PD-6 PD-7 PD-8 PD-9 PO-10 PO-11 all, 9 PD-18 PD-19 PD-20 PD-21 PD-22 PD-23 Boo �0� 00 00 001 ao0 000 660 PD-35 PD-36 PD-37 PD-38 PD-39 PD-10 PD-24 PO-25 iI ao PD-41 PO-42 ®00 D D 0�� 000 0 D 12-PANEL 4-PANEL EYEBROV ❑a ❑o 5-PANEL 5-PANEL V/SCROLL EYEBRDV V/SCROLL o � SL-30D SL-40 SL-90A SL-908 on o0 PD42 PO-13 PD-14 111 rrr •��• d1,1 .rl 111 �Blu 111 111 ii1 111 llli 111 111 rrr 111 i �� DD 0 0 ❑o an 5-PANEL 5-PANEL FTEBRDV a . SL-90C SL-300 SL-30C SL-70 SL-80 as o .00 PD-15 PO-16 PD-17 € s �? x c � a 0 PD-31 PO-32 PO-33 PD-34Nis 3 m a a 31-1029-EW-1 SHEET 6 OF 6 BY60A t11112 e 1. MIAMI PRODUCT CONTROL NOTICE OF ACCEPTANCE Pr enulor Entry Systcnts 911 E. Jefcrsoll, P.O. Box 76 Pittsburgh ,KS 66762 Your application for Notice of Acceptance (NOA) of •11IIA,III-DADE COUNTY, FLORJDA -METRO-DADS FL:AGLER SUILD.I,`'G BUILDItNC CODE CONIPLIANCE OFFICE M1:1R0-DAI)r; FI A0.1l:IZ liUi1.1)1NG 140 CV1;S'r ri-Aa -a S11ZEE I', SUrr , 160.1 MIAMI, VI.ORII)/\ 3.±13U-I56.; (305) 375-2V0I FAX (305) 375-29US GUN1•IL C.7UIt i,IC:I :\SlN(: SI:("r1ON (105) 375-2527 CU1 I u,tc: roil I), visic)N (305)373-2766 J*:A.. (.1U5)375-2IUS 11ItUn1 U1' C:U.\-I.ROL 01''ISMS (305) 37i-2')U2 VA .% (305) 372•61.11) Enter•gy 6-8 S-W/E Outswing Opaque Single rv/sidclitcs Rcsideutial Insulated Steel Door under Chapter S of the Code of Miami -Dade County governing the use of Alternate Materials and Types of Construction, and conipletely described herein, has been recomlttended for acceptance by the Mianti-Dade County Building Code Compliance Office (BCCO) under t11L co,tditiorts specified herein. This NOA shall not be valid after the ekpirwion-dllte stated below. BCCO reserves the ri"ht t.0 secure this product or material at' any time front a jobsite or manufacturer's plant for quality control testing. If this product or material fails to 'perform in the approved manner, BCCO- nray 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 Ellis product or material- fails to meet the requirements of the South Florida 'Building Code. The expense ofsuch testing will be incurred by the manufacturer. :kCCEPTA NCE NO.: 01-0314.21 ,+ EXPIRES: 04/02/2006 Raul xoongucz Chief Product Control Division TI•IIS JS TI•IE COVERSIIEET SEE ADDITIONAL PAGES FOIZ SPECIFICAiND GENERAL CONDITIO,\S BUILDING CODE &, PRODL►CT REVIE1Y CO\l,11ITTEE This application for Product Approval has been reviewed by Elie 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: 06J05/2001 Francisco J. Quintana, R.A. Director .1%iianti-Dade CourttV 1hilcling Codc; Compliance Office t\:04so0ol1pc20001\templa=\notice acceptance cover page.dot Internet m;,il rtcldrt ti: (tostrn;Ester'i�buildin�cUdct)nlinc.Con1 ,_ Ilnntcna c. lttbuiltlill "Cod cnnlill (-corn Premdor Entry Systems ACCEPTANCE No.: 01-0314.2 I' APPROVED JUN 0 5 7.. EXPIRES April 02, 2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS . .1. SCOPE 1.1 This renews the Notice of Acceptance No. 00-0321.23 which was issued on April 28, 2000. It approves a residential insulated door, as described in Section 2 of this' Notice of Ac-ceptance, designed to comply with the South Florida Building Code (SFBC), 1994 Edition for Miami-D3dc County, for the locations where the pressure requirements, as determined by SFBC Chapter 23). do not exceed the Design Pressure Rating values indicated in, the approved drawings. 2. PRODUCT DESCRIPTION 2.1 The Series Entergy 6-8 S-W/E Outsiving Opaque Sinold ftbsidentinl,Insulated Steel Door with Sidelites- Impact Resistant Door Slab Only and its components shall be constructed in strict compliance with the following documents: Drawing.No 3I-1020-EW-0, Sheets I through 6 of b, tithed "Premdor (Entergy Brand) Wood Edge Single Door with Sidclitcs in a Wood- Frames «•ith Bumper Threshold -(Outswing),'' prepared by manufacturdr, 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. - LIMITATIONS 3.1 This approval applies to-singlc unit applications of single 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 approved drawings. . 4.2 Hurricane protection system (shutters): ' 4.2.1 Door: the installation of This unit Frill not require a hurricane protection system. 4.2.2 Sidclite: the installation of this unit will require a hurricane protection system. S. 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 REQUIREMENTS 6.1 Application for building permit shall be accompanied by copics of the following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies of 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 Official or the South Florida Building Code (SFBC) in order to properly evaluate the installati n )[this system. Manuel Pcrcz, P.E. Product Con rol •xamincr Product'Control Division Premdor Entry Systems ACCEPTANCE No.: 01-03I4:2I APPROVED JUN 0 5 F.ro EXPIRES ApriI'02, 2006 NOTICE OF ACCEPTANCE: STANDARD CONDITIONS l . Renewal of this Acceptance (approval) shall be considered after a renewal application has bccn filed and the original submitted documentation, including test supporting data, engineering documents, are no older than eight (8) years. 2. 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 with'the code changes. b. The product is no longer the same product (identical) as the one originally approved. C. If the Acceptance holder has not'complied with all clie requirements of. this acceptance, including'the correct installation of the product. d. Th-c engineer who originally prepared, signed and scaled the required documentation initially submitted, is. no longer practicing the engineering profession. 1. Any revision or Chan;e in [lie materials, use, ap.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 vfa revision office. 'application with appropriate fee) and granted by this d. Any ofthe: following shall also be grounds for rcmoval of this Acccptaticc:- a. Unsatisfactory performance of this product or process. b. Misuse of this Acceptance as an endorsement of any product, for sales, advcrtisirig 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. If 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 teribination and- rcmoval of Acccptancc. 9. This Notice of Acceptance consists of pages 1, 2 and this last paoc 3. END OFTHIS ACCEPT NCI /12 - Manuel crez, P.E., Product Co tro Examiner Produc "ntrol Division 3' 1f 4' MAX Is• 'r4,a) ❑ C. 15' MAX • Of. 15' MAX O.C. A 15' MAX O.C. 15' MAX rKtMllUK .. (LN i LHL)Y HAND) WUOD EDGE SINGLE DOOR WITH• SIDELITES IN WOOD FRAME WITH BUMPER . THRESHOLD (OUTSWING) 00' Max 4' MAX MAX III MAX MAX 3- MAX ' 3' MAX _19'- 3' MAX 14' 3' MAX MAX ,y _ MAX 4' M! 1.. 4' OY Ist 10h �H I 71Yt6'( Lt- MODEL 4 DEADRIES MODEL L= SCALES DR MARLDC DcADeDL MODCL -DID' ?2' x 64' MAX DLO KVTKSCr LMKSCT- • , MODEL DLeDo SCRICS OR MARLOC LOCKSET $ 3nb' ` MODEL Too DII[D�S 4 IS' 43 11/16' TOP OF DOOR iO4OfLED 6' TAXIMAX —MAX MAX 1 11 15 'r r Is 4' MAX MAX 3' MAX AKA) NOTES, 3' MAX 3. I WOOD BUCKS BY OTHERS. MUST BE ANCHORED 4 T MAX �� ' MAX 4' MAX MAX ROPERL•Y TO TRANSFER LOADS TO THE STRUCTURE J THE PRECEDING DRAWINGS ARE INTENDED TD UALIFY -THE FOLLOVING'INSTALLATIONS. VDDD FRAME TRIN WHERE DOOR YSTCM IS ANCHORED RED TO -A 'A MINI" TWO BY VIOD L/ PCHIkG, MASONRY OR CONCRETE CONSTRUCTION WHERE RA OUTSVING LA OLIISVING 3OR SYSTEM 1S ANCH[RED TO A MINIMUM TWO BY IRUCTURAL WOOD BUCK. MASONRY OR CONCRETE CONSTRUCT4BN WHERE )OR SYSTEM 1S ANCHORED DIRECTLY TO CONCRETE VA1[� p5 IRA1lGt VKRE VAT[R DFI`IRAf101 i MASONRY VITH OR WITHOUT p NON-STRUCTURAL OIARC)f[pl IS Fi�0E0 K RLOUIRCKCNI IS H01 MCOCD TE ,BY VOID BUCK ALL ANCHORING SCREWS TO BE 11D WITH ° + ' NIMUH 1 I/a, EMBEDMENT INTO WOOD SUBSTRATE INIIIK PFH 1APCONS v1iH 1 1/2' MINIMUM EMBEDMENT MA TI MASONRY. WIL K UNITS SL EE D6IALLED ONLY AT L�TIONS PR0IECSED If A CANOPY OR UNIT MUST BE INSTALLED WITH 'MIAMI-DAOE COUNTY OVER" SUCH IMAT N( ARCLE BEIVCCN IlC EDGE IT. CANDPT OR OVERtw1G PROVED' SHUTTERS TO SILL IS LESS INAN 45 MMEL tlN CSS UNIT IS 061ALLED IN IHREE STAPLES PER SIDE .IAMB INTO MEAGER ON SIDELITES K1N•HABIIABLC AREAS VNERE O( lAOI AND TK AREA ARE DESIGWD'10 'D DOOR. THREE STAPLES PER JAMB INTO BASE ON SIDELITES AWr WATER wrliallux LATEX SCALANT TO •8E APPLIED AT SIDE BT SIOC MBS AND SIDELITES. DDOR/SIDELITE HEADER, IXSOR/SIDELITE JAMBS, AND S10E:lITE BASE Iru� vUa .• i ' INERS ARE COPED AND BUTT JOINED, OM SHALL BE PRE-PAIMIED. WITH A VATER-BASED EPDXY RUST 118111VE PRIMER PAINT VITH A ORT FILM THICKNESS OF OJ3 10 12 M L FRAMES SHALL BE PRE-PAINTCD WIN AN ACRYLIC LATEX VATER-BASED/ . ' WRY Sym TER•RCOUCIBLC WHITE PRIMER WITH A DRY FILM IMICKNESS OF 08 TO 12 MIL. tiLNR M M OijrAPLES p 80 11/16' —� t---4 - MAX MAX 98 x 1- 3/4' F.H.W.S 3) PER SIDE FROM JAMB INTO THRESHOLD APPROVED AS CO'JMLYING "I i i 1 1— SOUTH F1,�PfikA DUU111CI C:u: GAT JUN BY PRODL• T C fYR01 CI•AS:S I U BUILDIt7 CODE =.IPUX-iCE CFFiCE ACCEPT.VICE ILO. LF - 03 me. I I -1020-C'W SHEE T t O:. :,= m, 112' iLASS BITE GLAZING DETAIL O U T S W I N Cj OTHER CONFIGURATIONS SHERVIN VILLIMS BSM urzatmT cano[ uru caulxfin 3/4, EXTERIOR. IMERIOT APPRa/2o rU CMgpLnRG 1ATT, THE sTxrr„� q � Dc I ut19 III*-L ar- BT PR T t1Hpl TAYl9@1 - 1/B' IEIPCREO QASS BUXMNG CODE cc&nw CE U f L �rT®t ACCEPTAMEII0.�1-03111.L1 "Ing R ig 1-1020-EN-0 SI[ET. 2 Q 6 I -- mum E 80 11/16' MAX EXTERIOR 79 5/16' MAX -SECTION B-B 11/4` INTERIOR VOOD HEAD JAMB ',mi nuneLK. CONH[NIS ------— EV-12 1 1/4' X 4 9/16' MIL 10 BE PING OR COMPRESSION VEATHERSTRIP W- q EQUIVALENT . K WOOD STRIKE JAHBARD ALUMINUM - N R XS A 0 1 1/4' X 4 9/16' NIL TO BE PINE -BUMPER THRESHOLD EV-13 OR EQUIVALENT PREMOOR BRAND OR EQUIVALENT TOP CHANNEL EV-05• - 11/4' x 4 9/16 PREHDIIR BRAND - 1 ll/16' STEEL - 20 GA STEEL 26 9L lll/ iml -01� YSKIN F A14 pT amn111 Q64t R1111m D BASF FOAM - DENSITY 2.0 10 25 lbs./Ft' BOTTOM CHANNEL EV-04 1PREMOUR DRAN0 - I II/16- - eD M LOCK. BLOCK STRIKE STILE EV-OB •EV-07 4' X 9 1/2' NIL FO OU BE PK OR EVALENt 15/16' X 1 11/16' wn Tn � n..-.. ____ UMU[, 31ILL' LOCK PREP FILLER_PLA 4'x4' HINGE WOOD HINGE JAHB 010 x 3/4' FHWS. 010 X 2' FHVS. V Nor m@Il(I �t 16' HR 1 SIDELITE VOOD STILE OB x 2' FJ V.S, LOCKSET 010 x 1 3/4' FHVS WOOD SIDELITE JAMB 64' SINGLE PANEL AS: - SIDELITE TRIM (WOOD) WOOD CASING ® VOOD SIDELITE HEAD JAMB ©' WOOD SIDELITE BASE POLYPROPYLENE LITE FRAME 0 - 06 X 1 1/2' PAN HEAD SCREVS PIN NAIL D❑W SILIC❑NE 0995 tiPP114140AS CWtym unt ntf pH FI3Tl{L l)UUf1 1 in1A11(P caut'lDV<CE OFTICE PI I tco_t'rulcA; tm�o 1-osl v. �, 111/16' NIL TO BE PINE OR EOOIVAL— EHHI W-09 PREMDUR BRAND - Mg- THICK- HTL TO BE v-15 HAGER BHYLE RAND HINGE OR EQUIVALENT - .097 PTOHICK (SE( I 1/4' X 4 9/16' HTL TO BE PD(E.TDT EQUIVALENT (4) SCREVS PER HINI,� INTO DWI 6) SCREWS llptt)UTjt CACH Sl ElirC JRN/ BHO SIDELITE_ 4' WVN fRM N4x ISOC. IFfJt[flill REFER TO ELEVAITpR VIEV, FOR 1 orSUZEVS USED AND I0CAl1DIS fV-07 15/16' X 1 11/16, HTL TO BE PINE OR;EOUIVALENT (2)-SCREVS AT EACH STRIKE PLATE KVIKSET BRAND 200 L IX OR HARLOC BRAND 100 LOCK 4I SCREWS 11RgIQt tf'MX JAMB L410 SIDELITE JMI HA1I 10' OL TNEREAFIER B. Ir DOWN rim II A O.C. vs T � ERA JARSINfO SIDELITC JAI11, P DOWN fepT I 4) SCREVS IIBi MI EACFI NINM Vila MOB jZj v-IB i 1/4'-X 4 9/16' NIL TO BE PINE OR EQUIVALENT W-19 AS N t1111O1 - -164 v-20 5/16 x 1/2- MTL. TO BE PINE OR EOOIVALENI d-2l rail SIME 9T SI Jnnaz• as ... - t V-22 . 1 1/4' X 4 9/16' NIL TO BE PINE OR EQUIVALENT N-23 1 1/4' X'4 9/16' HTL TO BE PIK OR EQUIVALENT 643. ODL-Z HP PolyproPylene by ODL 18 PER FRAME 10 QID t4 r WIER. 4 I19G N10 , In ITta9 CAI Nu 8 OL. ItEBAfTT1t IISE1 Rt mums IWB IY &% . j31-1020-EW-0 SHEET 3 OF 6 _ li1If5DW t[I101 0 1/4' SHIM MAX yTERIOR I 79MAX16'. 80 11/16' I MAX 2 BY WOOD BUCK SECTICIN C-C_ 1 1/4' -EXTERIOR PLEASE SEE 'GLAZING DETAIL' DRAWING 931-1020-EW-0 SHEET 2 OF 6 1 1/4' DOW SILICONE 4995 Wrpy(� Ie COt,p_p1� tNiH iNE SOUiH Ft� D� �, PI m, 911 81k1QC1(i CO!+E CO1t7�W10E �FICE PII mXGPLal.a wo. 01-011 V. L M n 1 1-1020-EW-0 SHEET 4 OF G. 4' w Ki 1 1 ILIA •.UUUl\ I,LJINI IUUNH I IUJVJ. awrdruD 71 MAX u,E J 1i '� T� Mt • M' PI re 1tRa DPAS*m 90 uutLUM conE co!Ap, l On PII h'CEP0.'KE MJ.O I - 0'i 77 1IZ• not 4" MAX •" wt I Mt 4• MAX r Mt 1i, m,.. �Mi 1 u' ^'X Mt L of t oL 13' MAX 6c p 0 a• MAX— nt 13, MAX OL 14* M 6• Mt 7" Mt �• 1111I 4• f4[ X 31-1020-EW-o SHEET S OF 6 e[nsm [uus u i NLK DUUK HANEL STYLES 36 - MAX 19 rx 16" 03 00 DDD aoa ouo ❑❑ aaa BLANK TOP 6-PANEL 4-PANEL 9-PANEL 10-PANEL IB-PAN 4-PANEL OTHER SIDELITE STYLES 30' [—MAX 79 F/—l6° - M X - d 0 SL-la SL-20 SL-30 SL-60 SL-50 SL-500 SL-69A SL-69B ou DU oa oo QD �o un nn un on oo .. oa . o0 oa PD-1 PD-2 PD-3 PD-4 PD-5 . Po-6 Po-7 Po-e 1.. 9 U. 9. 0 ® . as . if PD-18 PD-19 PO-20 PD-21 PO-22 PD-23 PD-24 PO-25 �0 0 �oD n00 ��0 • �9� �� 00 ❑o ��� U�d • U�fl �oo o �� PO-35 PD-36 PD-37 , PD-38 PD-39 PD-40 PO-41 PO-42 130 ®9® UD Uo �Do QD 0� ©® 000 p p �❑ qq q0 c FLUSH 8-PANEL CROSSBUCK 12-PANEL 4-PANF� ❑ ❑ EYCBRUV YiSCR 1lL ETEB p 5'PAEL 5-PANEL V/SCRULL EYCBRQV I 0 D0 SL-69C SL-25 SL-55 SL-30D SL-40 SL-9DA 0o ao .oo �a oa PO-9 PD-10 PD II PO-12 PO-IJ 111 ��� 111 (fin I ,unl nrnl� 1::iiiil111, #.I. . I PO-43 PD-43A PO-438 D st-9OB SL-90C SL-308 SL-30C SL-70 f SL-BO DD oo qq PO-14 PO-15 PO-16 PO-17 c� lu r� �u PD-31 PD-32 PO-33 PO-]/ PREM N - Y SYS 911L.ET1[1Dla • 31-1020—EV-0 FRISK M 66762 SHEET 6 OF 6 . • �vanr mmc Maronda Systems Maronda Systems 4005 Maronda Way Sanford FL 32771 (407) 321-0064 Fax (407) 321-3913 Engineer of Record: Tomas Ponce, P.E. 1005 Vannessa Dr. Oviedo, FL 32765 FL PE # 50068, Design Criteria: TPI Design: Matrix Analysis TEE-LOK software PLAN JOB # LOT ADDRESS DIV/SUB MODEL ROANOKE K 3 6CCO6901 69 126 CROWN ORLN-CRC ROAK3 RIGHT COLONY WAY 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: 31 Layout 10-8-02 R 10-5-02 Roof Loads - VT 4-11-01 S 10-5-02 TC Live: 16.0 psf TC Dead: 7.0 psf BC Live: 0.0 psf BC Dead: 10.0 psf HIP 10-20-00 S1 10-5-02 A 10-5-02 T 10-5-02 B 10-5-02 U 10-5-02 61 3-3-03 V 10-5-02 Total 33.0 psf C 10-5-02 D 10-5-02 DurFac- Lbr: 1.25 DurFac- Pit: 1.25 O.C. S acin : 24.0" E 10-5-02 F 10-5-02 G 10-5-02 H 10-5-02 H 1 10-5-02 H2 10-5-02 J 10-5-02 11 10-5-02 J2 10-5-02 K 10-5-02 K1 10-5-02 L 10-5-02 L2 10-5-02 L3 10-5-02 O 10-5-02 P 10-5-02 Q 10-5-02 INV # DESC QNTY APR 1 4 2803 DATE: 18331 EHUH26 18330 EHUH28 18360 SKH26R 2 18361 1 SKH26L 2 18362 SUH26 16 18370 THJ26 18336 EHUH28-2 1 SEAT PLATES 103 38-0 1 (31 aql 01 Oil Oil 01 Oil 01 Oil Oil 01 oil ol oil oil 0-1 cyll of IV T % Il... 1 11 1 1 1 III vAILT [— - IT IF S SU 6 NGE S 7WKH26A GERS 2 SKH26 fj� HANGERS 4 I \\ AB- 4PLY GIRDER N \\ I C VOLUME CEILING �\ D 12 a / I I E / \ F I 12 \\ G // 12 I d 4 6 i/ 6 F 12 U / / �� 4 �� I 4 N I E 8'-0" Q ILING 781 D �\ VT62 \ � VTSOB I C / vT B 1-3PLY / RAISE HANGER T \ Vr64 �-EHUH2&-2 HANGER 18 9 528 I H _ ; K1 ODD PACE H r / 04 _ H z-' ODD PACE i K 0 Ir-a CEIUNG I H1 8'-0" ClEILING J I 1 H1 �N H J� e"PAe 1-12-GABLE — — — 124 6.4 I I, / JI � I ag-woo ��.`n s� '2! s mz I 12 I 12 J I JOB NUMBER: ROAK3 CUSTOMER: JOB NAME: ROANOKE K 3 DRAWN BY: ech DATE: 10-8-02 PITCH: 4/12 & 6/12 O.H.:1-6" & 1'-0" BEARING: 8" LOADING: 33psf 6 I JI U I IQ N �_ 19�_ APR�b2003_�2003_3 r ,,d�r es' �s� � �iiLt Itrw�l."sgti" I B-91 Summary Sheet COMMENTARY and RECOMMENnATtnK!c F,r HANDLING, INSTALLING a BRACING METAL ELATE CONNECTED !MOOD TRUSSES ID reresQcrnsibllltvofthe instaiier(bidder bufldino contractor lhignsojcontracto aror erecnoncontractorl tonmaerlvreceive unload st [2 handie installand � metal Plan connected wood Mes to tcrotectlite and oropedZ The installer exercise the same high degree of safety awareness as with any other structural •ial• TPI does not intend these recommendations to be interpreted as superior project Architects or Engineer's design specification for handling, installing ,acin g wood trusses for a particular roof or floor. These recommendations are i upon the collective experience of leading technical personnel in the wood 'ri:%i J 4 � - wlmin M, }.oC-rwnu vil.'Jur.w}Yul"'^�u' _},•�'G,�•_�7i1�'N� rass:e,�1;ore�l� n rzs;r f U � •� � ss• o r nb tr. a. �O SUD e' , •�•• •ilr , II E � e. � t� I [� M `�l�x Tj 5N' S1}'t{QW�Fl r L 'w+Yfi�."'i �iRt Ji °I7©^ br a a Et in ai ` i `rl �ex sAt?�_'=:'.? L�r��ialr •;�M�s,, ,gip r'..s.es�• , no.iuse tle' Ty siu k-to.nG�Ss`•ns,iaipCs!R71tA[ar5;um'gc'rus .M .• K�'., _ • • . Y 1�?t�� � I.' �;i' �.,'r�'"' •ciii 6'� � 'i�i ti�:rrz;,�+a; • ,Brie ri a p.• firisces z�fEre�ufi�ifl��' tlh .I..khwNIl1001.i}�a.._ _m�.M1—+-uc�11L.f' uRM.h�� iWvtlYrorvu�Sf4h�..Y�ba ��� _n�r� TRUSS PLATE_ INSTITUTE 363 D'Onofrio Dr., Suite 200 Madison, Wisconsin 53719 (608) E33.5900 truss industry, but must, due to the nature of responsibilities involved, be presented as a gulde forthe use ofa qualified building designer orinstaller. Thus, the Truss Plate Institute, Inc. expressly disclaims any responsibllltyfor damages arising from the use, application or reliance on the recommendations and information contained herein by building designers, Installers, and others. copyright Q by Truss Plate Institute, Inc, Ali rights reserved, This document or any par; thereof must not be reproduced in any form wlthout written permission of the publisher. Printed in the United States of America. FORAGE "s es.s'h0,11 Ifia%1ie: r' � , hfe.rrain.ao�uirr�� YC nu'Id1;Cali I— ••:'rl — �•T.t d i' tF'• ,t 1 %�'-�,��,s;aw �i•�fc, �'' �'{f(q,td �14 `IQE. Tf^ 3 * � rw�}�ira� ro �{��r�91P` ° � -o ' d -r r r �`�' I '•r:�1i.:�n`:rc. NII&:z7FFRia'QC^Y �M,�n� n'111b��3]\'H�.I�.d7��i11�� i L,Iv'{fiL'l�rRi;fjL•(niyl�rd�iyvj,l'J?�rt�lau�!'nw:1''�I.71,LN"•}� 1ql a�iEfI)Tta'stdespnrg�iun`fesssi 'r u Ym�S��� °�:,,p 'iff`ac�edA� on an:c3s Q •`'�jEMT 1Y r99�� t ro,i°r` gala t I�1 r3 e1101!$ all �[ OPllrn� _ ��'P7�.14}� ,atWi lM�t 5tn w. maE �n:��r_ylnerF 1 -ag /Approximately Approxim fy Tag 1/2 truss length 1/2 truss length Line Truss spans less than 30'. Fthe Spreader Bar Toe In —� TAP In Less than or equal to 60' 1 \ Tag Line Spreader Bar Toe In —� Less Than or equal to 6o' Strongback/ SpreaderBar Tag / 'Line Strongback/ SpreaderBar At or above mi mid -height � Tag— Line Typical veriica! nd Wall dr etlechmenl plan I r' ;icing Ground Graca Verticaia (GBV) Typloal horizontal lie member with muNtple ainkea (1-17) �Inruaa of bran oup of trueee (ES) pehorde th ale re l stare fly bncad oen bucY.fe - etherand cnuaeoollaoea Il there lane diego- bracing. Diagonal bracingylhouid benatled he and erside of the lop chord when purling rstrncllad to the topelde ohthe too chord. 26' 1 2.5 7' L. 1.7,.� , ,., : t� ' 2E'3.0 6' 9 6 �'f - 50' 3.0 5' S 1 3 60, I See a registered professional engineer ougias Fir -Larch SP - Southern Pine em-Fir SPF - Spruce-Pine-Flr rlL:0U5 Tnn r;hnrrf it Bra red ° or C ,men !red All lateral braces lapped at least 2 trusses. DF-D.ouglas Fir -Larch HF- Hem-Flr All lateral braces lapped at least 2 trusses, SP - Southern Pine SPF - Spruce -Pine -Fir • G. 0�� r�o 1` yelh \,tF Too chords that are laterally braced can hu:kre idgetherand cause collapse lf1here is no di-go- ,`l 5 net bracing,. Diagonal bracing should be nailed ��. to the underside of the top c1Sc=d when purling are attached to the topelde of the top chord. MKge� t7' J n, �q: �i� iaiW�btu.:�wugA Porch tile( arn luteraflybrpood oenblickie, wend "use aollapee tf there Isno dlego- acing, Diagvne!bracingshouldbenalied underside of the top chord when purline ached to the topaloe of the top Chord, Top chards that are laterally braosd oen buakie togatherand cause coliepse It there is no diago- nal brevirlp. Dlagonelbraoingahauldbenaliod to the underside of the top chard When purling ere ansohed to the topeide at the top chord. Continuous — Top Chord Lateral -Brad Required 10e or At'schmeml Required Continuous Top Chord\� Lateral Brace Required T 10" or Greater Attachment Required - LID to 24' I 3/12 a, . . 111 - lor.-r"Trlr':�l 17 12 Over 24'- 42 3/12 7' 10 Over 42'- 54 3/12 61 6 4 Over 54' See a re isler9d rofesslonal en Ineer DF- Douglas Fir-LBra,h SP - Southern pine HF- Hem -Fir SPF - Spruce -Pine -Fir w Nil Diagonal brace also required on end verticals, - O'n buckle braced- fld op 0" 0the derside of the r 8,..d "re b I., chord n P.,11n. .- . 1d tap ohord, PLUMB 12" 114' 1 24" 1121, 21 36" 314" 31 48" 11. 4 ' L(In) 12 3 of &I All lateral braces lapped at least 2 trusses. Continuous Top Choral Lateral Brace Required 10' or GrE Attach me Required Length L (1n) Lesser of L/200 or 2" BOW L (in) ............. ............ T Lesser of Lesrser of L�200 or 21 D/50 or 2" A n W ..... cL,menf ®��® 16.7' zbull 1-1/4 20.3' 1501" 3/412.5' juu" 1 -1 /2" 25.0' OUT -Of -PLUMB INSTALLATION TOLERANCES, OUT -Of -PLANE INSTALLATION TOLERANCES, J21 CMM:;a. r�o n�d�a e =ms , hf MA 01MASYSTEMS 4005 Maronda Way Sanfor%, FL 32771 Date: March 5, 2003 To: Building Department 15 From: Maronda Systems Torras Ponce Professional Engineer State of Florida #0050068 Subject: Valley Trusses (407) 321.0064 Far (407) 321-3913 All valley;trusses labeled VT-1 thru 100 are covered under the general valley sheet provided in the truss package signed and sealed by the engineer of record. The connections are noted on the structural info sheet of the plans. All criteria of the valley trusses are noted on the general sheet. If you have any questions please feel free to call at 407-321-0064. SAc��erely Torn s Ponce, P.E. Date: 3i5�o3 F'p���.� .��```\ ... V tf • • M — No. o0�r0063- t � - S TAk r E O O 'rE to 44 ftrrrf VnS,0 I.... AL rid, �fPifaFgt�ff l lt'e.�C�• DESIGN INFORMATION Thb dealgn Is for an (Odtvld"al budding eoaapnnent and bas been Daaed un mf_Uan P 4d—d th the eUent. The dafgncr Al-4. s 'nV retpa"s lllty for damages as a tmult of faulty at ftae-met t formation: apccmmjjona and/or d-4P" Aanbhed to the tnue deatgors h7 the client and the mrmdneaa or ar,+•.a ; of Ihls Iofmmathm as D may relate tD a spo- dne "ect and accepts no rape"slbptty a ea¢tses no tnOtml mUh rzgard Io f hAa- ma'-9- abtPaamt a.rd hs>allatim of ftus� 6. THIS Into has been dtsipd as an I.dwA�lTd II -IBM a04 KDp 97 m he at' a Part Of the buddtog deatp by a B Deligeer b'egtalaed ardwmd or pmfnS LarW btrOdmg . (. a ed f r apwaaat t e a mml be he da7gr. Imdypy almmn checked to be ewe that the data shame are In agrecmmt mitb the local buildw1 ddea. Inal dimatle rxomta for sr/nd arpeay )rode, Prgtd SpedatI nm a -Pedal applied loads ()nleas shoo", true h- 0e1.ban dealgrud for xt°r°g° m ocmPaury leads. The deaipa assmeca @mP�tDeo dntds (Inp or bottom" ate mrttlne- aP�ed• oUb A+he.c mt 'edesa oth—tae rid AtIlY blared . chants m least." era "� Wig• W r ah« a bI.eat�ord yaaPWt`d pkte'� gabantreq 't --tL .sd horn 2D g?nga hat Glade 40. ®lrn uth—face sh. A Ms. FABRICATION NOTES P1� t— 4.q the 6hAatoraban r Lea, dn�wtn8 I, cay that this dtamhtg tt In rmt(mma"ee mlgh the &bdcatoe- pyrys aed to r='J"' a "OU ".ap--bMty for —.h vee- ft-U ati Any dh =' t-'—'ea are In to put to d"Ag -roe ehOlog ar f.ladatte o Phla aha0 not be installed Deer knotholes. Toasts m dhtated gala td®bray ahan be cut . fat tt& RUt"g mood to mind l.artog, Coo Dec'— Plat—.b.D be loatd oa both bcm of' the trees mint ""' mob' tmb9ddrd and ahan be sym. aholit the Joint codes, omcrwLu shoran A 3X4 plate is 5- aide x 4- Iooq A Bag plate I. B' mlde x tY lhng. Slots N ks) rim patallet to the plate length spectned- Dauhle rats on meh raxmb.m shrill meet at the coot old nfthe webs tmleaaml.awbeaheat. C-m-tor Phte.L_ ate mlemo® sacs based on the faros shoarO sod "lay Deed m ba meteasd far wt.m etuad- lhy and/or cn=u— streaaes Thb tn. b rat In be Tamtated mah ma -WdanL treated It"'t--tcasetbeambesh-m Pdraddllla a) A—LiD C-abal refer to ANSIrm I-toBS PRECAUTIONARY NOTES dd bradog and ea tba to ate Dco d-tines to he InDoered to o m1lib.11amlUng tmtattmg 3 nracmt. 