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156 Crown Colony Way 03-2041
PERMIT Ak—"tLNdk aADDRESSSIP1Z.CkhA&^t CONTRACTOR ADDRESS Maronda Homes 1 101 N Keller Rd., Ste F Orlando, FL 32810 407-475-91 12 PHONE NUMBER CRC 058496 PROPERTY OWNER ADDRESS PHONE NUMBER ELECTRICAL CONTRACTC MECHANICAL CONTRACT PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER MISCELLANEOUS CONTRACTOR FEE PERMIT NUMBER FEE SUBDIVISION PERMIT # 01 '% %DATE PERMIT DESCRIPTION , e. N PERMIT VALUATION SQUARE FOOTAGE 3 a a CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify.that the building located at 156 CROWN COLONY WAY for which permit 03-00002041 has heretofore been issued on 6 10/03 has been completed according to plans and specifications filed in the office of the Build' Official prior to the issuance of said building permit, to wit as JS r,-0.rr,:`.li QLSi&,r\uto complies with all the building, plumbing, electrihal, zoning and subdivision regulations ordinances of the City of Sanford and with the provisions of these regulations. STAFF APPROVAL Subdivision Regulations Apply: Yes No DATE APPROVAL BUILDING: FIRE: Finaled ia.-- Inspected ZONING: Inspected UTILITIES: Water Sewer Lines In Lines In Meter Sewer Set Tap Reclaimed Water ENGINEERING: Street Drainage l 3 Qj , W Paved Maintenance Bond PUBLIC WORKS: Street Name Street Signs Lights Storm Sewer Driveway Street Work DESCRIPTION WATER -SEWER IMPACT FEES 01-APPLCTN FEE -ELECTRIC 01-APPLCTN FEE -BUILDING 01-APPLCTN FEE -MECHANIC 01-APPLCTN FEE -PLUMBING 02-ENGNG DEVLPMT FEES 01-FIRE IMPACT - RESIDENT 01-LIBRARY IMPACT FEE 01-OPEN SPACE fnIaORW3-Al-91 DATE APPROVAL DATE AMOUNT 6/11/03' 6/11/03 6/11/03 6/11/03 6/11/03 6/11/03 6/11/03 6/11/03 10.00 10.00 10.00 10.00 10.00 59.27 54.06 279.61 PAGE: CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 156 CROWN COLONY WAY for which permit 03-00002041 has heretofore been issued on 6 10/03 has been completed according to plans and specifications filed in the office of the Building Official prior to the issuance of said building permit, to wit as complies with all the building, plumbing, electrical, zoning and subdivision regulations ordinances of the City of Sanford and with the provisions of these regulations. STAFF APPROVAL Subdivision Regulations Apply: Yes No 01-POLICE IMPACT RESID 6/11/03 91.93 01-RADON GAS TAX FEE 6/11/03 16.11 01-ROAD IMPACT'FEES 6/11/03 847.00 01-RECOVERY FD/CERT. PGM. 6/11/03 16.11 01-SCHOOL IMPACT FEE 6/11/03 1384.00 WD iMPACT:SINGLE FAMILY 6/11/03 650.00 SD IMPACT:SINGLE FMILY 6/11/03 1700.00 Mut-jp- komz M T::- t OWNER BUILDING OFFICIAL DATEF I , I I ; 1 fIII1 rA- CERTIFCATE OF OCCUPANCY,,,,, a I 1 I I REQUEST FOR FINAL INSPECTIObj I J 1w I I SINGLE FAMILY RESIDENCE**** ' ZI 1 DATE: n 1 PERMIT #: V NtI O ADDRESS: CONTRACTOR: PHONE #: ylj1— W-) J —Q\\a c C Ocg, d O n cc V U Sr v v u a c rL 0- N 1 w w EF V C 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 N tilities CONDI7 OFire Y1 OZoning A `IA OLicensing Y IF APPROVAL IS CONDITIONAL) CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION SINGLE FAMILY RESIDENCE**** DATE: \a -a o PERMIT #: b_ CX),A\ ADDRESS: CONTRACTOR: PHONE #: The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has. been denied or approved with conditions. Your prompt attention will be appreciated. ngineering DFire 1 5 / 35 Public `Yorks 'Z/Dle'(L; CIZoning (\ \ rA Utilities Licensing 1 CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION SINGLE FAMILY RESIDENCE" DATE: a - a -off PERMIT #: b ADDRESS: l CONTRACTOR: NQAED nc\N PHONE #: L1b1 ' y'1 5 —Q\\ 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 Fire 2 ublic Works ( , '"'S1k 5 Zoning Utilities Licensing 1 CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) AVONE LAND SURVEYORS Address: 156 Crown Colony Way 00 COUNTY ROAD 427 5OUTH LONGWOOD, FLOKIOA 32750-5499 TELEPHONE: (407) 830-90&0 FAX: (407) 339-3636 CER'I'IFICA'I'E OF ELEVATION Legal Description: Lot 38, CROWN COLONY SUBDISION Plat Book 61, Pages 76, 77 and 78 Seminole County, Florida The Finished Floor Elevation of the house on Lot 38. meets or exceeds the requirements set forth in the City of Sanford Building Cnde, Sec. 6-7 (a). 4.111ni--ick F. Ca.vone Florida `_.an,.! Surveyor R'_viapper Reg. No. 2005 Licensed t_lus.iness Ne. jU73 11-14-2003 Date Fieldwork Completed W.O.# 2003-15511 FEDERAL EMERGENCY MANAGEMENT AGENCY O.M.B. No. 3067-0077 NATION'AL'FLOOD INSURANCE PROGRAM Expires December 31, 2005 ELEVATION CERTIFICATE Important: Read the instructions 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, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. Company NAIC Number 156 Crown Colony Way CITY STATE ZIP CODE SANFORD FL 32773 PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) Lot 38 - Crown Colony BUILDING USE (e.g., Residential, Non-residential, Addition, Accessory, etc. Use a Comments area, if necessary.) RESIDENTIAL LATITUDE/LONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: GPS (Type): W or ##. °) NAD 1927 NAD 1983 USGS Quad Map Other. SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP COMMUNITY NAME 8 COMMUNITY NUMBER B2. COUNTY NAME B3. STATE CROWN COLONY/ 120294 SEMINOLE FL B4. MAP AND PANEL B7. FIRM PANEL 89. BASE FLOOD ELEVATION(S) NUMBER B5. SUFFIX B6. FIRM INDEX DATE EFFECTIVE/REVISED DATE B8. FLOOD ZONE(S) Zone AO, use depth of flooding) 12117C 0045 E 07195 4117195 X B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in B9. FIS Profile FIRM Community Determined Other (Describe): B11. Indicate the elevation datum used for the BFE in 139: NGVD 1929 NAVD 1988 Other (Describe): B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? Yes No Designation Date SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: Construction Drawings' Building Under Construction' Finished Construction A new Elevation Certificate will be required when 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, ARIAH, AR/AD Complete Items C3.-a below according to the building diagram specified in Item C2. State the datum used. If the datum is different from the datum used for the BFE in Section B, convert the datum to that used forthe 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 NIA Elevation reference mark used NIA Does the elevation reference mark used appear on the FIRM? Yes No X a) Top of bottom floor (induding basement or enclosure) i Co 4S ft.(m) o b) Top of next higher floor ft.(m) U' o c) Bottom of lowest horizontal structural member (V zones only) ft.(m) 00 o d) Attached garage (top of slab) ft.(m) 1 o e) Lowest elevation of machinery and/or equipment servicing the building (Describe in a Comments area) ft.(m) E X 0Lowest adjacent (finished) grade (LAG) 4 S 7 S ft. (m) z' 0 o g) Highest adjacent (finished) grade (HAG) U) o h) No. of permanent openings (flood vents) within 1 ft. above adjacent grade v 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 information from Section A. For Insurance Company Use: BUILDING STREET ADDRESS (Including Apt, Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO.. Policy Number CITY STATE ZIP CODE I Company NAIC Number SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. COMMENTS Check here if attachments SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WRHOUT BFE) For Zone AO and Zone A (without BFE), complete Items E1 through E4. If the Elevation Certificate is intended for use as supporting information for a LOMA or LOMR-F, Section C must be completed. El. Building Diagram Number _(Select the building diagram most similar to the building forwhich this certificate is being completed — see pages 6 and 7. If no diagram accurately represents the building, provide a sketch orphotograph.) E2. The top of the bottom floor (inducting basement or endosure) of the building is _ ft.(m) _in.(cm) 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. ForZone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? Yes No Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, C (Items C3.h and C3.i only), and E for Zone A (without a FEMA- ssued or community - issued BFE) or Zone AO must sign here. The statements in Sections A, B, C, and E are correct to the best ofmy knowledge PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME MARONDA HOMES INC. OF FLORIDA ADDRESS CITY STATE ZIP CODE 1101 NORTH KELLER ROAD, SUITE F ORLANDO FL 32810 SIGNATURE DATE TELEPHONE 407475-9112 COMMENTS Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the communitys 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 FEMA4ssued or community4ssued BFE) or Zone AO. G3. The following information (Items G4-G9) is provided for community floodplain management purposes. G4. PERMIT NUMBER G5. DATE PERMIT ISSUED G6. DATE CERTIFICATE OF COMPLIANCE/OCCUPANCY ISSUED G7. This permit has been issued for. New Construction Substantial Improvement G8. Elevation of as -built lowest floor (induding basement) of the building is: _. ft.(m) Datum: G9. BFE or (in Zone AO) depth of flooding at the building site is: _. _ ft.(m) Datum: LOCAL OFFICIAL'S NAME TITLE COMMUNITY NAME TELEPHONE SIGNATURE DATE COMMENTS Check here if attachments FEMA Form 81-31, January 2003 Replaces all previous editions O.'UNTY tji INFIACII, 131,0TV:-."'.I.-:1111, XSUUL,D T:Y CITY (1'. OTOTEMENT KUMPAR 103-75014 nhyEa 017(741.37125 DIALDINS PVRMXT W010JAN(j IT (CITY) coumf y NWOER: ........... UMYT ADCRESS: .................................. .... PARCELK13 1/6 OWPLhYPLATECOKPA- - APPLICANT PnllEo ADDRESSg ......... LAND U2E CAWWRYs C01 - Singla Family Detached Hwkw) TYPF HULL =Uidenlia:'. KrRA EVECRIPTYCHo Ginqjv Vaoily Housuc DolacLod RENEVIT RAI H FEE UNIT RnTE PER A 0 TYPE TOTAK OW: TWA: DWI` SCHROULK DESC., UNIT OF UAITS VGA----------------------------------------------------------------- ANTERYOL2 co-WIrE 0 dwl unit 0 705.00 1 05.00 WinDS 0OLLECTC15S KCRTH 0 dwl unit 1 142.00 1 0 jq2 100 L XX:IZAV;Y C. 0 dwl unit 0 51.00 1 T 00 1COLS) co -WIDE 0 Owl unit 01,121.co 1 0 t,nanno 4 a 2,200.0") to r 4-- '.? E) RiErivro Dn. JoL i 1/L Dnu. O*fli: TO 311NhT0RY/0PPLIVnNTs FATKURE To NOTIFY kvv:R AM)) PhYWNT MAY RESULT IN YOUR LIANILIYY XUR THE FER. LOW-:' f DWRIBUTICNo 3-CITY 1. COU!".'i . Y 0!:1:. =1070 THAI ' THIE It A STAYEMWr Cl,: PlIVIS 0110; CUIE c`.MD PAYAKLE PRIOR TO ISSUANCE OF A IUALDIKO M!':*--TlTl*. hl-:..:: Woo ADVIV D THnY AAY WOWS OF THE h"PLAWYK, CQ 0AWN, TO THE CALCULATIONS CV TYE ROA0, LIORnRY OYOWUM OMWR LAKE?q1nW. GTOMW 1WAOT FEES MJWY rE EXIRCTS10 DY VILINN n TUNTY&W RECUKST WTIHIH 45 CAKEYWR LAYS OF App AWKWO11") 51TWAKULEIV OW ADOW, BUT iVOT LATER THAI CERYIFIBATE DT OTGUWAGY W , i 17*,F.r'JZ!.:*"'-3T 1UR 52VIFA MUST KWT WE WGUTRZKOW3 W T:!!'-: UWE. CKWEI 0; 711 W-Ain TKJVAk;WTQ WWA%f, InY hE PAW15 LP, CR RIOUITSIED, FROM WE PLAN W&LINKArelT CC! i 11"I'TCV: i,.n;Y YNAT GrOGEV, 47010, rLORIVA 3177ig (COY) 655-VOY... 0YX!,*,.!Ti* *.1r.G1,:LD BE PAW TV CITY UF CANITOW) 00 PORK P(WENT CECULD RE BY UVECK OR VOPEY CRWR, Alit OVAMO) WqWIRW: YID WTV DU14DING PERMIT HJMUER AT 7W TOP 0"OrKIS GWITEKITA is VAWD ONLY W CDAJUAITZOA WIX WoUndoh C, nT!.:, TO VV LOOT! 0011 4*900TSINCLE FAMILY rUILDWU CITY OF SANFORD PERMIT APPLICATION Permit #: 0a^ 9Gy\ Date: May 15, 2003 Job Address: 156 CROWN COLONY WAY Description of Work: Single Family Residence Historic District: Zoning: Value of Work: Si-2A:69"O c y11 D Permit Type: Building X Electrical X Mechanical X Plumbing X Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS 150 Addition/Alteration Change of Service Temporary Pole Mechanical: Residential X Non -Residential Replacement _ New X (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets 2 Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: --I— 3 as a Construction Type: VI # of Stories: 2 # of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X) Parcel #: 33-19-30-50S-0000-0380 Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes, Inc. of Florida 1101 N. Keller Road, Suite F Orlando, FL 32810 Phone: 407475-9112 Contractor Name & Address: Russell Keith Summers 1 101 N. Keller Road,Suite F Orlando, FL 32810 State License Number: CRC058496 Phone & Fax: (407) 475-9112 Contact Person: Laurie Pellegrino Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Tomas Ponce Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford, FL 32771 Fax: (407) 321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that 1 will notify the owner of the property of the requirements of Florida Lien Law, FS 713. 05/ 15/03 Signatu er/Agent Date Russell Keith Summers Print Owner/Agent's Name 05/ 15/03 Signature ofNotary -State of Florida Date oF rto E TIME4Nornaro D11181 Comm Exp, 2/5/05 N PUBLIC w No. CC 999378 R^^b K. 1 I OtlKr I.D. Owner/Agent is _X_ Persona y own o e or 1 05/15/03 Signatu of -tor/Agent Date Russell Keith Summers Print Contractor/Agent's Name 05/15/03 Signature ofNotary -State of Florida Date 2/51059999378ovm11other I.D. Contractor/Agent is _X_ Personally Known to Me or Produced ID _ Produced ID APPLICATION APPROVED BY: Bldg: Zoning: Initial & Date) (Initial & Date) Utilities: FD: Initial & Date) (Initial & Date) Special Conditions: u CITY OF SANFORD ELECTRICAL PERMIT APPLICATION Permit Numberc)1'00c L-1 ` Date: The undersigned hereby applies for a permit to install the following electrical: Owner's Name: Maronda Homes Inc., of Florida Address of Job: Electrical Contractor: DANIEL G: PUG Residential: _10-0-00- Non -Residential: Number Amount Addition, Alteration, Repair Residential & Non -Residential New Residential: AMP Service New Commercial: AMP Service Change of Service: From AMP Service to AMP Service Manufactured Building Other: Description of Work: Application Fee: 10.00 TOTAL DUE: y 0 By Signing this application I am stating that I am in compliance with City of Sanford Electrical Code. i App ' s Signature 0001663 State License Number 4 a11 11 CITY OF SANFORD MECHANICAL PERMIT APPLICATION Permit Number:Q 3 VGLI Date: The undersigned hereby applies for a permit to install the following equipment: Owner's Name: Maronda Homes Inc., of Florida Address of Job: 156 Crown Colon /_Wa/Lot: 38 Panel: 7 Mechanical Contractor: GARY CARMACK Residential /_____ Non -Residential INature of Work: Va DUE: Amount By signing this application, I am stating that I am in compliance ith City of Sanford Mechanical Code. pplicant Signature CAC043900 State License Number 1:4J II si;~ CITY OF SANFORD PLUMBING PERMIT APPLICATION Permit Number: 0_), - dOLA 1 Date: The undersigned hereby applies for a permit to install the following plumbing: Owner's Name: Maronda Homes Inc., of Florida Address of Job: __— 156 Crown Col _Wa_v Lot: 38 Panel: 7 Plumbing Contractor: WILLIAM T. SELF Residential: _ _ Non -Residential: Number Amount Addition, Alteration, Repair Residential & Non -Residential New Residential: 52.00 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 Signat e CFC057039 State License Number LNkd ronda Homes AN EA SILY OBSER VABLE BETTER VALVEI 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: 38 156 Crown Colony Way. RUSSELL KEI MERS, CRC058496 MARONDA HOMES, INC. OF FLORIDA STATE OF FLORIDA COUNTY OF ORANGE Sworn and subscribed before me this 10th day of MARCH, 2003 by RUSSELL KEITH SUMMERS who is personally known to me. Ciexp-_wly DEBBIE TIME My Comm ExP• 2/5/05 No. CC 999378 ww»n I Iother I.D. NOTARY PUBLIC C:\Documents and Settings\dtime\My Documents\LOA Keith Summers for City of Sanford SOURCE.doc MARYWE MORSE, CLERK OF CIRCUIT COURT SEMINOLE COUNTY BK 04600 PSG 1221 CLERK'S 6 2003071665 RECORDED 04/30/2003 04s2ls35 Fp RECORDING FEES 6.00 RECORDED BY M Nolden NOTICE OF COMAUNCEMENT STATE OF FLORIDA COUNTY OF SEMINOLE TAX FOLIO NO. 25-133-6949 PERMIT NO. PARCEL NUMBER: 33-19-30-5QS-0000-0380 The UNDERSIGNED hereby gives notice that improvement will be made to certain and real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. DESCRIPTION OF PROPERTY (Legal Description and Street Address) Lot 38 156 Crown Colony Way: Subdivision: CROWN COLONY General Description of Improvement Construct a Single Family Residence OWNER INFORMATION Name and Address Maronda Homes, 1101 North Keller Road, Suite F, Orlando. FL 32810 Interest in Property (Fee Simple, Partnership, etc.) Owner _ NAME AND ADDRESS OF FEE SIMPLE TITLEHOLDERS (If other than owner) CONTRACTOR Maronda Homes, 1101 North Keller Road, Suite F, Orlando, FL 32810 _ lJ (Name and address) c U. SURETY (Bonding Company) Name and Address N/A o(n Amount of Bond U. v LENDER U 0 cg W c Name and address Bank of America, NA, 750 S. Orlando Ave., #102, Winter Park, FL 32789 i W M ATTN: DAN FINNEGAN Phone 407 646-6304 Fax 407 644-2388 YWo -J E a Ce U. Persons within the State of Florida designated by owner upon whom notice or other Uj Z z Z documents may be served as provided by Section 713.13(1), (a), 7., Florida Statutes. 0 4 c r4 O Kampf Title, 200 W. 1`' St., Sanford FL 32771, Fax: 407-330-5062, Phone: 407 322-9484. Name and address) In addition to himself, Owner designates _ or to receive a copy of Lienors Notice as n a provided in Section 713.13(2), (b), Florida Statutes. Expiration Date of Notice of Commencement The expiration date Is 1 year from the data of record!ng un!ess a different date Is GPecltiad.) 17<"::7 RUSSELL KEI MERS Maronda Homes, Inc. of Florida Vice President - Construction Sworn to and subscribed before me this Notary Public day of 12003. apR 3 0 200 nor <<o DEBBIE TIME oTaar 'v My CommP• 2/5/05 A ANNCti,S t;0 vueuc N. CC 999378COUNT(, Pe.sonaly w,ow„ 11 Omv Y. F, c PLOT PLAN for: MARONDA HOME5, INC. DESCRIPTION: LOT 38, CROWN COLONY SU001VI3ION RECORDED IN PLAT BOOK 6 I PAGE(S) 76 thru 76 PUBLIC RECORDS OF 5EMINOLE COUNTY, FLORIDA LOT 37 NOT RADIAL) Q Ph 589058' 140E 75.40' O 15.0a O O Q 0 O 3' Z Q_xeP l 1 70 zA0 0 32.0' \ tip c"N 5CALE V- 20' Pt a 5' la 2a GRAPHIC SCALE ftifO,` c0 AO G TOCONCRETEPATIO30 P ps 40.00' 3 PRc cq o or, MODEL: BAYBURY ° B' 4-2 1/2) 2 5TORY W/LOFT So, cy 1 FIN15HED FLOOR ELEVATION = 46.00 DRAINAGE TYPE: ' A' WITH 10' x 32' t CONCRETE PATIO I U a: P N ^ ONO 0 16'• I CONCRETE QAa K DRIVE UQ la U.E.S FOW 589058' 140E 100.301 b 0 in N CROWN COLONY WAY 589'58' 140E VA. PLOT PLAN P - DENOTES PROPOSED ELEVATION PER ENGINEERING PLANS E - DENOTES EXISTING ELEVATION P.C., ?i 9 S 0 i (4•p6 Z. D PG`t`G•p b 0 to N NOTES: FLOOD CERnFlCAnON 1. BEARINGS ARE BASED ON THE CENTERLINE OF BASED ON THE FEDERAL EIUERCENCY BUILDING SETBACKS CROWN COLONY WAY BEING S89'58'14 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 W7 rHIN PLANS FOR THE PROJECT. THE 100 YEAR FLOOD HAZARD AREA. SIDE: 7.5' 3. BUILDING TIES ARE l0 FOUNDATION. THIS STRUCTURE LIES IN ZONE ' X ' SIDE STREET: 20' 4. PLOT PLAN ONLY. LOT HAS NOT BEEN STAKED COMMUNITY PANEL NO. 120289 0040 E BUILDING LINE: 60' IN THE FIELD. EFFECTIVE DATE. APRIL 17, 1995. THIS IS NOT A SURVEY. MAP REVISION DATE: LOT 38 CONTAINS SUBJECT TO CHANGE) 11,761 SQUARE FEET/0.270 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. ABBRENA TIONS/LEGEND: NO. -NUMBER P.T.-POINT OF TANGENCY CONC-CONCRETE WE.- WALL EASEMENT F.E.-FENCE EASEMENT R.-RADIUS PA -POINT OF INTERSECTION L.S.-LAND SURVEYOR P.R.C.-POINT OF REVERSE CURVATURE D.E.-DRAINAGE EASEMENTCH. -CHORD P.C.-POINT OF CURVATURE O.R-OFFICIAL RECORDS P.C.C.-POINT OF COMPOUND CURVATURE U.E.-UTILITY EASEMENTARC -ARC LENGTH L.B.-LICENSED BUSINESS CH,BRG- ORD BEARING S.&U.E.-SIDEWALK & UTILITY EASEMENT D.U.d:S.E.-DRAINAGE, UTILITY & CENTERLINE A/C - AIR CONDITIONER PAD ADELTA (CCENTRAL ANGLE) D.&U.E.-DRAINAGE d UTILITY EASEMENT SIDEWALK EASEMENT A VONE, IN THIS SURVEY NOT VALID UNLESS EMBOSSED MTHFLORIDATHE S7WVAIURE AND RAISED SEAL OF A FLLlCENSiT) SURVEYOR AND MAPPER r REVISION DATE DRAWN LAND SURVEYORS AND MAPPERS J00 SOUTH RONALD REACAN BOULEVARD LONGWOOD. FLORIDA 32750-5499 TELEPHONEAXo.4407) 39- 3636 FAX No. (407) 339 L.RR. E- MAIL: CAVONEOCFL.RR.COM OOMINICK F CAVONf - PRESIDENT FLORIDA SURVEYOR & MAPPER NUMBER 2005 LICENSED BUSINESS NUMBER L.B.5073 REVISED HSE ELEV. 4-30-2003 CB PLOT PLAN 1 4-10-2003 C8 LOT by CHIP CADD FILE: CROWNCOL38. DWG W.0.2003-4470 CITY OF SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 38 Subdivision: CROWN COLONY Property Address: 156 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: O 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). x c. Elevations of all exterior walls, east, west, north and south. Finish floor elevation height as per City Engineering Department or subdivision plat. x 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 389 S.F. Porch(s)/Entry(s) 11 S.F. Patio(s) S.F. Conditioned structure 2,818 S.F. Total (Gross Area) 3,218S.F. O 3. Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97). x 4. Soil analysis and/or soil compaction report. If soils appear to be unstable or if structure to be built TO FOLLOW N/A 5. N/A N/A N/A 0 6 on fill, a report may be requested by the Building Official or his representative. Other submittal Documents: a. Utility letter or approval when public water supply and/or sewer system connection to be made. b. Septic tank permit to be obtained from Seminole County Health Department at: 400 West Airport Boulevard, Sanford, FL (407) 665-3600. c. Arbor permit when trees to be removed from property. Contact the City Engineer for details regarding the arbor ordinance and permit. Application to be completed thoroughly and signatures provided by a licensed and insured contractor. OWNER/BUILDER MUST APPEAR IN PERSONS TO SIGN APPLICATION AS PER FLORIDA STATE STATUTE 489. Subcontractor license numbers must be included on the application. If electrical, mechanical or plumbing permits have not been issued, inspections will not be scheduled or made and subcontractors will be subject to penalty under the City Ordinances REQUIRED INSPECTIONS DURING AND UPON COMPLETION OF CONSTRUCTION 1. Footer 2. Underground, electrical, mechanical and plumbing 3. Foundation elevation survey 4. Slab Lintel — tie beams — columns — cells Rough electrical Rough mechanical Rough plumbing Tub Set 5. 6. 7. 8. 9. 10. 11. 12. 13. 14. 15. Framing Tenant Separation/firewall Insulation, walls and/or ceilings Electrical final, mechanical final and plumbing final Building Final Other DATE: Tuesday, April 29, 2003 SIGNATURE: 4:::;-" ` -N My Own6r or Jputhorized Agent) FORM 60OA-2001 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: BAYBURY C Builder: MARONDA HOMESAddress: 16b CVDWn Colony W01 Permitting Office: City, State:safgrd :Ir Permit Number: Owner: ELECTRIC Jurisdiction Number: Climate Zone: Central I . New construction or existing New 12. Cooling systems2. Single ftunily or multi -family Single fmnily - a. Central Unit Cap: 35.4 kNtu/hr3. Number of units, if multi -family 2 4. Number of Bedrooms 4 - b. Central Unit SEER: 11.00 _ Cap: 28.8 kl3tu/ltr5. Is this a worst case? Yes - SEER: 11.006. Conditioned floor area (ft') 2818 ft' c. N/A 7. Glass area & type a. Clear - single pane 264.0 ft' _ 13. Beating systems b. Clear - double pane 0.0 tt= - a. Electric f leat Pump Cap: 35.4 kBtir/hrc. Tint/other SIIGC - single pane 0.0 I'll - FISPF: 7.40d. Tint/other SIIGC - double pane 0.0 ft' b. Electric Heat Pump Cap: 28.8 kBttOuS. Floor types a. Slab -On -Grade Edgc Insulation R=0.0, 198.0(p) ft c. N/A HSPF: 7.50 _ b. Raised Wood, Adjacent R=I 1.0, 400.0(t' c. N/A 14. Hot water systems 9. Wall types a. Electric Resistance Cap: 50.0 gallonsa. Concrete, fill Insul, Exterior R=4.2, 1132.0 ft' - EF: 0.93b. Frame, Wood, Exterior R=1 1.0, 1 180.0 fe b. N/A c. Frame, Steel, Adjacent R=11.0, 180.0 ft' d. N/A c. Conservation credits c. N/A FIR -Beat recovery, Solar10. Ceiling types Dl IP-Dedicated heat pump) a. Under Attic R=19.0, 1680.0 fi' - 15. 11 VAC credits PTb. N/A CF-Ceiling fan, CV -Cross ventilation, c. N/A 1"IF-Whole house fan, 11. Ducts P'r-Programmable'llicnnostat, a. Sup: Con. Ret: Con. Ali: Interior Sup. R=6.0, 150.0 ft _ M7.-C-Multvone cooling, b. Sup: Unc. Ret: Con. AH: Interior Sup. R=6.0, 150.0 ft NIZ-II-Multi"rone heating) Glass/Floor Area: 0.09 Total as -built points: 33395 PASSTotalbasepoints: 38106 I hereby certify that the plans and specifications covered by this calculation r in compliance with t e Florida Energy Code. PREPARED DATE: APR 3 0 2nni I hereby certify th 's building, as design d, is in compliance with h FI rid Energy Code OWNER/AG 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: FLRCPB v3.21) FORM 60OA-2001 SUMMER CALCULATIONS Residential Whlole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES 18 X Conditioned X BSPM = Floor Area Points Type/SC Overhang Ornt Len Hgt Area X SPM X SOF = Points 18 2818.0 25.78 13076.6 Single, Clear Single, Clear E E 1.0 6.0 1.0 6.0 16.0 16.0 59.31 59.31 0.97 0.97 920.8 920.8 Single, Clear E 1.0 6.0 16.0 59.31 0.97 920.8 Single, Clear E 1.0 14.0 16.0 59.31 1.00 945.0 Single, Clear E 1.0 14.0 10.0 59.31 1.00 590.6 Single, Clear E 1.0 6.0 24.0 59.31 0.97 1381.3 Single, Clear S 1.0 14.0 30.0 44.66 0.99 1330.3 Single, Clear W 1.0 16.0 40.0 53.47 1.00 2131.8 Single, Clear W 1.0 12.0 10.0 53.47 1.00 532.3 Single, Clear W 1.0 14.0 24.0 53.47 1.00 1278.4 Single, Clear W 1.0 6.0 30.0 53.47 0.97 1556.4 Single, Clear E 1.0 6.0 16.0 59.31 0.97 920.8 Single, Clear E 1.0 6.0 16.0 59.31 0.97 920.8 As -Built Total: 264.0 14350.3 WALL TYPES Area X BSPM Points Type R-Value Area X SPM Points Adjacent 180.0 Exterior 2312.0 0.70 1.90 126.0 4392.8 Concrete, Int Insul, Exterior Frame, Wood, Exterior 4.2 11.0 1132.0 1180.0 1.16 1.90 1313.1 2242.0 Base Total: 2492.0 4518.8 Frame, Steel, Adjacent As -Built Total: 11.0 180.0 2492.0 1.00 180.0 3735.1 DOOR TYPES Area X BSPM Points Type Area X SPM Points Adjacent 17.0 Exterior 20.0 1.60 4.80 27.2 96.0 Exterior Insulated Adjacent Wood 20.0 17.0 4.80 2.40 96.0 40.8 Base Total: 37.0 123.2 As -Built Total: 37.0 136.8 CEILING TYPES Area X BSPM Points Type R-Value Area X SPM X SCM = Points Under Attic 1576.0 2.13 3356.9 Under Attic 19.0 1680.0 2.82 X 1.00 4737.6 Base Total: 1576.0 3356.9 As -Built Total: 1680.0 4737.6 FLOOR TYPES Area X BSPM Points Type R-Value Area X SPM Points Slab 198.0(p) Raised 400.0 31.8 3.43 6296.4 1372.0 Slab -On -Grade Edge Insulation Raised Wood Adjacent 0.0 198.0(p 11.0 400.0 31.90 1.80 6316.2 720.0 Base Total: 7668.4 1 As -Built Total: 598.0 5596.2 EnergyGauge® DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCPB v3.21 FORM 60OA-2001 SUMMER CALCULATIO14S Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT INFILTRATION Area X BSPM = Points Area X SPM Points 2818.0 14.31 40325.6 2818.0 14.31 40325.6 Summer Base Points: 53732.7 Summer As Built Points: 57689.2 Total Summer X System Cooling Total X Cap X Duct X System X Credit CoolingPointsMultiplierPointsComponentRatioMultiplierMultiplierMultiplierPoints DM x DSM x AHU) 57689.2 0.551 1.000 x 1.150 x 0.90) 0.310 0.950 10078.9 53732.7 0.4266 22922.4 57689.2 1.00 1071.076 x ) 0.310 0.950 18278.7 EnergyGaugeTm DCA Form 60OA-2001 EnergyGauge®/FIaRES'2001 FLRCPB v3.21 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES 18 X Conditioned X BWPM = Points OverhangFloorAreaType/SC Ornt Len Hgt Area X WPM X WOF Point 18 2818.0 5.86 2972.4 Single, Clear E 1.0 6.0 16.0 9.96 1.01 160.8 Single, Clear E 1.0 6.0 16.0 9.96 1.01 160.8 Single, Clear E 1.0 6.0 16.0 9.96 1.01 160.8 Single, Clear E 1.0 14.0 16.0 9.96 1.00 159.8 Single, Clear E 1.0 14.0 10.0 9.96 1.00 99.9 Single, Clear E 1.0 6.0 24.0 9.96 1.01 241.2 Single, Clear S 1.0 14.0 30.0 7.73 1.00 231.1 Single, Clear W 1.0 16.0 40.0 10.74 1.00 429.5 Single, Clear W 1.0 12.0 10.0 10.74 1.00 107.4 Single, Clear W 1.0 14.0 24.0 10.74 1.00 257.7 Single, Clear W 1.0 6.0 30.0 10.74 1.00 323.0 Single, Clear E 1.0 6.0 16.0 9.96 1.01 160.8 Single, Clear E 1.0 6.0 16.0 9.96 1.01 160.8 As -Built Total: 264.0 2653.5 WALL TYPES Area X BWPM Points Type R-Value Area X WPM Points Adjacent 180.0 1.80 324.0 Concrete, Int Insul, Exterior 4.2 1132.0 3.26 3690.3Exterior2312.0 2.00 4624.0 Frame, Wood, Exterior 11.0 1180.0 2.00 2360.0 Frame, Steel, Adjacent 11.0 180.0 2.60 468.0BaseTotal: 2492.0 4948.0 As -Built Total: 2492.0 6518.3 DOOR TYPES Area X BWPM Points Type Area X WPM Points Adjacent 17.0 4.00 68.0 Exterior Insulated 20.0 5.10 102.0Exterior20.0 5.10 102.0 Adjacent Wood 17.0 5.90 100.3 Base Total: 37.0 170.0 As -Built Total: 37.0 202.3 CEILING TYPES Area X BWPM Points Type R-Value Area X WPM X WCM = Points Under Attic 1576.0 0.64 1008.6 Under Attic 19.0 1680.0 0.87 X 1.00 1461.6 Base Total: 1576.0 1008.6 As -Built Total: 1680.0 1461.6 FLOOR TYPES Area X BWPM Points Type R-Value Area X WPM Points Slab 198.0(p) 1.9 376.2 Slab -On -Grade Edge Insulation 0.0 198.0(p 2.50 495.0Raised400.0 0.20 80.0 Raised Wood Adjacent 11.0 400.0 1.80 720.0 Base Total: 456.2 1 As -Built Total: 598.0 1215.0 EnergyGauge® DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCPB Q.21 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT INFILTRATION Area X BWPM Points Area X WPM Points 2818.0 -0.28 789.0 2818.0 0.28 789.0 Winter Base Points: 7853.8 Winter As -Built Points: 11261.7 Total Winter X System = Heating Total X Cap X Duct X System X Credit HeatingPointsMultiplierPointsComponentRatioMultiplierMultiplierMultiplierPoints DM x DSM x AHU) 11261,7 0.551 1.000 x 1.160 x 0.92) 0.461 0.950 3002.4 7853.8 0.6274 4927.5 1 11261.7 11261.7 0.449 1.00 1.068x 1.160 x 0.92) 0.455 1.103 0.458 0.950 0.950 2410.0 5412.2 EnergyGaugeTm DCA Form 60OA-2001 En ergyGauge®/FlaRES'2001 FLRCPB v3.21 FORM 60OA-2001 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT WATER HEATING Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = TotalBedroomsVolumeBedroomsRatioMultiplier 4 2564.00 10256.0 50.0 0.93 4 1.00 2426.15 1.00 9704.6 As -Built Total: 9704.6 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points Total Points Cooling Points Heating + Hot Water = Total Points Points Points 22922 4927 10256 38106 18279 5412 9705 33395 PASS 01 THE STq Iqrl u EnergyGaugeTm DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCPB v3.21 FORM 60OA-2001 Code Compliance Checklist Residential Whole Building Performance Method A - Details DRESS: , , , PERMIT #: 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECKExteriorWindows & Doors 606.1.ABC.1.1 Maximum:.3 cfm/s .ft. window area; .5 cfm/sq.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 or joint 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. AA-99 (1TLIC0 nCCci+ninTnir .r.e.... COMPONENTS SECTION 1IICI Ul CAGCCUCU Vy an reslaences. REQUIREMENTS CHECKWaterHeaters612.1 Comply with efficiency requirements in Table 6-12. Switch or clearly marked circuit breaker (electric) or cutoff (gas) must be provided. External or built-in heat trap re u'red. 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 efficiency 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 607.1 Separate readily accessible manual or automatic thermostat for each system. Insulation 604.1. 602.1 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. EnergyGaugeTm DCA Form 60OA-2001 EnergyGauge(@/FlaRES'2001 FLRCPB v3.21 a ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 85.5 The higher the score, the more efficient the home. ELECTRIC.... I . New construction or existing New _ 12. Cooling systems 2. Single family or multi -family Single faunily - a. Central Unit Cap: 35.4 kBtiL/hr3. Number of units, if multi -family 2 _ SEER: 11.004. Number of Bedrooms 4 - b. Central Unit Cap: 28.8 kBmAir5. is this a worst case? Yes _ SEER: 11.006. Conditioned floor area (ft') 2818 fF c. N/A 7. Glass area & type a. Clear - single pane 2(A.0 ft' _ m13. 1leating systes b. Clear -double pane 0.0 11' - a. Electric I luit Ptmnp Cap: 35.4 kBtit/ itc. Tint/other SHGC - single pane 0.0 ft= _ iiSPF: 7.40d. Tint/other SHGC - double ikon 0.0 112 b. Electric Heat Ptmnp Cap: 28.8 kl3tuAir - 8. Floor types a. Slab -On -Grade Edge Insulation R-0.0, 198.0(p) ft _ c. N/A HSPF: 7.50 _ b. Raised Wood, Adjacent R=1 1.0, 400.0W c. N/A 14. riot water systems 9. Wall types a. Electric Resistance Cap: 50.0 gallonsa. Concrete, Int Instil, Exterior R=4.2, 1132.0 W _ EF: 0.93b. Frame, Wood, Exterior R=1 1.0, 1180.0 ft' b. N/A c. Frame, Steel, Adjacent R=1 1.0, 180.0 fi-- d. N/A c. Conservation credits c. N/A FIR -Heat recovery, Solar 10. Ceiling types DHP-Dedicated heat pinup) a. Under Attic R=19.0, 1680.0 fP - 15. H VAC credits p I b. N/A CF-Cciling fan, CV -Cross ventilation, c. N/A IiF-Whole house fan, 11. Ducts PT -Programmable Therniostat, a. Sup: Con. Ret: Con. AH: Interior Sup. R=6.0, 150.0 fi RB-Attic radiant barrier, b. Sup: Unc. Ret: Con. All: Interior Sup. R=6.0, 150.0 ti MZ-C-Multizone cooling, MZ-H-Multizone heating) i certify that this hoinc has complied with the Florida Energy Efficiency Code For BuildingConstructionthroughtheaboveenergysavingfeatureswhichwillbeinstalled (or exceedod) sTinthishomebeforefinalinspection. Otherwise, a new EPL Display Card will be completed THE 9T o. based on installed Code leatur yoe _ rillpliilit rrrl Builder Signature: Date: APR 0 2003 0 Address of New Home: City/FL Zip: s f'I'o v5 00 va NOTT:: 7'lie home's estinnated energy petfoi•inavnce score is only available through the FLAIRES coitipinter program. 7his is not a Building F,neigy Rating. Ifyour score is 80 orgreater (or 86for a USL'I'A/DOIs f irer,DStail'%f(l(,signatioit), Your home may qualifvfor energy e 'cieney mortgage (IsEM) incentives ifyou obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gange web site at wwwfreesucfeduforinformationandalistofcertifiedRaters. Por information about Florida's T_neigy efficiency Code for Building Construction, contact the Department of Community Affairs at 8501487-1824. EnergyGauge@ (Version: FLRCPB v3.21) PLOT PLAN for: MARONDA HOMES, INC. DESCRIPPON. LOT 36, CROWN COLONY 3Ut30IVI3ION RECORDED IN PLAT BOOK 6 I PAGE(S) 76 ti1TV 76 PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA LOT 37 NOT RADIAL) 589058' 141E 75.40' Q 0 15.001 O y3 O Q F S O b 3' Z ll&m* Q b O cuN A zno o 32.0' b . O CONCRETE PATIO O 0 co v SCALE 1'- 20' a 5' 1 a 20' GRAPHIC SCALE f f0 tiC G bD 4,106 40.00' \ 4 _E00 y S MODEL: BAYBURY ° BC` C6 PRcSte, 4- 2 1/2) 2 STORY W/LOFT S, Br'O O- FINISHED FLOOR ELEVATION - 4G.00 DRAINAGE TYPE: ' A' \ WITH 1 O' x 32' CONCRETE PATIO 16t CONCRETE DRIVE Iau. E. VA. PLOT PLAN P - DENOTES PROPOSED ELEVATION PER ENGINEERING PLANS E - DENOTES EXISTING ELEVATION U I LOOK SLAB ELEVATION iQ " o o T• , MUST BE 16" Ac:.'!1 CROWN N OF ADJACENT ROAD UNLESS OTHERWISE APPROVED Q J ( 589058' 141E 100.30' CROWN COLONY WAY 589' 58' 14'E f+• h 0`7P. C. Q- q 9,4 d 1 D P•c4° 0` a b 0 ui N NOTES- FLOOD CERTIFICATION 1. BEARINGS ARE BASED ON THE CENTERLINE OF BASED ON THE FEDERAL EMERCENCY BUILDING SETBACKS CROWN COLONY WAY BEING 58958'14 E. MANAGEMENT AGENCY FLO00 INSURANCE FRONT: 25' 2. ELEVATIONS AND LOT DRAINAGE TYPE SHOWN RATE MAP, THE STRUCTURE REAR: 20' 2HEREONAREBASEDONSITEENGINEERINGSHOWNHEREONDOESNOTLIEWITHINPLANS FOR THE PRD.ECT. THE 100 YEAR FLOOD HAZARD AREA. SIDE: ' J. 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. 7HIS IS NOT A SURVEY. MAP REVISION DATE: LOT 38 CONTAINS SU&ECT TO CHANGE) 11,761 SQUARE FEET/0.270 ACRES +/- THE UNDERSIGNED AND CAVONE.INC. LAND SURVEYORS and MAPPERS MAKE NO RESERVATIONS OR GUARANTEES AS TO THE INFORMATION REFLECTED HEREON PERTAININGTOEASEMENTS, RIGHTS OF WAY, SETBACK LINES, AGREEMENTS AND OTHER MATTERS, AND FURTHER THIS INSTRUMENT IS NOT INTENDED TO REFLECTORSETFORTHALLSUCHMATTERSSUCHINFORMATIONSHOULDBEOBTAINEDANDCONFIRMEDBYOTHERSTHROUGHAPPROPRIATETITLEVERIFICATION. ABBREWA 710NS/LEGEND. BER P.T.-POINT OF TANGENCY USPA- POINT OF INTERSECTION KCONC-CONCRETE W.E.- WALL EASEMENT F.E.-FENCE'EASEMENT L.S-LAND SURVEYOR P.R.C.-POINT OF REVERSE CURVATURE D.E.-DRAINAGE EASEMENT ORDP.C.-POINT OF CURVATURE ITERETMA%C ARNSEDVIER PAOO. R-OFFICIAL RECORDS P.C.C.-POINT OF COMPOUND CURVATURE U.E.-UTILITY EASEMENT UTILITYEASEMENTO. U.kS f.-9DEWAK CDTIOpOfLTONTORALNC.LGE) O E-DRAINAGE 7 LNEASEMENT EASfMEN A VONE, INC THIS SURVEY NOT VAUD UNLESS EMBOSSED A OFLORIDALIN TH THE CETUBE AND RAISED SEAL OF ORID LICES£0 SUkt EYUR ANO MAPPER J REVISION DATE DRAWN LAND SURVEYORS AND MAPPERS 300 SOUTH RONALD REAGAN BOULEVARD LONGWOOD. FLORIDA 32750-5499 TELEPHONE 4407) 39-3636FAX No. (4NE J39 L.RR. E-MAIL: CAVpIvE O CFL.RR.COM DOM NICK F. CAVbIV£ - PRESIDENT FLORIDA SURVEYOR & MAPPER NUMBER 2005 LICENSED BUSINESS NUMBER L.B. 5073 REVISED HSE ELEV. 4-30- 2003 C8 PLOT PLAN 1 4-10- 2003 1 CB LOT by CHIP CHIP CADD FILE: CROWNCOL38.DWGW. 0.2003-4470 f Master Fife #7 Central Florida B.O.A.F Exterior Window and Door Master Filing Checklist Sufficiency Review Manufacturer Name: Nora ndex/Revnolds Distribution Model Number(s): 1 "x4" and 1 "x3" Aluminum Mullions Contact Name & Number: Christopher M Fuertsch — 407 667-9390 Please ensure the following are contained in your submittal: X Two (2) signed and sealed engineered installation details. One (1) signed and sealed test report. One (1) signed and sealed engineered calculations for alternate fasteningmethod, if applicable. Governmental Product Approval: A enc 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 ' 3/15/02 Eustis, City of Port Orange, City of Indialanbc, 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 Melboume, 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 NORANDEX PAGE 29 SEE CHART FOR d • a° FASTENERS CAULK TOP VERTICAL MULLION SCHEDULESINGLEUNITOFMULL -__ 3/8'MINOW NUMBER AND INCH WIDTH HEIGHT =-:; ir a W ', T>;K SCREW , I w1NDow INCH E OF FASTENERS V 4 JJ 1 HEAD, 26" CQ i WINDOW JAM o " lx3 MULLION XFLA-26-1) lx4 MULLION XFLA-39) WINDOW 5/8" JAMB 10 x 3/4" iTEXSCREW , CAULK FLA-45 MULLION ANCHOR CLIP 16 GA. GALV. SHEET METAL 800 LB. MAX CAPACITY 7/8" 1x3 MULLION (XFLA-26-1) lx4 MULLION XFLA-39) WINDOW SILL BOTTOM of MULL 3/8"MIN. P+1 _,DA B.O.F.A. PRECASTED 3 "MIN. MAL jJI'AGTURER NAIVIE: SILL RA yri i=J" 3/4"MAX MA,TER Fuz # -7 VD, D D pD SEE CHART FOR p D FASTENERS NOTES: 1) ALL ALUMINUM EXTRUSIONS' ARE ALLAY 6083 T8, OR 6063 T5. CHARLES A*k6k , 2) QVfiSN THERE I3 ON8 TAPCON (1/4D' X 1-1 2') p.t+ ON EACH ANCLE LEC, THE T CON SHALL EFL DATE:E3/21/020121 PLACED ON MULUON CUP 3) CONCRETE COMPRESSIVE STRENGTH N 3.000AT28DAYS. PSI MRANDEX PAGE 30 NOTES: 1) ALI, AL OR 60E 2) WHEN ' ON EA( PLACEI 3) CONCRI AT 28 CHARLES FL Rm. DATE M, T" MAMWA A MASTER DW SILL SH HEAD DW SILL iH HEAD ti h4 N tvvTttll'illi_ Y, AIAIViT1+ACT JRER NAME:PAGE 24 ll't 2) 110 x' 1-3/4PH-SMS INTO 2 x BOW utc 3/16'0 x 2-3/4" TAPCON THRU 1 BY BUCK, (SHOWN) 3 to GLASS WITHA1-1/4' MLR. EMBEDMENT INTO MASONRY. (n0011 SLUMD cuss DOOR SEEELEVATIONFORANCHORSPACING. co11PARATIVE AHALYBL4 CHARY dNa of Nm OF 1 t' TE11P©1LD cress b SWING Guns DooR I p W: YINaDESIGNIDADOOZENSiO1iBCAPACRI'- lap7gANCHORS ANCHORS ARATi7E AHALYSt9 CHART DESIGN LOAD Ha of ANCHORS NO: OF ANCHORS p N k4. ti i RCIES, d ( 2) f l0x 1-3/4' FI!-SMS INTO .2 x BUCK U1CtDs MCDES A READ t SILL DitlENglON3 CAPACRY-P3F DEAD Q ` c Eto A SEEELEVATIONFORANCHORSPACING. zm` t8 IR jam a MC[ 4 201' M cR A SILL JBANB JOB 147. 975' B0* 18 18 If) 24 B lfT.aTS' 86. 7 09.4 30 0 t A g' h•. t'yi DD. S' 48 to 1a2. 75ir 57.8 87.5 8 00.6' 69. 7 09.4 ee. 7 BO.t Z4 g e x 111-Sn' 80' d 7a.5' Na) a7.8 57.5 67. 8 24 248 19 a 152760• Il- iv75" 88. 7 77.4 80* 8a7 aS8 24 elto g p ~ 57.5 fle a 75.5' i5) 12a' 'So'S&7 6B 7 OSa29 ( Ca) 88.8 8a8 20 10 6 a ea7 B10 80'- 5 89. 7. 7a.0 to 20 g g Q , 201' 45 IO u5 2i- 1a) 847 7a8 eo lO g N 0 ( 1D. 8'S• ( 4) 4a 15 24 10 147 37a' 60 98' 80 60 to C7 it52. 750' !3 fa0 ta0 2) ¢10 z 1 3/4" PH-SMS DLTO 2 BY OPTIONAL ILL•S76' 99' 18 10 el 90. 5" 4) gp 80 3 ea5 is of 100 ss5 ass BUCKWITH1-1/2` MIN. EMBEDMENT. 2 BY 71LV (9) 53. 4 't SEEELEVATIONFORANCHORSPACING. WOOD BUCK le to to 1820 ito 52.750• 7Ra oa' aa7 Its a) 68. 7 to t0 tg Leg- ese2a ( ea) al a a4 812e' WOOD RUCK af5 84a8S82a Ha/ M PAREN`gMNp INN PANEL sIIe M rat 739 ! 9 0e' a5.0aa9 e0 26) ea.7 86.2 f0 t0 IO to IC O q CALLSIZEWIDTH2) 3/16-0 x 2-3/4` y k b sC.3.W.) TAPCON OR MIAMI W ..I a I STEEL REM. ALL 10' PANELS DADE APPROVED CONC. FASTENERS. 60. 0 D.P. SEE ELEVATION FOR Nt. ANCHOR SPACING" ey_, N p • b 5 t t ly s L zoo o 0 STEEL. RE)NF. ALL 10• PANELS k 60.0 D. P... ui y ySHIM AS RE UIRED WOODS1ILMRE? Tn'• JAMB. SECTION ORMUDDTRACKx SmM MAX r 6 A5 REQUIRED gY ..2 By BUCK 2) 3/16'0 x 2-1/4" TAPCON OR yw LOAM] DADE APPROVED CONC. FASTENER SEEELEVATIONFORANCHORSPACING. ` m'e r... tu- q NOTES: Z 1 SHIM LU REQUIRED.. MAX SHIM STACK 1/4`. 2; ALL ALUMINUM EXTRUSIONSARE ALWY 6063-T6.4• Of? T6 THICKNESS OF•0.62"R3) USE dHIG ICAL'•WALL AUTY• CAULK BERM WINDOW FLANGE. 4GLASSTHICKNESSBASED -*ON TABLE E1300 X X GLASSXXX. CHARTS, AND MAY VARY DEPENDING 'ON SIZE ?i THE RFSPONS®ILIIY.FOR SELECTION PANEL PANEL PANEL PANEL PANEL5) OF NORANDEX PRODUCTSTOMEETANYAPPLICABLE' I OCALLAWS. REQUIREaa: u rm n q j i 1 CODIS, ORDINANCES OR OTHER SAFETY W f DEADERANDSILLSECTIONREQUIREMENTSRESTSOLELYWITHTHEARCHITECT.I BUILDING 'OR mr ~ ar 4 OWNER CONTRACTOR TYP• 1 BY BUCK 7) CONCRETE COMPRESSIVE STRENGTH a 3, 000 PSI rv-1 - AT28DAYS. (2BY2) mwAmR m 9-I 4BY2) su A78VAita11 o N k S_Trma C cS q NORANDNX PAGE 23 2 1#10 x 1-3/4" PH-SMS INTO 2 BY BUCK OR3/16'0 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 z 1-3/4' FH-SMS INTO 2 z BUCKSEEELEVATIONFORANCHORSPACING. L OPTIONAL 2 BY WOOD BUCK2) 1 3/4' PH—SMS INTO 2 BYBUCKWITH SEE ELEVATION/FOR ANCB EDME SPACING. 3/16" TEMPERED GLASS DESIGN LOAD NO. OF ANCHOR SCREWS IN FRAMECAPACITY—PSF HEAD AND SILL JAMB WIDTH/HEIGHT EXTERNAL INTERNAL X7C XXX xxxx 30 his" x 59L/2 " 53.3 55.8 10 ALL 361/Is" x 591/2 " 49.13 49.8 12 16 18 g 30 is' x 791/2 49.7 49.7 10 18 22 6 36 use x 791/2 45 45 16 20 8 12 18 22 8 SERIES .500 ALUMINUM SLIDING GLASS DOOR OPERABLE PANELSFASENERCHART FJ ORWA B.O,A F.. 2) 3/16"0 s 2-3/4" TAPCON OR MIAM1 AID7EI yCENTRAL iA7 11i U1'AtTMft NAME= tuT1L 1 z WOOD BUCK DADEES. ENRRSED CONC. SEE ELEVATION FOR ANCHOR SPACING. SHIM AS RE UIRED 1 YP. HORNHOODSHIMgSHOWN) OR MUDD TRACK AS REQUIRED 1 BY 2) 3/1870 z 2-1/4" TAPCON ORMIAMIDADEAPPROVEDCONC. FASTENERSEEELEVATIONFORANCHORSPACING. NOTES; 1) SHIM AS REQUIRED. 2) ALL ALUMINUM E MU3OH NSARE ALLOYIM STACK0( 13—T5 ORT6WHTYPICALWA3) USEHIGHQUALITYCAULKBEHINDWINDOWTHICKNESS OF FLANGE. 4GLASSTHICKNESSBASEDONTABLEE1300GLASSCHARTS, AND MAY VARY DEPENDING ON SIZE, 6) THE RESPONSIBILITY FOR SELECTION .OF NPRANDEX PRODUCTSTOMEETANYAPPLICABLELOCAL.LAWS, BUILDINGCODES; ORDINANCES 'OR-:OTHER'SAFETY- ONREQUIREMENTSRESTSOLELYWITHTHE.ARCHITECT, BUILDINGOWNER `OR CONTRACTOR 8) CONCRETE COMPRESSIVE STRENGTH - 3,600PSI AT28DAYS. 2BY2) rmr,,, na Am,, 4BY2) nmA eurinon 1VUKA1Vllla:X PAGE 22 1 10 X 1-3/4' P.H. S.M.S W/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. m v U W/1 -1/21 MIN. EMBEDMENT. SEE ELEVATION FOR ANCHOR SPACING. 0oq A ALT. FIN ATTACHMENT UNDER SHEATHING F CENTRAL Fi. R MA B;A,A F. MLA Ad: TQJREIi NAM® oR4-Z,/X ; MASTER FILL # 3 NOTES: 1 :SHIM AS REQUIRED. MAX SHIM STACK 1/4". 2 ALL ALUMINTJMi 'EXTRUSIONS ARE ALLOY 6063—T5OR:'": WITH-`Tl`EICAL. WALL{ THICIUIESS OF 0.62" . 3USE':HIGH.:QUAIjT.Y••CW''WA (BEHIND WINDOW FLANGE 41GwS: 9`MOMM`SS..9ASED ON. TABLE E1300 GLASS CHARTS; AND-.