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111 Wheatfield Cir - BR04-001336 (CELERY LAKES) (SFR) (A) DOCUMENTSPERMIT ADDRESS CONTRACTOR ADDRESS PHONE NUMBER PROPERTY OWNER Maronda Homes 1 101 N Keller Rd., Ste F Orlando, FL 32810 407-475-9112 CRC 058496 t7 t7 ra SUBDIVISION PERMIT # GLl' t124 (o DATE 'O PERMIT DESCRIPTION PERMIT VALUATION SQUARE FOOTAGE ADDRESS PI -IONS NUMBER ELECTRICAL CONTRACTOR MECHANICAL CONTRACTOR 0 PLUMBING CONTRACTOR.W%.A%Ot.— Z- MISCELLANEOUS CONTRACTOR PERMIT NUMBER MISCELLANEOUS CONTRACTOR FEE PERMIT NUMBER FEE City of ,Sanford Certificate of Occupancy 1 ot otA_ t_co,- a This is to certify that the building located at 111 WheatFeld Cir for which permit number 04-1336 was issued has been completed according to the plans and specifications filed in the permit, to wit as a Single Family Residence complies with all the building, plumbing, electrical, mechanical, as well as City of Sanford codes and ordinances and with the provisions of these regulations. Staff Approval Date Conditions (if blank, no conditions apply) Building: F. Ortiz 08/02/04 Engineering: D. Richards 07/30/04 i Public Works: J. Crumpton 08/03/04 Utilities: R. Blake 08/16/04 Fire Department: I Zoning: Maronda Homes Property Owner Q)3Y Y/A . Q ,, 08/17/04 Building Official Date CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL, INSPECTION SINGLE FAMILY RESIDENCE"" DATE: PERMIT #: ADDRESS: CONTRACTOR: PRONE #: 07/29/04 04-1336 111 Wheatfield Cir 1Vlaronda Homes Jason 321-436-1020 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 3v o Public Works Utilities Fire N/A Zoning N/A Licensing N/A CERTIFCATE OF OCCUPANCYr' REQUEST FOR FINAL INSPECTION SINGLE FAMILY RESIDENCE**** DATE: PERMIT #: ADDRESS: CONTRACTOR: PHONE #: 07/30/04 04-1336 111 Wheatfield Cir Maronda Homes Jason 321-436-1020 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 ii 0 f c ublic Works Utilities Fire N/A_ Zoning N/A. Licensing N/A CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) 1 CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION SINGLE FAMILY RESIDENCE**** 1 I I I I DATE: 07/30/04 PERMIT #: 04-1336 i I o t W U c ww o ADDRESS: 111 Wheatfiefld Cir c I n S CONTRACTOR: Maronda Homes i o PHONE #: Jason 321-436-1020 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 N/A Public Works Zoning N/A tilit' s Licensing N/A CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) LMBC1001 _ CITY OF SANFORD Address Misc. Information Inquiry Location ID . . . . . . . 254785 Parcel Number . . . . . 32.19.31.515-0000-0570 Alternate location ID i Location address . . . . 111 WHEATFIELD CIR Primary related party . . Type options, press Enter. 5=View detail Opt Description PLANNING & ZONING COMMENT CUSTOMER SERVICE NOTES CUSTOMER SERVICE NOTES CUSTOMER SERVICE NOTES CUSTOMER SERVICE NOTES CUSTOMER SERVICE NOTES 8/02/04 17:08:47 Free -form information CELERY LAKES, PHASE I LOT 225 ***************** SW DEV FEE $1700.00 WA DEV FEE $650.00 BP04-1336 PD 3-17-04 SEE REC#6559 3/4"WA METER SET FEE $190.00 PD 3-17-04 REC#6559 F2=Address F3=Exit F5=Special Notes F9=Parcel Notes F12=Cancel r LMBC1001 CITY OF SANFORD Address Misc. Information Inquiry Location ID . . . . . . Parcel Number Alternate location ID Location address . . . . . Primary related party Type options, press Enter. 5 View detail Opt Description CUSTOMER SERVICE NOTES CUSTOMER SERVICE NOTES 262515 111 WHEATFIELD CIR 8/02/04 17:08:51 Free -form information 3/4"RC METER SET FEE $190.00 PD 3-17-04 REC#6559 F2=Address F3=Exit FS=Special Notes F12=Cancel EVANS GEOTECHNICAL & CONSTRUCTION MATERIALS TESTING GEOTECHNICAL SERVICES, INC FIELD _REORT ON IN -PLACE DENSITY TESTS PROJECT: CLIENT:/` e" A DATE: 1/47 le AREA TESTED: YJ i 1' 6 TYPE OF TEST: ASTM D-2937 DRIVE CYLINDER METHODAREATESTED: 4c,'d L' 6 SOIL COMPACTION REQUIREMENT 95 /o / MEETS REQUIRED DENSITY/ -'TECHNICIAN: AWE a TEST LOCATION PROCTOR PERCENT DRY i FIELD." BASE TEST r..,, VALUE COMPACTION DENSITY MOISTURE THICKNESS-, DEPTH ., 1, REMARKS: 0 PO.BOX 740805 ORANGE CITY, FLORIDA 32774-0805 • PHONE (386) 804-6958 • FAX (386) 774-2182 • CITY OF SANFORD PERMIT APPLICATION Permit # : Date: Job Address: U i o et Y le LOT Description of Work: Single Family Residence Historic District: Zoning: Value of Work: Permit Type: Building_ Electrical Mechanical _ Plumbing X Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement_ New ..(Duct Layout & Energy Cale. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets C— Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: Construction Type: VI # of Stories: # of Dwelling Units: 1 Flood Zone: X TEMA form required for other than X) Parcel #: (Attach Proof of.Ownership & Legal Description) Owners Name & Address: Maronda Homes Inc of Florida 955 Keller Rd Ste. 1500 Altamonte Simin¢s. FL 32714 Phone: 407475-9112 Contractor Name & Address: WILL AM T. SELF 4005 MARONDA WAY SANFORD FL 32771 State License Number: CFC057039 Phone & Fax: (407) 475-91 12 Contact Person: Laurie Pellejzrino Phone (4071659-3719 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. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: 1 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 pennit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713 Signature of Owner/ •.gent Date Russell Keith Summers Print Owner/Agent's Name A)—b1o4 S of Florida Date S ZI.....................................a.,. i LAURIE PELLEGRINO Comm# DD0232004 C a*otd" 's ga _ Expires?/16/2007 3 yn.Q Wl$ Bonded tnru (800)432 4254 i................. F or;da Notary Assn.Inc .e Owner/Agent is _X_ Personally Known to Me or Produced ID APPLICATION APPROVED BY: Bldg: Initial & Date) Special Conditions: 3{I% Signature of Contractor/ ent Date WILLIAM T. SELF Print Contractor/Agent's Name d- j Signature of Notary -State of to 'da Date g LAURIE Comm# D130232204yptF[[ryyy aF® Expires ( SDO)4 2- : jJ' f Bpfdad y(w(gyppp){W32.4254L Flalda AewwiiiM.ed Contactor/Agent is _X_ Personally Known to Me or Produced ID Utilities: FD: Initial & Date) (Initial & Date) (Initial & Date) COUNTY OF CEI'll INOLE IMPACT FEE STATEMENT ISSUED BY CITY OF SANFORD STATEMENT NUMBER 104-75908 DATE: BUILDING PERMIT fol TY NUMBER: __________ UNIT ADDRESS:/^/ _ f------------------- '____________ TRAFFIC ZONE: JURISDICTIOH. 8EC: TW SUBDIVISIOy x : -' PLAT BOOK:its? AT BOOK PAGE :^/~L_ BLOCK: LOT: OWNER NAME: i -- 7'-------- ADDRESS: |1//_ 6/ /7/ &!~ / // APPLICANT NAME:.......................... ADDRESS: LAND USE CATEGORY: 001 - Single Family Detached House TYPE USE: Residential WORK DESCRIPTION: Single Family Housco Detached - Construction FEE BENEFIT RATE FEE UNIT RATE PER # & TYPE TOTAL DUE TYPE DIST SCHEDULE DESC. UNIT OF UNITS ROADS ARTERIALS CO -WIDE O dwl unit $ 705.00 1 $ 705.00 ROADS COLLECTORS NORTH O dwl unit $ 142.00 1 $ 142.00 | LIBRARY CO -WIDE, Q dwl unit $ 54.00 1 $ 54.00 SCHOOLS CO -WIDE O dwl unit $1,384.00 1 $ 1,304.0O AMOUNT DUE $ 2,285.0 STATEMENT RECEIVED BY: / ,___ SIGNATURE r ( PL0ASE PRINT NAME) NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND E] 1.1TIM[LY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. *** r DISTRIBUTION: 1-COUNTY 3-CITY 2- APPLICANT 4-COUNTY PEROONS ARE ADVISED THAT THIS IS A STATEMEM° OF FEES WHICH ARE DUE AND PAYABLE PRIOR TO ISSUANCE OF A BUILDING PERMIT,, PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO PPEAL THE CALCULATIONS OF THE RDAD, LIBRARY SYSTEM AND/OR EDUCATIONAL ( SCHOOL) IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF T(E COUNTY LAND DEVELOPMENT CODE. COPIES OF THE RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD, FLORIDA 32771; 407) 665-7474. PAYMENTHOULD BE MADE TO: CITY OF SANFORD BUILDING DEPARTMENT -r `-- - 300 NORTH PARK AVENUE ' SANFORD. FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERE>|CE THE STATEMENT NUMBER AND CITY BUILDING PERMIT NUMBER AT THE TOP ^ LEFT OF THE NOTICE. THIS STATEMENT IS VALID ONLY IN CONJUNCTION WITH ISSUANCE OF A*** SINGLE FAMILM BUILDING PERMIT******************** t7f/^ 19 3 Ir"', a W 74 1 -.I 00 W M Y U 0 00 zz 4 g 0 MARYANNE MORSE, CLERK OF CIRCUIT COURT SEMINOLE COUNTY BK 05199 PG 1L41 CLERK'S # 2004t_ 23774 REL21RDED 0,11712004 12:59:13 FM RELI)RDINO FEES 6.00 RECORDED BY S O'Kelley MARYANNE MORSE, CLERK OF CIRCUIT COURT SEMINOLE COUNTY HK 05187 PG 0623 CLERK'S # 2004017303 RECORDED 02/04/2004 01:45:35 P RECORDIN8 FEES 6.00 RECORDED BY L Woadley NOTICE OF COMMENCEMENT TAX FOLIO NO. 25-133-6949 PERMIT NO. STATE OF FLORIDA COUNTY OF SEMINOLE 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 PJROPERTY (Legal Description and Street Address) Lot 111 WHEATFIEI 57 General Description of improvement Construct a Single Family Residence OWNER INFORMATION Name and Address Maronda Homes, 1101 North Keller Road, Suite F, Orlando, FL 32810 Interest in Property (Fee Simple, Partnership, etc.) Owner NAME AND ADDRESS OF FEE SIMPLE TITLEHOLDERS (If other than owner) CONTRACTOR Maronda Homes, 1101 North Keller Road, Suite F Orlando, FL 32810 Name and address) SURETY (Bonding Company) CERTIFIED COPS! ` Name and Address N/A MARYANNE MORSE f3LFRK OF CIRCUIT COUP Amount of Bond LENDER Name and addre; ATTN: DAN FINNEGAN Phone (407) 646-6304 Fax (407) 644-2388 Persons within the State of Florida designated by owner upon whom notice or other documents may be served as provided by Section 713.13(1), (a), 7., Florida Statutes. Kampf Title, 200 W. 1st St., Sanford FL 32771 Fax: 407-330-5062 Phone: (407) 322 9484 Name and address) In addition to himself, Owner designates provided in Section 713.13(2), (b), Florida Statutes. or to receive a copy of Lienors Notice as Expiration Date of Notice of Commencement The expiration date is 1 year from the date of recording unless a different date is specified.) RUSSE L KEIT9 ERS Maronda Horntg:Inc. of Florida Vice President - Construction Sworn to and subscribed before me this 29TH day of JANUARY, 2004 KiIt CIU t 11 CLERK OF t"C lil Notary Public Mi y4i // JJ' o y..o.n...... m........................... bLAURIEPELLECr ",!O Fq. mny o-pnrvd. Commff DD0232 r Eagaims 7/16/2007 w ' Bonded thn, (800}432 4254: 5.................:::d ; Not a ry As:.n.3:Inc CITY OF SANFORD PERMIT APPLICATION Permit.# : —` w Date: Januaa 29, 2004 Job Address: 111 WHEATFIELD-t0WL A_G` QLOT 57 CELERY LAKES Description of Work: Single Family Residence Historic District: Zoning: Value of Work: $120,698.00 Permit Type: Building _X_ Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/ New Residential: # of Water Closets Plumbing Repair —Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: 3,218 Construction Type: VI # of Stories: 2 # of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X) Parcel #: 32-19-31-515-0000-0570 (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes, Inc. of Florida 1101 N. Keller Road, Suite F Orlando, FL 32810 Phone: 407-475-9112 Contractor Name & Address: Russell Keith SuAlleTJ 11b] A WlegRo uiterF ] a L 32810 State License Number: CRC058496 Phone & Fax: (407) 475-9112 ogt c Pe son L P ` le Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender: r FEB i 4 L0 0 g Address: ' Architect/ Engineer: Tomas Ponce i Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford FL .3 277L. Fax: (407) 321-3913 Application is hereby made to obtain a permit to &I t ',.work atinsla'aC ica rtify that -no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards oT All laws regulating construction iri this yu> isdiction. I understand that a separate permit.must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records ofthis county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. 29/04 Signature of O er/ Date Russell Keith Summers Print Owner/ Agent's Name 1/2 9/04 Signature of Notary-Stateqf Florida Date nn.............................ng LAURIE PELLEGRINO prP"' G42 Co mm#OD0232804 r° Expires 7/ 18/2007 C y Bot dw 1MU (SOO)132a4254. VIAW, 8e.wwu.. eaaossesoeeeaoseeasweeeoes.wse8 Florida Note%A .s Inc OwnerAgent is _X-- Personal ly.Known to.M&or Produced ID APPLICATION APPROVED BY: Bldg. i76 Zoning Initial & Date) k-,*`/ 29/04 Signature of C trac gent Date Russell Keith Summers Print Contractor/Agent' s Name 1 /29/04 Signature of Notary- StateTorida Date a......nu.nuo...... m..................r LAURIE PELLEGRINO grun" a Comm# DD0232BU Bonded 0. (800) 4W.4254: esunnii Florida el rich Notazsanin., Inc Contractor/Agent is _ X_ Personally Known to Me or Produced ID Utilities: Initial & Date) ( Initial & Date) (Initial & Date) Special Conditions: I — CITY OF SANFORD PERMIT APPLICATKAN Permit #: Date: Job Address: T Description of Work: SINGLE FAMILY RESIDENCE Historic District: Zoning: Value of Work: Permit Type: Building Electrical Mechanical X Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS 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 Plumbing Repair— Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: Construction Type: VI # of Stories: # of Dwelling Units: I Flood Zone: X (FEMA form required for other than X) Parcel #: Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes Inc of Florida 1101 N. Keller Road, Suite F Orlando, FL 32810 Phone: 407-475-9112 Contractor Name & Address: GARY CARMACK 4005 MARONDA WAY SANFORD, FL State License Number: CAC043900 Phone & Fax: (407) 321-0064 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. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions ap}lictle to this property that may be found in the public records of this county, and there may additional permits required from other governmental entities such a at management districts, state agencies, or federal agencies. Acceptance of permit is verification that 1 will notify the owner of the proprty of the requireAhe t of Florida Lien Law, FS 713. Signature of Owner Agent Date Signature o Contractor/Agent Date Russell Keith Summers GARY CARMACK Print Owner/Agent's Name Print Contractor/Agent's Name i 31i63 Signature of Notary -State o lorida Date nunuu..uu.......... uou..00..... LAURIE PELLEGRINO r n Comm# DD0232804 E>r *m 7/16/2007 . Bonded tlttu (8W)432.42547 Fl.orkla .Notary(Assn..Inc Owner/Agent is _X_ Personally Known to Me or Produced ID uoto/01"L - 1 31 p,3 Signature of Notary -State o lorida Date uwPEI I nm............ LAURIEu ELLE.GRINO A Comma DD0232804 Expires 7/162W7 Bonded ftu ,42U: an,' Florida Notary Assn., Inc Sww..ii•• .............................oiContractor/Agent is _ X_ Personally Known to Me or Produced ID APPLICATION APPROVED BY: Bldg: 3 -40 / Zoning: Utilities: FD: Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: CITY OF SANFORD PERMIT APPLICATION Permit # Job Address: Description of Work: Single Family Residence ` Historic District: Zoning: Value of Work: Date: [I fa.