111"I. Tresses are to be haodkd °rah Iwtwrta Care durb.g handfo and hua`Uhty d-c'y a"d InstaDaUon to --old damage T®perry and Prmyanent holding U.mo in a atxsi and P�paa- "I' sad for ratattng tateral forcers sh.0 be b d�t eatad- by.theta- C:+ akd band- ungti,Ut Nm�l prta--..y a�mmrbfo 2 trouts "natrm such ic"IPmarT h.acing during 'astallatbu bcbdua bOa s to avoid tappU g -hall lbe unnaes ibo coat" olNupemllam of d a'prrlma.d to the Inst o tLm o(humrs. Pmfrs IMW advt- ahan be sought (receded. :onecnaan® of amethuctlan loads gtrata han the deafen toad. shall not be eMU d to ruses al soy ems. NO goad. oth— than the WWP W the --A— sha11 t.e appled to .rues lotto an" all fastmbtg and htaetog s compldal MONO VALLEY VALLEY THUS COMMON VALLEY VALLEY TRUSSES (TYP) MARONDA SYSTEMS H � � UPPORTING TRUSSES HH IIYP.) II II VALLEY AREA SUPPORTING TRUSS VALLEY TRUSSES ITYP.) COMMON OR GIRDER �t in . I COMMON TRUSSES ITYP.) + VALLEY STRAPPING TO TRUSS BELOW USING MSTA12 @ 4' O.C. VALLEY TRUSSES CAN BE CANTILEVERED UP TO TWO FEE. WO: VALI FY SrT IF LESS THEN 3-0.0 THEII MOVE DIAGONAL WEB TTO\NEXT PANEL r TI: Vf QTY:1 (tI WHEN DIGAOIIAL WEB PRESENT USE 4X6 PLAT! (1) WHEN NO DIAGONAL WEB PRESENT USE 2X4 P' f 214 1224 ' OR 426 616 OR 316 VALLEY LIEMBERS AT REQUIRED WEBS t /18 316 418 t 416 24 - O.C. (TYP) OR REQUIRED WITH SPANS 23 21/ OR GREATER THEN 28.0-0 316 214 ' 2r4 2x4 316 0-04 �c1 2:4 I VARIES —1 UP TO T I2 316 214 2x4 214 214 4110 2x4 316 2x4 214 3x(I 316 OR 3x6 ow t 4x6 t4.6 2x4 MAX. 0.0-0 D.C. (TYP) j7 t � YAX.6-0-0 O.L. ITYP) �—• M ELOWU- 46 SPACING •� I� SPANS UP TO 60.0-0 sl TOP CHORDS: 2X4 SP 42 IT IS NOT REQUIRED TO SHEATH TRUSSES BOT CHORDS: 2X4 SP #2 BELOW VALLEY SET. VALLEY MEMBERS WEBS: •2X4 SP 43 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 8' 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 SHOWN PLATES.AnE T120 GA TESTED PER ANSIrI'PI 1-199S 1Karonda Systeins 4005 MARONDA WAY SANFORD. FL 32771 (407) 321-6064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Cont. Support WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. ! BRACING WARNING: Dtadog ahamn m thb dtatrmg 6 Dot erection bractog, mica bmcing. portal braclvg m shn0ar tea shave b twP6rt" feral aUkamg d+atgo and mhth must I. considered by the buMlog acsigncr. Bnjp attr hit W S Ppo of buss membcm Only to reduce buctaing Iwgth, provblons must be g made to dog at'ods'a.d -PeCffW EooUow determined t!u AddBloml bmring Of Ure Overall sbuctum ma be bl' bWldlog dn7gorr Musa Piste I"sUtute. TP1. Is Y d Ji1B-BI of TPII. baled al FRl "•f1wnM.. n..._ - Studs 0 6-0-0 ox. ling. Job: Dwg: Dsgnr: TLY Chh: TC Live 16.0 Jlsf TIC Dead 7.0 psf BC .Live 0.0 psf BC Dead 2.0 Psf Truss ID: VT Date: 4-1.1-01 DurFac - Lbr. 1.25 DUrFac - Pit: 1.25 • O.C. Spacing: 24.0" Design Criteria: TPI HIP BLOCKING DESIGN INFORMATION This drslgn is for an Indhidual building component and I— beat based on LaornnUan provtdcd by the client. Tine designer dbelabns an/- rrapwutbutty for dana.g� nu ..cash of faulty or Incorrect btforrmUon. speelIk2lions and/or designs Iumbbial to the lnw destpier try the cbwt and the torreclnessor arxancy at this Wematlm. u it. nay resists ro a ap— cute pal-1 and ii c pts tro rmponsibNty or ecuelso no c ii,tmil n nh regard to fabrta- Hart. handling. shlpmenl and Installation of truma. -this t.u.rs has bm destg..ed as an to wual bunding tmnpancnt In accordance wnh ANSIrM 1-1995 and NDS-9i to be lnertrponttd u part of the building it algn by a Budding Destgner (mglste, d nrehiteel nr professional gate ened. When reviewed far..ppronl by Urc Inindingdesig.tcr, the design Lodt g. shown must be checked to be sure Uat the data shmm nee In agreemutl with the oral budding code. lost dtmaUe mcurds lest ward arm— loads. p1q-tap—Inatlarn or speebl applied loads. Unless shownu truss has not bew designed for storage or occuponer loads- The deign asstmtes eontprmlon clients Itep or battered are —.Un- aunty bored by sheathing unless oUtetnVe spctllledI m Whem bottochants In tension ace not fully breed htealty by a Frmperlyappded rw e.1h g, they should be bntced at a Inaahnurn spacing of 1 V-(r a.._ Connecter piles shall be man ufactured Steen 40 gauge Ind dipped gsl.artbed steel m 11116 ASTN A GS7. 6.ade 40. unless otherwse slwwn- FABRICATION NOTES Prior a to falulllon, the fabraabr shad review this drrt big to -try tlat thb dniwng Ia In tardornunee with this 1.1id-Ines plans and to retire a ea U ub.g reaportabiaty roe such .eM1 Dation. Any dbvepar.cles arc to be put In ewtbng before eutling or (Adalbn. Plato shall not be Installed mer Irnothalea. krrols or dblorted groin. kla,ben shall he "I for Ughl fllthtg [road to Brood beating. Con- ucctnr plate shall h. looted on bau. N_ ec, the buss w1h rolls fully bubeddrd and shall be n. a s)tboui the Jatnt unless d/eerwlse shown. A 5x4 plate Is 5- tMe x 4- tang. A 6.s9 plate b G wide x (T long. Met. (holes) nor paralki to the plate length specified. Donhle cuts on web manben shall meet at the —itrold of the webs unlw othenebe sharer.. Con-i-tor plate abes are mintrnitra alas Iwsed on Ilne rnrces shown nerd may need Io,be =cased for eeitaw hand- ing ar nd/ocmdkm strw This truss isnot to be fabntoted with We relanlanl baled lumber mthas ati—tse ahi-a- For additional tnfarnaivon at AuaUtron Control rcf r to AN51/'ITI 1-1995 PRECAUTIONARY NOTES All bacb.g and a —iia. mea-inendaUonn sae to be followed to ti m denee with -Handling butadbng N Sn ichW. HIB-91. T'—- are to be handled All, particular are duAng banding and bandtbng. deltmry and mstatialion to avaed damage. orn Tmipny and Prn ,ent brsnyng for h idbhg In— In • atmW,t and plumb pas- Rbn and for msbUn'B labsal btrees stud be designed and WIaUnd by othem. Ca.eful hand- Ung b essential and cr,,U n braeing M al n)s mquita Normal preauftity adim for trusses r<qubo such temporary b.aemg during bislaUatlon between busses to amid loppUn, and dmninotng. The sopmbbn or c ectbn of lnwo shall be tinder the antml td persona esp.denad In the WtalbUon of tisanes. Professional advice shall be sought If needed. Corwentnllw, of ca—tr.eU .. bads greater than the dotgn bads shod not rye appUcd to Invses at any Ifni, No 4ads other than the wdght of the errsturs also 1� .PpUed to 1rn5s nntll niter all Iaste.wn and hmeing is cwupktcd. HIP GIRDER MARONDA I 2x OF WO: HIPDETAIL HIP BLOCKING ADDED TO TOP CHORD STEP HIP TRUSSES TO SHORTEN. - N/ Jl li .fl ICAL 1JrA/ t1J CKLVG FOR S .J E yt TMING 0 -q JL V d��JVA f S Mal•onda Systems 4005 MARONDA WAY SANFORD, FL_ 32771 (407) 321=0064 Fax (407) 321-3913I TOMAS PONCE P.E. LICENSE/0050068 lest/ GREENBROOa C-r.0VIEDOXI-32766, MAIMING: READ ALL NOTE —SON —THIS SHEET. A COPY OF 1111S DRAWING TO BE GIVEN TO ERECTING CONTRACTM BRACING WARNING: D.aetng shown on lfd! dnwlr.q Is not rrer:Uon brodng, and bnetrt ng. poal brodng _.knlfu braebng whkh b a Reel of the bulldtng design nut w.kh must be atuldernl by We buddb.g detener. Bracing shown b for ktml support d Imiis members mnly to reduce buckltng I—KU, Inds ens Ieenl be nri.de to anchor late.) bmeb.g al ends and specUtcd F albns detem.h.ed by the buUdbtg designer. AddlUooal bnicb,q of the merall slrueteire mar he ivtubed. (See III9-91 of Ttgl. II"nss Plate 1--Role, TPI, Is holed a1 533 D'Onoteto 1311ve hladboq Wisconsin 5371-L ,Etig. Job: Dwg: Dsgnr: TLY Citlf: TC live 16.0 par TC Dead 7.0 psr BC I ive OX par BC Dead 10.0 psr 1-OTAL 33.0 llgr Truss ID: HIP Dale: 10-20-00 DurFac LLbr: ' 1.25 DufPac - 131f: 1.25 O.C. Spacing: 2/1.011 Design Crifelia: TPI Code Desc: %I.n,E •7n nn ern .... DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the clleni. The designer disclaims any responsibility for damages ss s result of faulty or Incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of Uds information as it may relate to a spe- cific project and accepts no responsibility or exercises no control with regprd to fabrlca- Uon, handling, shipment and installation trusses. tnuses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1.190 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engmeeri. When reviewed for approval by the budding designer, the design kadmgy shown must be checked to be sure that the data shown are In agreement with the local budding codes. local climatic records for wind or snow Inds. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes tswnpmssbn chords (top or bottom) are continu- ouslybraced by sheathing unless otherwise specified. Where botton chords In tension are not fully braced laterally by a property applied rigid ceilhhg, they should be braced at a maximum spacing of 10`4 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 fabtteato's plans and to mllze a continuing responslbWty for ouch verl- Ucatbn. Any discrepancies are to be put in writing before cutting or fabrication. Plates shad not be metalled over knotholes. knots or distorted grain. Members shall be cut for tight fltttng wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nafb fully imbedded and shad be sym. about the joint unless otherwise sham. A 5x4 plate is 5' wide x 4" long, A 6x8 plate is G" wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the cenuuid of the webs unless otherwise shown. Connector plate sizes Gm minimum as albased 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/IPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recor m endatlons are to be followed In accordance with -Handling installing & Bracing. HIB-91. Trusses are to be handled with particular rare during banding and bundling, delivery and matallatbn to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos. Rion and for misting 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 dommomg. The supervision of erection of trusses shall be under the control of persons experienced in the installation of troves. Professional advice shall be sought If needed. Concentration of construction bads greater than the design bads shall not be applied to trusses at any time. No Inds other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: ROANOKE K 3 AC;. i0# UPLIFT D.L. TOP CHORDSt 2x4 SP #2 2x8 SP #1 D 2,3 BOT CHORDS: 2x6 SP #1 D 2x8 SP #1 D 2,3 WEBS: 2x4 SP #3 2x8 SP #2 1,13 4-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 Repeat nailing as each ply is applied. 1/2" thru-bolts at 24" o.c. shall be installed on TC&BC in addition to nailing. Distribute loads equally to each ply. MAX LIVE LOAD DEFLECTION: L/877 at JOINT #15 L=-0.50" D.-0.53" T=-1.03" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.39" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.19" RMB - 1.15 WO: ROAK3 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 4-PLY Hip Master designed to carry 91 0" jacks (mono truss framed to BC) and Hip Jacks framed to BC WadLod per ASCE 7-98, C&C, V. 125mph, H- 15.0 ft, I- 1.00, Exp.Cat. B, K.zt- 1.0 Bld Type- Encl L. 58.0 ft W- 38.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1568# Support 2 1514# TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -10656 0.39 18-17 9695 0.33 2- 3 -11996 0.36 17-16 19368 0.50 3- 4 -13394 0.14 16-15 19368 0.55 4- 5 -22811 0.23 15-14 22811 0.63 5- 6 -22812 0.24 14-13 19374 0.55 6- 7 -22812 0.23 13-12 19374 0.50 7- 8 -13402 0.14 12-11 9700 0.33 8- 9 -12002 0.36 9-10 -10661 0.39 4-PLYS REQUIRED TI: A ATY:4 -_ ------=°°=Joint Locations ............... 1) 0- 0- 0 7) 26- 9-10 13) 26- 9-10 2) 3- 6-13 8) 32- 0- 0 14) 21- 7- 3' 3) 6- 0- 0 9) 34- 5- 3 15) 16- 4-13 4) 11- 2- 6 10) 38- 0- 0 16) il- 2- 6 5) 16- 4-13 11) 38- 0- 0 17) 6- 6-11 6) 21- 7- 3 12) 31- 5- 5 18) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 0- 0 -46 6- 0- 0 TC Vert L+D -23 6- 0- 0 -23 32- 0- 0 TC Vert L+D -46 32- 0- 0 -46 39- 0- 0 BC Vert L+D -20 0- 0- 0 -20 6- 0- 0 BC Vert L+D -153 6- 0- 0 -153 32- 0- 0 BC Vert L+D -20 32- 0- 0 -20 38- 0- 0 Concentrated LBS Location BC Vert L+D -517 6- 0- 0 BC Vert L+D -517 32- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 3256 -4 -1568 BOT PIN 37- 8- 0 3257 0 -1514 BOT H-ROLL 6-0-0 26-0-0 1 2 4 5 6 7 9 1 0 Q 8X10 6X8 6X8 1OX10 6X8 8X10 T3X6 3X6 T 0-4-3 0-4-3 12X12 3X6 6X8 1OX10 3X6 12X12 4X6 1-5-11 4X6 3.00 I 0-8 13.00 5-10-11 24-10-10 5-10-11 Il 1 16 15 14 13 1 1 3256# 8.00" 3257# 8.00" 1- of 38-0-0 1-" (RO-I1-11) 518k glgy EXCEPT AS SHOWN PLATES AJ T120 GA TESTED PER ANSU1'P1 1-1995 Scale = 0.1675 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNF34A OROVIEDO.RL32786 WAKNIN4: 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 structure may be required. (See HIB-91 of TPI). n'russ (Hate ImUtute. TPI, is located at 583 D'Onofrb Drive. Madison. Wisconsin 53719). Eng. Job: WO: ROAK3 Dwg: Truss ID: A Dsgnr: ECH Chk: Date: 10-05-02 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 1.0.0 psf Design Criteria: TPI ' Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 7310- 62 Design: Mdrrir Analysis JOB PATH: CATEBLOKVOBSIROAK3 HCS: 018.20.02 " -,: ROANOKE K 3 AC: 10# UPLIFT D.L. WO: ROAK3 WE: TI: B ATY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the ---___===--a Joint Locations- ------------ 71nis design b for an trx"ual budding 2x8 SP #1 D 2,3 composite result of multiple loads. 1) 0- 0- 0 7) 30- 8- 0 13) 24-10- 0 cornponent and has been based an information BOT CHORDS: 2x6 SP #1 D All COMPRESSION Chords are assumed to be 2) 4- 2-13 8) 3 3 - 9- 3 14) 19 - 0- 0 ' provided by the ellent.The dolgnerdbcbh- 2x8 SP #1 D 2,3 continuously braced unless noted otherwise. 3) 7- 4- 0 9) 38- 0- 0 15) 13- 2- 0 any far ammInfamnation.s an'att of WEBS: 2x4 SP #3 Wadl.od r ASCE 7-98, CfeC, V- 12 4) 13- 2- 0 10) 38- 0- 0 16) 7- 7-11 ultyora"smwty ion and/or designs furnished to the lwa deslgry andtyortrrrnsfurnihedto the H. 15.0 ft, i- 1.00, Cat. B, Rzt- 11.Oh� �� 5) 19- 0- 0 11) 33- 9- 3 17) 4- 2-13 by the client and the correclnewi or accuracy PROVIDE UPLIFT CONNECTION PER SCHEDULE: Bld Type- Enel L- 57.3 ft We: 38.0 ft Truss 6) 24-10- 0 12) 30- 4- 5 18) 0- 0- 0 of this Information as it may relate to a spe- Support 1 983# in IITP zone, TCDL- 4.2 psf, BCDL- 6.0 psf ----MAX. REACTIONS PER BEARING LOCATION----- - cide prefect and accepts no responsibility or Support 2 971# impact Resistant Covering and/or Glazing Req X � Uplift I� Type es ecembnocontrolwithregardtobbrlra- MAX LIVE LOAD DEFLECTION: 0- 4- 0 1305 -39 983 BOT PIN trusshandling, trusshas eendeand signed"aon Inivn. This Wes has been deigned m an L/862 at JOINT # 5 ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 37- 8- 0 1305 0 -971 BOT H-ROLL mdtvidualbuilding componentInaccordance with L=-0.51" D=-0.52a T=-1.03a 1- 2 -3666 0.58 18-17 3281 0.61 ANSirM I-1995 and NDS-97 to be incorporated MAX HORIZONTAL TOTAL LOAD DEFLECTION: 2- 3 -4208 0.62 17-16 3408 0.62 aspan ofLhebuilding design byaBudding T= 0.44' 3- 4 -5964 0.37 16-15 3995 0.44 Dmigner (registered architect wprofessional MAX HORIZONTAL LIVE LOAD DEFLECTION: 4- 5 -6627 0.40 15-14 5965 0.63 engineer). When reviewed for approval by the budding designer, the destgn loadnp shown T= o.aaa 5- 6 -6627 0.40 14-13 5965 0.63 must be checked to be sure that the data shown RMB 1.15 6- 7 -5965 0. 37 13-3.2 3996 0.44 g am in aeernent with the local building codes. - 7- 8 -4209 0. 61 12 -11 3408 0.62 local ciimatxrecords forwind orsnowloads. 8- 9 -3667 0.58 11-10 3281 0.61 project specifications or special applied bads. Unless shown. truss has not been designed for storage or occupancy bads. The design assumes cnmpressbn chords (top or bottom) one mnllnu- ously braced by sheathing unless otherwise specified. When bottom chords In tension are not fully braced laterally by a property applied rigid ceiling. they should be braced at a maxtmum spacing of I(Y-0• o.e Connector plats shad 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 shad review this drawing to verify that this drawing b in conforcnanee with the fabricator's plans and to realize a mnunutng responsibility for such veri- Bmtlon. Any discrepancies are to be put in wrtUng before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for Ugght fitting wood to wood bearing. Con- nector plate shall be located on both faro of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A Sx4 plate is 5' wife x 4' long. A Gx8 plate is B' wile x 8- ling. Sits !holes) run parallel to the plate length specified. Double cuts on web mothers shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes am mntrrtum sties based on the farm sham and may need to be increased for certain hand- Iing and/or erection stresses. 7hb truss Is not to be fabricated with fire retardant treated hmnber unless otherwise shown. For additional information on Quality Control refer to ANSI/1PI I-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations ane to be followed In accordance with -Handling lmtalling Q Bracing. HIB-91. Trusses are to be handled with particular cam during banding and bundling. delivery and butallaUon to avoid damage Temporary and permanent bracing for holding trusses in a straight and plumb pos- Won and for resisting lateral form shad be designed and Installed by others. Careful hand- kng is essential and erection bracing is always required. Normal precautionary action for trusses mqutres such temporary bracing during installation between trusses to avold toppling and dominoing. The supervblon of erection of trusses shall be under the central of persons experienced in the installation of trusses. Professional advice shad be sought If needed. Concentration of construction Inds greater than the design loads shad not be applied to tenses at any time. No loads other than the weight of the creclors shall be applied to trusses until after all fastening and bracing Is cornpleted. 74-0 k 234-0 k 74-0 Ilk 1 2 4 5 6 891 0 1OX10 6X8 10X10 T 4-5-15 0-4-3 Imo' 11-2-0 3.00 I as 6X8 1OX10 13.00 T 0-4-3 4-0-3 T �L 6-11-11 k 22-8-10 k 6-11-11 I 1 17 il6 15 14 13 1 11 0I 1306# 8.00" 13061/ 8.00" COSM"1-1-9 38-0-0 11-1-9 J) A (12) 2X4 (Ri-1-7) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1664 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 10M VANNFSM DROVIEDO.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 bracing or strndar 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. Provlslons must be made to anchor lateral bracing at ends and specified locations detennned by the budding designer. Additional bracing of the overall structure may be required. (See HB-91 of 7PO. (Russ Plate Institute. 7PI, Is located at 593 D'Onofrio Drive. Madison, Wbcomn 53719). Eng. Job: WO: ROAK3 Dwg: Truss ID: B Dsgnr: ECH Chk: Date: 10-05-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFae - Pit: 1.25 BC Lave 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psr Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 7311- 6: Design: Matrix Armfyrh JOB PA771. CA7U-L0KU0BSIB0AK3 HCS: 08.20.02 DESIGN INFORMATION This design is for an Individual building component and has been has ed on information provided by the client. The designer disclaims any responsibility for damages as a result or fatdty or Incorrect Information. specifications and/or designs furnished to the truss designer by the diem and the correctness or accuracy of this infortnatbn as it may relate to a ape- cdlc project and accepts no responsibility or acercbm no control with regard to fabrfa- Uom handing. shipment and installation of trusses. This t-sa has been designed v an Individual budding component in accordance with ANSI/IPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Budding Designer (registered architect or professional engineer). When reviewed for approval by the 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 kinds. Unless shown, thus has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are contmu- 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 maxtinum spacing of Id-M O.C. C"rmect" plate shag be manufactured from 20 gauge hot dipped galvanized aim] 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 fabrl=toes plans and to realize a continuing responsibility for such vert- 1latlon. Any discrepancies are to be put in writing before cutting or fabrication. Rates stall not be installed over knothole3. knots or distorted grain. Members shall be out for tight mting wood to wood beam& con- nector plates shall be bated on both face of the tutus with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5t4 plate Is 5' wide x 4' long. A &S plate b fr wide x 8- long. Slob (holes) run parallel to the plate length specified. Double cub on web members shag meet at the centrald of the webs unless otherwise shown. Connector plate sites an, nib hnum atilt based on the forces shown and may need to be increased for certain hand- fing and/or erection stresses. 71hb lzuv b not to be fabricated with fire rebrdanl trated lumber unless otherwise shown. For additional taforms ton on guabty Control refer to ANSI/7P1 1-1995 PRECAUTIONARY NOTES UI bracing and erection recommendations are :o be followed In accordance with 'Handling minding Q BrachW, HI13-91. Trusses are to x handled with particular tare during banding uhd bundling, delivery and WtallaUon to avoid lnmage. Temporary and permanent bracing br holding tenses In a straight and plumb pos- Uon and for resbUng lateral forma shall be Iesigned and Installed by others. Careful hand- Ing b essentbl and erecUon bracing Is always equbed. Normal Precautionary atUon for cruses requtro such temporary bracing during nstalladon between trusses to avoid toppling and dountnobtg. The supervision of erection of russes shall be under the control of persm s xpedenced in the installation of trusses. Rofesalonal advice shall be sought if needed. :ontentratbn of construction Inds greater ban the design loads shall not be applied to runsc at any line. No lads other than the night of the erectors shad be applied to cusses until after cab fastening and bracing t completed. JB: ROAKii kFi-&3 AC: 10# UPLIFT D.L. -TOP•CHORDS:^2x4 SP #2 2x8 SP #2 2,3 BOT CHORDS: 2x6 SP #1 D 2x8 SP #1 D 3,4 WEBS: 2x4 SP #3 2x4 SP #2 6,12 2x10 SP #2 9 3-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 Repeat nailing as each ply is applied. Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 987# Support 2 971# MAX LIVE LOAD DEFLECTION: L/936 at JOINT #35 L--0.47- D=-0.48" T=-0.95- MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.36" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.18" RMB = 1.15 WO: ROAK3 WE: (): Plate(sp-OFFSET from joint center. The Joint Detail Report mist be included with any sulJmittal, inspection, and/or fabrication documentation. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V- 125niph, Hw 15.0 ft, I- 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type. Encl L= 57.3 ft W. 38.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -4649 0.12 20-19 4115 0.20 2- 3 -4685 0.12 19-18 4122 0.20 3- 4 -11248 0.12 18-17 6415 0.29 4- 5 -16635 0.26 17-16 11166 0.47 5- 6 -16609 0.26 16-15 19448 0.70 6- 7 -19836 0.29 15-14 16975 0.66 7- 8 -9858 0.23 14-13 16937 0.66 8- 9 -9182 0.32 13-12 7171 0.40 9-10 -7742 0.22 12-11 6949 0.40 3-PLYS REQUIRED TI: B 1 QTY:3 _ =__ == ===Joint Locations= __== ___=== =1).0- 0- 0 8) 30- 8- 0 15) 19- 1- 8 2) 4- 1- 4 9) 33- 9- 3 16) 15- 1- 5 3) 7- 4- 0 10) 38- 0- 0 17) 8- 8- 1 4) 8- 9- 7 11) 38- 0- 0 18) 7- 0- 0 5) 15- 1- 5 12) 33- 9- 3 19) 4- 1- 4 6) 19- 1- 8 13) 30- 0-12 20) 0- 0- 0 7) 22-10-11 14) 22-10-11 ------------ TOTAL DESIGN LOAD. Uniform PLF From TC Vert L+D -46 -1- 1- 9 BC Vert L+D -20 0- 0- 0 Concentrated LBS Locat BC Vert L+D -2367 19- 1 ----MAX. REACTIONS PER BEARING X-Loc. Vert Horiz Uplift 0- 4- 0 2466 -45 -987 37- 8- 0 2513 0 -971 5 6 7 r6 �0 9 1 6X8 06 0 10X10 3X6 6X8 10X10 8X10 T 3X4 3X4 4-5-15 0-4-3 6X8 6X8 1OX10 12X12 4X6 3X4. [8X189-13 3X4_ 4X6 12.00 I( 3 00 7-0-0 -9-1 21-2-15 7-3-4 2466# 8.0011 20 19 18 1 16 15 14 1 12 1 1-1-9 2513# 8 COSIQRr�A S (8) 2X4 38 -0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-199 2367# YYAKNIMi: READ ALL NOTES ON THIS SHEET. Eng. Job: LMaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgar: ECH Chk: 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psf SANFORD, FL. 32771 Bracing shown on this drawing is not erection bmcbtg, wind bracing, portal braking or similar bracing ttdnlch b a part of the building design and which must be considered by the budding designer. TC Dead 7.0 psf (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. 