-AY"'tiARY DEPENDING ON SIZ& 5) 'NE':IiESPbNSI IGi7'1'.;I'OR SELECTION OF NORANDEX PRODUCTS;:TU:;MEET.:AHY :APPLICABLE LOCAL LAWS, BUILDLNG?CUTj9: ; :ORDINANCES .OR OTHER SAFETY REQUIREMM&M.- .ST.'SOLEiY WITH THE ARCHITECT. BURdit :ONN$R'. pR;'CONTRACTOR 8) HEAD' INOIGAfES :THAT E UAL,FASTENERS AT HEAD' LINO :ST:T- :egv• •non.. .,,. i 10 X 1-3/4" L H. S.M.S. W/ 1-1/2' MITI. E' IBEDMENT SEE. ELEVATION. FOR ANCHORSPACING. I, a' Tn'• O I ` TYP. JAMB SECTION WOOD FRAME s- MAX.. ; 71 TOP AND BOTTOM) ooums HEADER AND SILL SECTION w/1-1/21 M3IIN.. EMBEDMENPaI F CHARLES' d _ 'E. s6 SEE. ELEVATION FOR FL REG: `'ENG:. 49121 _ WOODFRAMEANCHORSPACING. DATE.. 3/Q7/OZ' 1SIONS WINDOW FASTENER SCHEDULE HEIGHT 0. ANCHORS HEAD/ SILL NOTE NO. JAMB N INCHES SEE 35 45 6 60 95 45 60 q SFPSFPSFPSF2' 2 2 225"2T__222 4• f 2 2' 2 2 2 2• 2 3 3 P4 97- 1/4 3 3 3 4• 3 3 3 3 M 49- 6/8 2 2 2 2 2 2' 2• 3 9 3 3 3 3 I C7 co 3 9 3• 4• 3 9 g 3 3 3 82` 2 2 2• 2• 3 4 4 4 4 23 3• 6= 3/4' 2 2. 2• 4 4 5 6 c E 4 w,. i q•`. n. 31. 3. 4• J;T3- 4 4 5 5 I GjE 4 t.. stb 4• A d/// Ife /// ' DETAI4- C 01 DETAI4- B 2 q NORANDEX PAGE 10 10 X 1-3/4" P.H. S.M.S. W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. 0 v U 750 Typ 0 TTP. HEADER AND SILL SECTION WOOD .FRAME 10 X 1-3/4" P.H. S.M.S. W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR ryp. ACTOR NAM: rnx # 11Z ALT. FIN ATTACHMENT N 10 X 1-3/4" PAL S.M.s. W/1-1/2" MIN. EMBEDMENT SEE' ELEVATION FORUNDERSHEATHINGFORANCHORSPACING. CALL. SIZE WIDTH TYP. JAMB SECTION O. WOOD I'RAivfE 1/4" MAX - SHIM (BOTH X I-3/4" P.H. S.M.S. 2' MIN. EMBEDMENT ELEVATION FOR OR SPACING. CHART ALPA 'P I - FL REG. ENG. #- ,49121 DATE; 3/27/02 NOTES: 1 SHIM AS REQUIRED, MAX SHIM STACK 1/4". 2 ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063-TSORT6. WITH TYPICAL WALL THICKNESS OF 0.62" 3) USE- HIGH -QUALITY CAULK BEHIND WINDOW'FLANGE. 4' GLASS THICKNESS. BASED ON TABLE E1300 CLASSCHARTS, AND -MAY VARY DEPENDING ON SIZE. 5) THE RESPONSIBILITY FOR'SELECTION OF.'NORANDEXPRODUCTS"TO MEET ANY APPLICABLE LOCAL LAWS, BUILDIJG •CODES; `ORDINANCES OR OTHER SAFETYREQUIREMENTSRESTSOLELYWITHTHEARCHITECT. BUI DING 'OWNER OR CONTRACTOR, 6) NOTE • INDICATES -THAT EQUAL FASTENERS ATHEADANDSILLAREREQUIRED. TTP. IT HELD L a. E4 O.G IuAx AIL -A DETAIL SASH DETAIL=B . I F a W W co WA V co 63 co NORANDEX PAGE 21 3 18' TAPCON WITH A 1-1/4" MIN. EMBEDMENT SEE ELEVATION FORANCHORSPACING. n a 0 10 F.H. S.M.S. MIN. EMBEDMENTSEE NOTES: MELEVATIONSEEELEVATIONFOR ' ANCHOR SPACING. AS REQUIRED, MAX SHIM STACK 1/4". 2; ALL ALUMINUM EXTRUSIONS ARE ALLAY 6063—T5 3 OR To WITHUSEHIGHQUALITY ACAUULK BBLWALL EHIND S OF O WINDOW iUNGE a ` 4; GLASS THICKNESS BASED ON TABLE E1300 GLASSCHARTS,, n • . AND MAY VARY DEPENDING ON SIZE5) THE RESPONSIB1LITy FUR :99LWUON: OF .NORANDEXPRODUCTSTOMEETANYAPPUCABLELOCALLAWS, BUILDING CODES. ::ORDINANCZS OR`OTHER SAFETYREQUIREMENTS! RFST'SOLELY WITH THE ARCHITECT, BUILDING OWNER: OR CONTRACTOR . 6) A PRESSURE TREATED WOODEN :BUCK :OR MARBLESILLSHALLBEADDED' UNDER' THE PRODUCT TDFULLYSUPPORTUNIT.. THIS` -SUPPORT SHALL BEFIRMLYATTACHEDINTU THE PRODUCT OVER ITS FULL LENGTH (SUPPLIEDBYOTHERS). N 7) CONCRETE COMPRESSIVE STRENGTH = 3.000 PSIAT28DAYS. ALT. HEADER SECTION B) NOTE • INDICATES THAT' E UAL FASTENERS AT TYP. 2 BY BUCK EO B.O.A.F .• S/18' TAPCON AMANUFACTURER NAM: W/1—i/4MIN. ' EMBEDMENT - _ A,1o.P4NelE ,e, SEEELEVATIONFORANCHORSPACING) R a I CALL SIZE WIDTH WINDOW DIMENSIONS FASTENER SCHEDULE NO. ANCHORS N0 .ANCHORS HEAD/SILL JAMB INCHES) 35 EN045 60 35 PSF PSF PSF 45- 60 PSF 19- 8" 2 2• 2 2 26' Z.— 2 37' 2 3•— 2 2 53-1 6" 3 3• p — 2 I9 1/6" 2 2• 2 3 37 2• 2 3 2 3•— 63- 1 B' 3 4•— 2 3 18- 1/8" 2 2• 3 3 28-11 2 50_5/8• 2 2: S — 3 37' _ 2 3 3 3 53-1 8' 3 4* 3 3 19- 1/6' 2 20 3 4 4 37 _ 4 5E8' 3 4' 3 4 19- 1/8" 2 2• 3 4 28- 1 2" 78-3/4' 2 2• 3 4. 37' 53- 1 8' 3 4' 3 4 i Ld - WL UNR 1IQIA jrA.' oKm24' O.QTBUCKO2BYBUCKETArl_A sHLld TYP. JAMB SECTION TH JAMBS) • I 'BY / 2 BY BUCK SEE NOTE 6 HEADER AND SILL SECTION TYP. I BY BUCK CHARLES FL REG. ENG. # .491 1 DATE: 12/LT/01 10 F.H. S.M.S. W/ 1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. B NORANDEX PACE 9 3/1B" TAPCON WITH A OIN_MM1-1/4' MIN. EMBEDMENT SEEELEVATIONFORANCHOR SPACING. d A A o 1 750 TYP L 940 y 10 F.11. S.M.S. WITH A IN. 1-1/2" MIN. EMBEDMENT SEEELEVATIONFORANCHnRsuAr"w L T 140TES: 1) SHIM AS REQUIRED, MAX SHIM STACK 1/4'. 2) ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063-T5 ORWALLTHICKNESSOF062- 3) USE THIGHTQ ALITYH TYPICCAULKBEHINDWINDOWFLANGE. 4) GLASS THICKNESS BASED ON TABLE E1300 GLASS CHARTS, AND MAY VARY DEPENDING ON SIZE 5) THE RESPONSIBILITY FOR SELECTION OF NORANDEX PRODUCTSTOMEETANYAPPLICABLELOCALLAWSBUILDINGCODES, , ORDINANCES REQUIREMENTSRESTSOLELYOTHER WITH THE ARcHITTEECT, BUILDINGOWNERORCONTRACTOR. 6) SILL HALL BEURE EATED ADDED UNDERNTHECPRODUCT TOE FULLY -SUPPORT UNIT. THIS SUPPORT SHALL BE FIRMLYATTACHEDINTOMASONARYANDSUPPORTTHEPRODUCTOVERITSBYOTHERS). FULL LENGTH (SUPPLIED 7) CA,,` E COMPRESSIVE STRENGTH - 3,000 PSI ALT. HEADER SECTION AT 26 DAYS. Tn'. 2 BY BUCK awjV FLORIDA B.O.,A F. MANUFACTUgtEitNAM-,, 3/ 16" TAPCON W/ 1-1/4' MIN. EMBEDMENT MASTER FI B FF SEEELEVATIONFORriFOR ANCHOR SPACING. CALL SIZE WIDTH — A 1 ° ^. i 1 BY BUCK c 2 BY BUCK °I TYP. JAMB SECTION I/ 4' SHIM L 1 BY 2 .BY BUCK MAX ( BOTH JAMBS) B p D D p> SEE NOTE 6 HEADER AND SILL SECTION FL REGG. NG, #' 49121E Tn'. 1 BY BUCK DATE: 3/21/02 10 F. H. S. M.S. W/ 1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. MAX UM( Mni TV iu C13 w03 0 o H, DETA-C z. 04 o SASH 6 a 4 DETAIIrB m m Z ti u k ci M IA Nl (•DADE PRODUCT CONTROL NOTICE OF ACCEPTANCE Prenldor Entry Systems 91 I E. Jefer-son, P.O. Box 76 Pittsburgh ,KS 66762 A1fAMI-DADE COUNTY. FLORIDA METRO-DADE FLAGLER BUILDING BUILDING CODE•COMPLIANCE OFFICE M1:IR0-1)ADU FI.AGLER BU(1.1)I1,'C; 140 WEST H.AGI.EIt S'i•RIi1-i'. S11111: I6D.; MIAMI, F1.0JUDA 33130-I563 305) 375-2Jt)1 FAX 005) 375-290S C:C)\7'IL\C.'1'OIt 1.1C:[:,\ti1.C: til:C"1'IU\ 305) 375.2527 FAN (305) 375-_S5s o. riuc-rolt I: i:oIt('F:au r DIVISION 30) J7S•2')GC, VAN (305) 375-21)Um lHtOUI:GI' C:O. 11101. l)1\'ISIC) Your application for Notice of Acceptance (NOA) of (30)375.2902 FAx(303)372.6.33J Entergy-6-8 S-W/E Inswing Opaque Double w/sidclites Reside' Insulated Steel Door under Chapter 8 of the Code of Miami -Dade County governing the use oi* Altcrnate Mliterials and Types ofConstruction, and completely described herein, has been recommended for acceptance by the Miami -DadeCountyBuildingCodeComplianceOffice.(BCCO) under the conditions specified herein. This NOA shall hot be valid after the expiration date stated below. BCCO reserves the riglit to secure thisproductormaterialatanytimefromajobsiteormanufacturer's plant for quality control testing. if thisproductormaterialfailstoperformintheapprovedmanner, BCCO may revoke, modify, or suspend t13euseofsuch *product•or material immediately. BCCO' reserves the right to revoke this approval; if it isdeterminedbyBCCOthatthisproductormaterialfailstomeettherequirementsoftheSouthFloridaBuildingCode. The expense of such testing will be incurred by the manufacturer. ACCEPTANCE NO.: 0.I-031.1.24 EXPIRES: 04/02/2006 Raul Koarlguca Chief Product Control Division THIS 1S T1IE COVERSHEET. SEE ADD.IT10N.AL PAGES FOR SPECIFIC AN'D GENERAL CON DI'f10NS BUILDING CODE &PRODUCT REVIEW COMMITTEE This application for Product Approval has been reviewed by'the BCCO and approved b}, the BuildingCodeandProductReviewCommitteetobeused. in Miami -Dade County, Florida under tile- conditions setforthabove. A P I' R O V E D: 06/0 _5/2001 ffl_jt_r_ D Fmncisco J. Quintana. R.A. Director Miami -Dade County Building Cods: Compliance Office sO450001\pc2o00\ltemplates\notice acceptance corer page.dot Internet mail addresti: potitmastcr. buildinrencJconlinc.com llunlellat.c: lit (l)WIVIN-w.buildin-codcunli'nc cum Premdor Entry Systems ACCEPTANCE No.: 01-0314.24 APPROVED JUN 0.5 2001 EXPIRES April 02.2006 NOTICE OF ACCEPTANCE: SPECIFIC CON!'DITIO,NS I. SCOPE I.1 This renews the Notice of Acceptance No. 00-032I.26 which was issued on April 28, 2000. it approves a residential insulated door, as described in Section 2 of this Notice of 'Acceptance, designed to comply with the South Florida Building Code (SFBC), 1994 Edition for Miami -Dade County, for the locations %vhcrc the pressure requirements, as determined by SFBC Chapter 2;, do not exceed the Design Pressure Rating valubs indicated in the approved drawings. 2. PRODUCT. DESCRIPTION 2. 1 The Series Entergy 6-8 S-W/E Inswing Opaque Double Residential Insulated Steel Doors witli Sidclites- Impact Resistant Door Slab Only and its components. shall be constructed in strict compliance with the following documents: Drawing No 31-1029-EN1'-I, Shcets 1 through 6 of 6, titled " Premdor (Entergy Brand) Double Door with Sidclites in Wood Framcs with Bumper Threshold ( Inswing)," prepared by manufacturer, dated 7/29/97 with revision C d:rtcd 01 /1 1 00, 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 single unit applications of pair of doors and.sirn lc door only, its shoe, n in approvcddrawings. Single door units shall indlu.de all components described in the active leaf of this approval. 3. 2 Unit shall be installed only at locations protected by a canopy or overhang such that the angle between the edge of canopy or ovcrhang to sill is less than 45 degrees. Unless unit is installed in non - habitable areas where the unit and the area are designed to accept %vater'infiliratiorn. 4. INSTALLATION 4. 1 The residential insulated steel door and its components shall be installed in strict compliance with the approvcd drawings. 4. 2 Hurricane protection system (shutters): 4. 2.1 Door: the installation of this unit Nvill not reouire a hurricane protection system. 4.2.2 Sidelite: the installation of this unit Nvill reouire a hurricane protection system. 5. LABELING 5. 1 Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved". 6. BUILDING PERMIT REQUIREMENTS 6. 1 Application for building permit shall be accompanied by topics of the following: 6.1.1 This Notice of Acceptance 6. 1.2 Duplicate topics of the approvcd drawings, as idcritificd in Section 2 ofthis Notice of Acceptance, clearly marked to show the components selected for the proposed installation. 6.1. 3 Any other documents required by the Building 0 icial or the South Florid: I wilding Code SFBC) in order to properly evaluate the installatiIi s stem. Manuel crcz, P. E. Product Con ml xamincr Product ntrol Division Premdor Entry Systems ACCEPTANCE No.:. 01-0314.24 APPROVED JUN O 2 01 EXPIRES AT)HIO22006 NOTICE OF ACCEPTANCE: STANDARD CONDITIONS 1. Renewal of this Acceptance (approval) shall be considered after a renewal application has been filed andtheoriginalsubmitteddocumcntation, including test supporting data, engineering documents, noolderthaneight (S) years. 2. Any and all approved products shall be permanently labeled with the ManUCacturer's nanw,. city, state, and the following statement: "Miami -Dade County Product Control Approved", or as specificallystatedinthespecificconditionsofthisAcccptancc. 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 tllc code changes. b. The product is no longer the same product (identical) as the one originally approved. C. If the Acceptance holder has not complied with all the requirements of this acceptance, includingthe'cbrrcct 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 tfie materials, use, ai 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 fcc) and granted by this office. Any of tilt following shall also be grounds for removal or 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 otherpurposes. G. The Notice of Acceptance number preceded by the words Miami -Dade County,, Florida, and followedbytheexpirationdatemaybedisplayedinadvertisingliterature. Ifany portion of the NoticeofAcceptanceisdisplayed, then it shall -be done in its entirety. 7. A copy of this Acccptancc as well as approved draWings and other documents, where it applies, shallbeprovidedtotheuserbythemanufactureroritsdistributorsandshallbc'availablc for inspection at* the job site at all time. The engineer needs not•rescal the copies. S.• Failure -to comply with any section of this Acceptance shall be cause for termination and removal of Acceptance. 9. This Notice of Acceptance consists of pages I, 2 and this last page 3. END OF TIIIS ACCEPT NCE Manuel erez; P.E., Product ontro - . imincr Produc Control Division PREMDOR ENTERGY BRAND) DOUBLE A DOOR WITH SIDELITES IN WOOD' FRAMES WITH A BUMPER THRESHOLD (INSWING) MD • I,,/j,' MININUt [yNI[r{DfQF fM[ ALiiNfi Fl:icS1 HlfAr rf 01 1/r Kwimm IMICPQNI 140 1/2' 37 1/4• MAX MAX 7X• 37 I/A• AX MAX I/[' i [• fat Xt RCi CC ,Orf i MAk nNi NAG. A' MA% MAX MAX NAi Is• o.c. 19' ac 13. O.G IS' aL 1s• O.C. 13' DC. Is• ar.•„r_Is• aG MAX MAX MAX MAX MAX MAX MA. MAX IU% tom r]IV IY Ad trr DC JAN[ I Is" .SX 17 I/ • NAX IB' QGO.L SPACING w N¢fn, a u u1v ISPACING17 IB,• G.C. 43 I /IB' Mon ro i Top Or LOCK M [ALi Niil[C JANI aL 1 22' 64, S I/2• MAX OLOOLD BO I /16' MAX 17 1/ MAX v ut =uaro.L SPACING IB' [LC. uit W rc•rtt na a••NawtfM O.L1SiACING aL m`itif•m `R:r.. MIN;f tm Al 1.([yM[[/{[NI - IID . 1 INANEA11;11I[i YUt NN Er'" • Is' G.C. 13 aL o C on ,R uxuAM CA1C0fNI wa MAX IY or_ MA% MAX MAX 13, O C Is, C MAX MAX MAX MAX 4 MA% 31 MAX MAX MAX ATTACH ASTRAGAL THROW BOLT 18 K I' LONG iCL NOTC STRIKE PLATE TO THE HEADER IN ALL REMAINING AND THRESHOLD WITH BID % l 3/4' HOLES FLATHEAD SCREWS' NOTES, I.) WOOD BUCKS BY OTHERS. HUSi BE ANCHORED -fA-FL 8 K1 7/4•• LONG PROPERLY,. TO'.iRANSFER'.LOADS TO THE STRUCTURE. tFfLn0 SCREWS 2J THE PRECEDING DRAWINGS ARE INTENDED TO QUALIFY THE FOLLOVING INSTALLATIONS. L.H. INSWING Rx INSWING A. WOOD FRAME CONSTRUCTION WHERE DOOR SYSTEM IS ANCHORED TO A MINIMUM TWO BY WOOD' OPENING. ASTRAGAL B. MASONRY OR CONCRETE CONSTRUCTION WHERE DOOR SYSTEM IS ANCHORED TO A MINIMUM TWO BY APPRDYED/S STRUCTURAL WOOD BUCK. C. MASONRY OR CONCRETE CONSTRUCTION WHERE DESICA AIINGS.cf SOUTH Ftp AA =rD NC CODE JUfY DOOR SYSTEM IS ANCHORED DIRECTLY TO CONCRETE VATER WILIRAral WHERE WATER INFILIRAIIDN U,i[I OR MASONRY WITH OR WITHOUT A NON-STRUCTURAL KWEMEHI IS NEEDED X 1 REQUIREMENT IS NOI NEEDED er ONE BY WOOD BUCK Tv Y + PRDDU CoMoLDr/ISlorl J. ALL ANCHORING SCREWS TO BE 110 WITH X I -55.n SUMM...CDDEECVMPUANCEOF(l MINIMUM 1 1/2' EMBEDMENT INTO WOOD SUBSTRATE ACCEPTANCE rro.71y31 (. cti OR 3/16' PFH TAPCONS WITH 11/2' MINIMUM EMBEDMENT X UNIIS SHALL BE INSTALLED ONLY AT LOCATIONS PRO[ECTEO BT A CANOPY OR INTOMASONRY. OVERHANG SUCH [HAT THE ANGLE BETWEEN THE EDGE OF CANOPY DR OVERHANG 4. UNIT MUST BE INSTALLED WITH 'MIAMI-DADE COUNTY TO SILL IS LESS THAN 45 DEGREES UNLESS UNIT IS INSTALLED IN . APPROVED' SHUTTERS NON -HABITABLE AREAS WHERE THE UNIT AND IFE AREA ARE DESIGMEO TO 5. THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES ACCEPT VATER INFILTRAT[OM. ANDDOOR, -THREE STAPLES PER JAMB INTO THRESHOLD'ON SIDELITES AND DOOR t wa [Olartr ImDITRATO/S hnrm I 6. LATEX SEALANT TO BE APPLIED AT SIDE BY SIDE LIMr UtESl WIEL ac r JAMBS AND SIDELITES. piB61p¢UUU WIEt TIa•an as ADD DINCKDWP CD4TNtlLLIKAS wl 7. DOOR/ SIDELITE HEADER, DOOR/SIDELITE JAMBS, AND SIDELITE BASE T vl u [ Mrcr — lit, a011i m •A m; CORNERS ARECOPEDANDBUTTJOINED. )r - r t , N.t.S. 10.1ILDOORSSHALLBEPRE -PAINTED WITH A VATER-BASED EPDXY RUST M N FkLAIL muuMIAINHIBITIVE PRIMERPAINTWITHADRYFILMTHICKNESSOFO.B TO 1.2 MIL. Y 31-102I, 9. FRAMES SHALL BE PRE -PAINTED VITH AN ACRYLIC LATEX VATER-BASED/„ Q16,6? SHEET 1 OF 5 VATER-REDUCIBLEWHITEPRIMERWITHADRYFILMTHICKNESSOFO.B TO 1.2 MIL. HvciJl LTi riT GLAZING DETAIL 112' GLASS BITE D GLASS INTERIOR W4' INSWING OTHER CONFIGURATIONS M//, c LIr '. ?'._$r.c, 1 7h!n'%5'-Lai%ii::..t\,•,,,i•r.!• 1 WIL umSO - a . n R - -'-'' '' Pi'•.''..'fl gipnOFTa R I i 1/4' SHIM MAX r- 3/4' 80 11/16' MAX INTERIOR 79 5/16' MAX t, SECIIDN B-B 2 DY WOOD DUCK n EXTERIOR MA I LRIALS LIST ITEM No. I DESCRIPTION PART NUMBER CDMHEtJ T S 22 VUUD HEAD JAMB COMPRESSION 17EATT(ERSTRIP EV-14 1 1/4' X 4 9/16' NFL. TO BE PINE OR EOUIVAL[NI O ALUMINUM ASTRAGAL V- LOCKSCREEN RAN x p 0 (R N 4 ALUMINUM -BUMPER THRESHOLD BRAND OR t- I 1 / 4.' TOP CHANNEL Ev-IS PREHBOR BRAND OR EOUIVALCNTEMBORI/ 8 4 x 419 155[RAG O IV-OB PREMDOR BRAND - 111/16' - 20 GA STEELTSKINMSy'Its I'm DK RMB KI am, III 6FDtll B 8 8 POLYIJRFTHAHr rnAMBASF FOAM - DENSITY 2.0 TO 2.5 IbS./f t' 99 OTTOH CHA)9J[L OR BRAND -Ill/16' - 20 GA STEELWOODLOCKBLOCK STILE 1/2' MIL. t0BE PINE OR EQUIVALENTSTRIKE II HINGE ST LC 9IV- 07. E4*X X 1 II/16' HTL. 10 BC PINE (iR EIXIIVALCNT LOCK PREP FILLER PLATE X 1 II/16' HTL. TO BE PINE OR EQUIVALENT 14 4'x4 HINGE OR•BRAND - .050' THICK-HTL. TO BE POLYEIHYLE 14 V000 HINGE JAMB EV-16 HAGER BRAND HINGE OR EQUIVALENT - A97 THICK (STET 15 110 x 3/4' FJi.V,S, 11/4' X 4 9/16' HTL. TO BE PINE (IR EOUIVALCNI 16 910 X 2' rims. 4) SCREWS PER HINGE [Hill Dom HAx IB' hL f)KREArI[R JAH NIO L ( JAH ID) SCREVS IIW MI STRIKE JAMS IRID SIDELITE JAN1. A• wvu rRDIxB• OZ. HEREAFTER 6) SCREvi uWD"I EACH SIDELHE JAN1 D110 SIDELITE. 4' am fRORDP. MI 15' DC. HEREAFTER. 7 11 v 1 u°ma 111,1,1 R KIT REFER TO ELEVAII- VICV fIB110X3/4' F.H.V.S. IIR 1 [IF SCREWS USED AND LOCATIONS 19 ' BQ x 2' FJ{V.S. 2) SCREWS PER HINGE INTO JAMB LOCKSEi 2) SCREWS AT EACH STRIKE PLATE 110 X 1 3/4' rJLV.S. KVIKSET BRAND 200 LOCK OR HART OC BRAND 100 1 OCK W(IOD SIDELITE JAMB 2) SCREVS PER HINGE INTO JAMB 22' X 64• SINGLE PANEL GLASS Ev-I9 1 1/4' X 4 9/16' MTL TO BE PINE OR CQUIVALENTTRED SIDELITE TRIM (WOOD) EV-20 LASS N YPROPYL N R1LD-E(FAR 1LPrRrD CA Acc - TlC"I 4] CASING EV-21 5/16 x 1/2' HTL. TO BE PINE EOUIVALENWOOD WOOD SIDELITE HEAD JAMB EV-23 uMILLIONS WOOD SIDELITE BASE 11/4' X 4 9/16' HTL. TO BE PINE OR EQUIVALENT POLYPROPYLENE LIFE FRANC EV-24 1643. ODL-2 1 1/4'.X 4 9/16' HTL. TO BE PINE DR EQUIVALENT HP Polypropylene by ODL16X11/2'PAN HEAD SCREWS B PER FRAME TQR z< 11 115/16' SIDELITE STILES EV-2b D 1 Afl R X 1 11/16' HTL TO BE PINE OR EQUIVALENETPINNAIL 4' LDIG RAM, 4' IN rMm run. MN D' DL ItCRAr1ER. USED tW HILLIDIS Ma 1 DOW SILICONE 0995 APPROVED ASCOMPLY[% TW1H THE SOIMI FT(}gtAA ADMmslom" BY J(JI PROOTI DUD -OM CODE COL)PUAA'CE OFFICE ACCEPTANCE N0. 0 _-031 Y. P V IUIJI, LIYII\I 131LI'1J t CLIIIOZEW-I911L .ITr[eml PIIISBIR6 KS 66762 A3 OF 6 B 2 BY WOOD DUCK 1/4' SHIM MAX 3/4' n INTERIOR I 79MAX16' 80 11/16' MAX 2 BY WOOD BUCK SECTInN EXTERIOR PLEASE SEE 'GLAZING DETAIL' DRAWING ;#.31-1029-EW-1 SHEET 2 OF 6 DOW SILICONE 4995 FWROVED u Cok:Kyplo VLft nM sawn I RoRm tam taur: rune etmnmCODE coca, u MF 1-1029—EW—I SHEET.4 OF 6 R[vlsm [PIER D OTHER DOOR .'CONFIGURATIONS I. SIT 0 Yw i.IL Y W UW iW UWI. U , .•, + W Y W IW r W . ... Y W ' 1+, I W I W '• w:-.° F a •oc Irk ttt---,prrrr 1 1 • e[ ocy[ I ec rye urxI W I 1 I r OL VKI( U K W 1 1 1 1 rl 1lop[c v Crc 6 lee,. v.[wc O e wu• o . is nc 11 1/Y r, 1 y iL U• ' I ' — 1 1 1 1 1 1 1 1 , OC V W .0 y .•, L j.' sryryC 1 " 1 1 ... 1 ... 1(1 VV V 1r'1I r..l w ti .. 1'• W Lw unn w r. i Nyr w Yr W OC W[K 11 Y W a K vrIK.W.r. LW APPROVED AS COLIpLYItIG 11il THE oAaiff ftT11 pMM CODE DY JU °D-9 PREMpT ' ROLDMSION 911 L [ff DMOVIG CODE COLWLI rE pFF PII15 ACCEPTANCE NO. a %- 01 S / y, 4 W 91 31-1029-EW-I SHEET 5 OF 6 kLVISQN LIIIIY J FPOTHER D0 0R PANEL 36u STYLES • MAX 79 /16' 00 0E3 0 aDAx o0 Dan 000 00 Bob 00 0 °4 Dan ®o o ®®® 00 ooa 00 Q QQBLANKTOP6-PANEL 4-PANEL 9-PANEL 10-PANEL 18-PANEL FLUSH 8- 113 CROSSBUCI( a 0 14-PANEL 12-PANEL 4-PANEL 5-PANEL 5-PANEL 5-PANEL 5-PANELuSEREILLROLGrEBROvOTHERSIDELITE. STYLES V/SV/SCRC L 36" 1 rMAX 79 3 J6 : I . M f/] v l X 0 p • 0 0SL-10 SL-20 SL-30 • SL-60 SL-50 ' SL-50D SL-69A SL-69B SL-69C 'SL-25 SL-SS SL-30D SL-40 SL-90A SL-90B SL-90C SL-30D SL-30C SL-70 SL-80 1na .' ua •d pp 9 . • na nn as on no pp ® ® ® dpQo0000oaooodoo p p PD-1 PD-2 PD-] PO-4 PO-5 PD-6 0 PD-7 PD-8 PD-9 PO-10 PD-11 PD42 PD-13 PD-14 PD-15 PD-16 PD-17 F}€ wa 9 riiiM Sy h PD-18 PD-19 PO-20 PD-21 PD-22 PO-23 PO-24 PD-25 PD-26 Pp-27 P - P - n D 28 p 29 PO-30 PD-31 PO-32 PO-33 PD-34 4 alaa s unit1 S [al[kSIt am is Nbg06Id tL P)2 BA •PRENDOR M fD'T[@1S0 ao nn PR MD N Y SY , PD-35 PD-36 PD-37 PD-38 P11-39 PD-40 PD-41 PD-42 PD-43 PD-43A 9IILDfLR>al MS 31-1029-EW-1 PO-438 P111 tl &W SHEET 6 OF 6 MEN LEHR E .. MIAMI PRODUCT CONTROL NOTICE OF ACCEPTANCE Pr•enldor Entry Systems 911 E. Jeferson, P.O. Box 76 Pittsburgh ,KS 66762CP I<IIANII-DADS COUNTY, FLOPJD.A METRO -DARE FLAGLER BUILDING BUILDING CODE CONIPLIANCE OFFICE MI RO-DA1)r FLAGLIif2 IlUI!.I)1NCi 1401VIiS'I•!'I tGl.Elt S 11t1i1"l', SUfi'I: 1GU3 MIAMI, N1.0JUDA 3.i 130-1563 305) ,75-2901 VAX (305) 375-290S C:U.I'It_•1C'I'O!t I,1C:1{,\tiG\C: til:(_"r1U,\' 1U5) 375-2-?37 1,1.\ (.1U9) 37i•''S« Co.\-I'lt,lC'rmz I)r vis1UY 305) 375-2')GG I:AX'(.lU5) }7S.2,;Ux I'i(UUI:C."i' C:O.Y'I'1tU1.1)I'!s!U\ Your application for Notice of Acceptance (NOA) of: (305)375•21)U2 FAX (30)372•6.1.1) Entergy 6-8 S-W/E Outswing Opaque Single ,v/sidelites Residentiai Insulated Steel Door under Chapter S of the Code of Miami -Dade County governing the use of Alternate Materials and Types ofConstruction, and completely described herein, has been recomnlcnded for acceptance by the Miami -DadeCountyBuildingCodeComplianceOffice (BCCO) under the conditions specified herein. This NOA shall not be valid afier the expiration.dnte stated below. BCCO reserves the riolit to secure this product or material at any time From a jobsite or manufacturer's plant ibr quality control testing. if thisproductormaterialfailstoperformintheapprovedmanner, BCCO-nay revoke, modify, or suspend theuseofsuchproductormaterialimmediately. BCCO reserves tile right to revoke this .approval, if it isdeterminedbyBCCOthatthisproductormaterial• fails to nlcet the requirements of the South FloridaBuildingCode. The eXpense ofsuch testing will be incurred by the manufacturer. kCCEPTANCE NO.: 01-0314.21 EXPIRES: 04/02/2006 Raul Koan,ucz Chicf Product Control Division TI•IIS -IS THE COVERSIIEET, SEE ADDITfONAL PAGES FOR SPECIFIC AiND GENERAL CONI)ITIOrNS BUILDING CODE fi PRODUCT REVIEW COMNJITTEE This application for Product Approval has been reviewed by the BCCO and approved by the BuildingCodeand. Product Review Committee to be used in Miami -Dade County, Florida under the conditions setforthabove. P P RO VED: 06/05/200 I Francisco J. QUlntana, R.A. Director Aliami-Dade C0Llrlt)' 13uilding Codc; Compliance Officc Ik:0450001\pc200011templateslnotce acceptance cover pnge.dot Internet mail address: I)ostnlastcr4i``buildin,,cucict)rllinc.conl Ifunrclla;c: Ilflp:// Prerridor Entry Systems ACCEPTANCE No.: 01-0314._ 1 APPROVED JUN 0 5 LJJ EXPIRES April 02 2006 NOTICE OF ACCEPTANCE: SPECIFIC 'ONDITIONS . 1. SCOPE 1A This renews the Notice of Acceptance No. 00-0321.23 which was issued on April 28, 2000. Itapprovesaresidentialinsulateddoor, as described ill Section 2 of this*Noti•ce of Acceptance, designed to comply with the South Florida Building Code (SFBC), 1994 Edition for Miami -DadeCounty, for the locations where the pressure requirements, as detcm'iincd by SFBC Chapter 23. donotexceedtheDesignPressureRatingvaluesindicatedintheapproveddrawings. 2. PRODUCT DESCRIPTION 2.1 The Series Entergy 6-8 S-W/E Outsiving Opaque Sinald R'csidential Insulated Steel Door withSideIites- Impact Resistant Door Slab Only and its components shall be constructed in strictcompliancewiththefollowingdocuments: Drawing -No 31-I020-EW-0, Sheets 1 through 6 of 6, titled "Premdor (Entergy Brand) Wood Edge Single Door with Sidclites in a Wood• Frames withBumperThreshold • (Outswing)," prepared by manufacturer, dated• 7/29/97 with revision C dated01115101, bearing the Miami -Dade County Product Control approval stamp with the Notice ofAcceptancenumberandapprovaldatebytheMiami -Dade County Product- Control Division. Thesedocumentsshallhereinafterbereferredtoastheapproveddrawings. 3. - LIII2ITATIONS v. 3.1 This approval applies to -single unit applications of single door only, -as shown in approveddrawings. 4- INSTALLATION 4.1 The r:esidcntial -insulated steel door and its components shall be installed in strict compliance withtheapproveddrawings. . 4.2 Hurricane protection system (shutters): ' 4.2.1 Door: the installation of this unit will not require a hurricane protection system. 4.2.2 Sidclite: the installation of this unit will - uire a hurricane protection system. 5. LABELING 5.1 Each unit shall bear a permanent label with the manufacturer's name or logo, city, -state andfollowingstatement: "Miami -Dade County Product Control Approved". 6. BUILDING PERMIT REQUIREMENTS 6.1 Application for building permit shall be accompanied by copies of the following: 6.1. I 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 CodeSFBC) in order to properly evaluate the installati n of this system. Manuel Pcrcz, P.E. Product Con rol xaminer Product ontrol Division Premdor Entry Systems ACCEPTANCE No.: OI-03I4:2 I APPROVED JUN 0 5 EXPIRES 4pri102 006 NOTICE OF ACCEPTANCE: STANDARD CO,N'DITIONS I. Renewal of this .Acceptance (approval) shall be considered after a renewal application has bccn Tlcdandtheoriginalsubmitteddocumentation, including test supporting data, engineering documents, are no older than eight (8) years. Any and all approved products shall be permanently labeled with the manufacturer's name, city, state, and the follo%ving 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 thisproductandtheproductisnotincompliancewiththecodechanges. b. The product is no longer the same product (identical) as the one originally approved. C. If the Acceptance holder has not'complicd with all t1ic requirements of this acceptance, including the correct installation of the product. d. The cnginedr who originally prepared, signed and scaled the required documentation initiallysubmitted, is. no longer practicing the engineering profession. 4. Any revision or change in the materials, -use, as d/or manu facture of the product or process shallautomaticallybecauseforierninationofthisAcceptance, unless prior written approval has been requested (through the filing ofa revision application with appropriateppropriatc fcc) and granted by thisoffice. 6. Any of the following shall also be grounds for removal of this Acceptance: a. Unsatisfactory perfotmancc of this product or process. b. Misuse -of this Acceptance as an endorsement of any product, for sales, advertising or anyotherpurposes. 6. The Notice of Acceptance number preceded by the words Miami-Dadc County, Florida, andfollowedbytheexpirationdatemaybedisplayedinadvcrtisirtgliterature. I'f any portion oCtlicNoticeofAcceptanceisdisplayed, then it shall be done --in its entirety. 7. A copy of this Acceptance as %vcll as approved drawings and other documents, where it applies, shall be provided to the user by the manufacturer or its distributors and shall be available forinspectionatthejobsiteatalltime. The engineer needs not reseal the copies. S. Failure to comply with any section of this Acceptance shall be cause for terriiination and removal ofAcceptance. 9. This Notice ofAcccptancc consists of pages 1, 2 and this last page 3. END OFTHIS ACCEPT NCI Manuel crez, P.E., Product Co h o Exarnit7cr Produc ntrol Division 3' 0 4' MAX I5' MAX O.C. 15' MAX OTC. 15' 'MAX D.C. 1 P 15MAX O. C. 15' MAX rKLMDUK .. ( LN i LHG Y BHANll) WUOD EDGE SINGLE DOOR WITH SIDELITES IN WOOD TRAME• WITH BUMPER .THRESHOLD OUT. SWING) DO' MAX 4' MAX MAX 3' MAX 4' MAX — MAX' 15, 3' MAX 3' MAX MAX T, IA' ]' MAX B. MnX 4' MA Ig•, f •uiA MAX 43 I /16, TOP OF DOOR TO 4 0 LOOM xVIKSCT DEAD110Lt OR MODCL L= OCA010LTCRICI I • / /' MODCL .090 I - MAX. DLO I im. Of Ims T Mn><•. I 6' Mq V AX MAx HAX MAX 19' M C i IS AMA', 4' MAX 3' MAX 3' MAX NOTES- 3' MAX 3 VOODBUCKSBYOTHERSMUSTBEANCHORED4' MAX MAX 4- MAX MAX ROPERLT TO TRANSFER LDADS TV THE STRUCTURE, THEPRECEDINGCRAVINGSAREINTENDEDTOUALIFY•THE FOLL VING'INSTALL'AT10NS. VppO FRAME CONSTRICTION VHERE DOOR YSTCXISANCHOREDi0'A MINIMUMBY TV BY VppD ENIN4 MASONRY OR CONCRETE CONSTRUCTION WERE RH OUTSVING LA DITSVING MR SYSTEM IS AktHbRED TO A MINIMUM TVO BY RUCTURALVOODBUCK. MASONRY OR CONCRETE CDNSTRUCT40N WERE IORSYSTqTEMISANCHOREDDIRECTLYTOCONCRETEDESifiN' C BYVpp0 UC OR VITHOUT A NON-STRUCTURAL VA? D61L1RAtlO) DUIRT14AtOIiEDCBIvKq[ VAl R DdnlRafla RCDIDIZ(FEMI IS MI MEECED ALL ANCHORING SCREVS TO BE 110 VITH 41MUM 1 I/2' EMBEDMENT INTO VOOD SUBSTRATE x 3/ 16' PFH TAPCONS'VITM 1 1/2' MINIMUM EMBEDMENT IOMASONRY. UNIT MUST BE INSTALLED VITH 'MIAfI-DADE COUNTY MIS WU SE WALLED OM.Y AT LDGtIORS PROtEEIED BY A CANOPY OR OVERHAF& RDi INAT TIE AATLC BEIVEEM HQ EDGE Or. CANOPY OR OVEFIW& PROVED' SMUITERS THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES TO SILL 11 LESS IMAM 45 Ma Ul. LPLESS UNIt 11 IMSIALLID IN NDN' HABITABLE AREAS Y1ERE IE LMI AND IIE AREA ARE DE11WO' 10 BDOOR. THREE STAPLES PER JAMB INTO BASE ON SIDELITES. ACCEPT VATER OFURAIRUK LATEX SEALANT TO -BE APPLIED AT SIDE BY SIDE QSANDSIDCLITCL17. O OR/SIOELITE HEADER, DOOR/SIDELITE JAMBS, AND SIDELITC BASE CORNERSARECOPEDARIDBUTTJOINED. 6. DOORS SHALL BE PRE-PAINIED. VITH A VAtCR-BASED EPDXY RUST INHIBITIVE PRIMER PAINT VITH A CRT FILM THICKNESS OF 0.010 1.2MR.. 9. FRAMES SHALL BE PRE-PAINIED VITH AN ACRYLIC LATEX VATER-BASED/ VATER- REOUCIBLC VMITE PRIMER VITH A DRY FILM THICKNESS Or DB TO 12 MIL M 1/ SE xNOTE 15) LES A so 11/16' MAXj --- 4' MAX MAX PS x 1' 3/4' F.H.W.S 3) PER SIDE FROM JAMB INTO THRESHOLD APPADV E DAS COST-mim N11 iI Inc 33VTM INDA BUILDluo Coo-= PRODU T C DROL or.15=11 O BUILnwcomCO),IPLLLVCE CFF;:a ACCEPTA)) CE No.01- of /v. z t 1020- EW SHE T 1 Of. S 4m m:Y - f 112' LASS BITE 11 GLAZING DETAIL O U T S W I N G OTHER CONFIGURATIONS StIERVIN VILLIANS BSOA 6B J/• fGIICRIfDtCBAOCLATEXCAULKDN„ { fiB J/• nnx j EXTERIOR s EM INtCR1UR APPRO'ro AS CMAPLTWS: PATH TIE SS7UT119gy, p'n c 9 lum tKUS I SlT'MVL IB Br J L V PRo T 71ROL OP/SSIOTI1/9• TEMPERED CLASS euaour,cooecw.•.awlcEOF ti ,sL MD RY I ACCEPTANCE Ito. 01 - 03 / V. L I mium Q jw ji 1-• 1020-EW -0 S10ET. 2 or 6 tQpl lUtp 3/4' 80 11/16' MAX EXTERIOR 79 5/16' MAX r- SECTION B-B I . VOOD HEAD JAMB eml NUHBLR. COMHEflIS 2O COMPRESSION VEAIHERSIRIP EV-12 1 1/4' X 4 9/16- MIL. TO DE PINE DR EOUIVALcul a) VDDD STRIKE JAMB u. LOCKSCREEN BRAN XS 0 4O ALUHCHAN ROMPER iHRESITpLO V- EV-13 1 1/4' X 4 9/16' HTL, TO BE PINE OR EQUIVALENT O TOP CHANNEL PREHDOR BRAND OR EQUIVALENT - 1 1/4' x 4 6 i EV-05• PREHDOR DRAND -Ill/16' - 20 GA STEEL Y AN 26 lBll ml OID ' raa ass rtt Rtsu 41I R1DB B 9 11 BOTTOM CHANNEL BASF FOAM - EV-04 DENSITY 2.9 TO 2.5 16s/Ft' 9O WOOD LOCK BLOCKEV-OB PREMOOR DRAND - 111/16' - B 2Idl SIECL ID STRIKE STILE 4' x 9 I/2' HTL in BE PIN( DR EQUIVALENT EV-07 IS/16' X 1 11/19, un T. INTERIOR nau- Ai!LL- LUCK PREP FILLER•PLA 4'x4' HINGE VOOD HINGE JAMB 110 x 3/4' F.HVS. t10 X 2' FJiVSrww 6' RBfvi>oxnU j SIDELIIE VDOD STILE W x 2' F}LWS. LOCKSET t10 x 1 3/4 ll-JtVS. 52— VOOD SIDELITE JAMB 1 1-/ 4' 22' x 64' SINGLE PANEL GLAS: SIDELITE TRIM ( WOOD) WOOD CASING VOOD SIDELITE HEAD JAMB WOOD SIDELITE BASE POLYPROPYLENE LITE FRAME 06 X 11/.2' PAN HEAD SCREWS PIN NAIL DOW SILICONE # 995 API'RtrwAs CTHLff(Yl+c ran nt& - - EOUTNTy A,„ H PRI BY U0 5 PR if; 4fIDCp1Y15101H • 911 L D110.DIhCi 000ECWPl1MiCEgFTICE NMI ACMPTAMCJ:110. O l -03 / V. i 1 Lcn. -,ul/ THICK (SIEVU 1 1/4' X 4 9/16' MIL. III BE•.PK.,(I? EQUIVALENT 4) SCREWS PER HIN(jE INTO mm 6) SZR1iIII' IN EAOI SIEVE JA" INTO SIDELIIE, 4- DOVII rRTtl 1Nx IYULf1EI$prICR RCTCR 10 EICVAtImf VICV, FOR t Or SCREVS USEp N{D IOCAfi(IS EV 07IS/16' X 1 11/16' HTL TO BE PINE OR;EQUIVALENT 2).SCREVSATEACHSTRIKEPLATEKWIKSETBRAND 2011111111 L CI( OR HARLOC BRAND 100 LOCI( 41 STREWStlttga}H HIfQ[ JMB INTO SIEIHE AAH HA1I IBOLTIImArITER4NI BQTBT TRQI IO' ITT 9OCI"UM EHZ'KEJARD INTO SIDCLITE JAITt, 4' ItWH Tlm 1 ty 4) SCRCVSIIRo" EACH KMX RIO DGM J41B V-IB 1 1/4, -X 4 9/16- HTL TO BE PINE OR EQUIV V-NT19 HANOLYPYL -1 4 V-20 5/16 x 1/2' MTL. TU BE PINE OR N=21rrmTarp. eur ._..__ __ oulVAL N - EQUIVALENT 1 1/ 4' X'4 9/16' HTL. TD BE PINE OR EQUIVALENT DDL-2HPPolYProPYlenebyODL18PER FRAME AFt 4' rwlt4IIITtlt+ tat INt a aL, IMMVIOL U U Of MXLM Mt 31-1020— EW—O A SHEET3OF6Rtivam LIT 0 1/4' SHIM MAX yTERIOR I 79 MAX l" . 80 11/16" IMAX 2 BY WOOD BUCK SECT -ION C-C 1 1/4' EXTERIOR PLEASE SEE °GLAZING DETAIL - DRAWING 031-1020—EW—OSHEET2OF6 1 1/4' DOW SILICONE 4995 4p"oVrD Pa CCt.tr! YM tNTH THE Sovl„yola'' PREMDOF ra,o rr DtwwsioH 911 L IFURSM 9^^E CDu7LVJlCE DFFlCE PIIISBI&G Ki 6f ACCUTAMENO. O,314. t U"UE COIRIIT HI1UlF1U111 dAiFRIAI Vp Al1TIFp PAFF' S (mn 1-1020-EW-0 SHEET 4 OF 6. RLVISS ILIJER U UuuI\ ,Uivi IUUr-"\-H I IUJ ,J 4T 1 1 rrx:,.r,,u rurc v rn tMEFt'Un ^ e Rltr0'rAao 9CU mtttc COOS MeC'rE MIS] h'CEPWCENgo1- o3 .." 37 IIV M; Mx M; r M: r M x M; 1,. 1M; 14. r- tIs• PAXM;JLaLM; r C. 13, bc. M; o GoOat u• M; OL M; 6' M; r M; Y M; X 31-1020-EW- 0 SHEET 5 OF 6FLYISQI111IEI uIHLK DUUK HANEL STYLES36 MAX 9 rxl6° oo ®eDDppUlu o 00000qll GooA no 000 BLANK TOP 6-PANIL 4-PANEL 9 PANEL 10-PANEL 10-PANEL4-PANEL OTHER SIDELITE STYLES 30" MAX m: 79 1116" MAX SL-10 SL-20 SL-30 SL-60 SL-50 SL-500 SL-69A SL-699 DU Dd Do OG 80 PD-I PD-2 PD-3 PD-4 PD-5 PO-6 PO-7 PO-B DD PD-10 PO-19 PO-20 PD-21 PO-22 PD-23 PO-24 3' ®®® n 00 D o o ELuS1i 0-PA L CROSSauCR Iz PAFICL 4-PAIN 5-PANCI 5-PAN[LCYIBROVV/SCROLL ETIDROV 5 PANEL 5 - PANEL V7SCRILL ITCOV o 0 SL-69C SL-25 SL-55 SL-30D SL-40 SL-90A PO-9 PO-10 PD-11 PO-12 PO-13 PD-25 PD-26 PD-27 PD-20 PO-29 PD-30 N.D.a 9 00 100 000 uoo oo° o Qd a oo QoPO-35 PD-36 PD-37 , PD-38 PD-39 PD-40 Pp-41 PD 42 O PD-43 PD-43A PD-430 D SL-909 SL-90C SL-300 SL-JDC SL-70 SL-00 QQ ao PO-14 PO-15 PD-66 PD-l7 0 RoaCruZ3 t PD-31 PO-32 PD-33 PD-J/ DT PREMDOUNINY -. YST M911ELTILR4t1 31-1020-EW-0Putsrss6i6t SHEET 6 OF 6 OUR ulra Maronda Systems Page 1 Of 3 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 6CCO3801 38 156 CROWN COLONY WAY ORLN-CRC BBRB4 LEFT BAYB U RY B & H 4 BAYBURY FLOOR 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 desianed fnr an PnclncPrl hnilrlinrl Truss ID Run Date Drawing Reviewed Truss ID Run Date Drawing Reviewed No. of Eng. Dwgs: 49 Truss Layout 7-19-02 Floor Layout 11-13-01 t/ Roof Loads - TC Live: 16.0 psf TC Dead: 7.0 psf BC Live: 0.0 psf BC Dead: 10.0 psf VT 4-11-01 F1 y-S-OR HIP 10-20-00 F11 2-25-02 A 7-19-02 F2 1-3-02 Al 7-19-02 F21 2-4-02 t/ A2 7-19-02 F23 1-3-02 Total 33.0 psf A3 7-19-02 F3 3-14-02 DurFac- Lbr: 1.25 DurFac- Pit: 1.25 O.C. Spacing: 24.0" A4 7-19-02 F31 1-3-02 A5 7-19-02 F33 2-25-02 A6 7-19-02 F4 1-3-02 Floor Loads- B 7-19-02 F5 1-3-02 61 7-19-02 F6 3-14-02 TC Live: 40.0 psf TC Dead: 10.0 psf BC Live: 0.0 psf BC Dead: 5.0 psf B2 7-19-02 F7 3-14-02 63 7-19-02 F8 3-14-02 B4 7-19-02 F9 3-14-02 H 7-19-02 F91 3-13-02 G/ Total 55.0 psfH17-19-02 DurFac- Lbr: 1.00 DurFac- Pit: 1.00 O.C. Spacing: 24.0" I 7-19-02 J 7-19-02 J 1 7-19-02 J2 7-19-02 J3 7-19-02 J3A 7-19-02 J4 7-19-02 J6 7-19-02 J6A 7-19-02 J7 7-19-02 INV # DESC QNTY MAY 2003DATE: J8 7-19-02 18331 EHUH26 4 J8A 7-19-02 18330 EHUH28 J9 7-19-02 18360 SKH26R JA 7-19-02 18361 SKH26L JB 7-19-02 18362 SUH26 P t-va assembly. 18370 THJ26 5 P Showing field FLOOR SEAT PLATES 52 40-0 I> co F-F F T R. J8 4 0 I J8 J6 J3 j6 i J3 I 1 A5-2PLY / HJ26 HANGER A4 ' qk THJ26 HANGER I I A3 / 1 A2 1 Al / I A j-- Al \ I A2 \ I A3 \ 1 Vr56 _ A4 vrs 1 1 EHUH26 HANGER\ vr5i \J A6 IHJ26 HANGER 51\ 64 \ o B4 m B2 D D vr5 I J31 J610vrs3 WL vrsa coD w D J81 P vr55 0o D — 1 B2 UOLUME CEILING 1 61 I 1 LCn IS OD JOB NUMBER: BBRB4 1 THJ26HANGER\ / THJ26HANGER y IJ4 J J41 CUSTOMER: REVERSEDIJ7 19 J71 JOB NAME: BAYBURY B 4 J91 DRAWN BY: DATE: 7-19-02 PITCH:5/12 O.H.: 12" CO V A N N is V CD BEARING: 3.5" LOADING : 33osf 20-0 , 2-9 5-8 _, _ 2-0_ 10-4 MAY 2 0 2003 N O IV O NO O co O A O O MAY 2 0 200320-0 i 2-Q 5-8 i_ 12 4 IV O WA O A O attract 0r r ;'' _ atjen#r°aria PEJRSONAtSA`FETI''IS fiIJVUI' tNlen you see.th s syrnbdl BECO64 ALA t - rsEE.0 I CAUTiON A; CAUTION Identifies sarn opQrating 7i'aC,iCw Ci ?l d Gott S 3snfr conditions that could result in -(personal injury or,darnaae to structures ° I -911 Summary Sheet COMMENTARY and RECOMMENDATIONS for I,ANDLING, INSTALLING & BRACING METAL ILLATE CONNECTED WOOD TRUSSES n sthe sDonsibilffV of the installer (builder. buildinc contractor, licqnsed contra ctor, ectororerection contractor) toproperlvreceive, unload, store, handie installand ace metal plate connected wood trusses to protect life and )prcnerty The installer ust exercisetne same high degree of safety awareness as with any other structural a:erial. TPI noes not intend these recommendations to be interpreted as superior the project Architect's or Engineer's design specification for handling, installing d bracing wood trusses for a particular roof or floor. These recommendations are sed upon the collective experience of leading technical personnel in the wood CAUTION: The builder, building contractor, licensed con tractor, arector or erectioncontractor is advised- to obtain. and'read the entire Booklet "Commentary, h andi `aaon:mrndLtions for Handling, Installina 3racirig Mc a11Dfate tonnected lltfood t ri sses. NiB Institute., r ar ANAGER 4 A DAjNOERn'esrgnates jaicaerciatidn U al J ii: µ11' 1rt".!h1 I :C.rJ f frii 'j$ trwhereaffirre oFnliow,,ir strucirons orhed-warn a t F,4F' d'{:' { 7Ti r ing wr f5 rrnastIICe"1y result 4rn seprous,!erso.nal' itiHy 6r death or, clan-tane to stcucturesY WARNING: A WARNING'describes" a'bonditior. whcr 3-fai{uretof ollow Insifuctions cou;cr resuitiinl yam . a veiE Ersonalinjuryord.ama e ro structuresTRUSS PLATE INSTITUTE 583 D'Onofrio Dr., Suite 200 Madison, Wisconsin 53719 608) 833-5900 truss industry, but must, due to the nature of responsibilities involved, be presented as a guide forthe use of a qualified building designer or installer. Thus„ the Truss Plate Institute, Inc. expressly disclaims any responsibility for damages arising from the use, application or reliance on the recommendations and information contained herein by building designers, installers, andothers. Copvright O by Truss Piate Institute, Inc. All rights reserved. This document or any part thereof must not be reproduced in any form without written permission of the publisher. Printed in the United States of America. CAUTIO l Allternporaryb.acincshouldbanoless than 2r4 grade marfcrd lumber_ AlP connections should fie made`witlr1 minimum of 2-16c1'nalls. .il ' trusses assumed 2on center or less. All multi -ply. trusses should be'connected together in accor- dance with a+ sign drawings prior to installation: TRUSS STORAGE l AUTION:'Trusses should not be.' unloaded on rough terrain or un- C even surfaces which could cau- qqm- agp to:the truss. CAUTION: Tr!sses stored -horizontally should be; s supported,on I ockinuC to prevent excessive lateral; i :braced a prevent popAs ll ig c r tlr'p_inry. I I y r. C UT)O : TrVISS'SoO P' IZI ya S 70r1 Cl .) Js I]eneifng ar'Q IeaSerl rT701,5 cu re.,yaln, i„ U .. M _ t WARNING;` Do ndt break banding until tnstallatlon DANGER: Jo not store btindies,uprlaht rr--.1-s J-a bbQins. Care should be exercised r;,,bantiFltg ek q properlybraced Dori_otbreak bands until bund°es r' naoval toc`avoidsfalffrn iof individLral:tr. Lrss sil,, EL are. laden ina stafjle Horizontal position'. y1)"s' 1rk DANGER "talking an trusseswhich are'iyinUflar ARRIINC Lin °not lift bundled trussesby'theyn e (,jL` ` l ors extremely ;dangeroushnandKsho:uld L strictly unn Do'noi USE d3rllagGd trL'GSeJ. rt `'" rohrb.lted ma''l ba 1, r {! .+SA, . „in rn L rA all. itamr.. l Frame 1 leorless of less Approximately Approximately Tag 1/2 truss length 1/z truss length Line Truss spans less than 301. Uftil the i Spreader Bar attac sling Toe in Toe In eto. Less than or equal to 60' Spreader Bar Toe In Less than or equal to 60' Iihl MECNANICALil j I i PV STALLi TIC'N Tag Line Strongback/ SpreaderBar At or above mid -height Tag Line d ti43r'4.. ff } i'• i` '*'; r h,... R. Typical horizontal tie Marn bar with multiple stakes (HT) Prue of bra, cup of lrusee ES) Frame 2 12 4 or greater i r c Topenorde that are Iaterall bracedcan buckle togetnerand cause collapse irthere ianodiago- nal Mating. Diagonal bracing should benalled I to the rinderaide of the top chord when purlina Lare attached to the Topside of the top chord. i. i' fiiVb li,(M6dq, I TOP CHORD TOP"CHORDi'i,,,liil4' DIAGOPlAL BRACE LATERAL BRACE SPACING {DBg).. SPACINGLUP to se 1 4/12205 Over 32' - 48' 4112 6' 10 7 Over 48' - 60' 1 4112 5' 1g 1 a Over 60' See a registered professional engineer DF- Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir All lateral braces lapped at least 2 trusses. k ARMNG: Failure to;followthese re.corrlr9endations could result in C severe personal injury or-darr,age totrusses or, bulidii as. C TGPCHORDMIIdIMUM I . TOO C HORDIAGOIdALBRACE PITCH RALBRACE SPACING { D8 ) PAr! DIFFEREINr'Lr4 SPACIrdG{ LB S) [ trusses) SPfDF. SPFiHF Up to 28' 2.5 1 7' 17 12 Over 28' - 42' 3. 0 6' 9 I 6 Over 42' - 60' 3. 0 5' 5 3 Over 6o' See a registered professional engineer F - Douglas Fir -Larch SP - Southern Pine IF - Hem -Fir SPF - Spruce -Pine -Fir Ccnt'nuous Top Chord Lateral. E-ace -- Required 10" or Greater L Attachment Required All lateral braces Lapped at least 2 trusses. Frame 3 Continuous Top Citord Lateral Brace Required 10" or Greater I% r i Attachment Required — P1- fCP- cC3 3RiJS . f 12 G' ti Topchordn that are i atcrally braced car b u:kie Jy5 QQ togetherand cause collapse inhere is nu diago. nalbracin9, Diagonal bracingsi.culd be nailed to the underside of the t^p cn^_-d when pvdine. are attached to the topside of lire top chord. EsscisbRS T RU sJ ji, -or greater.,;, il41 iMEK" S-V 5 -;FnIN', 2 OM'CtO bBc 32' 4/12 32' 48' 4112 Over 48' - 60' 4/12 15, 4 See a registered professional engineer SP so6thern Pine05,Fir Larch OFit Pine -fir iiiZlb- g4 races ar feast 2 47 IV,- F" 4"Al ilR IV, CVOSS 3113 n g r C )G D t Od at each end of the buildingilding and at 2 0'! PntervaisG ?Q. jlj l II Ilii'1'il, j l 11I' I 'I I i , I l I r I I, I I I 1k II I ' I i I ili l i' i „lii,'; IIIIIIIffIlI I, I t llll{Itl Ilit l,lll 1 7 O P CHORElIIII 1iI jli I f I j tII IIlill!Il ll j IIi I i IT,i liii II iOF1DI I Illllill'II.l1CIAUOr`1AL t3RHCEIlll (I yIP 'I b IIIIISPA , J I I I, I I;MINIMUff iIIIIDEP.THI!''I it 11SP TERI L1BRACE7IN1, II" IiIIC.ING(LBS'I ll; SaACifJ GIG,.. r'rC. T trussasf.l l i) Iill!ail,ul111,.iC,pl1,lII II l tlIwlll,I lll illl!'11 '! I'm h ,,1 tl, llllill4u!........ I1,'ll;ll i 5 P r D F j:I: S P FY H F' Up to 32' 301, 8' 1 6 10 I Over 32' - 48' 42" 6' I 6 4 Over 48'- 60' 48" 1 5' 4 2 Over 60' See a re is j 2 '4 2X6 PAiRALLEL Continuous iOflD T USS'I' 1 Top Chord I Lateral Brave Required I it lap chords that braced can buc kle iuaearelaterallylogetherandcae011spxffthereisnodiago- 10'orGreaterIJnalbracing. Diagonal bracing should be nailed y to the underside of the top chord when ourlins are attached to the topside of the top chord, f-T}rl-J SWr F,[ i 'l1J Pd V", Jr`. °^_',! 1"nldy IE" rL a MIt•D' t_,ll,f,r"y , rl n., . rI1 4 F l] Fyt(r1 f it r t j_ : JJFIirV{f(`'ltdril;,ia 'sj J J t I "Py ; i}1rTf:- i' , ( "-r^ +/c,,r',,.,'1r( ,,t. 7{J ip '-,ltjl r Y;"v'f-3'!I55 l rU> rr 7° ° rr'S' 7 11`}'r' YY•,. 