(o'm Permit Type: Building Electrical X Mechanical _ Plumbing _ Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS6-W Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non' -Residential Replacement New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: Construction Type: VI # of Stories: # of Dwelling Units: I Flood Zone: X (FEMA form required for other than X) Parcel #: Owners Name & Address: Contractor Name & Addr Attach Proof of Ownership & Legal Description) License Number: FG4 VfiG3 Phone & Fax: (407) 475-91 12 Contact Person: Laurie Pellegrino Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Tomas Ponce Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford, FL 32771 Fax: (407) 321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: 1 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 ofthis 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. Signatur . oaf Owe /Agent Date Russell Keith Summers Print Owner/Agent's Name 7(A u P I -a-&uO 1 1 1dblm Signature of Notary-StatHf Florida Date LAURIE -PELLEGRINO Comm# D00232804 Expires 7/i6=7 if Bonded thru(800)432.4254: IM"e Florida NotaryAssn. Inc S I .............•.................. 0.... .:... 0.9 Owner/ Agent is _X_ Personally Known to Me or Produced ID gnatur Contractor/Agent Date Print Contractor/Agent's N a l 03Signature of Notary -State Florida Date. LAURIE PELLEGRINO P& ' AyComm# DD0232804 tt1YPpExpires 7/18/2007 s Pra` Bonded thru (800)432-4254: Florida Notary Assn Inc S... ................... .n...u.....wis0 0.8 Contractor/ Agent is _X_ Personally Known to Me or Produced ID APPLICATION APPROVED BY: Bl 3 Zoning: Utilities: Initial & Date) (Initial & Date) (Initial & Date) Initial & Date) Special Conditions: aronda Domes AN EASILY OBSERVABLE BETTER VALUE! 1101 NORTH KELLER ROAD, SUITE F • ORLANDo, FLoRIDA 32810 407-475-9112 • FAX: 407-475-9115 LETTER OF AUTHORIZATION CITY OF DELTONA VOLUSIA COUNTY x CITY OF SANFORD SEMINOLE COUNTY I hereby name and appoint Lee Emerson, Joyce Stark and Silver Streak to sign his/her name on my behalf in order to apply for and/or pickup building permits for Maronda Homes, Inc. of Florida work to be completed at Lot 57, 111 WHEATFIELD LOOP at CELERY LAKES. RUSSELL KEi UnnMERs, CRC058496. MARONDA HOMES, INC. OF FLORIDA STATE OF FLORIDA COUNTY OF ORANGE Sworn and subscribed before me this 29TH day of JANUARY, 2004 by RUSSELL KEITH SUMMERS who is personally known to me. NOTARY PUBLIC Mt...H......................... 0......( j LAURIE PELLEGRINO Coenmtl WM32804gry irea7/18@007 4ECF Bonded tlw (800)M-4254 a... ' ov m....... Florida Notary Asen.:... PLAT OF BOUNDARY SURVEY for MARONDA HOMES Legal Description ' LOT 57, CELERY LAKES PHASE 1, according to the Plat thereof as recorded in Plat Book 62, Pages 75 and 76, of the Public Records of Seminole County, Florida. o w N a w J k I I E 1 4 58 N 189-38'17" E. 1130.00' 5.00' 5DRAINAGE ESM'T N 1 ii Ir00Ic ; PROPOSED a N { i BAYBURY- C p 0 57 W i 4 BEDROOM o 0 0 o M CONC. PRO F.FF= 22.04- M I nNi 3 ; DRIVE ti a Cn Cnm4f30.00' 2l. iP ° o s°'---------------------------------- 0 5' DRAINAGE ESM'T .00' O m N 89'38'17" E 130.00' y 6 SCALE: 1 "=30' 25.00 SURVEY NOTES: 1) The street address of the above -described property is 111 WHEATFIELD CIRCLE. 2) The above -described property lies in a Flood Zor)e X per FIRM 12117C 0065E dated APRIL 1995. 3 SURVEYOR' S CERTIFICATE 9 This is to certify that I have made a Survey of the! above described! property and that the plat hereon delineated i is an accurate representation of the same. I further certify that this Survey meets the Minimum Technical Standards set forth by the Florida Board of Land Surveyors pursuant to Section 427.027 of the Florida Statutes. REVISIONS: CERTIFIED (ACT T0: I< ITNER SURVEYING,,INC. R. BL-AIR KI fNEit' P.L.-S. NO. 3382 Post Office B6x 623 f5ahford, Fl. 32772--W3 n PROJECT NO: 04 -106 SURVEY 60E,: CITY OF SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 57 Subdivision: CELERY LAKES Property Address: 111 WHEATFIELD LOOP CK 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: 7 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). 0 c. Elevations of all exterior walls, east, west, north and south. Finish floor elevation height as per City Engineering Department or subdivision plat. rx_ 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. Fx_ h. Square footage table showingfootages: 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. Ex -Ell 3. Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97). 0 4. Soil analysis and/or soil compaction report. If soils appear to be unstable or if structure to be built TO FOLLOW on fill, a report may be requested by the Building Official or his representative. N/A 5. Other submittal Documents: N/A a. Utility letter or approval when public water supply and/or sewer system connection to be made. N/A b. Septic tank permit to be obtained from Seminole County Health Department at: 400 West Airport Boulevard, Sanford, FL (407) 665-3600. N/A c. Arbor permit when trees to be removed from property. Contact the City Engineer for details regarding the arbor ordinance and permit. x 6. Application to be completed thoroughly and signatures provided by a licensed and insured contractor. OWNER/BUILDER MUST APPEAR IN PERSONS TO SIGN APPLICATION AS PER FLORIDA STATE STATUTE 489. Subcontractor license numbers must be included on the application. If electrical, mechanical or plumbing permits have not been issued, inspections will not be scheduled or made and subcontractors will be subject to penalty under the City Ordinances REQUIRED INSPECTIONS DURING AND UPON COMPLETION OF CONSTRUCTION 1. Footer 2. Underground, electrical, mechanical and plumbing 3. Foundation elevation survey 4. Slab 5. Lintel — tie beams — columns — cells 6. Rough electrical 7. Rough mechanical 8. Rough plumbing 9. Tub Set 10. Framing 11. Tenant Separation/firewall 12. Insulation, walls and/or ceilings 13. Electrical final, mechanical final and plumbing final 14. Building Final 15. Other DATE: Thursday, January 29, 2004 SIGMA_ TORE: -71 By Owner or4ruuthorized Agent) k.40 ITNER S U R V E Y I N G 26 July 2004 City of Sanford Building Department 300 North Park Avenue Sanford, Florida 32771 Re: Ill Wheatfield Loop To Whom It May Concern: This is to certify that the finished floor elevation of the new building constructed at the above site meets or exceeds the requirements of Section 6- 7 of the City of Sanford Building Code. Should you have any questions or need additional information, please do not hesitate to call. Sincerely, R. Blair Kitner P.S.M. No. 3382 P.O. BOX 823 • SANFORD, FLORIDA 32772-0823 • (407) 322-2000 J FEDERAL EMERGENCY MANAGEMENT AGENCY NATIONAL FLOOD INSURANCE PROGRAM ELEVATION CERTIFICATE Vrportartt Read the instrudmis on pages I.7. SECTION A- PROPERTY OWNER INFORMATION BUILDING OWNER'S NAME MARONDA HOMES BUILDING STREET ADDRESS (Indudng Apt, Unit, Suite, ardor Bldg. No.) OR P.O. ROUTE AND BOX NO. 111 WHEATFIELD LOOP O.M.B. No. 3067-0077 Expires December 31, 200, For trmarsr?ce.Cgnpery Use; .. Policy Num1ber Con rgm y NAIL Number STY STATE ZIP CODE SANFORD FL 32771 PROPERTY DESCRIPTION (Lot and Bloc( Mariners, Tao( Parcel Nranber, Legal Desaption, etc.) LOT 57, CELERY LAKES PHASE 1 PLAT BOOK 62, PAGES 75 & 76 - BUILDING USE (e.g., Residential, Non-residential, Addition, Accessary, etc. Use a Commends area, if necessary.) RESIDENTIAL LATITUDEILONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: GPS (Type): f - a - ##JW or ##.#####) NAD 1927 NAD 1983 USGS Quad Map Other. SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION 81. NFIP COTv4 UNITY NAM & C06WtJNITY NUMBER 132. COUNTY NAAE B3. STATE CITY OF SANFORD 120294 SEMNOLE FLORIDA 134. k1AP AND PANEL 87. FIRM PANEL 139. BASE ROOD ELEVATION(S) NUMBER B5. SUFFD( 86. FIRM INDEX DATE EFFECTNBREVISED DATE 138. FLOOD ZONE(S) Zare AO, use dq* dtocig) 12117CO065 E APR1995 APR1995 X NA 810. Indicate the source of the Base Flood Elevation @FE) data or base flood depth entered in B9. RS Profile ®FIRM Community Determined Other(Desabe): B11. Indicate the elevation datum used for the BFE in W. ® NGVD 1929 NAVD 1988 Other (Describe): B12 Is the building located in a Coastal Barrier Resources Systern (CBRS) area or Otherwise Protected Area (OPA)? Yes ® No Designation Date SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Buldig elevations are based on: Camstrudion Drawings' Building UnderCor>sbudion' ® Finished Construction A new Elevation Certificate will be required when construction of the buildings' complete. C2. Building Diagram Number 1(Select the building diagram most *Jar to the building for which this certdi(ate is being completed - see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or pholograph,) C3. Elevations—ZamAt-A30, AE, AH, A (with BFEJ, VE, V1-V30, V (with BFE), AR, ARIA ARIAS, AR/A1-A30, ARIAH, AR/AO Complete Items C3.-a-i below a000dimg to the building diagram specified in Item C2 State the datum used. If the datum is different from the datum used for the BFE in Section B, convert the datum to that used for the BFE Show field measurements and datum conversion calculation. Use the space provided or the Comments area of Section D or Section G, as appWiab, to document the datum conversion. Datum NGVD 29 CornensioNCanmernts Elevation reference mark used Does the elevation reference mark used appearor the FIRM? Yes ® No a) Top of bottom floor(including basement a enclosure) 22 13 ft(m) b) Top of red higheriloor NA. A(m) U) U c) Bottom of lowest horizontal structural member (V acmes only) NA --A(m) garage (foP of) 21. 66 ft(m) g e) Lowest elevation of machinery arxYa equipment W m servicing the building (Describe in a Comments area) 21. 8 ft(m) E 2 O f) Lowest adjacent (finished) grade (LAG) 21.Aft(m) Z g) Hghed adjacent (finished) grade "G) 21. 6 ft(m) h) No. of permanent openings (flood vents) within 11t above adjacent grade 0 ) Total area of all permanent openings (Hood vends) n C3.h _sq. in. (sq. an) SECTION D - SURVEYOR, ENGINEER, OR ARCH17ECT 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 maybe punishable by fine or imprisonment under 18 U.S. Code, Section 1001. CERTIFIERSNAME R. BLAIR KITNER LICENSE NUMBER P.S.M, 3382 TITLE PRESIDENT COMPANY NAME KITNER SURVEYING, INC. ADDRESS CITY STATE ZJP CODE 2597 SANFORD AVENUE SANFORD FL 32772 SIGNATURE DATE TELEPHONE 26JULY2004 407322-2000 IMPORTANT: In Umse spaces, copy the corespondng information from Section A l or tr»kranoe Crxrpery t se: BULDMG STREETADDRESS (tin i&VApt, Ur>d, Suie, andbr Bldg. No.) OR P.O. ROUTEAND BOX NO. 111 WHEATRB-D LOOP Pafq Nurber Cr1Y STATE ZIP CODE SANFORD R 32771 Carpery NAIL RSrfW SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certi'ic ate for (1) oommunty official, (2) isurance agenVoompa ry, and (3) building owrner. COMMENTS Check here Wai frients SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zone AO and Zone A (wthout BFE} complete Items E1 through E4. If the Elevation Ceffrate is intended for use as supporting nfomhatim for a LOMA or LOMR-F, Section C must be Meted. E1. Building Diagram Number _(Select the building diagram most similar to the building for which this ouffc to is beirV oompleted —see pages 6 and 7. If no diagram accurately represents the buidng, provide a sketch or photograph.) EZ The fop of the bottom floor (ndudng basement or enclosure) of the buidng is _ i(m) _n.(an) above or below (check one) the highest adooent grade. (Use natural grade, t available). CO. FLA ouaua y uayf ans o-o wan UPt%9 s ksee page t ), m rim ngnernoor or eiera w oor terevawn o) or uie wmrg is _ ntm) _n.tan) above uie ngnesr ao)aoernt grade. Complete term C3.h and C3.i on front of form, E4. The top of the platform of nnactninery andlor equipment sennarrg fine building is _ ft(m) _n.(an) above or below (check one) the highest adjaoent grade. (Use rkAural grade, tavaiable). E5. For Zone AO only. ff no flood depth number is available, is the top of the botmm floorelevated in accordance with the oommuntys floodplain management ordnance? Yes No UnknrN t The local otfictal must oertify this h m abon in Section G SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authored representative who completes Sections A, B, C (items C3.h and C3J only), and E to Zone A (without a FEMAissued or oommunty- issued BFE) or Zane AO must sign here. The d*ments in Sedarn A, R C, and E are oared to ft best of my Ivhonvbdge. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVES NAME ADDRESS CITY STATE ZIP CODE SIGNATURE DATE TELEPHONE Check here if attactunents SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official wn`-o is ?utfhoriaed by law or ordnance to admnister the oommuniVs floodplan management ordnance can complete Sections A, B, C (or E), and G of this Elevation Certifica ,. Corp9ele the applicable tem(s) and sign below. G1. The nfonnabon, in Section C was taken from other documentation that has been signed and embossed by a licensed suN eyor, engneer, or archtect who is a ttoved by state or local law fo oerW elewabon k1c motion. Qndc& fine source and date of the e{evatbn data in the Comments area below.) GZ A community official completed Section E for a buidng located in Zone A (without a FEMA-i sued or oommunkisvM BFE) or Zone AO. G3. The followirng nbrmation (Rims G4 G9) is prmided for community iloodplaan mar agemenf Purposm h1, 11:1 itl ZJ1:a 7 G7. Ths permit has been issued tlx: New Construction Substantial Improvement w. uc.auw , .n wwn ti,..cx i,u ka Iowa y uaxa 1 as ly U u a; LAlaoay K _ _1W) uaMn: G9. BFE or (n Zone AO) depth of flooding at the building site is: — _ t(m) Datum: LOCAL OFFICIAL'S NAME TiTLE COMMUNITY NAME TELEPHONE SIGNATURE DATE COMMENTS PLAT OF BQUNDARY SURVEY I r for MARONDA HOMES Legal Description LOT 67, CELERY LAKES PHASE 1, according to the Plat thereof as recorded in Plat Book 62, Pages 75 and 76, of the Public Records of Seminole County, Florida. ua s f I I I I 58i ' l N ` 89'38'17" E 130.00' 5.00' 5' DRAINAGE ESM'T r------------ -------- _ 1E 1 O i9 OsIg. P P I No2 c ; PROPOSED D C i BAYBURY—C p 00 o 574BEDROOMo, O m m I CONC. PROP•FF= 22.Od m N ; DRIVE rn 1r 1 m o 1911 P O C7 y Z.48 0. -- O 30.00 5' 'DRAINAGE ESM'T 15.00 O N 89*38'17" E 130.00' I I j I56 I _ IHSCALE: 1 "=30' 25.00' 7 SURVEY NOTES 1) The street address of the above -described property is 111 WHEATFIELD CIRCLE: 2) The above -described property lies in a Flood Zone X per FIRM 12117C 0065E dated APRIL 1995. SURVEYOR'S CERTIFICATE This is to certify that I have made a Survey of thei above described' property and that the plat hereon delineated is an accurate representation of the same. I further certify that this Survey meets the Minimum Tech ical Standards set forth by the Florida Board of Land Surveyors pursuant to Section 427.027 of the Florida Statutes. REUISIQW: ti CERTIFIED (ACT TO: E I KIT Ek+SURVEYING,_INC. R. BLAD XIThEW-- P.L.S. NO. 3382 Post Office Box ' 32 tir S %rford, 1. 