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. BC Live 0.0 psf LICENSE #0050068 Addwonalbracing ofthe O eranatrctureMybenegwbea, (seeHle-91 of Wit. (muss Plate Institute. 7T1, b to=" at 563 D'Onofrto Drive. BC Dead 10.0 psf S 1005 VANN SA DROVIEDO.FL32766 Madison. Wisconsin 537191. TOTAL 33.0 psf Deign: Matrix Analysis JOB PATH: C.ITEE-LOKVOBSIROAK3 ------------ LF To 46 39- 1- 9 20 38- 0- 0 1AJ111ViV----- -Loc Type r PIN T H-ROLL T 0-4-3 T7� 1 1-1-9 0.1664 Truss I1. B 1 Date: -0: uurhac - Lbr. 1.25 Durfac - Plt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code esc: FLA HCS, JB: ROANOKE K 3 AC: 10# UPLIFT D.L. WO: ROAK3 WE: TI: C QTY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the ..............Joint Locations............... This design is for an individual building 2x6 SP #1 D 2,3 composite result of multiple loads. 1) 0- 0- 0 7) 29- 4- 0 13) 19- 0- 0 component and has been based anmmrmatlon BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be 2) 4- 6-11 8) 33- 5- 5 14) 13-10- 0 provided by the client. The designer ddsclabns 2x6 SP #1 D 2,3 continuously braced unless noted otherwise. 3) 8- 8- 0 9) 38- 0- 0 15) 8-11-11 any faulty rinsroNcttnioty for amagesasnresunaf specifications �S: 2x4 SP #3 WndLod r ASCE 7-98, C&C, V. 12 ft, 1 Ohs 4) 13-10- 0 10) 38- 0- 0 16) 0- 0- 0 and/ordesigns funwhedtothewssdesigner �S: 2x4 SP #2 Her 15.0 I= 1.00, Exp.Cat. B, Rzt- 5) 19- 0- 0 11) 29- 0- 5 by the client and the correctness oraccuracy Bld Type- Encl L. 57.3 ft W= 38.0 ft Truss 6) 24- 2- 0 12) 24- 2- 0 of this information asitmay relate toaspe- PROVIDE UPLIFT CONNECTION PER SCHEDULE: in INT zone, TCDL. 4.2 psf, BCDL. 6.0 psf ----MAX. REACTIONS PER BEARING LOCATION----- ctfic project and accepts no responsmwtyor Support 1 967# Impact Resistant Covering and/or Glazing Req X-Loe Vert Horiz Uplift Y-Loc Type exercises no control with regard to fabacs- Uon.h. and of 2 1014# 0- 4- 0 1306 107 -967 BOT PIN designed vuvn. This truss has been designed as an Th..ssshm MAX MAX LIVE LOAD DEFLECTION: ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 37- 8- 0 1306 0 -1014 BOT H-ROLL indrvwualbuilding componentInaccordance with L/855 at JOINT # 5 1- 2 -3747 0.85 16-15 3365 0.87 ANSI/TM 1- 1995 and NDS-97 to be incorporated L=-0.51" D--0.53" T.-1.04" 2- 3 -3875 0.77 15-14 3574 0.51 - pan of the building design by a Building MAX HORIZONTAL TOTAL LOAD DEFLECTION: 3- 4 -4876 0.37 14-13 4953 0.58 Designer lregbteredarchitect orprofessional T= 0.57" 4- 5 -5324 0.38 13-12 4953 0.58 for Loadings hewn engineer). When reviewed the building designer, the design Loadings shown MAX HORIZONTAL LIVE LOAD DEFLECTION: 5- 6 -5324 0.38 12-11 3575 0.51 must be checked to be sure that the data shown Ter 0.28" 6- 7 -4877 0.37 11-10 3366 0.87 are in agreement with the local building codes. 7- 8 - 3876 0.78 local climatic records for wind or snow loads, RMB . 1.15 8- 9 - 3748 0.88 project specifications or special applied loads. Unity shown, truss has not bear designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced latemlly by a property applied rigid ceiling, they should be braced at a maximum spacing of 10'-0- o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvantsed 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 confomunce with the fabricator's plams and to realize a continuing responsibility far such vent- flcatfon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knothole, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Can- nector plates shall be Located on both faces of the truss with nails fully imbedded and stall be sym. about the joint unless otherwise shown. A Sx4 plate Is 5- wide x 4- Long. A 6x8 plate Is 6' wide x it long. Skis (holes) run parallel to the plate length specified. Double tuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate airs are minimum aids based an the force shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss b not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information an Quality Control refer to ANSIfM 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with'Handltng Installing d Bracing'. HIB-91. Trusses one to be handled with particular cote during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bmcmg for holding trusses In a straight and plumb pos- aton and for resisting lateral force shall be deigned and installed by others. careful hand- ling is essantlal and erection bracing is always required. Norval precautionary action for trusses reqube such temporary bracing during installation between trusses to avoid toppling and dommotng. The supervision of erection of trossrs shall be under the control of persons experienced in the Wtallation of trusses. Professional advice shall be sought If needed. Concentration of eonsaction loads greater than the design Inds shall not be applied to trusses at any time. No bads other than the weight of the erectors shall be applied to trusses until alter all fastening and bracing is completed. T -8-0 20-8-0 k 8-8-0 Ilk 1 2 4 5 6 8 9 11 -6�00 6X12 4X6 8X10 4X6 6X12 X� 11-2-0 si 3X8 3.00L 3.00 T 0-8 8-3-11 20-0-10 8-3-11 11 15 14 13 12 11 0 1306# 8.00" 1306# 8.00" 1-1-9 3840-0 11--1.-9. COS1�T�A S (12) 2X4 ' (RI-1-7) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 scale = 0.1664 LMaronda S stems WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: Dwg: WO: ROAK3 Truss ID: C y CONTRACTOR. BRACING WARNING: Dsgnr: ECH Chk: Date: 10-05-02 TC lave 16.0 psr DurFae - 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 bra" which is a part of the building design and which must be considered by the building designer. Bracing TC Dead BC 7.0 psr DurFae - Pit: 1.25 O.C. Spacing: 24.0" (407) 321-0064 Fax (407) 321-3913 ahowri Isfor lateral support of taw members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Live BC Dead 0.0 psf 10.0 f Design Criteria: TPI TOMAS PONCE P.E. LICENSE #0050068 Additional bracing of the owerollstructure may beRw�d. (See HIB-91ofTPn. fdruss Plate ImUtute, TPI• is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). ps Code DesC: FLA 1005 VANNESSA DROVIEDOX1.32766 TOTAL 33.0 Psf V•09 05.02- 7326- 6( Design: Matrix Analysis JOB PAIN: CATEE-L0KV0BSIR0AK3 HCS. 08.20.02 I ,,a: ROANOKE K 3 AC: 10# UPLIFT D.L. WO: ROAK3 WE: TI: D 9TY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 (): Plate(s) OFFSET from joint center. The --------------Joint Locations.....--........ This design Is an Individual building BOT CHORDS: 2x6 SP #2 Joint Detail Report -,at be included 1) 0- 0- 0 7) 32- 5- 3 13) 16- 0- 0 - component and has been based anmtormation WEBS: 2x4 SP #3 with any submittal, inspection, and/or 2) 5- 6-13 8) 38- 0- 0 14) 10- 3-11 provided by the client. The designer disclaims 2x4 SP #2 6 fabrication documentation. nin. 3) 1- 0- 0 9) 38- 0- 0 1) 5- 6-13 faulty m incorrect tnformatfon specnieatbns All COMPRESSION Chords are assumed to be MULTIPLE LOADS -- This design is the es 4) 16- 0- 0 10) 32- 5- 3 16) 0- 0- 0 and/ordelgnsmmishedtotheln,vdesigner continuously braced unless noted otherwise. ceatposite result of multiple loads. 5) 22- 0- 0 11) 27- 8- 5 by the client and the correctness or accuracy WndLod per ASCE 7-98, C&C, V- 125mph, 6) 28- 0- 0 12) 22- 0- 0 of this informatwnasamayrelate tonape- PROVIDE UPLIFT CONNECTION PER SCHEDULE: H- 15.0 ft, I- 1.00, Rxp.Cat. B, Kzt- 1.0 ----MAX. REACTIONS PER BEARING LOCATION ----- cdk project and accepts no responsibility Support 1 969# Bld Type. Racl L. 57.3 ft W. 38.0 ft Truss X-Loc Vert Horiz Uplift Y-Loc al with regand I to Elation lion, handling, shipment one Installation ofP Uon.exerhen ling. shipment Support 2 1016# in I2TT zone, TCDL. 4.2 sf, BCDL- 6.0 sf P 0- 4- 0 1306 111 -969 BOT PIIN trusses. This ova: has been destgned w an MAX LIVE LOAD DEFLEC-TION: Impact Resistant Covering and/or Glazing Req 37- 8- 0 1306 0 -1016 BOT H-ROLL individual building component in accordance with L/979 at JOINT # 5 ANSI/TPI 1.1995and NDS-97tobelncorporaled L=-0.45" D=-0.46" T=-0.91" ..TC... FORCE ... CSI ..BC ... FORCE ... CSI as pan of the building design by a Building MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -3932 0.67 16-15 3546 0.75 Designer (registered architect orprofessional engineer) Whenreewadforapprwsih T= 0.49" 2- 3 -3807 0.64 15-14 3546 0.76 building designer, the design loadings shown shown MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -4359 0.73 14-13 3483 0.54 must be checked to be sure that the data shown T- 0.24" 4- 5 -4375 0.66 13-12 4400 0.73 are in agreement with the )oral building codes, 5- 6 -4376 0.73 12-11 3485 0.56 local climatic records for wind or snow loads. RMB - 1.15 6- 7 -3932 0.611-13546 0.7 project specifications or special applied loads. Unless shown, truss has not been destpned for 7- 8 -3932 0. 69 10- 9 9 3546 0.75 storage or occupancy Inds. The dmlpn assume , 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 ce0tng, they should be braced at a maximum spacing of la-M o.c Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel mmung 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 mall- a contmubng responsibility for such verl- Motlon. Any discrepancies arc to be put In writing before cutting or fabrication. Plato shall not be bulalled over knotholes. 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 nalb fully imbedded and shall be sym. about the faint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A &B plate is 6' wile x B' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are mmintum at= based an the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss b not to be fabricated with Bre retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AB bracing and erection mconunendatfons are to be followed in accordance with -Handling Installing @ BmchT. NIB-91. Trusses are to be handled with particular cue during banding and bundling, delivery and tnstasatbn to avoid damage. Temporary and permanent bracing for holding trusses m a straight and plumb pos- Won and for resisting lateral form shag be designed and bistalled by others. Careful hand- iing is essenttal and erection brwcmg is always required. Normal precautionary action for trusses requires such temporary bracing during tnstallatlon between trusses to avoid toppling and dommotng. The supervision of erection of muses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought if needed. Concentration of cowtructlon bads greater than the design bads shall not be applied to trusses at any time. No bads other than the weight of the erect= shall be applied to trusses until after all fastening and bracing is completed. T 10-0-0 18-M 10-0-0 Ilk 1 2 4 5 It7 8 5-9-15 0-4-3 in 11-2-0 3.00 1 0-8 5X8 3X4 2X4 5X8 13.00 T 5-4-3 0-0-3 9-7-11 k 174-10 k 9-7-11 11 15 14 13 12 11 10 9 1306# 8.00" 1306# 8.00" 1-1-9 38-0-0 1-1-9 COS1�Tt�A (12) 2X4 l (R1-1-7) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1664 Imaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this dmwmg b not erection bmcM& wind bracing, portal bracing or similar bracing which b a part of the building design and which must be considered by the building designer. Bracing shown b for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specNed locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). rrruv Plate Institute, TPI, Its located at 583 D'OnoRio Drove. Madison. Wisconsin 53719). Eng. Job: W0: RDAK3 Dwg: Truss ID: D Dsgnr: ECH Chk: Date: 10-05-02 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 v-no n5 n9- 7397_ A, ....s... .,.....r,., ..... ....... .....�-....,.waoa.a..,..., Ma: ua.ar.vz JB: ROANOKE- K 3 AC: 10# UPLIFT D.L. WO: ROAK3 WE: TI: E ATY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the --------------Joint Locations=-------------- rib design bfor anindividual bullding 2x6 SP #2 2 composite result of multiple loads. 1) 0- 0- 0 6) 31- 9- 3 11) 19- 0- 0 component and has been based an Information BOOT CHORDS: 2x6 SP #2 All COMPRESSION Chords are assumed to be 2) 6- 2-13 7) 38- 0- 0 12) 11- 7-11 provided bythe client. The desWcriluYinali Yi • WEBSt 2x 4 SP #3 continuously braced unless noted otherwise. 3) 11- 4- 0 8) 38- 0- 0 13) 6- 2-13 any responsibility 'tfor damages asaresanof faulty or mmr on'reci information. specifications 2x4 SP #2 4,6 WndLod r ASCE 7-98, C&C, V- 15�%h• � 2 4 19- 0- 0 ) 9) 31- 9- 3 14) 0- 0- 0 and/or designs furnished to the truss designer H- 15.0 ft, I- 1.00, Exp.Cat. B, Xzt- 1.0 5) 26- 8- 0 10) 26- 4- 5 by the client and the correctness oraccuracy PROVIDE UPLIFT CONNECTION PER SCHEDULE: Bld Type- Enel L- 57.3 ft W- 38.0 ft Truss ----MAX. REACTIONS PER BEARING LOCATION----- - of this wormation as n may relate to a spe- Support 1 968# in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf X-Loc Vert Horiz Uplift Y-Loc Type cllxproject and accepts noresponsmwtyof Support 2 1015# Impact Resistant Covering and/or Glazing Req 0- 4- 0 1306 114 -968 BOT PIN exerLion, fin li controlwith regard Installation llat trusshandlingtrusshasbeend. shipment and MAX LIVE LOAD DEFLECTION: 37- 8- 0 1305 0 -1015 BOT H-ROLL ignedsa trusses. This truss has been designed as an L/999 ..TC... FORCE ... CSI ..BC ... FORCE ... CSI individual building component In accordance with L--0.37° D--0.38° T--0.74° 1- 2 -3972 0.70 14-13 3586 0.72 ANSIrM 1.1995and NDS-97tobeincorporated MAX HORIZONTAL TOTAL LOAD DEFLECTION: 2- 3 -3694 0.64 13-12 3631 0.72 as put of the bufldtng design by a Building T- 0.45" 3- 4 -4167 0.50 12-11 3401 0.55 De1gner (registered architect or professional engineer). When reviewed for approval bythe MAX HORIZONTAL LIVE LOAD DEFLECTION: 4- 5 -4167 0.50 11-10 3401 0.55 building designer. the design loadings shown T- 0.22° 5- 6 -3694 0.64 10- 9 3630 0.72 must be checked to be sure that the data shown 1.15 6- 7 -3971 0.73 9- 8 3585 0.72 ate In agreement with the local building codes. RMB - local climatic records for wind or snow Inds, project specs icmbns or special applied bads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords Itop or bottom) are mnttnu- ousy braced by sheathing unles otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ccUin& they should be braced at a maximum spacing of 10'-0' o.e Connector plates shall be manufactured from 20 gauge hot dipped gahantred steel meeting ASTM A 653. Cmde 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to vertfy that this drawing is in conlonnanca with the [abrlmtor'a plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put it writing before mtttng or fabrication. Plates shall not be butalled over knotholes, knots or distorted grab:. Members shall be cut for tight flw ng wood to wood hearing. Con- nector plates shall be located an both fan 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 8x8 plate is 8' wide x B' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the mntmfd of the webs unless otherwise shown. Connector plate sues are mininum 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 unt- othcrwtsc shown. For addlllonal idonnatbn on Quality Control refer to ANSI/TPI 1-19% PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -Handling instating & Bracing-. 111B-91. Trusses are to be handled with particular case during banding and bundting, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Rion and for resisting lateral forces shall be designed and installed by others. Careful hand- Iing is essential and erection bracing is always required. Nomal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and domunofng. The supervision of erecrlon of buses shall be under the control of persons experienced In the installation of trvssn. Professional advice shall be sought If needed Concentration of construction Imds greater than the design bads shall not be applied to trusses at any tine. No Inds other than the weight of the erectors shall be appbed•to trusses until after all fastening and bracing is completed. 114-0 154-0 114-0 1 2 4 6 7 0 T 6-5-15 0-4-3 T4 I 6X12 3X4 6X12 T 6-0-3 04-3 T7� I Imo- 11-2-0 Bi 3.00 11 3•00 10-11-11 14-8-10 10-11-11 11 13 1 11 1 9 8 1306# 8.00" 1306# 8.00" 1-1-9 38-0-0 11--1--9- COS1�I�A S (12) 2X4 ' (R1-1-7) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1664 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ROAK3 Maronda S stems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: E y CONTRACTOR. BRACING WARNING: Dsgnr: ECH Cal: Date: 10-05-02 Tc Live 16.0 psf DurFac - Lbr. 1.25 4005 MARONDA WAY MAR, BBm� g sshown on this drawing b not erection bracing. wind bracing, portal bracing or similar bmcbng TC Dead 7.0 psf Duae - Pit: 1.25 S5 FL. 32771 put of the building design and which must be considered by the building designer. Br -Mg shown is for lateral support of taus to buckling length. BC Live 0.0 psf O.C.Spacing: 24.0" P g (407) 321.0064 Fax (407) 321-3913 members only reduce Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 10.o f Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the Overall structure nay be required. (See HIB-9i of TPO. Ps ,.1 Cade Desc: FLA LICENSE #0050068 rRttss Plate Institute, In.b located at 583 D'Onofrio Drive, Madison. Wisconsin 53719). loos VANNFSSA DiaoVlstw.Nl-32768 TOTAL 33.0 psf V:09.05.02- 7332- 70 Design: Marrir Anal5ih JOB PATH: C:I7EE-L0KV0BSIR0AK3 HCS: 08.20.02 I I I I JB: ROANOKE K 3 AC: 10# UPLIFT D.L. WO: ROAK3 WE: TI: F QTY:2 DESIGN INFORMATION 'This design Is for an Individual building component and has been based on Information provided by the client. The designer disclaims any LuponslbWty 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 w It may relate to a spe- cdk project and accepts no responsmlbty or exerctsm no control with regard N fnbrlco- lion. handling, shipment and installation of trusses. This truss has been designed as an tndWiduai budding component In accordance wilt ANSI/'M 1-1995 and NDS-97 to be Incorporated as part of the building design by a Budding Designer (registered architect or professional 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 cod', local dhnatic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has no been designed for storage or occupancy Inds. The design asstmnes compression chords (top or bottom) are contl nu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied dgW ceding, they should be braced at a maximum spacing of lam' o.a connector plates shah be manufactured from 20 gauge hot dipped galvanlred steel meeting ASTM A 653. Grade 40, unless otherwise shown. 11103,11 Prior to fabrication, the fabricator shag review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such vert- fkntion. 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 tlght fitting wood to wood bearing. Con- nector plates shall be located on both fain of the truss with nalls fully imbedded and shah be sym. about the joint unless otherwise shown. A 50 plate Is 5- wide x 4- king A 6x8 plate b 6- wide x it long Slew (holes) nr, parallel to the plate length specified. Double cuts on web members shall meet at the centroW of the webs unless otherwise shown. Connector plate alas are mlnbnum sires based on the form shown and may need to be increased for certain hand- Iing and/or erection stresses. This truss b not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on guahty Control refer to ANSIrM 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed in accordance with Iiandling Installing a Bracbg-. HIB-91. Trusses are to be handled with particular came 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 form shall be designed and Installed by others. Careful hand- ing is essential and erection bracing is always required. Normal precautionary action for truss' requires such temporary bracing during installation between trusses to avoid toppling and dommodng. The supervision of erection of trusses shag be under the control of persons experienced In the installation of trusses. Professional advice shah be sought If needed. Concentration of construction loads greater than the design Inds shah not be applied to truss' at any time. No loads other thntd the welgln of the erectors shah be applied to trusses until alter all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 2x6 SP #2 2 BOT CHORDS: 2x6 SP #2 WEBS; 2x4 SP #3 2x4 SP #2 4,6 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 967# Support 2 1014# MAX LIVE LOAD DEFLECTION: L/999 L.-0.34a D=-0.35" T.-0.69a MAX HORIZONTAL TOTAL IAAD DEFLECTION; T. 0.45' MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.22" RMB = 1.15 MULTIPLE LOADS -- This design is the composite result of >m1tiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCS 7-98, C&C, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, &zt• 1.0 Bld Type. Enc. L. 57.3 ft W. 38.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf pact Resistant Covering and/or Glazing Req TC...FORCE...CSI ..BC... FORCE ... CSI 1- 2 -4000 0.73 14-13 3615 0.71 2- 3 -3536 0.66 13-12 3648 0.70 3- 4 -3699 0.42 12-11 3234 0.50 4- 5 -3699 0.42 11-10 3234 0.50 5- 6 -3536 0.67 10- 9 3648 0.70 6- 7 -3999 0.76 9- 8 3614 0.71 ........ =----- Joint Locations==== ... =_._.... 1) 0- 0- 0 6) 31- 1- 3 11) 19- 0- 0 2) 6-10-13 7) 38- 0- 0 12) 12-11-11 3) 12- 8- 0 8) 38- 0- 0 13) 6-10-13 4) 19- 0- 0 9) 31- 1- 3 14) 0- 0- 0 5) 25- 4- 0 10) 25- 0- 5 ---MAX. REACTIONS PER SHARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1305 117 -967 BOT PIN 37- 8- 0 1305 0 -1014 BOT H-ROLL 12-8-0 k12-8-0 12-8-0 Ilk 1 2 3 4 6 7 r 6.00 0 6X12 3X4 6X12 6-8-3 04-3 1� 11-2-0 3.00 1L 3•00 11 12-3-11 12-0-10 12-3-11 13 11 1 9 8 1306# 8.00" 1306# 8.00" 1-1-9 38-0-0 11--1--9- COS1"f)A S (12) 2X4 ' (Rl-T-7) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1664 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: LMMaronda S stems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: F y CONTRACTOR. BRACING WARNING: Dsgnr: ECH Chk: Date: 10-05-02 -- TC Live 16.0 psf DurFac - Lbr. 1.25 4005 MA WAY Bmang shown on this drawing is not erection bracing, wind bracing portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 SANFORD, FL. 32771 which b a part of the building design and which must be considered by the building designer. Bracing is for lateral tens to bucking length. BC Live 0.0 O.C. Spacing: 24.0" (407) 321-0064 Fax (407) 321-3913 shown support of members only reduce Provisions must be made to anchor lateral bracing at ends and specified locations determined by the budding designer. $C Dead 100 psf f s Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overall structure y be required.. ma . (see RIB-91 of 7PB. Ps , w Code Desc: FLA LICENSE #0050068 1005 VNNESSADI:.ovlEDo.FL327as (liars Plante Institute, TPI, is located at 583 D'Onofrdo Drive. Madison. Wisconsin 537191. TOTAL 33.0 osf v-no ns n2- 71 r esign: marru Anmysts JUn YAM: L:UGC-LUAUUMlKUAAJ TICS: 08.20.02 I i JB: ROANOKE K 3 AC: 10# UPLIFT D.L. WO: ROAK3 WE: TI: G QTY:1 DESIGN INFORMATION 'hits design is for an individual building component and has been based on Information provided by the cU-L The designer discs any responsibility for damages as a insult 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 ss it may relate to a spe- rsfle protect and accepts no responsibility or uerctses no control wtth regard to fabrtm- tfon. handling. shipment and Intamtion of trusses. This truss has been designed as an individual build[" component In accordance with ANSI/7?l 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 ate In agreement with the lord building codes, laal climatic records for wind or snow loads. protect specifications or special applied lads. Unless shown. truss has not been designed for storage or occupancy bads. The design assmnes 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 property applied rtod ailing, they should be braced at a maximum spacing of I o'-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 verify that ails drawing is in conformance with the fabricators plans and to realize a continuing responsibility for such Verl- flmtion. Any discrepancies are to be put in writing before cutting or fabrication. Plata shag not be Installed over knotholes. knots or distorted gram Members shall be cut for tight fitting ..nod to wood bearing Con- nector plates shall be located on both faces of the truss with nabs fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate Is 5' wide x 4" long. A Fix8 plate is 8' wide x 8- long Slats (holes) rim parallel to the plate length apedfled. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate stres are minimum at= hosed on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. Thin taus b not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES Ail bracing and erection recommendations are to be followed in accordance with 'Handling tnstaWng A Bracing'. HIS-91. Tresses 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 poa- Ition and for resisting lateral forces shall be designed and installed by others. Careful hand- ling b essential and erection bracing Is always required. Normal precautionary action for trusm 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 -hall be sought if needed. concentration of construction loads grater than the design bad- ahati 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 Bar CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 946# Support 2 992# MAX LIVE LOAD DEFLECTION: L/999 L--0.44" D--0.45" T--0.89" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.61" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.30" RMB - 1.15 7-9-7 0-4-3 4 MULTIPLE LOADS -- This design is the coaposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, CdC, V. 125oph, H- 15.0 ft, I- 1.00, Exp.Cat. B, Rzt- 1.0 Bld Type= Encl L. 57.3 ft W- 38.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Reg ..TC... FORCE ... CSI 1- 2 -3800 0.74 2- 3 -3756 0.68 3- 4 -3277 0.60 4- 5 -3205 0.54 5- 6 -3205 0.54 6- 7 -3278 0.62 7- 8 -3757 0.69 8- 9 -3801 0.77 ..BC ... FORCE ... CSI 16-15 3415 0.98 15-14 3436 0.86 14-13 2970 0.61 13-12 2971 0.61 12-11 3437 0.86 11-10 3416 0.98 _-=-----Joint Locations --------------- 1) 0- 0- 0 7) 28- 6-14 13) 19- 0- 0 2) 4-11- 5 8) 33- 0-11 14) 14- 3- 0 3) 9- 5- 2 9) 38- 0- 0 15) 7- 2- 3 4) 13-11- 0 10) 38- 0- 0 16) 0- 0- 0 5) 19- 0- 0 11) 30- 9-13 6) 24- 1- 0 12) 23- 9- 0 ----MAX. REACTIONS PER BEARING LOCATION----- x-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1305 117 -946 BOT PIN 37- 8- 0 1305 0 -992 BOT R-ROLL 13-11-0 10-2 13- -0 1 2 3 5 7 8 9 6 00 5X8 2X4 5X8 -6 00 11-2-0 D 3X8 V 3.00 11 3.00 7-3-11 0-4-3 13-7-0 9-6-0 13-7-0 11 15 14 13 1 11 0 1306# 8.00" 1306# 8.00" 1-1-9 38-0-0 �o1 19 - CWM"j) AJES (12) 2X4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1664 (Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VAMESSA DROVIEDOXI-32768 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on thts 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 structure may be required. (See HIB-91 of TPfi. nhm Piste Insutute. TPI, Is bated at 583 D'Onofrio Drive. Madison, Wisconsin 53719). Eng. Job: WO: ROAK3 Dwg: Truss ID: G Dsgnr: ECH Chk: Date: 10-05-02 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:0 .05 02- 33 - 72 Design: Mmr& Andfysis JOB PA77f: C.IME-LOKV08SIROAK3 HCS. 08.20.02 JB: ROANG,%Z K 3 AC: 10# UPLIFT D.L. WO: ROAK3 WE: TI: H ®TY:3 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 [1: Plate(s) OFFSET from joint center. The = .............,joint Locations =====-------- __ Ibis design 13 for antndWWualbuilding BOT CHORDS: 2x4 SP #2 Joint Detail Report must be included 1) 0- 0- 0 5) 19- 4- 0 9) 7- 0- 0 mmponentand hmbeen based anInformation WEBS: 2x4 SP #3 with any submittal, inspection, and/or 2) 7- 0- 0 6) 19- 4- 0 10) 0- 0- 0 ' provided by the client. The designer disclaims MULTIPLE LOADS -- This design is the fabrication documentation. 3) 10- 0- 0 7) 12- 8- 0 annsmillry for damages os a result Offaultylty or or incorrect Information. specifications coIIq�OP site result of multiple loads. All COMPRESSION Chords are assumed to be 4) 12- 8- 0 8) 10- 0- 0 and/or designs furnished tothe tru ricstper continuously braced unless noted otherwise. ----MAX. REACTIONS PER BEARING LOCATION----- bythecllentandthemrectnessor accuracy PROVIDE UPLIFT CONNEC.TION PER SCIEDULB: WsldLod per ASCB 7-98, C&C, V. 1251itph, X-Lon Vert Horiz Uplift Y-Loc Type of this Information as It may relate to a sine- Support 1 486# H. 15.0 ft, I- 1. 00, Exp. Cat. B, Xzt- 1.0 0- 4- 0 697 162 -486 BOT PIN cine protect and accepts no responsibility - Support 2 592# Bld Type- Enel L- 57.3 ft W. 19.3 ft Truss 19- 2- 8 682 0 -592 BOT H-ROLL exercises no control with regard to fabrfm- lion. handling, shipment and installation, of MM LIVE LOAD DEFLECTION: in INT zone, TC'.DL- 4. 2 sf, BC',DL- 6.0 sf P P trusses. nib truss has been designed as an L/999 Impact Resistant Covering and/or Glazing Req individual bulldtngcomponent inaccordance with L.-0.05" D=-0.05" T=-0.10" ANSI/TPI 1- 1995 and NDS-97 to be Incorporated MAX HORIZONTAL TOTAL LOAD DEFLECTION: ..TC... FORCE ... CSI ..BC ... FORCE ... CSI as part of the building design by a Building T= 0.06" 1- 2 -968 0.31 10- 9 807 0.29 Desig'erlregstered architect or professional engineer). When reviewed for approval by the MAX HORIZONTAL LIVE IQAD DEFLECTION: 2- 3 -1676 0.42 9- 8 1161 0.35 building designer, the design loadings shown T. 0.03" 3- 4 -962 0.33 8- 7 1361 0.40 must be checked to be sure that the data shown RMB 1.15 4- 5 -1000 0.41 7- 6 840 0.32 are in agreement with the local building odes. a knurl cltmatic records far wind or snow Inds. project specs lmtions 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 mnUnu- 12-8-0 6-8-0 duty braced by sheathing unless otherwise spelled. Where bottom chords In tension are 1 2 3 S not fully braced laterally by a properly applied rtgd ce ling, they should be braced ate O O maxtmum spacing of M-O" o.c. Connector ' plates shall be manufactured from 20 gauge hot 4X6 dipped galvanized steel meeting ASIM A 6M. Grade 40. -rd- otherwise shown. FABRICATION NOTES 3X4 Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricators plane and to 34-3 realize a continuing mponsfbWty, for such verl- flmtion. Arty discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed over knothdes, 3X4 0-4-3 knots or distorted gain. Members shall be cut for tight fitting wood to wood bearing. Con- rector plates shall locatedlocatedon both tam of3X4 7-1-15 3X6 the t^,-• with nailsnailsf fully imbedded and shall be 16X81 sym about the joint unt- otherwise shown. A 5x4 plate b y wide x 4' long A W plate Is 6' wide x 9' long. Slats (holes) nun parallel to the plate length specified. Double cuts on web members shallmeet the ctnlroW of the weirs 0-4-3 3-0-0 otherwise unless otherwise shown. Connector plate sizes are minimum sizes based an the form shown and may need to be Increased for certain hand- lingstresses. This r�b not fabricated fire retardantt 3X6 3-0 lumber unless otherwise shown. For additional Information on Quality Control refer to 4-10-0 C. ANSI/3Pl 1.19% 12.00 I PRECAUTIONARY NOTES Ali bracing and erection reco mmendalloru are to be followed In accordance with 'Handling Installing & Bracing". HIB-91. Tr use one to he handled with particular cue during banding and bundling. delivery and Installation to avow damage. Temporary and permanent bracing for holding trusses in a straight and pub P°s- Ition and for misting lateral form 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 bmcmg during installation between tenses to avow toppling and dominom& The supervbbn of erection of truss,, shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought if needed Concentrntlon of construction loads greater than the design loads shag not be applied to trusses at any time. No lands other than the weight d the ereclnn shallbe applied to trusses until after all fastening and bracing is completed. I I M 7-0-0 3-0-0 9-4-0 10 7 6 6971/ 8.00" 683# 3.00" 1-1-9 1. 19-4-0 11 1.-9. COSME'" (4 2X4 EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2933 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WU: RUAK3 Maronda S A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: H y stems CONTRACTOR. BRACING WARNING: 1 Dsgur: ECH Cart: Date: 10-05-02 TC Live 16.0 psi Durtac - 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 DurFQc - Pit: 1.25 SANFORD, FL. 32771 which is a pan of the building design and which must be considered by the building designer. Bracing buing length. Provisions truss buckling is for lateral tas be BC Live 0.0 psi O.C. Spacing: 24.0" P g (407) 321-0064 Fax (407) 321-3913 shown support of members only to reduce must made to anchor lateral bracing at ends and specified to aurrm determined by the building designer. BC Dead 10.o f Design Criteria: TPI TOMAS PONCE P.E. sing of the avera0 structure may be required. (See HIB-91 otTPq. PS ..a Code Dese: FLA LICENSE #0050068 loos VANNEBSA oROVIEDo.n-3276e fRuss Plate Institute. TPI, is located at 5a3 D'Onafrio Drive. Madison, Wisconsin 53719). TOTAL 33.0 psf V:09.05.02- 7335- 73 Design. • Manx Analysts JOB PATH: C.1M-L0KV0BSIR0AK3 HCS: 08.20.02 0 ROANOKE K 3 AC: 10# UPLIFT D.L. WO: ROAK3 WE: TI: H1 QTY:2 DESIGN INFORMATION This design is for an individual building component and has been based on infomnatlon provided by the client The designer disclaims any responsibility for damage as a result of faulty or incorrect tnfomuulon, epecNcatko s and/or deigns furnished to the truss designer by the client and the correctness or accuracy of this information as It may relate to a spe- cmc project and accepts no responsibility or exercise no control with regard to fabrica- tion. handling, shipment and Installation of tresses. 7hb truss has been deigned as an individual building component In accordance with ANSIfM I-I995 and NDS-97 to be Incorporated as part of the building deign by a Building Designer (registered archltecl or professional engineer). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the local building code, local clan-tic records for wind or snow loads, project specifications or special applied loads. Unless shown. taus has not been designed for storage or occupancy loads. The design assume 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 ce8tng, they should be braced at a maximum spacing of I9-0" o.e Connector plate shall be manufactured from 20 gauge hot dipped galvanized steel meeting AMM 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 actin lies fabricamr's plans and to rnlize a continuing responsibility for such veri- flentlon Any dbcrepancks act 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 face of the truss with nalb fully imbedded and shall be sym. about the joint unless otherwise shown. A 50 plate Is 5- wide x 4- long. A 8x8 plate b (- wide x 8' long. Sleds (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the ceatrvid of the webs unless otherwise shown. Connector plate strm are mintmum size used on the forces shown and may need to be increased for certain hand- Itng and/or erection stresses. 7fib truss is not to be fabricated with fist retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/7P1 1.1995 PRECAUTIONARY NOTES AB bracing and erection recommendations are to be followed in accordance with 'Handling Installing R Bracing'. HIB-91. Tnrsses 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 par Ition and for resisting lateral forces stall be designed and Installed by others. Careful hand- ling b essential and erection bracing is always requtrcd. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and domtnoing. The supervision of erection of trusses stall be under the control of persons experienced In the installation of trusses. Professional advice shall be sought if needed. Concentmtion of construction loads greater than the deign bads shall not be applied to tr»sses at any time. No bads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. TOP CHORDSt 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 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 HORIZONTAL CONNECTION PER SCHEDULE t Support 1 236# MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D--0.01" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB = 1.15 7-1-15 0-4-3 : Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WadLod per ASCE 7-98, CrYC, V. 125mph, H- 15.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type. Encl L= 57.3 ft W= 19.3 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -466 0.48 10- 9 363 0.31 2- 3 -374 0.50 9- 8 527 0.19 3- 4 64 0.24 8- 7 241 0.26 4- 5 75 0.38 7- 6 -7 0.34 ........ == = =Joint Locations=== 1) 0- 0 5) 19- 4- 0 9) 7- 0- 0 2) 7- 0- 0 6) 19- 4- 0 10) 0- 0- 0 3) 10- 0- 0 7) 12- 0- 0 4) 12- 8- 0 8) 10- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- %-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 455 236 -435 BOT PIN 12- 0- 0 683 0 -647 BOT H-ROLL 19- 2- 4 279 0 -316 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCBEDULE Support 1 435# Support 2 647# Support 3 316# 12-8-0 k6-8-0 1 2 3 5 F 6.00 0 I° 5-3-0 al 12.00 J 4X6 110 9 $ 7 456# 8.00" 684# 8.00" 1-1-9 19-"COSW4_ ( 3X4 C/L: 1240-0 EXCEPT AS SHOWN PLATES ARE T1.20 GA TESTED PER ANSLTPI 1-1995 Over 3 Supports (Ma ro nda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407)321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #00500fi8 1005 VANNF" A DROVIP.DOXI-32768 WAKNIN4j: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this dmwtng is not erection bracing, wind bracing, portal bracing or stellar bracing which Is a part of the building design and which must be considered by the building designer. Bracing sham 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. A ldnional bracing of the overall structure may be required. (See HIB-91 of TPO. rl)uss Plate Institute. 7PI, is located at 583 D'Onafrb Drtve, Madison, Wisconsin 53719). 0-4-3 4 T 3-0-0 n 3-8-3 280# 3.50" 119 1a�1-1-7] scale = 0.2933 Eng. Job: WO: ROAK3 Dwg: Truss ID: H 1 Dsgnr: ECH Chk: Date: 10-05-02 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 V•no ns n'3- 7z'u- 7j .+�,.s... ,........ , -yid - rnr n: c.:nr cc-wA LiumamuAAJ ffCS: 08.20.02 DESIGN INFORMATION This design is for an mdlvldual building component and has been based on information provided by the dlenL 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 tnfornstlon as It may relate to a spe. cifb project and accepts no responsibility or exercises no control with regard to fabrica- tion. handling, shipment and Installation of trusses. This truss has been destgned as an b ilvldOal building component in accordance oval ANSI/7PI 1.1995 and NDS-97 to be incorporated as part of the buedbng deslgn 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 cWnstlo records for wind or snow Inds. pn4ecl specifications or. special applied loads. Unless shown, taus has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are mnU nu- ously braced by sheathtrhg unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied Aid ceiling. they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanlud steel meeting ASfM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabrtcatoes plans and to =It= a continuing responsibility for such verl. fkation. Any discrepancies are to be put to 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 shag be located on both faces of the truss with nails fully Imbedded and shall be sym. about the Joint unless otherwise shown. A Sx4 plate is 5' wide x 4' long. A 6x8 plate is T wide x Ir long Slots tholes) 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 sftw are mtnanum st— based on the form shown and may need to be Increased for certain hand- wg and/or erection stresses. This truss Is not to be fabricated with ere retardant treated lumber unless otherwise shown. For additional informl.lon on guallty, Control refer to ANSI/7P1 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bractne. HIBAI. Trusses are to be handled with particular care during handing and bundling, delivery and installathm to amid damage. Temporary and pemunent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateral form shall be designed and Installed by others. Careful hand- ling Is essential and erection bra" is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between Irus— to amid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice ahaI) be sought if needed. Concentration of construcUon Inds greater than the design bads shall not be applied to trusses at any tone No Inds other than the weight of the erect.. shall be applied to trusses until after all fastening and bracing Is completed. JB: ROANOKE K 3 AC: 10# UPLIFT D.'L: TOP CHORDS: 2x4 SP #2 HOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 GABLE STUD: 2x4 SP #3 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V. 125aph, H- 15.0 ft, I- 1.00, Exp.Cat. B, Rzt- 1.0 Bld Type. Encl L- 57.3 ft W. 19.3 ft Truss in END zone, TCDL. 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L--0.01" D--0.01" T.-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.01" WO: ROAK3 WE: 2X4 TRANSVERSE BRACING nailed flat to edge of web with 12d nails at 8" o.c. TRANSVERSE BRACING to extend for center 80% of length. U : Plate(s) OFFSET from joint center. The Joint Detail Report )mist be included with any submittal, inspection, and/or fabrication documentation. 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 1 236# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -466 0.48 10- 9 363 0.31 2- 3 -374 0.50 9- 8 527 0.19 3- 4 64 0.24 8- 7 241 0.26 4- 5 75 0.38 7- 6 -7 0.34 TI: H2 ATYA -------------Joint Locations ----- =..... __-- 1) 0- 0- 0 5) 19- 4- 0 9) 7- 0- 0 2) 7- 0- 0 6) 19- 4- 0 10) 0- 0- 0 3) 10- 0- 0 7) 12- 8- 0 4) 12- 8- 0 8) 10- 0- 0 ----MAX. REACTIONS PER SHARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 455 236 -435 HOT PIN 12- 0- 0 683 0 -647 BOT H-ROLL 19- 2- 4 279 0 -316 HOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 435# Support 2 647# Support 3 316# RMB - 1.15 12-8-0 1 k6-8-0 1 2 314 5 4X6 i�— 5-3-0 12.00 1 110 9 9 7 456# 8.00" 684# 8.00" -1��-1-9 � `e 19-4-0 GABLE 99MATES (32) 2X4 C/L: 124)-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports Lmaronda Systems 4005 MARONDA WAY SANL-ORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 LOOS VANNESSA DROVIEDO.rLS27W 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 bmcbng 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 HI8.91 of TPI). rhuss Plate lnsLLtule, TPI, is located at 50 D'Onofrb Drive. Madison. Wlsmnsfn 53719). 0-4-3 4 T 3-0-0 1 M 3-8-3 280# 3.50" 119 Studs a 24)-0 o.c. scale = 0.2933 Eng. Job: WO: ROAK3 Dwg: Truss ID: H2 Dsgnr: ECH Chk: Date: 10-05-02 TC Llve 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:09.05.02- 7339- 77 ueSlgn: t"arnx AnalySIS fury YA/H: C:10E-LUKV0831R0AKJ HCS: 08.20.02 JB: fcv:,NOKE K 3 AC: 10# U10# UPLIFT WO: ROAK3 WE: TI: J QTY:7 DESIGN INFORMATION TOP CxoRDSt 2X4 SP #2 MULTIPLE LOADS -- This design is the -_--....--vee_Joint Locations_-_e__Qeeeve_-- TTUsdesign sfor antndhidua!budding BOT CHORDS: 2x4 SP #2 composite result of )mhltiple loads. 1) 0- 0- 0 4) 14- 2-12 7) 9- B- 0 cotnponentand has been based onmm foutfon WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 5- 1- 4 5) 19- 4- 0 8) 0- 0- 0 ' provided by the client. The designer eft-clarr..- continuously braced unless noted otherwise. 3) 9- 8- 0 6) 19- 4- 0 any responsibility for damages asa result of faulty or Incorrect lnformauon.specifications PROVIDE UPLIFT CONNECTION PER SCHEDULE: WndLod per ASCE 7-98, C&C, V. 125mph, ----MAX. REACTIONS PER BEARING LOCATION ----- and/or designs fumtshed to the truss designer Support 1 681# H_ 15.0 ft, I- 1.00, Exp.Cat. B, Rzt- 1.0 X-Loc Vert Horiz Uplift Y-Loe Type by the client and the correctness or accuracy Support 2 722# Bld Type. Enel L- 57.3 ft W. 19.3 ft Truss 0- 4- 0 690 78 -681 BOT PIN of this Information es it may relate to a ape- MAX LIVE LOAD DEFLECTION: in END zone, TCDL- 4.2 psf, BCDL- 6.0 psf 19- 0- 0 _ 689 0 -722 BOT H-ROLL ctflc protect and accepts no—p—lbilay or L/999 Inquest Resistant Covering and/or Glazing Req exerelse no control with regard to fabrka- L=-0.02" D--0.02" T=-0.05" tion, handing, shipment and wtnedas an on of has tnssn. This [ruse has been designed MAX HORIZONTAL TOTAL LOAD DEFLECTION: ..TC! ... FORCE ... CSI ..BC ... FORCE ... CSI individual building in accordance with T- 0.02" 1- 2 -987 0.44 8- 7 843 0.43 ANSI/TM 1- 1995 and NDS-97 to be Incorporated MAX HORIZONTAL LIVE LOAD DEFLECTION: 2- 3 -755 0.33 7- 6 843 0.43 as T_ 0.01" 3- 4 -755 0.33 D ign-(hlanarJmesmorproofdbngal 4- 5 1014 0.48 engmeerl. When reviewed for approval by the I2MH a 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 climatic records for wind or snow loads. project spec8ledtons or special applied loads. Unless shown. truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) arc continu- ously braced by sheathing unless otherwise specified. Where baton chords In tension are not fully braced laterally by a properly applied rigid celling. they should be braced at a 9-8-0 9-8-0 mhm axnuspacing of IO'-0' o.e. connector Ilk plates shall be manufactured from 20 gauge hot I 2 4 5 dipped gnlvantred steel meeting ASIM A 653. Grade 40, unless otherwise shown. O 0 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 respommfllty for such vert- Malbn. Any discrepancies are to be put in writing before cutting or fabrication. plates shall not be Installed over knotholm 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 thus with nails fully imbedded and shall be sym. about the Jotnt unless otherwise shown. A 5x4 plate Is S' wide x 4" long. A 8x8 plate is 6' wide x S' 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 stress an minhnum sin based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This tress is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional bd'Uon on Quality Control refer to ANSIfM 1.1995 PRECAUTIONARY NOTES AB bracing and erection reco arnendatlons are to be followed in accordance with -Handling installing A Brachir. HIB-91. Trusses are to be handled with particular cue during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and phunb pos- Diun and for resisting lateral forces shall be designed and Wtalkd by others. Careful hand - tiling is esaennal and erection bracing is always required. Normal precautionary action for [noses requires such temporary bracing during bstallation between trusses to avoid toppling and domtnotng. The supervision of erection of trusses shall be under the control of persons experienced in the bstallatbn of town. professional advice shall be sought if needed. Concentration of construction loads greater than the design bads shall not be applied to trusses at any time No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. 