4nt la4+} „ T I I d` d lnr'17 11 i f1yiJ ,. u 1JI,i o-,n , yi j + - ' a:ix,{" Trr=r.'`r2 ..`"7 F; . -+ 7 4' - r• J a.: t M'-d rc 'r e kti f, _+,f: . 7-tw - r ° 1 5 !f la "ii P x ,yyr ! 9- h r r-ermr.ri.:rra '+rrlr.yoa'p,-'.FID'f';rist4:Nrta, a,:,dfi"yi', R4 + ,. r VIM 4 r-aE;' 4x2:PAR4LLusL `CHO D TRUSS:TOP ChiOrd D I Continuo Top ChordTopchordsthatcaarela.crally braced nbuckle III'Lateral Brace togetherand cause collapse i}there i-no drago- - Required TI 1. - nai bracing. Diagonalbracing should be nailed 1 to the underside of the top chord when purling I 1 Q" or Greaterareattachedtothetopsideofthetopchord. <J Aft aG h r"l eilt Required rt t, • / Y its. usses...... I hell, 1!I,zc)]t d1 _ t ell117 7 5. 6 1 a 7 .f11 Irll ' 1 1J t . 'kl lIt i'Li. 7 116 l I f }liti,,r'J31tYYd. r !I'd I' -i'I?J `sir, 1 rr t't i5 pI Ihr.,ir dl _atl n clla ovals are s9;et,ilaj p tit7slf0. i rllnl r 51 iS1abII Sy ar1C ITjLISftibBllpl a r r,: r a I tiLl "Ylt9 7oth @ idS: d'i..'S "6rY't cl>a l a,ti i.r,'°ahs{{'''ip i h' ill i .,a-(' d li,', , r n.r ..J' ,, I i GJI 1 - i ..r.. , ..41i. ftr !t!-._r A I rl r - ''-, J . .'I,. 1 '' 1.. 1Ha`drrrfi.cYfir4hu,m4,4t4. ,' a''IJ+,.I ] i , {1 i r- FNW,'j 16 1 UMIIN r1p. J; i i P L; , TERAV CE SPA IW6411111 SPACIN L 'Is S) s es] Wk 81 17 12 Over 24'- 42' 3/12 7' 10 6 Over 42' - 54' 1 1 4 Over 54' 1 See a registered professional engineer Pl- : Douglas Fir -Larch SP - Southern PineHF • Hem -Fir SPF - Spruce -Pine -Fir Diagonal brace also required on end verticals. - Topchords thatare laterally braced can buckle togetherandcause collapse inhere innodiago. nalbiacing. Diagonal bracing should be nailed to theunderside of the top chord when purfins are attached to the toplaide of thetop chord. JUbl\! G T PLUMS Truss Depth D( in) C, 12 73or Ngreater^--, 1'4fomnielldaflons couid,re o vr 5, NSTAL' LATION TOLERANbES'L'; fill r D( in)"T 5 0 12" 1/ 4" 24" 1 / Zl 2' 36" 3/ 4" 31 48" ill 4' 60" 1- 1/4" 5' 72" 1- 1/2" 6' 84" 1- 3 4" 1 7' 1081, i T t1/ 41 j kILesser of D/50 or 2" rty,AaxjMUm Alsplacement Plumb Line OUT - OF - PLUMB INSTALLATION TOLERANCES. Frame 6 L(In) 1_0 n) 1_2 L) 9 '::! . MY1, 1/4" 4.2' L5 000, ill1/2" 8.3' 150" 3/ 4" 12.5' All lateral braces lapped at least 2 trusses. Continuous Too Chord Lateral Brace Required 10' or Grc Attachme Required Length L( in) Lesser of L/200 or 2" BOW L( in) Lesser of Q200 or 2" L/.200 L(ft) 200" V' 16.7' 250" 1- 1/4" 20.8' 300" 1- 1/2" 25.0' OUT -OF - PLANE INSTALLATION TOLERANCES. axonda S st MSM4,-ronIAL MARONDA SmEms 4005 Maronda Way Sanford, FL 32771 407) 321•0064 Far (407) 321-3919 Date: March 5, 2003 To: Building Department From: Maronda Systems Tomas Ponce Professional Engineer State of Florida. #0050069 Subject: Valley Trusses All valley1russes labeled VT-1 thru 100 are covered under the general valley sheet provideditsthetrusspackagesignedandsealedbytheengineerofrecord. The connections are notedonthestructuralinfosheetoftheplans. All criteria of the valley trusses are noted on thegeneralsheet. If you have any questions please feel free to cal! at 407-321-0064. Si,Fere Tom s Polynce, P.E. Date: 3 5f pgNN R- ' No. oo,&,o(,5g x t ATE G air 1 t t F c tr h b DESIGN INIORMATIONThisclatguisf.ran todfuidual bu0dingmmPanerr[cad hat br based orr'nra+mau.nPrhtcdbythee11eat- Ile dada d'rdatmsanyrcaP.oslbWry far damages as a mlllt offaulty.r fi,.ra3 to mmu..: aPm'gotio.sand/or deslgw fimwhed Ia the truss dmiguerbyhedtandthemrted.em ar aC, Chu ecrrrarymnnttaoasitm.y re6te m a ago- ern.- PmJm and oe¢p4 m respa.attlamr areattlsesOnmat-, -h regard t. 6brha- i"'a"g- ab'Pmrnt and [nstaHatl.n oftea. 111ts trim Ilan Lee. d.Jor l . anI.dbddaal tmnd,nB a®paamt In aemrdaace eWANS7/1P1 I- IBM and HDS-07 t. be 1 + Paraledu( the balding de,tgn by a DuOdbtI)afguer hegbleed arctulcrl er ProfesslorH1 gtneert. tVhen .xv/ewed for aPPmryt bulldlagdcslgner. the design Imd 'ah.O1C mwtM_ dreelred m be swe that the data 1b.Wo weagrrcmmtwithThelogldarOdingmdn• d>nratleremeda for rind.rr<n.w im P'nled apeeOlmt , or sPeetat aPPOed imd,_ tldc,a,hewn, Quss has nestbeen desfVx d far terage oraa.p.uQ. Inds- The dmign assumes nompre:sbndnrdslt.P .r bottom) are m uC,_ oasly bracedbyh=nung self— othrn.be t P b, Ards m tevshm .re rigid ectitng, they eh.utd bo Iva Percy aPFdkd xd ri, mavmnm sP• g a< la-o• o. Co.aedor Prates ahaGbemaauraa.ued from 20 gaaga Got UPPed gI,..b d aced rameeth.gd5ih1 A 653• Gde .l0. —1— oth_j_ shwa. FABRICATION NOTES Pr1m 1. ratutot— the btahal.rsball rtview lh6 dawmg t. verify that thb drawhrg b In mnlormp^.•- with theh6rfel.; a Plans and m ttrG a motmul.g—Pansmd[ty Ma'such ve.t- Oeatl.n dry —Para— arc to be Put m w rare W_ duttog.r f.bd—ti.r.. P6tn 1W ,at be msmlled wetIm.th.le,, Laois .r distortedgrab,. Members ,hall halh neeto z Pies'— be Minted on g. Can. . the trues !'Uh - U' fWly Imb4ddcd and stall be sym. about thelolntinilesdhe+ad,e ah.an A 5x4 Plate isS- aide z 4- long. A rid* c B• Yang. Slats (holes) tun Oar P 6te•. b GWrests to tilePLatelengthaP'rots. Dauhle as achttxmlrer, ahaH medettheeerhnl4af.the webs nailer, .therartse ahewrs, C.mccta•p6te sues are mlNm.m. Glee, based en the foray he, nd m.YodmIsmdeasodfineeriest. b_W. 11-9 and/.r uatt.n sbesre. TTb trusb n.t t. be bbrlot.d dtb rite retanfant tinted Lumber,,ales, aUusmisesh_m Far addHhnal brarmahnn en Qla]By Cantrd refer to AT'S7fM I-t00$ PRECAUTIONARY NOTES UI hrad.ganderedlaneaher. nedmar mendanonsare stalling R Dneah - 11a.dbag s fGaida toChandled mnb 1 -tag dia Hud bmDh,gdb.-ynd ct Iama®(orapaantoivdayandpnmanmtbraahrb, alding mines to a analght and Plnrab Jonandr.r t L.Ung literalramsshallbeW"d.mt lnsbHed by.thea- f.`aterWbarul- ng Is essential and asdlml bmtlog B alwaystQWnsLHarmalpreautljI, adores for 6C8 "nul surh lempamq hraring daring It Ratiaabeb-h— ne-ssert. ay.Id t. I, d.mmaing- The n=Pervtzte,..1- m_ .ruaaoihaDbeunderthemmr.1 ofPersonsriledme-d tolbe irlsho naa .f tnuaa,- fessbm] a Wf- -hall be sought trmcdext. eennall.a are.wbnetl.a lords great, nn Ch. dotga hrdr ah.O na heappUed1. ussa at any Omn No bad, oth- than the - pea of the -'ties. atuil be applied t. wn 1-10 -Her all faslentngend t—. I g mmpltl.t MARONDA SYSTEMS WO: VALI_I-YSFTMONO VALLEY It. VI QTY:1 IF LESS THEN 3-0.0 THEN LIOVE ' DIAGONAL VIEB///T O NEXT PAIIEL. VALLEY TRUSSES p.) 1UPP.pNpO iRUssEa If) WHEN DIGAOIIAL VIED PRESENT USE 4X6 PLATE 1) WHEH 110 DIAGONAL WEB PRESENT USE 2X4 PLA n OR 516 OR 66 316 VALLEY MEMBERS AT t 41s DIAGONAL WEBS OR 316 4a6 141fi24 . D.C. (TYP) REQUIRED WITH SPANS 2x4 OR GREATER THEN 26.0-0 3x6 214 Ixl Iix4 x6 • COMMON VALLEY 2x4 0 0 4 4 12 VARIES VA TOY2xpppp II 3x6 2,41 11IIII II 2142x4 2X4 4110 2x1 ][ 6 214 214 axe 316 .n 316 on SUPPORTING TRUSSES t 416ont4162x4VALLEYTRUSSES (TYP.) II u UAX• 5-0- 0 D.C. (TYPI i 2s4 1l YP.) 11 VALLEY AREA LIAX. TRUSS SPACING VAX. 6.0.0 O.C. (TYP) 1 BELOW a 40- O.C. I SPANS UPTO60-0-0 TOP CHORDS: 2X4 SP 02 IT IS NOT REQUIRED TO SHEATH TRUSSES BOT CHORDS: 2X4 SP $2 BELOW VALLEY SET. VALLEY MEMBERS WEBS: -2X4 SP #3 PROVIDE ALL NECESSARY TOPCHORDBRACING. I VALLEY MEMBERS TO BE SET TIC MUST BE CONTINUOUSLY BRACED BY PERPENDICULAR ROOF TO TRUSSES BELOW. SHEATHING U14LESS NOTEDOTHERWISE. SUPPORTINGTRUSSVALLEYTRUSSES (TYP.) WHEN VALLEY MEMBERS ARE NAILED DIRECTLY TO TRUSS CON640H OR GIRDER TOP CHORDS USE (2) 16DNAILSPERINTERSECTION, OR TWO FEET ON CENTER. WHEN BELOW TRUSSES ARE SHEATHEDFIRSTUSE (2) 1Od NAILS OR (1) 1BdNAILPERINTERSECTIONORTWOFEETONCENTER. COMMON TRUSSES (TYP.) 2x4 BRACING NAILED FLAT TO EDGE OF WEB WITH 12d NAILS AT B' O.C. OR A SCAB OF THESAMEDIMENSIONANDGRADEASVALLEYSTRAPPINGTOTRUSSBELOWUSINGWEB; NAILEDTOFACE (S) OF WEB WITH Ad NAILS STAGGERED MSTA12 @ 4' O.C. 6' O.C. SCAB OR TRANSVERSE BRACING TO EXTEND FOR 90% VALLEY TRUSSES CAN BE CANTILEVERED UP TO OF WEB LENGTH. ONE BRACE REQUIRED ON WEBS GREATER TWO FEET THAN 8' LONG J. TWO 2X6BRACESREQUIREDONANYWEBEXCEEDING14'.tt IOCCM T AS SHOWN PLATES .ATtT TT.20 GA TL sr'D PER ANS1rrpT 1.1995 Maronda Systei>I>Is 4005 MARONDA WAY SANFORD. FL_ 32771 407) 321- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 900511168 Cont. Support vv mj'411m k, g: READ ALL NOTES ON THIS SHEET, ACOPY OF THIS DRAWING TO BE GIVENTOERECTINGCONTRACTOR. I BRACING WARNING: D it .haven onthbdrawing b noterection bcadag, atnd 6ramH. Parh1 trracing or stm0nr tin Fart W'hc b-dmg de3t9u nd rhlehmustbealdernlbythebulldt.g dengacr- B,a Mg shown b for lateral support .f buss m®bets milt' to reduce buckling Irsrgth, Pruvblotu must be mule to anchor literal bracing at sub endsAddlNonalbncinPecu;cd IomU.as dctttmfned bythebulldfogdestpa. Thus Plate iwt0girt( 1Tq- 11 l ll locatedv . e maybe regWred. (See 111B- 91of TPII. twcxlad al 5AI nr1..,.r.,., n•... .. Studs6-0-0 o.c. Lng. DFvg: Dsgur: TLY Chk: TC Live 16. 0 psr 1'C ]Dead 7.0 psf TIC Live 0.0 psr RC Dead 2. 0 ncr T1uss ID: VT Dale: 4-1.1-01 DurFac - Lbr. 1. 25 DurFac - PII: 1.25 O.C. Spacing: 24. 0" Design Criteria: TPI HIP BLOCI(ING DCSIGN INFORMATION Th(s d slgll is loran hidh4dua) bui)dhig minponrnt and Ins beet hosed m Womntlan provided by the c11cn1. The designer dlselabns any repo.. faulty for danwgos a call or fanity or Intorrest hdorinallon. speel0©ports hd/or designs 1-1.1 rid to U.e Inwdolpher tq• the client and the correctness or oearracyerinksINammtWna.. I[ nay weal. ro spc eUle prgcel and accepts Ito tnponsul, or ucrebes no c "t—I with'bard to rabnra- flom hand big. ah1junent and but.lbw. of I,--. 'rhea uresa b— Vasa dsslgn.ed as an tndMdual building componrid In accordance tvgh ANsirm I•IBPS and NOS97 to be btc%nrpontcd u part dine building design oulhJtrhg Dntgner pegistved mehneet nr prereeslartal mgbteer), when ne 1—d for h-pp,e-I by llte buudh.g coignes, the design kodt gs shoo•. multi be ebe¢hcd Io be aurc Ihnt the data shoed, rise In ngrevne"t tv1111 Lit, local buuding codes, tarn) slants nernhds for wbtd .smolt loads. ptJect specUloUons or apeelal applied loads. unless shown. truss lhas not been designed for slonage or occuioncy I..Ift. The designasstunes eonnprcvtm, cl.mda flop or b.tloml ere eonUnw oin, y b-mil try 31—tidng unl— otherwisespecified. where boUom clnonb In tension are not fully braced htanlly In a Froperly appliedntgldeeWng, tiny should be b.heed .l a Ina, t-un opaebtg of Ily-O' a... Cnnneelnr plain s1. be mmlufadurcd Vann 20 Gauge hot dipped 9-1-anted alceI meelbtq AST1,1A 653, Guide 40. unless otherwise al.own_ FABRICATION NOTES Prior tofalxlolbn, the fatnfe atar slut n,vjc. jib dmwbng to r Lry Ilul Utb dnwfni, Is Inonrorsnanee "I" the Iabr1o111"S plans and torot:e a eontnutng responstbmy I, such veryfkatZ- Any db—ponces are to be put towiningbermeeullJn#I or (abrkallon. Plato shoo not be installed over knoll into, knols or distorted glaln. 61rn.bers shall be eul for light Gtthig Wood to wood Ixatng. Con- tacl.r pla(o.Iwlt he looted nn bntlh N_ of IJIc buss with Mika fully imbedded and shall beTn. ab—i 11n,pi nl unless ollrvwlse shoo.. A 5x4 plate Is .i wide x 4- tong. A 639 plate b E Mae x 0' long. Slots lholq) nhn paralkt to the plate length apeeuled, t)onhle ctnb on woh ants" shall meet at the evdrdd of the nobs unlm othenabe St.— ,. Conn, for plate sitesaiem4)Intunl sin Iwsed on the f.m.. shmmandmayWadlobetne"... IS ror eeltatn Itand- IWgwad/or c—lion, if -- This truss Is notI* be fabnloted Milo fire nnclabnl holed lumber o,.I—chemise.1-1. Foradditional InIonnatton oil UuaOly Calbul ydcr to AN51/T" 1-I" PRECAUTIONARY NOTES Ili bracing and veelbn reeammendatons uvtobef-unned In ocean.... wiLh'HandlingInswnsAorating., 1110.91. T—u arc to be Imndicd with panJeulnr ore du.bhg handingandbm.dth.g. drlwepand malaaalton la scold damage. Tmnponry and pun.aneh.t bmm gforh.kibhg tnwaes lot • alnalglnl end pl.unb pw- ban and (or robLhhg btealI_ sh.0 isd.lgnned and I,,,.Ued by olhcn. C.ndul hand- ling b essential and c,= bmdng Is a,n ys tquUed. Numial premullouaq atuan for trues. mqubv such lvnlroraq• bncbng duringInstallationbetweentrussestoscoldtoppling atvd dmntnomg. The a'pervisan, ( erecbon of lnwo sh.11 be under the cent -I or personscperfcnmdInMeItstollaUonofuussn. P-res"tonal advice shall be sought 0 needed. Coneentm Lion of eonslrueUorh bads greatc, than the design toads a11a0 not be applied to hmises .t .try [inn. N. 6r>ds other U .. the . weight of tine ernztors sl..lIt I.:.I.put'l to louses unIll mter all I.meriby; anvl hnaeingbcuhupklcd. HIP GIRDER MARONDA SYSTEMS i 2x OF WO: HIPDETAIL TI: HIP QTY:I BLOCKING ADDED TO TOP CHORD STEP HIP TRUSSES TO SHORTEN. OSB' NOT TO EXCEED 24110_C.. 0 BE NAILED TO TRUSSES w/ ca 12'I ON CEN_ STAGGERED PRE-ENG'D TRU TOP WALL OF BUILDING TYPICAL BLOCKING FOR SHEA TI-11-N HIPS WARNING: READ ALL (VOTES ON THIS SHEEyMarcdaSystEI11SACOPYOFINISDRAWINGTOBEGIVENTOERECIINGCONTRACTOR. 4005 MARONDA WAY BRACING WARNING: SA NFORD, I-L 32771 407) 321:0064 Fax (407) 321-3913 Uncing.boom on lLH drswlrhg is Iql rrcn:Uon hroclrrq, wind bncmq, portal braUng arshnllar 6ncbushkbbapallofI}m bollding coign and Mae must be mnsWere•1 by the bu0dung dolQner. shorn is to'IatmlITOMASPONCEP.E. gmehggsupporto1trussmnnbe" onIr to reduce hucklt.g Irngth Rorbbm must l emadetoanchortbfoulsand >peeUled brcalbns LICENSE d0U51J(l61) 1090 GR£EN6nOO1L delcnnbned by the b.Udbhg designer. g.1 tl __11AdditionalbradnqofUnaoverall slrvdure tmF Ins requbed. ISec III.-91 oil-pll. Unus PUIe Inslllute. TPI, b fooled sI SS3 o•onunb AbdbmL7.fIV1EDO,FLJTr68 hssn onb2 I:'tscon>In sJ7121 Rug. Job: Dwg: Dsgur: 71Y Chlc 7:C Live 16.0 est TC Dead 7.0 psr 11C .Live U•U PSE BC Dead 10.0 psr TOTAT, 33.D qF Truss ID; HIP Dole: 10-20-00 DurFac - Lb): 1.25 Durfac --PII: 1.25 O.C. Spacing: 2q.011 Design Criteria: TPI Code Desc: 1f•nl. -in nn rrn .... DESIGN INFORMATION This design s for an Individual building component and has been based on Infonnatlon provided by the client. The designer dsclahns any responsibility for damages as o result of faulty or incorrect Information, specifications and/or designs furnished to the truss designer bythe client and the correctness caraccuracy of this information as it may relate to a spe- ciflc project and accepts no responsibilityor exem's" no control with regard to fabrlea. lion, handling, shipment and installation of tresses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be tneorpomied as part of the building design by a Building Designer (registered archhect or prnfesslonal engineer). When reviewed for approval by the budding designer, the design loadings shown most be checked to be sure that the data shown arc in agreement with the local building codes, loci carnatk 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 compression chords (top or bottoml arecominu- 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 maxhnum spacingof 10'-0' o.e. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTMA 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 fabrcato's plans and to maUre a continuing responsibility for such veri. fkation. Any discrepancies are to be put inwritingbeforecuttingorfabrication. Plates shall not be installed over knotholes, riks or distorted grain. Members shall be cut for light fitting wood to wood hearing. Con- nector plates shall be located on both faces of the anus with nals fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5- wile x4- long. A US plate is 6' wide x8- long, Slot+ (holes) run parallel to the plate kngthspecified. Double cuts on web members shall meet at the centrold of the web. urd= otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand. Lingand/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Infomntlon on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES AU bracing and erection reconrnendnUons are to be followed in accordance with 'Handling Installing R Bracing-, HI13-91. Trusses are to be handled with particular care during banding and bundling, delivery and Wlalla ion to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pm- Itiun 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 mqulms such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision oferection of trusses shall be under the control of persons expeutented in the Instaltation of trusses. Professional advice shall be sought If needed. Concentration ofconstruction bads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: BAYBURY B 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #2 2x4 SP #3 1,2,8,9 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 897# Support 2 921# MAX LIVE LAM DEFLECTION: L/999 L=-0.17" D=-0.17" T_-0.34" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.13" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.07" RMB = 1.15 7-9-4 0-4-1 R 0 114 1366# 3.50" 11-0-0 RO 11-9) I I° EXCEPT AS SHOWN PLATES ARE TL20 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 OREENBROOK MOVIEDO.Fl.32766 Design: Mainx Anatytit 13 WO: BBRB4 WE: 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= 125mph, H- 22.0 ft, Ie, 0.00, Exp.Cat. B, Kzt. 0.0BldType= L= 0.0 ft W. 40.0 ft Truss in END zone, TCDL- 0.0 psf, BCDL= 0.0 psf Impact Resistant Covering and/or Glazing Req TC ... FORCE CSI 1- 2 2852 0.47 2- 3 2654 0.49 3- 4 2008 0.44 4- 5 1809 0.40 5- 6 2003 0.46 6- 7 2654 0.50 7- 8 2853 0.49 BC ... FORCE ... CSI 14-13 2589 0.67 13-12 2212 0.60 12-11 1807 0.49 11-10 2212 0.61 10- 9 2589 0.67 5X8 4X6 40-0-0 GA TESTED PER ANSI/TPI 1-1995 wAKNINV: 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 bmcbi& wind bmebW, portal bracing or similar bracingwhichisapartofthebuildingdesignandwhichmostbeconsideredbythebuildingdesigner. BmcngshownIsforlateralsupportoftrussmembersonlytoreducebucklinglength. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Addiional bracing ofthe overall structure may be required. ISee HIB-91 of7W). rrruss Plate Institute, TPI, is located at 583 D'Onofrto Drive, Madison, Wisconsin 53719). JOB PATH: C.l7EE-L0KU0BSl125MP1118BRB4 TI: A 9TY:2 Jo === int Locations==__=_______ 1) 0- 0- 0 6) 28- 5- 7 11) 23- 0- 02) 6- 1- 3 7) 33-10-13 12) 17- 0- 03) 11- 6- 9 8) 40- 0- 0 13) 8- 9-14 4) 17- 0- 0 9) 40- 0- 0 14) 0- 0- 0 5) 23- 0- 0 10) 31- 2- 2 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1366 57 -897 BOT PIN 39-10- 4 1366 0 -921 BOT H-ROLL Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL. 33.0 1366# 3.1550"- 1 RO-11-9) scale = 0.1595 Truss ID: A Date: 7-19-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 06.02.02 DESIGN INFORMATION This design is foran individual building component and has been based on Information provided by the cllenL The designer disclaims any responsibility for damages as a result of faulty or incorrect Information, specifications and/or designs furnished to the bum designer by the clientand the corectness or accuracy of this information as It may relate to a spe- dfk protect and accepts no responslbWtyor uemiscs no control with regard tofabdca- tion, handling, shipment and Installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design bya Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow Inds. Project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) arecontinu. ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of la-(r o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting AS7M 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 plaits and to realize a continuing responsibility forsuch veri- fication. Anydlscrepancies are to be put in writing before cutting or fabrication. Plato shall not be tnstaned over knotholes. knots or distorted grain. Members shall be cut for Ughl fitting wood to wood burring. Con- nector plates shall be located on both faces of the truss with nalls fully imbedded and shall be sym. about thejoint unless otherwise shown. A 5x4 plate is 5' wide x 4- long. A 6x8 plate is 6' wide x 8' long. Slots (holes) nun parallel to the plate length specified. Double eW on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes reaminimum 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 fabr.-led with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/ IPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with 'Handling Installing @ Bracing'. 1-118-91. Trusses are to be handled withparticular cue during banding andbundlingdeliveryandInstallationtoavoiddauutge. Temporary and permanent bracing for holding muses in a straight and plumb pro- Itlon and for muting lateral force shall be designed and Installed by others. Careful hand- ling Is essential and erection bracing is always required. Nomral precautionary action for muses requite such temporary bracing dud" Installation between trusses to avoid toppling anddominoing. The supervision of erectionof trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shag be sought if needed. Concentration of construction bads greater than the design bads stall no be applied to trusses at any time. No loods other than the welght of the erectors shall be applied to trusses unto alter allfastening and bracing is completed. JB: BAYBURY B 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #2 2x4 SP #3 1,2,9,10 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 912# Support 2 937# MAX LIVE LOAD DEFLECTION: L/ 999 L=- 0.17" D=-0.18" T=-0.36" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.14" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.07" RMB o 1.15 6- 11-4 044- 1 WO: BBRB4 WE: 1X4 continuous lateral bracing attached with 2- 10d nails each member where shown.Bracing MUSTbepositionedtoprovideequalunbracedsegments OR 2x4 "To brace may be nailed flat to edge of web with 12d nails spaced 8" o.c. Brace must extend at least 90% of web length 2x6 Brace required on any web exceeding 141. WndLod per ASCE 7-98, C4C, V- 125mph, H- 22.0 ft, i= 0.00, Exp.Cat. B, Rzt= 0.0 Bld Type- L- 0.0 ft W= 40.0 ft Truss in END zone, TCDL= 0.0 psf, BCDL= 0.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE...CSI 1- 2 2874 0.47 2- 3 2707 0.46 3- 4 2171 0.42 4- 5 1971 0.37 5- 6 1971 0.37 6- 7 2171 0.43 7- 8 2707 0.47 8- 9 2874 0.49 BC ... FORCE ... CSI 15- 14 2611 0.62 14- 13 2308 0.67 13- 12 2064 0.63 12- 11 2308 0.67 11- 10 2611 0.62 TI: Al 9TY:2 Joint Locations=e:___==,__ = 1) 0- 0- 0 6) 25- 0- 0 11) 32- 2- 2 2) 5- 5- 3 7) 29- 9- 7 12) 25- 0- 0 3) 10- 2- 9 8) 34- 6-13 13) 15- 0- 0 4) 15- 0- 0 9) 40- 0- 0 14) 7- 9-140 5) 20- 0- 0 10) 40- 0- 0 15) 0- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X- Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1366 57 -912 BOT PIN 39-10- 4 1366 0 -937 BOT H-ROLL 15- 0-0 1, 10-0-0 1, 15-0-0 1 2 3 5 1 8 5. 00 115 1366k 3.50" 1- 0-0 11 11- )) I EXCEPT AS SHOWN PLATES ARE Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE # 0050068 I S90 OREENBROOR MOVIEDOYL32768 n..:.- -- 4X6 3X4 4X6 40- 0-0 TL20 GA TESTED PER ANSUTPI 1-1995 R 1366# 3.50" Ra- 11-9) scale = 0.1595 WAKNINU! READ ALL NOTES ON THIS SHEET. Eng. Job: BBR84 A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: Al CONTRACTOR. Dsgnr: TLY Chk: Date: 7-19-02 BRACING WARNING: TC Live 16.0 psf DurFac - Lbr: 1.25 Bracing shown on this dmwing is not erection bracing, wind bmcing portal bmetng or similar bracing whichisapartofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bracing TC Dead 7.0 psf DurFae - Pit: 1.25 shown Is for lateral support of truss m usmembersonly to reduce buckling length. Provisions must be BC Live 0.0 psf O.C.Spacing: 24.0" pg: madetoanchorlateralbracingatendsandspecifiedlocationsdeterminedbythebuildingdesigner. Additionalbracingoftheoverallstructuremayberequired. (See HID-91 of TPI). BC Dead 10.0 psf Design Criteria: TPI 9ffluss Plate Institute. 77PI, Is located at 583 D'OnafrioDrive, Madison. Wisconsin 53719). Code Desc: FLA TOTAL 33.0 psf V:07.02.02- 17717- 8 HCS: 06.0202 JB: BAYBURY B 4 AC: 10# UPLIFT D.L. WO: BBRB4 WE: TI: A2 QTY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the Joint Locations.= e:e:_______ == 7hs design is for an individual building BOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1)==0- 0- 0 6) 33- 2- 2 11) 20- 0-'0componentandhasbeenbasedontnfornawnWEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 6- 9-14 7) 40- 0- 0 12) 13- 0- 0providedbytheclient. The designerdisclaim any rfor damages as a result of 2x4 SP #2 2,4,6,8 continuously braced unless noted otherwise. 3) 13- 0- 0 8) 40- 0- 0 13) 6- 9-14responsibility faulty or incorrect lnfomwtion.specifications WndLod per ASCE 7-98, C&C, V. 125mph, 4) 20- 0- 0 9) 33- 2- 2 14) 0- 0- 0 and/or designs furnished to the thus designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: H= 22.0 ft, I- 0.00, Exp.Cat. B, Rzt= 0.0 5) 27- 0- 0 10) 27- 0- 0 bytheclientandthecorrectnessoraccuracySupport1929# Bld Type- L- 0.0 ft W= 40.0 ft Truss MAX. REACTIONS PER BEARING LOCATION----- ofthbmformatlonasRmayrelatetoaspe- clficproject and accepts noresponsibility or Support 2 955# in END zone, TCDL= 0.0 psf, BCDL- 0.0 psf X-Loc Vert Horiz Uplift Y-Loc Type exercises no control with regard to fabrta- MAX LIVE LOAD DEFLECTION: et Resistant Covering and/or Glazing R Impact g g0- 1-12 1366 60 -929 BOT PIN ties., handling. shipment and installation of trusses. This truss has been designed asan L/999 L=- 0.19" D=-0.20" T=-0.39" TC... FORCE ... CSI ..BC ... FORCE ... CSI 39-10- 4 1365 0 -955 BOT H-ROLL IndiWdual building component In accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -2854 0.59 14-13 2584 0.59 ANSIrM1-1995 andNDS-97 to be incorporated T= 0.14" 2- 3 -2355 0.55 13-12 2580 0.61 as part ofthebuildingdesignbyaBuildingDesigner (registered architect or professional MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -2430 0.54 12-11 2116 0.53 engineer). When reviewed for approval by the T= 0.07 ° 4- 5 -2430 0.54 11-10 2116 0.53 building designer. the design loadings shown IiMB = 1.15 5- 6 -2355 0.56 10- 9 2580 0.61 must be checked to be sure that the data shown 6- 7 -2854 0.60 9- 8 2584 0.59 are in agreementwiththelocalbuildingcodes. local climatic records for wind or snow loads. projectspecifications or special applied loads. Unless shown. taus has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid ceding, they should be braced at a maximum spacingof 19-47 o.e. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this dm" to verify that this drawing isin conformance with the fabricator's plans and to realize a continuing responsibWty for such ven. 1latlon. Any discrepancies are to be put In writing before cutting orfabrication. Plates shall not be installed over knotholes. knots or distorted gain. Members shall be cut for tight fitting wood to wood baring. Con- nector plates shall bebaled on both faces of the truss with nails fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5- wide x 4' long. A 6x8 plate is 8' wile 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 unlessotherwise shown. Connector platesizes are minimum sluts based on the forces shown and may need to be increased for ecrUtn hand. lingand/or erection stresses. ThisInes is not to be fabricated with nee retardant trated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/7PI1. 1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with 'Handling Installing a Bracing% 11113-91. Trusses are to be handled with particular cue during banding and bundling, delivery and Installation to avoid damage. Temporaryand permanent bradng for holding trusses in a stra4g%t and plumb pos. ltlon 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 bracingduring Installation between trusses to avow toppling anddominoing. The supervision of erection of trussesshall be under the control of persons experienced In the installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads grater than the design loads stall not be applied to trusses 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. 5X8 2X4 5X8 Q 13-0- 0 1, 14-0-0 13-0-0 1 2 41 6 0 T T 5- 9-1 0-14-1 1L R 19 40- 0-0 14 13 12 11 LO 9 8 1366# 3.50" 1-0-0 1366/! 3.50" 4000 1 Res- 11-9) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1595 Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P. E. LICENSE #0050068 1890 GREENBROOR CI'. OVIEDO.PL32786 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 s not erection bracing, wind bracing. portal bracing or slmllar bracing which Is a pan of the building design and which must be considered by the building designer. Bracing shown is forlateralsupportoftawmembersonlytoreducebucklinglength. Provisions must be made to anchor late-1 bracing at ends and specified locations determined by the building designer. Additional bracing of the metal] structure may be required. (See HIB-91 of TPII. rrruss PlateInstitute. TPI, Is located at SW D'Onofrio Drive. Madison. Wisconsin 53719). Eng. Job: WO: BBR84- Dwg: Truss ID: A2 Dsgnr: TLY Chk: Date: 7-19-02 TC Live 16. 0 Psi 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•07.02.02- 17718- 8 malga: mmru Arinryril JUB PATH: L:I1hE-LOKU0BS1/25MP111BBRB4 HCS. 06.02.02 JB: BAYBURY B 4 AC: 10# UPLIFT D.L. WO: BBRB4 WE: TI: A3 ATY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the Joint Locations=====__=___==== Thb design is for an individual building BOT CHORDS: 2x4 SP #2 coaposite result of multiple loads. 1)0 0- 0 7) 34- 2- 2 13) 17- 0-'0componentandhasbeenbasedonInformaionWEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 5- 9-14 8) 40- 0- 0 14) 11- 0- 0providedbytheclient. The designer disclaim any responsibility for damages as a result of 2x4 SP #2 4,6,8 continuous) braced unless noted otherwise. Y 3) 11- 0- 0 9) 40- 0- 0 15) 5- 9-14 faulty or incorrect informatron.sperificWons WndLod per ASCE 7-98, C&C, V. 125mph, 4) 17- 0- 0 10) 34- 2- 2 16) 0- 0- 0 and/or designs furnished to the trussdeslgncr PROVIDE UPLIFT CONNECTION PER SCHEDULE: H. 22.0 ft, I- 1.00, Exp.Cat. B, Rzt- 1.0 5) 23- 0- 0 11) 29- 0- 0 by the client and the correctness or accuracy Support 1 933# Bld Type= Encl L= 36.0 ft W= 40.0 ft Truss 6) 29- 0- 0 12) 23- 0- 0ofthislnformatmnasitmayrelatetoaspe- clfic project and accepts noresponsibilityorSupport 2 959# in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf MAX. REACTIONS PER BEARING LOCATION----- esemb" no control with regard to fabrica- MAX LIVE LOAD DEFLECTION: act Resistant Covering and g eq gand/or Glazing R X-LoC Vert Horiz lift Y-Loc UpType tbn, handling, shipment and installation of L/999 0- 1-12 1365 60 933 BOT PIN trusses. This truss has been designed as an L--0.22" D--0.22" T--0.44" TC... FORCE ... CSI ..BC ... FORCE ... CSI 39-10- 4 1365 0 959 BOT H-ROLL individualbuildingcomponentInaccordancewithMAXHORIZONTALTOTALLOADDEFLECTION: 1- 2 -2884 0.51 16-15 2617 0.59 ANSI/7P1 1-1995 and NDS-97to be incorporated T- 0.15" 2- 3 -2498 0.48 15-14 2614 0.58 aspanofthebuildingdesignbyaBuildingMAXHORIZONTALLIVELOADDEFLECTION: 3- 4 -2771 0.50 14-13 2257 0.52 Designer (registered architect or prafessbrmlengtnWhen To 007 eerl. 4- 5 -2781 0.48 13-12 2785 0.60 buildingdesigner.the design loadings shown RMB - 1.15 5- 6 -2781 0.50 12-11 2257 0.52 must be checked to be sure that the data shown 6- 7 -2498 0.49 11-10 2614 0.59 are in agreementwiththelordbuildingcodes. 7- 8 -2884 0.52 10- 9 2617 0.59 local cllmatb recordsforwindorsnowloads, projectspecifications or special applied Inds. Unless shown. thus has not been designed for storage or occupancy Inds. Thedesign assumes mmpresston chords (top or bottom) arc continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid cc8lrng they should be braced at a maaudrnum spacing of Ior-0- o.e Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall reviewthis drawing to verifythatthisdrawingisinconformancewiththe fabricators plans and to realize a continuing responsibility for such veri- fication. Any discrepancies ate to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with 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 is6' wide x 8- tong. Slots (hots) rum parallel to the plate length speelfled. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sire are minimum abcs basedon the foxes shown and may need to be increased for certain hand- Itng and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/7P1 1. 1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -Handling Installing & Bracing', H18- 91. 7russes are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding messes in n 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 musses requires such temporary bracing during histallation between trusses to avoid toppling and dominoing. The supervision of erection of trussesshall be under the control of persons experienced in the installation of trusses. Professional adviceshall be sought If needed. Concentration of construction hods greater than the design bads shall not be applied to truss" at any time. No Inds other than the weight of the emciom shallbe applied to trusses until after all fastening and bracing is completed. T 5-34 04- 1 Tr I Ilk 11- 0- 0 k 18-0-0 1, 11-0-0 1 2 1 4 5 7 8 0 5X8 3X4 6X8 5X8 v+v tiro . any LAY JAD 40-0-0 T 16 15 14 13 12 11 10 0 1366# 3.50" 13661/ 3.50" 1-0-040-0-0 1_0-0 RO-11-9) ; 0-11-9) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1595 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: BBRB4 Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: A3 CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 7-19-02 4005 MARONDA WAY TC Live 16. 0 psf DurFac - Lbr. 1.25 SA N FORD, FL. 32771 Bmcing shorn on this drawing is not erection bracing. wand hmcbag, portal bracing or similar bracing whichis a pan of the building design and which must be considered by the building designer. Bracing for TC Dead7. 0 psr BC Live DurFae - Pit: 1. 25 O,C, Spacing: 24.0" - p 407) 321-0064Fax (407) 321-3913 shown Is lateral support of truss members onlyto reduce buckling length. Provisions must be 0.0 par g TOMAS PONCE P. E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing oftheoverallstructuremayberequired. (See 111B-91 of TPI) BC Dead 10.0 psf Design Criteria: TPI LICENSE #0050068 rrruss Plate Institute. TPI, is located at 583 D'Onofno Drove. Madison. Wisconsin 53719). Cade Desc: FLA 19900REENBROOk Cr.0VIEDO. F1.327W TOTAL 33.0 psf V:07.02.02- 17722- 85 S.. ,ror.0 a oryriz JUu rnfn: L:fffbLUKVUB511ZAfP11lBBKB4 NCS: 06.02.02 JB: BAYBURY B 4 AC: 10# UPLIFT D.L. WO: BBRB4 WE: TI: A4 ATY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the Joint Locations====____ _ === This design is for an individual building BOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1) 0- Oa 0 7) 31- 0- 0 13) 20- 0-'0componentandhasbeenbasedonlnfannationWEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 4- 9-14 8) 35- 2- 2 14) 14- 6- 0providedbythecuent.n,e designer disclaims any responsibilityfordamages as a result of 2x4 SP #2 3,5,7,9 continuously braced unless noted otherwise. 3) 9- 0- 0 9) 40- 0- 0 15) 9- 0- 0 faulty or incorrect information, specifiations WndLod per ASCE 7-98, C&C, V= 125mph, 4) 14- 6- 0 10) 40- 0- 0 16) 0- 0- 0 and/or designs fumtshedtothe truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: H= 22.0 ft, I- 1.00, Eicp.Cat. B, Xzt- 1.0 5) 20- 0- 0 11) 31- 0- 0 bytheclientandthecorrectnessoraccuracySupport1937# Bld Type= Enel L= 36.0 ft W= 40.0 ft Truss 6) 25- 6- 0 12) 25- 6- 0 ofthisinformationasitmayrelatetoaspe- ciflc Project and accepts no responsibility or Support 2 962# in END zone, TCDL= 4.2 psf, BCDL= 6. 0 Ppsf MAX. REACTIONS PER BEARING LOCATION exercises no control with regard to fabric.- MAX LIVE LOAD DEFLECTION: Impact Resistant Covering wad/or Glazing Req X-L Vert Horiz e UpliftY-Loc Type Typelion, hand shipment ling. pmcnl and inalallatlon of L/999 0- 1-12 1365 57 937 HOT PIN muses. This truss has been desigriedasan L--0.28" D--0.29" T--0.57" TC... FORCE ... CSI ..BC ... FORCE ... CSI 39-10- 4 1365 0 962 BOT H-ROLL IndividualbuildingcomponentinaccordancewithMAXHORIZONTALTOTALLOADDEFLECTION: 1- 2 -2878 0.49 16-15 2620 0.67 ANS1/7P1 1.1995 and NDS-97 to be incorporated T= 0.16" 2- 3 -2647 0.44 15-14 2401 0.59 aspartofthebuildingdesignbyaBuildingMAXHORIZONTALLIVELOADDEFLECTION: 3- 4 -3174 0.51 14-13 3203 0.67 Designer (registered architect or professional engneed. When reviewed for approval by the T- 0.08" 4- 5 -3462 0.50 13-12 3203 0.67 budding designer, the design loadings shown RMB . 1.15 5- 6 -3462 0.50 12-11 2401 0.59 must be checked to be sure that the data shown 6- 7 -3174 0.51 11-10 2621 0.67 areinagreementwiththelocalbuildingcodes. 7- 8 -2647 0.44 localclimaticrecordsforwindorsnowloads. 8 - 9 -2879 0. 51 projectspecificationsorspecialappliedloads. Unless shown, truss has not been designed for storage or occupancyloads. The design assumes compression chords (top orbottom) are continu. ously braced by sheathing unless otherwise specified. Where bottom chords In tension arc not fully braced laterally by a property applied rigid ceding, they should be traced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gaugehot dipped galvanued 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 confamaance with the fabricators plans and to real,, a continuing responsibility for such veri. fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con. nector plates shall belocoed an loth faces of the trusswith nulls fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wile x 4- long. A E xiiplate is 6' wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the mntmid of thewebs unless otherwiseshown. Connector plate sties are minimum six- based on the forcesshown 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 toANSI/ TPI 1-1995 PRECAUTIONARY NOTES All bracing anderection recommendations an to be followed in accordance with -Handling Installing & Bracing% HIB-91. Trusses an: to be handled with particular care during banding and bundling delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and phimb poe- nlon 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 Instaffatlon between trusses to avoid toppling and dominaing The supervision oferection of trusses shall be under the control of persons experienced In the Installatfon of trusp. Professional advice shall be sought If needed. Concentration of constrncumn loads greater than the design Inds shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to Irwes until after all fastening and bracing is completed. T 4- I- 5- 4 04-1 L i 9- 0-0 11 22-0-0 k9-0-0 1 2 1 4 5 6 1$ 5X8 3X4 6X8 3X4 5X8 1J L%S' 1J onMPONVA i 3X4 GXS 3X8 6X8 3X4 40- 0-0 0 16 15 14 13 12 11 100 1366N3.50" 1366# 3.50" 1-0-0 1-" 40-0-0 RO-11-9) RO-11-9) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANS11TP1 1-1995 scale = 0.1595 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: B Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: A4 CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: IDate: 7-19-02 TC Live 16.0 psf DurFaC - Lbr: 1.25 4005MARONDAWAYSAN FORD, FL. 32771 Bracing shown on this dmwing is not erection brocing. 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 forlateralTC Dead 7.0 psf BC Live 0.0 DurFae - Pit: 1.25 O. C.Spacing: 24.0" Pg407) 321-0064 Fax (407) 321-3913 shown is support of taw members only to reduce buckling length. Provisions must be psi TOMAS PONCE P.E. made to anchor lateral bracing atends and specified locations determined by the building designer. Additionalbracingoftheoverallstructuremayberequired. (See IIIB-91 of TPI). BC Dead 10.0 psf Design Criteria: TPI 9LICENSE # 0050068 rrruss Plate 1wiltute. TPI, is located at 583 D•onafrio Drive. Madison, Wisconsin 53719). Code Dese: FLA 1890CREMBnoogCLOVIEDo. n-32766 I TOTAL 33.0 psf V:07.02.02- 17723- 86 resign: mmrir Andipa JOB PATH: C:ITEE-LOKU0BS112SA1P111BBRB4 HCS: 06.0202 JB: BAYBURY B 4 AC: 10# UPLIFT D.L. WO: BBRB4 WE: TI: A5 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 #2 2,3 composite result of multiple loads. 1)==0 0- 0 7) 33- 0- 0 13) 20- 0-'0mcomponentandhasbeenbasedontnforatbnBOTCHORDS: 2x6 SP #2 All COMPRESSION Chords are assumed to be 2) 4- 0- 4 8) 35-11-12 14) 13- 6- 0providedbythecbent. The designer disclatms any responsibilityfor damages as a result of WEBS: 2x4 SP #3 continuously braced Unless noted otherwise. 3) 7- 0- 0 9) 40- 0- 0 15) 7- 0- 0 faulty or incorrect bdornation.specification 2x4 SP #2 3,5,7,9 Design based on 2-ply laminated Hot chord. 4) 13- 6- 0 10) 40- 0- 0 16) 0- 0- 0 and/or designsfumnhedtothetr.mdesigner 2-PLY TRUSSI fasten w/3"X 0.120" nails in End verticals designed for axial loads only. 5) 20- 0- 0 11) 33- 0- 0 by the client and the conzcb,essoraecuracy staggered pattern per nailing schedule: End verticals that are extended above/below 6) 26- 6- 0 12) 26- 6- 0ofthisinformationasitmayrelatetoaspe- TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft WndLod per ASCE 7-98, C&C, Ver 125mph, wdflcprojectandacceptsnoresponsibilityorto a tin, Distribute loads equally to each ply. H- 22.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 TOTAL DESIGN LOADS lion, handling, shipment and installation of eandinonling. shipment handling. T f' Blder Encl L. 36.0 ft W= 40.0 ft Truss Uniform PLF From PLF To musses. This truss has been designed as an PROVIDE UPLIFT CONNECTION PER SCHEDULE: in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf TC Vert L+D -46 1- 0- 0 46 7- 0- 0 IndividualbuildingcomponentinaccordancewithSupport1657# Impact Resistant Covering and/or Glazing Req TC Vert L+D -100 7- 0- 0 100 33- 0- 0 ANSI/TPI 1-1995 and NDS-97 to be Incorporated Support 2 444# TC Vert L+D -46 33- 0- 0 46 41- 0- 0 aspanofthebuildingdesignbyBuildingprofess; al Designer (registeredhenviewearchitectfor HM LIVE IOAD DEFLECTION: TC... FORCE... CSI ..BC... FORCE... CSI BC Vert L+D -20 0- 0- 0 20 7- 0- 0 a mralb th englncerl. When reviewed for approval by the L/999 1- 2 -6655 0.23 16-15 6102 0.49 BC Vert L+D -43 7- 0- 0 43 33- 0- 0 building designer. the design loadings shown L=-0.36" D=-0.38" T--0.74" 2- 3 -6580 0.20 15-14 6070 0.51 BC Vert L+D -20 33- 0- 0 20 40- 0- 0 mustbecheckedtobesurethatthedatashownMAXHORIZONTALTOTALLOADDEFLECTION: 3- 4 -9403 0.34 14-13 9567 0.76 Concentrated LBS Location areinagreementwiththelocalbuddingcodes. T. 0.14" 4- 5 -10569 0.32 13-12 9567 0.76 BC Vert L+D 429 7- 0- 0 localchnaticrecordsforwindorsnowloads. project specifications or special applied bads. MAX HORIZONTAL LIVE LOAD DEFLECTION: 5- 6 -10569 0.32 12-11 6070 0.51 BC Vert L+D 429 33- 0- 0 Unless shown. trills has not been designed for Tn O.07" 6- 7 -9403 0.34 11-10 6103 0.49 MAX. REACTIONS PER BEARING LOCATION_ _ _ _ _ storage or occupancy loads. The design ass""" I2MB = 1.00 7- 8 -6581 0.20 X-L.oc Vert Horiz Uplift Y-Loc Type wcnpressbnchords(toporbottom)amcontinu- 8- 9 -6655 0.23 0- 1-12 2805 106 -657 BOT PIN oust' braced by sh=Ud ng unless otheruve specified. Where bottom chords in tension are 39-10- 4 2805 0 -444 HOT H-ROLL nor fully braced Laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of la4r o.a Connector plates shall be manufactured from 20 gauge hot dipped girt-rd ed steel meeting ASIM A 653. Crude 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's 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 wer knotholes. knots or distorted gain. Members shall be cut for tight Ruing wood to wood bearing. Con- nector plates shall be located on both faces of the trusswith nags fully Imbedded and shall be sym. about the joint unless otherwise shown. A Sx4 plate is 5' wide x 4' long. A 6x8 plate Is 6* wide x B' long. Slots (holm) nun parallel to the plate length specified. Double cuts on web members shall meet at the centrold of thewebs unless otherwiseshown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erectionstresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/ TPI I-1995 PRECAUTIONARY NOTES All bracing and election recommendations are to be followed In accordance with 'Handling Installing 6 Bracing. HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and installation to amid damage. Temporary and permanent bracing for holding musses in a straight and plumb pos- Mlon and for resisting lateral forces shall be designed and Installed by others. Careful hand- ing is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during histallatlon between trusses to amid toppling and dominotng. The supervision of erection of muses shall be under the control of persons experienced in the tnstaeation of trusses. Professional advice shall be sought B needed. Concentration of constructionlands greater than the design bads shall not he applied to trusses at any tlme. No loads other thanthe weight of theerectors shall be applied to trusses until after all fastening and bracing is cwnpleted. 