32772-W3 407) 322-20O ' PROJECT NO: L14 -10<v SURVEY D'A fL _--_ FORM 60OA-2001 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance. Method A Project Name: BA)(B''U/IRY Builder: MARONDA HOMES Address: I t Aew wop Permitting Office: City, State: Permit Permit Number: Owner: Jurisdiction Number: Climate Zone: Central 1. New construction or existing New _ 2. Single family or multi -family Single family _ 3. Number of units, if multi -family 2 _ 4. Number of Bedrooms 4 5. Is this a worst case? Yes 6. Conditioned floor area (ft2) 2818 ft2 7. Glass area & type Single Pane Double Pane _ a. Clear glass, default U-factor 264.0 ft2 0.0 ft2 _ b. Default tint 0.0 ft2 0.0 ft2 _ c. Labeled U or SHGC 0.0 ff 0.0 ft2 8. Floor types a. Raised Wood R=11.0, 400.0 ft2 _ b. Slab -On -Grade Edge Insulation, 0 R=0.0, 198.0 ft' _ c. 1 Others 80.0 ft2 9. Wall types a. Concrete, Int Instil, Exterior R=4.1, 1132.0 ft2 _ b. Frame, Wood, Exterior R=11.0, 1180.0 ft2 _ c. Frame, Steel, Adjacent R=11.0, 180.0 ft2 d. N/A e. N/A 10. Ceiling types a. Under Attic R=19.0, 1680.0 ft2 b. N/A c. N/A 11. Ducts a. Sup: Con. Ret: Con. AH(Sealed):Interior Sup. R=6.0, 150.0 ft _ b. Sup: Unc. Ret: Con. AH(Sealed):Interior Sup. R=6.0, 150.0 ft 12. Cooling systems a. Central Unit b. Central Unit c. N/A 13. Heating systems a. Electric Heat Pump b. Electric Heat Pump c. N/A 14. Hot water systems a. Electric Resistance b. N/A c. Conservation credits HR-Heat recovery, Solar DHP-Dedicated heat pump) 15. HVAC credits CF-Ceiling fan, CV -Cross ventilation, HF-Whole house fan, PT -Programmable Thermostat, MZ-C-Multizone cooling, MZ-H-Multizone heating) Glass/Floor Area: 0.09 Total as -built points: 31075 PASSTotalbasepoints: 37979 I hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code. PREPARED BY: DATE: D 10q I hereby certify that this building, as designed, is in compliance with the Florida En gy Code. OWNER/AGENT: DATE: 1 Ig I0 Cap: 34.0 kBtu/lu• _ SEER: 12.00 Cap: 28.8 kBtu/hr SEER: 12.00. Cap: 34.0 kBtu/hr _ HSPF:8.00 _ Cap: 28.8 kBtu/hr HSPF: 8.00 Cap: 50.0 gallons _ EF: 0.93 PT, _ Review of the plans and ZRE sr specifications covered by this o = a` calculation indicates compliance. 1 with the Florida Energy Code. ' ° Before construction is completed i,'- this building will be inspected for compliance with Section 553.908 Florida Statutes.r BUILDING 0 F F I C I A L: C 7V DATE: EnergyGauge® (Version: FLRCPB v3.30) ru IVI 0VU/A_1r_1UU I SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: PERMIT #:' BASE AS -BUILT GLASS TYPES 18 X Conditioned X BSPM = Points Overhang Floor Area Type/SC 0 rnt Len Hgt Area X SPM X SOF Points 18 2818.0 25.78 13076.6 Single, Clear E 1.0 6.0 16.0 63.97 0.97 993.3 Single, Clear E 1.0 6.0 16.0 63.97 0.97 993.3 Single, Clear E 1.0 6.0 16.0 63.97 0.97 993.3 Single, Clear E 1.0 14.0 16.6 63.97 1.00 1019.3 Single, Clear E 1.0 14.0 10.0 63.97 1.00 637.1 Single, Clear E 1.0 6.0 24.0 63.97 0.97 1489.9 Single, Clear S 1.0 14.0 30.0 48.22 0.99 1436.5 Single, Clear W 1.0 16.0 40.0 57.68 1.00 2299.4 Single, Clear W 1.0 12.0 10.0 57.68 1.00 574.2 Single, Clear W 1.0 14.0 24.0 57.68 1.00 1379.0 Single, Clear W 1.0 6.0 30.0 57.68 0.97 1678.8 Single, Clear E 1.0 6.0 16.0 63.97 0.97 993.3 Single, Clear E 1.0 6.0 16.0 63.97 0.97 993.3 As -Built Total: 264.0 15480.6 WALL TYPES Area X BSPM Points Type R-Value Area X SPM Points Adjacent 180.0 0.70 126.0 Concrete, Int Insul, Exterior 4.1 1132.0 1.18 1335.8 Exterior 2312.0 1.90 4392.8 Frame, Wood, Exterior 11.0 1180.0 1.90 2242.0 Frame, Steel, Adjacent 11.0 180.0 1.00 180.0 Base Total: 2492.0 4518.8 As -Built Total• 2492.0 3757.8 DOOR TYPES Area X BSPM Points Type Area X SPM Points Adjacent 17.0 1.60 27.2 Exterior Insulated 20.0 4.80 96.0 Exterior 20.0 4.80 96.0 Adjacent Wood 17.0 2.40 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 3356.6 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) 31.8 6296.4 Slab -On -Grade Edge Insulation 0.0 198.0(p 31.90 6316.2 Raised 480.0 3.43 1646.4 Raised Wood, Adjacent 11.0 400.0 1.80 720.0 Raised Wood, Post or Pier 11.0 80.0 1.83 146.0 Base Total: 7942.8 As -Built Total: 678.0 5450.2 EnergyGaugeV DCA Form 60OA-2001 EnergyGauge@/FlaRES'2001 FLRCPB v3.30 FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT INFILTRATION Area X BSPM Points Area X SPM Points 2818.0 14.31 40325.E 2818.0 14.31 40325.6 Summer Base Points: 53458.3 Summer As -Built Points: 58988.2 Total Summer X System = Cooling Total X Cap X _ Duct X System X Credit Cooling Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points DM x DSM x AHU) 58988.2 0.541 1.000 x 1.150 x 0.85) 0.284 0.950 8811.9 58988.2 0.459 1.079x 1.150 x 0.85) 0.284 0.950 7464.2 53458.3 0.4266 22805.3 58988.2 1.00 1.022 0.284 0.950 16276.1 EnergyGaugeTm DCA Form 60OA-2001 EnergyGaugeWFIaRES'2001 FLRCPB v3.30 FORM 60OA-2001 , INTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES 18 X Conditioned X BWPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X WPM X WOF = Point 18 2818.0 5.86 2972.4 Single, Clear E 1.0 6.0 16.0 12.37 1.01 199.6 Single, Clear E 1.0 6.0 16.0 12.37 1.01 199.6 Single, Clear E 1.0 6.0 16.0 12.37 1.01 199.6 Single, Clear E 1.0 14.0 16.0 12.37 1.00 198.5 Single, Clear E 1.0 14.0 10.0 12.37 1.00 124.1 Single, Clear E 1.0 6.0 24.0 12.37 1.01 299.5 Single, Clear S 1.0 14.0 30.0 9.90 1.00 295.9 Single, Clear W 1.0 16.0 40.0 13.25 1.00 529.7 Single, Clear W 1.0 12.0 10.0 13.25 1.00 132A Single, Clear W 1.0 14.0 24.0 13.25 1.00 317.8 Single, Clear W 1.0 6.0 30.0 13.25 1.00 398.4 Single, Clear E 1.0 6.0 16.0 12.37 1.01 199.6 Single, Clear E 1.0 6.0 16.0 12.37 1.01 199.6 As -Built Total: 264.0 3294.4 WALL TYPES Area X BWPM Points Type R-Value Area X WPM Points Adjacent 180.0 1.80 324.0 Concrete, Int Insul, Exterior 4.1 1132.0 3.31 3741.3 Exterior 2312.0 2.00 4624.0 Frame, Wood, Exterior 11.0 1180.0 2.00 2360.0 Frame, Steel, Adjacent 11.0 180.0 2.60 468.0 Base Total: 2492.0 4948.0 As -Built Total: 2492.0 6569.3 DOOR TYPES Area X BWPM Points Type Area X WPM Points Adjacent 17.0 4.00 68.0 Exterior Insulated 20.0 5.10 102.0 Exterior 20.0 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 2.50 495.0 Raised 480.0 0.20 96.0 Raised Wood, Adjacent 11.0 400.0 1.80 720.0 Raised Wood, Post or Pier 11.0 80.0 0.47 37.7 Base Total: 472.2 As -Built Total: 678.0 1252.7 EnergyGaugeO DCA Form 60OA-2001 EnergyGauge&FIaRES'2001 FLRCPB v3.30 FORM 60OA-2001 INFER 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: 78.37.8 Winter As -Built Points: 11991.2 Total Winter X System = Heating Total X Cap X Duct X System X Credit Heating Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points DM x DSM x AHU) 11991.2 0.541 1.000 x 1.160 x 0.87) 0.427 0.950 2758.3 11991.2 0.459 1.068 x 1.160 x 0.87) 0.427 0.950 2336.4 7837.8 0.6274 4917.5 11991.2 1.00 1.048 0.427 0.950 5094.7 EnergyGaugel DCA Form 60OA-2001 EnergyGauge(D/FIaRES'2001 FLRCPB v3.30 FORM 60OA-2001 , WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT WATER HEATING Number of X Multiplier Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 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 22805 4917 10256 37979 16276 5095 9705 31075 wQTHE ST, Ok gl Oc+ f COD EnergyGaugell DCA Form 60OA-2001 EnergyGaugeWlaRES'2001 FLRCPB v3.30 FORM 60OA-2001 Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS:, , , PERMIT #: 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors 606.1.ABC.1.1 Maximum:.3 cfm/s .ft. window area; .5 cfm/s .ft. door area. Exterior & Adjacent Walls 606.1.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at comers; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from and is sealed to the foundation to the top plate. Floors 606.1.ABC.1.2.2 Penetrations/openings >1/8" sealed unless backed by truss orjoint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed to the perimeter, penetrations and seams. Ceilings 606.1.ABC.1.2.3 Between walls & ceilings; penetrations of ceiling plane of top floor; around shafts, chases, soffits, chimneys, cabinets sealed to continuous air barrier; gaps in gyp board & top plate; attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is sealed at the perimeter, at penetrations and seams. Recessed Lighting Fixtures 606.1.ABC.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3" from insulation; or Type IC rated with < 2.0 cfm from conditioned space, tested. Multi -story Houses 606.1.ABC.1.2.5 Air barrier on perimeter of floor cavity between floors. Additional Infiltration reqts 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. RA_99 r%T4-IGD DRGC!'RIDTIVG MGACI IRGC /mnct ho mat nr axcaariaril by all racirlancac 1 COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements in Table 6-12. Switch or clearly marked circuit breaker electric or cutoff as must be provided. External or built-in heat trap required. Swimming Pools & Spas 612.1 Spas & heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal 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 EnergyGaugeOlFlaRES'2001 FLRCPB v3.30 ENERGY PERFORMANCEO... ' aA LEVELF (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 86.8 The higher the score, the more efficient the home. ELECTRIC.... 1. New constriction or existing New _ 2. Single family or multi -family Single family _ 3. Number of units, if multi -family 2 4. Number of Bedrooms 4 _ 5. Is this a worst case? Yes _ 6. Conditioned floor area (ft) 2818 ft' 7. Glass area & type Single Pane Double Pane _ a. Clear - single pane 264.0 ff 0.0 ft' _ b. Clear - double pane 0.0 ff 0.0 ff _ c. Tint/other SHGC - single pane 0.0 ft, 0.0 ff d. Tint/other SHGC - double pane 8. Floor types a. Raised Wood R=11.0, 400.0 ftZ _ b. Slab -On -Grade Edge Insulation, 0 R=0.0, 198.0 W c. 1 Others 80.0 ft, 9. Wall types a. Concrete, Int lnsul, Exterior R=4.1, 1132.0 ftZ _ b. Frame, Wood, Exterior R=11.0, 1180.0 ff _ c. Frame, Steel, Adjacent R=11.0, 180.0 W _ d. N/A e. N/A 10. Ceiling types a. Under Attic R=19.0, 1680.0 W _ b. N/A c. N/A 11. Ducts' a. Sup: Con. Ret: Con. AH(Sealed):Intetior Sup. R=6.0, 150.0 ft _ b. Sup: Unc. Ret: Con. AH(Sealed):Interior Sup. R=6.0, 150.0 ft 12. Cooling systems a. Central Unit b. Central Unit c. N/A 13. Heating systems a. Electric Heat Pump b. Electric Heat Pump c. N/A 14. Hot water systems a. Electric Resistance b. N/A c. Conservation credits HR-Heat recovery, Solar DHP-Dedicated heat pump) 15. HVAC credits CF-Ceiling fan, CV -Cross ventilation, HF-Whole house fan, PT -Programmable Thermostat, MZ-C-Multizone cooling, MZ-H-Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code Wnipl;ant feat4rej., A Builder Signature: - Date: 11. acl I U4 Address of New Home: City/FL Zip: Cap: 34.0 kBtu/hr _ SEER:12.00 _ Cap: 28.8 kBtu/hr SEER: 12.00 Cap: 34.0 kBtu/hr _ HSPF:8.00 _ Cap: 28.8 kBta/hr _ HSPF: 8.00 Cap: 50.0 gallons _ EF: 0.93 PT, _ PyO. 401E ST,q? oA s ty 0D WE NOTE: The home's estimated energy performance score is only available through the FLARES computer program. This is not a Building Energy Rating. Ifyour score is 80 or greater (or 86for a US EPA/DOE EnergyStar"mdesignation), your home may qualify for energy efficiency mortgage (EEM) incentives if you obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge web site at www. fsec. ucf edu for information and a list of certified Raters. For information. about Florida's Energy Efficiency Code For Building Construction, contact the Department of Community Affairs at 8501487-1824. EnergyGauge® (Version: FLRCPB v3.30) Master File #7 Central Florida B.O.A.F Exterior Window and Door Master Filing Checklist I. Sufficiency Review Manufacturer Name: Norandex/Revnolds Distribution Model Number(s): 1 "x4" and 1 "x3" Aluminum Mullions Contact Name & Number: Christopher M Fuertsch — (407) 667-9390 Please ensure the following are contained in your submittal: X Two (2) signed and sealed engineered installation details. One (1) signed and sealed test report. One,(1) signed and sealed engineered calculations for alternate fasteningmethod, if applicable. Governmental Product Approval: AgencyAgengyInitials/Date Brevard, County of Cape Canaveral Cocoa Beach, City of Eustis, City of Indialantic, City of Indian . Harbour, City of Lake, County of SN 3/26/012 Lake Mary, City of RJ 4/05/02 Leesburg, City of SS 3/26/02 Maitland, City -of Malabar, City of Melbourne Beach, City of Scan Date 4-4-02 A enc initials /Date Melbourne, City of Mt. Dora, City of Orange, County of ACP 3/15/02 Port Orange, City of Rockledge, City of Satellite Beach,, City of Seminole, County of' Tavares, City of Titusville, City of West Melbourne, City of Winter Park, City of LP 3/26/02 Created on 02/04/02 Page 1 of 2 NORANDEX PAGE 29 a a a a ° a SEE CHART FOR va4G °A v -d ' a° FASTENERS q CAULK TOP - VERTICAL MULLION SCHEDULE51NGLEUNITTYPEOF' MULLION TYPE OF CLIP ~ OF MULL d_ 3/8 NMIN. WINDOW WINDOW DESIGN PRESSUREp #10 X 3/4" --- i WIDTH HEIGHT NUMBER AND i TEK SCREW i 1 1 WINDOW INCH INCH 35 PSF FLA_95 TYPE OF FASTENERS 4 HEAD 26 ,, ---1-0 x 3_:0-- -- OR is 38-1%4 I.0 x 3:0._ ---- 4 3 -x i_1 2 TAPCONS WINb i 19-1/8 50_ 1.0 x - 2 --- OK-_-_ 4 -3J; _r_x 1_ V- TA_PCON5OW _ 63" --- -- -- --- OK-- 4 J l6i x _1- J2" TAPCONSfJAM .-_-1-0_ x 3_.0-- OK --4 3 ide x 1-J2'-TAPCONS r, 7/8 76-3 4'. 1.0 x 3.0 - --- 0K-- - 1 - ,.---- 5 8" _ 1_0 x 3_.0 4 3 16 x i-1 2 TAPCONS C- T -- - --- -- OK-- 4 3 16b x 1- f2 TAPCONSs36-1%4 1_0_ x 3_.0 _0_K_- TT4 3 16 s`'-2 TAPCONS ti ' 1x3 MULLION (XFLA-26-1) _ -_1 _J_ "------ 26-1/2 5Q_ 5 8' ---1:0 x 3.0--- --- -- ,------ 1x4 MULLION (XFLA-39) -- OK_ 4 _3J16b -x 1_2. TAPCONS63' 1.0 x 3 0 -- _ WINDOW 5/8" JAMB 10 x 3/4" TEX SCREW CAULK BOTTOM-\ OF MULL PRECASTED SILL FLA-45 x 76-3 4•; 1.0 x 3.0 K--- OK 4 3160- x _1_172 TAPCONS 4-3 16Vii'-x o MULLION ANCHOR CLIP 26 I.•0 x 3.0 i-1 2" TA P 4 3 16o16GAGALV. 37" 38-1T4 10 x 3.0 0_K __ OK, x 1-1 2 TA_PCONST---- 4 3J6 mSHEETMETAL 800 LB. MAX CAPACITY 50_ 5 8' 63" x OK-, x 1-J2" TAPCONS 4_3J6` x 1_- J_2"_TA_PC_ON_S A 7/8" ix3 MULLION XFLA-26-1) 76-3 4 1.0 x, 3 0 1.0 x 4.0--- OK---- OK- _- 4 3 61 x 1-1 2r TAPCONS' 1 y ix4 MULLION XFLA-39) 3826- 1_0 x 3.0___ OK 4 4ii'r x 1-1'-TAPCONS 4 3 160 1i __ 1.Q x 3.0 -- ---- - 2 T_A_PC_ONS < % OK__ 163 x i-i 2' TAPCONS y< 53-1/8" 50-5Z8 1 0 --- -- --f ----------- 3 1j4'x 1-i 2 TAPCONS1i WDSDOW 63' __ -------------- e --- _ 1.:0 x 3.0. ----- (2-114-0" x_1_ 1/T--TAPC-0NSSILL76=3 4' - 1.0 x.4.0 -- o OK X '1-1 2-`' TAPCONS 3/8"MIN. ®. A.F. a TL 3/ "MIN. NAME:!TACTURERJda 4 p 3/4••MAY MASTER SEE CHART FOR FASTENERS- CHARLES L'Prt L FL.REG, ENG.. # 49121 DATE: 3/21/02 NOTES: 1) ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063 T6, OR 6063 T5. 