4X6 I 1 - 19-" L 18 7 6 690# 8.00" 690# 8.00" 1-11- _�194-0 7) 9 EXCEPT AS SHOWN PLATES ARE T120 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 1005 VANNFSSA DROVIEDO. L327s8 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 or stmllar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is far lateral support of [Hess 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 Hill-9 1 of 1"). rrr Plate Institute. TPI. is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). 5-2-3 0-4-3 11-9 (R1-1-7) scale = 0.3103 Eng. Job: WO: ROAK3 Dwg: Truss ID: J Dsgnr: ECH Chk: Date: 10-05-02 TC Live 16.0 psf DurFac - Lbr. 1.25 TC Dead 7.0 psf DurFac - 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 psf V:09.05.02- 338- 76 Design: Mamie Anafyrfs JOB PATH: C:ITEE•L0KV0BSIR0AK3 HCS: 08.20.02 DESIGN INFORMATION This design is for an individual building component and has been based on tafa m ttion pmvlded by the client The designer disclaim+ any responsibility for damages ss a result of faulty or Incorrect information. spect(Imtions 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- cl8c project and accepts no responsibility or exercises no control with regard to fabrics. Lion. handling. shipment and installation of trusses. This truss has been designed as an "individual building component in accordance with ANSI/fPI 1-19% and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engmeed. When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are in ageernent with the local building codes. local cbnnUc records for wind or snow bads. project speellkstions or special applied bads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a pmperty 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 galvantred steel meeting AS-IM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such vert- fimtion. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted gam. Members shall be M 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 6x8 plate is 6' wide x (r 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. Connectar plate atres are minimum at= based on the forces shown and may need to be Increased for certain hand- " and/or erection stresses. This truss is not to be fabricated with fire retardant treated hmtber unless otherwis shown. For additional Information on quality Control refer to ANSI/TPI 1-19% PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with -Handling InstaWng Q Brachir. IIIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and Installation to avoid damage. Temporary and pennsrtenl bracing for holding trusses In a straight and plumb pos. Mlon and for restsUng lateral form shag be designed and Installed by others. Careful hand- gng is essential and erection bracing is always required. Normal precautionary action for town requbn such lernpormy brnetrag during installation between trusses to avoid toppling and domtnotng. The supervision of erection of trusses shag be under the contml of persons experienced in the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design Inds shall not be applied to trusses at any thne. No Inds other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. JB: ROANOKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2X4 SP #2 GABLE STUDt 2x4 SP #3 2X4 TRANSVERSE BRACING nailed flat to edge of web with 12d nails at 8" o.c. TRANSVERSE BRACING to extend for center 80% of length. Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCH 7-98, C&C, V. 1.25mph, H- 15.0 ft, I= 1.00, Exp.Cat. B, Rzt- 1.0 Bld Type. Encl L- 57.3 ft W. 19.3 ft Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req 5-7-15 0-4-3 WO: ROAK3 WE: 2X4 TRANSVERSE 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 8" o.c. SCAB or TRANSVERSE BRACING to extend for 80% of web length. 2X6 BRACE regnd on any web exceeding 14, denotes ONE edge or 021E face denotes BOTH edges or BOTH faces All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise ..TC... FORCE ... CSI ..BC ... FORCE ... CSI TI: J 1 ATYA -------------=Joint Locations= --------- ---.. 1) 0- 0- 0 9) 15- 8- 0 17) 9- 8- 0 2) 1- 8- 0 10) 17- 8- 0 18) 7- 8- 0 3) 3- 8- 0 11) 19- 4- 0 19) 5- 8- 0 4) 5- 8- 0 12) 19- 4- 0 20) 3- 8- 0 5) 7- 8- 0 13) 17- 8- 0 21) 1- 8- 0 6) 9- 8- 0 14) 15- 8- 0 22) 0- 0- 0 7) 11- 8- 0 15) 13- 8- 0 8) 13- 8- 0 16) il- 8- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 0 0 0 BOT PIN 19- 0- 0 0 0 -2 BOT H-ROLL 9-8-0 k9-8-0 1 2 3 4 5 7 8 9 10 11 6.00 4X6 5-2-3 0-4-3 T�7 I 194-0 L '122 21 20 19 18 17 16 15 14 13 12 0# 8.001' Oft 8.001, 1-1-9 -I 19-4-0 -9 �(R1--1-7) (R EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs a 2-0-0 o.c. scale = 0.3103 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ROAK3 Maronda System A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: J1 y CONTRACTOR. BRACING WARNING: Dsgnr: ECH Chk: Date: 10-05-02 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 SANFORD, FL. 32771 which is a pan of the building design and which must be considered by the building designer. Bracing shown is for lateral truss to buckling length. be BC Live 0.0 psf O.C. Spacing: 24.0m (407) 321-0064 Fax (407) 321-3913 support of members only reduce uovis Prlorts must made to anchor lateral bracing nt ends and specified locations determined by the building designer. BC Dead 10.o f Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overall structure may be required. (See HIB-9I of I n. ps Code Dese: F LA LICENSE #0050068 M ness Plate ImUlute. TPI, is boated at 593 D'Onofrio Drive. Madison. Wisconsin 53719). IOD5 VANNeSSA DR.OVIEDOXI-32766 TOTAL 33.0 psf V:09.05.02- 7340- 78 Design: Marrix Analysis JOB PAIN: CA7EE-L0KV0BMR0AK3 11CS: 0&20.02 JB: ROANOKE-K 3 AC: 10# UPLIFT D.L. WO: ROAK3 WE: TI: J2 ATY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the ..............Joint Locations.........=e=T This design is for anlndMdualbulldtng BOT CHORDS: 2x4 SP #2 cealposite result of multiple loads. 1) 0- 0- 0 4) 13-10-12 7) 9- 4- 0 component and has been based anlnformation WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 4- 9- 4 5) 19- 0- 0 8) 0- 0- 0 ' provided by the client The designer disclaims continuously braced unless noted otherwise. 3) 9- 4- 0 6) 19- 0- 0 any responsibility for damages asaresult of faaulty othC PROVIDE UPLIFT CONNECTION PER SCHEDULE: WndLod r ASCE 7-98, C4C, V. 12 ----MAX. ft, REACTIONS PER BEARING LOCATION ----- nd/o;aes� fur fished t � designer Support 1 461# H. 15.0 I. 1.00, Exp.Cat. B, Kzt= 11.0 X-Loc Vert Horiz Uplift Y-Loc Type by the client and the correctness or accuracy Support 2 560# Bld Type. Enel L= 57.3 ft W. 19.0 ft Truss 0- 2- 0 618 35 -461 BOT PIN of this Information as It may relate to a spe- MAX LIVE LOAD DEFLECTIONt in INT zone, TCDL= 4.2 psf, BCDL. 6.0 psf 18- 8- 0 687 0 -560 BOT H-ROLL - cllc project and accepts no responsibility or L/999 Impact Resistant Covering and/or Glazing Req exer tses no control with regard to fabrica- L=-O. 02° D=-0.02" T=-O. 05" tion. handling, shipment and Manof hasss an tntrussrsses. This trusshas been designeded MAX HORIZONTAL TOTAL. LOAD DEFLECTION: .. TC... FORCE... CSI ..BC ... FORC'.S... CSI bidMdual building In accordance with T= 0. 02" 1- 2 -972 0.42 8- 7 829 0.46 ANSI/TPI 1-1995 and NDS-97 to be incorporated MAX HORIZONTAL LIVE LOAD DEFLECTION: 2- 3 -748 0.28 7- 6 838 0.46 as part of the building design by n Building T= 0 . ill" 3- 4 -749 0.27 Designer (registered architect or professional 4- 5 -980 0.40 engtneed. When reviewed for approval by the RMB = 1.00 building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building coda, local clinmtb 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 (cop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are 94-0 9-8-0 not fully braced laterally by a properly applied rigid ceiling, they should be braced at a 1 2 4 maxhnum spacing of 10 0` o.c Connector plates shall be manufactured from 20 gauge hot 0 dipped galvanized steel meeting ASTM A 653. Cmde 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to veWy that this drawing is in conformance with the fabrlcamYa pins and to realize a continuing responslbllity for such vert- fimtlon. Any discrepancim are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted gram. Members shall be cat for light fitting wood to wood bearing. 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 parael to the plate length specified. Double cum on web members shall meet at the centrvld of the webs unless otherwise shown. Connector plate eb cs are minimum sizes he, on the forces shown and may need to be increased for certain hand- Wmg and/or erection stresses. Ibis truas is not to be fabricated with fire retardant treated hunter unless otherwise shown. For additional Wbrmatton on Quality Control refer to ANSI/TPI 1.1995 All bracing and erection remnwnendaUons are to be followed in accordance wah -Handling Installing & Bracing'. HIBA 1. IYusso are to be handled with particular care during banding and bundling, delivery and tre tallatmn to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb poo- klon 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 require such temporary bm" during installation between trusses to avoid toppling and domhrohrg. The supervision of erection of trusses shall be wrier 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 bads shall not be applied to I-- at any thne. No leads other than the weight of the erectors shall be applied to trusses unul after all fastening and bracing is completed. 5-7-15 0-6-3 4 4X6 5-2-3 0-4-3 I 1 194)-0 8 7 619# 4.00" 687# 8.00" 14 19-0-0 EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSI/TPl 1-1995 scale = 0.3328 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407)321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 LOOS VANNESSA DROVIEDOXI-32768 WAKNINV: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bmdng shown on this drawing Is not erection bmdng wind bmcbi& 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. Provlskim must be made to anchor lateral bracing at ends and specified locations determined by the buWtng designer.. Additional bracing of the overall structure may be required. (See HIB-91 of TPA. rl't ss Plate Institute. TPI, is located at 583 D'Onofrb Drive. Madison. Wisconsin 53719). Eng. Job: WO: ROAK3 Dwg: Truss ID: J2 Dsgnr: ECH Chk: Date: 10-05-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TIC Dead 7.0 psf DurFae - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI - Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 7341- 79 Design: Matrix Mafysis JOB PAM: C.I7EE-L0KU0BSIR0AKJ HCS: 0&20.02 JB: ROANOKE K 3 AC: 10# UPLIFT D.L. WO: ROAK3 WE: TI: K ATY:3 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the .ne...n.nv====Joint Locations..===.._==e..ve ntlsdesignisforanindfwdualbuilding HOT CHORDS: 2x4 SP #2 cociposite result of -multiple loads. 1) 0- 0- 0 4) 13- 7-12 7) 9- 1- 0 rnmponentand has been based ontnformatwn WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 4- 6- 4 5) 18- 9- 0 8) 0- 0- 0 provided by the client. The designer discialras SLIDERS: 2x4 SP #2 continuously braced unless noted otherwise. 3) 9- 1- 0 6) is- 9- 0 any responsibility for damages as a result of faulty or incorrect lnfomuitton.specfflratfom Wadi.Od per ASCE 7-98, C&C, V. 125mph, ----MAX. REACTIONS PER BEARING LOCATION ----- and/ordesigns fumbhedtothe truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: H- 15.0 ft, I- 1.00, Exp.Cat. B, Kzt- 1.0 X-Loc Vert Horiz Uplift Y-Loc Type by the client and the correctness m accuracy Support 1 456# Bld Type. Enel L- 57.3 ft W- 18.8 ft Truss 0- 1- 4 611 35 -456 HOT PIN of this taforc atfon as It may relate to a spe- Support 2 555# in INT zone, TCDLv 4.2 psf, BC'.DLv 6.0 psf 18- 5- 0 678 0 -555 BOT H-ROLL cuts project and accepts no responsibility or MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or GlazingReq exercises no control with regard to fabrtca- L/999 lion, handling, shipment and installation of trusses. This trushas been designed asan L.-0.02" D=-0.02" T.-0.05" ..TC... FORCE ... CSI ..BC ... FORCE ... CSI individual bulMhtg component In accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -928 0.27 8- 0 600 0.22 ANSI/1PI 1-1995 and NDS-97 to be Incorporated T- 0, 02" 2- 3 -723 0.23 0- 7 794 0.37 as part of the building design by a Building MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -726 0.24 7- 6 820 0.38 Designer !registered architect or professional T= 0.01" 4- 5 -959 0.36 engineer). When reviewed for approval by the building designer, the design loadings shown Rpjg v 1.15 must be checked to be sate that the data shown are :n agreement with the local building codes. local climatic records for wind or snow Inds. project spetlBentiom or special applied Inds. Unless shown. truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are conunu- ousy braced by sheathing unless otherwise specified. Where bottom chords in tension ore 9-1-0 9-8-0 not fully braced laterally by a properly applied rigid ceiling, they should be braced at a 1 2 4 5 maxhnum spacing of la-(r o.c Connector plates shall be manufactured from 20 gauge hot O dipped galvanfted steel meeting ASTM A 653. Grade 40. unless otherwise shown. 4X6 FABRICATION NOTES Prior to fabrtertlon, the falarkator shall review this drawing to verify that this drawing is in conformance with the fabricator's pisrts and to reallu a continuing responsibility for such verl- fiation. Any dbvepandes are to be put In writing before cutting or fabrication. Plates sholl not be installed over knotholes. !mots or distorted grate. Members shall be cut for tight fitting wood to woad bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate b 5' wide x 4' long. A 6x8 plate Is 6' wide x W long. Slots (holes) run parallel to the plate length specified. Double cuts on web mernbers shall meet at the cent,ofd of the webs unless otherwise shown. Connector plate sues are mmhnum sizes based an the forces shown and mray need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unkss otherwise shown. For addlUrnral tnformatbn m guallty Control refer to ANSI/T I 1-1995 PRECAUTIONARY NOTES All bracing and erection reeomtnendallom are to be followed In accordance with -Handling Installing f4 Bractair. HIB-91. Trvsso 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- Mon and for resisting lateral form shall be designed and Installed by others. Careful hand- ling is essential and erection bracing Is allays required. Nonmal precautionary action for trusses requires such temporary bracing during Installation between ttusaes to avoid toppling and domhnotng. The supervision of erection of trusses shag be under the control of persons experienced in the installation of troves. 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 erectos shall be applied to trusses until after all fastening and bracing b coropleted. 5-7-15 0-7-11 1 n � L 18-9-0 L -18 7 6 611# 2.50" 678# 8.00" 18-9-0 EXCEPT AS SHOWN PLATES ARE T1.20 GA TESTED PER ANSI/TPI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407)321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNE53A DR.OVIEDOXI-32786 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 or stmllar bracing which is a part of the bonding design and which must be considered by the buiMing designer. Bracing shown is far m for lateral support of truss cambers only to reduce buckling length. Hwislom must be made to anchor lateral bracing at ends and specified locations deteradned by the building designer. Additional bracing of the overall structure may be required. (Sce HIB-91 ofM. fl'russ Plate Institute. TPI. is located at 583 D'Onofrlo Drive. Madison, Wisconsin 53719). 5-2-3 0-4-3 1 119 scale = 0.3370 Eng. Job: WO: ROAK3 Dwg: Truss ID: K Dsgnr: ECH Chk: Date: 10-05-02 TC Live 16.0 psf DurFac - Lbr. 1.25 TC Dead 7.0 psr DurFac - Pit: 1.25 BC Live 0.0 psr O.C. Spacing: 24.0" BC Dead 10.0 psr Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf •09.05.02- 7342- 80 Design: Mmrir Anafyrir JOB PATH: C.1TER-L0KU0BSIR0AK3 HCS: 08.20.02 J6. ROANOKE K 3 AC: 10# UPLIFT D.L. WO: ROAK3 WE: TI: K1 QTY:1 DESIGN INFORMATION TOP CHORDSt 2x4 SP #2 U t Plate(s) OFFSET from joint center. The =___________Joint Locations_______._...__° This design is for an individual building BOT CHORDS: 2x4 SP #2 Joint Detail Report Brost be included 1) 0- 0- 0 4) 18- 9- 0 cotnponentand has been based ontnformation WEBS: 2x4 SP #3 with any submittal, inspection, and/or 2) 6- 0- 0 5) 18- 9- 0 8) 0- 0- 0 pied by tht client. Tht designer dts�clab"s 2x4 SP #2 2,4 fabrication documentation. 3) 12- 4- 8 6) 12- 6- 6 any responsmWty, for damages w a result of faultyor incorrect Information. specifications All COMPRESSION Chords are assumed to be MULTIPLE LOADS -- This design is the ----MAX. REACTIONS PER BEARING LOCATION----- and/or designs furnished to the truss designer continuously braced unless noted otherwise. composite result of Ima,ltiple loads. X-Loc Vert Horiz Uplift Y-Loc Type by the client and the correctness or accuracy WndLod per ASCE 7-98, CFC, V. 125mph, 18-11- 0 623 0 -359 TOP H-ROLL of this information as it may relate to aspe- PROVIDE UPLIFT CONNECTION PER SCHEDULE: H- 15.0 ft, I- 1.00, Ecp.Cat. B, Xzt- 1.0 0- 4- 0 679 132 -513 BOOT PIN clflc project and accepts no responsibility or Support 1 513# Bld Type- EnCl L- 57.3 ft W- 18.8 ft Truss no control shiithpment t latom- and Installation lion. tuarrdling. aftlpment and W Wlation of tion. handling. � rt 2 359# in ]NT zone, TCDLe, 4.2 sf, BCDL= 6.0 sf P P trusses. This truss has been designed as am MAX LIVE LOAD DEFLECTION: Impact Resistant Cohering and/or Glazing Req Individual budding component In accordance with L/999 ANSIITPI 1.1995 and NDS-97 to be incorporated L--0.10" D_-0.10" T_-0.20" ..TC... FORCE... CSI ..BC... FORCE... CSI as part of the budding design by a Budding MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -1687 0.51 8- 7 1500 0.51 Designer [registered architect orprofessional T- 0.08" 2- 3 -1716 0.45 7- 6 1529 0.39 building designer. the design badtrnga shown whenreviewedforapproa1bythe MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -1716 0.52 6- 5 0 0.16 most be checked to be sure that the data shown T- 0.04" are in agreement with the local building codes, local cWmaBc records for wind or avow loads, RMB - 1.15 project specifications or special applied loads. unless shown, truss has not been dolgned for storage or occupancy bads. The design assumes compression chords Itop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceding. they should be braced at a maxim= spacing of 10'4)- 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 fabricatoes plans and to realize a continuing responsibility for such verl- flcation. Any discrepancies are to be put in writing before cutting or fabrication. Rates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight Ruing wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nags 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 (r wide x 8' long. Sots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrotd of the webs unless otherwise shown. Connector plate alas are minim= stun based on the forces shown and may need to be Increased for certain hand- Wg and/or erection stresses, This taus Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/IPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations am to be followed in accordance with 'Handling Installing d Bracing". HIB-91. Trusses are to be handled with particular care during bending and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for hokli ng trusses in a stralgtit and phunb pos- ition and for resisting lateral forces shall be designed and installed by others. Careful band - ling is essential and erection bra" Is always regnWed. Normal precautionary action for trusses require such temporary bra" during Installation between trusscs to avoid toppling and dominobng. 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 grater than the design bads shall not be applied to trusses at any time. No Inds other than the weight of the erectors shall be applied to trusses mid alter all fastening and bracing is completed. 6-0-0 13-0-8 1 3 4 T 3-9-15 0-4-3 T7� I T 1-11-4 1$15 1 3.00 1 5-7-11 12-5-5 18 6 5 679# 8.00" 623# 3.00" 1- 19 in 18-9-0 (O (R1-1-'n I r I (Ra3-8) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.3321 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawling is not erection bracing, wind bracing, portal bracing or strnllar bmcing 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 bu0dtng designer. Addmioral bracing of the overall structure may be required. [See HIB-91 of TPO. flruss Plate institute. TPI, is located at 583 D'Onofrlo Drove. Madison. Wisconsin 53719). Eng. Job: WQ: RDAK3 Dwg: Truss ID: K1 Dsgnr: TLY Chk: Date: 10-05-02 TC Live 16.0 psr DurFac - UOr. 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 par O.C. Spacing: 24.0" BC Dead 10.0 psr Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psr V:09.05.02- 7343- 8' Design: Matrix Analysis 108 PA771: C:17EE-LOWOBSIROAK3 HCS: 08.20.02 JB: ROANOKE K 3 AC: 10# UPLIFT D.L. WO: ROAK3 WE: TI: L ATY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 Analysis based on Simplified Analog Model. --------------Joint Locations ... =.... --..... This design b fin an Individual building BOT CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the 1) 0- 0- 0 3) 10- 1-15 5) 5- 7-14 . component" has been based on tnfonnatlon WEBS: 2x4 SP #3 composite result of multiple loads. 2) 5- 7-14 4) 10- 1-15 6) 0- 0- 0 provided by the client The a-W- disclahns BEAR. BLK: 2x8 SP #2 All COMPRESSION Chords are assumed to be any responsibility for damages as a result of Shim or wedge if necessary to achieve full continuously braced unless otherwise. TOTAL DESILOADS faulty or tncarr-n tnfoation. specifications Unuousraceess notese. ----- - - - - - - - DESIGN and/or designs furnished to the truss bearing. WndLod per ASCE 7-98, C&C, V. 125mph, Uniform PLF From PLF-----TO--- rmbytheclientandthecorectnemoraccuracy H- 15.0 ft, I- 1.00, Exp.Cat. B, Rzt- 1.0 TC Vert L+D -46 -1-10- 9 -46 -1- 2-15 of this Information as a may relate to a spe• PROVIDE UPLIFT CONNEC7`I0N PER SCHEDULE: Bld Type. Encl L- 57.3 ft W. 10.2 ft Truss Concentrated LBS Location eQlo project and accepts no responsibility or Support 1 594# in END zone, TCDL- 4.2 psf, BCDL- 6.0 psf TC Vert L+D -16 2- 0- 5 exerctses no control with regard to fabrics- Support 2 528# et Resistant Covering and/or GlazingR TC Vert L+D -91 5- 7-10 lion. handling. shtpment and installation ofang trusses. This thus has been deigned as an MAX LIVE LOAD DEFLECTION: TC Vert L+D -156 9- 2-14 individual budding component in accordance with L/999 ..TC... FORCE ... CSI ..BC ... FORCE ... CSI BC Vert L+D -13 2- 0- 5 ANSIF M IA90 and NDS-97 to be incorporated L--0.07" D= 0.00" T--O. 07" 1- 2 1664 0.67 6- 5 -1751 0.33 BC Vert L+D -50 5- 7-10 as pan of the building design byaBuilding MAX HORIZONTAL TOTAL LOAD DEFLECTION: 2- 3 144 0.44 5- 4 -1755 0.23 BC Vert L+D -85 9- 2-14 Designer (registered architect orprofessional T- 0.04" ----MAX. REACTIONS PER BEARING LOCATION ----- engineer). When reviewed far aadings showby n MAX HORIZONTAL LIVE LOAD DEFLECTION: X-L.Oe Vert Horiz lift Y-LoC budding designer. the design loadings shown Up Type must be checked to be sure that the data shown T- 0.04" 10- 7-15 289 0 -528 TOP H-ROLL are In agreement with the local building codes. 