2- PLYS REQUIRED 7- 0-0 26-" 7-0-0 1 2 4 5 6 1 8 5 0001 6X12 4X6 8X10 4X6 6X12 0- 4-1 T 3- 3-1 o.. v +nv OALU 4A0 4X6 40- 0-0 r16 15 14 13 12 I1 108 2805# 3.50" 2806# 3.50" 14 40-", n n R0. 11-9) 1 430/! 430g (11-0.11-9) EXCEPT AS SHOWN PLATES ARE L20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1595 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE # 0050068 1690 OREENBROOE MCMEOO.r 327- WAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing whichisapartofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. 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 theoverall structure may be required. (See HIB-91 of TPII. rrusa Plate Institute. TPI, is lorded at 583 D'Onafrto Drive. Madison. Wisconsin 53719). Eng. Job: WO: BBRB4 Dwg: Truss ID: A5 Dsgnr: TLY Chk: Date: 7-19-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Lave 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:07.02.02- 17724- 8 iiaign: MoFrU Andrysis !US PATH: C:17EE-L0KV0BS1125MPHIBBRB4 HCS.• 06.02.02 DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the client- The designer disclaims any responslbWty for damages as a result of faulty or Incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as it may relate to a spe- clflc project and accepts no responsibility or exercises no control with regard to fabrica- tion. handling. shipment and tmtaOaUon of trusses. This truss has been designed as an mdMdual building component in accordance with ANSI/TPI 1-IM and NOS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional englneed. When reviewed for approval by the buildingdesigner, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local cWnatic records for wind or snow loads. project specifications or special applied bads. Unless sham, truss has not been designed for storage or occupancy toads. The design assumes compression chords (top or bottom) are com1nu- ousy braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacingof ID4r o.c. Connector plates shall be manufactured from 20 gauge hot dipped gahanUed steel meeting ASfM A653. 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 moll, e a continuing responsibility for such -1- f1catlon. Any discrepancies are to be put in writing before cuttingor fabrication. Plates stall not be installed over knotholes. knots ordistorted grain. Members shall be cut for tight Bttlng wood to wood bearing Con- nector plates shall be located on both faces of the truss with nails fullyimbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is 6' wide x 8' long Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid ofthe webs unless otherwise shown. Connector plate sizes acre minimum sizes tybasedontheforshown and may need to be Increased for certain hand- ling and/or erectionstresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Infomation on Quality Control refer to ANSI/ TPI 1.1995 PRECAUTIONARY NOTES AB bracing and erection recornmendatbns are to be followed in accordance with'Handling stalling @ Bracing'. HIB-91. Trusses ate to be handled with particular care during bandingand bundling, delivery and Wtallatbn to avoid damage. Temporary and pernument bracing for holding trusses in a straight and plumb pos. Ilion and for resisting lateral forces shall be designed and Installed by others. Careful hand- Ung is essential and erection bracing is always required. Norval precautionary action for trusses requires such temporary bracing duringnstaDallon between trusses to avoid toppling and dominoing. The supervision of erectionof trusses shall be under the control of persons upertcnced in the installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design bads shall not be applied to trusses at any time. No loads other than the weight of theerectors shall be applied to susses unto after all fastening and bracing Is completed. JB: BAYBURY B 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x6 SP 2 2x4 SP 2 1,5 BOT CHORDS: 2x6 SP 2 WEBS: 2x4 SP 3 2x4 SP 2 2,7 WndLod per ASCE 7-98, CSC, V- 125mph, H- 22.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type. Encl L= 36.0 ft W- 40.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL- 6.0 psf Inpact Resistant Covering and/or Glazing Req MAXLIVELOADDEFLECTION: L/ 999 L-- 0.40" D=-0.42" T=-0.82" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.14" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.07" RMB - 1.00 T 0-4-1 3- 7-4 WO: BBRB4 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless toted otherwise. 2- PLY TRUSSI fasten w/3"X 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Distribute loads equally to each ply. PROVIDEUPLIFTCONNECTIONPERSCHEDULE: Support 1 657# Support 2 444# TC... FORCE CSI BC ... FORCE CSI 1- 2 7210 0.40 13-12 6610 0.52 2- 3 11202 0.69 12-11 6659 0.61 3- 4 11826 0.55 11-10 11375 0.87 4- 5 9980 0.36 10- 9 10197 0.79 5- 6 5610 0.40 9- 8 5142 0.45 8- 7 5126 0.44 TI: A6 9TY:2 Joint Location === s=========g== 1) 0- 0 0 6) 40- 0- 0 11) 15- 8- 0 2) 7- 0- 0 7) 40- 0- 0 12) 7- 1-12 3) 15- 8- 0 8) 32-10- 4 13) 0- 0- 0 4) 24- 4- 0 9) 24- 4- 0 5) 33- 0- 0 10) 19-11- 4 TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 0- 0 -46 7- 0- 0 TC Vert L+D -100 7- 0- 0 -100 19-11- 4 TC Vert L+D -46 19-11- 4 -46 41- 0- 0 BC Vert L+D -20 0- 0- 0 -20 7- 0- 0 BC Vert L+D -43 7- 0- 0 -43 19-11- 4 BC Vert L+D -20 19-11- 4 -20 40- 0- 0 Concentrated LBS Location BC Vert L+D -429 7- 0- 0 BC Vert L+D -1254 19-11- 4 MAX. REACTIONS PER BEARING LOCATION----- X- Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 3010 106 -657 BOT PIN 39- 10- 4 2400 0 -444 BOT H-ROLL 2- PLYS REQUIRED Ilk 7-0-0 11 26-0-0 7-0-0 1 3 4 00 6X12 8XIO SXIO 6YI7 o, aiv 1AV OAtV 40- 0-0 0 JA4 4X6 0 - I 3T 413 12 ft 10 9 3010# 3.50" 1- 0-0-040j0- 0 RO11-9) I 429M i 1254N EXCEPTASSHOWNPLATESARE0GATESTEDPERANSI/TPI 1-19 5 g 24011/ 3.50" 1- 0-0 1 RO-L1-9) scale = 0.1595 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: B Mlaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: A6 CONTRACTOR. Dsgar: TLY Chk: Date: 7-19-02 4005 MARON DA WAY BRACING WARNING: TC Live 16.0 psf DurFac - Lbr. 1.25 SAN FORD, FL. 32771 407) 321-0064 Fax Bracing shown on this dmwing is not erection bmcbng, wind bracing portal bracing or similar bracing which is a pan of the building design and which most be considered by the building designer. Bracing shownisforlateralTC Dead BC Live 7. 0 psr DurFae - Pit: 1.25 O. C.Spacing: 24.0" P407) 321-3913 support of tausmembers only to reduce buckling length Provisions mast be 0.0 pSf g TOMAS PONCE P.E. made to anchor lateral bracing at ends and specNed locations determined by the building designer. Additional bracing of the memll structure may be required. (See HIB-9I ofTM). M). BCDead 10.0 f PS DesignCriteria: TPI LICENSE #0050068 firuss Plate Institute. TPI. is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). Code Dese: FLA 1890 GREENBROOK Cr.0VIEDO.M32766 I TOTAL 33.0 psf V•07.02.02- 5- 8 Dufgn: Mdirir Awdyiit JOB PATH: C:I7££-L0XV0BSIl25MP11(BBRB4 HCS.• 06.02.02 JB: BAYBURY B 4 AC: 10# UPLIFT D.L. WO: BBRB4 WE: DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect Information, specNptlons and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as It may relate to a spe- cdle project and accepts no responsibility or exercises no control with regard to fabrica- tion. handling, shipment and tnstallation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the bull" design by a Bulkling Designer (registered architect or professional englneerl. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for wind or snow loads. Project specifications or special applied bads. Unless shown, thus has not been designed for storage or occupancy loads. The design assumes compression chords (lopor bottom) are conunu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension ate not fully braced laterally by a properly applied rigid ceiling. theyshould be braced at a maximum spacing of 1(Y-0- o.e Connector plates shall be manufactured from 20 gauge hot dipped pl anired 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 drawingis in conformance with the fabricator's plus and to realize a conllnubng responsibility for such verf- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shag not be Installed over knotholes, knots or distorted grain. Members shag be cut for tight fitting wood to wood bearing. Con. nector plates shag be located on both faces of the truss with nalls fully imbedded and shag be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wile x 4' long. A 8x8 plate is 6 wile x 8- king. Slots (alml run parallel to the plate length specified. Double cuts on web members shall in 4 at the centrold of the webs unless otherwise shown. Connector plate atzes are minimum slzes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with 'Handling Installing R Bracing-. HIB-91. Trussesare to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holdingtrussesin a straight and plumb pos- Itlon and for resisting lateral form shag be designed and Installed by others. Careful hand - Ling is essrnmal and erection bracing is always required. Normal precautionary action for tr ussmrequires such temporary bracing duttng tnslallatbn between trusses to avoid toppling and dominotng. The supervision of erection of trusses shag be under the control of personsexperienced In the Installation of trusses. Professional advice shag be sought if needed. Concentration of construction loads greater than the design loads shag not be applied to trusses at any time. No loads other than the weight of the erectors shag be applied to trusses until after all fastening and bracing Iscompleted. TOP CHORDS: 2x4 SP #2 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 WndLod per ASCE 7-98, C&C, V- 125mph, H- 22.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type- Encl L= 36.0 ft W= 20.0 ft Truss in END zone, TCDL- 4.2 psf, BCDL- 6.0 psf Inpact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/ 748 at JOINT # 9 L-- 0.31" D=-0.32" T=-0.63" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.33" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.16" RMB - 1.00 T MULTIPLE LOADS -- This design is the ceuiposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Design based on 1-ply laminated Bot chord. End verticals designed for axial loads only. End verticals that are extended above/below PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 319# Support 2 161# TC... FORCE CSI BC ... FORCE CSI 1- 2 5452 0.70 10- 9 5109 0.91 2- 3 5560 0.66 9- 8 5378 0.90 3- 4 5403 0.85 8- 7 5108 0.91 4- 5 5584 0.70 5- 6 5453 0.72 TI: B QTY:1 Joint Locations== =_= == ==eT== 1) 0- 0- 0 5) 15- 6-15 9) 7- 1- 8 2) 4- 5- 1 6) 20- 0- 0 10) 0- 0- 0 3) 7- 0- 0 7) 20- 0- 0 4) 13- 0- 0 8) 12-10- 8 , TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 0- 0 -46 7- 0- 0 TC Vert L+D -100 7- 0- 0 -100 13- 0- 0 TC Vert L+D -46 13- 0- 0 -46 21- 0- 0 BC Vert L+D -20 0- 0- 0 -20 7- 0- 0 BC Vert L+D -43 7- 0- 0 -43 13- 0- 0 BC Vert L+D -20 13- 0- 0 -20 20- 0- 0 Concentrated LBS Location BC Vert L+D -429 7- 0- 0 BC Vert L+D -429 13- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X- Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1368 106 -319 BOT PIN 19- 10- 4 1368 0 -161 BOT H-ROLL 7- 0-0 6-0-0 7-0-0 1 2 5 6 0 2. 501 6X12 6X8 0 l 2.50 T 0- 3-8 H —o03-8 fl 6- 10-0 5-9-0 6-10-0 I1 1 1369# 3.50" 1368# 3.50" 11-0-0 20- 0-0 1 0--0 RO- 11-9) I 430N 430t1 I ltc0-11-9) EXCEPTASSIiOW1VPLATESARETL20GATESTEDPEANSI/TPl 1-1995 scale = 0.3045 WAKNINU: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: BBRB4 Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: B CONTRACTOR. BRACING WARNING: 18mcingDsgnr: TLv Chk: IDate: 7-19-02 TC Live 16.0 psr DurFac - Lbr: 1.25 4005MARONDAWAYSA N FORD, FL. 32771 shown on this drawing is not erection bracing, wind bracing, portal bracing or stmgar bracing which is a pan of the building destgn and which must be considered by the building designer. Bracing IsforTC Dead 7.0 psr BC Live DurFae - Plt: 1.25 O. C.Spacing: eing: 24.0" 407) 321-0064 Fax (407) 321-3913 shown lateral support of trussmembersonly to reduce buckling length. Provisions must be 0.0 psfp TOMAS PONCE P.E. trade to anchor lateral bracing at ends and specified locations determined by the building designer. Additionalbracingoftheoverallstructuremayberequired. (See 1110-91 of TPI). BC Dead 10.0 psf Desl n Criteria: TPI 9LICENSE # 0050068 firuss Plate Institute. TPI, is located at 593 D'Onufrio Drive. Madison. Wisconsin 53719). Code Desc: FLA 1890GREWBROOKCr. 0VI1:DOXI_3276e I TOTAL 33.0 psr V:07.02.02- 17726- 89 uesrgn: MUM Anarynr JOB PATH: CATEE-L0KV0BS1125AlPHWBR94 HCS 06.OZ02 JB: BAYBURY B 4 AC: 10# UPLIFT D.L. WO: BBRB4 WE: DESIGN INFORMATION This design is for an Individual building component and has been based on tnfomation provided by the client The designer disclaims anyresponsibility for damages as a result of faulty or Incorrect Information. specifications and/or designs furnished to thetruss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cific project and accepts no responsfbWty or exercises no control with regard to fabrica- Uan, handling, shipmentand Installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/7PI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the local budding codes, local climatic records for wind orsnow Inds. NprojectspeccaUons or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom( are conUnu. ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid cedhi& they should be braced at a maximum spacing of I(Y-W o.c. Connector plates shall be manufactured from 20 Fpuge 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 b in conformance with the fabricators plans and to ma0r< a continuing responsibillty for such verl- firation. Any discrepancies are to be put in writing before tutting or fabrication. Plates shall not be Insist' over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wile x 4- long. A 6x8 plate is Er wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the cent-W of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/orerection stresses. This truss is not to be fabricated with Ilse retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/7PI 1-1995 PRECAUTIONARY NOTES All bracing and erccUon recommendations are to be followed in accordancewith -Handling ImtaWng & Bracing'. HIB-91. Trusses ate to be handled wlm particular cue during bandingandbundling, delivery and installation to avoid damage. Temporaryand permanent bracingforholdingtrussesinnstralghtandplumbpos- ition and for resisting lateral form shall be designed and installed by others. Careful hand- ling is essential and erection bracing b always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to amid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the Installation oftrusses. Professional advice shall be sought if needed Concentration of co tstructlon loads greater than the design loads shall not be applied to trusses at banytime. No ads other than the weight of the erectors shad be applied to L—cs until alter all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 274# Support 2 Ill# MAX LIVE LOAD DEFLECTION: L/999 L=-0.13" D=-0.13" T--0.26" MAX HORIZONTAL TOTAL LOAD DEFLECTION: Ts 0.16" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.08" RMB - 1.15 TI: B 1 9TY:1 MULTIPLE LOADS -- This design is the Joint Locations===========f== composite result of multiple loads. 1) 0- 0- 0 5) 14-11-13 9) 9- 1- 8AllCOMPRESSIONChordsareassumedtobe2) 5- 0- 3 6) 20- 0- 0 10) 0- 0- 0continuouslybracedunlessnotedotherwise. 3) 9- 0- 0 7) 20- 0- 0 WndLod per ASCE 7-98, C&C, V. 125mph, 4) 11- 0- 0 8) 10-10- 8 H. 22.0 ft, 1- 1.00, Exp.Cat. B, Kzt- 1.0 MAX. REACTIONS PER BEARING LOCATION----- Bld Type= Encl L. 36.0 ft W= 20.0 ft Truss X-Loc Vert Horiz Uplift Y-Loc TypeinENDzone, TCDL- 4.2 psf, BCDL- 6.0 psf 0- 1-12 706 136 -274 BUT PIN Impact Resistant Covering and/or Glazing Req 19-10- 4 706 0 -111 BOT H-ROLL TC... FORCE ... CSI 1- 2 -2229 0.22 2- 3 -1791 0.17 3- 4 -1645 0.08 4- 5 -1791 0.17 5- 6 -2229 0.22 BC ... FORCE ... CSI 10- 9 2085 0.57 9- 8 1645 0.33 8- 7 2085 0.57 Ilk 9-0-0 2-0-0 9-0-0 1 2 1 1 5 6 Q 4X6 4X6 Q 2.50J1 2.50 0-3-8 0-38 I 8-10-0 1-9-0 8-10-0 1 706# 3.50" la RO-11-9) 20-0-0 1 7 L 1-0'U EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 RO-110-11-9) scale = 0.3045 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: B Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: B1 CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 7-19-02 4005 MARON DA WAY TC Live 16.0 psf Durfac - Lbr. 1.25 SANFORD, FL. 32771 321-0064 Bracing shown on this dmwing is not erection bracing, wind bracing, portal bracing or sbmlar bracingwhichisapartofthebuildingdesignandwhichmustbeconsideredbythebuddingdesigner. Bracingisforlateral TC Dead BC Live 7.0 psf 0.0 Du rFae - Pit: 1.25 nO.C. Spacing: 24.0407) Fax (407) 321-3913 shown support of truss members only to reduce buckling length. Provisions most be psf TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified Mentions determined by the building designer. Additionalbracing ofthe overall structure may be required. (See HIB-91 ofM). BC Dead 10.0 fPs Design Criteria: TPI LICENSE #0050068 muss Plate Institute. TPI, Is located at 583 D'Onofrlo Drive. Madison. Wisconsin 53719). Code Desc: FLA 10DOGREENBRookCr.0VIED0.17-3276e TOTAL 33.0 psf V:07.02.02- 17729- 9 uougn: mmnx nrtarysrs !UB PATH: C:ITM-L0KU0B51125MPNI8BRB4 HCS: 06.02.02 i JB: BAYBURY B 4 AC: 104 UPLIFT D.L. WO: BBRB4 WE: TI: B2 QTY:2 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the chent. The designer disclaims any responsibility for damage as a result of faulty or Incorrect Information. specifications and/or designs furnished to the truss designer by the client and the correctness oraccuracy of this informationas It may relate to a spe. cifte project and accepts no responsibility or exercises no control with regard to fabrica. tion, handling. shipment and installation of trusses. This truss has been designed as an tndMdual buildingcomponent In accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part ofthe building design by a Building Designer (registered architect or professional engneerj. When reviewed forapproval by the building designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local climatic records for wind or an— loads. pmject speelflcillom or special applied loads. Unless shown. truss has not been designed for storage or occupancy Inds. The design assumes compression chords (lop or bottom) are mntrnu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced Laterally by a property applied rigid ceiling. they should be braced at a maximum spacing of 101-0- o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvantEed steel meetingASTM 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 plants and to rpllze a continuing responsibility for such veri- fication. Any dtscmpancles are to be put In writingbefore cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood hearing. Con- nector plates shall be treated on both faces of the Wss with rails fully imbedded and shall be sym. about theJoint unless otherwise shown. A 5x4 plate Is 5- wide x 4- long. A 6t8 plate is T wide x 8' long. Slots (holes) rim parallel to the plate length specified. Double cuts on web members shall meet at the centrold ofthe webs unless otherwise shown. Connector plate sizes are minimum slug based on the forces shown and may need to be increased for certain hmd- ling and/or erection stresses. This truss is not tobe fabricated with fire retardant treated lumber unless otherwise sham. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AB bracing and erection recommendations are to be followed In accordance with -Handling Installing t4 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 pas- illon and for misting lateral form shall be designed and Wtalled 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 L w to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control ofpersons experienced In the Installation of musses. Professional advice shall be sought if needed. Concentration ofconstruction loads greater than the design Inds shall not be applied to trusses at any time. No loads other than the weight ofthe elector shall be applied to I. until alter all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 359# Support 2 359# MAX LIVE LOAD DEFLECTION: L/999 L--0.13" D--0.13" T=-0.26" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.16" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.08" RMB - 1.15 MULTIPLE LOADS -- This design is the ====== _=======Joint Locations=========_= composite result of multiple loads. 1)0- 0- 0 4) 14- 5-13 7) 10- 0- 0 All COMPRESSION Chords are assumed to be 2) 5- 6- 3 5) 20- 0- 0 8) 0- 0- 0 continuously braced unless noted otherwise. 3) 10- 0- 0 6) 20- 0- 0 WndLod per ASCE 7-98, C&C, V- 125mph, ----MAX. REACTIONS PER BEARING LOCATION----- H- 22.0 ft, I- 1.00, Exp.Cat. B, Rzt- 1.0 X-Loc Vert Horiz Uplift Y-Lot Bld Type. Encl L- 36.0 ft W. 20.0 ft Truss 0- 1-12 705 0 -359 BOT PIIN in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf 19-10- 4 705 0 -359 BOT H-ROLL Impact Resistant Covering and/or Glazing Req TC ... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -2194 0.28 8- 7 2053 0.59 2- 3 -1685 0.18 7- 6 2053 0.59 3- 4 -1685 0.18 4- 5 -2194 0.28 10-0-0 10-0-0Ilk 1 2 1 4 5 0 4X6 5.00 2.50 1 -2.50 0-3-8 —e0-38 9-8-8 9-8-8 18 61 706# 3.50" 706N3.50" 1-0-0lo RO-11-9) I 20'0'0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 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 drawing is not erection bracing. wind bracing. portal bracing or similar bracing which is a par of the building design and width must be considered by the building designer. Bracing shown is for Lateral support oftruss members onlyto reduce buckling length. Provisions must be made toanchor lateral bracingat ends and specified locationsdetermined bythe buildingdesigner. Additional bracing of the overall structure may be rcqulred. (See III13-91 of TPI). buss Plate Institute. TPI, is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719). Res-11-9) scale = 0.3045 Eng. Job: B B Dwg: Truss ID: B2 Dsgnr: TLY Chk: Date: 7-19-02 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'07.02.02- 17131- 9 Design: Mmru Analysts JOB PATH: C:ITE£-L0KV08S1/25A1P//IBBRB4 TICS: 06.0201 JB: BAYBURY B 4 AC: 10# UPLIFT D.L. WO: BBRB4 WE: DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the client. The designer disclaims any responsibilityfor damages as a result of faulty or Incorrect information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrtm. tion. handling. shipment and installation of trusses. This truss has been designed as an individual building component in accordance with ANSI/7P1 1.1995 and NDS-97 Lobe Incorporated as part of the budding design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design Imdlngs shown must be checked to be sure that the data shown arc In agreement with the local building codes. local climatic records for wind or snow Inds. project specifications or special applied Inds. Unless shown, thus has not been designed for storage or occupancy bads. The design assumes cornpressbn chords (top or bottom) an continu- ously braced by sheathing unless otherwise specified. When bottom chords in tension are not fully braced laterally by a properly applied rigid ceding. they should be braced at a maximum spacing of 10'-0' o.c Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall reviewthisdrawingtoverifythatthisdrawingisin conformance with the fabricators plans and to realize a continuing responsibility for such ven- fleatbn. Any discmpando are to be put in writing before cutting or fabrication. Plates shall not be bfsta led over knotholes. knots or distorted grain. Members shall be cut for tight fitting rood towood 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 Gx8 plate is 6' wide x8- long. Slots (holes) run parallel to the plate length specified. Doubt- cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes areminimum sizes based on the forces shown and may need to be Increased for certain hand- Iing and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/M 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations an to be followed in accordance with -Handling Installinga 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 ltnts_ses In astraight and plumb pos- ition and for resisting Lateral form shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses toavold toppling and dominotng. The supervision oferection of wsses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction Inds greater than the design loads shall not be applied to trusses at any time. No Inds other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 262# Support 2 359# MAX LIVE LOAD DEFLECTION: L/999 L--0.13" D--0.13" T--0.26" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.16" MAX HORIZONTAL LIVE LOAD DEFLECTION: Tm 0.08" RMB - 1.15 4-10-4 0-44-1 TI: B3 QTY:1 MULTIPLE LOADS -- This design is the = == __===Joint Locations=====_ _ ======== composite result of multiple loads. 1) 0- 0- 0 4) 14- 5-13 7) 10- 0-'0AllCOMPRESSIONChordsareassumedtobe2) 5- 6- 3 5) 20- 0- 0 8) 0- 0- 0continuouslybracedunlessnotedotherwise. 3) 10- 0- 0 6) 20- 0- 0 WndLod per ASCE 7-98, C&C, V= 125mph, ----MAX. REACTIONS PER BEARING LOCATION ----- H- 22.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 X-Loc Vert Horiz Uplift Y-Loc TypeBldType- Encl L= 36.0 ft W. 20.0 ft Truss 0- 1- 4 658 0 -262 BOT PIN in END zone, TCDL- 4.2 psf, BCDL- 6.0 psf 19-10- 4 707 0 -359 BOT H-ROLL Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -2212 0.29 8- 7 2072 0.60 2- 3 -1693 0.18 7- 6 2060 0.59 3- 4 -1692 0.18 4- 5 -2201 0.28 10-0-0 10-0-0 1 2 4 0 2.50J 4X6 5.00 0-3-8 L 038 1 9-8-8 9-8-8 8 I 659# 2.50" 6 707# 3.50" iq 20-0-0 P 1 RO-11-11-9) EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSUTPI 1-1995 scale = 0.3190 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOR Cr.OVIFM_ fI17— 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 bmcbi& portal bru" orsimilar bracingwhichisapanofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bracingshownisforlateralsupportoftausmembersonlytoreducebucklinglength. Prmtm ns must be made to anchor Lateral bracing at ends and specified locations determined by the budding designer. Additional bracing ofthe overall structure may be required. (See HIB-91 ofTPO. rrruss Plate institute. TP1. is located at 583 D'OnofrioDrive. Madison. Wisconsin 53719). Eng. Job: WO: BBRB4 Dwg: Truss ID: B3 Dsgnr: TLY Celt: Date: 7-19-02 TC Live 16.0 psf DurFae - 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:07.02.02- 17732- 9 sv.. ,.,a„a. ,,,aayl JUn rA1tl: L:11LL•WKVU851125AlPH(8BR34 HCS: 06.02.02 JB: BAYBURY B 4 AC: 10# UPLIFT D.L. WO: BBRB4 WE: DESIGN INFORMATION This design is foran individual building component and has been based on information provided by the client. The designer itsclahns any responsibility for damages as a result of faulty or Incorrect Information, specifications and/or designs fumished to the truss designer by the client and the correctness or accuracy ofthis Information as It may relate to a spe- cInc project and accepts no responsibility or exercts- no control with regard to fabrica- tion, handling. shipment and installation of trusses. This taw has been designed as an individual budding component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as pad of the building design by a Building Designer (registered architect or professional engineer). when reviewed for approval by the building designer. the design loading, shown must be checked to be sure that the data shown are in agreement with the beat building codes. local climatic records for wind or snow loads. Project specifications or special applied bads. Unless shown, truss has no been designed for storage oroccupancy loads. The design assumes compression chords (top or bottom) are continu. ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced Laterally by a property applied rigid ceding. they should be braced at a maximum spacing of 10'-0' o.c Connector plates shall be manufactured from 20 gauge hot dipped gnhanlxed 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 fabric toes plans and to realize acontinuing responsibility for such vert- fication. Any discrepancies am to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted gain. Members shall be cut for tight fitting wood to wood bearing. Can- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is fi wide x 8' long. Sots (holes) run parallel to the plate length specified. Double cuts on web members shall meet atthe centmid of the webs unless otherwise shown. Connector plate sizes are minimum sizes lased on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with *Handling Installing 6 Bracing', HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to amid darwge. Temporary and permanent 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 bracing is always required. Normal precautionary action for trusses requites such temporarybracing during installation between trusses to amid toppling and dominomg. The supervision oferection of trusses shall be under the control of personsexperiencedintheinstallationoftrusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design bads shall no be applied to trusses at any time. No bads other than the weight ofthe erectors shall be applied to trusses until after all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 262# Support 2 359# MAX LIVE LOAD DEFLECTION: L/999 L--0.13" D--0.13" T--0.26" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.16" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.08" RMB - 1.15 4-10-4 0-4-1 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. 125mph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl L. 36.0 ft W. 20.0 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 -2212 0.29 8- 7 2072 0.60 2- 3 -1693 0.18 7- 6 2060 0.59 3- 4 -1692 0.18 4- 5 -2201 0.28 TI: B4 9TY:2 Joint Locations=====_===_==___ 1) 0- 0- 0 4) 14- 5-13 7) 10- 0- 0 2) 5- 6- 3 5) 20- 0- 0 8) 0- 0- 0 3) 10- 0- 0 6) 20- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loci Type 0- 1- 4 658 0 -262 BOT PIN 19-10- 4 707 0 -359 BOT H-ROLL 10-0-0 10-0-0 1 2 4 5 0 2.50 4X6 14-0-8 i 2.50 a3 0-38 1 9-8-8 9-8-8 8 I 659# 2.50" 6 707# 3.50" 1. 20-0-0 1-0-0 COSMETIC ATES (16) 2X4 ( -9) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 scale = 0.3190 WAKNIN(a: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: BBRB4 LMaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: B4 CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 7-19-02 4005 MARONDA WAY TC Live 16.0 psf DurFac - Lbr: 1.25 SANFORD, FL. 32771 321-0064 Fax Bracing shown on this drawing is not erection bracing. wind brawhichisaerect lathe bracing orsin er. bracingparthedesignandwhichmustconsideredbythebuildingdesigner. Bracingshownisfarlateral TC Dead 7.0 psf BC Live 0.0 DurFac - Pit: 1.25 O.C. Spacing: 24.0" 407) (407) 321-3913 er support ofsupporto! taw members only to reduce buckling length. Provisions must bereduce psf TOMAS PONCE P.E. made to anchor lateral bracing at ends and apecllled locations determined by the budding designer. Additional bracingof the overall structure may berequired. (See HID-91 of TPI). BC Dead 10.psf0 Design Criteria: TPI LICENSE #0050068 muss Plate Institute. 1". is located at 583 D'onafrio Drive. Madison, Wisconsin 53719). Code Desc: FLA 1890 GREENBROOK Cr'.OVIEDO.iI_32768 TOTAL 33.0 psf V:07.02.02- 17733- 9 s. ••W• r'•••,1 JUrr rain: L:IMt-LUAUU85114MP11INBRB4 HCS: 06.02.01 JB: BAYBURY B 4 AC: 10# UPLIFT D.L. WO: BBRB4 WE: TI: HDESIGNINFORMATIONTOPCHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the QTY:3 Joint Locations=====__________ This design is for an Individual building component and has been based on information BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 composite result of multiple loads. 1)=0- 0 0 3) 9-10-13 5) 0- 0-0 provided by the client. The designer dt3clatms All COMPRESSION Chords are assumed to be 2) 5- 5- 0 4) 9-10-13 any responsibility for damages as a result of faulty orlttmn 0Infonnatlon.spectikatlotu PROVIDE UPLIFT CONNECTION PER SCHEDULE: continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V- 125aiph, TOTALand/ordesigts furnished to the truss designer Support 1 591# H= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 DESIGN LOADS ------------ • Uniform PLF From PLFbytheclientandthecorrectnessoraccuracy of this Information as R may relate to a spe- Support 2 327# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE : Bld Type. Enel L= 36.0 ft W= 9.9 ft Truss in END zone, TCDL= 4.2 To TC Vert L+D 0 0- 0- 0 -88 9-10-13 cNc project and accepts no responsibility or exercises no control with regard to fabrfes- Support 1 231# psf, BCDL= 6. 0 psf Impact Resistant Covering and/or Glazing Req BC Vert L+D 0 0- 0- 0 -38 9-10-13 MAX. REACTIONS PER BEARING LOCATIONLion. handling. shipment and wtalL7tion of muses. This has MAX LIVE LOAD DEFLECTION: L/999 X-LOc Vert Horiz Uplift Y-LOc Typetrussbeendesignedasan individual building componentNacco dance with L.-0.03" D- 0.00" T=-0.03" TC...FORCB...CSI ..BC...PORCE...CSI 1- 2 756 0.56 0- 2- 8 208 231 -591 BOT PIN ANSIrM 1-1995 and NDS-97 to be incorporated MAX HORIZONTAL TOTAL LOAD DEFLECTION- 5- 4 -878 0.43 2- 3 -46 0.39 9- 9- 0 423 0 -327 BOT H-ROLL as part of the building design by a Building T- 0. 03" Designer (registered architect or professional engineer). When reviewed for approval by the MAX HORIZONTAL LIVE LOAD DEFLECTION: building designer, the design loadings shown T- 0 . 03" must be checked to be sure that the data shown are In agreement with the local building codes. RMB = 1.00 Local climatic records for wind or snow loads. project specifications or special applied bads. Unlw 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 9-10-13 specified. Where bottom chords in tension are 1 not fully braced laterally by a property applied 2 3 rigid ceding, they should be braced at a maximum spacing of 1or-To.c Connector 3.54 plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting AMN A fi53. Grade 40. unless otherwise shown. 2X FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to vertfy that this drawing is In conformancewith the fabricator's plans and to reaure a continuing responsibility for such verl- ficatbn. Any dlscmpancles are to be put In 2Xwritingbeforecuttingorfabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut fortight fitting wood to wood bearing. Con- 3-7-6 3-2-13 nector plates shall be located on both faces of the truss with nulls fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long, A 6xs plate Is 6' wide x 8" long. Slots (holes) run parallel to 0-3-13 the plate lengthspecified. Double cuts on web members shag meet at the eentroid of the webs unless otherwise shown. Connector plate sizes are minimum alas based on the force shown and may need to be Increased for certain hand- ling and/or erection stresses. Thu truss is not to be fabAcated with fire retardant sealed 3X6 3X4 Lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/7PI 1-1995 PRECAUTIONARY NOTES All bracing and erection meanmendatbns are to be followed in accordance with "Handling Installing d Bracing'. HIB-91. Trusses are to be handled with particular ore during banding and bundling, delivery and Installation to avow damage. Temporary and permanent bracing for holding trussesin astraight and plumb pas. Rion 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 trusts requires such lenmporary bm" dlllimg Installation between trusses to avow topplinganddomanoing. The supervision oferection of tresses shall be under the control of persons experienced in the Irustsllation of trusses. Professional advice shall be sought If needed. Concentration of construction bads greater than the design loads shall not be applied to trusses at anytime. No Inds other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. 9-10-13 5 209# 4.95" 4 1-5-0 I 423# 2.50" R14-11) -F 9-10-13 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.5812 taronda Systems VVJkKNIN(a: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Eng. Job: Dwg: Dsgnr: TLY Chk: ITC g Truss ID: H Date: 7-19-02 4005 MARONDA WAY TC Live 16.0 psf DurFac - Lbr. 1.25 SANFORD, FL. 32771 Bracing shown on this drawing is not erection bmchng, wind bracing, portal bracing or stnid r bracingwhichisapartofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bracing Dead 7.0 psf DurFae - Plt: 1.25 407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psfO.C.Spacing: 24.Orr pwegTOMAS PONCE P.E. nude to anchor lateral bracing at ends and specified locatlons determined by the budding designer. Additionalbracingoftheoverallstructuremayberegwhed. (See HID-9I of TPB. BC Dead lo.o psf Design Criteria: TPI 9LICENSE # 0050068 Muss Plate ImUlute. TPI, is located at 593 D'Onofrlo Drive. Madison. Wisconsin 53719). Code Desc: FLA I890 OREENBROON Cr.OVIEDO.M327s0I TOTAL 33.0 psf V'0 .02. 2- 17734- HCS: 06.02.02 JB: BAYBURY B 4 AC: 10# UPLIFT D.L. WO: BBRB4 WE: TI: H1 ATY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 Analysis based on Simplified Analog Model. Joint Locations=============== Thu design Is for an individual building BOT CHORDS: 2x4 SP #1 D MULTIPLE LOADS -- This design is the 1) Oc=O-== 0 3) 9- 4- 8 5) 0- 0-'0componentandhasbeenbasedoninformationWEBS: 2x4 SP #3 couposite result of multiple loads. 2) 5- 5- 2 4) 9- 4- 8providedbytheclientThedesignerdisclaims any responsibilityfor damages as a result of BEAR. BLR: 2x6 SP #2 All COMPRESSION Chords are assumed to be or mmnect Information. specifications eor g if necessary to achieve full continuously braced unless noted otherwise. TOTAL DESIGN LOADS ------------ furnishedand/or des" fuished to the truss designer bearing. WndLod per ASCE 7-98, C&C, V. 125mph, Uniform PLF From PLF To by the client and the correctness or accuracy H- 22.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 TC Vert L+D 0 0- 0- 0 -83 9- 4- 8ofthisInformationasItmayrelatetoaspe- PROVIDE UPLIFT CONNECTION PER SCHEDULE: Bld Type= Encl L= 36.0 ft W. 9.4 ft Truss BC Vert L+D 0 0- 0- 0 -36 9- 4- 8rifleprojectandacceptsnoresponstbdityor cX-1 o no control with regard to labAa- Support 1 596# in END zone, TCDL- 4.2 psf, BCDL- 6.0 psf MAX. REACTIONS PER BEARING LOCATION ----- tbn. handling, shipment and tnstallatlon of rtRIZONTA306# fact Resistant Covering and/or Glazing Req X-Loc- VertHoriO uplift Y-Loc trusses. This truss has been deigned as an-306PROVIDECONNECTIONPERSCHEDULE4 TOP HTyp Individual buildingcomponent In accordance with Support 1 225# TC...FORCE... CSI ..BC...FORCE... CSI 0- 2- 8 200 225 -596 HOT PINANSI/TPl 1-1995 and NDS-97 to be Incorporated MAX LIVE LOAD DEFLECTION: 1- 2 1512 0.78 5- 4 -1601 0.88aspartofthebuddingdesignbyBuddingL/999 2- 3 -136 0.36Designer (registered architect or professional engtneeti. when reviewed for approval by the L=- 0. 08" D= 0. 00" T=-O. 08" building designer, the deign loadings shown MAX HORIZONTAL TOTAL LOAD DEFLECTION: must be checked to be sure that the data shown T= 0. 03" are in agreement with the local building code. MAX HORIZONTAL LIVE LOAD DEFLECTION: bal climatic records for wind or snow loads. T- 0. 03" project specifications or special applied loads. Unless shown, truss has not been designed for RMB - 1.00storageoroccupanycbads. The deign assumes compression chords (top or bottom) are continu- 9-10-0 ouslybracedbysheathingunlessotherwiseIlkspecified. Where bottom chords In tension are 1 2 3 notfullybracedlaterallybyapropertyappliedrtgtd ceding, they should be braced at a maximum spacing of IO'-O- o.c. Connector 3.54 plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM AW. Gmde 40. unless otherwise shown. FABRICATION NOTES 6X8 Prior to fabrication. the fabricator shall review this drawing to verify that this drawing Is in conformance withthe fabricator's plans and to 1-11-0 it= a continuing responsibility for such vert- fiatlon. Any discrepancies am to be put in writing before cutting or fabrication. 2X4 Plates shall not be installed over knotholes. 0-1-3 knots or distorted grain. Members shall be cut for tight fluing wood to wood bearing. Con- 3-7-6 vector plate shall be bated on both laces of the truss with nails fully imbedded and shall be 4X6 sym. about the joint unless otherwise shown. A T 5x4plateIs5- wide x 4- long. A 6x8 plate is B- 3X8 wlde x e' long. Slots (holesl run parallel to 0-3-13 the plate length specified. Double cuts on web members shall meet the n tthe webs 1-3- 14 unless otherwise shown. Connector plate plate sizeare minimum sizes based on the forces shown and may need to be increased for certain hand- Iing and/ orerection stresses. This hiss is not 3X4 to be fabricated with lire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recotmnendauons are to be followed in accordance with -Handling Installing d Bracing", 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 tntsses in a straight andplumb pm- Itbn and for resisting lateral forces shall be designed and Installed by others. Careful hand - Ong is essentialand erection bracing is always required. Normal precautionary action for trusses requites such temporary bracing during Installation between trusses to avow toppling and dominobig. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shad not be applied to tresses at any time. No Inds other than the wilght of the erectorsshall be applied to muses until after all fastening and bracing is completed. 1.77 0 4- 15 0-5-8 rr- 8- 11- 9 5 4 201N 4. 