2) WHEN THERE IS ONE TAPCON Q/40- X 1-1/2") ON EACH ANGLE LEG, THE TAPCON SHALL BEPLACEDONMULLIONCLIPCENTERLINE. 3) CONCRETE COMPRESSIVE STRENGTH = 3,000 PSIAT28DAYS. NORANDEX •, p .PAGE 30 NOTES: 1) ALL Al OR 601 2) WHEN ON EAi PLACEI 3). CONCE AT 28 CHARLES FL REQ. DATE MANUFA MAS TEII 1 DW sILL SH HEAD A Nv wNh hCSw Vfr, q z4 (Z) 04 N I— ti a 4 b i 0 U DW SILL a 0 G z a 0 M HEAD NORANDEX PAGE 24 it ACTIRE NA , d 3%16"0 x 2-3/4" TAPCON THRU 1 BY BUCK (SHOWN) WITH A 1-1/4" MIN. EMBEDMENT INTO MASONRY. SEE ELEVATION FOR ANCHOR SPACING. 2) #10 x 1-3/4" FH-SMS INTO .2 x BUCK SEE ELEVATION FOR ANCHOR SPACING 2) #10 x 1 3/4` PH-SMS DM 2 BYBUCKWITH1-1/2' MIN. EMBEDMENT. L SEE ELEVATION FOR ANCHOR SPACMG. WOOD BUCK OPTIAL 2 BY WOOD BUCK IALL io* PANELS wlftlllAl' . G N°. OF I Na OF 147.376" ou 8 4B 3p 8 _ 24 8 99.d" 48 - 48 19 8 152760" 5T.6 67.5 24 a 1IL976" 90" 3) 67.6 57.5 18 8 76.5' S7.6 57.b 18 8 128" BO 58.7 6&7 Yd 883.625 2.5) as 10 6 201 147.ST5" 98" 45 - 45 46 30 to 99.5- 4) 45 45 45 24 18 10 162.750" 48.9 t8.9 24 10 10 lll.'S7.6" bS5 63.5 le 10 75.5' 53.4 66.4 IB to lea' ce- a45 54.b zo to . 83.826 2.5) 54.5 54.6 10 1G NMI IN PARENTEESIS INDICATES PANEL 3= SIZE WIDTH IN FEET. STEEL REINF, 1 ALL 10' PANELS 60.0 D.P. n- A 1 4 lE IPERED CLAS$ S I sl'DING GLASS DOOR p W RATIV9 ANALYSIS CHART No. OF No: OF p N N109DESIGNLOADANCHORSANCHORS (a 1JSIGNSCAPACITY-PSF GRT POSITIVE NBGA AD & FRSD1CHl:4 r^J w86.7 89.4 30 88G' 88.7 00.4 24 8 O t88.7 8B.{ 16 9 '^ 60.7 77.4 24 8 eG' 8H.7 B38 IB e O 043) 66.7 838 16 9 so' 66.7. 78.3 20 8 (a 2.5) 88.7 7 La 10 B . 080603oto (/j E96' 6o so g4 1a4) 80 80 I6 to 9e•. 89.7 71.3 18 10 ka 3) 68.7 73.6 18 l0 a 98' 85.9 85.9 20 toC 2.5) Sa.7 85.2 to to 2) 3/16"0 x 2-3/4" to k e TAPCON OR M" W I, eDADEAPPROVEDCONC. o Q a wFASTENERS. SEE ELEVATION FORANCHORSPACING. to a 2.` Zoo k } tio4'o BRIM AS RE UIRED TYP. WOOD SH[M gSHOWN) OR MUD TRACK livJAMB. SECTION Ix SI(((--i Nl Q I -- AS REQUIRED 1 BY2) 3/18"0 x 2-1/4' TAPCON OR 2 BY BUCK a yMIAMIDADEAPPROVEDCONC. FASTENERSEEELEVATIONFORANCHORSPACING. a NOTES' ' caw rl i) SHIM AS REQUIRED;_ MAY. SHIM STACK 1/4". 2} ALL ALUMINUM EXTRUSIONS ARE ALLOY / Y 6063-T5• ORT6WITH :TYPICAL WALL THICKNESS OF 0.62"a3 USE HIGH QUALITY.•CAULK BEHIND WINDOW FLANGE. 4) GLASS THICKNESS BASED 'ON TABLE E13D0 GLASS k P X JPJ 11- CHARTS, AND MAY VARY DEPENDING ON SIZE. ' 5) THE RESPON$®ILCI'Y . FOR SELECTION OF NO RANDEX m. PRODUCTS TO MEET ANY APPLICABLE`LOCAL.LAWS, HEADER AND. SILL SECTION BUH.DHE coDEs, REST SOLELY IT OTHER SAFETYREQU ING O TB REST SOLELY WITH THE ARCHITECT, BY BUCK BIIIIDarc OWNER o I CONTRACTOR7) CONCRETE COM A/ X PANEL I j/ X PANEL I x PANEL x PANEL PRESSIVE STRENGTH - 3.000 PSI m-I 1- 1 -i i +n. = u•' AT 28 DAYS. ( 2BY2) TYPIca zwArtox (4BY2) rrnca 10b7titON' I NORANDEX PAGE 23 4A . d a 2). #10 x 1-3/4" PH-SMS INTO 2 By BUCK OR WTH" A 1-1/4" MIN. CMBEDMENT UNTOBY BMASONRY (SHOWN) SEE ELEVATION FOR ANCHOR SPACING. 2) #10 x 1-3/4" FH-SMS INTO 2 x BUCK SEE ELEVATION FOR ANCHOR SPACING. LOPTIONAL 2 BY WOOD BUCK 2) #10 x 1 3/4' PH -SUS INTO 2 BYBUCKWITH1-1/2" MIN.. EMBEDMENT. SEE. ELEVATION FOR ANCHOR SPACING. 3/16" TEMPERED GLASS IY, PANEL .SIZE INCHES DESIGN LOAD NO. CAPACITY-PSF OF ANCHOR SCREWS IN FRAME q ,J 4 HEAD AND SILL JAMB • ti, A q IWIDTH%HEIGHT EXTERNAL INTERNAL XX xx( W 30 i6 x 591/2 " 53.3 55.8 10 XXXX ALL Z A 361W x 591/2 „ 49.8 49.8 12 16 1g 18 22 Ch o h-.o. 30 i6" x .791/z " 49.7 49.7 10 16 20 ff361/ts" x 791/2 " .. 45 45 12 18 h228 SERIES 50D ALUMINUM'SLIDING GLASS DOOR ALL OPERABLE PANELSFASTENER cz) CHART CENTRAL 'L(}RMA B.O.A. '. T3/ 16O x 2-3/4" APCON OR ML4MI o 9 L j4IDTH B MAN. UFAp RNAM: i x WOAD BUCK DADE .APPROVED CONC. FASTENERS. • q i JA wF-wvv 1'-- .. SEE ELEVATION FOR ANCHOR SPACING. orb 9 muuu TTACK AS REQUIRED I BY 2) 3/16"0 x 2-1/4'TAPCON OR MIAMI DADE APPROVED CONC. FASTENER SEE ELEVATION FOR ANCHOR SPACING. NOTES: 1 SHIk AS REQUIRED; UA Ste{ STACK 1/4". 2) ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063-.T5 OR T6 WITH TYPICAL WALL THICKNESS OF .0:62" . 3) USE HIGH:QUALFPy CAULK BEHIND WINDOW': FLANGE: 4) GLASS THICKNESS BASED ON -TABLE- E1300 GLASS CHARTS; AND MAY VARY DEPENDING ON.SIZ& 6) THE RESPONSIBILITY FOR -SELECTION .OF NPRANDF,X. PRODUCTSTO- MEET ANY APPLICABLE LQCAL:;LAWS, BUILDING CODES,. ORDINANCES OR : OTHER' SAFETY' INREQUIREMENTSRESTSOLELYWITHTHE.ARCHITECT, BUILDINGOWNERORCONTRACTOR. 6) CONCRETS COMPRESSIVE STRENGTH 3.600 PSI AT2BDAYS21JY2) Treicac a_+vAnox 4BY2) Tmca muriox y 4 0. cV t N WWfsj y NO-RANDF-Y, PAGE 22 10 X 1-3/4" P.H. WI/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. An WD 10) U Emn 10 x 1-3/4" P.H. sx.sIff/1-WK. EMBEDMENT' NOTES: SEE ELEVATION FOR ANCHOR SPACING. 1) :SHIM AS REQUIRED, MAY. SHIM STACK 1/4". 2) ALL ALUMINUM._EXTRUSIONS ARE ALLOY 6063-T509T6: liTtp-T-VIC.A.L. WAL14 THICKNES§ OF 0.62- ym3USEHIGHQ'"OA . 41 IJTY*-CW!hA'BEHIND WINDOW FIANGE. GLASS. jj dXN gSS*. 13 - - - 1 ASED ON TABLE E1300 INC DOUBLe GLASSCHARTS, AND; --._-r9-A-'-'y_'VARY DEPENDING ON SIZE. 5) THE:-RESPOi45ig.ILVIOR SELECTION OF A-F NORAND EX -UEET ANY APPLICABLE LOCAL LAWS, BUILDING.- ubks, NANq:ES OR OTHER SAFETY 18- 0 EQR ARCHITECT. P5F 6) N07INDICATES THATI AD ,FASTENERS AT Fi 8-- ER Ll ALT. FIN ATTACHMENT UN'DERSHEATHING CENTRAL FLOPJDA B.O.A-F. AGrURER NAME: MASTER FME#.3 10 X 1-3/4- P.H. S.XSHEADERANDSILLSECTIONW/1-1/2' MIN. EMBEDMENT SEE-ZLEVkON.FOWOODFRAMEANCHORSPATICING. R UIO X 1-3/4* P.H. S.M.S. W/1-1/2' MM. EMBEDMENT SEE..ELEVATION. FOR ANCHOR SPACING. TOP AND BOTTOM) CHARLES.,. 'E. E. FL BEG- , ENr,.*. 49121 DATE:. WX WINDOW FASTENER. SCHEDULE0S EIGHT 70. —ANCHORS HEAD/SILL ANCHORS jAMB ICHES) SEE NOTE 6 35' 46 - 35 45 60 c') qqPSFP§ rF6O PSF T§D'PSFI PsF 1:0 212 2- 2* 2 2 2 2 225"___ 2 2 3 4 2 too 2 2 2* 2 3 2 3 N 37-1/4"- — 3 3 17-4 4* 3- 00 E 49-6/8 2 2 2* 3 3 3 31 3 4* 2 2 2* 3 4 4 4 2 2 2* 3 4 6-3/4" 2 2 20 4 MAX Im" VMTR Tw. rETAIL-AT ////// DL'rAn- . c DETAII,-B 4 coJ4iro5 5 st NORANDEX PAGE 10 I # 10 X 1-3/4" P.H. S.MS. W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. i o Nx w U U 750 TYP 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 SPACI UFAC : rip. a A101 QX ! TER r E # ALT. FIN ATTACHMENT .. # 10 X 1-3/4" P.H. S.M.s. W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FORUNDERSHEATHING FOR ANCHOR SPACING.\ I CALL SIZE WIDTH. TYP. JAMB SECTION WOOD FRAME 1/4' MAX - SHIM (BOTH NOTES: 123 SHIM AS REQUIRED,. MAX SHIM STACK 1/4ALLALUMINUMEXTRUSIONSAREALLOY6063—T5 OR T6. WITH TYPICAL ,WALL, THICKNESS OF 0.62" . X 1-3/4" P.H- S.M.S. 3) USE -'HIGH -QUALITY .CAULK .BEHIND WINDOWFLANGE. 2" MIN. EMBEDMENT 4 GLASS; THICKNESS' `BASED ON TABLE E1300 GLASS ELEVATION FOR CHARTS, ACID -MAY VARY DEPENDING ON SIZE. OR SPACING. 5) THE. RESPONSIE ury FOR'SELECTION OF. NORANDEX ' PRODUCTS"TO MEET ANY APPLICABLE LOCAL LAWS, BUILDING' CODES; ZRDINANCES OR OTHER SAFETY REQUIREMENTS REST SOLELY WITH THE ARCHITECT, BUILDING"'OWNER 1OR CONTRACTOR CHARLESA- PA 'P•E • 6) NOTE + INDICATES= THAT 'EQUAL FASTENERS AT FLREG. ENG. '1. 49121• HEAD AND SILL ARE REQUIRED. DATE- s /9- /ns- TYP. 1T h a MDETAfL— C 4- SASH OF DETAIL= B . m1! FT PORANDEX r PAGE 21 3 16 TAPCON WITH A N. 1-1/4" MIN. EMBEDMENT # 10 F.H S.M.S. SEE ELEVATION FOR W/1-1/2" MIN. EMBEDMENT NOTES: ANCHOR SPACING. SEE ELEVATION FOR 1) SHIM AS REQUIRED, MAX SHIM STACK 1/4". ANCHOR SPACING. 2) ALL ALUMINUM EXTRUSIONS ARE ALLOY BD63-T5 OR T6 WITH TYPICAL WALL THICKNESS OF 0.62' Oe a eZ e 3 USE HIGH QUALITY CAULK BEHIND WINDOW FLANGEA4 4 4; GLASS THICKNESS BASED ON TABLE E1300 GLASSCHARTS,- AND MAY VARY DEPENDING ON STLE w V vi U L) 0m ED 5) THE 'BETS To BH iTy FOR . SELECTION OF 1TORANDEXPRODUCTSTOMEET"ANY'APPLICABLE LOCAL LAWS, BUILDING CODES..ORDINANCES OR OTHER SAFETYREQUIREMENTS':REST 80LELY WITH THE ARCHITECT; BUrLDING OWNER: OR CONTRACTOR . 6) A PRESSURE TREATED W00DEN'':BUCK:OR MARBLESILLSHALLBE .ADDED UNDER THE PRODUCT TOFULLYSUPPORTUNIT- `THIS 'SUPPORT SHALL BEFIRMLYATTACHEDINTUMASONARYANDSUPPORTTHEPRODUCTOVERITSFULLLENGTH (SUPPLIEDBYOTHERS). 7) CONCRETE CEaOMPRESSIVESTRENGTH.- 3,000 PSIAT28DAYS. ALT. HEADER SECTION 8) NOTE • INDIICTLATEpSgTHAT' EQUAL FASTENERS AT HWALTYP. 2 BY BUCK ifL®A 19.0.A.I'.- 3/I6- TAPCON MANWACTUM NA : W/1-1/4" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING) i%a-4Nit/ 1 AIASTER FUZ # v a CALL SIZE WIDTH 1. • e I BY BUCK O 2 BY BUCK SHIM TYP. JAMB SECTION ITN JAMBS). I BY / 2 BY BUCK WINDOW DIMENSIONS FASTENER SCHEDULE NO. ANCHORS N0. ANCHORS WIDTH HEIGHT HEAD SILL SEE NOTE 8 JAMB INCHES) (INCHES) 35 45-60 35 45-60 PSF PSF PSF PSF 2. 2+ 2s 2 2 26` 2 2 2 . 37" 2 3r 2 2 53-1 8" 2 3• 2 2 2 3 2r 2 3 . 37" 2 3 2 3 3 19-8" 2 2• 3 3 26-1/2 50-5/8" 2 2• 3 3 37" 2 3•_' 3' 3 53-1 8" 3 4' 3 3 2• 3 4 26-1/2` 2 2-'- 63" 26-1 2" 76-3/4" 2 2• 4. 37" _ 2 3 rl.,.ff 4 53-1 8" 2 4' 4 - 1[AY UNR 1MTfI ISAD Sif7. 9 24' 0.0 A W IMF 10 F.H. S.M.S. DETAIL-CODW/1-1/2" MIN. EMBEDMENTBD SEE NOTE 6 SEE ELEVATION FOR ANCHOR SPACING. w w o CHARLES "A'.P N, P.EHEADERANDSILLSECTIONFLREG. LNG. N 6 k 49121 a c DETAIL-B DATETYP. I BY BUCK NORANDEX PAGE 9 I 0 F.H. S.M.S. WITH A NOTES: 1: 3/16` TAPCON WITH A EE ELEVATION FORMBEDMENT 2) SHIM S REQUIRED, MAX SHIM STACK 1/4". OMIN. 1-1/4" MIN. EMBEDMENT ANCHOR. SPACING. M EXTRUSIONS ARE ALLOY 6063-T5ASEEELEVATIONFORnORT6WITHTYPICALWALLTHICKNESSOF0.62" ANCHOR SPACING. 3 USE HIGH QUALITY CAULK BEHIND WINDOW FLANGE. 4 CLASS THICKNESS BASED ON TABLE E1300 G e e e 4 4 4 0 WW x HAR S, AND MAY VARY DEPENDING ON SIZES5) THE RESPONSIBILITY FOR SELECTION OF NORANDEXPRODITCTSTOMEETANYAPPLICABLELOCALLAWS, BUILDING CODES, ORDINANCES OR OTHER SAFETYLREQUIREMENTSRESTSOLELYWITHTHEARCHITECT, BUILDING OWNER OR CONTRACTOR T 8} A PRESSURE TREATED WOODEN DUCK OR MARBLESIL L SHALL BE ADDED THE PRODUCT 4 TOFULLYSUPPORTUNIT. THIS SUPPORT SHALL BEFIRMLYATTACHEDINTOMASONARYANDSUPPORTTHEPRODUCTOVERITS BY OTHERS). FULL LENGTH (SUPPLIED 7) CONCRETE COMPRESSIVE STRENGTH .9,000 PSIATzaDAYS. ALT. HEADER SECTION TYP. 2 BY BUCK IN'RAL FL®RI]pA B.O.A,F. 500 MANUFACTUItE, R Nam: p3/16" TAPCON SEE _ 1/44- ELEVMIN. EMBEDMENT AIASTEg FOR 7t FOR ANCHOR SPACING. Ie ' 4 I`' CALL SIZE WITH (" rr rL'4mW U a 7 1. 940 1 BY BUC 1/ 4" SHIM --If 760 TYP MAX (BOTH JAMBS; h D E D SEE NOTE 6 HEADER AND SILL SECTION ' TYP. I BY BUCK CHARnACPAG P.E. FL REG. ENG: # * 49121 DATE. 3/21/02 10 F.H. S.M.S. W/ 1-1/2 MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. 3-- 4 4-- Ay 2 Fb q 4w 4 414 y IN Tm. T NAYIea' o.a ETAIL- A Z F 0. DETAIL-- C SASIi A DETAIL- B M I A M I•DADE PRODUCT CONTROL NOTICE OF ACCEPTANCI; Prenldor Entry Systems 911 E. Jefcrsori, P.O. Box 76 Pittsburgh ,KS 66762 1lIIAMI-DADE COUNTY. FLORIDA METRO-DADE FLAGLER BUILDING BUILDING CODE COMPLIANCE OFFICE M1:IRO-DADE I'I,AGLER !3U[1.1)JNCi 140 WEST' I`I.AG1XR S'l'REH l', SUI-IT 1603 WAMl, FI.OMDA 33130-1563 305) .,73-29U I FAX (3()5) 375-29(;S C;O'rILIC.'I'C)12 L1CI:SItiC ti!•:C'1'IU\ JU.)375.2527 I`A-N(305) 375-2558 C'oN•rit,lc"ro f \I:UItc'i:tf:1 f' I)lV15IUN 305)175-2966 Fax (105) 275.qux PIUMUCT cx)` i'I2U1.I)ft'151US Your application for Notice.of Acceptance (NOA) of (703)375.2902 P:lx(305)372.6339 Entergy G-8 S-W/E Ins\'iflg Op., que Double w/sidclites Residcllti:ll Insulated Steel Door under Chapter 8 of the Code of Miami -Dade County governing the use ol'Alternate Materials and Types of Construction, and completely described herein, has been reconiniended for acceptance by the Miami -Dade County Building Code Coinpliance Ofiice.(13CCO) under the conditions specified herein. This. NOA shall hot be valid after the expiration date stated below. BCCO reserves the right to secure lhis product or material at any time from a jobsite or manufacturer's plant for quality control testing. If this product or material fails to perform in the approved manner, BCCO may revoke, modify, or suspend theuseofsuchproductormaterialimmediately. BCCO reserves the right to revoke this approval; if it is determined by BCCO that this product or material fails to meet the requirements of the South FloridaBuildingCode. The expense of such testing will be incurred by the manufacturer. ACCEPTANCE NO.: 0.1-0314.24 EXPIRES: 04/02/2006 Raul Koorl,ucz Chief Producf Control Division THIS IS THE COVERSHEET, SEE ADDITIONAL PACES FOR SPECIFIC AND GENERAL CONDITIONS BUILDING CODE t.C:-PRODUCT REVIEW COMMITTEE This application for Product Approval has been reviewed by the BCCO and approved by the Building Code and Product Review Committee to be used in Nliami-Dade County, Florida under the conditions set forth above. APPROVED: 06/05/2001 Francisco !. Quintana. R.A. Director Miami -Dade: Coullty I311ildirig Code Colnplianct:Office sC)450001\pc20C>0\Itemplates\notice acceptance cover pogo.dot Internet mail address: ltostln:lstc>~u buildinreotleonlinc.com IInmeparc: halt:/(t tit r .ltuildiahcodcunlinc com Premdor Entry Systems ACCEPTANCE No.: 01-0314.24 APPROVED JUN 0.5 2001 EXPIRES : _ April 02 2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIOINS I. SCOPE _ 1.1 This renews the Notice of Acceptance No. 00-032I.26 which was issued on April 28, 2000. It approves a residential insulated door, as described in Section 2 of this Noticc of"Acceptance, designed .to comply with the South. Florida Building Code (SFBC), 1994 Edition for Miami -Dade County, for the locations where the pressure requirements, as determined by SFBC Chapter ?3: do not exceed the Design Pressure Rating values indicated in the approvcd drawings. 2. PRO DUCT. DESCRIPTION 2.1 The Series Entergy 6-8 S-W/E Inswing Opaque Double Residential Insulated StecI Doors witlt Sidelites-Impact Resistant Door Slab Only and its 'componcnts shall be constructed in strict compliance with the *following documents: Drawing No 31-1029-EW-1, Shcets 1 through 6 of 6, titled "Premdor (Entergy Brand) Double Door with Sidelites in Wood Frames with Bumper Threshold (Inswing)," prepared by manufacturer,, dated 7/29/97 with revision C dated 01/I1 00, bearing the Miami -Dade County Product. Control approval stamp with the Notice of Acceptance num.ber'and-approval date by the Miami-Dadc County Product Control Division.. These documents shall hereinafter be referred to as the approved drawings. 3. LIMITATIONS 3.1 This approval applies to single unit applicatiogs of pair of doors and sing door only, as sho%,.m in approved drawings. Singlc door units shall indludc all components described in thu active leaf of this approval. 3.2 Unit, shall be installed only at locations protected by a canopy or ovcrhang such that the angle between the edge of canopy or o crhan,g to sill is less than 4.6 degrees. Unless. unit is installed in non-liabitable areas where the unit and the area arc designed to accept water infiltration. 