0- 4-13 150 187 -594 BOT PIN local cU=Uc records for wind or snow loads. RMB - 1.00 project specifications or special applied loads. Unlcs shown. truss has not been deigned for storage or occupancy loads. The design assume 1, 16# + 91# j 156# carnpresaion chords (top or bottom) are cantinu- ously braced by sheathing unless otherwise L 10-9-3 L specgled. Where bottom chords In tension are Ilk - not fully braced laterally by a properly applied 1 2 3 rigid ceWn& they should be braced at a maximum spacing of IO'-0' o.c Connector F—— plates shad be manufactured from 20 gauge hot 3.33 dipped galvanized steel meeting ASTM A OKI Grade 40. unless otherwise shown. 6X8 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 rtail= a continuing responslbtlny for such ven- 2-04 ficotion. Any dtscreponeles are to be put In 3X4 writing before cutting or fabrication. Plates shall not be installed over knothole, knots or distorted grain. Members shad be cut 0-7-9 for Ught fitting wood to wood bearing. Con- nector plates shad be located on both face of 3-9-11 the truss with nags fully imbedded and shall be aym. about the joint uNem otherwise shown. A 4X6 5x4 plate is 5- wide x 4- long. A W plate is 8- 3X8 wide x Ir long. Slots (holes) run parallel to 0-3-15 the plate length specified. Double cuts an web 2X4 1-3-12 members shall meet at the centrotd of the webs unless otherwise shown. Connector plate size are minimum size based on the force shown and may need to be increased for certain hand- 7 3X4 wig and/or erection stresses. This thus is not I to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality control refer to ANSI/*M 1-1995 PRECAUTIONARY NOTES AB bracing and erection recamuendations are to be followed In accordance with'Handling Installing u9 Bracing' HIB-91. Trusses are to be handled with particular care during bonding and bundling. delivery and installation to avoid damage. Temporary and permanent bmct ng for holding muses In a straight and plumb pca- abn and for resisting lateral forces shall be deigned and Installed by others. Careful hand- Wg is essential and erection bracing Is always required. Normal precautionary action for trusses require such temporary bracing during installation between trusses to avoid toppling and domInoing. The supervision of erection of trusses shad be under the control of persons "perlenced in the installation of trusses. Professional advice shad be sought If needed Concerntmtlon of construction Inds greater than the design Inds shaft not be applied to trusses at any time. No loads other than the welt. of the erectors shall be applied to trusses until after all fastening and bracing is completed. 1.68 I 9-4-6_��-66 L 16 - s 4 151# 9.56" 290# 2.50" 1-10-9 10-1-15 n 0-" (RI-10-7) (R1-10-7) 13# 50# 85# EXCEPT AS SHOWN PLATES ARE T1.20 GA D PER ANSI/TP1 1-1995 scale = 0.5272 (!M!aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 WAKNINIU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown an this drawing Is not erection bracing, wind bmcu% portal bracing or similar bracing which is a pan of the building design and which most be considered by the bonding designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Prmtslons 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 Till). rinds Plate Institute. 1". is located at SO D'Onofrio Drive. Madison. Wisconsin 53719). Eng. Job: WO: ROAK3 Dwg: Truss ID: L Dsgnr: ECH Chk: Date: 10-05-02 TC Live 16.0 psf DUrFac - Lbr 1.25 TC Dead 7.0 psf DurFae - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf Vo05.02-_T345- 82 Duign: Mmrix Analysis JOB PAIN: CAME-LOKUOBSIROAK3 NCS: 08.20.02 JB: ROANOKE K 3 AC: 10# UPLIFT D.L. WO: ROAK3 WE: TI: L2 ATY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 Analysis based on Simplified Analog Model. ..............Joint Locations............... nwindividual BOT CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the 1) 0- 0- 0 3) 10- 1-15 5) 5- 6- component and has been based antntorroauon WEBS: 2x4 SP #3 composite result of multiple loads. 2) 5- 6-10 4) 10- 1-15 6) 0- 0- 0 provided by the client.The dmigner disclaim BEAR. BLKt 2x8 SP #2 All COM?RESSION Chords are assumed to be incorrect men Information. apecNcatlorns for damages as a daof any respoor In faulty faulor Shim or wedge if necessary to achieve full continuously braced lted otherwise. unless no --- TOTAL DESIGN LOADS ------------ ''' - - - -'' and/or designs furnished to the truss designer bearing • WadLod per ASCE 7-98, CSC, V. 125mph, Uniform PLF From PLF TO by the client and thecorr=Uc-oracuracy H. 15.0 ft, I. 1.00, Exp.Cat. B, Kzt= 1.0 TC Vert L+D -46 -1-10- 9 -46 -1- 2-15 of this information as it my relate to a spe- PROVIDE UPLIFT C0 I=CN PER SCHEDULE: Bld Type. Encl L. 57.3 ft W- 10.2 ft Truss Concentrated LBS Location elite project and accepts no responsibility or Support 1 594# in END zone, TC9L. 4.2 psf, BCDL. 6.0 psf TC Vert L+D -17 1- 4- 4 m exeres no control with regard to latrine- shipment anddsigneda trusses. Support 2 528# et Resistant Covering anti/or Glazing R & g TC Vert L+D -44 3- 9- 1 a tresses. 7Tnis tress has been designed as an This LIVE LOAD DEFLECTION. TC Vert L+D -73 6- 1-15 individual building component inaccordance with L/999 ..TC... FORCE ... CSI ..BC ... FORCE ... CSI TC Vert L+D =102 8- 6-12 ANSIrM 1- 1995 and NDS-97 to be incorporated L.-0.07" D= 0.00" T.-0.07" 1- 2 1658 0.62 6- 5 -1746 0.29 BC Vert L+D -8 1- 4- 4 as part of the building design by a BuMing MAX HORIZONTAL TOTAL LOAD DEFLECTION: 2- 3 -88 0.39 5- 4 -1746 0.26 BC Vert L+D -24 3- 9- 1 Designer (registered architect or professional engneer)• When reviewed for approval by the T. 0.04" BC Vert L+D -40 6- 1-15 bullding designer, the design loadings shown MAX HORIZONTAL LIVE LOAD DEFLECTION: BC Vert L+D -55 8- 6-12 must be checked to be sure that the data shown T. 0.04" ----MAX. REACTIONS PER BEARING LOCATICN----- are in agreement with the beat building codes, X-Loc Vert Horiz Uplift Y-Loc Type local climatic records for wind or snow Inds. RMB . 1.15 10- 7-15 218 0 -528 TOP H-ROLL Project specifications or special applied loads. Unless shown, taus has not been designed for 0- 4-13 173 187 -594 BOT PIN storage or occupancy loads. The design assumes 17# 44# j 73# 102# re compression chords (top or botto d acontt nu- ously braced by sheathing unless otherwise L 10-9-3 L specified. Where bottom chords in tension are � . not fully braced laterally by a properly applied 1 2 3 rigid mWng, they should be braced at a maximum spacing of I0'-0' o.e Connector 3.33 plates shall be manufactured from 20 gauge hot dipped plvanized steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES 6X8 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 responsibillry for such vent- 2-0.9 ficatlon. Any discrepancies are to be put in wrtiing before cutting or fabrication. Plates snail not be Wialled over knothoW, 3X EZ 0-2-6 knots or distorted gain. Members shall be net for tight ratting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nags fully imbedded and &hall be sym. about the Joint unless otherwise shown. A - 4X6 5a4 plate is 5' wide x 4' long. A Cub plate is 6' 0-3-15 X wide x 8' long. Slots (holes) ) run parallel to 1-3-6 the plate length specified. Double cuts on web members shall meet at the centrotd of the webs 2%�4 unless otherwise shown. Connector plate stzm are minimum sires based on the fates shown and may need to be increased for certain hand- ---Ts--- Iing and/ or erection stresses. This truss is not 3X4 to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Wbrmatlon on Quality Control refer to ANSI/IPI I-1995 PRECAUTIONARY NOTES All bracing and erection rest mmendatlons ore to be followed in accordance with'Handling installing Q Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundlbi& dellvery and installation to avoid damage. Temporary and pennonent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateral fortes shall be designed and installed by others. Careful hand- ling is esse vial and erection bracing is always required. Nomad precautionary action far messes require such temporary bracing during installation between tntssm 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 &bull be sought if needed. Concentration of construction loads grater than the deign bads shall not be applied to truism at any time. No Inds other than the weight of the erectors shall be applied to trusses ft until after all fastening and bracing is completed. 1.68 I 1 J e6 L 9-1-15 L 5 4 174# 9.5611 219# 2.50" 1-10-9 10-1-15 1 1 �0- (R1-10-7) 8# 24# 40# 55# (Ro-a-5) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANS I 1-1995 scale = 0.5272 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: (Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Ds & Truss D10 CONTRACTOR. BRACING WARNING: �` ECH Chk: Date: 05-02 TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARONDA WAY Bracing shown on this drawing is not erection bracing• wind bmcing, portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 SANFORD, FL. 32771 which is a put of the building design and which must be considered by the building designer. Bracing shown is for lateral tto buckling length. BC Live 0.0 psf O.C. Spacing: .0 24n (407) 321-0064 Fax (407) 321-3913 support of russ members only reduce Provisions must be trade to anchor lateral bractag at ends and specified locations delemnned by the banding designer. BC Dead lo.o f Design Criteria: TPI TOMAS PONCE P.E. clog of the werdl structure my be regWred. (See HIB-91 of In. ps Code Dese: FLA LICENSE #0050068 ri7uss Plate Institute, TPI• is located at 5W D'Onotio Drive, Madison. Wisconsin 53719). loos VANNesSA DIcoVIED0.Fl.a271i8 _ TOTAL 33.0 psf V:09.05.02- 7349- 8: Derign: Matrix Analytis JOB PA771. C:17EE-L0KU0BSIR0AK3 HCS: 0&20.02 JB: ROANOKE K 3 AC: 10# UPLIFT D.L. WO: ROAK3 WE: TI: L3 ATY:2 DESIGN INFORMATION TOP CHORDS: 2x8 SP #2 MULTIPLE LOADS -- This design is the — ----------- Joint Locations--------------- This design is for an Individual building BOT CHORDS: 2x10 SP #1 D couposite result of multiple loads. 1) 0- 0- 0 3) 7- 8- 0 5) 4- 5- 4 corninformationponent and has been based on information WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 4- 5- 4 4) 7- 8- 0 6) 0- 0- 0 provided by the client. The designer dlxlabns This 2-PLY truss designed to carry continuously braced unless noted otherwise. fayyorIncmwryf°r rmatiosa'a'aattot (softy or Incorrect Information. spetl(katbns 18' 9" framed to BC one face span 2-PLY TRUSSI fasten w 3"X 0.120" nails in / _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ --- TOTAL DESIGN LOADS and/or designs furnfshed to the truss designer 19, 3" span framed to TC opposite face staggered pattern per nailing schedule: Uniform PLF From PLF TO by the client and the correctness Or accuracy TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft TC Vert L+D -312 0- 0- 0 -312 7- 8- 0 - of this lnfoanatlonasamay relate toaspe- WndLod per ASCE 7_98, C6C, V. 125mph, Distribute loads equally to each ply. BC Vert L+D -304 0- 0- 0 -304 7- 8- 0 cNcpro)ectand accepts noresponslbuayor exercises no control aid regard m ra "Ica' E- 15.0 ft, I- 1.00, Exp.Cat. B, Rzt-.1.0 PROVIDE UPLIFT COMMMON PER SCHEDULE: ----MAX. REACTIONS PER BEARING LOCATION ----- trusshandling, anddsignedaatkm of Bld Type. Ertel L- 57.3 ft W. 7.7 ft Truss Support 1 971# X-Loe Vert Horiz Uplift Y-LOc Type trusses. Thb truss has been designed as an russhas in 7Nr zone, TCDL- 4.2 sf, BCDL- 6.0 sf P P Support 2 971# 0- 4- 0 2366 0 -971 BOT PIN Individual building component in accordance with Impact Resistant Covering and/or Glazing Req This truss has not been designed for ROOF 7- 6-12 2366 0 -971 BOT H-ROLL ANSI/771 1-1995 and NDS-97 to be incorporated MAX LIVE LOAD DEFLECTION: PONDING. Building designer must provide as part of the building design by a Building Designer (registered architect or professional L/412 at JOINT # 3 adacmate drainage to prevent ponding. (0.25 engineerl. When reviewed for approval by the L.-0.20" D=-0.22" T--0.42" n. n. slope mu ift. mil to drain). Truss st be building designer, the design loadings shown MAX HORIZONTAL TOTAL LOAD DEFLECTION: marked to prevent UPSIDE DOWN erection. must be checked to be sure that the data shown T- 0 . 09" are in agreement with the local building codes. MAX HORIZONTAL LIVE LOAD DEFLECTION: .. TC ... FORCE ... CSI ..BC ... FORCE ... CSI local climatic records for wind or anow loads. T. 0.04" 1- 2 0 0.56 6 - 5 17 2 0.89 project specifications or special applied loads. unlw shown, truss has not been designed for Me - 1.00 2-PiNS3 Ri QJPIFPM 5- 4 0 0.88 storage or occupancy Inds. The design assumes compression chords (top or bottom) are cominu- 7-8-0 ously braced by sheathing unless otherwise - specified. Where bottom chords In tension are 1 2 3 not fully braced Laterally by a properly applied rigid ceding, they should be braced at a maximum spacing of la-O• o.0 Connector prates shall be manufactured from 20 pug: hot 3X6 $X6 dipped phantmd steel meeting ASTM A 653. Crude 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verily that this drawing is in All confomana with the fabrtatofs - and to realize a continuing responsibility for such vem- Bcatlon. Any discrepancies are to be put in wraing 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- 3-0-0 3-" nector plates shall be located on both fain 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 8x8 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 cenlrold of the webs unless otherwise sham. Connector plate alres 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 6Xi3 Information on Quality Control refer to 3X6 ANSIrM 1.1995 PRECAUTIONARY NOTES Ali bracing and election recommendations are to be followed in accordancewith -Handling Installing eft Bracing% HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Tempomry and permanent bracing for holding trusses in a straight and plumb pos. Mon and for resisting lateral forces shall be designed and Installed by others. Careful hand. ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between muses to avoid toppling and dombnoing. 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 Beater than the design bads shall not be applied to [noses at any time. No Inds other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. 4-7-0 6 5 4 2367# 8.00" 2367# 2.50" 7-8-0 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 loos VANNESSA DROVIEDOXI-327a8 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing sham on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which Is a part of the budding design and which must be considered by the building designer. Bracing shown Is far lateral support of truss members only to reduce buckling length. Prwblons 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 requbed. (See Hl" I of TPB. (Doss Plate Institute. TPI, is located at 583 D'Onafrlo Drive. Madison. Wisconsin 53719). scale = 0.7000 Eng. Job: WO: ROAK3 Dwg: Truss ID: L3 Dsgnr: ECH Chk: Date: 10-05-02 TC Live 16.0 psr DurFac - Lbr. 1.25 TC Dead 7.0 psf Durfae - Pit: 1.25 BC Live 0.0 psi O.C. Spacing: 24.0" BC Dead lo.o psi Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:0 .05 02�Z351- 8, Design: Matrix Analysis JOB PATH: C:ITEE-LOKUOBSIBOAK3 11CS: 08.20.02 DESIGN INFORMATION This design is for an individual bulldtng component and has been based on information provided by the client The designer disclaims any mponsibWty, 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 spa cifk project and accepts no mponsfbillty or exercises no control with regard to falutra- tion, handling, shipment and Installation of trusses. This truss has been designed as an IndtMual building component in accordance with ANSI/7P1 1-1995 and NDS-97 to be incorporated as part of the building design by a BuWbg 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 specifleatlons 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 cantinu- ously braced by sheathing unless otherwise specified. Where botton chards In tension are not fully braced laterally by a properly applied rtgld ceiling. they should be braced at a malmrnum spacing of 10'-(r o.c Connector plates shall be manufactured from 20 gauge hot dipped gahanired 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 conforaance wah the fabrtcatora pions and to real— a mrimuing responsibility for such verl- fication. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grail. Members shall be cut for light fitting wood to wood bearing Con- nector plates shall be located on both faces of the taw with nabs fully imbedded and shall be "Tn. about the joint unless otherwise shown. A 5x4 plate b 5' wide x 4' ling. A Bx8 plate is 6' wide x Ir 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 aim are miraimum stm based an the forces shown and may need to be Increased for certain hand- Wrg and/or erection stresses. This truss is no to be fabricated with fire retardant treated lumber unless otherwise shown. For additional bnfortnatfon on Quality Control refer to ANSI/-M 1.190 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with -Handling Installing A Bracing". HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Man and for ==sting lateral forces shall be designed and tnsmtled by others. Careful hand- ling b essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bmcing during installation between trusses to avoid toppling and dommotng. The supervision of erection of troves s1a0 be under the control of persons experienced in the Installation of busses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design bads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses unW after all fastening and b—i ng Is completed. JB: ROANOKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 MULTIPLE LOADS -- This design is the composite result of multiple loads. Shim or wedge if necessary to achieve full bearing. PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 ass# MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" D= 0.00" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: To 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION; To 0.02" RMB = 1.15 WO: ROAK3 WE: [1: Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V. 125mph, H. 15.0 ft, I= 1.00, Exp.Cat. B, Rzt. 1.0 Bld Type. Encl L= 57.3 ft W= 9.0 ft Truss in INT zone, TCDL• 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req TC...FORCH... CSI .BC ... FORCE ... CSI 1- 2 -629 0.53 5- 4 597 0.33 2- 3 -35 0.32 TI: O ATY:13 ........ ._.._....=Joint Locations ----------- =... 1) 0- 0- 0 3) 9- 0- 0 5) 0- 0- 0 2) 4-11- 2 4) 9- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 376 255 -422 BOT PIN 8-10-12 290 0 -486 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 422# Support 2 486# FJ T 2-0-2 2X 3-9-11 [4X81 0-1-10 0-4-3 1-4-1 4 1 3X6 2.00 I a8�4I- CRI 0-3-8 8-0-8 I 5 4I 3779 8.00" 290# 2.50" 1-7-2 9-0-0 (R1-7-0) io EXCEPT AS SHOWN PLATES ARE T1.20 GA TESTED PER ANSI/TPI 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNE66A DP OVIEDO.FL32766 WAKNIN(4: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this dmwmg is not erection bmctn& wind bmcb4 portal bracing or similar bmeing which is a part of the building design and which must be cansldered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisla s must be made to anchor lateral bracing at ends and specilled locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of M. rrruss Rate Institute. TPI. is located at 5a3 D'Onofrio Drive. Madison. Wisconsin 53719). scale = 0.5516 Eng. Job: I WO: ROAK3 Dwg: Truss ID: O DsRnr: ECH Chi: Date: 10-05-02 TC Live 16.0 Psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Marfix Analysis JOB PA771: C:ITEE-LOK11OBSIROAK3 HCS: 08.20.02 DESIGN INFORMATION This design is for an tndmdual budding component and has been based on information provided by the client The designer disclahns any resportsIdIny for damages as a result of faulty or incorrect Infonnauon, speciBcatlms and/or deaigts furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cifle project and accepta no responsibility or exercises no control with regard to fabAa- tion, handling, shipment and Installation of trusses. This truss has been designed - an Individual building component in accordance with ANSIrM 1-1995 and NDS-97 to be Incorporated as pall of the building deslgn by a Budding Designer (registered architect or professional engneed. When reviewed for approval by the building designer. the design loadimga 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 (cods. project specifications 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 shmthing 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 lo-O' o.c Connector plates shall be manufactured from 20 gauge hot dipped gah antzed steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabricalion. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a continuing mpons(blLty for such verl- 0cation. Any dlscrepandes are to be put in writing before cutting or fabrication. Plato shall not be Installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood hearing. Con - nectar plates shall be located on both face of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x d- long. A 0x8 plate is 6' wide x 8" long. Slots fholml run parallel to the plate length specified. Double cuts on web members shall meet at the centrod of the webs unless otherwise shown. Connector plate sties are mbdmum sites based on the form shown and may need to be increased for certain hand- ling and/or erection stresses. This trtuss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSIfM 1.19% PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with'Handling Installing d Brachig', 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 par ttlnn and for resisting lateral force shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always requtrcd. Normal precautionary action for trusses requires such temporary bracing dun" installation between trusses to amid toppling and dominobmg. The supervision of erection of trusses shall be under the control of persons experienced in the installation of rases. Professional advice shall be sought If needed. Cancentratlon of construction (cads greater than the destgn Inds shall not be applied to trusses at any time. No bads other than the welgnt of the erectors shall be applied to trusses until after all fastening and bracing is completed. 0-4-3 i _ JB: ROANOKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 D BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. Field Connection at Support 1 must be able transfer 111 pounds of horizontal reaction MAX LIVE LOAD DEFLECTION: L/252 at Mid -panel # 1 L--0.34" D= 0.05" T--0.29" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB - 1.15 ROAK3 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. WndLod per ASCE 7-98, C6C, V. 125mph, H- 15.0 ft, I- 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type. Encl L- 57.3 ft W. 7.2 ft Truss in INT zone, TCDL- 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -51 0.92 4- 3 -22 0.77 TI: P ATY:2 = __...==.