95" 352# 1.50" 9-4- 8 0 R 1- 4 11) EXCEPTAS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.5813 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOR CLOV1EDOYI-32760 WAKNIN(i: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this dmwtng is not erection bracing, wind bracing, portal bracing or similar bmcing which Is a pan of the buildingdesign and which must be considered by the building designer. Bracing shown is for lateral support of trussmembersonly to rrduee buckling length. Pmtsions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structuremay be required. (See HIB-91 of TPO. frYuss PlateInstitute, TPI, Is looted at 583 D'Onofrio Drive, Madison, Wiscotuin 53719). Eng. Job: WO: BBRB4 Dwg: Truss ID: H 1 Dsgnr: TLY Chk: Date: 7-19-02 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.07.02.02- 17735- 9 Design: Marra Analysis JOB PATH: CATEF-L0XU0BSl125MPHI8BR84 HCS 06.0102 JB: BAYBURY B 4 AC: 10# UPLIFT D.L. WO: BBRB4 WE: TI: I 9TY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the Joint Locations=====-=-=-==--- Thisdesign ufor anindividual building BOT CHORDS: 2x8 SP #1 D composite result of multiple loads. 1) 0 0- 0 3) 7- 0- 0 component and hasbeenbasedoninformationWEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 7- 0- 0 4) 0- 0- 0 provided by theclientThedesignerdisclaimsanyresponsibilityfor damages as a result of This 1-PLY truss designed to e gin carry continuouslybracedunless noted otherwise. faulty or Incorrect Information. specifications r 20 0" spanframed to BC one face WndLod per ASCE 7-98, C&C, V- 125mph, TOTAL DESIGN LOADS ------------ and/or designs furnished to the tnwdesigner 2' 0" span split -framed to opposite face H- 22.0 ft, i- 1.00, Exp.Cat. B, Kzt= 1.0 Uniform PLF From PLF To by the clientandthecorrectnessoraccuracyBldType. Ebel L. 36.0 ft W. 7.0 ft Truss TC Vert L+D -46 0- 0- 0 -46 7- 0- 0 of this InformationasItmayrelatetoaspe- PROVIDE UPLIFT CONNECTION PER SCHEDULE: in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf BC Vert L+D -312 0- 0- 0 -312 7- 0- 0 ancproject and acceptsnoresponsibilityorexerclsesnocontrolwith regard to fabrica- Support 1 209# Impact Resistant Covering and/or Glazing Req MAX. REACTIONS PER BEARING LOCATION----- tion.handling.shipment and Installation of Support 2 290# X-Loc Vert Horiz Uplift Y-Loc Type trusses. This tnushas beendesignedasanMAXLIVELOADDEFLECTION: TC...FORCE ... CSI ..BC ... FORCE ... CSI 0- 1-12 1253 169 -209 BOT PIN Individual building component In accordancewithL/999 1- 2 -79 0.58 4- 3 0 0.77 6-10- 4 1253 0 -290 BOT H-ROLL ANSIrMi 1-1995 and NDS-97 to be incorporated L=-0.08" D=-0.08" T=-0.16" as part of the bugdbng design by a Building MAX HORIZONTAL TOTAL LOAD DEFLECTION: Designer (registered architect or professionalT= 0 09" engineer). when reviewed for approvalbythebuildingdesigner, the design loadings shown MAX HORIZONTAL LIVE LOAD DEFLECTION: must be checked to be sure that the data shown T= 0.04" are in agreement with the local building codes. local climatic records for wind or snow loads. RMB - 1.00 project spetllkauom or special applied loads. Unless shown, thus has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- 7-0-0 ously braced by sheathing unlessotherwisespecified. Where bottom chords In tension are lk 1 2 not fully bracedlaterally byaproperlyappliedrigidceiling, they should be braced at a 0 maxbnum spacing of IV-0* o.cConnector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A W. 2X4 Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shag review this drawing to verify that this drawing is In conformance with the fabricators plaru and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put In writing before cutting or fabrication. Plates shag no be Installed wet knolholea. knots or distorted grain. Members shall be cut for wood bocated earing. ht fitting wood tall3-3-1 nector platessbe ' both faces of 3-3-1 the truss with nalts 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 T wide x B- long. Slats ( holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs 04-1 unless otherwise shown. Connector platesizesareminimumstiesbasedon the forces shown and may need to be Increased for certain hand- ling and/orerection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control to 5X6 refer ANSI/7PI 1.19953X6 PRECAUTIONARY NOTES Au bracing and erection recommendations are I I to be followed In accordance with 'Handling 0-0 InstaWng @ Braehng'. HIB-91. Trussesare to be handled with particular care during banding 4 3 and bundling, delivery and tnstaHatlontoavoiddamage. Temporary and permanent bracing 1254// 3.50" 1254# 3.50" for holding trusses in a straight and plumb pos- Man and for resisting lateral forces shag be 7-0-0 1 designed and Installed by others. Careful land- ling Is essential and erection bracing is allays EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSI/TPI 1-1995 required. Normal precautionary action forscale = 0.6451 trtisses requites such temporary bra" during Installation between tresses to avoid toppling and dominoing. The supervtabn of erection of trusses be jaronda Systems WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: DWg: B Truss ID: 1 cdll . ors experienced N theWtallalionof muses. ntheInrlhecontrol truss Professional advice shallbesought If needed. CONTRACTOR. Dsgnr: TLY Chk: Date: 7-19-02 Concentration of construction loads greater than the design loads shall no be applied to 4005 MARON DA WAY BRACING WARNING: TC Live 16.0 psf DurFae - Lbr. 1.25 trussesat anytime. No loads other than the weight of the erectors shall be applied to SAN FORD, FL. 32771 Brae shown on this drawing is fart the building design and which must which Is a ga not erectionhmustacing, wind bidered y thertal bracing or similar bracing Bracing considered by the designer. Bracing TCDead7.0 psf DurFae - Plt: 1.25 trusses until alter all futenfng and bracing 407) 321-0064 Fax (407) 321-3913 er shown is for lateral support oftawmembersonlyto reduce bucklinglength. Provisrorns must be reduce . Provisions BC Live 0.0psfO.C. Spacing: 24.0" P Is completed. TOMAS PONCE P.E. made to anchor Lateral bin at ends and specified building designer. Addiouonalbracin theovver ngstructurem BC Dead 10.0 f Design Criteria: TPI LICENSE #0050068 ykncad. lSec ID-91d TPI). of B Y regw• ISee HIB•91at 7Pi1. Russ Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). Cade Desc: FLA 1690 GREENBROOk MOVIEDOXI-32766 g TOTAL 33.0 psf V:07.02.02- 17736- 99 rgn: maim nnmysu JUH PA/H: 6;:11EE-L0KVU1W125AfP/11BBRB4 HCS: 06.02.02 JB: BAYBURY B 4 AC: 10# UPLIFT D.L. WO: BBRB4 WE: DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the clicnt. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information, specifications and/or designs furnished to the thus designer by the chent and the correctness or accuracy ofthis information as It may Mate to a Apo- cNc project and accepts no rmpomlbWty or exerciam no control with regard to fabrtco- tbn, handling, shipment and Installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Budding Designer (registered architect or professlonal engtneed. When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local climatic records for wind or snow loads. project specifications or special applied Inds. Unless shown, truss has not been designed for storage or occupancy Inds. The design assaunm compression chords (top or bottom) are continu. ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceding, they should be braced at a maxhnum spacing of 10'-0- o.e. Connector plates shah be manufactured from 20 gauge hot dipped gahanlred steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to veiny that this drawing is In conformance with the fabricator`s pivu and to realize a continuing respombWty for such veri- fication. Any discrepancies are to be put In writing before cutting or fabrication. Plate shall not be Installed over knotholes. knots or distorted gmm. Members shall be cut fortight fittingwood to wood hearing. Con- nector plate shall be located on both faces of the truss with nulls fully imbedded and shall be sym. about thejoint unless otherwise shown. A 5x4 plate is 5' widex 4' long. A Gx8 plate is B- wldex 8' long. Slots (hole) run parallel to the plate length specified. Double cuts on web members shall meet at the ceniroid of the webs unless otherwiseshown. Connector plate size are mlnbnum sttm based on the form shown and may need to be Increased for certain hand. Ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information an QualityControl referto ANSI/'M 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to befollowed In accordance with 'Handling Installing & Bracing', HIB-91. Trusses are to be handled with particular core during banding and bund8ng, delivery and installation to avoid damage. Temporary and permanent bracing for holding muses In a straight and plumb pos. Ilion and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during InstaQatbn between trusses to avoid lopping and dommoing. The supervision of cxecilon of trusses shah be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought U needed. Concentration of construction leads greater than the design bads shah not be applied to trusses at any time. No bads other than the weight of the erectors shad be applied to trusses unW after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise WndLod per ASCE 7-98, C&C, V- 125mph, H. 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl Le 36.0 ft W. 7.0 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/608 at Mid -panel # 1 L=-0.14" D=-0.14" T.-0.27" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB - 1.15 3-7-4 0-4-1 t Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked an truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 198# Support 2 99# Support 3 7# TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -59 0.44 4- 3 -1 0.32 TI: J QTY:14 Join t Locations —===_ 1) 0-7-12 3) 7- 0- 0 2) 7- 0- 0 4) 0- 7-12 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 6-10-12 ISO 51 -99 TOP PIN 0- 1-12 275 66 -198 BOT PIN 6-10-12 82 0 -7 BOT H-ROLL 7-0-0 11Ilk 1 2 0 3-3-1 7-" 4 3275# 3.50" 150# 2.50" 1-0-0 7-0-0 82# 2 50" RO-11-9jI- EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 Over 3 Supports C/L: 610-12 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Matrix Analysis Attach with (2) 10d Toe -Nails Attach with (2) 10d Toe -Nails scale = 0.5829 WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Eng. Job: Dwg: Dsgnr: TLY Chk: I Truss ID: J Date: 7-19-02 TC Live 16.0 psf DurFae - Lbr. 1.25 Bracing shown on this drawing is not erection bracing. wind bracing, portal bracing or similar bracing TIC Dead 7.0 psf DurFae - PIt: 1.25whichisaparofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bracingshownislength. for lateral support of truss members only to reduce buckling Provislom must be BC Live 0.0 psf O.C.Spacing: 24.0" P g 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 ofTPII. BC Dead 10.o f Design Criteria: TPI Truss Plate Institute. TPI, is located at583 D'Onofrio Drive. Madison. Wisconsin 53719). Code Desc: FLA TOTAL 33.0 psf V:07.02.02- 17 37-1( JOB PATH: C:ITEE-LOKVOBS1125MPHIBBRB4 HCS. 06.02.02 JB: BAYBURY B 4 AC: 10# UPLIFT D.L. WO: BBRB4 WE: TI: JB QTYA DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 Analysis based on Simplified Analog Model. Joint Locations=============== 7-12ThisdesignisforanlndlvbualbuildingBOTCHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the 1)==Oa=3) 7- 0- 0componentandhasbeenbasedonInformationAllCOMPRESSIONChordsareassumedtobecouipositeresultofmultipleloads. 2) 7- 0- 0 4) 0- 7-12providedbytheclient. The designerdisclatms responsibility for damages as a result or continuously braced unless noted otherwise. This truss is designed to bear on multiplegnP MAX. REACTIONS PER BEARING LOCATION ----- faultyfaulty0rincorrect intom,nuon.specineations supports. Interior bearing locations should X-Loc Vert Horiz Uplift Y-Loc Type and/or designsfurnished to the truss designer WndLod per ASCE 7-98, C&C, V. 125mph, be marked on truss. Shim or wedge if 6-10-12 150 51 -99 TOP PIN bytheclientandthecormemessoraccuracyH- 22.0 ft, 1- 1.00, Exp.Cat. B, Kzt- 1.0 necessary to achieve full bearing. 0- 1-12 229 66 -101 BOT PIN ofthisinfonnatlonasRmayrelatetoaspe- Bld Type. heel L= 36.0 ft W= 7.0 ft Truss PROVIDE UPLIFT CONNECTION PER SCHEDULE: 6-10-12 82 0 -7 BOT H-ROLL c. project and accepts no responsibility or in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf Support 1 101# PPOexercisesnocontrolwithregardtofabrtco- Lion, handling. shipment and installation ofg ImpactResistantCoveringand/or Glazing Req Support 2 99# trusses. This truss has been designed as an MAX LIVE LOAD DEFLECTION: Support 3 7# individual building component In accordance with L/632 at Mid -panel # 1 ANSI/ 7P11-1995and NDS-97to be incorporated L--0.13" D=-0.14" T--0.27" R-11 FORCE-59as partofthebuildingdesignbyaBuildingDesigner (registered architect or professional MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 0.44 4- 3 0.32 engtneeri. When reviewed for approval bythe T= O.OU^ building designer, the design loadings shown MAX HORIZONTAL LIVE LOAD DEFLECTION: must be checked to be sure that the data shownT- 0. 00" are in agreement with the local building codes, local c1matic records for wind or snow loads. RMB - 1.15 project speetflcatlons or special applied Inds. Unless shown, truss has not been designed for storage or occupancy bads. The deslgr assumes compression chords ( top or bottom) are continu- k 7-0-0 ously bracedbysheathingunlessotherwise11specified. WherebottomchordsIntensionare12not fullybracedlaterallybyaproperlyappliedrigidceiling, they should be braced at a 0 ma-0ximumspacingofIo'- o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting AM A 653. with ith Attach (2) Grade 40. unless otherwise shown. 10dAtt TOeach FABRICATION NOTES Prior to fabricauon, the fabricator shall review this drawing to verify that this drawing is Inconformance with the fabricator's plansand to realize a continuing responsibility for such verl- Beation. Any discrepancies an: to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Member shall be cut for light fitting wood to wood bearing. Con- 3-3-1 nector platesshallbelocatedonbothfacesof3-3-1 the tress with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6x8 plate is 6' wide x it long. Slots (holes) run parallel to the plate length specNed. Double cuts on web members shall meet at the centrold of the webs 04-1 unless otherwise shown. Connector plate size are minimum sizes based on the forces shown and my need to be Increased for certain hand - Ling and/ orerection stresses. This truss is not to be fabricated with fire retardant treated hunber unless otherwise shown. For additional Information on Quality Control refer to 3X4 Attach With ( 2) 10d Toe - Nails ANSI/IPI I-1995 PRECAUTIONARY NOTES All bracing and erectionrecommendations are to be followed In accordance with -handling InstaWng a Brachrg-. uIB-91. Trusses are to be handled with particular care duringbanding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding Lmnes in a straight and plumb pos. ition and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action fortrusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection oftresses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought if needed. Concentration of construction badsgrater than the design Inds shall not be applied totrusses at any lime. No bads other than the weight of the erectors shagbe applied totrusses until after all fastening and bracing Is completed. M M 7-0- 011 Ilk 143 229# 3. 50" 150k 2.50" 7-0- 0 sea 2 50" EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports C/L: 6-10-12 scale = 0. 6451 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: BBRB4 Mjaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: JB CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 7-19-02 4005 MARON DA WAY TC Live 16.o psr DurFac - Lbr: 1.25 SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing is forlateralTCDead 7.0 BC Live psr DurFae - Pit: 1.25 O.C. Spacing: 24.0" P 407) 321-0064 Fax (407) 321-3913 shown support of truss members only to reduce buckling length. Provisions must be 0.o par 9 TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracingoftheoverallstructuremayberequited. (See 1I18 -91 of TPn. BCDead 10.o pisr Design Criteria: TPI LICENSE #0050068 fltuss Plate Institute, TPI, is located at 5113 D'Onofrlo Drive. Madison, Wsmnstn 53719). Code Desc: FLA 1990 GREENBROOK Cr.0NED0.FLn27M TOTAL 33.0 psf V:07.02.02- 17738-1( uaign: irmru AnOrysif !UN PAl/l: C:l1tt-LUKU0H51125HP1AHBR84 HCS: 06.02.02 JB: BAYBURY B 4 AC: 10# UPLIFT D.L. WO: BBRB4 WE: TI: J1 QTY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 Analysis based on Simplified Analog Model. Joint Locations==:a = c:==___==_ This design is an Individual budding BOT CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the 1) 1- 0- 6 3) 7- 0- 0 ' component and has been based on information All COMPRESSION Chords are assumed to be cooposite result of multiple loads. 2) 7- 0- 0 4) 1- 0- 6providedbytheclient. The designer disclaims any responsibilityfor damages as a result of continuously braced unless noted otherwise. This truss is designed to bear on multiple MAX. REACTIONS PER BEARING LOCATION----- faulty or incorrect Information, specifications wedge necessaryShimoraifrecess to achieve full supports. Interior bearing locations should X-Loc Vert Horiz Uplift Y-Loc Type and/or designs furnished to thewssdesigner bearing. be marked on truss. Shim or wedge if 6-10-12 150 51 99 TOP PIN bythe client and the correctness oraccuracy necessary to achieve full bearing. 0- 1-12 275 67 198 BOT PINofthistnfonoationasitmayrelatetoaspe- PROVIDE UPLIFT CONNECTION PER SCHEDULE: WndLod r ASCE 7 - 98, C&C, V. 12perSoh, 6-10-12 82 0 7 BOT H-ROLLelfleprojectandacceptsnoresponsibWtyor1198# H. 22.0 ft, I= 1.00, Cat. B, Rzt= 1.0exercisesnocontrolwithregardtofabrica- tion. handling, shipment and Installation of Support 2 99# Bld Type. Encl L- 36.0 ft W= 7.0 ft Truss trusses. This truss has been designed as an Support 3 7# in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf tndtvidual building component In accordance with MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing ReqANSIrM1-1995 and NDS•97 to be incorporated L/603 at Mid -panel # 1 as part of the building design by a Budding L=-0.14" Der-0.14" T=-0.28" TC... FORCE... CSI FORCE... CSIDesigner (registered architect m professional engineer). When reviewed for approval by the MAX HORIZONTAL TOTAL LOAD DEFLECTION: BC... 1- 2 -59 0.44 4- 3 -21 0.32 budding designer. the design loadings shown Ter 0. 00" must be checked to be sure that the data shown MAX HORIZONTAL LIVE LOAD DEFLECTION: arc in agreement with the kcal building codes. Ter 0. 00" local clbnatic records for wind or snow loads. project specdlcations or special applied bads. RMB - 1.15 Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are contlnu- 7-0-0 Louslybracedbysheathingunlessotherwise speWled. Where bottom chords In tension are I 1 2notfullybracedlaterallybyapropertyapplied rigid telling, they should be braced at a maxtmum -0spacingof10'' o.e. Connector 5.00 plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A W. Attach With 12) Grade 40. unless otherwise shown. 10d Toe-NaIIS FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's pivu and to 1 1-10-5realizeacontinuingresponsiblUtyforsuchmri- 0cctlon. Any discrepancies are tobe 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- 3-74 nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shorn. A Sx4 plate Is 5- wide x 4• long. A 8x8 plate is 68 wlde x 8' long. Slob (holes) run parallel to 04-1 the plate length specified. Double cub on web member shad meet the n of the webs 14-12 unless otherwise shown. Connectorr plate slzrs are minimum slots based on the forces shown and may need to be Increased for certain and/or erection sire uss hand- This truss is not 3X4 with to retardanttobefabricatedwithdieretardant treated T lAttachOdToe-Nails2) lumber unless otherwise shown. Foradditional Information on guahly Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ad bracing and erection recommendations are to be followed In accordance with -Handling Installing & Bracing'. HIB-91. Trusses areto be handled with particular care during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- ition and for resisting lateral forces shall be designed and instilled by others. Careful hand- Iing is essential and erection bracing is always required. Normal precautionary action for trusses requiressuch temporary bracing during installation between trusses toavoid toppling and dominotng. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought if needed. Concentration ofconstruction loads greater Own the design loads shall not be applied to trusses at any time. No loads other than the weight of the Becton stall be applied to muses until after all fastening and bracing is completed. 2.50 1 0-3-8 6-8-8 4 3 275# 3.50" 151# 2.50" 1-0-0 a 7-0-0 82# 21.50" 110-11-9) C/L: 640-12EXCEPTASSHOWNPLATESARETL20GATESTEDPERANSI/TPI 1-1995 Over 3 Supports r WAKNIN4: READ ALL NOTES ON THIS SHEET. Eng. Job: Maronda Systemsi A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgnr: TLY Chk: 4005 MARON DA WAY BRACING WARNING: TC Live 16.0 psf SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing. wind bracing. portal bracing or shnibr bracing which is a part of the building design and which must be considered by the budding designer. Bracing TC Dead 7.0 psf 407) 321-0064 Fax (407) 321-3913 shown is for lateralsupport of tnus members only to reduce bucklinglength. Provisions must be BC Live 0.0 psf TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building deser. Additionalbracingoftheoverallstructurenayberequired. (See HIB-91 of TP0. BC Dead 10.0 psf LICENSE # 0050068 fnuss Plate Institute. TPI. Is located at SM D'Onofrto Drive. Madison. Wlscr—In 53719). 1890 GREENDRGGE MOviEDOXI-32766 TOTAL 33.0 psf scale = 0.5829 Truss ID: J 1 Date: 7-19-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O. C. Spacing: 24.0" Design Criteria: TPI Code— sc: FLA Design: Matrix Awlyris JOB PAIN: C:17EE-L0KV0BS1125A1`PNIBBR34HCS: 06.02.02 DESIGN INFORMATION This design Is for an individual building component and has been based on Infonwtion provided by the client. The designer disclabns any responslbillty for damages as a result of faulty or Incorrect Information, specdtcatlons and/or designs furnished to the tnsa designer by the client and the correctness oraccumey of this Information as It may relate to a spe- efflc project and accepts no responsfbWty, or semis no control with regard tofabrtra- tfon, handling, shipmentand tnatallatbn of trusses. Thls thus has been designed as an Individual building component in accordance with ANSIrM 1-1995 and NDS-97 to be incorporated as part of the budding design by a Building Dnfgner (registered architect or professional engineer). When reviewed forapproval by thebuildingdesigner, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes, local clan tle records for wind or snow bads, project Specifications or special applied loads. Unless shown, tress has not been designed for stomp or occupancy Inds. The design assumes compression chords (top or bottom) are continu- o ly braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterallybya property applied rigid eeWng. they should be braced at a maxbnum spacing of 10`0- o.e. Connector Plates shall be manufactured from 20 gauge hot dipped g lvanued steel meeting AMN A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review, this drawing to verify that this dmwing is In confomance with the fabricatoea plans and to realize a contlnuing responslbWty for such ven- flcatton. Anydiscmpancles are to be put In writing before cutting or fabrication. Plates shall not be installed overknotholes, knots or distorted grain. Members shall be cut forlight OtUng wood to wood bearing. Con- nector plates shall be located on both face of the truss with nath fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5- widex 4- long. A 6x8 plate is 6" wide x 8- long. Slots (holm) run parallel totheplatelengthspecified. Double cuts on web members shall meet at the eenuold of the webs unless otherwise shown. Connector plate sizes are mfntmum alms based on the forces shown and may need to be tnerea and for certain hand- ling and/or erection stresses. This thus is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on gualtty Control refer to ANSI/7PI 1-1995 PRECAUTIONARY NOTES AB bracing and erection recommendations are to be followed In accordance with -Handling IrataWng a Bracing'. HIB-91. Tresses arc to be handled with particular care during bandingandbundling, delivery and Installation to avoid damage. Temporary and permanent bracingforholdingtrussesInastraightandplumbpoa- Itlon and for resisting lateral form shall be designed and butalled by others. Careful hand. ling Is essential and erection bmcng is always requbed. Norval precautionary action for tresses requites such temporary bracing during I115fabLion between trusses to avoid toppUnganddominoing. The supervisionof erection of trusses shall be under the control of persons experienced In the Installation of tosses. Pmfessbnal advice shabe sought B needed. Concentration of construction loads grater than the design bads shall not be applied to trusses at any lane. No loads other than the weight of the erectors shall be applied to trusses until after allfastening and bracing scompleted. JB: BAYBURY B 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS- 2x4 SP #2 WEBS: 2x4 SP #3 BEAR. BLR: 2x4 SP #3 Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: L/ 999 L=- 0.02" D= 0.00" T--0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.01" RMB - 1.15 3- 74 04- 1 i WO: BBRB4 WE: Analysis based on Simplified Analog Model. MULTIPLELOADS -- 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, CSC, V= 125mph, H= 22.0 ft, ie 1.00, Exp.Cat. B, lizt_ 1.0 Bld Type= Encl L= 36.0 ft W= 6.7 ft Truss in END zone, TCDL= 4.2 psf, BCDL- 6.0 psf ImpactResistantCoveringand/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -149 0.42 4- 3 -123 0.30 TI: J2 61TY:2 a -- Joint Locations=====__==__=_ 1) 0- 0- 0 3) 6- 8- 8 ' 2) 6- 8- 8 4) 0- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X- Loc Vert Horiz Uplift Y-Loc Type 6-10-12 225 0 -266 TOP H-ROLL 0- 1-12 273 180 -307 BOT PIN PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 307# Support 2 266# 7-" Ilk1 2 5. 00 0- 11-0 T 14- 1 L 2. 50 I 0- 3 a3- s 6- 5-0 4 273# 3.50" 1- U-0 3 22. 50" 1° (RO- 11-9) 6-8-8 0 3-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 RO-z-la) scale = 0. 5829 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOR CLOVIEDOX1.3276(i Deri-- )14 rim A—Nd, WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bmeing shown on this dmwing is not erection bracing, wind bmcing, portal bmcng or similar lame" which Isapanofthebuildingdesignandwhichmustbeconsideredbythebuildingdmfgner. Bracbrg shown Isforlateralsupportoftressmembersonlytoreducebucklinglength. Provisions must be node to anchor lateral bracing at ends and specified locations determined by the building designer. Addltbnal bracingoftheoverallstructuremayberequired. (See HlB-9I of TPI). rhassPlate Institute. TPI. Is located at 583 D'Onafrio Drive. Madison. Wisconsin 53719). Eng. Job: Dwg: Truss ID: J2 Dsgnr: TLY Chk: Date: 7-19-02 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:07.02.02- 17740-1( HCS: 06. 02.02 JB: BAYBURY B 4 AC: 10# UPLIFT D.L. WO: BBRB4 WE: TI: J3 QTY:5 DESIGN INFORMATION This design is for an Individual building component and has been based on information provided by the ellmL The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information, specltlmUons and/or designs furnished to the truss designer by the client and the correctness or accuracy ofthis information as It may relate to a spo- cillo project and accepts no responsibility or exercises no control with regard to fabrles- Don, handling, shipment and installation of trusses. This thus has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes, lord climatic records for wind or snow loads. project spZeathns or special applied loads. Unless shown, lass has not been designed for storage or occupancy (cods. The design assumes compression chords (top or bottom) are mnUnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-(" o.c Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting AS'fM A 651 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 fabrfcatoes plans and to realize a continuing responsibility for such verb fiation. Any discrepancies are tobe put In writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Members shall be cut for Ugh) fitting wood to wood tearing. Con- nector plates shall be looted on both faces of the truss with nails fullyimbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6' wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of thewebs unless otherwise shown. Connector plate sizes arc minimum sizes based on the forces shown and may need to be Inerased for certain hand- ling and/or erectionstresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quahty Control refer to ANSIfM 1-1995 PRECAUTIONARY NOTES All bracing and erection recormnendations are to be followed In accordance with "Handling Installing & Bracing, HIB-91. Trusses are to be handled with particular are during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- ition and for resisting lateral forces shall be designed and Installed by others. Careful hand. ling is essential and erection bmctng Is allays required. Normal precautionary action for trusses requbes such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control ofpersons experienced In the installation of trusses. Professional advice shall be sought ifneeded. Concentration ofmmuuctlon lads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V. 125mph, H- 22.0 ft, i= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type. Encl L. 36.0 ft W- 5.1 ft Truss in END zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing ReqMAXLIVELOADDEFLECTION: L/999 L--0.04" D--0.04" T=-0.08" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB - 1.15 2-9-14 0-44-1 i 0-2 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 173# Support 2 75# Support 3 5# TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -42 0.23 4- 3 -1 0.17 Joint Locations========= 1) 0- 7-12 3) 5- 1- 8 2) 5- 1- 8 4) 0- 7-12 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 5- 0- 4 110 37 -75 TOP PIN 0- 1-12 213 49 -173 BOT PIN 5- 0- 4 60 0 -5 BOT H-ROLL 5-1-g 1 2 5.00 Attach with (2) 10d Toe -Nails Attach with (1) 10d Toe -Nails 5-1-8 F 11 4 3 214# 3.50" 110# 2.50" 1-0-0 5-1'8I 60# 2 50" EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 0.7443 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK Cr.OVIEDO.FL02766 WAKNIN(i: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bmctng which is a par of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the ovemll structure may be required. (See HIB-91 ofTPI). rlruss Plate Institute, TPI, is located at 583 D'Ono(Ho Drtve. Madison, Wisconsin 53719). Eng. Job: WO: BBRB4 Dwg: Truss ID: J3 Dsgnr: TLY Chk: Date: 7-19-02 TC Live 16.0 psr 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 lo.o psr Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:07.02.02- 17741-1( ualgn: eMatrx AnOfYrU JOB PATH: C.•17EE-L0KV08S1125MPHIBBR84 HCS 06.02.02 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer dr.,_l, ns any responsibility for damages as a result of faulty or incorrect Information, specifications and/ordesigns furnished to the truss destgncr by the client and the correctness oraccuracy of this Information as It may relate to a spe- cmc project and accepts no responsibility or exercises no control with regard to fabrica- Uon, handling. shipment and Installation of trusses. This thus 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, thedesign loadings shown must be checked tobe sure that the data shown are In agreement with the local building codes, local climatic records forwind or snow bads, project specifications or special applied bads. Unless shown, truss has not been designed for storage oroccupancy lands. The design assumes compression chords (top or bottom) arc continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully brand laterally by a property applied rigid celbng, they should be braced at a maximum spacing of IU'-0- o.e Connector plates shall be manufactured from 20 gauge hot dipped gah-anlzed steel meeting ASTM A 653. Cmde 40. unless otherwise shown. FABRICATION NOTES Priorto fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators pins and to realize a continuing responsibility for such veri- fication. Any discrepancies arc to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight lilting wood to wood bearing. Con- nector plates shall be looted on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise sham. A Sx4 plate is 5' wide x 4- long. A 6x8 plate is 6' widex 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at thecentrold of the webs unless otherwise shown. connector plate sizes are mtnbnum sizes based on the forces shown and may need to be increased for certain hand- lingand/or erection stresses. This truss is not tobe fabricated with flue retardant treated hunber unless otherwise sham. For additional Information on guaLity control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ailbracing and erection recommendations are to be followed In accordance with 'Handling Installing & Bracing', HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage Temporary and permanent bracing for holding trusses In a straight and plumb pos- Won and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing Is allays required. Normal precautionary action for tnisses requites such temporary bracing during Installation between muses to avoid toppling and dominoing. The supervision of erection of muses shall be under the control ofpersons experienced In the Installation oftrusses. Professional advice shall be sought if needed. Concentration ofconsbuction bads greater than the design loads shall not be applied W trusses atany Urne. No bads other than the amight of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: BAYBURY B 4 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. WndLod per ASCE 7-98, C&C, V. 125mph, H. 22.0 ft, i= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type. Encl L= 36.0 ft W= 5.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.04" D=-0.04" T=-0.08" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 0-4-1 1 T 3X4 168# 3.50" WO: BBRB4 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 77# Support 2 75# Support 3 5# TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -42 0.23 4- 3 -1 0.17 TI: J3A QTY:1 Joint Locations=====__=_______ 1)= =0==7-12 3) 5- 1- 8 2) 5- 1- 8 4) 0- 7-12 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 5- 0- 4 110 37 -75 TOP PIN 0- 1-12 167 49 -77 BOT PIN 5- 0- 4 60 0 -5 BOT H-ROLL 5-1-8 11Ilk1 1 2 5-1-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOR Cr.OVIEDOSI-32768 110# 2.50" 60# 2 50" C/L: -0-4 Over 3 Supports WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwgc CONTRACTOR. Dsgnr: TLY Chk: BRACING WARNING: TC Live 16.0 psf Bracing sham on this drawing is not erection bmchi& wind bracing, portal bracing or similar bracing TC Dead 7.0 psfwhichisapartofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. BracingshownisforLateralsupportoftrussmembersonlytoreducebucklinglength. Provisions must be BC Live 0.0 psf made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing ofthe overall structure may be required. (See HIB-91 ofTPI). BC Dead 10.0 f rittsslPlate Institute. TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). TOTAL 33.0 Attach with (2) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.8488 Truss ID: J3A Date: 7-19-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O. C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Mafru Anarytu JOB PATH: CATEE-LOWOBS1125MPHIBBRB4 HCS. 06.02.02 JB: BAYBURY B 4 AC: 10# UPLIFT D.L. WO: BBRB4 WE: TI: J4 ATY:4 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 Analysis based on Simplified Analog Model. Joint Locations=====_________= This design is for an Individual building BOT CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the 1)1- 0- 6 3) 5- 1- 8 ' component and has been based on Womration All COMPRESSION Chords are assumed to be composite result of multiple loads. 2) 5- 1- 8 4) 1- 0- 6providedbytheclient- dam geslgnerasaresult ofanyresponsibilityfordamagesasaresultof continuously braced unless noted otherwise. This truss is designed to bear on multiplep MAX. REACTIONS PER BEARING LOCATION ----- faulty or incorrect Wbrmation,specifications Shim or wedge if necessary to achieve full supports. Interior bearing locations should X-Loc Vert Horiz Uplift Y-Loc Typeand/or designs furnished to the truss designer bearing- be marked on truss. Shim or wedge if 5- 0- 4 110 38 -75 TOP PINbytheclientandthecorrectnessoracconcynecessarytoachievefullbearing. 0- 1-12 213 49 -173 BOT PIN ofthisinformationasRmyrelatetoaspe- PROVIDE UPLIFT CONNECTION PER SCHEDULE: WndLod per ASCE 7-98, C&C, V. 12 5- 0- 4 59 0 -5 BOT H-ROLL chicprotectandacceptsnoresponsibilityor5h. exercises no control with regard to fabr:ca• Support 1 173# H. 22.0 ft, I= 1.00, EIcp.Cat. B, Rzt= 1.0 lion, handlin& shipment and instamtron of Support 2 75# Bld Type. Encl L= 36.0 ft W= 5.1 ft Truss trusses. This truss has been designed as an Support 3 5# in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf Individual buildingcomponentinaccordancewithMAXLIVELOADDEFLECTION: Impact Resistant Covering and/or Glazing Req ANSI/TPI1-1995 and NDS-97 to be incorporated L/999 as part of the building design by a Building Designer [registeredor professional architiewed L=-0. 04 ^ D=-0.04 ^ T=-O.08" TC FORCE.. .. FORCE 4- enginarl. Whenreviewedforapprovalbythe-43 re forMAXHORIZONTALTOTALLOADDEFLECTION: 1- 2 0.24 3 166 0.17 building designer. the design loadings shown T= 0. 00" must be checked to be sure that the data shown MAX HORIZONTAL LIVE LOAD DEFLECTION: are in agreementwith the local budding codes. T- 0. 00" toed climaticrecordsforwindorsnowloads, protect specifications or special applied loads. RMB - 1.15 Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compressionchords ( top or bottom) are continu- 5-1-8 ously bracedbysheathingunlessotherwisespecified. Where bottom chords in tension are 1 2 not fullybracedlaterallybyaproperlyappliedrigidceWng, they should be braced at a Q maxim= spacingofI (Y-O- o.c Connector plates shall be manufactured from 20 gauge hot dipped phanlred steel meeting ASIM A 653, Attach with (2) Grade 40. unless otherwise shown. 10d Toe -Nails FABRICATION NOTES Prior to fabrication. the fabricator shag review this dmwing to verify that this drawing is in conformance with the fabrtcaors plans and to realize a continuing responsibility for such verl- 1-5-LO flcation. Any discrepancies are to be put in writing before cutting or fabrication. Plates shad in not bestalledover knotholes, knots or distorted grain. Members shah be cut for tight fitting wood to wood bearing. Con- 2-9-14 nector platesshallbelocatedonbothfacesofthetruss with nails fully imbedded and shall be sym. about the Joint unless otherwise shown. A 0-4-1 5x4 plateis5• wide x 4- long. A 6x6 plate is 6' wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web 1-0-1 members shad meet at the centrold of the websunless otherwise shown. Connector plate sizes are minimum aizes based on the forces shown and may need o be increased for certain hand- 3X4 Attach with (1) ling and/ or erection stresses. This truss is not 10d Toe-Nai15 to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSIIIPI 1. 1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -Handling Installing d Bracing', HIB-91. Tresses are to be handled with particular careduring banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shall be designed and Installed by others. Careful hand. Ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporarybracing dud" installation between trusses to avoid toppling and dominotng. The supervision of erection oftrusses shall be tinder the control ofpersonsexperienced in the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time Noloads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. 0-3- 8 214# 3. 50" la (RO- 11-9) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321- 0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOR Cr.0V1ED0.F1L327(e 2.50 I 110# 2. 50" 5-1- 8 60# 2 50" C/L: L4 Over 3SupportsWAKNINU: 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 isapartofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bracing shown Isforlateralsupportoftrussmembersonlytoreducebucklinglength. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracingoftheoverallstructuremayberequired. (See HIB-91 of TPI). f7lussPlate Institute. TPI. is looted at 583 D'Onofrio Drive, Madison. Wisconsin 53719). scale = 0. 7443 Eng. Job: WO: 8$-RB4 Dwg: Truss ID: J4 Dsgor: TLY Clik: Date: 7-19-02 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:07.02.02- 17743-1I uettgn: Mdfru Anaftttt JOB PATH: C.ITEE-LOKVOBSl125MPHIBBRB4 HCS. 06.02.02 JB: BAYBURY B 4 AC: 10# UPLIFT D.L. WO: BBRB4 WE: TI: J6 9TY:5 DESIGN INFORMATION This design is for an IndWidual building component and has been based on information provided by the client. The designer dlaebbns any responstbWtyfor damages rs a result of faulty or incorrect Inforrnntion. speciflcrtions and/or deigns furnished to the truss destgner by the client and the rnrreclness or accumary of this inforration as R may relate to a spe- cific project and accepts no msponslbWty or exerchm no control with regard to fabrica- Ibn, handling, shipment and installation of trusses. This truss has been deigned as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engtneerl. When reviewed for approval by the budding designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building code. local climatic records for wind orsnow bads. project specifications or special applied Inds. Unle_v shown. truss has not been designed for storage or occupancy loads. The deign assume compression chords (top or bottom) are contlnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension arc not fully braced laterally by a property applied rigid ceiling, they should be braced at a maximum spacing of 10'-0' o.e. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawl" is in conformance with the fabricator's plus and to realize a continuing responsibility for such vert- fkatlon. Any diserepancles are to be put in writing before cutting or fabrication. Plate shall not be Wtalted over knotholes. knot. or distorted grain. Members shall be cut for light fitting wood to wood bearing. Con- nector plates shallbe located on loth faces of the truss with nails fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is 6' wide x B- long. Slots (holes) nun parallel to the piste lengthspecified. Double cuts on web members shag meet at the centroid ofthe webs unless otherwise shown. Connector plate sizes are mintmum sizo based on theforces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Inforrnatlon on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommnendatlons are to be followed In accordancewith -Handling Installing @ Bracing'. HIB-91. Tosses are to be handled with particular core during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holdingtrusses in a straight and plumb pos. ition and for resisting lateral forces shall be deigned and installed by others. Careful hand. Ling s essential and erection bracing is always required. Normal precautionary action for tosses requires such temporary braking during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons expertenced In the installation oftosses. Prafessbnal advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at anytime. No bads other than the weight ofthe erecton shall be applied to trusses until alter all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125nph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 36.0 ft W= 3.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIME LOAD DEFLECTION: L/999 L=-0.01" D= 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 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 shouldbemarkedontruss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 303# Support 2 124# Support 3 15# TC ... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -25 0.17 4- 3 -2 0.13 Joint Locations=====_=____- -- 1) 0- 7 12 3) 3- 1- 8 2) 3- 1- 8 4) 0- 7-12 MAX . REACTIONS PER BEARING LOCATION----- X-Loot Vert Horiz Uplift Y-Loc Type , 3- 0- 4 67 51 -124 TOP PIN 0- 1-12 148 65 -303 BOT PIN 3- 0- 4 36 0 -15 BOT H-ROLL 3-1-8 11 1 2 0 Attach with (2) 10d Toe -Nails Attach with (1) 10d Toe -Nails 9 3-1-8 F, 4 3148N3.50" 67# 2.50" 3-1-8 37# 2.f0" j (RO-11-9) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 1.0563 C/L: 3-0-4 VVPkKNINIi: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: BBRB4 LIMIaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: J6 CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: I Date: 7-19-02 4005 MARONDA WAY TC Live 16.0 psf DurFae - Lbr: 1.25 SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing wind bracing. portal bmeing or similar bracing width is a pan of the building design and which must be considered by the building designer. BraBracingfor TC Dead 7.0 psf BC Live DurFae - PIt: 1.25 O.C.Spacing: 24.0"sf P 9407) 321-0064 Fax (407) 321-3913 shown is lateral supportoftruss members only to reduce buckling length. Pr"sons must be 0.0 p TOMAS PONCE P.E. made toanchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HWWI). BC Dead 10.0 r PIB-91sDesignCriteria: TPI LICENSE # 0050068 rrruss Plate Institute. TPi, is located at 593 D•onofrto Drive. Madison, Wisconsin 537191. Code Dese: FLA 1690 GREENBROOK Cr.OviEDO.FL37766 TOTAL 33.0 psf V:07,02.02- 17744-1( VeJlgn: MlUnX AnaryslJ 10B PATH: C:17EE-L0KV0BS1125MP1iIBBRB4 HCS: 06.02.02 JB: BAYBURY B 4 AC: 10# UPLIFT D.L. WO: BBRB4 WE: TI: J6A 9TY:1 DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by theclient. The designer disclaims any responsibility fordamages as a result of faulty or Incorrect Information. speetfications and/or designs furnished to the truss designer by the client and the correctness oraccuracy ofthis Information as It may relate to a spe- clfle project and accepts no responsibility or exercises, no control with regard to fabrfm- tion, handling. shipment and Installation of trusses. This truss has been designed as an Individual budding component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as 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 amin agreement with the local building codes. local c1lmaUc records for wind or snow loads, project specifications or special applied Inds. Unless sham, truss has not been designed for storage or occupancy Inds. The design assumes compression chords (top or bottom) are continu. ously braced by sheathing unless otherwse specified. Where bottom chords in tension are not fully braced laterally by a properly applied rtgd ceiling, they should be braced at a maximum spacing of10'4r o.e. Connector plates shall be manufactured from 20 gaugehot dipped galvanized steel meeting ASIM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawingto verify that this drawing is In conformance with the fabricator's plans and to realize a continuing responsibility for such verl. flcation. Any discrepanciesare 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 Ught fitting wood to wood bearing Con- nector plates shall be located on both faces of the tress with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5' wide x 4' long. A BxB plate is 6' wide x 6' long. Slots (holes) rem parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate attes are minimum suns based on the forces shown and may need to be Increased for certain hand. ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer W ANSI/ I71 I-1995 PRECAUTIONARY NOTES All bracing and erection recommendations an to be followed In accordance with'Handling Installing g Bracing". HIS-91. Trusao an to be handled with particular can during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding tresses In a straight and plumb pos- Ition and for resisting lateral forces shall be designed and Installed by others. Careful hand - Wag Is essential wW erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing du" Installation between trusses to avoid toppling and donunomg. The supervision oferection of trusses shall be under the control of persons experienced In the installation of trusses. Professional advice star be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at tin e. ne. No loads other than the wcot of theerectors shall be applied to trusses until after allfastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V. 125mph, Ha, 22.0 ft, i= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type- Encl L- 36.0 ft W= 3.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/ 999 L-- 0.01" D- 0.00" T--0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB a 1.15 3X4 102N 3.50" Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 135# Support 2 124# Support 3 15# TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -25 0.17 4- 3 -2 0.13 Joint Locations=====__________ 1) 0-7-12 3) 3- 1- 8 2) 3- 1- 8 4) 0- 7-12 MAX. REACTIONS PER BEARING LOCATION----- X- Loc Vert Horiz Uplift Y-Loc Type 3- 0- 4 67 51 -124 TOP PIN 0- 1-12 102 65 -135 BOT PIN 3- 0- 4 36 0 -15 BOT H-ROLL 3- 1-8 L 1 2 0 3- 1-8 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 1800 OREENBROOK Cr.0VIEDOXI-32768 67# 2.50" 3711 2. 0" C/ L- 3- Over 3 Supports WAKNING: 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 bmctn& wind bractng, portal bracing or sbndlar bracing which Is a part of the building design and which must be considered by the budding designer. Bracing shownIsforlateralsupportoftrussmembersonlytoreducebucklinglengthProvisionsmustbemade to anchorlateral bracing at ends and specided locations determined by the building designer. Additionalbracingofthewerallstructuremayberequired. (See HIB-91 of TPI). rrruss Plate Institute, TPI, b located at 593 D'Onofrio Drive, Madison, Wisconsin 53719). Attach With (2) lOd Toe -Nails Attach with (1) 10d Toe -Nails scale = 1.2800 Eng. Job: WO: BBR134 Dwg: Truss ID: J6A Dsgor: TLY Chk: Date: 7-19-02 TC Live 16.0 psf DufFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Plt: 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:07.02.02- 17745-1( uettgn: Marro Analysis JOB PATH: C:ITEE-L0KV0RP125MPHI88RB4 HCS: 06.0102 JB: BAYBURY B 4 AC: 10# UPLIFT D.L. DESIGN INFORMATION This design is for an Individual budding component and has been based on Information provided by the client The designer disclalms any mPomfbWty for damages as a result of faulty or Immn ect information, specifications and/or designs furnished to the thus designer by the client and the correctness or accuracy ofthis Information as It may relate to a spe- cllk project and accepts no respom(bWty or exercises no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/771 I.190 and NDS-97 to be Incorporated as part ofthe buildingdesign by a Building Designer (registered architector professional engineer). When reviewed for approval by the building designer, the design loadings shown must be Checked to be sure that the data sham are In agreement with the kcal building codes, 10=1clinatk records forwind or snow Inds, project specifications or specW applied loads. Unless shown. truss has not been designed for storageorOccupancy loads. The design assumes compression chords (top or bottom) are =nllnu- ously braced by sheathing unless otherwise sPeeNed. Where bottom chords In tension are not fully braced laterally by a properly appliedr%W ceding, they should be braced at a maxhnum spacing of 10`4r o.e. Connector Plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A ; Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication• the fabricator shag review this drawing to verify that this drawing is Inconformancewiththefabricatorsplazasand to reillze a continuing responsibility for such verl- fl=tlon. Any discrepancies arc to be put in writing before cutting or fabrication. Plates shall not be Installed Over knotholes, knots or distorted grain. Members shall be cut for light fitting wood to wood bearing. Con- nector plates shall be bated on both faces of the truss with rails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wile x 4' long. A 6x8 plate is 6' wide x 8' long. Slots (holes) run parallel to the plate lengthspecified. Double cuts an web members shall meet atthe centrold ofthe webs unless otherwise shown. Connector plate sizes are minimum sties based on the forces shown and may need to be increased for certain hand- ling and/or ereclbn stresses. This truss is not to be fabricated with fie retardant treated lumber unless otherwise shown. For additional informaton on Quality Control refer to ANSI/7PI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with 'HandlingInstalling@Bracing". HIB-91. Trusses are to be handled with Particular care during banding and bundlln& delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In astraight and plumb pos- Ition and for resisting lateral forces stall be designed 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 avoid topplinganddominoing. The supervision oferection of noses shall be underthecontrol of personsexperiencedIntheinstallationoftresses. Professional advice shall be sought If needed. Concentration of constmalon it. graterthanthedesignbadsshagnotbeappliedto trusses at any time. No loads other than the weight ofthe erectors shall be applied to trusses Until after all fastening and bracingiscompleted. 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 fullbearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 303# Support 2 124# Support 3 15# MAX LIVE LOAD DEFLECTION: L/999 L--0.01" D- 0.00" T--0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB - 1.15 WO: BBRB4 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 shouldbemarkedontruss. Shim or wedge if necessary to achieve full bearing. WndLod per ASCE 7-98, C&C, V- 125mph, H- 22.0 ft, i= 1.00, Ecp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 36.0 ft W- 3.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI1- 2 -25 0.17 4- 3 -13 0.13 TI: J7 QTY:4 Joint Locations=============== 1) 1- 0- 6 3) 3- 1- 8 2) 3- 1- 8 4) 1- 0- 6 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type3- 0- 4 67 52 -124 TOP PIN 0- 1-12 148 67 -303 Bar PIN3- 0- 4 36 0 -15 BOT H-ROLL 3-1-8 11 1 2 2.50 1 0-3-8 2-10-0 4 31481! 3.50" 2. 501, 1 0-0 f n3-1-8 361/ RO-11-9) EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSI/TPI 1-1995 Over 3 Supports 3-04 FMarondia Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Deign: Matrix Analysis Attach with (2) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 1.0563 WAKNINU: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: BBR-94- A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: J7 CONTRACTOR. Dsgnr: TLY Chk: Date: 7-19-02 BRACING WARNING: TC Live 16.0 psf DurFCIC - Lbf: 1.25 Brawhich shown on this drawing is not erection bracing• wind bracing, portal bracing orsimilar bracingpartofthebuildingdestgnandwhichmustbeconsideredbythebuildingdesigner. Bra 8 TC Dead 7.0 psf DurFae - Pit: 1.2,5sshownisforlateralsupportoftausmembersonlytoreducebucklinglength. Provisions must bemadetoanchorlateralbracingatendsandspetlftediouomdetermhned BC Live 0.0 psf O.C.Spacing: 2ai.0" p g- by the buiding designer. Additional bracing of the Overallstnrcture may be required. (Sec HIB-91 of 7Pi). BC Dead 10.0 psf Design Criteria: TPI 9ass Plate Institute. TPI, is located at 583 D•Onofrio Drive. Madison. Wisconsin 53719). Code Desc: FLA TOTAL 33.0 psf V:07 02.02- 1 746-1( JOBPATH: C:ITEE-LOKVOBS1125MPHIBBIiB4 HCS: 06.02.02 JB: BAYBURY B 4 AC: 10# UPLIFT D.L. WO: BBRB4 WE: TI: J8 9TY:5 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 Analysis based on Simplified Analog Model. Joint Locations=__-_ This design is for an Individual building BOT CHORDS: 2x4 SP #2 MULTIPLE LOADS - - This design is the 1) 0- 7-12 3) 1- 1- 8componentandhasbeenbasedonlnfortnatlonAllCOMPRESSIONChordsareassumedtobecompositeresultofmultipleloads. 2) 1- 1- 8 4) 0- 7-12providedbythecllent. The designer disclauns any responsibilityfor damages as a result of continuously braced unless noted otherwise. This truss is designed to bear on lti lemuPMAX. REACTIONS PER BEARING LOCATION----- faulty or Incorrect lnfortnatlon. specifications supports. Interior bearing locations should X-Loc Vert Horiz Uplift Y-Loc Type and/ or designs furnished to the truss designer WndLod per ASCE 7-98, C&C, V= 125aph, be marked on truss. Shim or wedge if 1- 0- 4 24 14 -46 TOP PIN by the client and the correctness or accuracy H= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 necessary to achieve full bearing. 0- 1-12 83 18 -217 BOT PIN of this Information as It may relate to a spe- Bld Type= Enel L= 36.0 ft W. 1.1 ft Truss PROVIDE UPLIFT CONNECTION PER SCHEDULE: 1- 0- 4 12 0 -3 BOT H-ROLL cincprojectandacceptsnoresponsibilityorinENDzone, TCDL= 4.2 psf, BCDL= 6.0 psf Support 1 217# exercisesli controlwith regard t labAn o icon, handling. shipment and installation of Ct Resistant Covering and/or 3gGlazing R Support 2 46# getI 1 trusses. This truss has been designed as an MAX LIVE LOAD DEFLECTION: Support 3 3 # Individual building component in accordance with L/999 ANSIrM 1- 1995 and NDS-97 to be Incorporated L= 0.00" D= 0.00" T= 0.00" TC... FORCE ... CSI ..BC ... FORCE ... CSI aspartofthebuildingdesignbyaBuildingMAXHORIZONTALTOTALLOADDEFLECTION: 1- 2 7 0.02 4- 3 -2 0.01 Designer (registered architect or professional T= 0.00" engineer). When reviewed for approval by the building designer. the design loadings shown MAX HORIZONTAL LIVE LOAD DEFLECTION: must be checked to be sure that the data shown T= 0.00" are In agreement with the local building codes. local cllm uc records for wind or snow loads. RMB = 1.15 project specifications or special applied loads. Unless shown. tam has not been designed for storage or occupancyloads. The design assumes compression chords (top or bottoml are continu- ously braced by sheathingunless otherwise specified. Where bottom chords in tension are 1 2 not fully braced laterally by a property app rigid Mlln$ they should be braced ale F-- maximum spacing of IU-0' o.e Connector 5.00 plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Attach with (1) Grade40. unlem atherwbe shown. lOd 1'oe-Nails FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing toverifythat this drawing is In conformance withthe fabricator's plane and to realize a continuing responsibility for such verl- ncation. Any discrepanciesare to beput in 0-9-11 writingbeforecuttingorfabrication. Plates shall not be Installed over knotholes, knots or distortedgrain. Members shall be cut for tight ftttingwind to woodbearing. Con- 1-1-14 nector plates shallbe located on bothfaces of 0-4-1 thethuswithnailsfullyimbeddedandshallbesym about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long A 6x8 plait Is 6' wide x 8' long Slots (holes) run pan llel to Attach with (1) the plate length specified. Double cuts on web 3X4 I 10d Toe -Nails members shall meet at the eentrold of the webs unless otherwise shorn. Connector plate size are mintmumsizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This thus is not to be fabricated with are retardant treated lumber unless otherwise shown. For additional Infomation on Quality Control refer to ANSIr PI 1.1995 PRECAUTIONARY NOTES AB bracing and erection remnunendations are to be followed in accordance with -Handling 1-1-8 I InstallingABracing-. HIB-91. Trusses are to be handled with particular are during banding 1 4 3 andbundling, delivery and Installation to avoid damage. Temporary and perm ument bracing 83# 3.50" 25# 2.50m for holding I- In a straight and plumb pos- Ition and for resisting lateral form shall be 1- 0-0 13# 2.5 " t. 1-1-8 designed and Installed by others. Careful hand- RO-11-9) C/L' 1 lingisessentialandcrcctlonbracingisalwaysEXCEPTASS11OWNPLATESARETL20GATESTEDPERANSI/TPI 1-1995 Over 3 Supports 1.8187 required. Normal precautionary action for scale trusses requires such temporary bractng durtng Installation between teases to awld toppling and domtnoing. The supervision of erection of trussesshall beunder the can lnolarpersons Maronda Systems WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: Dwg: B Truss ID: J8 Professionala dvicebesot wedCONTRACTOR. Dsgnr: TLY Chk: Date: 7-19-02 Concentration of com-Won Inds greater than the design loads shall not be applied to BRACING WARNING: 4005 MARONDAWAYTICLive 16.0 psf DurFae - Lbr. 1.25 basses at an time. No loads other than the Y Brachshown on Hats din g wogisnot erection bracing. wind bracing. portal bracing or similar bracing TIC Dead 7.0 psf DurFae - PIt: 1.25 welght of the erectors shall be applied to trtuses unto after all fadeand brae tag SANFORD. FL. 32771 which Is a part of the buildingdesign and which must be considered by the building designer. Bracing is forlateralBCLive 0.O f O.C.Spacing: 24.0" p 9iscompleted. 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. sham support of truss members on to reduce buckling le l bracing g peeN g length. e Provisions node to anchor literal bracts at ends and Ned locations determined the building designer. Additional bracing C Dead 10.0 Ps f DesignCriteria: TPI g oftheoverallstructuremayberequired. (See HIB-91 of 7Po. muss Plate ImUtute. Code Dese: FLA LICENSE #005006816900REENBROORCLOVIEDOXI. 92766 TPI. is located at 583 D'Onofilo Drive. Madison. Wisconsin 53719). TOTAL 33. 0 psf V:07 02 02- 47-110 Design: Matrix Analysis JOB PAIN: CATEE-LOKUOBS1125MPHIBBR94 TICS: 06.02.02 JB: BAYBURY B 4 AC: 10# UPLIFT D.L. WO: BBRB4 WE: DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by thecllenL The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information, specifications and/or designs furnished to the (mess designer by the client and the correctness or accuracy of this Information as it may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and butallation of trusses. This truss has been designed as an Individual building component in accordance with ANSVIPI 1.1995 and NOS-97 Lobe incorporated ns part ofthe building design by a BuOding Designer (registered architect or professional englneed. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local climatic records for wind or snow Inds. project specifications or special applied Inds. Unless shown. truss has not been designed for storage or occupancy bads. The design assumes compresslon chords (top or bottom) are contlnu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-O' o.e. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior tofabrication, the fabricator shall review this drawing to verify that this drawing is in conformance wtth the fabricators plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to to put in writing before cutting or fabrication. Plates shag not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con. nector plates shall be locatedon both facesof the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A Sx4 plate is 5' wide x 4' long. A 6x8 plate is 6' wide x 8' long Slots (holm) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the form shown and may need to anbeincreasedforcertainhd- Iing and/or erection sIxesses. This thus is not to be fabricated with fire retardant treated lumber unlem isotherwe shown. Foradditional infomstlon on Quality Control referto ANSI/TPI 1-19M PRECAUTIONARY NOTES All bracing and erection recommrendatlons are to be followed in accordance with *Handling Installing m Bractne. HIB-91. Trusses are to be handled with particular cue during bandingandbundling, delivery and installation to avoid damage Temporary and permanent bracing for holding trusses In a straight and plumb pos. tuon and for resisting lateral forces shall be designed and Installed by others. Careful hand - Unit is essentialand erection bracing isallays required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing, The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any lime No loads other than the welght of the erectors shall be applied to trusses until alter all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assl>med to be continuously braced lidless noted otherwise. WndLod per ASCE 7-98, C&C, V. 125mph, H- 22.0 ft, I= 1.00, Exp.Cat. B, Xzt- 1.0 Bld Type_ Enc. L. 36.0 ft W- 1.1 ft Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L. 0.00" D- 0.00" T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: To 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB - 1.15 EXCEPT AS SHOWN PLATES ARE TL20 GA Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407)321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Matrix Analysts Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on mitdltiple 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 49# Support 2 46# Support 3 3# TC...FORCE ... CSI ..BC...FORCE ... CSI 1- 2 7 0.02 4- 3 -2 0.01 4 ` Y 37# 3.50" 25# 2.50" 13# 2.50" C/L: 1-0TESTEDPERANSI/TPI 1-1995 Over 3 Supports 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 bmcbi& portal bracing or similar bracingwhichisaparofthebuildingdesignandWhichmostbeconsideredbythebuildingdesigner. BracingshamIsforlatentsupportoftrussmembersonlytoreducebucklinglength. Provisi rn 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). 1'r— Plate Institute. TPI. is located at593 D'Onofrlo Drtve. Madison. Wisconsin 53719). JOB PATH: C:ITE&L0XV0BS1125MP11lBBBB4 TI: J8A ATY:1 Joint Locations=====_======___ 1) 0 7-12 3) 1- 1- 8 2) 1- 1- 8 4) 0- 7-12 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1- 0- 4 24 14 -46 TOP PIN 0- 1-12 37 18 -49 BOT PIN 1- 0- 4 12 0 -3 BOT H-ROLL Attach with (1) lOd Toe -Nails 0-9-11 Attach with (1) 10d Toe -Nails scale = 2.6013 Eng. Job: WO: 8B4 Dwg: Truss ID: J8A Dsgnr: TLY Chk: Date: 7-19-02 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:07.02 0 - 48-1 ' HCS. 06.02.02 JB: BAYBURY B 4 AC: 10# UPLIFT D.L. WO: BBRB4 WE: TI: J9 9TY:4 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 Analysis based on Simplified Analog Model. ------------==Joint Locations=-===__________ This design is foran Individual building BOT CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the 1) 0- 7-14 3) 1- 1- 8 component and has been based on Information All COMPRESSION Chords are assumed to be composite result of multiple loads. 2) 1- 1- 8 4) 0- 7-14providedbytheclientThedesignerdisclaimscontinuouslybracedunlessnotedotherwise. This truss is designed to bear on multiple ----MAX. REACTIONS PER BEARING LOCATION ----- anyyorIresponsibilityectfordamages asereuhof Shim or wedge if necessary to achieve full supports. Interior bearing locations should X-Loc Vert Horiz Uplift Y-Loc Type fetidlyorIncorrectInformation, specifications and/ ordesigs furnished to the truss designer bearing. be marked on truss. Shim or wedge if 1- 0- 4 24 17 -46 TOP PIN by the client and the correctness or accuracy necessary to achieve full bearing. 0- 1-12 82 21 -216 BOT PIN of this information as it may relate to a spe- PROVIDE UPLIFT CONNECTION PER SCHEDULE: WndLod per ASCE 7-98, C&C, V- 125niph, 1- 0- 4 12 0 -3 BOT H-ROLL ciflc project and accepts no reponsibWry, or Support 1 216# H= 22.0 ft, I- 1.00, Exp.Cat. B, Rzt- 1.0 exercisenocontrolwithregardtofabAra- Support 2 46# Bld tion. handling. shipment and Installation of pp0 Type= EnCl L- 36.0 ft W- 1.1 ft Truss tr . This truss has been designee as an Support 3 3# in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf individual budding component in accordance with MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req ANSI/7PI 1.1995 and NDS-97 to be incorporated L/999 as part ofthe building design bya Budding L- 0.00" D- 0.00" T- 0.00" ..TC... FORCE ... CSI ..BC ... FORCE ... CSI Designer (registered architect orprofessional MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -8 0.02 4- 3 -4 0.01 engineerl. When reviewed for approval by the building designer, the design loadings shown T- 0.00" must be checked to be sure that the data shown MAX HORIZONTAL LIVE LOAD DEFLECTION: are In agreement with the local building codes. T- 0.00" loco climaticrecords for wind or snow loads. project specifications or speclal applied Inds. RMB - 1.15 Unless shown. truss 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 1 2 not fully braced laterally by a properly applied rigid ceWng, they should be braced at a O maximumspacingof10'-0' o.e. Connector plates shad be manufactured from 20 gauge hot dipped galvanized steel meeting ASTMA653. Attach O with Grade 40. unless otherwise shown. 10d FABRICATION NOTES Prior to fabrication. the fabricator shall review thts dmw• ing toverify thatthis drawing is Inconformance with the fabricator's plansand to realize a continuing responsibility for suchveri- flcaUon. Any discrepancies are to be put In 0.8-9 w•rtting beforecutting or fabrication. Plate shall not he installedover knothole, knots or distorted grain.n. Membersshah be cut for tight fitting wood towood bearing. Con- 1-1-14 nector plates shall be located on both far of the truss with nalls fully imbedded and shall be 0-5-0 sym. aboutthejointunlessotherwiseshown. A 5x4 plate is 5- wide x 4- long. A US piste is 6' wide x itlong. Slots (holes) run parallel to 0-2-1 the platelengthspecified. Double cuts on web members shall meet at the centroid ofthe webs I Attach with (1) unless otherwise shown. Connector piste st— are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/ or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-190 2.50 I 0-3- 8 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with -Handling L 0-10-0 L Installing ABracing'. HIB-91. Trusses are to be handled with particular care during banding 4 3 and bundling. dellvery and Installation to avoid 83N 3.50" 251/ 2.50" damage. Temporaryandpermanentbracingforholding trusses In a straight and plumb pos- 1-" 13# 2.5 " Lkm and for reststing lateral forces shad be Die1-1-8 designed and installed by others. careful hand- ) C/L: 1 ling is essential and erection bracing is always EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 1.8187 required. Normalprecautionaryactionfortrussesrequites such tonporwy btatdng dwlq installation between trusses to avoid toppling WARNING: READ ALL NOTES ON THIS SHEET. Eng. lob: RB4 and dominoing. The supervision of erection o< Dwg: TfUSS I D: J9trusses shallbeunderthecunt- of persons M!aronda Sstems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Professional od icealltalbeD of wed. y CONTRACTOR. Dsgfu: TLY Chk: Date: 7-19-02 Concentration of constructlon badsgreater TC Live 16.0 psf DufFac - Lbf: 1.25 than thedesignbadsshallnotbeappliedWBRACINGWARNING: trusses at any time. No loads other than the 4005 MARON DA WAY Bracing shown on this drawing is runt erection bracing. wind bracing. portal bracing or similarbracing TCDead 7.0 psf DufFac - Pit: 1.25 weight of the erectors shad be applied to SA NFORD, FL. 32771 which is a part of the building design and which must be considered by the budding designer. Bracing trusses untilafterallasteningandbracing (407) 321-0064 Fax (407) 321-3913 shown h for lateral support of truss members only to reduce buckling length. Prrnblans must be BC Live 0.0 psf O.C. Spacing: 24.0" is completed. made to anchor lateral bracing at ends and speclUed locations determined by the building designer. bracing y rewired. (See HIB-9I of7 n. BC Dead 10.0 psf Design Criteria: TPI TOMAS PONCEP.E. Additions, braart the overall structure may be LICENSE #0050068 (Truss Plate Institute. TPI. is located at 583 D'Onofrio Drhe. Madison. Wisconsin 537191. Code Desc: FLA IWOOREENBROOR Ct'.OVIEDO. M32768 TOTAL 33.0 psf V:0 02.0 - 50- 13 Design: Marrfr Analysis JOB PATH: C:I7EE-L0KV0BS1125MPHIBBRB4 HCS. 05.0102 JB: BAYBURY B 4 AC: 10# UPLIFT D.L. DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information. speetfleroons and/or designs fu ntshed to the truss designer by the client and the conectness or accuracy mf this Information as It may relate to a spe- cmc project and accepts no responsibility or exercises no control with regard to fabrica- tion. handling. shipment and installation of trusses. This sues has been designed as an individual building component In accordance with ANSI/TPI 1-IM and NDS-97 to be Incorporated as part ofthe building design by a Building Designer Iregtstered archnect or professional engineer). When reviewed forapproval by thebuildingdesigner, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes, local climatic records for wind or snow bads. project specifications or special applied Inds. unless shown, truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified, Where bottom chords in tension are not fully traced laterally by a property applied rigid ceiling they should be brawl at a maximum spacing of l0`-0" O.C. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASiM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawingtoverify that this drawingIs In conformance with the fabricators plans and to man, a continuing responsibilityforsuch veri- flcatron. Any dlscmpandw are to beput In writing before crating or fabrication - Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for tight filling wood to wood bearing Con- nector plates stall be located on both paw of the truss with nags fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5- widex 4- long. A6x8plate is 0' wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members stall meet at the centrold of the webs unless otherwise shown. Connector plate sites are minimum sirs based on the form shown and may need to be Increased for certain hand- Itngand/or erection stresses. This tress is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES A8bract" and erection recommendations are to be followed in accordance with'llandling InstalLing R Bracing'. HIB-91. Trusses are to be handled with particular eve during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos. Mn and for resisting lateral form shall be designed and installed by others. Careful hand- Iing Is essential and erection bracing s always required. Normal precautionary action for trusses requires such temporary bracing during tnstalalbn between trusses to avoid topplinganddominotn& The supervision oferection of trusses shall be under the control of person experienced In the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any Lane. No loads other than the weight of the emcion shall be applied to trusses until after all fasteningand bracingscompleted. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE HORIZONTAL CONNECTION PER SCHEDULE : Support 1 398# Support 2 430# MAX LIVE LOAD DEFLECTION: L/999 L--0.06" D. 0.01" Tm-o.05" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 3-3-1 0-4-1 1 WV: 1313RB4 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V. 125mph, H- 22.0 ft, i= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type. Encl L. 36.0 ft We, 7.0 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 -448 0.19 6- 5 399 0.13 2- 3 -448 0.18 5- 4 -1 0.09 TI: JA QTY:3 e,Joint Locations=============== 1) 0- 7-12 3) 7- 0- 0 5) 2- 1-12' 2) 2- 1-12 4) 7- 0- 0 6) 0- 7-12 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type6-10-12 98 -430 -140 TOP PIN 2- 1-12 323 398 -301 BOT PIN6-10-12 45 0 0 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 301# Support 2 140# 7-0-0 1 2 3 1A LA4 3-3-1 7-0-0 6 5 CANT: 2-0-0 324# 3.50" 4 99# 2.50" io 7-0-0 46# 2 50" EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANS11TP1 1-1995 Over 3 Supports C/L: 6110-12 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK MOvtEDO.R32766 Design: Afarrit Analysis Attach with (2) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.6451 WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: 130 A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: JA CONTRACTOR. Dsgnr: TLY Chk: Date: 7-19-02 BRACING WARNING: TC Live 16.0 psf DurFac - Lbr: 1.25 Bracing shown on this drawing is not erection bracing wind bracing, portal bracing or similar bracingwhichisapanofthebuildingdesignandwhichmustbeconsideredbythebulldbngdeslgncr. TC Dead 7.0 psf DurFae - Pit: 1.25 shown Is BracingforlatelolsupportoftrussmembersonlytoreducebucklinglengthPryllommustbemadetoanchorlateralbracingatendsandspecifiedlocationsdetermined BC Live 0.0 psf O.C. Spacing: 24.0" by the building designer. Additional bracingofthe overall structure may be required. (See IIIB-91 of TP0. BC Dead 10.0 psf Des1 n Criteria: TPI9 Truss Plate institute. TPI, is located at 583 D•Onofrlo Drive. Madison. Wisconsin 53719). Code Dese: FLA TOTAL 33.0 psf V•07.0 .02- 1 52-11JOBPA771: C:ITEE•LOXUOBSIIZfA1PHIBBRB4 HCS. 06.02.02 JB: BAYBURY B 4 AC: 10# UPLIFT D.L. DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the client. The designer dtscialms any responsibility far damages as a result of faulty ortncrrect information. speciflalio; and/or designs furnished to the truss deslcr by the client and the correctness or aceumcy of this inorma ion as B may rebte to a spe- clllc project and accepts no responsibility or exercises no control with regard to fabrica- tion. handling, shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/M 1-1995 and NOS-97 to be Incorporated as part of the building design by a BuildingDesigner (registered architect orprofessional engtneert. When reviewed for approval by thebuildingdesigner. the design loadlrip shownmustbecheckedtobesurethatthedatashown are In agreement with the local building codes, local eltmaUe records for wind or snow foods. project specifications or special applied Inds. Unless shown, buss has not been designed for storage or occupancy toads. Thedesign assumes compression chords (top or bottom) are conitnu. ousy braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly appliedrigidceiling. they should be braced at a maximum spacing of 10'-0' o.c. Connector plates shall be manufactured from 20 gauge hotdippedgahantrcdsteelmeetingASTMA653. Crade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing toverity that this drawing is In conformance with the fabrtmtoes plans and to realize a continuing responsibility for such veri. fl=Lkm. Any discrepancies am to be put in writing before cutting or fabrication. Plata shall not be Installed over knotholes, knots or distorted grain. Alembers shall be cut for tight Biting wood to wood bearing. Can. nectar plates shall be located on both fare of the truss with nails rely 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' aide x 8' long. slats (holes) run parallel to the plate length specified. Double cuts onweb embers shall meet at the centroid ofthe webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with nm retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with 'HandlingInstallingABracing'. HIB-91. Trusses are to be handled with particular are during banding and bundling, delivery and Installation to avoid damages Temporary and permanent bracingforholdingtrussesinastraightandplumbpm- IBon and for resisting lateral form shall be designed and Installed by others. Careful hand - Unit is essential and erection bracing is always required. Normal preautlonary action for trusses nettulrs such temporary bracing during Installation between trusses to avoid topplinganddominotng. The supervision of erection of trusses stall be under the cont rW of persons experienced in the installation of (nova. Prof, ""I advice shall be sought If needed. Concentration of constnrctlon bads greaterthanthedesignbads $hall not beapplied to trusses at anytime. No bads other than the wel&bt of the erectors shall be applied to trusses until after all (asterrbag and bracingiscormpblcd. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, CSC, V. 125mph, H= 22.0 ft. i= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Rncl L= 36.0 ft W. 7.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing ReqMAXLIVELOADDEFLECTION: L/632 at Mid -panel # 1 L=-0.13" D=-0.14" T=-0.27" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.00" RMB = 1.15 3-3-1 0-4-1 JAI# 229# 3.50" WO: BBRB4 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 shouldbemarkedontruss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 101# Support 2 99# Support 3 7# TC...FORCE ... CSI ..BC...FORCE ... CSI 1- 2 -59 0.44 4- 3 -1 0.32 TI: JB QTYA m=====_=====Joint Locations..==.=.®.==Q== 1) 0- 7-12 3) 7- 0- 0 2) 7- 0- 0 4) 0- 7-12 MAX. REACTIONS PER BEARING LOCATION----- x-Loc Vert Horiz Uplift Y-Loc Type 6-10-12 150 51 -99 TOP PIN 0- 1-12 229 66 -101 BOT PIN 6-10-12 82 0 -7 BOT H-ROLL 7-0-0 1 2 Q 7-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 LMaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 OREENBROOK C7.0VIEDO.F1-32766 Design: Matrit Andlyrfs Attach with (2) 10d Toe -Nails 3-3-1 Attach with (2) 10d Toe -Nails 150# 2.50" 82# 2 50" Over 3 Supports C/L- 6-10-12 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 bmcm& portal bmctng or similar bracingwhichIsapartofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bracingshownisforlateralsupportoftrussmembersonlytoreducebucklinglength. Provisions must be made to anchor bteral bracing at ends and specified locations determined by the building designer. Additional bracing ofthe werall structure may be required. (See HIB-91 ofTPO. frruss Plate Institute. TPI. Is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). JOB PATH: C.•ITEE-LOKUOBS 125AfPHIBBRB4 Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf scale = 0.6451 Truss ID: JB Date: 7-19-02 DurFac - Lbr: 1.25 DurFac - Plt: 1.25 O.C. Spacing: 24.011 Design Criteria: TPI Code Desc: FLA TICS: 06.02.02 JB: BAYBURY B 4 AC: 10# UPLIFT D.L. WO: BBRB4 WE: TI: P 9TY:4 DESIGN INFORMATION This design is for an IndMdual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect mInforation, 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 spr elite project and accepts no responsibility or exercise no control with regard to fabrfes- tion, handling, shipment and Installation of trusses. This truss has been designed as an individual building component in accordance with ANSI/TPI 1.1995 and NDS-97 to be Incorporated as part ofthe budding 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 are Inagreement with the local buildingcodes, local climatic records for wind or snow loads. Nprojectspeccdtom or special applied loads. Unless shown, truss has not been deigned for storage or occupancy Inds. The deign assumes compression chords (cop or bottom) arc continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid ceding, they should be braced at a maximum spacing of IOr-0- o.c. Connector plate shall be manufactured from 20 gauge hot dipped gahanized steel meeting ASTM A 653, Crude 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such vert- fication. Any discrepancies arc to be put in writing before cutting orfabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Members shall be cut forUghtfittingwood to wood hearing. Con- nector plates shall be located on both face of the thus with nails fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A6x8 plate is 6* wide x 8' long. Slots (hole) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes arc minimum size based on the form shown and may need tobe Increased forcertain 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 eual ty Control refer to ANSI/7P1 1-1995 PRECAUTIONARY NOTES AU bracing and erection recommendations are to be followed in accordance with'Handling Installing & Bracing-, HIB-91. Trusses are to be handled with particular care during banding and bundling delivery and installation to avoid damage. Temporary and pemmrient bracing for holding trusses in a straight and plumb pos- Itlon and for resistingLateral force shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for misses requires such temporary bracing during installation between trusses to avoid toppling and dominob4 The supervision of erectionof trusses shall be under the control of persons experieneed in the Installation of trusses. Professional advice shall be sought ifneeded. Concentration ofconstruction loads greater thanthe design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to muses unto afterall fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 1,2 MULTIPLE LOADS -- This design is the composite result of rmiltiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. PROVIDE HORIZONTAL CONNECTION PER SCHEDULE : Support 1 270# MAX LIVE LOAD DEFLECTION: L/556 at JOINT # 7 L=-0.06" D= 0.01" T=-0.05" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.32" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.36" RMB = 1.15 1X4 continuous lateral bracing attached with 2- 10d nails each member where shown.Bracing MUST be positioned to provide equal unbraced segments OR 2x4 "T" brace may be nailed flat to edge of web with 12d nails spaced 8" D.C. Brace must extend at least 90% of web length 2x6 Brace required on any web exceeding 141. End vertical(s) not designed for exposure to lateral wind pressure. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 187# Support 2 1123# TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 1049 0.32 7- 6 260 0.10 2- 3 -90 0.20 6- 5 -632 0.14 5- 4 -1199 0.13 GABLE STUD PLATES (8) 2X4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 CREENBROOK CT.OVIEDOXI-32766 9-8-5 4-9-8 2X4 3X6 3X4 7-11-12 ffo 9 II 11-0 2-10-8 7 65 4 547# 24.00" 214# 1.50" 1-1 le— 4-9-8 PER ANSl/TPI 1-1995 Joint Locations=====__ ________ 1) 0-0- 0 4) 4- 9- 8 7) 0- 0- Q 2) 1-11- 0 5) 1-11- 0 3) 4- 9- 8 6) 1-11- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1- 0- 0 547 270 -187 BOT PIN 4- 8-12 213 0 -1123 BOT H-ROLL WndLod per ASCE 7-98, C&C, V. 125mph, H= 15.0 ft, I= 0.00, Exp.Cat. B, Xzt= 0.0 Bld Type= L= 0.0 ft W. 4.8 ft Truss in END zone, TCDL= 0.0 psf, BCDL= 0.0 psf WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgnr: TLY Chk: BRACING WARNING: TC Live 16.0 psf Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead 7.0 psfwhichisapartofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bracingshownisforlateralthustobucklinglength. BC Live 0.0 psfsupportofmembersonlyreduceProvisionsmustbe made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 100 fpsAdditionalbracingoftheoverallstructuremayberequired. (See HIB-91 of TPi) truss Plate ImUtute. 171. is located at 593 D'Onofrio Drtve, Madison. Wisconsin 53719). TOTAL 33.0 scale = 0.1797 Truss ID: P Date: 7-19-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Matrix Analysis JOB PATH: C:ITEE-L0KV0BSL9BRB4 TICS: 06.02.02 DESIGN INFORMATION This design is for an individual building component and has been based on informaUon provided by the client. The designer dkA tm any responsibility for damages as a result of faultyor 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- calc protect and accepts no responsibility or exercises no control with regard to fabrta- tlon, handling, shipment and installation of trusses. This truss has been designed as an individual building component in accordance wit! ANSI/ZPl 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Destgner (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 butlatng codes. local tdtmatic retards for wind or snow loads, project spectilcatlnns or special applied hinds. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes compresslon chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in ten lon are not fully braced laterally by a property applied rigid ceiling, they should be braced at a maximum spacing of 10'-0' o.a Connector plates shall be manufactured from 20 gauge hot dipped gilvartbed 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 fabrtcators plans and to realize a continuing responsibility for such ven- flatiun. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- neclor plates shall be bated on both fags of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate Is T wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sires are mintmum stuns based on the fortes shown and my need tobe increased forcertain hand- ling and/orerection stresses. This truss is not tobe fabricated with fire retardant treated lumber unlessotherwise shown. For additional blforraatbn on Quality Control referto ANSI/IPI 1-1995 PRECAUTIONARY NOTES All bracing and erection mccounendations are to befollowed in accordance with'Handling Installing R Bracing", HI13-91. Trusses are to be handled with particular care during banding and bundling, debmry and installation toavoid damage: Temporary and permanent bracing for holding trusses in a straight and plumb pos- R1on and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling Is essential and erection tracing is always required. Normal precautionaryaction for trusses requires such temporary bracing daring Imiallailon betu2en irtisses to avoid topperanddoodnofng. The supeMsion oferection of trusses shall be under the control of persons experienced in the IastaUatlon of masses. Professional advice shall be sought if needed. Concentration of construction loads grater than the design bads shall not be applied to trusses at any time. No bads other than the weight of the erectors stall be applied to rtusotuntil after allfastening and bracing iscompletedJB: BAYBURY B 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 1,2 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. PROVIDE HORIZONTAL CONNECTION PER SCHEDULE : Support 1 270# MAX LIVE LOAD DEFLECTION: L/ 556 at JOINT # 7 L-- 0.06" D- 0.01" T--0.05" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.32" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.36" RMB - 1.15 WO: BBRB4 WE: 1X4 continuous lateral bracing attached with 2- 10d nails each member where shown.Bracing MUST be positioned to provide equal unbraced segments OR 2x4 "T" brace may be nailed flat toedgeofwebwith12dnailsspaced8" o.c. Brace must extend at least 90% of web length 2x6 Brace required on any web exceeding 141. End vertical(s) not designed for exposure to lateral wind pressure. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 187# Support 2 1123# TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 1049 0.32 7- 6 260 0.10 2- 3 -90 0.20 6- 5 -632 0.14 5- 4 -1199 0.13 CONTINOUS 1EATHING 3X6 3X4 3X4 . 3X6 GABLE SCUD PLATES (8) 2X4 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 1a90 OREE14BROOKMOVIEDO.F1.52766 Design: Matrix Analysis TI: P QTY:4 Joint Locations=====_________ 1) 0- 0- 0 4) 4- 9- 8 7) 2) 1-11- 0 5) 1-11- 0 3) 4- 9- 8 6) 1-11- 0 MAX. REACTIONS PER BEARING LOCATION----- X- Loc Vert Horiz Uplift Y-Loc Type 1- 0- 0 547 270 -187 BOT PIN 4- 8-12 213 0 -1123 BOT H-ROLL WndLod per ASCE 7-98, C&C, V. 125mph, He, 15.0 ft, I- 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type- Part L= 36.0 ft We, 4.8 ft Truss in END zone, TCDL= 4.2 psf, BCDL- 6.0 psf NOTE: TRUSS SHIPPED TO FIELD IN TWO SEGMENTS. ATTACH IN FIELD USING 7116' OSB SHEATHING NAILED W18d NAILS 4. 0' O.C. AT ALL CONTACT SURFACES scale = 0.1797 WAKNIIM READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Eng. Job: Dwg: Dsgnr: TLY Chk: IWO: BBRB4 Truss ID: P Date: 7-19-02 TC Lave 16.0 psf DurFae - Lbr' 1.25 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead 7.0 psf DurFae - PIt: 1.25 which is a part of the building design and which most be considered by the building designer' oer. Bracingn shown isfor lateral support of truss members only to reduce buckling length. Provisionsust be BC Live 0.0 psf O.C. Spacing: 24.0 made to anchor lateral bracing at ends and specified locations determined by the building designer. AddtUonalbracingoftheoverallstructuremyberequired. (See H1B-91 of TPI). BC Dead lo.o t psDesign Criteria: TPI n msa Plate Institute. TPI. is located at 583 D•OnaGto Drive. Madison. Wisconsin 53719). Code Dese: F LATOTAL 33.0 psf V:0 .02.02- 17753-11 JOB PAIN: CATEE-LOKUOBS1125MPHIBBR84 HCS: 06.02.02 DESIGN INFORMATION This design Is foran individual building component and has been based on Information provided by the client- The designer disclaim any responsibility for damages as a result of faulty or tnconmct 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. cdic project and accepts no responsibility or exercises no control with regard to fabrica- tion. handling. shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer Iregtstered architect or professional engineerl. 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 brecordsforwindorsnowads. project specBkaUom or special applied loads. Unless shown. truss has not been designed for storage or occupancy (cods. The design assumes compression chords (topor bottom) are contlnu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly appliedrigidceiling. they should be braced at a maximum spacing of 10'-0- o.e Connector plates shall be manufactured from 20 gauge hotdippedgalvanizedsteelmeetingASTMA653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing Is In conformance with the fabricators plans and to realize a continuing responsibility for such veri- Nation. Any discrepancies are to be put In writingbefore cutting or fabrication. Plates shall notbe Installed wer knotholes, knots or distorted grain. Members shall be cut for tight IllU ng wood to wood bearing. Can. nector plates shall be located on both faces of the trusswith nails, fully imbedded and shall be sym. about the joint urdess otherwise shown. A 5x4 plale is 5' widex 4' long. A W 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 eentrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- and/or erecion stresses. Tits truss is not to be fabricated with Me retardant bated lumber unlessotherwiseshown. For additional information on Quality Control referto ANSI/171 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendatlons are to be followed In accordance with "Handling Installing 6 Brachig'. HIS-91. Trusses are to be handled with particular care during bandingandbundling. delivery and Installation to avoid damage. Temporary 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 trusses to avoid toppUngAraldominoing. The supervision of erection of trusses shall be under the control of persons experienced In the Installaton of trusses. Professional advice stall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shag be applied to trusses until after all fastening and bracingIscompleted. JB: BAYBURY FLOOR AC: CUTTING ONLY TOP CHORDS: 4x2 SP 2 BOT CHORDS: 4x2 SP 2 WEBS: 4x2 SP 43 2-4x2 SP 3 GABLE STUD: 4x2 SP 3 WO: BBRAF WE: Truss NOT designed for Wind Loads. ***+ All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. 1,2 *** CUT TOP CHORD OVER INTERIOR SUPPORT *** This truss *NOT* designed for wind load) TI: F 1 9TY:1 Joint Locations===========---- 1) 0- 0- 0 19) 21- 5-12 37) 21- 5-12* 2) 1- 0- 4 20) 22- 9- 4 38) 20- 1-12 3) 1- 5-12 21) 24- 1-12 39) IS- 9-124) 2- 9-12 22) 25- 5-12 40) 17- 5-125) 4- 1-12 23) 26- 2- 0 41) 16- 1-126) 5- 5-12 24) 27- 1- 8 42) 14- 8- 9 7) 6- 9-12 25) 27- 9- 0 43) 13- 5-12 8) 8- 1-12 26) 27- 9- 0 44) 12- 1-129) 9- 5-12 27) 29- 5-12 45) 10- 9-12 10) 10- 9-12 28) 29- 9- 4 46) 9- 5-1211) 12- 1-13 29) 29- 9- 4 47) 8- 1-12 12) 13- 5-12 30) 29- 5-12 48) 6- 9-12 13) 14- 9-12 31) 27- 9- 0 49) 5- 5-1214) 16- 1-12 32) 27- 9- 0 50) 4- 1-1215) 17- 5-12 33) 26- 2- 0 51) 2- 9-12 16) 18- 9-12 34) 25- 5-12 52) 1- 5-1217) 19- 9- 4 35) 24- 1-12 53) 1- 0- 4 18) 20- 1-12 36) 22- 9- 4 54) 0- 0- 0 1 2 3 4 5 6 7 8 9 10 11 12 0 14 15 16 17 18 19 20 21 22 23 24526 22L5X3 Y4 1.5X3 N=1.5X3 1.SX3 3X61.5X3 3X4 2X41.5X3 1.5X3 5X31.SX31.5X31.SX31.5X3W-315X315 1. 5X31.SX315X3 2X4 1.5X31.SX3X45 2X41 2X4 1- 4-0 1- 4-0 2X4 1.5X3 1.5X3 1.5X3 ' 1.5X3 1.5X3 1.5X3 L.SX3 1.5X3 1.5X3 2X4 1.5X3 1.5X3 3X8 1.5X3 — 1.5X3 1.5X3 2X4 1.5X3 1.5X3 W=3X6 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 N=1.5X3 29- 9-4 54 5352 51 50 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 3433 3231 of8.0011 10 of 8.001, 29- 9-4 EXCEPT AS SIIOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Cont. Support Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE # 0050068 1690 GREENBROOK MOVIEDOXI-32766 Design: Mdfrir Andysis YYAKNING: READ All NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bmctng sham on this drawing is not erection bracing. wind bracing. portal bracing or stmthrbracing whichisapartofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bmcbng shownIsforlateralsupportoftrussmembersonlytoreducebucklinglength. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. AddlUonalbracingoftheoverallstructuremayberequired. (See HIB-91 of T'P0. rrruss Plate Institute. TPI, is located at 583 D'Onofrlo Drive. Madison. Wisconsin 53719). JOB PATH: C:ITEE-LOXUOBSIBBBAF Studs ® 1. 4-0 o.c Eng. Job: D% vg: Dsgnr: TLY Clik: TIC Live 40.0 psf TC Dead 10.0 psf BC Live 0.0 psf BC Dead 5.0 psf TOTAL 55.0 usf CANT: 1-10-12 scale = 0.2251 Truss ID: F 1 I Date: 4-08-02 vulrul. - LUI. I.Uu DurFac - Pit: 1.00 O. C. Spacing: 24.0" Design Criteria: TPI Code Desc: HCS: 12.19.01 JB: BAYBURY FLOOR AC: DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the client. The designer disclaims any maponalbWtyfor damages as s result of faulty or Incorrect Information, speedlatlons and/or designs fumished to the truss designer by the client and the correctness or accuracy of this information as It may miale to aspe- cNe project and accepts no responsibility or exereses no control with regard to fabacn. lion, handling, shipment and installation of trusm. This truss has been designed as an Individual building component in accordance wttl ANSI/TPI 1-1995 and NOS-97 to be Incorporated as part of the building design by a Bulkling Designer (registered architect or professional engineer). When reviewed for approval by thebuildingdesigner, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. kxal climatic records for wind orsnow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy lends. The design nsswnes compression chords (top orbottom) are contlnu- o-ly braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced ata maxi = sparing of 10`4r o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvantxcd steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to vertfy thatthis drawing is In conformance with the fabricator's plans and to realize a conunutng responsibility for such verl- fication. Any discrepancies we 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 lightfitting wood towood bearing. Con- nector plates shall be located on both fan of the mess with nags fully imbedded and shall be sym. about the jotnl unless otherwise shown. A 5x4 plate is 50wide x 4- long. A 6x8 plate is G' widex 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centmid ofthe webs unless otherwise shown. Connector plate sues are minimum sloes ebasedontheforcshown and may need to be increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with floe retardant treated lumber unless otherwse showFor addWonal Information on 0uailty Con. nuol meter to ANSI/TPI 1- 1995 PRECAUTIONARY NOTES AB bmcing and erection recommendations we to be followed inaccordance with -Handling Installing A Bracing, tHIB-91. Trusses are to be handled with particular came during banding and bundling, deliveryandinstallationtoavoiddamage. Temporary and permanent bracing for holding trussesinastraightandplumbpos- Ition and for resting lateral forces shall be designed and installed by others. Careful hand- MV 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 domdnotng. The supervision of erection of trusses shall be under the control of persons experienced In the installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greaterthan the design loads shall not be applied to trusses at any time. No loadsother than the welght of the erector shall be applied to trusses until after all fastening and bracing Is completed. TOP CHORDS: 4x2 SP #2 BOT CHORDS: 4x2 SP #2 WEBS: 4x2 SP # 3 2-4x2 SP # 3 1,22 This truss is designed to bear on uatltiple supports. Interior bearing locations should be marked ontruss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOADDEFLECTION: L/999 L-- 0.14" D--0.05" T--0.19" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.06" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.05" RMB - 1.15 30 lyp. WO: BBRAF WE: MULTIPLE LOADS -- This design is the ccaiposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. CfTl' TOP CHORD OVER INTERIOR SUPPORT *** This truss *NOT* designed for wind loadl TC... FORCE CSI 1- 2 0 0.30 2- 3 1629 0.34 3- 4 1629 0.24 4- 5 2062 0.37 5- 6 2047 0.47 6- 7 2047 0.50 7- 8 24 0.24 8- 9 24 0.29 10-11 24 0.31 11-12 1989 0.37 12-13 1989 0.44 13-14 1989 0.53 14-15 1989 0.54 15-16 875 0.38 16-17 875 0.50 17-18 875 0.50 1 2 3 4 5 G 7 8 9 "10 8-0-14 1-7-14 1.5X3 W = 3X6 1.5X3 2X4 3X6 3X43X41.5X3 3X6 1.5X3 1-4-0 t 3X6 3X6 3X4 1.5X3 3X4 3X6 BC ... FORCE. 31- 30 1390 30-29 2062 29-28 2047 28-27 2047 27-26 1323 26-25 -24 25-24 24 24-23 1286 23-22 1989 22-21 1989 21-20 1233 20-19 0 W=3X6 3X6 119 3X6 CSI 0. 39 0. 53 0. 77 0. 77 0. 51 0. 14 0. 11 0. 40 0. 73 0. 73 0. 47 0. 10 TI: F 11 QTY:9 Joint Locations=============== 1) 0- 0- 0 12) 19- 1- 4 23) 19- 1- 4 2) 2- 9- 0 13) 21- 2- 8 24) 13-11-12 3) 3- 6-12 14) 22- 8- 4 25) 14- 5- 0 4) 5- 3-12 15) 25- 1- 8 26) 13- 9-12 5) 7- 2- 3 16) 27- 1- 0 27) 8-11- 9 6) 8-11- 9 17) 27- 9- 0 28) 7- 2- 3 7) 11- 3- 0 18) 29- 9- 4 29) 5- 3-12 8) 11-11- 0 19) 29- 9- 4 30) 3- 6-12 9) 13- 9-12 20) 27- 9- 0 31) 0- 0- 0 10) 13-11-12 21) 22- 8- 4 11) 16- 6- 8 22) 21- 2- 8 TOTAL DESIGN LOADS ------------ Uniform PLF. From PLF To TC Vert L+D -100 0- 0- 0 -100 29- 9- 4 BC Vert L+D -10 0- 0- 0 -10 29- 9- 4 Concentrated LBS LocationTCVertL+ D -435 29- 9- 4 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1- 276000BOTPIN13-10-12153000BOTH-ROLL 27- 6- 8149100BOTH-ROLL 12 13 14 21-11-6 a- 144 1. 5X3 3X4 1.5X3 3X6 1.5X3 3X4 j435N 2X4 3X8 W = 3X6 3X4 1-4-0 L LSX3 3X10 139 761N 2. 25" -- -- 1531// 3.50" 23 22 21 20 19l 1492N 8.0011 13-10-12Dia 13-11-12 29-9-4 EXCEPT AS iOVVN PLATES ARE TL20 GA TESTED PER ANSIITPI 1-1995 Over 3 Supports aces e LMaronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P. E. LICENSE #0050068 1890 OREENBROOK Cr. 0VIEDO.R32766Design: Matrix Analysis r11AKP111V1i: READ All NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this dmw(ng Is not erection bracing, wind bracing, portal bracing or similar bracing which Is apartofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bracingshown isfor lateral supportoftrussmembersonlytoreducebucklinglength. Provisions must be made to anchorlateralbracingatendsandspecifiedlocationsdeterminedbythebuildingdesigner. Additional bracing oftheoverallstructuremayberequied. (See tHIB-91 of ml. fituss PlateInstitute, TPI, s located at 583 D'OnafrioDrive. Madison. Wisconsin 53719). JOB PATH: C. ITEE-LOKUOBSWBRAF Eng. Job: Dwg: Dsgur: TLY C11k: TC Live 40. 0 psf TC Dead 10. 0 psf BC Live 0. 0 psf BC Dead 5. 0 psf TOTAL 55.0 usf CANT: 1-10- 12 0.2251 Truss ID: F11 Date: 2-25- 02 DurFac - Lbr: 1. 00 DurFac - Pit: 1. 00 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: HCS: 12.19. 01 DESIGN INFORMATION This deslgn is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responslbWty for damages as a result of faulty or Incorrect bdornation, speclfiallons and/or designs furnished to the truss dnigter by the client and the correctness or accuracy, of this Information as It may relate toa spe- cllic project and accepts no responsibility orexercisesnocontrolwithregardtofabric. tion. handling, shipment and installation of trusses. This truss has been designed as an individual building component in accordance with ANSI/M 1.1995 and NDS-97 to be Incorporated as part of the buildingdesign by a BuildingDesigner (registered architect or professional engineer). When reviewed forapproval bythe building designer. the design loadtngs shown must be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for wind orsnow bads. project specifications or special applied loads. Unless shown, truss has not been designed for storage oroccupancy bads. The design assume compression chords (lop or bollornl are continu. ousy braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced Laterally by a property applied rigid ceiling. they should be braced at a maximum spacing of 10`0' o.c Connector plates shall be manufactured from 20 gauge hotdippedgalvanizedsteelmeetingASIMA653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricatorshall review this drawing to verify that this drawing is in conformance with the fabrfaloes plus and to relate a continuing responsibility for such v * Ration. Any discrepancies are to be put inwritingbeforecuttingorfabrication. Plates shall not be installed over knotholes. knots ordistorted grain. Members shall becut for tight fitting wood to wood baring. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5- wide x 4' long. A 6x8 plate is 8- wide x Irlong. Slots (holes! run parallel to the plate length specified. Doubt, cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sites arc minimum sl— based on the forces shown and may need to be increased for certain hand. Ong and/or erection stresses. This tress is not tobe fabriated'Ith fire retardant treated lumber unless otherwise shown. For additional Informhatlon on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be follwtd in accordance with 'Handling Installing @ Bracing% HIB-91. Theses 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- alon and for resisting lateral forces shall be designed 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 avoid topplinganddominoing. The supervision of erection of trusses shall be under the control ofpersons experienced In the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greaterthanthedesignloadsshallnotbeappliedto tresses at any time. No loads other than the weight ofthe erectors shall be applied to trusses until after all fastening and bracingiscompleted. Ju. D/1IDVKI rLUUK AL; CUTTING ONLY •*** TOP CHORDS: 4x2 SP #2 BOT CHORDS: 9x2 SP #2 WEBS: 2-4x2 SP #3 3-4x2 SP #3 GABLE STUD: 4x2 SP #3 1 WO: BBRAF WE: Truss NOT designed for Wind Loads. **** All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. 12 *** CUT TOP CHORD OVER INTERIOR SUPPORT *** This truss *NOT* designed for wind loadl 1.5X3 1.5X32X41._SX3 1 4Yz 'fern t ever 1.5X3 TI: F2 CITY:1 Joint L===- ocations=======---- 1)= 0- 0- 0 15) 14- 7- 4 29) 12- 2- 4' 2) 1- 3- 4 16) 15- 6- 4 30) 10- 7- 43) 2- 7- 4 17) 15-11-12 31) 9- 3- 44) 4- 2- 4 18) 17- 3- 4 32) 7-11- 45) 3-11- 4 19) 18- 7- 4 33) 7- 6- 46) 5- 3- 4 20) 19- 9- 4 34) 6- 7- 47) 6- 7- 4 21) 19- 9- 4 35) 5- 3- 48) 7- 6- 4 22) 18- 7- 4 36) 4- 2- 49) 7-11- 4 23) 17- 3- 4 37) 3- 9- 410) 9- 3- 4 24) 15-11- 4 38) 2- 7- 411) 10- 7- 4 25) IS- 6- 4 39) 1- 3- 412) 12- 2- 4 26) 14- 7- 4 40) 0- 0- 013) 11-11- 4 27) 13- 3- 414) 13- 3- 4 28) 11-11- 4 16 17 18 19 N=1.SX3 V— IVA t1 aarr hr_araah.Q_ II.I I I iI.I I,I ah ahhh aha._ I I I hahr_r. h I I I I ham... Qhr_.';• Q.II W=3X4 ------ "" "" x 1.0AJ 1.3AJ I.5XJ 1.SX3 1.5X3 2X4 N=1.5X3 2X4 4X6 2X4 0# 8.00" 1- 19-9-4 EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSI/TPI 1-1995 Cont. Support fMaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Marrix Analyli, 11YH1(NING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bmctng, wind bracing, portal bracingor similar bracingwhichisapartofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bracinshownisforlateralsupportoftressmembersonlytoreducebucklinglength. Prmislons must be gmadetoanchorlateralbracingatendsandspecifiedlocationsdeterminedbythebuildingdesigner. Additional bracing of the overall structure may be required. ISM IIIB-91 of TPU. rrr ss Plate Institute. TPI, is looted at 583 D'Onofrio Drive.Madison. Wisconsin 53719). JOB PATH: CATEE-LOKVOBSIBBRAF Studs ® 1-4-0 o.c. Eng. Job: DWg: Dsgnr: TLY Cltk: TIC Live 40.0 psf TC Dead 10.0 psf BC Live 0.0 psf BC Dead 5.0 psf TOTAL 55.0 Dsf 0# 8.001, scale = 0.3389 Truss ID: F2 Date: 1-03-02 DurFac - Lbr: 1.00 DurFac - Pit: 1.00 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: V:12.03.01- 10675- ; HCS: 11.28.01 DESIGN INFORMATION This design b form Individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect wormotlon. specifications and/ordesign fumtshed to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe. ciflc project and accepts no responsibility oruectsesnocontrolwithregardtofabrica- tion, handling. shipment and installation of trusses. This taus has been designed as an Individual building component In accordance with ANSIIIW 1-1995 and NDS-97 to be Incorporated as part ofthe building design by a Building Designer (registered architect or professional engineer]. When reviewed for approval by thebuildingdesigner. the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local climatic records for wind orsnow Imds, project specifications or special applied loads. Unless shown. taus has not been designed for storage or occupancy bads. The design assumes compression chords (lop or bottom) are conUnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid "ding, they should be braced at a tnatlmum spacingof 10`4r o.c. Connector plates shag be manufactured from 20 gauge hot dipped gtivanlzed steel meeting A57M A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any ducmpancles are to be put In writing before cutting orfabrication. Plates shag not be installed over knotholes. knots or distorted grain. Members shall be cut for light fitting wood to wood bearing. Con- nector plates shall be heated on both faces of the taus with nags fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is5' widex 4' long. A BzB plate is 6' wife x8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members slug meet at the centrold of the webs unless otherwise shown. Connector plate sizes are mlnbnum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses, 7bb truss Is not to be fabricated with lire retardant treated lumber unless otherwise shown. For additional infonnatlon on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AB bracing and erection recommendations are to be followed In accordance with -Handling Installing @ Bmctng'. HIS-91. Trusses arc to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pm- Itbn and for resisting lateral fortes shag be designed and totalled by others. careful hand- ling is essential and erecUon bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trltsses to avoid toppling and dominoing. The supervision of erection of trusses shag be under the control of persons experienced In the installation of trusses. Nafessbnal advice shag be sought ifneeded. Concentration of construction loads greater than the design bads shall not be applied to trusses at any lime. No Imds other than the welght of the erectors shall be applied to trusses until after all fastening and bracing b completed. JB: BAYBURY FLOOR AC: TOP CHORDS: 4x2 SP #2 4x2 SP #2 D 1 BOT CHORDS: 4x2 SP #2 4x2 SP #1 D 2 WEBS: 4x2 SP #3 2-4x2 SP #3 1,13 MAX LIVE LOAD DEFLECTION: L/599 at JOINT #14 L=-0.37" D=-0.14" T=-0.51" MAX HORIZONTAL TOTAL LOAD DEFLECTION: Ter 0.08" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.06" RMB - 1.00 30.00" typ. 2X4 4X8 WO: BBRAF WE: 2x6 continuous strongback. Attach to each truss with 3-10d nails. Splice stiffbackontrussvertical. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise This truss *NOT* designed for wind loadt TC... FORCE CSI 1- 2 0 0.33 2- 3 3495 0.48 3- 4 3495 0.46 4- 5 4311 0.98 5- 6 4311 0.70 6- 7 3466 0.64 7- 8 3466 0.42 8- 9 3466 0.57 9-10 0 0.39 BC ... FORCE ... CSI 17-16 2114 0.60 16-15 2114 0.49 15-14 4229 0.93 14-13 4311 0.95 13-12 4311 0.95 12-11 2107 0.50 TI: F21 QTY:7 Joint Locations=============== 1)0- 0- 0 7) 14- 5- 8 13) 11-11-12• 2) 2- 9- 0 8) 16- 0- 0 14) 10- 3- 93) 5- 3-12 9) 17- 0- 4 15) 5- 3-124) 7-10- 8 10) 19- 9- 4 16) 3- 9- 4 5) 10- 3- 9 11) 19- 9- 4 17) 0- 0- 06) 11-11-12 12) 14- 5- 8 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type0- 3- 6 1087 0 0 HOT PIN19- 5-14 1087 0 0 HOT H-ROLL 11% III Q 117 1087N 6.75" JA9JAZI 15 3 1.5X3 3X8 19- 9-4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 LM aronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE # 0050068 1890 GREENBROOa MOVIEDO.Fi92769 Design: hfmris Analysis WAKNINIU: 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 whichIsafartofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bracing shownisforlateralsupportoftrussmembersonlytoreducebucklinglength. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additionalbracingoftheoverallstructuremayberequired. (See HIB-91 of TPII• rrrussPlateInstitute. TPI, Is located at 583 D'Onofrio Drive. hladbon. Wisconsin 53719). JOB PATH: CATEE-LOKUOBSIBBRAF Eq. Job: Dwg: Dsgtir: TLY Chk: TIC Live 40.0 psi TIC Dead 10.0 psr BC Live 0.0 psi BC Dead 5.0 psf TOTAL 55.0 Dsf 11y0 4X8 108 7# I6.75" I scale = 0.3389 Truss ID: F21 Date: 2-04-02 DurFac - Lbr: 1.00 DurFac - PIt: 1.00 O. C. Spacing: 24.01, Design Criteria: TPI Code Desc: HCS: 12.19.01 DESIGN INFORMATION This dolgn is foran individual building component and has been based on Information provided by the clent. The designer disclaim any responsibility for damages as a resultof faulty or incorrect Informollon. speculations and/or des" furnished to the truss designer by the client and the correctness or accuracy of this information as It nay relate to a spe- clfle project and accepts no responsibility or exercises no control with regard to fabricu- Uon. handling. shipment and Installation of trusses. This thus has been designed as an Individual building component In accordance with ANSI/PI 1-1995 and NDS-97 to be inmrpomted as part of the buildingdesign bya Building Designer (registered architect or professional engineer). when reviewed for approval by thebuildingdesigner. the design loadings shown mustbe checked to be sure that the data shown are In agreement with the local building codes. local climatic reconts for wind or snow loads. project specil atlo s or special applied loads. Unless shown. truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or button) arecontinu- ously braced by sheathing unless otherwise specified. where bottom chords in tension ore not fully braced laterally by a property appliedrigidtelling. they should be braced ata mwdmum spacing of I9-0- o.t. Connector plates shall be manufactured from 20gauge hot dipped galvanized steel meeting ASTM A 653. Cmde 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricators plans and to realize a continuing responsibility for such veri. fication. Any discrepaneles are to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members stall be cut for tight fitting wood to wood beartng. Con. nector plates stall be located on both faces of the truss with rails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' widex 4' long. A 6x8 plate is 6' wide x Er tong. Slots (holml run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum aims based on the forces shown and may need to be Increased for certain hand- lingand/orerection stress'. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/7P1 1-1995 PRECAUTIONARY NOTES AB bracing and erection recommendations are to be followed In accordance with -Handling Inswung & Bracing% HID-9 1. Trusses are to be handled with particular are during bandingandbundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding truss In a straight and plumb pos. Ilion and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is allays rNulmd. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppibig and dominoing. The supervlslon of erection of trusses shagbe underthe control ofpersons experienced In the installation of to sses. Professional advice shag be sought If needed. Concentration of conslructlon loads greaterthanthedesignloadsshallnobeappliedto trusses at any time. No lads other than the weight of the erectors shall be applied to truss' until afterall fastening and bracing Is completed. JD. DM T DUK T rLUUK AU: TOP CHORDS: 4x2 SP #2 4x2 SP #1 D 1 HOT CHORDS: 4x2 SP #2 4x2 SP #1 D 2 WEBS: 4x2 SP #3 2-4x2 SP #3 1 3-4x2 SP #3 13 MAX LIVE LOAD DEFLECTION: L/672 at JOINT #14 L=-0.33" D--0.12" Tm-0.45" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.07" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.05" RMB a 1.00 30.00" typ. 1 2X4 1-4-0 4X8 WO: BBRAF WE: 2x6 continuous strongback. Attach to each truss with 3-10d nails. Splice stiffback on truss vertical. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise This truss *NOT* designed for wind load! TC... FORCE CSI BC...FORCE...CSI1- 2 0 0.28 17-16 2035 0.582- 3 3337 0.40 16-15 2035 0.493- 4 3337 0.41 15-14 3997 0.914- 5 3979 0.90 14-13 3979 0.985- 6 3979 0.62 13-12 3979 0.986- 7 3221 0.61 12-11 1920 0.467- 8 3221 0.37 8- 9 3221 0.64 9-10 44 0.49 11-2-8 1-5-0 TI: F23 QTY:3 Joint Locations.=== 1) 0- == 0 0 0 7) 13-11-12 13) 11-11-12- 2) 2- 9- 0 8) 15-11- 0 14) 10- 5- 43) 5- 3-12 9) 16- 6- 8 15) 5- 3-124) 7-10- 8 10) 19- 6- 8 16) 3- 6- 85) 10- 5- 4 11) 19- 6- 8 17) 0- 0- 06) 11-11-12 '12) 13-11-12 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type0- 3- 6 1050 0 0 BOT PIN19- 0- 4 1099 0 0 BOT H-ROLL 4X8 1.5X3 3X4 1.5X3 3X4 1.5X3 W=3X4 3X8 3X4 1.SX3 3X8 117 16 1051# 6.75" I- 19-6-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 fMaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Deign: Malrit Analpit YVAKNINU: 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 bracingwinchIsapanofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bracingshownisforlateralsupportoftrussmembersonlytoreducebucklinglength. Provisions must bemadetoanchorlateralbracingatendsandspecaledlocationsdeterminedbythebuildingdesigner. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). ri'russ Plate Institute.'Mi• is located at 593 D'Onofrio Drive. Madison. Wisconsin 53719). JOB PATH: C.ITEE-LOKVOBSIBBRAF 4X8 W=3X4 Eng. Job: Dwg: Dsgiir: TLY Chk: TC Live 40.0 psf TC Dead 10.0 psf BC Live 0.0 psf BC Dead 5.0 psf TOTAL 55.0 nsf 1.5X3 4X6® 1-4-0 4X10 111 1100# 3.50'CANT: 0-4-8 scale = 0.3429 Truss ID: F23 Date: 1-03-02 DurFac - Lbr: 1.00 DurFac - Pit: 1.00 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: V:12.03.01- 10677- 1 TICS: 11.28.01 DESIGN INFORMATION This design Is for an individual building component and has been based on Information provided by the client. The designer disclaims any rezpomflaoity for damages as a result of faultyor incorrect Information, speclflcallons and/or designs furnished to the lass designer bythe client and the correctness or accuracy of this Infomatlon as it may relate to aspe- cific project and accepts no responsibility or uemises no control with regard to fabrica- tion. handling. shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/PI 1-1995 and NDS-97 tobe Inmrpomted as pan of the budding design by a Budding Designer [registered architect or profeuiorW engineer!. When reviewed for approval by the buildingdesigner. the design badbngs 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 speclfi©tlons or special applied Inds. Unless shown. buss has not been designed for storage or occupancy loads. The design assumes compression chords (topor 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 maxInnum spacing of 10'-0' o.c connector Plates shall be manufactured from 20 gauge hotdippedglvantzedsteelmeetingASTMA653. Grade 40. unless otherwise shown. FABRICATION NOTES Prto to fabrication. the fabricator shall review this drawling to verifythat this drawing is In conformance with the fabricatoe3 plans and to realize a continuing responsllnlllty, for such vent. Bcatlon. Any discrepancies are to be put In writing before cutting orfabrication. Plates shall not be Installed over knotholes. knots or distorted gram. Members shall be cut for tight fitting wood to wood bearing. Con. nectar plates shall be bated on both faces of the thus with nalls fully imbedded and shall be sym. about the joint unless otherwise shown. A 5.4 plate is F wide x 4' long. A 6.8 plate is (- wide x it long Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the cerntrold ofthe welu unless otherwise shown. Connector plate sizes arc minbnum sizes based on the form shown and tray need to be Increased for certain hand- ling and/or erection stresses. This truss b not tobe fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on euabty control refer to ANSI/TM 1.1995 PRECAUTIONARY NOTES At bracing and erection recornmcndauans are to be followed In accordance with -Handling installing & Bracing". HIB-91. 7Tusses are to be handled with particular are during landing and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Ition and for resisting hleral form shall be designed and installed by others. Careful hand. ling Is essential and erection bracing Is always required. Normal precautionary action for trusses requbrs such temporary bracing during installation between trusses to avoid toppling and daminotrtg. The supervision of erection of trusses shall be underthe control ofpersons expeneneed in the installation of trusses. Professional advice shall be sought if needed Concentration ofconstruction bads greater than the design Inds shall not be applied to trusses atany lime No badsother than the weight oftheerectors shall beapplied to trusses until after all fastening and bracingiscompleted. JB: BAYBURY FLOOR AC: TOP CHORDS: 4x2 SP #2 D 4x2 SP #1 D 1 BOT CHORDS: 4x2 SP #2 WEBS: 4x2 SP #3 2-4x2 SP #3 1,28 MAX LIVE LOAD DEFLECTION: L/522 at JOINT #33 Lm-0.45" D=-0.17" Te-0.61" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.15" MAX HORIZONTAL LIVE LOAD DEFLECTIONt T- 0.11" RMB = 1.00 WO: BBRAF WE: This truss *NOT* designed for wind load! TC... FORCE ... CSI 1- 2 -1919 0.15 2- 3 -1919 0.12 3- 4 -4540 0.31 4- 5 -4540 0.32 5- 6 -5610 0.55 6- 7 -5610 0.56 7- 8 -5877 0.93 8- 9 -5877 0.66 9-10 -5877 0.94 10-11 -4135 0.59 11-12 -4135 0.50 12-13 71 0.32 14-15 71 0.33 15-16 -1982 0.36 16-17 -1982 0.31 17-18 -1982 0.53 18-19 -1954 0.75 19-20 -1954 0.89 20-21 879 0.52 21-22 879 0.52 BC ... FORCE...CSI 38-37 0 0.02 37-36 3419 0.86 36-35 5610 0.68 35-34 5610 0.71 34-33 5818 0.74 33-32 5277 0.67 32-31 2346 0.32 31-30 2346 0.68 30-29 71 0.00 29-28 1270 0.41 28-27 1270 0.45 27-26 1954 0.94 26-25 1954 0.94 25-24 1225 0.58 24-23 0 0.10 30.00tt typ. 35 941123456789101112 13 14 5-114 4- - 0-4-0 14-0 1.5X3 1.5X3 1.5X3 W=3X6 1.5X3SX84X64X63X41.5X3 3X6 1.5X3 4X10 1.5X3 5X10 6X8 6X8 6X8 W =3X6 3X63X43X66X124X6 Pl 38 37 36 35 34 33 32 31 30 291511# 6.75" 1961# 3.50" 19-10-12 Die 590# TI: F3 QTY:2 Joint Locations=======___ 1)0- 0 0 14) 19-11-12 27) 25- 1- ( 2) 1- 8- 4 15) 22- 6- 8 28) 23- 9- 43) 3- 2- 0 16) 24- 5- 4 29) 19-11-124) 4- 4-14 17) 25- 1- 4 30) 19- 9-125) 5- 8- 8 18) 26-10-12 31) 16- 0- 06) 6- 2- 0 19) 29- 0- 4 32) 14- 8- 47) 7- 0- 0 20) 31- 1- 8 33) 9- 6-128) 9- 6-12 21) 33- 9- 0 34) 6- 2- 09) 10- 2-12 22) 35- 9- 4 35) 5- 8- 810) 12- 1- 8 23) 35- 9- 4 36) 4- 4-1411) 14- 8- 4 24) 33- 9- 0 37) 1- 8- 412) 17- 3- 0 25) 29- 0- 4 38) 0- 0- 013) 19- 9-12 26) 26-10-12 TOTAL DESIGN LOADS ------------ Uniform PLF From PLF ToTCVertL+D -100 0- 0- 0 -100 35- 9- 4BCVertL+D -10 0- 0- 0 -10 35- 9- 4ConcentratedLBSLocation TC Vert L+D -435 35- 9- 4BCVertL+D -590 5-11- 4 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type0- 3- 6 1511 0 0 BOT PIN 19-10-12 1961 0 0 BOT H-ROLL33- 6- 8 1491 0 0 BOT H-ROLL 435# 27-1t-8 2-0-0 1.5X3 14-0 3X6 W=3X6 3X4 1.5X3 3X8 3X4 3X4 3X6 1.5X3 3X4 1.5X3 W=3X6 3X10 M 28 27 26 25 24 2 1492# 8.0011 CANT: 1-10-12 13-11-12 35-9-4 EXCEPT AS LWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 Over 3 Supports sea e = 0.1873 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 FaX (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Afdrris Analysis VVIlKnlnv: 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 sbufisr bracingwhichIsapartofthebuildingdesignandwhichmustbeconsideredbythebuddingdesigner. Bracingshownisforlateralsupportoftrussmembersonlytoreducebucklinglength. Rovtsloas must bemadetoanchorlateralbracingatendsandspecifiedlocationsdctemlasedbythebuddingdesigner. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). rrm" Plate Institute. TPI, Is located at 583 D'Onofno Drive. Madison. Wisconsin 53719). JOB PATH: C.IT££-LOWOBSIBBRAF Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 40.0 psf TC Dead 10.0 psf BC Live 0.0 psf BC Dead 5.0 psf TOTAL 55.0 Dsf Truss ID: F3 Date: 3-14-02 sirs u%. - LUI. 1 .UU DurFac - Pit: 1.00 O.C. Spacing: 24.011 Design Criteria: TPI Code Desc: V:01.25.02- 9839- 4: HCS: 1219.01 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsibilityfor damages as a result of faulty or Incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correcln- oraccuracyofthisInbmatlonasItmayrelatetoaspe- clflc pmjecl and accepts no responslblity, or exercises no control with regard to fabnca- tlon. handling, shipment and Installation of trusses. This true has been designed as an Individual building component In accordance with ANsI/TP1 1.1995 and NDS-97 to be Incorporated as part of the building design by a BuildingDesigner (registered architect or professional engineer). When reviewed for approval by thebuildingdesigner, the design loadings shown must be checked to be sure that the data shown are In agreement with the loci building codes. local climatic records for wind or snow Inds. Project spcclticatlons or special applied bads. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes campr"slon chords (top or bottom) are contlnu. ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a mutmum spacing of 10'0' o.e Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting AsrM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Poor to fabrication. the fabricator shall review this drawing to verify that this drawing is In CO ornlance with the fabricator's plans and to realize a continuing responsibility for such verl- ficatlon. Any discrepancies are to be put Inwritingbeforecuttingorfabrication. Plat" shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with halls fully imbedded and shall be sym. about the joint unless otherwise shown. A Sx4 plate is 5' wide x 4- long. A 6x8 plate is 6' wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web member shall meet at the centtold of the webs unless otherwise shown. Connector plate sizesareminimumsir" based on the fore" shown and may need to be Increased for certain hand - Wag 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/'M 1.1995 PRECAUTIONARY NOTES A11 bracing and erection recommendations are to be followed In accordance with'Handling lmtaWng @ Braetrig-. H1B-91. Trusses arc to be hamiled with particular care during b"ndtngandbundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Ilion and for reaisung lateral forces shall bedesignedandInstalledbyothers. Careful hand. Wig is essential and erection bracing is always required. Normal Pmca utbrary action for mass" requires such temporary bracing during I11stallallon between trusses to avoid topplinganddomhiotttg. The supervision oferection of masses shall be under the controlof personsexpertencedIntheInstallationoftrusses. Professional advice shall be sought If needed. Concentration Of construction bads greaterthanthedesignloadsshallnotbeappliedto trusses at any time. No loads other than the weight ofthe erectors shall be applied to trusses until after all fastening and bracingiscompleted. JO. DAYOUKY 1'LUUK AC: TOP CHORDS: 4x2 SP #2 BOT CHORDS: 4x2 SP #1 D 4x2 SP #2 D 2 4x2 SP #2 3 WEBS: 4x2 SP #3 2-4x2 SP #3 1,23 Partial Double Chord to be same size and grade as chord to which it is attached. This truss *NOT* designed for wind loadlMAXLIVELOADDEFLECTION: L/425 at JOINT #31 L=-0.54" D=-0.20" T=-0.75" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.12" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.09" RMB = 1.15 30.00" lyp. I( WO: BBRAF WE: 2x6 continuous strongback. Attach to eachtrusswith3-10d nails. Splice stiffbackontrussvertical. MULTIPLE LOADS -- This design is the lt of A11 Pite RESSIONuChords arrelpleassumeddto be continuously braced unless noted otherwise. CUT TOP CHORD OVER INTERIOR SUPPORT *** This truss is designed to bear on multiplesupports. Interior bearing locations shouldbemarkedontruss. Shim or wedge if necessary to achieve full bearing. TC... FORCE CSI 1- 2 0 0.19 2- 3 3762 0.97 3- 4 3762 0.63 4- 5 4505 0.66 5- 6 4505 0.29 6- 7 4505 0.47 7- 8 3414 0.54 8- 9 3414 0.47 9-10 76 0.32 11-12 76 0.33 12-13 1974 0.37 13-14 1974 0.31 14-15 1974 0.52 15-16 1946 0.74 16-17 1946 0.89 17-18 879 0.52 18-19 879 0.52 1 2, 3 4 S tS 7 6-3-12 1-10-8 1-4-0 W=3X6 3X6 6X12 3X6 6X8 3X6 3X4 4X8 6X8 3X6 W=3X6 6X8 N=2X4 33 1090# 6.75" 19-10-12 BC ... FORCE CSI 33-32 2132 0.90 32-31 3762 0.73 31-30 3762 0.73 30-29 4206 0.43 29-28 4206 0.99 28-27 1982 0.55 27-26 76 0.00 26-25 1269 0.33 25-24 1269 0.43 24-23 1946 0.89 23-22 1946 0.89 22-21 1223 0.55 21-20 0 0.09 TI: F31 BTY:I 0 G66II=====Joint Locations==============- 1)0-0- 0 12) 22- 6- 8 23) 26-11- 02) 2- 9- 0 13) 24- 5- 4 24) 25- 1- 43) 5- 3-12 14) 25- 1- 4 25) 20- 8- 84) 7- 3-12 15) 26-11- 0 26) 19-11-125) 9- 6-12 16) 29- 0- 8 27) 19- 9-126) 10- 2-12 17) 31- 1- 8 28) 14- 8- 47) 12- 1- 8 18) 33- 9- 0 29) 10- 2-128) 14- 8- 4 19) 35- 9- 4 30) 9- 6-129) 17- 3- 0 20) 35- 9- 4 31) 7- 3-1210) 19- 9-12 21) 33- 9- 0 32) 5- 3-1211) 19-11-12 22) 29- 0- 8 33) 0- 0- 0 TOTAL DESIGN LOADSUniformPLFFrom PLF ToTCVertL+D -100 0- 0- 0 -100 35- 9- 4BCVertL+D -10 0- 0- 0 -10 35- 9- 4ConcentratedLBSLocationTCVertL+D -435 35- 9- 4 MAX. REACTIONS PER BEARING LOCATION----- x-Loc Vert Horiz Uplift y-Loc Type0- 3- 6 1089 0 0 HOT PIN19-10-12 1859 0 0 BOT H-ROLL33- 6- 8 1491 0 0 BOT H-ROLL 11 12 1314 15 16 17 27-11-12 2-0-0 LSX3 1.5X3 4X8 1.5X3 3X10 NV=3X6 3X6 4X6 35-9-4 28 27 US 1860N 3.50" 35-9-4 EXCEPT AS 11OWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK Cr.0VIEDOAL327(ls Detign: Mmriz Ana1jzis 4355 LSX3 1-4-0 3X6 VV=3X6 3X4 1.5X3 3X8 3X4 3X4 3X6 LSX3 3X4 1.5X3 3X10 Ill 24 23 22 21 2 1492N 8.001, CANT: 1-10-12 13-11-12 Over 3 Supports sea e = 0A873 YCKKIVINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bmcing shown on this dmwing is not erection bracing. wind bmcmg, portal bracing orslmllar bracingwhichIsapartofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bracingshownisforlateralsupportoftrussmembrrsonlytoreducebucklinglength. Provisions must bemadetoanchorlateralbracingatendsandspecifiedlocationsdeterminedbyUsebuildingdesigner. Additional bracing ofthe over-all structure may be required. (See HIB-91 ofTPI). Truss Plate Institute. TPI, is located at 583 D'Onafrio Drive, Madison. Wisconsin 53719). JOB PATH: C.ITF.E-LOKUOBSIBBRAF Eng. Job: Dwg: Dsgnr: TLY C11k: TC Live 40.0 psf TC Dead 10.0 psf BC Live 0.0 psf BC Dead 5.0 psf TOTAL 55.0 nsf Truss ID: 1`31 Date: 1-03-02 vUlful.. - LUI. I.UU DurFac - Pit: 1.00 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: V.12.03,01- 10679- l! BCS: 11.28.01 DESIGN INFORMATION Thisdesign Is for an individual building component and has been based on information provided by the client- The designer disclaims any responsibility for damages as a result of faulty or incorrect information. specifications and/ordesigns furnished to the truss designer by the client and thecorrectness or accuracy of this Informauon as It may relate to aspe- cillc project and accepts no responsibility or exem-es no control with regard to fabrica- tion, handling, shipment and InstaUaUon of trusses. This truss has been designed as an individual building component in accordance with ANSI/IPI 1-1995 and NDS-97 to be incorporated as pan of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by thebuildingdesigner. the design loadings shown must be checked to be surethat the data shown are in ageemenl with the local building codes. local climatic records for wind orsnow loads. project specifications or special applied loads. Unless shown. low has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are mnUnu- omly braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rlgld ceiling. they should be braced at a maximum spacing of la-O' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing toverifythat this dmwdng is In conformance with the fabricatoes plans and to realize a continuing responsibility for such veri- fieatlon. Any dt crepandes are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood hearing. Con. nector plates shall be located on both faces of the truss with nalb fully imbedded and ah.0 be sym. about the joint unless otherwise shown. A 5x4 plate is 5- widex 4- long. A Bx8 plate is 8' wide x 8' long. Slots (holes) run parallel totheplatelengthspecified. Double cuts anweb members shall meet at the eentreld of the webs unless otherwise shown. Connector plate sloes are minimum sizes based on the forces shown and may need to be Increased for certain hand- Ung and/orerection stresses. This truss is not to be fabricated with fire retardant treated hunber unless otherwise shown. For eddltlonW Information on Quality Control referto ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations arc to be followed in accordance with "Ilandling installing & Bracing-. NIB-91. Trusses are to be handled with partlm1w care during banding andbundUng, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb Pas - Won and for resisting Lateral form stall be designed and Installed by others. Careful hand. Ung is essential and erection bracing is allays requbed. Normal precautionary action for trusses requires such temporary bmcmg during Installation between trusses to avoid toppling and dominotng. The supervision of erection of trusses shall be under the control of persons experienced In the tnstallatlon of muses. Professional advice shall be sought if needed. Concentration of construction loads grater 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 Louses until after all fastening and bracing Is completed. JB: BAYBURY FLOOR AC: WO: BBRAF WE: CUTTING ONLY **** **** Truss NOT designed for Wind Loads. •**• TOPCHORDS: 4x2 SP #2 BOT CHORDS: 4x2 SP #2 All COMPRESSION Chords are assumed to be WEBS: 2-4x2 SP #3 continuously braced unless noted otherwise. 4x2SP #3 28,32,33 *** CUT TOP CHORD OVER INTERIOR SUPPORT *** GABLESTUD: 4x2 SP #3 This truss *NOT* designed for wind loadl 11 12 13 14 15 16 17 TI: F33 QTY:1 a=======- eve,===Joint Locations============== 1) 0- 0- 0 23) 26-10- 0 45) 22-10- 0' 2) 1- 6- 0 24) 28- 2- 0 46) 21- 6- 0 3) 2-10- 0 25) 28-10- 8 47) 20-10-12 4) 4- 2- 0 26) 29- 6- 0 48) 20- 2- 0 5) 5- 6- 0 27) 30-10- 0 49) 18-10- 0 6) 6-10- 0 28) 32- 2- 0 50) 17- 6- 0 7) 7- 1- 8 29) 33- 9- 0 51) 16- 2- 0 8) 8- 2- 0 30) 33- 6- 0 52) 14-10- 0 9) 9- 6- 0 31) 34-10- 0 53) 13- 6- 0 10) 10- 7-12 32) 35- 9- 4 54) 12- 2- 0 11) 12- 2- 0 33) 35- 9- 4 55) 10-10- 0 12) 13- 6- 0 34) 34-10- 0 56) 9- 6- 0 13) 14-10- 0 35) 33- 6- 0 57) 8- 2- 0 14) 16- 2- 0 36) 33- 9- 0 58) 7- 1- 8 15) 17- 6- 0 37) 32- 2- 0 59) 6-10- 0 16) 18-10- 0 38) 30-10- 0 60) 5- 6- 0 17) 20- 2- 0 39) 29- 6- 0 61) 4-10-12 18) 21- 6- 0 40) 28-10- 8 62) 4- 2- 0 19) 22-10- 0 41) 28- 2- 0 63) 2-10- 0 20) 24- 2- 0 42) 26-10- 0 64) 1- 6- 0 21) 24- 9- 4 43) 25- 6- 0 65) 0- 0- 0 22) 25- 6- 0 44) 24- 2- 0 14- 0 1.5X3 1.5X3 1.5X3'SX3 W= 3X6 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 5X3 1. 5X3 5 3X4 SX1.5X3` 1-4-0 3X41.5X3 1.5X3 3X4 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.SX3 W=3X61.5X3 3X4 1.5X3 3X4 3X4 3X4 1.5X3 1.5X3 1.5X3 1.5X3 1.SX3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 W=3X6 3X4 1.5X3 1.5X3 1.5X3 1.5X3 W=3Xd.5X3 1.5X3 3X4 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 LSX3 3X8 i ON 8.00'r 58 57 56 55 54 35- 9-4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Cont. Support Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE # 0050068 1890 GREENBROOn (.7.0VIEDOXI-32708 Design: Aferrfx Andysfs VVAKNINV: 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 bmcmg wand bmcmg, portal bracing or similarbracing whichisapartofthebuildingdesignandwhichmustbemnstderedbythebuildingdesigner. Bracing shownisforlateralsupportofthusmembersonlytoreducebucklinglength. Provislom must be made to anchor lateral bmcmg at ends and specified locations determined by the building designer. Additionalbracingoftheoverallstructurenayberequired. (See 1118-91 of TP1) TrussPlateInstitute. TPI. is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719). JOB PATH: CATE64.OKVOBSIBBRAF 43 42 414039 38 37 3i 55 343J 0# 8.00" CANT: 1-10-12 Studs ® 1-4-0 o.c. scale = 0.1873 Eng. Job: BRA Dwg: Truss ID: F33 Dsgar: TLY Chk: Date: 2-25-02 TC Live 40.0 psf TC Dead 10.0 psr BC Live 0.0 psf BC Dead 5.0 psf TOTAL 55.0 Dsf DurFac - PIt: 1.00 O. C. Spacing: 24.011 Design Criteria: TPI Code Desc: HCS: ] Z I9.01 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the dlenL The designer disclaims any responslbWtyfor damages osa result of faulty or Incorrect Information, specifications and/or designs furnished to the truss designer by the clientand the correctness or accuracyofthisInformationasItmayrelatetoaspe- e)Bc protect and accepts no responsibility or exercises no control with regard to fabrica. Ilan, handling, shipmentand Installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design bya Budding Designer (registeredarchitect 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 local building codes. local climatic records for wind or snow bads, project specifications or especial applied Inds. Unless shown, truss has not been designed for storage or Occupancy loads. The design assumes compression chords Bop or bottom) are =nttnu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fullybraced laterally by a properlyapplied rigid ceiling, they should be braced at a maximum spacing of HY-0- o.c Connector plates shall be manufactured from 20 gauge hot dipped gahanlud steel mccUng ASTM A653. Grade40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabrintoes plans and to realize a continuing responsibility for such vert- ficallon. Any discrepancies are to be put in writingbefore cutting or fabrication, Plates shall not be installed Over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood beartng. Con- nector plates shall be located on both faces of the trusswith nails fully Imbedded and shall be sym. about the Joint unless otherwise shown. A Sx4 plate is 5- wide x 4- long. A rxx8 plate is 6' wide xfi long. Slots (holes) run parallel totheplatelengthspecified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown end may need to be Increascd for certain hand - ding 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 referto ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with -Handling Installing A Bmcing', HIB-91. Trusses are to be handled with particular care during banding and bundUng, delivery and installation to avoid damage. Temporary and permanent bracingforholdingtrussesinastraightandplumbpos. Ilion and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusso requires such temporary bracing during Installation between trusses to avoid toppUng and dominoing. The supervision of erection of muses shall be underthe control ofpersonsexperiencedintheIrtsLsUadonoftrusses. Professional advice shall be sought Ir needed. Concentration of consiructlon loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until aftera6 fastening and bracing is completed. JD: DAYOUKY I-LUUK AC: TOP CHORDS: 4x2 SP #2 BOT CHORDS: 4x2 SP #2 WEBS: 4x2 SP #3 2-4x2 SP #3 4,13 MAX LIVE LOAD DEFLECTION: L/962 at JOINT # 6 L--0.16" D=-0.06" T--0.22" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" RMB = 1.15 30.00" typ. id 1.5X3 4X6 1.5X3 2X4 1-4-0 4X6 W=3X4 1.5X3 3X10 0-1-8 CANT: 34-14 18 17 1185# 3.50" WO: BBRAF WE: MULTIPLE LOADS -- This design is the Composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwiseThistruss *NOT* designed for wind loadl TC ... FORCE...CSI BC ... FORCE CSI1- 2 0 0.23 19-18 51 0.242- 3 513 0.45 18-17 1496 0.393- 4 513 0.45 17-16 1496 0.38 4- 5 2212 0.34 16-15 2190 0.775- 6 2212 0.37 15-14 2190 0.776- 7 2190 0.59 14-13 1432 0.487- 8 2190 0.68 13-12 0 0.098- 9 854 0.38 9-10 854 0.50 10-11 854 0.50 19-4-6 4 5 6 7 11-4-2 I a- 2-0-0 3X6 1.5X3 3X4 1.5X3 3X6 TI: F4 ©TY:3 Joint Location== _ s============ 1) 0- 0- 0 8) 14- 8-10 15) 10- 3- 2) 0-10-14 9) 16- 1- 8 16) 8- 8-103) 3- 6- 6 10) 17- 4- 2 17) 4- 1-144) 6- 1-14 11) 19- 4- 6 18) 3- 6- 65) 8- 8-10 12) 19- 4- 6 19) 0- 0- 06) 10- 3- 6 13) 17- 4- 2 7) 12- 4-14 14) 12- 4-14 TOTAL DESIGN LOADS ------------ Uniform PLF From PLF ToTCVertL+D -100 0- 0- 0 -100 19- 4- 6BCVertL+D -10 0- 0- 0 -10 19- 4- 6ConcentratedLBSLocation TC Vert L+D -435 19- 4- 6 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-LOC Type3-.6-10 1184 0 0 BOT PIN17- 1-10 1447 0 0 BOT H-ROLL 435# 11 3X8 W=3X4 2X4 3X4 14-0 1.5X3 3X4 3X10 1.5X3 14 _ I. i- 19-4-6 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 1447# 8.0011 CANT: 1-10-12 YYHKNING: READ All NOTES ON THIS SHEET. Eq. Job: LMaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgnr: TLY Chk: 4005 MARONDA WAY BRACING WARNING: TC Live 40.0 psf SA NFORD, FL. 32771 Bracing shown on this drawing is not erection bracingwind bmctng. portal bracing or similar bracing whichisapartofthebuildingdesignandwhichmustbeconsideredTC Dead 10.0 psr 407) 321-0064 Fax (407) 321-3913 by the building designer. Bmcing shownisforlateralsupportoftrussmembersonlytoreducebucklinglength. Provisions must be madetolateralBC Live 0.0 f TOMASPONCEP.E. LICENSE anchor bmcing at ends and specified localfons determined by the building designer. AdditionalbracingoftheOverallstructuremayberequired. (See HIB-9I of TPl). BC Dead pS 5. 0 00500681990 OREENBROOK CT.OVIEDO.FL32766 rrruss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison, Ms xmsin 53719). psf Design: Matrix Artalpir JOB PATH: C.ITEE-LOKVOBSIBBRAP TOTAL 55.0 psf scale = 0.3460 Truss ID: F4 Date: 1-03-02 DurFac - Lbr. 11.00 DurFac - Pit: 1.00 O. C. Spacing: 24.011 Design Criteria: TPI Code Desc: V: 12.03.0) - 10681- 1 HCS: 11.28.01 JO. IDAIDUKY t-LUUK AU: DESIGN INFORMATION This design is for an Individual building component and has been based on Information providedby theclient- The designer disclaims any responsibWty for damages as a result of faulty or Incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracyofthisinformationasItmayrelatetoaspe- etfic project and accepts no responsibWly or exercises no control with regard to fabrfw- Iton, handling, shipment and Installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a 8ufldtng Designer (registered nmhltccl or professional englneerl. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local Nlnauc records for wind or snow loads. project specifications or special applied bads. Unless shown, truss has not been designed for storage or Occupancy bads. The design assume compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specfed. Where bottom chords in tension arc not fully braced laterally by a property applied rigid ceiling, they should be braced at a maximumspacing of IU-T 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 tofabrication, the fabricator shall review this drawing to verify that this drawing is. In conformance uith the fabricalo/s plans and torealizeacontinuingresponsibilityforsuchvert• fi albn. Any discrepancies are tobe put in writing before cutting or fabrication. Prates shall not be Walled over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con. nector plates shall be located on both faces of the truss with nads fully Imbedded and shall be sym. about thejoint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6KB plate is 0- wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sties are minimum slur based on the forces shown and may need to be increased for certain hand - Ling and/or erection stresses. This buss is not to be fabricated with (be retardant (nested lumber unless Otherwise shown. For additional information on Quality Control refer to ANSI/TPI I.1995 PRECAUTIONARY NOTES AB bracing and erection recommendations are to be followed in accordance with "HandlingInstallingaBracing', HIB-91. Trusses are to be handled with particular care during bandingandbundling, delivery and Install uon to avoid damage. Temporary and permanent bracing for holding trusses In a straight and phunb pos. Ilion and for misting lateral forces shall be designed 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 avoid lopplinganddominoing. The supervision of erection of trusses shall be under the control of persons uperienced in the Installation of trusses. Professional advice shall be sought 0 needed. Concentration of construction Inds greater than thedesign loads shall not be applied to trusses at any time. No bads other than the weight ofthe erectors shall be applied to susses until after all fasteningand bracing is completed. TOP CHORDS: 4x2 SP #2 BOT CHORDS: 4x2 SP #2 WEBS: 4x2 SP #3 2-4x2 SP #3 10 MAX LIVE LOAD DEFLECTION; L/813 at JOINT # 9 L=-0.17" D=-0.06" T=-0.23" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.04" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.03" RMB a 1.15 WO: BBRAF WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwiseThistruss *NOT* designed for wind load) TC... FORCE CSI 1- 2 0 0.33 2- 3 2075 0.40 3- 4 2075 0.50 4- 5 2040 0.71 5- 6 2040 0.91 6- 7 878 0.51 7- 8 878 0.51 BC...FORCE...CSI 14-13 1387 0.45 13-12 2040 0.89 12-11 2040 0.89 11-10 1257 0.53 10- 9 0 0.08 30.00" typ. 1L1 2 3 4 8-0-8 2-0-0 1.5X3 1.5X3 T 1-4-0 1 114 760# 3.50" 3X6 I CYi IVA _.. 13 I 16-04 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENRROOR Cr.Oy1EDOXI-32766 Deign: Aiwrir Analyiis JAY WAKNINU: READ All NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bmcing, wind bracing, portal bracing or sbnllarbracingwhichIsapartofthebuildingdesignandwhichmustbeconsideredbythebuddingdesigner. Brnebngshownisforlateralsupportoftrussmembersonlytoreducebucklinglength. Prm•isloru must bemadetoanchorlateralbracingatendsandspectnedlocationsdeterminedbythebulldingdeslgner. Additional bracing ofthe overall structure may be required. (See HIB-91 ofTPII, rrmss Plate Institute. TPI• is ]opted at 583 D'Onofrio Drive. Madison. Wisconsin 53719). JOB PATH: C:ITEE-LOKUOBSIBBRAF TI: F5 QTYA n 0- 0- 0 6) 11- 4- 8 11) 9- -_ -- joint Locations=====--======-= 1)1- 4' 2) 2- 9- 0 7) 14- 0- 0 12) 6-11-123) 5- 3-12 8) 16- 0- 4 13) 5- 3-124) 6-11-12 9) 16- 0- 4 14) 0- 0- 05) 9- 1- 4 10) 14- 0- 0 TOTAL DESIGN LOADSUniformPLFFrom PLF TOTCVertL+D -100 0- 0- 0 -100 16- 0- 4BCVertL+D -10 0- 0- 0 -10 16- 0- 4ConcentratedLBSLocation TC Vert L+D -435 16- 0- 4 MAX. REACTIONS PER BEARING LOCATION----- x-Loc Vert Horiz Uplift Y-Loc Type0- 1-12 760 0 0 BOT PIN13- 9- 8 1503 0 0 BOT H-ROLL 435# T 1-4-0 3X10 LSX3 10 9 1503# 8.00" CANT: 1-10-12 scale = 0.4182 Eng. Job: Dwg: Dsgiir: TL.Y Clik: TC Live 40.0 psr TC Dead 10.0 psi BC Live 0.0 psf BC Dead 5.0 psi TOTAL 55.0 Dsf Truss ID: F5 Date: 1-03-02 DurFac - Lbr: 1.00 DurFac - Pit: 1.00 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: HCS: 11.28.01 JD: VAYDUKY FLUUk A(;: DESIGN INFORMATION This design Is for an Individual buildingcomponentandhasbeenbasedonInformation Provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect Information, specifications and/or designs furnished to the truss designer by the client and the Correctness or nccuracy Of this Information as It may relate to a spe. cine project and accepts no responsibility or exercises no conlml with regard to fabrica- Ilon. handling, shipment and installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/7Pl 1.1995 and NDS-97 to be Incorporated as pan of the building design by a BuildingDesigner (registered architect or professional engineed. When reviewed for approval by thebuildingdesigner. the design loadings shown most be checked to be sure that the data shown are In agreement with the local building codes. halal climatic records for wind or snow Inds. Project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The designassumes compression chords (top or bottom) are continu. ously braced by sheathing unless otherwise specnled. Where bottom chords In tendon are not fully braced laterally by a properly applied rtgtd ceiling. they should be braced at a maximum spacing of 10.0- O.C. Connector Plates shall be manufactured from 20 gauge hotdippedgalvanizedsteelmeelingASTMA653. Crade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shag review this drawing to verify that this drawing is In conformance with the fabricators plans and tomoUacontinuingresponsibilityforsuchvent. Motion. Any discrepancies are to be put in writing before Cutting or fabrication. Plato stall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bmr[ng. Con- nector plates shag be located on both faces of the truss with nails fully trnbedded and shag be sym. about the Joint unless otherwise shown. A 5x4 plate is S' wide x 4• long. A 6x8 plate is 6' wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web member shag meetat the centrold ofthe webs unless otherwise shown. Connector plate styes are minimum sizes based on the form shown and may need to be Increased for certain hand. isles( and/orerection stresses. This truss is not to be fabricated with fire retardant treated lumberunless otherwise shown. Foradditional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with 'IlandlingInstallingABracing`, HIB-91. Trussesare to be handled with particular core during banding andbundling. delivery and Installation to avoid damage. Temporary and permanent bracing forholdingtrussesinastraightandplumbpos- manandforrestatinglateralforcesshallbedesigned and Installed by others. Careful hand. Iing is essential and erection bracing is always required. Normal precautionary action far trusses requires such temporary bracing during Insballatlon between trusses to avoid toppling anddominoing. 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 (cads greater than the design loads shag not be applied to louses at any tbne. No bads other than the weight of theerectors shag be applied to trusses until after all fastcnirag and bracing isCompleted. TOP CHORDS: 4x2 SP #2 BOT CHORDS: 4x2 SP #2 WEBS: 4x2 SP #3 2- 4x2 SP #3 10 MAX LIVE LOAD DEFLECTION: L/ 999 Lm- 0.09" D=-0.03" T=-0.12" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: Ter0.02" RMB - 1.00 WO: BBRAF WE. This truss *NOT* designed for wind load) TC... FORCE CSI 1- 2 0 0.35 2- 3 1606 0.37 3- 4 1606 0.30 4- 5 1946 0.31 5- 6 1946 0.44 6- 7 0 0.38 BC ... FORCE ... CSI 12- 11 1321 0.37 11- 10 1946 0.56 10- 9 1946 0.60 9- 8 1319 0.46 30. 00" typ. 11 13 3-4 2 3 4 6- 11-8 1- 10-8 1. 5X3 1. 5X3 T 1- 4-0 1 3X6 1 GY2 1— TI: F6 ©TYA Toint Locations==========----- 1) 0- 0- 0 5) 7-11- 8 9) 7-11- 8' 2) 2- 9- 0 6) 10- 6- 4 10) 5-11- 8 3) 3- 8- 8 7) 13- 3- 4 11) 3- 8- 8 4) 5-11- 8 8) 13- 3- 4 12) 0- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Lon: Vert Horiz Uplift Y-LoC Type 0- 1-12 729 0 0 BOT PIN 12-11-14 729 0 0 BOT H-ROIL w ''~ 3X6 M L 1 1_3-A f9 112 730# 3.50" 1 13-3-4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Maronda Systems f 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE # 0050068 1890 OREENBROOR CP.OVIEDO.FL32766 Daign: Afdrrix Att*sir VVAKNINti: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is no erection bracing, wind bracing, portal bracing or similarbracing shownwhicisaisforOftebuildingdesignandwihichmustbeconsideredbythebuildingdesigner. Bracing support oftrussmembersonlytoreducebucklinglength. Provisions most be made toanchorlateralbracingatendsandspecifiedlocationsdeterminedbythebuildingdesigner. Additional bracingoftheoverallstructuremayberequired. (See HIB-91 of TPI). mussPlateInstitute. TPI. Is located at 583 D'Onoftio Drive, Madison. Wisconsin 53719). JOB PATH: C:ITEE-WKVOBSIBBRAF TOTAL Eng. Job: Dwg: Dsgnr: TLY C11k: TC Live 40.0 psf TC Dead 10.0 psf BC Live 0.0 psf BC Dead 5.0 psf 55.0 Dsf T 1- 4- 0 I 730N 6. 75" scale = 0. 5049 BBRAF Truss ID: F6 Date: 3- 14-02 DurFac - Lbr. 1.00 DurFac - Pit: 1.00 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: V:01. 25.02- 9848- 5: 11CS: I Z 19.01 DESIGN INFORMATION This design is foran Individualbuilding component and has been based on Information provided by the e11cnL The designer disclaims any responsibility for damages as a result of faulty or incorrect Information. specBkatlons and/or designs Furnished to the truss designer by theclient and the correctness oraccuracy ofthis information as It may relate to a spe- clfk project and accepts no responsibility or se"" no control with regud to fabrica- tion. handling, shipment and Installation of trusses. This truss has been designed as an Individual building has In accordance with ANSI/TPI I.19%and NDS-97 to be Incorporated as part of the building designby a Building Designer (registered Webtlect or professional englnecrl. When reviewed forapprovalby 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 ctbnatle records for wind or snow loads. project speedleaUons or special applied lords. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords Itop or bottom) are continu. ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid cclling, they should be braced at a maximum spacingof 10'-0' o.c Connector plates shall be manufactured from 20 gauge hot dipped gahanlred steelmeeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to vertfy that this dmwing is in conformance with the fabricatoes ptWcs and to realize a continuing responsibility for such verl. Ikatbn. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood towood bearing. Con- nector plates shall be located on both faces of the in= with nulls fully Imbeddedand shall be sym. about the joint unless otherwise shown. A Sx4 plate is 5- wide x 4- ling. A 6x8 plate is 6' wide x 8' long. Slots (holes) run parallel totheplatelengthspecified. Double cuts on web members shall meet at the cenbuld of the webs unless otherwise shown. Connector plate alms We minimum sizes based on the forces shown and may need to be increased for certain hand. lingand/orerection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/7P1 1.1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed Inaccordance with -Handling ImudILng A Bracing-. HIB-91. Trusses are to be handled with particular eve during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Itlon and for resisting lateral form shall be designed and Installed by others. Careful hand. ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installallon between trusses to avoid topplinganddonlnoing. The supervision oferection of tosses shall be under the control ofpersonsexperiencedintheInstallationoftrusses. professional advice shall be sought If needed. Concentrationof construction Icads greater than thedesign loads shall not be applied to trusses atany time. No bads other than the weight ofthe erectors shall be applied to trusses until aner all fastening and bracing Is completed. ju. ur% i omen T rLVVK f41.: TOP CHORDS: 4x2 SP #2 BOT CHORDS: 4x2 SP #2 WEBS: 4x2 SP #3 2-4x2 SP #3 1,8 MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D- 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.00" RMB o 1.00 WO: BBRAF WE: This truss *NOT* designed for wind load) TC... FORCE CSI BC ... FORCE CSI1- 2 0 0.05 12-11 0 0.162- 3 0 0.19 11-10 1 0.16 4- 5 1 0.17 10- 9 1 0.005- 6 140 0.17 9- 8 140 0.04 8- 7 0 0.01 3 2X4 1.5X3 3X4 1 SX3 5 TI: F7 _-- 9TY:1 al)=c0a_=====J=oint Locations =c:=====_=== 0- 0 5) 4- 1-10 9) 2- 7- 42) 0- 6- 0 6) 5- 9- 0 10) 2- 0-123) 2- 0-12 7) 5- 9- 0 11) 0- 6- 04) 2- 7- 4 8) 4- 1-10 12) 0- 0- 0 MAX . REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 5-11- 4 205 0 0 TOP H-ROLL0- 3- 6 116 0 0 BOT PIN2- 4- 0 344 0 0 BOT H-ROLL 3X4 4X6 1-4-0 2X4 3X4 I3X4 5 112 11 10 116# 6.75" 345# 8.0011 2- 4-0, 5- 9-0 EXCEPT AS HOWN PLATES ARE T1.20 GA TESTED PER ANSUTPI 1-1995 LM arondaSystems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE # 0050068 1890 OREENBROOit Cr.OVIEDO.FL32766 Design: Afmrir Analysis 4X6 3- 9-0 Over 3 Supports IIYAMINU: 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 bmehng, wind bracing. portal bracing or sbn8arbmcing whichisaputofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bracing shownIsforlateralsupportoftressmembersonlytoreducebucklinglength. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additionalbracingoftheoverallstructuremayberequired. (See HIB-91 of TP0. TrussPlateInstitute. TPI, is located at 583 D'Onafrio Drive. Madison. Wisconsin 53719). JOB PATH. CATEE-LOWOBSIBBRAF Eng. Job: Dwg: Dsgnr: TLY Chk: TIC Live 40.0 psf TIC Dead 10.0 psf 13C Live 0.0 psf BC Dead 5.0 psi TOTAL 55.0 Dsf 1- 4-0 1. 5X3 0- 4-0 7 205# 3.5011 sc n04-0 ov- f-9614 Truss ID: F7 Date: 3-14-02 DurFac - Lbr. 1.00 DurFac - Pit: 1.00 O. C. Spacing: 24.0" Design Criteria: TPI Code Desc: IICS: 12.19.01 J13: BAYBURY FLOOR AC: DESIGN INFORMATION This design is for an Individual building component and has been based on tnformatlon provided by the Ghent. The designer dlsclauns any responsibility for damages as a result of faulty or incorrect Infomation, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this tnformation as It may relate to a spe- cdk project and accepts no responsibility or exercises no control with regard to fabrim- Uon. handltng shipment and tnstallauan of trusses. This truss has been designed as an tndlvidual building component In accordance with ANSI/IW 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional englnmrl. When reviewed for approval by the building designer, the design loadings shown must be checked to be sun that the data shown are In agreement with the local building codes. local elhnatk records for wind or snow bads. Project speclBmtbns or special applied loads. Unless shown, truss has not been designed for storage or occupancy Inds. The design assumes compression chords (top or bottom) are continu. ously braced by sh=thtng unless otherwise specified. When bottom chords in tension are not fully braced laterally bya Property applied rigid ceiling. they should be braced at a maximum spacing of IOr4r o.e Connector Plata shall be manufactured from 20 gauge hot dippedgalvanized steel meetingASTMA 653. Grade 40. unless otherwise shown. FABRICATION NOTES Priorto fabrication. the fabricatorshall review this drawing to verify that this drawl" is In conformance with the fabricators plans and to r=Bze a continuingresponsibility for such verl. Ilmtion. Any discrepancies am to be put In writing before cutting or fabrication. Plates shall not be tnstalied 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 loos with malts fully Imbedded and shall be sym. about thejoint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is 6' wile x8' 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 at= an minimum sizes based on the form shown and may need to be increased for certain hand- ling and/orerection stresses. This truss is not tobe fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES Ali bracing and erection recormnendattons an to be followed in accordance with'HandlingInstalling 4 Bracing'. HIB-91. Trusses are to be handled with particular rare during bandingandbundling, delivery and Installation to avoid damage. Temporary and permanent bracingforholdingtrussesinastraightandplumbpan. Won and for resisting lateral form shall be designed and Installed by others. Careful hand- ling Is essential and erection bracing is always required. Normal precautionary action for Misses requires such temporary bracing during Installation between trusses to amid toppling and dominoing. The supervision of erection of rutsses shall be under the central of persons experienced in the installation of trusses. Professional advice shall be sought U needed. Concenundlon ofconstruction toads greater than the design loads shag not be applied to lrvsses at any tine. No loads other than the weight of the crecton shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 4x2 SP #2 BOT CHORDS: 4x2 SP #2 WEBS: 4x2 SP #3 2-4x2 SP #3 1,5MAXLIVELOADDEFLECTION: L/999 L--0.01" D- 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB o 1.00 1-4-0 WO: BBRAF WE: This truss *NOT* designed for wind loadl TC... FORCE ... CSI ..BC ... FORCE ... CSI1- 2 0 0.18 8- 7 0 0.252- 3 0 0.22 7- 6 198 0.30 3- 4 -198 0.23 6- 5 0 0.07 2X4 1.5X3 1VA 3 4X6 TI: F8 QTY:2 Joint L==__ ocations=========== 1)0- 0- 0 4) 3- 9- 0 7) 0- 6- 0' 2) 0- 6- 0 5) 3- 9- 0 8) 0- 0- 03) 2- 1- 5 6) 2- 1- 5 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc3-11- 4 234 0 0 TOP H_Rp1e,L0- 3- 6 210 0 0 BOT PIN 14-0 1.5X3 04-0 211# 6.75" " 51 235# 3.50" 3-9-0 0-4-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 ( 110 4-0) Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 VYF1KnIIII14W 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 smdlar bracingwhichisapartofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bracingshownisforlateralsupportoftrussmembersonlytoreducebucklinglength. Pmtsluns must be madetoanchorlateralbracingatendsandspecifiedluentiorudeterminedbythebuildingdesigner. Additionalbracingofthemetal) stmctum may be required. 1See HIB-91 of'IPII. rrnusPlateInstitute. TPI. is located at 583 D'Onohio DrNe, Madison. Wisconsin 53719). Eng. Job: Divg: Dsgttr: TLY Clik: TC Live 40.0 psf TIC Dead 10.0 psf BC Live 0.0 psi BC Dead 5.0 psf TOTAL 55.0 trsf scale = 1.5750 Truss ID: F8 Date: 3-14-02 DurFac - Lbr1. 1.00 DurFac - Pit: 1.00 O. C. Spacing: 24.01n Design Criteria: TPI Code Desc: Design: Matrix Anafysir JOB PATH: C:ITEE-LOKUOBSIBBRAFHCS: 1219.01 JD- DATtSUKY t-LVVK AC: DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responslbili y for damages as a result of faulty or incorrect Information. speeinmUons and/or designs furnished to the truss designer by the client and the correctness or accuracyofthisinformationasItmaymutetoaspe- elflc project and accepts no responsibility or exercls" nocontrol with regard tofabrica- tion. handling, shipment and Installation of teases. Thistruss has been d"Igncd as an indMdual building component in accordance with ANSI/7P1 1-1995 and NDS-97 to be Incorporated as part of the building design by a BuildingDesigner (registered architect or professional engineer). When reviewed for approval by thebuildingdesigner, the design landings shown must be checked to be sure thatthe data shown am In agreement with the local building codes. local cLtnatk: records for wind or snow loads. project specifications or special applied Inds. Unless shown. truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are contlnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced Laterally by a property applied rtod ceUing, they should be braced at a maxtroum spacing of IOr-0' o.e Connector plat" shall be manufactured from 20 gauge hot dipped gahanized steel meeting ASTM A 653. Crade 40. unless otherwise shown. FABRICATION NOTES Prior tofabrication, the fabricator "hall review this drawing to verify that this drawing is in cordonnance with the fabricator's plans and to realize a continuing r"ponsfbWty for such verl- 0callon. Anydlsoepancle are to be put in wrtting before cutting or fabrientbn. Plates shall not be installed user knolholes. knots or distorted grain. Members shall be cut for tight filling wood to wood bearing. Con. nector platen shall be located on both faro of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise sham. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is a - wide x 8' long. Slots tholes) run parallel to the plate length spccdled. Double cuts on web member shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minhnumslz" baud on the forces shown and nay need to be increased for certain hand. Ung and/or erection stress". isThtruss Is not to be fabricated with Ure mlardanl treated lumber unlessolherwtsc shown. For additionalInformation on Q=Lity Control refer to ANSI/ TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with -Handling Installing & Bracing. HB-91. Trusses are to be handled with particular can: during banding and bundling, delivery and Wtatlatbn to avoid damage Temporary and permanent bracing for holding trusses In a straight and plumb pos- Itlonandforresistinglateralforcesshallbedesigned andInstated by others. Careful hand. ling Is essential and erection bracing is ahvays required. Normal prmuttonary action for tresses requires such temporary bracing during I stathllon between trusses to amidtoppling anddominoing. The supervision of erectionof truss" shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought if needed. Concentration of constructionloads greater than the design Imds shall not be applied to trusses at any time. No Inds other than the weight of theerectors shalt be applied to truss" until after all fastening and bracing Iscompleted. TOP CHORDS: 4x2 SP #2 BOT CHORDS: 4x2 SP #2 Was: 4x2 SP #3 BEAR. BLR: 2-4x2 SP #3 MAX LIVE LOAD DEFLECTION: L/ 999 L=- 0.02" D_-0.01" T=-0.03" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.01" RMB _ 1.00 TT 1- 2-8 i I 0- 3-0 WO: BBRAF WE: This trUSS *NOT* designed for wind load! TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -88 0.29 8- 7 734 0.26 2- 3 -735 0.31 7- 6 739 0.17 3- 4 -89 0.30 6- 5 739 0.26 30. 00rr typ. T 8' 1 2 4- 0-1 2- 01-2 6X8 IVA TI: F9 BTY:I a==_ JointLocations1) a- 0 0 4) 7- 8- 0 7) 2- 8-c4-_• 2) 2- 8- 4 5) 7- 8- 0 8) 0- 0- 0 3) 4-11-12 6) 4-11-12 TOTAL DESICN LOADS UniformPLFFromPLFTo TCVertL+D -104 0- 0- 0 -104 7- 8- 0 MAX. REACTIONS PER BF-MUNGLOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1- 8 399 0 0 TOP PIN 8- 0- 8 399 0 0 TOP H-ROLL 3X4 "' 1.SX3 3X4 rn, 3X4 400# 3.00" 0- 3-0 R0- 3-0) 1 EXCEPT AS SHOWN PLATES ARE TL20 GA Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE # 0050068 1890 OREENBROOR CLONEDOXI-32760 Design: Mmrix Anafj•rir 7- 8-0 TESTED PER ANSUTPI 1-1995 nHKn1MIU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bmetng shownon this drawing isnot erection bmch,& wind bmcing, portal bracing orsimilar bracing whichLaapartofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bracing shownIsforforlateralsupportoft..... members only to reduce buckling length provisions must be madetoanchorbteralbracingatendsandspecifiedrlomllonsdeterminedredbythebuildingdesigner. AddlUonaibmeingoftheoverallstructuremayberequired. IS" HIB-91 of TPII. frrussPlateImUtute. TPi. is located at 583 D'Onofrlo Drive. Madison. Wisconsin 53719). JOB PATH: C.17EE-L0XU0B5IBBR4F Eng. Job: Dwg: Dsgnr: TLY Clik: TC Live 40.0 psf TC Dead 10.0 psf BC Live 0.0 psi BC Dead 5.0 psf TOTAL 55.0 Ds 0- 3-0 400# 3.00" RO- 3-0) scale = 0.8204 Truss ID: F9 Date: 3-14-02 DurFac - lbr: 1.00 DurFac - Pit: 1.00 O. C. Spacing: 24.0" Design Criteria: TPI Code Desc: NCS: 12.19.01 JB: BAYBURY FLOOR AC: DESIGN INFORMATION This design is for an IrldMdual building component and has been based on information provided by the client. The designer disclaims any respamtbWty, for damages as a mull of faulty or Incorrect trifomallon. speallmitom and/or designs furnished to the truss designer by the client and the cormetness or accuracy of this information as It may relate to a spe- c01c project and accepts no responalbWty, orexemciscsnocontrolwithregardtofabrica- tion. handling. shipment and tmtallatan of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TP1 1-19%and NDS-97 to be incorporated as pan of the building design by a BuildingDesigner (registered architect or professional engineer). When reviewed for approval by the building designer, the design lmdtngs 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 speelBmtiom or special applied loads. Unleas shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) are continu. ausly braced by shwlhing unless otherwise specified. Where bottom chords to tension are not fullybraced laterally bya Properlyapplied rigid -WM they should be braced ata maximum spacing of 10`0- o.c. Connector Plates shad be manufactured from 20 gauge hot dipped gahanlzed steelmeetingASIM A653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verily that this drawing is in conformance with the fabricatoes plain and to realize a continuing responsibility for such verl- flcotlon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be hutalled ovcr knotholes. knoll ordistorted grain. Members shad be cut for light BtUng wood to wood bearing. Con. nector plates shad be located on both faces of the true with nabs fully Imbedded and shall be sym. about the joint units otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is 6' wide x 8' long. Skrts (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid ofthe webs unless otherwise shown. Connector plate sizes are mintrnum sizes based on the forces shown and may need tobe Increased forcertain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/'TPI 1-1995 PRECAUTIONARY NOTES AB bracing and erection recommendations are to be followed In accordance with-HandWg Installing 6 Bracing'. 1118.91. Tresses are to be handled with particular care during bonding and bundling, delivery and Lmtadalim to avoid damage. Tempomry and permanent bmang for holding trsaes In a straight and plumb pm - Ilion and for resisting lateral forces shall be designed and Installed byothers. Careful hand. UM Is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of muses shad be under the control ofpersons expertenced In the Installation of trusses. Professional advice shall be sought Ifneeded. Concentration ofconstruction loads greater than the design loads shad not be applied to muses atany tine. No Inds other than the weight of the erectors shall be applied to trusses until after all fastening and bmcng is completed. TOP CHORDS: 4x2 SP #2 BOT CHORDS: 4x2 SP #2 WEBS: 4x2 SP #3 BEAR. BLR: 2-4x2 SP #3 MAX LIVE LOAD DEFLECTION: L/999 L_-0.01" D= 0.00" T--0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.00" RMB - 1.15 1-4-0 3X4 1.5X3 WO: BBRAF WE: All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise This truss *NOT* designed for wind load) TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -70 0.10 0-10 87 0.06 2- 3 -532 0.11 10- 9 403 0.15 3- 4 -532 0.05 9- 8 532 0.174- 5 -532 0.11 8- 7 401 0.155- 6 -70 0.10 7- 0 87 0.06 3-5-12 1 [ a— 0-3-8 3X4 1 5X3 1 CV-1 TI: F91 9TY:1 c_= ===Joint Locations===_____=_____ 1) 0 0- 0 5) 4-10- 2 9) 2-11-12, 2) 1- 6- 4 6) 6- 4- 4 10) 0- 0- 03) 2-11-12 7) 6- 4- 4 4) 3- 4-12 8) 3- 4-12 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type0- 1- 0 343 0 0 BOT PIN6-10- 4 343 0 0 BOT H-ROLL 3X4 env 1.5X3 1-4-0 3X8 I 10 343# 2.00" J-3-8 0 3-8) i EXCEPT AS SHOWN 3X4 3X4 3X8 6-4-4 PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 Imaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOKCT.OVIEDO.PL32766 Design: Matrix Analysis Ut AKNINU: READ ALL NOTES ON THIS SHEET. Eng. Job: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgnr: TLY Clrk: BRACING WARNING: TC Live 40.0 psr Bracing shown on this drawing is not eredlon bracing, wind bracing, portal bracing or similar bmctngwhichIs, a pan of the building design and which must be considered by the building designer. Bmcing TIC Dead 10.0 psf shown s for lateral support of truss members only to reduce buckling length. Pmislom must bemadetoanchorlateralbmcingatendsandspecifiedlocationsdeterminedbythebuildingdesigner. BC Live 0.0 Psr Addtional bracing of the overall structure may be required. IS= HIB-9I of7P0. BC Dead 5.0 psff)tuss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). JOB PATH: C.ITEE-(AKVOBSIBBRAF TOTAL 55.0 343# 2.00" 038 RO-3-8) scale = 0.9658 Truss ID: F91 Date: 3-13-02 DurFac - Lbr: 1.00 DurFac - Pit: 1.00 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: 11CS: 12.19.01