4. INSTALLATION 4.1 The residential insulated steel door and its components shall be installed in strict compliance %%-ith the approved drawings. 4.2 Hurricane protection system (shutters): 4.2.1 Door: the installation of this unit Nvill not require a hurricane protection sysicni. 4.2.2 Sidelite: the installation of this unit will require a hurricane protection system. 5. LABELING 5.1 Each unit shall bear a permanent labcI with the manufacturer's name or logo, city, state and following statement: "Miami-Dadc County Product Control Approved". 6. BUILDING PERMIT REQUIREMEN"I'S 6.1 Application for building permit shall be accompanied by copies of the follotiving: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies of the approved drawings, as identified in Section 2 of this Noticc of Acceptance, clearly marked to show the components selected for the proposed installation_ 6.1.3 Any other documents required by the Building 0% 0,,Oal or file South Florid' wilding Code SFBC) in order to properly cvaluatc the installatii s stem. Manuel crcz, P.E. Product. Con t i- xamincr Product ntrol Division Premdor Entry SN,stems ACCEPTANCE No.: 01-0314.2 APPROVED JUN O 5 2001 EXPIRES April 02, 2006 NOTICE OF ACCEPTANCE: STANDARD CONDITIOtNS 1. Renc%val of this Acceptance (approval) shall be considered after a renewal application has. been fi)cdandtheoriginalsubmitteddocumentation, including test supporting data; engineering documents, are no older than eight (8) years. 2. Any and all approved products shall be permanently labeled with the manufacturer's nam.c, 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. RcnewaIs of Acceptance will not be considered if: a. There has been a change in the South Florida Buildina Code affcctimy the evaluation of this product and the product is not in compliance with the code changes. b. The product is no longer the same product (identical) as the one originally approvcd. ic. If the Acceptance holder has not complied with all the rcqu;irements of this acceptance, including the correct installation of the product. d. The engineer who originally prepared, signed and scaled the required documentation initially submitted, is no longer practicing the engineering profession. 4. Any revision or change in ilic materials, use, and/or manufacture of the product or process shall I automatically be cause for termination of this Acceptance; unless prior written approval has been requested (through the filing of a revision application with appropriate fee) and grantod by this p office. 5. Any of the 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, advcriisins or any other purposes. G. The Notice of Acceptance number preceded by the words Miami -Dade Coun y,. Florida, and followed by the expiration date may be displayed in advertising literature. Ifany portion of the Notice of Acceptance is displayed, then it shall be done in its entirety. 7. A copy of this Acceptance as well as approved drawings and other, documents, where it applies, shall be provided to the user by the manufacturer or its distributors and shall be avai.lablc for inspection at* the job site at all time. The engineer needs not-rescal the copies. S.• Failure to comply with any section of this Acceptance shall be cause for termination and removal of Acceptance. 9. This Notice of Acceptance consists of pages 1, 2 and this last page 3. EI D OFT . HIS ACCEPT NCE ; Manuel erez, P.E., Product Contro - . Lin, Produc Control Division 3 I PREMDOR ENTERGY BRAND) DOUBLE DOOR WITH SIDELITES IN WOOD. FRAMES WITH A BUMPER THRESHOLD (INSWING) sID a I/ KIN" MN:bKNI ALIC It if1fi. i.rcors ° A I/Y NINUM ENSEDIIENI 140 1/2• J7 1/4 HAX MAX 74• 37 I/41 we. [ M LONG XttA `cs . Ius XA) C NAX MAX Mn[ NA 4• MAX 3' NAX MAX HAs I9• O.C. I9• D.0 19'•0.M 0.0 is, D.C. IS" 0C. 13' 0.C. - I9' D.G MAX MAX MAX 19. MAX MAX MAX MAX. NAX NAX HD [ • fxIRS. f9] NI CN71 WLOC J4N1 ff ,if N•tt MAX 1 D. 0 SPACING I0 O C or NNQ[ ti rn w JJ 1/ MAx to, ,, G.C. 43 I /16' TOP OF BOOR °W IN IiSISC AN1 TD € F LOCK fN u¢r A D. C.. 22' 64' le I NAX DLO BB i /16' NAX 17 1 • MAX O. C. SPACING IB' O.0 vrcsc u u0.f cartsa ::nrr c••sa aen w 17 1/ ' MAX O. C. SPACING B' G.C. I v- c LSWI 1 opiN.wAocanti I . n vZ wxuin iM1CGIfNf "— i 1 B — 17' 19 O MAX NAX MAX C+ 19 O C MAX 19 O CI S' l) CR! S' MA% MAX O C 19 HAX O C MAX 4. % 9• HAX MAX l s• ; MAX IT. Ltl Wt' • C• LD SEC .DTI: ATTACH ASTRAGAL THROW BOLT OB x I' LONG STRIKE PLATE TO THE HEADER IN ALL REMAINING AND THRESHOLD WITH 110 x 1 3/4' HOLES FLATHEAD SCREWS NOTES, 1.) WOOD BUCKS BY OTHERS. MUST BE ANCHORED PROPERLY JOiTRANSFER.LOADS TO THE STRUCTURE 2.) THE PRECEDING DRAWINGS ARE INTENDED TO QUALIFY THE FOLLOWING INSTALLATIONS. fB x 1 3/4" LONG FLA1HEnD SCREWS h f \ LA INSWING R.H. INSWING A. WOOD FRAME CONSTRUCTION WHERE DOOR SYSTEM IS ANCHORED TO A MINIMUM TWO BY WOOD' OPENING, B. MASONRY OR CONCRETE CONSTRUCTION WHERE-, DOOR SYSTEM IS ANCHORED TO A MINIMUM TWO BY STRUCTURAL VOOD DUCK. ASTRAGAL lPPROViDAS CCV*,w^ ulb in. SOUTH PL C. MASONRY OR CONCRETE CONSTRUCTION WHERE DOOR SYSTEM IS ANCHORED DIRECTLY TO CONCRETE OR MASONRY WITH OR WITHOUT A NON-STRUCTURAL ONE BY WOOD DUCK. 3. ALL ANCHORING SCREWS TO BE 110 WITH MI tM 4 •,- N,rnNG CODE CA BY PRODU COVTHOL orAsroN SULLOC.. CODEC^UAJJCE OFr,..o N UM 1 1/2 EMBEDMENT INTO WOOD SUBSTRATE ACCEPrANC;ENO.•D1"V3,'•f. L. 3R 7/16' PFH TAPCONS WITH 1 1/2' MINIMUM EMBEDMENT z UNITS. SHALL BE INSTALLED ONLY At LOCATIONS PRDfECTEllBY A CANOPY OR INTO MASONRY. OVERHANG SUCH THAT THE ANGLE BEfVEEN THE EDGE OF CANOPY OR OVERHANG 4. UNITMUSTBEINSTALLEDWITH 'MIAMI-DADE COUNTY TO SILL IS LESS IRAN 45 DEGREES. UNLESS UNIT IS INSTALLED IN APPROVED' SHUTTERSNUN -HABITABLE AREAS WHERE THE UNIT AND THE AREA ARE DESIGNED TD i. THREESTAPLESPERSIDEJAMBINTOHEADERONSIDELITESACCEPTWATERINFILTRATION, AND DOOR, THREE STAPLES PER JAMB INTO THRESHOLD -ON iIDELITES AND DOOR c mcc colmrr NBmnEAriau Avro 'D I. LATEXSEALANTTOBEAPPLIEDATSIDEBYSIDELaursUtEssID¢Lr>AE ¢c : A% .: e r N I JAMBS AND SIDELITES. DIRMM-UtES3IOIC@, SI4IDt1. TST AOD mHER owa canuaAntxJ Itnan, DOOR/SfDELITE HEADER, DOOR/SIDELITE JAMBS, AND SIDELITE BASE FF ` it YI S IA n U,it. rm v,csfm ORNERS ARECOPEDANDBUTTJOINED. OR9r f m• (- I — PART t: : SCK+ Y.T.S. 1. DOORSSHALLBEPRE -PAINTED WITH A WATER -BASED EPDXY RUST M Y YS MS 31-1029- .S. RHTBITIVE PRIMER PAINT WITH A DRY FILM THICKNESS OF D.B TO 1,2 MIL. 9t1 [ tcr[ z 1. FRAMESSHALLBEPRE -PAINTED WITH AN ACRYLIC LATEX WATER -BASED/ vtrrslLe uUrEz SHEET I OF 5 LATER -REDUCIBLEWHITEPRIMERVITHADRYFILMTHICKNESSOF08TO.1.2 NIL. v,s l ;0 DESIGN U A rVATER WFILIRArION DUDffNENr IS NEEDED X VHERE VATER INFILTRAN REOUIREMEMf IS NOT NEEDED Positivep x t D IE i I/2' GLASS BITE t INTERIOR 1 I-"-- 7/4- F v NG OTHER CONFIGURATIONS max GLAZING DETAIL MAX "' ' 4. 74• MAXILLIAKAxRADE L BSOA _ MADE [,A(EK CAULK EXIERtUR GKX t 74 .7/4• 74 3 uIMAX - M• MAX112' MAX77 IF2' . INTERIOR " MAX M 118' TEMPERED GLASS APPROVEDAS CO(APLYjji%YTH THE - [ DADC milli murfutltNS 17YIYUC[ SS 10(Il (dG - ° B AAI xnP[ro tt niP[IWao#SOUtHFillDUAIN13CODE (fA66D'III DI3[ nncI. JmRAICvCOR WpAi1O5 6Jill R PIIDDD. cwTiMOIVI$ IDN DUI[OINO COOS COLIPCWICE OFFICE xI C MillO2 9 AccErmrcerti l—o3rv.zy mn u SMEE12OF6 a nutAA C SHIM MAX 1— 3/4' r-- 80 11/16' MAX INTERIOR 79 5/16' MAX } SECTION B-B MAILRIALS LIST ` ITEM N0. DESCRIPTION PART NUMBER COMMENTS v 2 BY WOOD BUCK O WOOD HEAP. JAMBCV-14 1 1/4' X 4 9/16' HTL. TO BE PINE OR EOUIVAI_CN 17 F2COMPRESSIONVEATHERSTRIPW- LOCKSCREEN BRAN x A 650 (R N OALUMINUMASTRAGALW-12 PREHpQR BRAND OR EQUIVALENT- 5/B'.ALUMINUM ASTRAG 4ALUMINUM -BUMPER THRESHOLD EW-15 PREMBOR BRAND OR EQUIVALENT - 1 1/4' x 4 9/16' II / 4.' 5 TOP CHANNEL EW-DB PREHDOR BRAND - 1 11/16' - 20 GA STEEL STEEL KIN 26 ga L017 VTR -Olp) ONO IBDJTii law( NS! mi B &P lTOLYURf" THANE FOAM CORE EEW oq DENSITY 2.0 TO 2.5 IbS./FL' - I O BOTTOM CHANNEL PREMDOR BRAND - 1 11/16' - 20 GA STEEL WOOD LOCK BLOCK 4' X 9 1/2' HTL TO BE PINE OR EOUIVALCNI 10STRIKESTILE15/ 16'X.1 Il/16' MIL. TO BE PINE OR. EQUIVALENT HINGESTILE15/ 16' X 111/16' MIL. TO BE PINE OREQUIVALENT 12, LOCK PREP FILLER PLATE PRENDOR BRAND - .050- THICK- HTL. TO BE POLYETHYLE 134'x4' HINGE EV-16 HAGER BRAND. HINGE OR EQUIVALENT - .097 THICK (STEI lJ14in HINGE JAMB - I 1/4' X 4 9/16' HTL. TO BE PINE OR EQUIVALENT 1591Dx3/4' F.H.W.$. (4) SCREWS PER.HINGE INTO DOOR 16BIDX2' F.l{W.S. ) C VS NRWGH HINGE JAMS INTO- L T JAM , g , 4AXIB' tiL TNEREAETER ID) SCREVS IHRO" STRIXE JAMB Idyll SIDELITE JAIII. 4' DOWN ERON X8' O.C. THEREACTER 6) SCREVS THRO" EACH SIDELITE JANB WN INTOVOELITE. 4• DOFROH EX TERIIOR UP, NO 15' OG THEREAFTER. 17 3A6• a(B I&IM VIRINIRK IIff fwafw REFER TO ELEVATION VIEW rpR D OF SCREVS USED AND LOCATIONS IB DIDXFFH. V. S. (2) SCREWS PER HINGE INTO JAMB I9 BBx2'' FHV.S. (2) SCREWS AT EACH STRIKE PLATE LOCKSET KWIKSETBRAND 200 LOCK OR HARLOC BRAND 100 LOCK 1 110X ! 3/4' FHV.S. (2) SCREVS PER HINGE INTO JAMB VOOD SIDELITE JAMB EV-19 1 1/4' X 4 9/16' MTL. TO BE PINE OR EOUIVALENT 22' X64' SINGLE PANEL GLASS EV-20 T HP REp GLASS N POLYPROPYLEN FRa - DC-1 4] - (ODL SIDELITE TRIM ( WOOD) a T P R A EV-21 5/16 x Ile 'HTL. TO BE PINE EIR EOUIVALEN 1 1/ 4' WOOD CASING EV-22 v1 z 1' HTL. TD HC PINE OR CBUIVALENT - ITEMS )LBINGS U TOR SIDEBYSIDEJANaS' AS eULL10NS kztt:® WOOD SIDELITE HEAR JAMB EV-23 1 1/4' X 4 9/16' HTL. TO BE PINE OR EQUIVALENT WOO SIDELITE BASE EV-24 1 I/4' X d 9/16' MTL. TO BE PINE OR EQUIVALENT POLYPROPYLENE LITEFRAMEOC-1647. DDL-2 HP Polypropylene by ODL 116 X 1 1/2' PAN .HEAD SCREWS 18 PER FRAME"REv EACH CORNER AND-1 SIDELITE STILESR. Ev-2bTOXC 6' HTL. TO BE PINE OR EBUIV ALENT PIN NAILL126NAIL. 4' 111 FROM END. PAZ B• OL DCRACTER, USED ON IULLBHS NO I DOW SILICONE 4995 liNl15 tIII CSS5N11CD, fRAC D[L A}$i B DADE COUNTY HODIFICATIONS vDi4t JD CSTRUSIOIS+ UNLESS NOICB, STD. EDB1. 10.'i A—00ED PAGE'S (DOOR OPTIONS) I0-1-98 R i7 LNGIN LIZRCVISIONSDAI[ DY APPROVED ASCQ?1PLYDTcI+ATTT THE PART HAKE= R SOUTH FL 1EBRBY [ _ _ DAM PREMDNR ENTRY SYSTEMS A L 3I- 1029-EW- I BY. PBoDu fTTROLDIVISION 911 E. .NTFERSBN BUILDING CODE COMPLIANCE OFFICE PITISM Ki 66762 A SHEET 3 OF 6 ACCEPTANCE N0P-0 ] 1 Y. ZY RCASIO( LEIIER B . I-2 BY WOOD BUCK 1/4' SHIM MAX 5- 7 INTERIOR 79 3/16' MAX_ 80 11/16' 64' MAX MAX DLO 1 29 1 3/4' '''' 8 24 2 BY WOOD BUCK SECTION C-C 1 1/4' 28 - EXTERIOR PLEASE SEE °GLAZING DETAIL' DRAWING #.31-1029-EW-I SHEET 2 OF 6 r- 1 1/4' DOW SILICONE #995 APPftDVED AS CMIPCylttG WTH THE SDUTI{ JUR A BUILDING C05DiN BY Piltm T "Irm DMSIDN BURDtNG CDDE cnj< , uuec naZ 1-1029-EW-I SHEET-4 OF 6 RCYISM EEf TER . D i. I OTHER DODR.'CONFIGURATIRNS 1•t IT , mow al un u. i IPwut +iL 1]Yu( tw 1]..i p• Y w "' 1• s' .y w 1 1 • r ec >eL. c arc s o a• L Iry .• reu 1 1 1 1 I L I Wa e p• W aL I! at VKWG GL AK>C 11 I/t' L YKK e[ AKK i IT r - C O0. AK>G. o - a uro _ I e 1a IIiIY ! tl.14 b ' LLI•VKFG sb - 1> IaY Iry' •• - C YKwG - - - of VY 4LIYKli w ri W6C 11 p• e Lf c Ewa 1 t1 t • 1 I 1 1 1 T r w ww> w r L a .ua H AH Vn Vn YW V`VY'' . L W 1 ai .... , M ar>• ... . a poi P ,. Yu:a' »Wi•' AVe>aWVr > r ..a 1 > { • eC ITS I Nam. W b C per[ rjc p OC D•OiL - 1 ec YSK 11 IiYCGa.KYe - b b-6c11KLYL It lvIlrl{• C IN. - Y INt• e ut •6 ec v.ac p b1 nc 1 YKI 1 1 1 - 1 ri w b' a W - '-- 1 c-.• w - •u r• Y•.iL p Wc p IIX 0 I y n EIN11S (rl[SS NOIED fPAC u YfR 510RS Wd.CSS lIDtEB. 51d C@t'1.10.'i APFFGi'EDASCO"LYVIGNiTHTHE FFRI SOUTH FL(P'DILBLMMN-.CODE : DiDATcMN - BY XHUR ENTRY SYSTEMSPROMT . NTROLD@951DN 911 L IffCRSIYI BUILDING CODE COLIKW eOFF PIIISM KS 66762 ACGEn NCE NO. x 31-1029-EW-I SHEET 5 OF 6 q.YAll f LLIILK OTHER DOOR PANEL STYLES36" r—M A.x o0 00079 /5 16 a0 ® 0® MAX 0 BOB as ono 13 d , obmoo® 101 ® ®o00 ®® 13013 D4 goo nnIBLANKTOP. y u a© Q Q Q 6-PANEL q-PANEL 9-PANEL 10-PANEL lB-PANEL FLUSH B-PANEL CROSSOUCK,. 12-PANEL 4-PANEL A -PANEL 5-PANEL 5-PANEL 5-PANEL 5=PANELEYEBROVV/SCROLL EYEBROVOTHERSIDELITESTY• L E S V,SI RpLL rYEDRBV 36" r- MAX SL-10 SL-20 SL-JO SL-60 SL-50 ' SL-500 SL-69A SL-690 SL-69C SL-25 SL-55 SL-30D SL-40 SL-90A Sl-909 SL-90C SL-30D SL-3 C S1-70 SL-p0 a0 ®® 00 a0 0® ®0 00 0 •QQ _ I PD-1 PD-2 PD-3 PD-4 PD-5 PD-6 PD-7 PD-D PD-9 PD-10 PD-11 PD-12 PD-13 P,D-14 PD-15 PD-I6 PD-17 Iw r N. vPD-2 PD-21 bPD-22 PD-2J PD-24 PD-25 PD-2b PO-27 PD 2B PD 29 PD-3 PD-31 PD-32 Pp-33 PD-34 < , a R IXTIUIDS: MISlaf[k 10. rim 19 ,SS AC , O LIE RLVISf(WS' m1 BTE o p QQ ® c DQ it BALE PAQI W.-PRENDOR DOOR OPTIONS oafl oao goo a n Q o PR MDO ENTRY SYST NA11, PD-35 P-36 PD-37 PD-3B PO-39 PD-40 PD=41 an -en 91+L Xrr sn+ E S 31-1029—EW-1 SHEET 6 OF 6 sxvl rDa Ltr r>; e .. MIAMIDAOE PRODUCT CONTROL NOTICE OF ACCEI>TANCE PI-crlidor Entry Systems 911 E. Jefersoil, P.O. Box 76 Pittsburgh ,KS 66762 NIlAiNII-DADECOUNTY, FLORIDA s NIETRO- DARE FLAGLER BUILD.1N'G BUILDING CODE CONIPLIANCE QFFICE MMIZO- DAI)I, FI.AGI.I'JZI3UIi.I)1NG 141! F1.AGI.IR S'I'IZI:I:'I' StJ1I'1: 160; MIAMI, FLORI)A 331 30-1563 305) 375-29U 1 FAX (305) 375-2908 C: p;:['lLCC"rO12 t,1C:I:ISINC: 51CC."r10\ ' 30) 37t.2$27 C: UY'I'Itlt"rUtt fi1f QIlC:IS 11:1 r UIt'I51UY 303) 375-29GI, I.: i' 11C)13I:CI' C:os I•n0i, DIVIS1O\ Your application for Notice of Acceptance (NOA) of. (ans)a7s.eva2 I:,, ( us)37,.oaa, Entergy 6-8 S.W/E Outswind 01).•t(Iue Single wlsidCtites RC`sfEICIItI.ti' Instll;Ited Steel Door under Chapter 5 of the Code ofMiarni-Dade County governing the use of Alternate ATaterials and Types of Construction; and completely described herein, has been recamincnded for acceptance by the h fianti-Dade CountyBuildingCodeComplianceOffice (BCCO) under the conditions specified herein. This NOA shall not be vaIid after the e,piration•date stilted below, BCCO reserves the right to secure this productormaterialatanytimefromajobsiteormanufacturer's plant lbr quality control testing. If this productormaterialfailstoperformintheapprovedmanner, BCCO. njA}r revoke, modify, or suspend the useofsuchproductormaterialimmediately. BCCO reserves the right to revoke this approval, if it is determinedbyBCCOthatthisproductormaterial- fails to meet [lie requirements of the South Florida BuildingCode. The expense ofsuch testing will. be incurred by the manufacturer. 1CCEPTANCE NO.: 01-0314.2 ( EXPIRES: 04/02/2006 Raul KOCIrlguez Cflicf Product Control Division TI• IIS'IS TIME COVERSHEET SEE AI)DITIONAL PAGES FOR SPECIFICAii D GENERAL, CONI) ITIO,NS BUILDING CODE & PRODUCT REVIEW CO}ISIITTEE This application for Product .Approval has been reviewed by the BCCO and approved by the Building CodeandProductReviewCommitteetobeusedinMianii-Dade County, Florida under the conditions set forthabove. APPROVED: 06IOS/20'01 Francisco J. Quintanl, R.A. Dircctor Mianii- DadcCounty 1311ilding Codc; Compliance Off1cc 1\. 