-Joint Locations------------- -- 1) 0-10- 5 3) 7- 3- 0 2) 7- 3- 0 4) 0-10- 5 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 7- 1-12 156 111 -356 TOP PIN 0- 4- 0 311 135 -472 BOT PIN 7- 1-12 83 0 -42 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 472# Support 2 356# Support 3 42# L 7-3-0 L 1 2 4.00 311# 8.00" 1-7-2 (R1-7-0) EXCEPT AS SHOWN PLATES ARE T120 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 2.00 I 157# 2.50" 7-3-0 84# 50" C/L: -1-12 Over 3 Supports WAKNIN(4: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing. wind bracing, portal bracing or similar bracing which is a pan of the budding design and which must be considered by the building designer. Bracing shown Isfor 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 111E-91 of TPI). fituss Plate institute. TPI, Is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). Connection by others. scale = 0.6513 Eng. Job: WO: ROAK3 Dwg: Truss ID: P Dsgnr: ECH Chk: Date: 10-05-02 TC Live 16.0 psf DurFac - Lbr. 1.25 TC Dead 7.0 psf Durfac - Pit: 1.25 BC Live 0.0 psr O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:0 05. )2- 7354- 8, Design: Matrix Analysis JOB PATH: CATFE-LOKUOBSIBOAK3 HCS: 08.20.02 . I I JB: ROANOKE K 3 AC: 1&4 UPLIFT D.L. WO: ROAK3 ' . WE: TI: A ATY:2 DESIGN INFORMATION This design s for an hmdlvldual bunding 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, spec111callons 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- ctf c protect and accepts no responsibility or exercUn no central with regard to fabrtca- tbn, handling, shipment and Installation of trusses. This truss has been designed as an individual building has In accordance alit ANSI/7P1 1.1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional enghteerl. 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 ellawUc records for wind or snow Inds. project specifications or special applied lands. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting AMN A 653. Grade 40. unless otherwise sham. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is In conform tee with the fabrtcatoes plus and to realize a continuing responsibility for such wri- fieatlon. 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 plate shall be located on bah fain of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 50 plate is 5' wide x 4' long. A 6x8 plate s 6- wide x 8' long. Sins (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the welts unless otherwise shown. Connector plate sizes are minimum star based on the force shown and may need to be increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with lire retardant treated lumber unless otherwise ahown. For addltbnal Informatlon on Quality Control refer to ANSI/7PI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed Inaccordance with'tiandlmg Installing R Brachtg'. HIB-91. Tnusn are to be handled with particular cart during banding and bundling, delivery and mstallatbn to amid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Won and for resisting lateral forty shall be designed and Installed by others. Careful hand- ling is essential and erecUon bracing 15 always required. Normal precautionary actors for trusses regrtftss such temporary bracing during installation between trusses to avoid toppling and dommoh4 The supervision of erection of trusses shall be under the control of persons experienced in the InstalhUon of trusses. Professional advice shall be sought if needed. Concentration of construction hods grater than the design bads stall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to troves until after all fastening and bmcng is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. Field Connection at Support 1 moat be able transfer 80 pounds of horizontal reaction MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" D--0.02" Te-0.04" MAX HORIZONTAL TOTAL LOAD DEFLECTION: Tcr 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: Tra 0.00" RMB . 1.15 2-2-11 0-4-3 0-8-0 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. WndLod per ASCE 7-98, CFC, V. 125mph, H- 15.0 ft, I. 1.00, Exp.Cat. B, Rzt. 1.0 Bld Type. Encl L. 57.3 ft W- 4.2 ft Truss in INf zone, TCDL. 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 29 0.41 4- 3 -14 0.31 ___•••••_..—Joint Locations..===___..ae=o. 1) 0-10- 5 3) 4- 3- 0 2) 4- 3- 0 4) 0-10- 5 ----MAX. REACTIONS PER BEARING LOCATION ----- X-Loc Vert Horiz Uplift Y-Loc Type 4- 1-12 91 80 -235 TOP PIN 0- 4- 0 212 107 -398 HOT PIN 4- 1-12 49 0 -31 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 398# Support 2 235# Support 3 31# 1 4-3-0 k 1 2 213# 8.00" 1-7-2 �e (R1-7-0) EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSUTPI 1-1995 rmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNFSSA DROVIEDO.PL52766 1-2-0 0-7-3 1 91# 2.50" — 4-3-0 50# 2 C/L: 4-1-12 Over 3 Supports scale = 0.9442 WAKNIN%j: READ ALL NOTES ON THIS SHEET. Eng. Job: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgnr: ECH Chk: BRACING WARNING: TC Live 16.0 psf Bmcb* shown an this drawing Is not erection bracing, wind bracing, portal bracing or strn9ar bracing TC Dead 7.0 psf which b 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 BC Live 0.0 psf made to anchor lateral bracing at ends and specified locations determined by the bu0ding designer. Additional bracing the BC Dead 10.0 psf of overall structure may be requred. (See HIB-91 of TIM. ('Russ plate Institute. TPI, is located at 583 D'Onofrie Drive. Madison. Wisconsin 53719). TOTAL 33.0 Truss ID: Q Date: 10-05-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Annuli Analysts Jun Fern: C:Utt-LOKVOB5IR0AK3 NCS: 08.20.02 JB: ^OANOKE K 3 AC: 10# UPLIFT D.L. WO: ROAK3 WE: TI: R ATY:2 DESIGN INFORMATION This design Is for an Individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a mutt of faulty or incorrect information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as It may relate to a spe- cifk project and accepts no responsibility or exercises no control with regard to fabrics- tbn, 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 lregtstered 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 elltnatic records for wind or snow loads. project specifications or special applied Inds. Unless shown. thus 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 eegln& they should be braced at a maxim= spacing of IU'-0' o.e. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shag ew revi this drawl" to verify that this drawing Is in coNormanee with the fabrtcaWrs plans and to realize a continuing responsibility for such verl- fle tin. Any discrepancies are to be put in writing before cutting or fabricatlon. Plates shag not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearh4 Con- nector plates shall be located on both faces of the truss with nails fully intbedded and shag be sym. about the joint unless otherwise shown. A 5x4 plate b y wide x 4" long. A 8x8 plate is Y wide x 8" long. Slots (hoks) run parallel to the plate length specified. Double cub on web members shag meet at the centroki of the webs unless otherwise shown. Connector plate spas are minimum afro based on the form shown and may need to be increased for certain hand- ling and/or erection stresses. This truss b not to be fabricated with fire retardant mated lumber unless otherwise shown. For additional information an Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recmnunendatbns are to be followed in accordance with 'Handling Installing a Bracing". HIB-91. TY m are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding muses In a straight and plumb pos- mon and for resisting lateral form shag 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 bra" 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 muses. Professional advice shag be sought If needed. Concentration of construction bads greater than the design Inds shag not be applied to trusses at any time. No loads other than the weight of the erectors shag be applied to trusses until after all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 This truss is designed to bear an 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 1 302# Support 2 43# Support 3 7# MAX LIVE LOAD DEFLECTION: L/999 L- 0.00" D- 0.00" Te 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: To 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTICN: T- 0.00" RMB - 1.15 1-4-7 T 0-4-3 1 MULTIPLE LOADS -- This design is the camposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. WndLod per ASCE 7-98, C&C, V. 125mph, H- 15.0 ft, i- 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type. Encl L. 57.3 ft W. 1.7 ft Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 99 0.04 4- 3 -2 0.01 --- --_-_---Joint Locations— ------------- 1) 0- 0- 0 3) 1- 8- 4 2) 1- 8- 4 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1- 7- 0 16 118 -43 TOP PIN 0- 4- 0 154 -51 -302 BOT PIN 1- 7- 0 13 0 -7 BOT H-ROLL 1-8-4 Ilk 1 2 0-8-14 0-8-0 1-0-4 Plate Height 0-2-1 155# 8.001r 16# 2.50" 1-7-2 13# 2.5pu r (R1-7-0) ia 1-8 4 C/L: 1-4-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPl 1-1995 Over 3 Supports scale = 1.5329 WAKNIN(j: READ ALL NOTES ON THIS SHEET. Eng. .lob: WU: KQAK3 (Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: R y CONTRACTOR. BRACING WARNING: Dsgur: ECH Chk: Date: 10-05-02 TC Live 16.0 psf DurFac - Lbr. 1.25 4005 MARONDA WAY Bracing shown an this dmwing b not erection bracing, wind bra ling portal bracing or similar bra TC Dead 7.0 psf DurFae - Pit: 1.25 SANFORD, FL. 32771 which is a of the b considered by buOdovisioing ektg shown b for lateral K truss truss Bt. IAVe 0.0 f O.C.Spacing: 24.0" P 9 (407) 321-0064 Fax (407) 321-3913 su support of member o members s zest made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead lo.o f Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overall structure may be required. (see HIB-91 of Tn. ps Code Dese: FLA LICENSE #0050068 frruss Plate Institute. TPI. Is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). 1005 VANNFSSA DROVIEDO.FL32756 I TOTAL 33.0 psf V:09.05.02- 7356- 81 Design: Marrir Analysis JOB PA77i: C.17EE-LOKUOBSIROAK3 HCS: 08.20.02 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The destlpter dr.rt,l rn 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 w It may relate to n spe- cific project and accepts no responsibility or exerrbes no control Milt regard to fabrtco- tbn, handling, shipment anInstallation tallation of trusses. This truss has been designed w an individual building component In accordance with ANSI/771 1.19% and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engtneetl. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads. project specifications or special applied bads. Unless shown. truss has not been designed for storage or occupancy loads. The design nos mnes 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 property applied rlgd ceiling. they should be braced at a maximum spacing of ID'-0' o.e Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting AS 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 mnfomtance with the fabrkator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Pates shall not be Installed over knotholes. knots or distorted gain. Members shall be cut for tight fluing wood to wood bearing. 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' wile x 4' long. A 6x8 plate is 8' wide x 8" long. Slots (holes) run parallel to the plate length specllled. Double cuts on web members shall meet at the centrold of the webs urines otherwise shown. Connector plate sizes are minhnum at= based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated arf h fire retardant treated lumber unless otherwise shown. For additional mfor mation on 9ualtty Control refer to ANSI/IPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with'Hmdttng Installing A Bncing'. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to amid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- nian and for resisting lateral forces shall be designed and installed by others. Careful hand- Img is essential and erection bracing is always required. Normal precautionary act for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dommobug. The supervision of erection of muses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction leads greater than the design Inds shall not be applied to trusses at city time. No loads other than the weight of the erttton shall be applied to trusses until alter all fastening and bracing I, completed. JB: ROANOKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. Field Connection at Support 1 must be able transfer 136 pounds of horizontal reaction MAX LIVE LOAD DEFLECTION: L/815 at Mid -panel # 1 L=-0.07" D- 0.01" T=-0.06" MAX HORIZONTAL TOTAL LOAD DEFLECTION: To 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB - 1.15 3-2-3 0-4-3 i WO: ROAK3 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. WndLod per ASCE 7-98, C&C, V. 125mph, H- 15.0 ft, I- 1.00, Exp.Cat. B, Rzt• 1.0 Bld Type. Encl Lea 57.3 ft W. 4.7 ft Truss in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC...FORCE... CSI ..BC ... FORCE ... CSI 1- 2 -47 0.57 4- 3 -24 0.43 TI: S OTY:2 .............. Joint Locations ----------- 1) 0- 5- 5 3) 4- 8- 8 2) 4- 8- 8 4) 0- 5- 5 ----MAR. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 4- 7- 4 101 136 -260 TOP PIN 0- 4- 0 205 183 -371 BOT PIN 4- 7- 4 55 0 -41 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 371# Support 2 260# Support 3 41# 4-8-8 1 2 0 3.00 1 o-s-o 4-0-8 4 3 206# 8.00" 102rY 2.50" 1-1-9 Din 4-8-8 55# 2 50r, (R1-1-7) CI 74 EXCEPT AS SHOWN PLATES ARE T120 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 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing sham on this drawing is not erection br hi& wind bracing; portal bracing or similar bracing which is a pan of the building design and which must be considered by the building designer. Bmcmg shown Is for lateral support of tress members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determinedbythe bullding designer. Additional bracing of the overall structure may be required. (See HIB-91 of 7n. firms Plate Institute, 77r1, is located at 583 D'Onafrio Drive. Madison. Wisconsin 53719). Attach with (4) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.6603 Eng. Job: W0: RDAK3 Dwg: Truss ID: S Dsgur: ECH Chk: Date: 10-05-02 TIC Live 16.0 psf DurFac - Lbr. 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psr O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09 05.02- 7357- 9( Design: Matrix Analysis JOB PATH: C:17EE-LOKVOBSIBOAK3 NCS: 08.20.02 DESIGN INFORMATION This design is for an Itndlvidual building component and has been based on Information provided by the client. The designer dis In asYyk s any responsm0lty for damage as a result of faulty or incorrect Information. specNmtions and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Informat! 01 n asIt may relate to a spe- cific project and n.pis no responsibility or exercises no control with regard to fabrica- tion. handling. shipment and Installation of trusses. This trios has been designed as an Individual buONng 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 engtnecd. When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown sues in agreement with the k ml building codes, local cihnatic records far wind or snow loads. project specifkatlous or specktl applied Inds. Unless shown. truss has not been designed for storage or occupancy bads. The design assumes conpressbn chords (top or bottom) are continu- ously braced by sheathing unless otherwise spelled. Where bottom chords in tension are not fully braced laterally by a properly applied rigki rsllbtg. they should be braced at a ma11'Immrm spacing of 1 C'�i 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 shag review this drawing to verify that this drawing is In confornnvnco with the fabrtmlon's pines: and to rallm a continuing responsibility for such vert- f1 atlon. Any discrepancles are to be put In wrM ng before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shag be cut for tight Rising wood to wood hearing. Con- nector plate shall be located an both faces of the thus with nails 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 (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 art minlnum slur based on the force 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 lumbcr unless otherwise shown. For addllonal information on quality Control refer to ANSI/'1Pi 1-1995 PRECAUTIONARY NOTES AB bracing and erection recommendations are to be followed In accordance with 'Handling Installing & Bracing'. HIB-91. Trusses an: to be handled with particular rare during banding and bundlin& delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in n straight and plumb pm- ltbn and for resisting lateral forces shall be designed and Installed by others. Careful hand- ing is essential and erection bracing Is always required. Norval precautionary action for trusses requires such temporary bracing during wtallation between trusses to avoid topping and do-Inoing. The supervision of erecUm of trusses shall be under the control of persons ezperlenced in the Installation of trusses. Professional advice shall be sought B needed. Concentration of const-dion lads greater than the design hods &hall not be applied to trusses al any tine. No Inds other than the weight of the erectors shall be applied to trussm until alter all fastening and bracing is completed. JB: ROANOKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS- 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 GABLE STUD: 2x4 SP #3 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This truss has not been designed for ROOF PONDING. Building designer moist provide adnatiate drainage to prevent ponding. (0.25 in. ft. min. slope to drain). Truss twist be marked to prevent UPSIDE DOWN erection. 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 2X4 TRANSVERSE BRACING nailed flat to edge of web with 12d nails at 8" o.c. TRANSVERSE BRACING to extend for center 80% of length. MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-98, C&C, V= 125mph, H. 15.0 ft, I= 1.00, Exp.Cat. B, Kzt. 1.0 Bld Type- Encl L= 57.3 ft W= 3.3 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI .BC ... FORCE ... CSI 1- 2 0 0.17 4- 3 0 0.04 3-4-0 Ilk 1 2 3X4 3X4 2X4 3X4 3-4-0 4 3 110# 8.001, 110# 8.001, 3-4-0 GABLE STUD PLATES (8) 2X4 EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSUTPI 1-1995 rMaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407)321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNFSSA DROVIFDO.FL52768 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 shnflar bracing which Is a par of the building design and which must be considered by the building designer. Bracing sham w Is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and speclned locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of In. n'russ Plate Institute. TPI, is located at 583 D'Onafrio Drtve, Madison. Wisconsin 53719). ____ ---------- Joint Locations .••===......... 1) 0- 0- 0 3) 3- 4- 0 2) 3- 4- 0 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 109 0 -123 BOT PIN 3- 0- 0 110 0 -123 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 123# Support 2 123# Studs @ 2-0-0 o.c. scale = 0.7000 Eng. Job: Dwg: Truss ID: S1 Dsgnr: ECH Chk: Date: 10-05-02 TC lave 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 to.o par Design Criteria: TPI - Code Desc: FLA TOTAL 33.0 Design: Matrix Analysis JOB PATH: C.17EEL0KU0BSIR0AKJ HCS: 0& 20.02 DESIGN INFORMATION Thb design is for an Individual bulkwig component and has been based on information provided by the client. The designer cl , htm- 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 actuary of this information as It may relate to a spe- of& project and accepts no responsibility or exercises no central with regard to fabrtca- Uoa. handling, shipment and installation of trusses. This truss has been designed - an Individual building component In aemrdiree with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered archnect 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 to agreement with the kcal building code. Loco] cltrnauc records for wind or -now loads. project specifications or special applied Inds. Unless shown. truss has not been designed for storage or occupancy loads. The deign assumes compression chords (top or bottom] are coUnu- 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`-T o.c Connector plate shall be manufactured from 20 gauge hot dipped gatva limd steel meeting ASfM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabAratofe 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 light filling wood to wood bearing. Con- nector plates shall be located on both face of the truss with nalb fully imbedded and shall be sym. about the joint unless otherwise shown. A Site plate Is 5- wile x 4- king. A 6x8 plate Is 6' wide x T long. Slots (holes) run parallel to the plate length specified. Double cuts an web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sties are raWmum sties 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 fie retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSIrM 1.1995 PRECAUTIONARY NOTES Ali bracing and erection recanmendatfons are to be followed in accordance with -Handling Installing & Broome, HIB-91. Truso are to be handled with particular care during banding and bundling, del" and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb poa- Won and for resisting Lateral forces shall be designed and installed by others. Careful hand- ling Is essential and erection bracing is nhvsys required. Normal precautionary action for trusses requires such temporary brag during itstallation between trusses to avow toppling and dommobrg. The supervision of erection of trusses shall be under the control of persons experienced in the twtallauan of trusses. Professional advice shall be sought ff needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at arry torte. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: ROANOKE K 3 AC: IN UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. Field Connection at Support 1 must be able transfer 98 pounds of horizontal reaction MAX LIVE LOAD DEFLECTION: L/999 L--0.02" D- 0.00" Te-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB - 1.15 2-6-3 0-4-3 4 WO: ROAK3 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. WndLod per ASCB 7-98, C&C, V. 125mph, H- 15.0 ft, I- 1.00, Exp.Cat. B, Xzte 1.0 Bld Type. Encl L- 57.3 ft W 3.4 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -33 0.30 4- 3 -17 0.22 TI: T QTY:2 s---== Joint Locations— =...