045000I\pc2000\\templates\notice acceptance cover page.dot Internet mail address;[)0tilmatilCr'1 1)UII iI1 CU(1CUf1I111C.CUt11 Itutttcna!!c: lttlna/tstti•tt•.builrlinornrlr•nnlillr r.ont Pretndor Entry SVSterns ACCEPTANCE No.: 01-0314.2I APPROVED JUN 0 5 Lvv EXPIRES April 02, 2006 NOTICE OF ACCEPTANCE: SPECIFIC C4NDITIOI'S . 1. SCOPE 1. 1 This renews the Notice of Acceptance No. 00-0321.23 which was issued on April 28, 20D0. It approvesaresidentialinsulateddoor, as described in Section 2 of this` Noti.cc, of Ac-ceptancc, designedtocomplywiththeSouthFloridaBuildingCode (SFBC), 1994 Edition for Miami -Dade County, for the locations where the pressure requirements, as determined by SFBC Chapter 23. do notexceedtheDesignPressureRatingvaluesindicatedin. the approved drawings. 2. PRODUCT DESCRIPTION 2A The Series Entergy 6-8 S-'WIE Outswing Opaque Sinbld Residential Insulated Steel Door withSidelites- ImpactResistantDoorSlabOnlyanditscomponentsshallbeconstructedinstrictcompliance with'thc following documents: Drawing No 31-1020-ENV-0, Sheets .1 through 6 of 6, tithed "Premdor (Entergy Brand) Wood Edge Single Door with Sidelites in a Wood- Frames kviih BumperThreshold (Outswing),`' prepared by manufacturer, dated- 7/29/97 with revision 'C dated 01115101, bearing the Miami -Dade County Product Control approval stamp with the Notice of Acceptance. number and approval date by the Miami -Dade County Product Control Division. These documentsshallhereinafterbereferredtoastheapprovaldrawings. 11 LIMITATIONS 3. 1 This approval applies to single unit applications ofsingle door only, as shown in approved drawings. 4. INSTALLATION 4. I The .residential -insulated steel door and its components shall be installed in strict compliance with the approved drawings. . 4. 2 Hurricane protection systcm (shutters): ' 4. 2.1 Door: the installation of this unit Nvill not require a hurricane protection'systcm. 4.2.2 Sidclitc: the installation of this unit Fviti require a hurricane protection system. S. LABELING 5. 1 Each unit shall bear a permanent Iabel with the manufacturer's name or logo, city, state and followingstatement: "Miami -Dade County Product Control Approved", 6. BUILDING PERMIT REQUIREMENTS 6. 1 Application for building permit shall be accompanied by copies of the following: 6.1.1 This Notice of Acceptance 6. 1.2 Duplicate copies ofthc approved drawings, as identified in Section 2 of this Noticc of Acccptancc, clearly marled. to show the components selected for'ihc proposed installation. 6.1.3 Any other documents required by the Building Official or the South Florida Building Codc SFBC) in order to properly evaluate the installati n of this system. Manucl Pcrcz, P.E. Product Coqrol •xamincr ProductControl Division j Premdor Entry Systems ACCEPTANCE No.: 0I_0314.2II G APPROVED JUN a E1PIRE5 : April 02, 2006 NOTICE OF ACCEPTANCE: STANDARD CONDITIONS l . Renewal of this.Acceptance (approval) shall be considered after a renewal application has been rlcdandtheoriginalsubmitteddocumentation, including test supporting data, engineering documents, are no older than eiht (8) years. Any and all approved products shall be permanently Iabeled vvith tlsc n-ranufacturGr's name, city, state, and the following statement: "Miami=Dadc County Product Control Approved",*or as specifically stated in the specific conditions of this Acceptance. 3. RenewaIs of Acceptance will not be considered if: a. There has been a change in the South Florida Building Code affecting the evaluation of'thisproductandtheproductisnotincompliancewith'thc 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 [lie requirements of this acceptance, including the correct installation of the product. d. The'engineer who originally preparcd,,signed and scaled the required documentation initially4.: .. submitted, is. no longer practicing the engineering profession. 4. Any revision or change in the materials, use, apolor manufacture of the product or process shall automatically be cause for termination of this Acceptance, unless prior written approval has been requested (ilirough the filing ofa revision application with appropriate fee') and granted by thisofflicc. Any of the following shall also be grounds for removal of this Acccptancc: i a. Unsatisfactory performance 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, andfollowedbytheexpirationdatemaybedisplayedinadvertisingliterature. If any portion of theNoticeofAcceptanceisdisplayed, then it shall be done n its entirety. 7. A copy of this Acceptance as well as approved drawings and other documents, where it applies, shall be provided to the user by the manuracturcr or its distributors and shall be available forinspectionatthejobsiteatalltime. The cnginccr nccds riot reseal the conics. 8. Failure to comply with any section of this Acccptancc shall, be cause for termination and rcmoval ofAcccptancc. 9. This Notice of Acccptancc consists of pages I, 2 and this last page 3. END OF'I HIS ACCEPTANCE Manuel crcz, P.E., Product Cc tro E aI111I1L'C Produc 'ntrol Division 3' . NKLMIJUK . (E_N I E HU Y MAND) WUDD EDGE SINGLE DOOR WITH- SIDELITES IN WOOD FRAME' WITH BUMPER .THRESHOLD OUT.SWING) 00' MAX 4' MAX 4' MAX — MAX 4' MAX MAX3' MAX 4' MA MAx C 3' MAX 3' MAX 14' 3' MAX B, MAX 4' MAX— efn6' 14, BX ISC MAXI—` 15' MAX M,)S% D.C. IS' MAX CIS I5 MAX MAX 11 15' MAX I TOP30F/ 16 DOOR O C. R r TO 4 OF LOCK 1 Ham' KVIZSET DEAOBOLt MODEL — SERICS OR HARLOE DEAD'm 22' 164' MODEL 029• 15o'CA A I MAX DLO ; / 5 Tr /'" E) 1/2' HINIFNH EHQEDH[RT HEAD L SILL, T61 PER JAx TE' 3/16' PFH TAPC&4 MINIMUM EMBEDHCNI NOTET5)LES A 80 11/16' MAX KVIKSET LDCKSET-' IS' MAX MODEL OLZDD SERIES OR HARLOC LOCKSEI O.C. MODEL 100 - OT.tIIHGCi ' 15MAX O. C. MAX, 6' AX MAX MAX 14". hA' 15'. MAX MAX -MAX E 7- 15 4' MAX KA 3' MAX 3' MFlX ' MAX NOTES 3' MAX 3' MAX 1 WOOD BUCKS BY OTHERS. MUST BE ANCHORED .4' MAX— MAX 4' MAX MAX, ROPERLT TO TRANSFER LOADS TO THE STRUCTURE 08 x 1. 3/4' F.H.W.S 1.I THE PRECEDING DRAVINGS ARE INTENDED TO 3) PER SIDE FROM UALIFYT14EFOLLOWINGINSTALLATIONS. VOOD FRAME CONSTRUCTION WHERE DOOR JAMS INTO THRESHOLD YSTEH IS ANCHORED TO A MINIMUM TWO BY WOOD V _ PEMINFa MASEINRY OR CONCRETE CONSTRUCTION WHERE RA OUTSVING LA OUTSVING 7OR SYSTEM IS ANCHORED TO A MINIMUM TWO BY IRUCTURAL WOOD BUCK. MASONRY OR CONCRETE CONSTRUCTION WHERE - VLSI TORSYSTEMISANCHOREDDIRECTLYTOCONCRETEVCRE VAICR INfILIRAfIDV WHERE VAEER IWILIRAHM IMASONRYWITHORWITHOUT. A NON-STRUCTURAL DOIREHEH IS REEOED = _REOUIRERCN; IS HOI HEEDED IE 'BY V000 BUCK. ALL ANCHORING SCREVS TO, BE 116 WITH Positivp 1 + + NIMUM 1 12' EMBEDMENT INTO WOOD SUBSTRATE X - 3/ 16' PFH TAPCONS'vlrH 1 12' MINIMUM EMBEDMENT TO MASONRY. +UNITS SMALL BE WSIALLED ONLY At LwAT10RS PROtECIED BY A CAIIDPY OR UNIT MUST BE INSTALLED WITH 'MIAMI-DADC CDUNly, OVERH" SUCH IHAI HE ANGLE BETWEEN THE EDGE DI CANVY OR VERwri PROVED' SHUTTERS 10 SILL IS LESS IRAN 45 CEMES 4>LESS UHIt IS INSTALLED IN IMREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES 10-HAIIIABLE AREAS VNERE THE LNII AND IPL AREA ARE OESIcNED't0 ' 0 DOOR. THREE STAPLES PER JAMB INTO BASE ON SIDELITES. ACCEPT VATER IHTILIRAIIOK LATEX SEALANT TO BE APPLIED AT SIDE BY SIDE HBS AND SIDELITES. DOOR/ StDELITE HEADER, DOOR/SIDELITE JAMBS, AND SIDELIfE BASE I IIUIs aau .x + ac TNERS ARE COPED AND BUTT JOINED. m4A9bvusXAn IIIIDa a T DOORS SHALL BE PRE-PAIMIED. WITH A VAtER-BASED EPDXY RUST r IBITIVE PRIMER PAINT VITH A DRY FILM THICKNESS OF 09 TO 1.2 MIL irr pq 1;4.7 FRAMES SHALL BE PRE-PAINIED WITH AN ACRYLIC LATEX VATER-BASED/ PREMDOR ENTIRY SYSIG TER - REDUCIBLE WHITE PRIMER VITH A DRY FILM THICKNESS OF 18 TO 12 MIL V L m4Mx Firl= m AIR APPROVED AS COM-LYING 01'ri 1,.E S. HPI,p,9"BUILDINcCODE D, r- 1Un D j PaOM TC CYROLCr.15;7:1 SUILDIN CODECOI,IPUANCECFFX_ AGCEIf7ATlCE N0. I - 03 Y. 2 r 1- 1020-EW SHEET I Oc. o ma arm I GLAZING DETAIL SHERVIN 41LLIANS 95UA EXTERIOR GRADE LATEX CAULK B 1. EXTERIDR s INTERIM 1/ ' 2 LASS BITE 9 1/9' TEMPERED GLASS o O U T S W I N 6 OTHER CONFIGURATIONS 69 3!• 68 9/A• NAX MAX 77 lit• MAX Mao X APPRo'ro A9 C(UPLYwf+ 1'ATH TH9 C. w4 mta,li hOWFICA106 Tl 6 ACOCO P 1ha5ul106[41IN SIloltIR2 CAC•WISvi10 U4 W wUPIiTRQl orA51Dt1RMDRY - Y euliowccooEcarlPuWceoF mL-untm 1-1020-EW-0 ACCEPTANCEIla, 01- 0 3 1 v. L I ma a:6 , SHEET. 2 Or 6 HIIIIOII2tti C r 3/4" tom--- 6 80 11/16" MAX EXTERIOR 79 5/16` MAX SECT -ION B-,B PARI,NUMBLR. _ COMMENTS.,. I7 r( DWOOD HEAD JaMB EW-12 I I/4' X.4 9/16' HTL. TD BE PINE OR EQUIVALCNT . SSIUN WEATHERSTRIP W- d d KS R N RA b OXS A 65a c R N ) WOOD STRIKE JAMB B N{ 4W- 1 1/4' X 4 9/16 MTL TO BE PINE OR EQUIVALENTALUMINUM -BUMPER THRESHpLD ' EW-13 PREMDOR BRAND OR EOuIVALENiTOPCHANNELEW-05 PREMDOR" BRAND - i 1l/16' - 2Q GA STEEL6STSKIN2byeLF1) 'Ai -.FOB) u4 t ApOYNllDI@IIIR! 4h511 IIII Ittm BJUANTLEOffi-CUREBASF F[IAM -DENSITY 2.D TD 2S lbs./ft' D BOTTOM CHANNEL EW-04 PREMDOR BRAND - WOOD LOCK BLOCK I Ii/16" - 20 GA STEELEW-oB 4" X 9.1/2' HIL TO BE PINE OR EQUIVALENTIDSTRIKESTILEEW-07 l5/16' X i 11/16' MTL TO DE PINE OR CQUiVALENiIIHINGESTILEEW-06 15116• X 1 11/16' HTL TO BE PINE OR EUUiVaLCNT12LOCKPREPFILLER -PLATE- EW-09 PREMDOR BRAND - :: THICK- MTL TO BE POLYETHYLENE134'x4' HINGE EW-15 HAGER BRAND NINGE OR EQUIVALENT r A97 THICK (STEED14WOODHINGEJAMBL_ 1 1/4' X 4-9/16' MIL. TO BE :PINE.OR EQUIVALENT15010x3/4' F.H_WS. ( 4) SCREWS PER HINGE INTO DOOR INTERIOR 16 Ato x 2 F;HWS. ti) SFJ2EVS iItRUUC/t EACH SiDELITE J400 INTO SIDELDE, 4' DUVN FRUM17orxvsvnllwuuwI ! xBL6Ewi PAX 15 ac 1HER[AFr[R b Frx tar[Bra VnIRDNM I lle xt RO ER TO ELEVATION VIEV. FOR19SIDELITEWOODSTILE B IF SCREWS USED AND LDCATIONS 19 tiff x 2' F.HWS. fV-07 15/i6' X 1 I1/16' HTL TO BE PINE DR :.EQUIVALENT 2).:S WS AT EACH STRIKE PLATElOCKSET KWIKSET BRAND 200 L CK OR HARLOC BRAND.100 LOCK13/4' © @iO X I 3/4' F H V.S. ( 5) SCREVS THRUUQI HTN E lAF1B 1NtU SIDELITE JAH@. @ UOYN TRikT iUP VSLIUTO• aL THEREAFTERAAXD' EU. THEEREAFTEgiKE JAMB INTO SIDELTtE JAMB, 4' BUVN TRm i op 4 4) SCREVS IHROUQI EACH HIND tHTU MW "I WOOD SIDELITE JAMB EW-18 i 1/4''X 4 9/16' MIL TD BE PINE OR EQUIVALENT22".X 64• SINGLE PANEL GLASS EW-19 1 E EA GLAD IN PCRYPRUPYLE FR ( OUL- 1DELiTE TRIM (WOOD) LW-20 5/16 x I%2' MT L. 7 BE PINE R EQUIVALENTWOODCASING ' ttR x l nrt U E PirrE _ iv-2l _ FUR "SIDE 'BY SItlE JAMBI' AS MtRU SN F. ARE HpLDItrCrS USEWOODSIDELITEHEADJAMBEW-22 1 1/4' X 4 9/16' TO BE PIUlR EQUIVALENT1/4X 4 9/16' Mil. TO DE PINE -OR EQUIVALENT POLYPROPYLENE LITE FRAMEC-1647, ODL-Z HP +Polypropylene by DDL @6 X 11/2''PAN HEAD SCREWS 10 PER FRAMEsLm"' SPA PIN NAiL IQ EXCELDCI4' OC THER Afl R N 74' L114 BAIL, 4- In TRIM [RD, mx B" ac lafflut USCB. a) MXL®(S AND TRM DaW SILICONE #99516LINKS: IBXESS NDIEA, iRAC. . CXIRUSi(RC$ pNLESSBDIEA, SI0. [I1111.i i ANC, B BADE CDUNTY MUDIFiEAr1UNS. l7 Ivwut JDA BED .PAGES (DpOR pPT1NNS)- ID-1-y0 APPRti+t ,ts ceuFLY vent rlE t .. - 1lR REVIslum BAIL IT PNIi .NA}lC:MFERGT D-A FUTRTi tr a E B E BAFIr : SYS EMS DY 91I LZFERSON 31`10zp—EW—a PR00 t4THOl DIVISIONOUILD1hY3CODEC. IPLtrV CEOFF.E PIiiSIR1R6, XS. 66762 - A SHEET 3 OF 6 ACCctRhNCE HD.QI-D31 Y.zt REVISilw Lullg B 1/4" SHIM MAX 17 l yTERIDR I 79 MAX16 80 11/16" MAX 2 BY WOOD BUCK EXTER OR PLEASE SEE "GLAZING DETAIL" DRAWING #31-1020—EW-0 SHEET 2 OF 6 27 r- 1 1/4" DOW SILICONE 995 r i 1LTI : UN[M Ror[o, z rRu5lpNs: Di[ss re FNIINFFRt 1PFrOvFD A4 cOI.hywr tmTti j}{E sOunt F T yu T,, E . PREMDUR raooe_-, OLOIws1Ow BULD, NGCOpcC01.4PM14CEOFFICF 911 L IFF[RM Pliis8ldtG,_ KS.66762 ox 1v0- a• MAx A- MAX— r MAXa' MAX A 13. 3' MAX Max 11 1 S Max 1 O.C.5•MAx—O.C. 13' MAXUG 13• MAXQC IS' MAXGL Ul13• MAXEm ILi14. AX 6• "X 4' MAX MAx MA% AMA%• 1 1• MAX oxo IUUF\ H I•. UJ> 66 314• MAX 1' MAx a• NAx X• MAX 3• MAx , MAX 41 MAX 3• Mwx la' r nwX Cou: oL IIG WTH THE i+ Az •MAX ou rHr`IT•r`K.gtn l{? H IT HAX• M' •u11 UU L' PRf PHOOUT ''ITROL OIVIs 014 1+ UILULgCCOOECQ:dPLIAt{CEOFFI PITTSI ACCEPTibYC• p MO. o - opt y_2 J a' 7NX MAX 7' iwx 3- MAx A' MAX la• MAxuUc la- rMAx 13' MAX A' MAx1 L. 1 IS•MAX r 0 r_ I3• MAX h. 0 0 av 111E O MA% 13• MAX or. 13' MAX OLi rs Ax Ltt4; 1 1e• MAX 7' MAX 7• MAX- A' MAX A' MAX x 31- 1020-EW- SHEET 5 OF 6 RCYISm11111, i E u i HLK IJuuK HANEL STYES- 36 r MAX 00 oxl6pgoanOUI0ologUo tioo ®® ® MAC_ o® q0 00a Q U _ FBLANKTUP6-PANEL 4-PANEL 9-PANEL 1D-PANEL 133 1 4-PANEL l8-PANEL FLUSH 8-PANEL CRU3$HIJCK 12-PANEL Y- PANL 5PANE5-dPA NEL 5-PAQNELV/EEBROV SCRULLL EYEBRUV5-PANELw/SCROLL EYEBROW HTHER11 STDEEITE STYES 30# MAX 79MXIl SL- 10 SL- 20 SL-30 SL-60 SL-50 SL-508 SL-69A SL-690 _ SL-69C SL-25 SL-55 SL-JOD SL-40 SL-90A Q Sl-90B SL-90C SL- 30B SL-30C SL-70 sL-170 PB-t PIJ 2 PO-3 PO-4 PD-5 t PD-6 PD-7 PD-0 Q 0 PO-9 PO-10 PD-11PC-12 PO-13 PU-14 PO -IS P u cm jj oa PD-JB PO-19PD- 20 PO-21 PO-22 PO-23 PD-24 PD-25 PD-26 PD-27 PD-28 PD-29 PD-30 u irs uJ [SS NH¢D, rR,x RI06 lL IMCSS AOICB P q CI 0 35 PD 36 PD-37 . PD-38 PD-39 PD-90 PO-41 PD-42 9 R MDD N PD-43 PO-43A PD-43B PINS fS66762 D-16 PO-17 C,ti Ct i tl U PD-31 PD-32 PD-33 PO-34 31-1020-EW 0 SHEET 6 OF 6 2 7, c cl CT CN J-) A SPECIFICA T1lw"Agne WIND ON 0108 Imalton APPROVED SIZES: MODEL: WAYNEMARK 8000 & 8100 9'-0" MAX WIDTH x 14'-0* MAX HEIGHT STYLE: RAISED PANEL MAXIMUM SECTION 'MOTH 21" TEST PRESSURE: POS./NEG. 44 PSF DESIGN PRESSURE: POS./NEG. 29.3 PSF NOTES: 13 GA HORIZ ANGLE 1. GLASS DISCLAIMER "NO f CONCLUSIONS OF ANY KIND REGARDING THE, ADEQUACY OR INADEQUACY OF THE GLASS IN .054" HORIZ TRACK - THE TEST SPECIMEN MAY BE DRAWN FROM THE TEST."(1993 ASTM E330). 2. GLAZING OPTIONS - TOP OR (2) 1/4-20x9/16`1 INTERMEDIATE SECTION, .090 SSB TRACK BOLT & (2)- GLASS WITH OPTIONAL INSERTS. 1/4-20 HEX NUT 3. VINYL OR WOOD DOOR STOP D, NAILED ON 6" CENTERS) MUST OVERLAP TOP AND BOTH ENOS OF PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. DRILL .281 OR 9/32--o 4. U-BAR TO HAVE A MINIMUM HOLE IN TRACK FOR YIELD OF 80 KSI JB-US BRACKET ATTACHMENT 5. TRACK, AND DOOR STEEL TO HAVE A MINIMUM YIELD OF 33,000 PSI. (1) J8-US BRACKET LOCATED AT EACH ROLLER LOCATION 6. OPTIONAL - .080" (MIN) EXCEPT TOP BRACKET ROLLER ALUMINUM LOUVERS WITH HIGH ( P/N 1251 39). IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF THE BOTTOM SECTION. 7. LOCK OR OPERATOR IS REQUIRED. 8. THE DESIGN OF THE LAG SCREWAT EACH SUPPORTING STRUCTURAL ie-us ELEMENTS SHALL BE THE BRACKET RESPONSIBILITY OF THE NPROFESSIONALOFRECORDFOR THE BUILDING OR STRi Q'5--JRE AND 054.VERT TRACK - IN ACCORD ANCE-01 iT;H*,'rP,9RREN T BUILDING COPES F 0FT COA D S HIS LISTEDON. 1/4-20x9/16" TRACK-\\ BOLT & 1/4-20 HEX NUT AT EACH JB-US Approved = BRACKET w: a wiiion.0' .- F ; P--, PENSAC N025 14 3395A06SOFlJdRIOA mm nomItia. b&8489 cEORGLa EitTFJCAJ1ON 77'1) NoRn4,. CFC] te: Wlvf 9' x MAX 44 PSF OF 4 OPTION CODC... RE V- P q, TRA CK END HINGE TOP BRA CI(ET REQUIRE IVEN TS 1 /4-20x9/16" TRA, BOLT & 1 /4-20 HI NUT THROUGH At TWO ALIGNING HOLI TOP BRACKET P/N 108077) TEK SCREWS P/N 141668) 14 GA WIDE BODY HINGE o _.._. aQ _ 4) 1/4-20x5/8'* SELF —THREADING SCREWS (P/N 100320) 2) 1 / 4-20x5/8" TEK SCREWS p°L END HINGES 9. 20 GA 11—BAR WIDE BODY HINGE P/N SEE BILL OF MAT'L) I H rND HIMGE RH END HINGE NYL0P•-ROLLER P/N 270791) \ BOTAH-2,70.;54 8RAC,KET h P/ LH-2'10,55) ITEK CREWS Rr/N 100507 . Approved: W.S. Wilson, P.E . 3395 AOOISON OR. PENSACOLA. FL 32514 FLORIDA CERTIFICATION NO. 0048489 GEORCLI CERTIFlGITION NO. 018519 NORTH CAROUNA CERTIFICATION NO. 023836 Date: OP TION CODE. 0108 I REV.-_ P WM 9' x 14' MAX 44 PSF 7_2 OF 4 U=BAR LOCATIONS' 12'-6 THRU 14' HIGHDOORS NOTE: W/ (7) 20 GA' 80 KSI U—BARS MAXIMUM SECTION WIDTH IS 21 LOCATED As SHOWN 10'- 9" THRU 12'-3" HIGH DOORS. W/ ( 6) 20 GA 80 KSI U—BARS .. LOCATED AS SHOWN 6 9'- 0" THRU 10'-6" HIGH DOORS W/ ( 5) 20 GA 80 KSI U—BARS LOCATED AS SHOWN LIB 7'- 6" THRU 8'-9" HIGH DOORS W/ ( 4) 20 GA 80 KSI U-BARS LOCATED AS SHOWN E 6' THRU 7' HIGH DOORS W/ ( 3) 20 GA 80 KSI U—BARS t` LOCATED AS SHOWN o E: 2) 1/4-20x5/8" TEK SCREWS ATTACH AT EACH STILE Approved. YES. W. on 3395 AQOIS ON 0e ,PE1$rCfil 1 325, yF FLORIOA:CERTIFICATION NO. 0048489cnG r 1111 CEOM, CERTISCATION? r07at8519 (= a VORT} f.CNZOUNA CERTIFICATION NO ,UX -.6 Date r. n;, tc alAZ s .. V OPT/ ON CODE di ' REV.' P I WM 9' x 14 MA 44 J OF,4 l . i , 1VJ ^ b u CENTERR 5 TlL E & m TMWLcD1A TF HINGE L ocA TIoNs Approv ed: (`" - A ( Wilson, P.F 3395 ADDISON DR.. PENSACOLA. FL 32514 FLORIDA CERTIFICATION NO. 0048469 GEORGIA CERTIFICATION NO. 018519 NORTH CAROUNA CERTIFICATION NO. 023836 Date: 3 — I; -- OP TION CODE 0108 REV- P WY 9' x 14' MAX 44 PSF 4 OF 4 Wind Load Test Report Report 9 0108P February 1, 2001 TEST REQUIRENfENT: S The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29.3 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-9.6. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola,+FL. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 5/8 thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured atthegeometriccenteroftheproduct. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. 1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder, of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 2.51. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .31 or 12%. 2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of40 seconds at a negative pressure, which includes 10 seconds of'fest pressure at-44; PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 1.59. The pressure was then removed and the deformation was recorded.after one minute. The permanent deformation calculates to .10 or 1 I.%. 3) Upon inspection after test procedure, the intermediate section had creased at the hinge location. The door was shown to be safely operable. DRAWING NUMBER: 0108 P TEST DATE: January 25, 2001. Temp 64' F. PRODUCT DESCRIPTION: 1. WayneNtark Model 8000, 90, 4 section. 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSL 3. Standard bottom astragal and retainer. 4.2" nylon roller with 5" stems. 5. 14 gauge end hinges and center hinges. 6. Three 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two t 6ga end stiles and three 20, ga center stiles per section. 8..054 vertical and horizontal track. 9. Four JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY SIMILARITY: Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors.have the same structural ability as the door tested, but will have less loading at equivalent pressures due to the decrease in area. Doors heights are approved to 3 times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Question and Answers,:GA18(Q127). APPROVED dPTdONSt L r Af ifi Based on ofhei't' al,6. Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. Name: rrci3 COUNTY 6.9 9.d 7 10'N W.S. Ndson 3395.Ad`dtsucr. Dr.^, P rlsacoja, FC .2,tt;4. Florida deli ..N.o'.:OjoeS 8 ,, •, r, aio td3 G tw jf Georgia Cect'A' D`t85•1 North Carolina Cy Nd. 0 3 36' /../ ®/ Agne aon MODEL: STYLE: DESIGN PRESSURE: DESIGN PRESSURE: WINDL OAD SPECIFICA TION0 /0 APPROVED SIZES: WAYNEMARK 8000 & 8100 RAISED PANEL 16"-0" MAX WIDTH x 14'-0" MAX HEIGHT MAXIMUM SECTION WIDTH 21" POS. 27 PSF NEG. 29 PSF NOTES: 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY BE DRAWN FROM THE TEST. (1993 ASTM E330). 2. GLAZING OPTIONS — TOP OR INTERMEDIATE SECTION, .090 SSB GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP NAILED ON 6 CENTERS) MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16 TO MEET NEGATIVE PRESSURES. 4. U-BAR TO HAVE A MINIMUM YIELD OF 80 KSI A653 G-40 5. TRACK TO HAVE A MINIMUM YIELD OF 33 KSI A653 G-40 6. 26, GA DOOR FACER STEEL TO HAVE A ;MINIMUM YIELD OF 57 KSI 7. OPTIONAL — .080" (MIN) ALUMINUM LOUVERS WITH HIGH IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF THE BOTTOM SECTION. 8. LOCK OR OPERATOR IS REQUIRED. 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CU{2RENT BUILDING CODES FOR'`THE LOADS z LISTED ON THIS..DRAWiNG,, 13 GA HORIZ ANGLE 1• 067" HORIZ TRACK 2) 1/4"-20x9/16"— TRACK BOLT & (2) 1/4"-20 HEX NUT 5/16"x1-5/8" LAG SCREW AT EACH JB—US BRACKET DRILL .281 OR 9/32"0 HOLE IN TRACK FOR JB—US BRACKET ATTACHMENT 1 /4"-20x9/i 6" TRACK BOLT & . 1 /4"-20 HEX NUT AT EACH JB—US BRACKET 1) JB—US BRACKET — LOCATED AT THE MIDDLE OF EACH SECTION EXCEPT TOP SECTION. 067" VERT TRACK 1) JB—US BRACKET LOCATED Approved:. AT EACH ROLLER LOCATION A PP _ tic :a•r~. EXCEPT TOP BRACKET ROLLER w.5; Wilso t,• j'. f...C -. (P/N 125139). 3305'A0Q1=O N 109 PPP AC O FL 25I4 r 1 FAR (A CFiii1 L A Ibll1 NCiO QfA9, f`^ Gc=RGA-;CFRpFIb110N 'R0'' 018514 ' ,• %'; NGi1TH 6UN, fWR F1CATION NO. •022- Jf r L, f Date: 2:8—o 3,.:' , oP r oN cdac,:, P 1 WM 16 x 14 M,4 X, 27 —29 PSF 1 0F.4 TRA CK END HINGE, TOP SRA CKET RECUIREIVEN TS 1/4"-20x9/16" TRACK BOLT & 1/4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET P/N 108077) I A . 4Vx / u TEK SCREWS P/N 141668) U ARROW BODY HINGE SELF —THREADING SCREWS 2) 1/4"-2Ox5/8' 2" NYLON ROLLER W/ 4 1/2- STEM TEK SCREWS ALL 00 P/N) 108135 END HINGES * WIDE BODY 7/16" PUSH NUT AT EACH HINGE (P/N SEEI" ROLLER (P/N 243341) BILL OF MAT'L) t. LOCATED .25 MAX BETWEEN PUSHNUTS AND BRACKETS 3" 20 CA OR HINGES U—BAR LH HINGE RH END HINGE 3) 1/4_-20x7/8- TEK SCREWS P/N 100507) L-L ZApproved: 2 20 CA CENTER W.S. Mi son, P.E. STILES 3395 ADDISON DR., PENStCOLk FL32514 FLORIDA CERTIFICATION.NO. 0048489 AV 7T GEORGIA CORTIF)CCATION NO. 018519 BOTTOM BRACKET 16 CA END STILES NORTH CAIMNA CERMACCATION NO. 022136 z (P/N RH-270354 Date: & LH-270355) OPTION CODE 0110 REV. Pi WIV 16" x 1.4, MAX, -1-27 —29 PSF 2 OF 4 U-BAR L OCA TIONS 12*-6" THRU 14' HIGH DOORS NOTE: w/ (16) 3 20 GA 80 KSI U—BARS MAXIMUM SECTION WIDTH IS 21 LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (14) 3" 20 GA 80 KSI U—BARS " ILILOCATEDASSHOWN t 9'-0" THRU 10'-6" HIGH DOORS W/ (12) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (10) 3" 20 GA 80 KSI U—BARS. LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (6) -3" 20 GA 80 KSI U—BARS I LOCATED AS SHOWN s I I 2) 1/4 20x5/8" TEK SCREWS ATTACH AT EACH STILE Approved:. t y: 3395.,JQDISON DR `'PfAS,;.<... Lllm 3h515 RI ORGU•C .Ofb31i'ii;.:=t NORib O ROUt CfJiITErATIOWNCC 023836Date:':.: r , f t OF" 2- of i OP ION C'6 F',Q iC t `'REV. P1 I WIV 16' x 14' MAX, 427 -29 PSF I o N 3 OF 4 CENTER 571E & IN TERIVEDIA - TF HINGE L 0 CA TIONS V v V 15, 10, v v Approved: C/ W.S. Mlson, P-1 ORANGE COUNTY BUILDHNIQIF" DIV. 3395 ADDISON OR, PDISACOLA. FL 32514 FLORIDA CERTIFICATION NO. 0048489 GEORGIA CERTIFICATION NO. 018519 NORTH CAROLINA CERTIFICATION NO. 0231136 Date: OPTION CODE 0110 1 REV. 01 1 WIV 16' x 14' MAX, -f27 -29 PSF 4, OF 4, Wind Load Test Report Report # 0110P 1 February 22, 2001 TEST REQUIREMENT: a The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and. negative 44 PSF. y TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola;L. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 518" thick blocks were placed under the door at the edge, centered under the end stile9, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a.manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. 1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 5.77. The pressure was then removed and the defornation was recorded after one minute. The permanent deformation calculates to .34 or 6%. 2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 5.07. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to A I or 3%. 3) Upon inspection after test procedure, the door showed no damage. The door was shown to be safely operable. DRAWING NUMBER: 0110 P TEST DATE: February 22, 2001. Temp 7V F. PRODUCT DESCRIPTION: 1. WayneMark Model 8000, 16x7, 4 section. 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. 3. Standard bottomastragal and retainer. 4. 2" nylon roller 'with 4 1/2" stems. 5. 14 gauge end hinges and 18 gauge center hinges. 6. Eight 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and five 20 ga center stiles per section. 8..067 vertical and horizontal track. 9. Seven JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY SIMILARITY: Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand_ pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have ,less loading at equivalent pressures due to the decrease in area. Doors heights are apprgyed to 3. times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Questiop•Ed, P ns disl,/,GA18(Q 127). APPROYEaOPTId If Ir.s. j:.:; Based ono -er tc's b . uk" r },> Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. M.at rr C,rq Name: W.S. Wilson; 3395 Addison I3r„ Penncol FLX5 f4, 8 t k' 1 '' 9m.'e' V/® Florida Cert tvb,tS 4 r t fj'. No. 0,18 cif Tf Georgia Cert ;.` c0 CV Ln M Cn C'4 0 z a yVayn Balton MODEL: S TYLE: DESIGN PRESSURE: WINDL OAD SPECIFICATION 0108 APPROVED SIZES: WAYNEMARK. 8000 & 8100 9'-0" MAX WIDTH x 14'-0 MAX HEIG RAISED PANEL MAXIMUM SECTION 'MOTH 21" POS./NEG. 29.3 PSF Scc # d NOTES 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF. THE GLASS IN THE TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). 2. GLAZING OPTIONS — TOP OR INTERMEDIATE SECTION, '.090 SS8 GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP NAILED ON 6" CENTERS) MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 4. U—BAR TO HAVE A MINIMUM YIELD OF 80 KSI A653 G-40 5. TRACK TO HAVE A MINIMUM YIELD OF 33 KSI A653 G-40 6. 26 GA 'DOOR FACER STEEL TO HAVE A ;MINIMUM YIELD OF 57 KSI. 7. OPTIONAL — .080" (MIN) ALUMINUM LOUVERS' WITH HIGH IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF THE .BOTTOM SECTION. 8. LOCK OR OPERATOR IS REQUIRED. 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONS181LITY OF THE PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CURRENT BUILDING . CODES FOR THE LOADS LISTED ON THIS DRAWING. Approved: W.S. Wilson, P.E 3395 AOOISON OR., PENSACO" FL 32514 FLORIOA CERTIFICATION NO. 0048489 GEoROIA CERTIFICATION NO. 018519 NORTH CAROUNA CERTIFICATION NO. 023836 Date: 9' -1— 8 .01 OPTION CODE.- 0108 I REV- P 1 MASTER PLAN 13 GA HORIZ ANGLE-\ 054" HORIZ TRACK 2) 1/4-20x9/16" TRACK BOLT & (2) 1/4-20 HEX NUT DRILL .281 OR 9/32"0 HOLE IN TRACK FOR J8-US BRACKET ATTACHMENT 1) JB-US BRACKET LOCATED AT EACH ROLLER LOCATION EXCEPT TOP BRACKET ROLLER P/N 125139). 5/16xT -5/8" LAG SCREW I AT EACH JB—US 0 BRACKET ' c 054" VERT TRACK _ 1/4-20x9/16" TRACK BOLT & 1/4-20 HEX NUT AT EACH JB-US BRACKET WM 9' x 14' MAX 44 PSF I 1 OF 4 J TRACK END HINGE TOP BRA CKET REQU/REMEN TS 1/4-20x9/16" TRACK BOLT & 1./4-20 HEX` NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET P/N 108077) 5) 1/4-20x5/8"— TEK SCREWS P/N 141668) 14 GA WIDE BODY SCC # O -o0% MA 11 HINGE g o, 4) 1/4-20x5/8 SELF -THREADING SCREWS (P/N 100320) 2) 1/4-204/8" TEKSCREWS . 4 ALL END HINGES ¢ . D o 3" 20 CA U-, BAR WIDE BODY HINGE c' P/ N SEE BILL OF MAT L) tH END HINGE RH END HINGE NYLON ROLLER P/ N 270791) ' BOTTOM BRACKET \ P/ N RH-270354 LH- 270355) • 3) 1 /4-20x7/8" TEK SCREWS P/ N 100507 Approved: W. S. Wilson, P.E. 3395 ADDISON DR., PENSACOLA FL 32514 FLORIDA CERTIFICATION NO. 004M9 GEORGIA CER'17CAT10N NO. =519 NORTH CAROLINA CERflflCATION NO 023W6 Date: 4 -_9 S -ol OF TION CODE- 0108 1 RE V. P 1 i I 1/ 2" 7 20GA CENTER 16 GA END STILES STILES) WM9' x 14' MAX44PSF 2OF4 U=BAR L OCA ltl)A NOTE: , 12'-6" THRU 14' HIGH DOORS MAXIMUM SECTION WIDTH IS 21" W/ (7) 20 LOCATED AS SHOWGA80KSIN 10'-9" THRU 12'-3" HIGH DOORS W/ (6) 20 GA 80 KSI U—BARS LOCATED AS SHOWN ° 1AU 10'-6" HIGH DOORS W/ (5) 20 GA 80 KSI U-BARS LOCATED AS SHOWN ° 7'-6" THRU 8'-9" HIGH DOORS W/ (4) 20 GA 80 KSI U-BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (3) 20 GA 80 KSI U-BARS D ° LOCATED AS SHOWN 1 2) 1 /4-20x5/8" TEK SCREWS ATTACH AT EAC HH STILE aPP roved: 4- W.& vnbon, P.E. 3395 ADOISON OR., PENSACOLA, FL 32514 FLORIDA CERTIFICATION NO. 0048489 GEORGIA CERTIFICATION NO. 018519 NORTH CAROLINA CERTIFICATION NO. 023836 Dater ° 5'-.28 -o OPTION CODE. 0108 1 REV P1 WM 9' x 14' MAX 44 PSF 3 OF 4 CENTER STILE INTERME"DlA TE- HINGE L 0CA TIONS A SCC # Cr PLAN8'- 9' Approved: W. S. Wilson, P.E. 3395 ADDISON DR., PENSACOUk, FL 32514 FLORIDA CERi1F unoN No. oo+w9 GEORGIA CERTIFICATION NO. 016519 NORTH CAROUNA CERTIFICATION NO. 023836 Date: OP T/ON CODE 0108 REV F 1 WM 9' x 14' MAX 44 PSF 4 OF 4 u Wind Load Test Report Report # 0108P1 February 1, 2001 ! TEST REQUIREMENT: ie door must remain intact and safely operable after enduring static design pressures of both positive and negative 29.3 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola, FL. Product was installed with tools and hardware as normally done in the field and,per specifications outlined in the attached drawing. Two 5/8" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. 1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time -at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 2.51. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .31 or 12%. 2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 1.59. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .10 or 11%. 3) Upon inspection after test procedure, the intermediate section had creased at the hinge location. The door was shown to be safely operable. DRAWING NUMBER: 0108 P TEST DTE: Janua25201. Temp 64° F. G Q DU' CT DESC Q N-' 1. WayneMark. Model 8000, 9x7, 4 section. 2.. Exterior skindhas minimum of .0175. The minimum yield stress is 33 KSI. 3. Standard bottom astragal and retainer. 4.2" nylon roller with 5" stems. 5. 14 gauge end hinges and center hinges. 6. Three 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and three 20 ga center stiles per section. 8..054 vertical and horizontal track. 