=n=_ �1) 0a 5- 5 3) 3- 4- 8 2) 3- 4- 8 4) 0- 5- 5 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3- 3- 4 72 98 -190 TOP PIN 0- 4- 0 162 132 -296 BOT PIN 3- 3- 4 39 0 -29 BDT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 296# Support 2 190# Support 3 29# 3-4-8 Ilk 1 1 2 3.00 I 0-8-0 2-8-8 4 3 162N 8.00" 73# 2.50" L 1-1-9 � 3-4-8 40# 2 50" f (R1-1-7) C/L: -3-4 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 1005 VANNESSA DN.OVIEDO.PL32766 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown an this dmwtng is not erection bracing, wind bracing. portal bracing or similar bracing which Is a put of the building design and which must be considered by the building designer. Bracing shown Is for 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 budding designer. Additional bracing of the overall structure may be required. (See HIB-91 of TP9. flatus Pirate institute. TPI, b Located at 593 D'Onofrio Drive, Madbon Wisconsin 53719). Attach with (3) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.8355 Eng. Job: WO: ROAD Dwg: Truss ID: T Dsgar: ECH Chk: Date: 10-05-02 TC Live 16.0 psf DurFac - Lbr 1.25 TC Dead 7.0 psf DurFae - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI - Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 7360- 92 Design: Mmrix Analysis JOB PA771: CATEE-LOK11OBSIROAK3 HCS: 08.20.02 DESIGN INFORM, This design is for an tndividu: component and has been bas provided by the client. The de any respanslhWty for damage faulty or Incorrect trJormatmr and/or designs furnished to t by the client and the correcul of this infomaton as it may m cdle pmject and accepts na re exeucbes no control with rep tlon. handling, shipment and trusses. This thus has been trldMdual building componen ANSI/'IPI 1-1995 and NDS-9', as part of the building design Designer (registered architect engineer(. When reviewed for building designer, the design I must be checked to be sure if are In agreement with the low local clhnatk records for wind project specillrations or spect Unless shown. truss has not 1 storage or occupancy loads. 1 compression chords (top or be ously braced by sheathing unl specified. Where bottom chor not fully braced laterally by a rigid ceWng, they should be bi maximum spacing of IO'-W a. plates shall be manufactured dipped galvanized steel meem Grade 40. unless otherwise at FABRICATION N( Prior to fabrication, the fabric this drawing to verity that this conformance with the fabrfcal reallre a continuing responslb Nation. Any discrepancies ar writing before cutting or fabric Rates shall no be installed m knots or distorted grain. Men for tight fitting wood to wood I nector plates shall be located the inns with nalls fully mnbe am.a. "bout the Joint unless of 5.114 plate is 5' wide x 4' long. wide x 8' long. Sloe [holes) n the plate length specified. Do members shag meet at the cei unless otherwise shown. Can one minimum sizes based on t and may need to be increased ling and/or erection stressm. to be fabricated with fire ratan lumber unless otherwise show Information an Quality Contra ANSI/I" 1.1995 PRECAUTIONARY All bracing and erection reeon to be followed In accordance w WtaWng @ Bracing', HIS-91. be handled with particular car and bundling, delivery and ins damage. Temporary and peer for holding trusses In a strata Man and for resisting lateral it designed and Installed by oche ling is essential and erection b required. Normal ptecautlomar tosses requires such tempora installation between trusses tic and dominoing. The aupervisl trusts shag be under the can experienced In the installation Professional advice shall be so Concentration of construction than the design loads shall no losses at any tlme No Inds welghl of the erectors shall be trusses until after 0 fastening is completed building I on Information gner disclaims ss a result of specifications e truss designer is o accuracy late to a spe- ponslbdity or 1 to fabrim- tstallatlon of nigned as an In accordance with to be incorporated Y. Building r professional pprmal by the adings shown it the data shown building codes, )r snow loads, applied Inds. en designed for re design osaumes ton) are continu- es otherwise s in tension are mperly applied ced at Connector on 20 gauge hot AST's1 A 653. or shall review imwing is in is plans and to Ity for such veri- tybeput in Lion. r lawthoks. Hers shall be cut arhrg. Can. s both faces of led and shall be er.1se shosm. A t 6x8 plate Is 6' 1 parallel to ale cuts on web raid of the wets ector plate sties e forces shown or certain hand - 'his truss is not mt treated . For additional refer to NOTES Iendatlons are h 'handling Busses are to during handing dlatlot to avoid nent bracing and plumb pos- ees shall be n. Careful hand- mdnmg is always action for f bracing during a of erection of col of persons f tosses. ght If needed. Wads greater be applied to Cher than the pialled to lid bracing JB: ROANOKE K 3 AC. 100 UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full beard Connection at Support 1 must be able transfer 58 pounds of horizontal reaction 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 1-10-3 04-3 WO: ROAK3 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. WndLod per ASCE 7-98, C&C, V- 125mph, H= 15.0 ft, Ira 1.00, )tcp.Cat. B, Rzt= 1.0 Bld Type- Encl L. 57.3 ft W= 2.0 ft Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -19 0.11 4- 3 -10 0.07 TI: U QTY:2 = __==_== =Joint L=== ocations===__===== 1) 0- 5- ==5 3) 2- 0- 8 2) 2- 0- 8 4) 0- 5- 5 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1-11- 4 44 58 -116 TOP PIN 0- 4- 0 118 77 -216 BOT PIN 1-11- 4 23 0 -16 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 216# Support 1 Support 3 16# 2-0-8 11 1 2 6.00 1-0-5 0.4-2 3.00 I 0-8-0 1-4-8 I 4 3 119A 8.001, 44# 2.50" l 1-1-9 24# 2. 0" w, 2-0-8 (R1-1-7) C/L: 1- 14 EXCEPT AS SIIOWN PLATES ARE T120 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports Laronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE //0050068 1005 VANNSSA DROVIEDO.FL32788 WAKNINti: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is no erection bracing, wind bmchmg- portal bracing or similar bracing which b a pan of the building design and which must be considered by the building designer. Bracing sham is far 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 requbed. (See HIa-91 of TPI). (buss Plate Institute, TPI, b located at 583 D'Onafrio Drive, Madison, Wisconsin 53719). Atta h with (2) 10d Yoe -Nails Attach with (1) 10d Toe -Nails Eng. Job: Dwg: Dsgnr: ECH 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 scale = 1.1370 Truss ID: U Date: 10-05-02 DurFac - Pit: 1.25 O.C. Spacing: 24.on_ Design Criteria: TPI Code Desc: FLA DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclaims my responsaaWty for damage as a result of faulty or Incorrect information. spec "ImUons and/or designs furnished to the muss designer by the client and the correctness or accuracy of this Information as It may relate to a spo- cm a project and accepts no responsibdity or exermes no mmtrol with mewd to fabrtea- tlon, hurdling, shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/7PI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer. the deign loadings shown must be checked to be sure that the data shown arc In agreement with the local building code. local climatic records for wind or snow bads. project specifications or special applied bads. Unless shown, truss has not been deigned for storage or occupancy loads. The deign assum= compression chords (top or bottom) we contlnu- ously braced by sheathing unless otherwise specified. When 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 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 aM the fabricator's plans and to —11, a continuing responsibility for such verl- fleation. Any discrepwicles are to he 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 boring. Con- nector plate shall be located on both face of the taus with nags fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wife x 4- king. 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 mntmtd of the webs unless otherwise shown. Connector plate alms are minimum stye based on the forces shown and may need to be Increased for certain hand- ling and/or erection stnsse. This was is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on guallty Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AU bractng and erection recommendations are to be followed In accordance with -Handling Installing & Bmchig. HID-9 1. Trusses are to be handled with particular care during banding and bundling, delivery and installation to amid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos. Non and for resisting lateral forces shall be deigned and installed by others. Careful hand- Ung is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to amid toppling and dominob4 The supervision of erection of trusses shall be under the control of persons experienced Inthe Installation of trusses. Professional advice shall be sought If needed. Concentration of consweUan 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 —ill after all fastening and bracing is completed. JB: ROANOKE K 3 AC: 10# UPUFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 101# Support 2 84# MAX LIVE LOAD DEFLECTION: L/999 L. 0.00" D= 0.00" T. 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION- T. 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.00" RMB - 1.15 WO: ROAK3 WE: TI: V I QTY:2 MULTIPLE LOADS -- This design is the =----- ___=====Joint Locations= =====m====e== composite result of Imfltiple loads. 1) 0- 0- 0 3) 0- 9- 0 All COMPRESSION Chords are assumed to be 2) 0- 9- 0 4) 0- 0- 0 continuously braced unless noted otherwise. ----MAX. REACTIONS PER BEARING LOCATION----- WndLod per ASCE 7-98, C&C, V= 125mph, X-Loc Vert Horiz Uplift Y-Loc H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 0- 4- 0 80 38 -101 PIIN Bld Type- Encl Le, 57.3 ft W= 0.8 ft Truss 0- 8- 4 21 0 -84 IM H-ROLL in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req -TC ... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -7 0.02 4- 3 -21 0.03 L 0-9-0 L 'I1 2 0 0-8-9 Q 0-8-0 Plate Height i = 0-0-4 4 T 3 80# 8.00" 21# 1.50m 1-1-9 I 0-9-0 EXCEPT AS SHOWN 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 1005 VANNESSA DROVIEDO.FL32766 Design: Morris Analysis = 1.7471 WAKNINILi: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Eng. Job: Dvg: Dsgnr: ECH Chk: Tn1ss I Date: A C : V 0-05-02 TC Live 16.0 psf DurFa - Lbr: 1.25 Bracing shown on this drawing Is not erection bracing, wind bracing, portal bracing or shnflar bracing TC Dead 7.0 psf DurFa -Pit: 1.25 which is a part of the budding design and which must be considered by the building designer. Br"-t ng shown is for lateral support of trvsa members only to reduce buckling length Provisions must be $C Live o.o psf O.C. $ acing: 24.0" made to anchor lateral bracing at ends and specified locations determined by the building designer. Addhloral bracing of the overall structure may be required. (See IiI0.91 of TPI). $C Dead 10.o f pS Desig Criteria:. TPI flYuss Plate Institute. TPI, is located at 583 D'Onafrio Drive. Madison. Wisconsin 53719). Code esc: FLA TOTAL 33.0 psf V•0 .0 .02- 7362- 91 JOB PAIN: CATEE-L0KLr0BS1801.K3 HCS: 08.2 ).02 FORM 60OA-2001 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: ROANOKE K Builder: MARONDA HOMES Address:ld(p (YOWn C010V\q W" Permitting Office: City, State:s(,l.vfird, FL Permit Number: Owner: ELECTRIC Jurisdiction Number: Climate Zone: Central 1. New construction or existing New _ 12. Cooling systems 2. Single family or multi -family Single family _ a. Central Unit Cap: 28.8 kBtu/hr _ 3. Number of units, if multi -family 1 _ SEER: 11.00 4. Number of Bedrooms 3 _' b. N/A _ 5. Is this a worst case? Yes _ 6. Conditioned floor area (ft2) 1477 ft' c. N/A 7. Glass area & type _ a. Clear - single pane _ 114.0 ft' _ 13. Heating systems b. Clear - double pane 0.0 ft' _ a. Electric Heat Pump Cap: 28.8 kBtu/hr c. Tint/other SHGC - single pane 0.0 ft2 _ HSPF: 7.50 Y d. Tintlother SHGC - double pane 0.0 ft2 b. N/A 8. Floor types _ _ a. Slab -On -Grade Edge Insulation R=0.0, 162.0(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, 934.0 t = _ EF: 0.93 b. Frame, Steel, Adjacent R=11.0, 188.0 ft2 _ b. N/A _ c. N/A _ d. N/A _ _ c. Conservation credits e. N/A (HR-Heat recovery, Solar _ 10. Ceiling types _ DHP-Dedicated heat pump) a. Under Attic R=19.0, 1617.0 ft2 _ 15. HVAC credits PT, b. N/A _ (CF-Ceiling fan, CV -Cross ventilation, c. N/A HF-Whole house fan, 11. Ducts _ PT -Programmable Thermostat, a. Sup: Unc. Ret: Con. AH: Garage Sup. R=6.0, 150.0 ft _ MZ-C-Multizone cooling, b. N/A MZ-H-Multizone heating) Glass/Floor Area: 0.08 Total as -built points: 20806 PASS Total base points: 22368 I hereby certify that the plans and specifications covered by this calculation ar compliance with the Florida Energy Code. PREPARED B J DATE: �e��n�AA3 I hereby certify that this building, as designed, is in compliance with the on Energy Code. OWNER/AGE N DATE: APR 3 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: EnergyGauge®(Version: FLRCPBv3.21) FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned X BSPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X SPM X SOF = Points .18 1477.0 25.78 6853.9 Single, Clear E 1.0 3.0 5.0 59.31 0.85 253.5 Single, Clear E 1.0 6.0 16.0 59.31 0.97 920.8 Single, Clear E 1.0 9.0 40.0 59.31 0.99 2357.0 Single, Clear S 1.0 6.0 16.0 44.66 0.95 676.6 Single, Clear W 4.0 3.0 5.0 53.47 0.48 129.4 Single, Clear N 1.0 6.0 16.0 27.96 0.98 436.4 Single, Clear W 1.0 6.0 16.0 53.47 0.97 830.1 As -Built Total: 114.0 5603.8 WALL TYPES Area X BSPM = Points Type • R-Value Area X SPM = Points Adjacent 188.0 0.70 131.6 Concrete, Int Insul, Exterior 4.2 934.0 1.16 1083.4 Exterior 934.0 1.90 1774.6 Frame, Steel, Adjacent 11.0 . 188.0 1.00 188.0 Base Total: 1122.0 1906.2 As -Built Total: 1122.0 1271.4 DOOR TYPES Area X BSPM = Points Type Area X SPM = Points Adjacent 17.0 1.60 27.2 Exterior Insulated 20.0 4.80 96.0 Exterior 40.0 4.80 192.0 Adjacent Wood 17.0 2.40 40.8 Exterior Insulated 20.0 4.80 96:0 Base Total: 57.0 219.2 As -Built Total: 57.0 232.8 CEILING TYPES Area X BSPM = Points Type R-Value Area X SPM X SCM = Points Under Attic 1486.0 2.13 3165.2 Under Attic 19.0 1617.0 2.82 X 1.00 4559.9 Base Total: 1486.0 3165.2 As -Built Total: 1617.0 4559.9 FLOOR TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Slab 162.0(p) -31.8 -5161.6 Slab -On -Grade Edge Insulation 0.0 162.0(p -31.90 -5167.8 Raised 0.0 0.00 0.0 Base Total: -5151.6 As -Built Total: 162.0 -5167.8 INFILTRATION Area X BSPM = Points Area X SPM = Points 1477.0 14.31 21135.9 1477.0 14.31 21135.9 EnergyGauge® DCA Form 60OA-2001 EnergyGauge®/FIaRES'2001 FLRCPB v3.21 FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS: T , , PERMIT #: I BASE AS -BUILT Summer Base Points: 28128.7 Summer As -Built Points: 27636.1 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) 27636.1 1.000 (1.079 x 1.150 x 1.00) 0.310 0.950 10099.1 28128.7 0.4266 11999.7. 27636.1 1.00 1.241 0.310 0.950 10099.1 EnergyGaugeTm DCA Form 60OA-2001 EnergyGaugeWlaRES'2001 FLRCPB v3.21 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS:,,, PERMIT #: I 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 1477.0 5.86 1557.9 Single, Clear E 1.0 3.0 5.0 9.96 1.03 51.3 Single, Clear E 1.0 6.0 16.0 9.96 1.01 160.8 Single, Clear E 1.0 9.0 40.0 9.96 1.00 400.2 Single, Clear S 1.0 6.0 16.0 7.73 1.01 124.6 Single, Clear W 4.0 3.0 5.0 10.74 1.10 59.0 Single, Clear N 1.0 6.0 16.0 12.32 1.00 196.7 Single, Clear W 1.0 6.0 16.0 10.74 1.00 172.3 As -Built Total: 114.0 1164.9 WALL TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Adjacent 188.0 1.80 338.4 Concrete, Int Insul, Exterior 4.2 934.0 3.26 3044.8 Exterior 934.0 2.00 1868.0 Frame, Steel, Adjacent 11.0 188.0 2.60 488.8 Base Total: 1122.0 2206.4 As -Built Total: 1122.0 3533.6 DOOR TYPES Area X BWPM = Points Type Area X WPM = Points Adjacent 17.0 4.00 68.0 Exterior Insulated 20.0 5.10 102.0 Exterior 40.0 5.10 204.0 Adjacent Wood 17.0 5.90 100.3 Exterior Insulated 20.0 5.10 102.0 Base Total: 57.0 272.0 As -Built Total: 57.0 304.3 CEILING TYPES Area X BWPM = Points Type R-Value Area X WPM X WCM = Points Under Attic 1486.0 0.64 951.0 Under Attic 19.0 1617.0 0.87 X 1.00 1406.8 Base Total: 1486.0 951.0 As -Built Total: 1617.0 1406.8 FLOOR TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Slab 162.0(p) -1.9 -307.8 Slab -On -Grade Edge Insulation 0.0 162.0(p 2.50 405.0 Raised 0.0 0.00 0.0 Base Total: -307.8 As -Built Total: 162.0 405.0 INFILTRATION Area X BWPM = Points Area X WPM = Points 1477.0 -0.28 -413.6 1477.0 -0.28 -413.6 EnergyGaugeO DCA Form 60OA-2001 EnergyGaugeG)/FlaRES'2001 FLRCPB v3.21 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #: I BASE AS -BUILT Winter Base Points: 4266.0 Winter As -Built Points: 6401.1 Total Winter X System = Heating Total X Cap X Duct X System X Credit = Heating Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (DM x DSM x AHU) 6401.1 1.000 (1.068 x 1.160 x 1.00) 0.455 0.950 3428.3 4266.0 0.6274 2676.5 1 6401.1 1.00 1.239 0.455 0.950 3428.3 EnergyGaugeTm DCA Form 60OA-2001 EnergyGauge(DRaRES'2001 FLRCPB v3.21 FORM 60OA-2001 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #: I BASE AS -BUILT WATER HEATING Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 3 2564.00 7692.0 50.0 0.93 3 1.00 2426.15 1.00 7278.5 As -Built Total: 7278.5 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points = Total Points Cooling Points + Heating + Hot Water = Total Points Points Points 12000 2677 7692 22368 10099 3428 7278 20806 PASS TEIE ST,g7�o� wE EnergyGaugeT" DCA Form 60OA-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'COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors 606.1.ABC.1.1 Maximum:.3 cfm/s .ft. window area* .5 cfm/s .ft. door area. 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 perimeter, 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 perimeter, at penetrations and seams. Recessed Lighting Fixtures 606.1.ABC.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3" from insulation; or Type IC rated with < 2.0 cfm from conditioned space, tested. Multi -story Houses 606.1.ABC.1.2.5 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. 6A-22 OTHER PRESCRIPTIVE MEASURES (must hp mat nr pYcaaripri by all racirianccc 1 COMPONENTS SECTION REQUIREMENTS CHECK 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 required. Swimming Pools & Spas 612.1 Spas & heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficient of 78%. 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. Ducts in unconditioned attics: R-6 min. insulation. HVAC Controls 1607.1 ___t604.1, Separate readily accessible manual or automatic thermostat for each system. Insulation 602.1 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. LA EnergyGaugeT"" DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCPB v3.21 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 84.5 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 Cap: 28.8 kBtu/hr _ 3. Number of units, if multi -family 1 _ SEER: 11.00 _ 4. Number of Bedrooms 3 _ b. N/A 5. Is this a worst case? Yes _ 6. Conditioned floor area (ft) 1477 fe c. N/A 7. Glass area & type _ a. Clear - single pane 114.0 f = 13. Heating systems b. Clear - double pane 0.0 ft' _ a. Electric Heat Pump Cap: 28.8 kBtu/hr _ c. Tint/other SHGC - single pane 0.0 ff HSPF: 7.50 d. Tint/other SHGC - double pane _ 0.0 ft° b. N/A _ 8. Floor types _ a. Slab- -Grade Edge Insulation R=0.0, 162.0(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, 934.0 fe _ EF: 0.93 b. Frame, Steel, Adjacent R=11.0, 188.0 ft' _ b. N/A _ c. N/A _ d. N/A _ _ c. Conservation credits e. N/A (HR-Heat recovery, Solar _ 10. Ceiling types _ DHP-Dedicated heat pump) a. Under Attic R=19.0, 1617.0 fe _ 15. HVAC credits PT, _ b. N/A _ (CF-Ceiling fan, CV -Cross ventilation, c. N/A HF-Whole house fan, 11. Ducts _ PT -Programmable Thermostat, a. Sup: Unc. Ret: Con. AH: Garage Sup. R=6.0, 150.0 ft RB-Attic radiant barrier, b. N/A _ MZ-C-Multizone cooling, MZ-H-Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) �o4TRE ST9T�o in this home before final inspection. Otherwise a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Date: APR 3 0 20 1 Address of New Home: City/FL Zip: *NOTE: The home's estimated energy performance 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 USEPA/DOE EnergyStar°fdesignation), your home may qualify for energy efficiency mortgage (EEM) incentives if you obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge web site at www.fsec. ucf edu for information and a list of certified Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of Community Affairs at 8501487-1824. EnergyGauge® (Version: FLRCPB v3.21) Laronda Homes AN EASILY OBSERVABLE BETTER VALUEI 1101 NORTH KELLER ROAD, SUITE F • ORLANDO, FLORiDA 32810 407-475-9112 • FAX: 407-475-9115 LETTER OF AUTHORIZATION ❑ CITY OF DELTONA p CITY OF SANFORD ❑ VOLUSIA COUNTY ❑ SEMINOLE COUNTY I hereby name and appoint Lee Emerson, Joyce Stark and Silver Streak to sign his/her name on my behalf in order to apply for and/or pickup building permits for Maronda Homes, Inc. of Florida work to be completed at: CROWN COLONY Lot: 69 126 Crown Colony Way. RUSSELL IT SU ERS, CRC058496 MARONDA HOM S, 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. A.or rjo DEBBIE TIME ' orARr o MY COMM Exp. ZIW05 a aueuc > No. CC 999378 verso IY 141OMm t I 011ie I.D. NOTARY PUBLIC CADocuments and Settings\dtime\My Documents\LOA Keith Summers for City of Sanford SOURCE.doc J ■ i PLOT PLAN for: MARONDA HOMES. INC. DESCRIPTION: LOT 69, CROWN COLONY SUBDIVISION RECORDED IN PLAT BOOK 61 PAGE(S) 76. 77 # 76 PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA � LOT 73 �39 .500009'02"E 72.501 I 25.00' I I IM ' I _ I CONCRETE PATIO T J U ( � IC 38.00, UI w w I N a I MODEL: ROANOKE' K' N L/I (3-2) BLOCK I I FINI5HED FLOOR O ELEVATION m 45.72 Q DRAINAGE TYPE:' A' I N I Ln C] I I 124.50' I 3' II *�3 e_ H I25.Od � 1 ` •16.d CONCRETE DRIVE — — — - ; C, i ]��. P.C. FLIQOR SLAB El ION $ MU BE 16" ABOVE CROWN N OF ADJACENT ROAD UNLESS OTHERWISE AF,F VED IO][O� m \0 Ho Ah Q 0' 5' la 2a GRAPHIC 5CALE C! to N - h2 500009'020E 47.38' CROWN COLONY WAY 500'09'OrE 0 N LOT 68 NOTES: FLOOD CERTIFICATION 1. BEARINGS ARE BASED ON THE CENTERLINE BASED ON THE FEDERAL EMERGENCY BUILDING SETBACKS OF CROWN COLONY WAY BEING SDOti9102 E. MANAGEMENT AGENCY FLOOD INSURANCE FRONT: 25' 2. ELEVATIONS AND LOT DRAINAGE TYPE SHOWN RATE MAP, THE STRUCTURE REAR: 20' HEREON ARE BASED ON SITE ENGINEERING SHOWN.HEREON DOES NOT LIE WITHIN 7.5' PLANS FOR THE PRO.ECT. THE 100 YEAR FLOOD HAZARD AREA. SIDE: 3. BUILDING TIES ARE TO FOUNDATION. THIS STRUCTURE LIES IN ZONE ' X '. SIDE STREET. 20' 4. PLOT PLAN ONLY. LOT HAS NOT BEEN STAKED COMMUNITY PANEL Na 120289 0040 E BUILDING LINE: 60' IN THE F►ELD. EFFECTIVE DATE. APRIL 17, 1995. THIS IS NOT A SURVEY. MAP REVISION DATE: LOT 69 CONTAINS (SUB.,ECT TO CHANGE) 8,202 SOUARE FEET/0.188 ACRES +/- THE UNDERSIGNED AND CAVONE. INC. LAND SURVEYORS and MAPPERS MAKE NO RESERVA77ONS OR GUARANTEES AS TO THE INFORMATION REFLECTED HEREON PERTAINING TO EASEMENTS, RIGHTS OF WAY, SETBACK LINES, AGREEMENTS AND OTHER MATTERS, AND FURTHER THIS INSTRUMENT IS NOT INTENDED TO REFLECT OR SET FORTH ALL SUCH MATTERS SUCH INFORMATION SHOULD BE OBTAINED AND CONFIRMED BY OTHERS THROUGH APPROPRIATE TITLE VERIFICATION. ABBREVIATIONS/LEGEND. P.T.-POINT OF TANGENCY CONC-CONCRETE W.E.- WALL EASEMENT F.E.-FENCE EASEMENT P.I.-POINT OF INTERSECTION L.S.-LAND SURVEYOR P.R.C.-POINT OF REVERSE CURVATURE D.E.-DRAINAGE EASEMENT =�AD P.0 -PpNT OF CURVATURE O.R-OFFIpAL RECORDS°.C.C.-POINT OF COMPOUND CURVATURE U.E.-UTILITY EASEMENTL.B.-LICENSED BUSINESS CH.BRG- ORD BEARING S&U.E.-WOEWALK & UTILITY EASEMENT D.U.&SE.-DRA►NAGE. UTILITY &A/C-A►R CONDITIONER PAD pDELTA (CCENTRAL ANGLE) D.&LI.E.-Cj!AINAGE & UTILITY EASEMENT SIDEWALK EASEMENT t7A PONE, INC. im THIS SURVY NOT VALID UNLESS EMBOSSED W TH THE SIGNA A FLORIDA LICENSEDLSURVEYOR AND MAPPAND RAISED SEAL ER REVISION DATE DRAWN LAND SURVEYORS AND YAPPERS 7,300 SOUTH RONALD REAGAN BOULEVARD LONGWOOD. FLORIDA 32750-5499 TELEPHONE (407) 39-3635 FAX No. ONE J39 L.RR. E-MAIL: CAVONE O CFL.RR.COM OOMINidC F. CA VON£ - PRESIDENT FLORIDA SURVEYOR & MAPPER NUMBER 2005 LICENSED BUSINESS NUMBER L.B.5073 PLOT PLAN 4-18-2003 1 C8 LOT by CHIP CADD FILE: CROWNCOL69.DWG W.0.2003-491 1