9. Four JB-US brackets per side as shown on drawing anchored with one lag per bracket. S, C # - Ob AST ER PLAN WITNESSES: Clyde McDowell ( Report Author), Sid Wilson, P.E. -- - APPROVAL BY SIMILARITY: Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have less loading at equivalent pressures due to the decrease in area. Doors heights are approved to 3 times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Question and Answers, GA18(Q127). APPROVED OPTIONS Based on other tests b Ve t. Aluminum Louvers and Styrene Window Frame Assembly per test number 020501 erne: , W. S. Wilson, P.E. y-2e-0 3395 Addison Dr —Pensacola, FL 32514 Florida Cert No. 0048489 Georgia Cert No. 018519. North Carolina Cert No. 023836 E c0 M rn CN d z aa Mayne aid® MODEL: S TYLE: DESIGN PRESSURE: DESIGN PRESSURE: WINOL OAD S1116-CIFICA TION 0110 APPROVED SIZES: WAYNEMARK 8000 & 8100 RAISED PANEL 16'-0" MAX WOTH z 14'=O" MAX HEIGHT POS. 27 PSF SCC # MAXIMUM SECTION WIDTH 21" O • oti(o NEG. 29 PSF MAIz L"--IV NOTES: 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR . 067" HORIZ TINADEQUACYOFTHEGLASSINTHE TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). (2) 1/4"-20x9 TRACK BOLT & 2. GLAZING OPTIONS — TOP OR 1/4"-20 HEX INTERMEDIATE SECTION, .090 SS8 GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP 5/1s"xt-5/8" LNAILEDON6" CENTERS) MUST SCREW AT EA OVERLAP TOP AND BOTH ENDS OF JB—US BRACK PANELS MINIMUM 7/16 TO MEET NEGATIVE PRESSURES. 4. U-BAR TO HAVE A MINIMUM YIELD OF 8.0 KSI A653 G-40 DRILL .281 OR 9/3: HOLE IN TRACK F 5_ TRACK TO HAVE A MINIMUM JB—US BRACE ATTACHME YIELD OF .33 KSI A653 G-40 6. 26 GA DOOR FACER STEEL TO 1/4"-20x9/16" HAVE A MINIMUM YIELD OF 57 KSI TRACK BOLT & 1/4"-20 HEX 7. OPTIONAL - .080" (MIN) NUT AT EACH ALUMINUM LOUVERS WITH HIGH JB=US BRACKET IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF. THE BOTTOM SECTION. (1) JE3—US BRACKE LOCATED AT THE MIDDLE ( 8. LOCK OR OPERATOR. IS EACH SECTION EXCEPT TC REQUIRED. sECTIO 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE 067" VERT TRA PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CURRENT BUILDING CODES FOR THE LOADS LISTED ON THIS DRAWING. r 1) JB—US BRACKET LOCAT AT EACH ROLLER LOCATIApproved: EXCEPT TOP BRACKET ROLL W.S. Wilson, P.E 3395 ADDISON OR., PENSACOIA. FL 32514 P/N 12513 FLORIDA CERTIFICATION 140. 0048489 GEORGIA CERTIFICATION N0. 018519 NORTH CAROLINA CERTIFICATION NO. 023836 Date: Q— 2 9 —o 1 OPTION CODE.- 0110 1 REV.- P1 I WM 16' x 74' MAX, +27 —29 PSF I. 1 OF 4 TRA CK, END HINGE TOP BRA CKET RECUIRVEN TS I MASTER PLAN 1/4"-20x9/16" TRACK — BOLT & 1/4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET — P/N 108077) 5) 1 /4"-20x5/8" TEK SCREWS P/N 141668) NARROW BODY HINGE 4) 1/4"-2Ox5/8" SELF —THREADING SCREWS 2) 1/4"-204/8" {X TEK SCREWS ALL END HINGES 7/16" PUSH NUT AT EACH ROLLER (P/N 243341) LOCATED .25 MAX BETWEEN PUSHNUTS AND BRACKETS OR HINGES LH END HINGE 2" NYLON ROLLER W/ 4 1 /2" STEM P/N) 108135 WIDE BODY HINGE (P/N SEE BILL OF MAT'L) 3" 20 GA U-BAR RH ENO HINGE 3) 1/4"-2Ox7/8" rcu crocuic Approved: / `_ 1 /2^ L 20 GA CENTER W.S. Wilson, P E . `+ STILES 3395 AOCISON DR., PENSACOLAFL 32514 FLORIDA CEnON N. 004a499 BOTTOM BRACKET\ 16. CEORGU CF3iT1RCAFlGTi0NNOGAENDSTILES. 018519 NORTH CAROLINACERnF1GnON NO. 023a36 / (P/N RH-270354 Date: 4'--2 9— o & LH-270355) OPTION CODE 0110 REV.- P1 WM 16' x 14' MAX, +27 -29 RSF 2 OF 4 SAR 000A TIOVS p] NOTE: MAXIMUM SECTION WIDTH IS 21" 12'-6" THRU 14' HIGH DOORS W/ (16) 3" 20 GA 80 KSI U—BARS LOCATED AS, SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (14) 3" 20 GA 80 KSI U=BARS LOCATED AS SHOWN. M AS TER PLAN 9'-0" THRU 10'-6" HIGH DOORS W/ (12) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (10) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (8) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 1p 1 2) 1/4"-20x5/8" TEK SCREWS ATTACH AT EACH STILE Approved: 9- 1 WS. Viison, P.E. 3395 ADDISON DR., PENSICOU, FL 32514 FLORIDA CERTIFICATION. NO. OU48489 GEORGIA CERTIFICATION NO. 018519 NORM CAROLINA CERTIFICATION NO. 023836 Date: 9 -26- of OP77ON CODE.• 0110 REV. P1 I WM 16' x 14 MAX, +27 -29 PSF I i OF 4 M CENTER STILE &INTERMEDIATE HINGE LOCATIONS kii ASTER PLAN 15 12, 10' Approved: W.S. w130n. P.r 3395 ADDISON DR.. PENSACOL. FL =14 FLORIDA CERi MATION NO. 0048489 GEORGIA CERTIFICATION N0. 018519 NORTH CAROUNA CMnFICATION NO. 0Y3836 Date: g- Z 8 —o OPTION CODE- 0710 1 REV- P1 I WY 16" x 14' MAX, *27 -29 PSF J 4 OF 4 Wind Load Test Report Report # 0110P1 February 22, 2001 TEST REQUIREMENT: The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29 PSF must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. The door TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola, FL. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 5/8" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. 1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 5.77. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .34 or 6%. 2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure.of 29.3 PSF or greater. The maximum deflection was recorded at 5.07. The pressure was then removed and the deformation. was recorded after one minute. The permanent deformation calculates to Al or 3%. 3) Upon inspection after test procedure, the door showed no damage. The door was shown to be safely operable. DRAWING NUMBER: 0110 P TEST DATE: February 22, 2001. Temp 71° F. t RODUCT DESCRIPTION: 1. WayneMark.Nlodel 8000, 160, 4 section. MASTER P2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. . 3. Standard bottom astragal and retainer. 4. 2" nylon roller with 4 1/2" stems. 5. 14 gauge end hinges and 18 gauge center hinges. 6. Eight 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and five 20 ga center stiles per section. 8..067 vertical and horizontal track 9. Seven JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY SIMILARITY: Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and cases less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have less loading at equivalent pressures due to the decrease in area. Doors heights are approved to 3 times the height tested per standard practice accepted in Miami -Dade Co. Refer to. Product Control Division, Question and Answers, GA18(Q127). APPROVED OPTIONS Based on o er test b ' " uival Ahuninum Louvers and Styrene Window Frame Assembly per test number 020501. Name: e W.S. Wilson, P.E.-Z:B -o/ 3395 Addison Dr., Pensacola, FL 32514 Florida Cert No. 0048489 Georgia Cert No. 018519 6 Maronda Page 1 Of 3 I 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 6CLO5701 57 111 WHEATFIELD ORO-CEL BBRC4 RIGHT LOOP AYBURY C & J 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 designed for an enclosed building. Truss ID Run Date Drawing Reviewed Truss ID Run Date Drawing Reviewed No. of Eng. Dwgs: 43 Truss Layout 05-01-01 Floor Layout 11-13-01 Roof Loads. VT 4-11-01 F1 4-08-02 TC Live: 16.0 psf TC Dead: 7.0 psf BC Live: 0.0 psf BC Dead: 10.0 Psf HIP 10-20-00 F11 2-25-02 A 6-27-02 F2 1-3-02 Al 6-27-02 F21 2-4-02 A2 6-27-02 F23 9-25-03 Total 33.0 psf A3 6-27-02 F3 3-14-02 DurFac- Lbr: 1.25 DurFac- Plt: 1.25 O.C. Spacing: 24.0" A4 6-27-02 F31 1-3-02 A5 6-27-02 F33 2-25-02 A6 6-27-02 F4 1-3-02 Floor Loads - B 6-27-02 F5 1-3-02 B1 6-27-02 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 6-27-02 F7 3-14-02 B3 6-27-02 F8 3-14-02 B4 6-27-02 F9 3-14-02 rZ H 6-27-02 F91. 3-13-02 Total 55.0 psf H1 6-27-02 DurFac- Lbr: 1.00 DurFac- Plt: 1.00 O.C. Spacing: 24.0" 1 6-27-02 J 6-27-02 11 6-27-02 J2 6-27-02 J3 6-27-02 J4 6-27-02 J6 6-27-02 J7 6-27-02 J8 6-27-02 J9 6-27-02 V., NV # DESC QNTY JAN 3 0 2004 DATE: JA 6-27-02 18331 THD26 1 18330 THD28 18360 SKH26R 18361 SKH26L 18363 JUS26 3 18370 THJ26 5 FLOOR SEAT r LAT ES 52 i 0 i i 22 J J J o j JI 5 1 A5-2PLY / THJ26 HANGER/ A4 THJ26 RANGE A3 / A2 Al / A Al A2 A3 A4 vr66 THJ26 HANGE HUH26 HANGER A6 "I IJ J J V- - o 5 B4 20-0 B4 i B3zo B2 VOLUME CEILIN I B2 vn JOB NUMBER: BBRC4 THJ26 HANGER THJ26 HANGER 14 G o IJ4i CUSTOMER: J4 IJ7 J7JOBNAME: BAYBURY C & J 4 JcDRAWNBY: UC) DATE: 5-1-01 J9 PITCH: 5112 O.H.: 12" BEARING: 3.5" LOADING: 33psf q V A 12-4 5-8 20-0 rn JAN 3 0 2004 0 co co 0 v O 11 N Cc L i O M O 12-4 40-0 ` AA A^ 5-8 20-0 i O 00N 1 , N N O I I i O 3 I O O II f 0 JAN 310 2004 777 ry', IT sa et Bert nsyrribolrtpis ryeesecl to i racx,,4ae r, i I{ 1 i' t, to n1 vY 1 7 u t s' rrbrl I I i [ d ht, I ' ^ rah e{ {oral P ERSOVA.13 E iS31PJ1 u L lE lr l en tij 1` nt 1 1 t14 J7JZ L!S W w { 4 all n u e Y 4Ndkt ll 4 ] 1 u j n 4 M1 'arY [ `J1u A Ak'iIPM*rF k 16r6 t E1'1 I Yn a liOU5eL1115S rnbolJ B CON1S45AFLERT iIiEE®Ni'S= St I rY r 1 t t f k ;[Nsr 5 k iF4 f 1ai} w T vi I yf 111 i y y`esSA'E0i., 6. I '1; ,; i a2 t AI&TIfJ I'a""',:,,GAtIJTI®,N rdent{f Pes Fsafeope at{ngT 9 ,' os }pram{ces oP{Ind{oa esy{uns fe contlotionsnthaf aould nesult irarpersonaa,;t;l ':r rroag,ta,tructuae x. rr 91 Ummary Sheet COMMENI ARC and m=GUMMEI©AT6aKi SOP TRUSS PLATE INSTITUTE, HANDLING, INSTALLING & BRACING METAL 583 D'Onofrio Dr., suite zoo PLATE CONNECTED WOOD TRUSSES © 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, and others. Copyright r by Truss Plate Institute, Inc. All rights reserved. This document or any part thereof must not be reproduced in any form without written permission of the publisher: Printed in the United States of America. Itisthe resoonsibilityoftheins taIle? r(bOde r_ buildinocontractor licensed contractor, erector or ere cfion contractor) to oroperly reserve unload store handle install and brusses to protect life and property. The installer must exercise the same high degree of safety awareness as with any otherstructural material. TPI does not intend these recommendations to be interpreted as superior to the project Architect' s or Engineer's design specification for handling, installing and bracing wood trussesfor a particular roof or floor. These recommendations are mq-ri linnn the collective experience of leading technical personnel in the wood TOR GE Ire'sses hoa idnotbe : n oa gin terra{¢ i"car un s vuhickcor id:caUSse GAliTI®N Trusses stored horiaontaliy shouE i be G&UTIOf Trusses stored ve ticall shouid be st p@aDred do bioc6c{ ng to prevent excess{r e iateraf i braced to' preven tt Copp{mg or{pprng k f, - ,I bind{ n and lessee{ moisture gain 1(d'AE2NING 'Do not break banding unt{I,enstaliatlon _ D(NGER: Do not store bandies upilght niess ; begins Gave `sF ouid' be exerc{sed to f{i band{ng re properiyEiracedDonofbrea{.bands{nbta¢dies ImQv,alrto.av'oids: hiff:{n of..lndivicivai-trusses`::... aee.:plced.an.a'stabie r,{zont l,posit{on. DANGER 1tValk ng'on trusses wh{ch.are iyiiig fEat w r{sses by fhe ' r E {s::extremeiy dangerous and should be sfirlofiiy Ibancls Do not use daanaged trusses ; `'' S '_ i ? lall, Frame 1 Tag Line 7 60° or less Approximately Approximately Tag z truss length YZ truss length Line Truss spans less than 30' Lifting devices should be connected to the truss top chord with a closed -loop strongback/ Spreader Bar attachment utilizing materials such as SpreaderBar stings; chains, cables, nylon•strapping, Toe In etc, of sufficient strength to carry the Toe In — weigh-, of the truss. Each truss should be . set in proper position per the building \; designer's framing plan and held with Approximately the lifting device until the ends of the IV. to =/, truss length truss are securely fastened and tempo- rary bracing is installed. Less than or equal to 60' Tag. Line Tag iaS., f Ov j-; F fy ,.w T{;hl 'Xnj.4a,-'S lh,a`}Cygr 7}.t,}wu'I#'-il.g."rV'4'+iiut. i5 ti riT;J;7v°rrr• MECHAN,.; ICAL1.111INST. 41L" 6N Spreader Bar Toe In Approximateiy 1/2 to y; truss length Less than or equal to 00' Toe in Tag Line At or above mid -height Tag Line Approximately 3h to'/a truss length Greater than 60' GRROVIN ertical —.-- cnd Wrll Sic ent Plan Bloclrinn _J I' I: J I J . V Grounu Brace i' Vertical= fGBtr) - trut ` u' T) \ rtal tie member with HT) t'truss of bra, oup of trusse EB) Frame.2 . 12 4 or greater MW hat are laierally braced can bucklecausecollapsei!there inno dia o- Diagon»I bracing »hould be nailed» idr: of the iop chord when pu rlina to file topside ai the iop chord. 7F - Douglas Fir Larch Sp - Southern Pine i HF - Hem -Fir S'PF -Spruce-Pine-Fir uu —— ...- - 10 1 1 Over 32' - 48' 4/12 6' Over 48' - 60' 4/12 5' 6 4 Over 60' See a registered professional engineer DF - Douglas Fir -Larch SP - Southern Pine HF Hem -Fir SPF - Spruce -Pine -Fir Continuous Top Chord All lateral braces Lateral Brace lapped at least 2 Required trusses. 10" or Greater Attachment Required — sJ jb , istarelaterallybracedcanbucklelBusecollapseinhereisnodiaaaE tiagonalbracingshouldbenailed t ide of the top chord when purlins [ to the topside of the top chord. i IEWA-M; r SCISSORS I RtJ •,: 12 4 or greater at earl snacir I - 6a Permanent continuous o lateral bracing asspecified by the 5truss engineering. 5. 4PLACE q.- M. ioFID.!" DIAGO PE SPIDF! i!rk PF/HF:`:` 20 1 10 7 6 4 sslonal engineer sp - 5outnern Hine SPF - Spruce -Pine -Fir All lateral braces lapped at least 2 trusses. N— H0RD1PICross bva^inc! re•ca,----d J c at eaaSi and of the buildiria and at 20' int - vaic! Frame 4 t 111i1,1'I' hl 'i r6S I: II'1 1 ITOP CHORD t l i DIAGONAL BRACEIII :III oPJIINIMUiy It 5r li lu jll yl, n Ih LATERAL SPACING (DBsjSPAPd''hl'I'; i PTH it 1 ii SPACING;(LBs) I #'fcusses f,, Irk„I Up to 32 30" 8 6 10 Over 32' - 48' 42" 6' 6 4 Over 48' - 60' 48" 5' 4 2 Over 60' See a registered professional engineer OF - Douglas Fit -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir The end diagonal brace for cantilevered trusses must be placed on vertical webs in fine with the support. 2x4/2x6 PARALLEL Continuous CHORD TRUSS` Top Chord l.I.., Lateral Brac Required Top chords that are laterally braced can buckle together and cause collapse ifthere is nodiago- 10" nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlina are attached to the topside of the top chord. End diagonals ar e'Essetiiia! stability and must be duplicalc both ends of the truss system. 4x2 PA€, EL CH6RDTRUSS.To0 CH0REr Top chords that are laterally braced can buckle togetherand cause collapse- ifthere isno diago- nal bracing. Diagonal bracing should be nailed to Nie underside of the top chord when purline - are aftached to the Topside of the top chord. - S`yii Sl End diagonals are -essetitial 5M rnrstabilityand must be duplica#eb both ends of the truss system. Attachmer Required r0T- 0 ( O` er asses SpF/NF 2 o-C. 1 30" or greater Continuous — Top Chord Lateral Brace Required I I I 1 0" or Greater, I Attachrnent Required rt, Sse 2'0 I I. Trusses must have lum- ber oriented in the hor- F T zontal direction to use this brace soacinG. Frame 5 12 LJD to 24' l 3/12 I a, 1 12 Over 24' - 42' 3/12 7' 10 6 Over 42'- 54' 3/12 6' 6 4 Over54' See a registered professional engineer DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir o Diagonal brace also required on end verticals. All lateral braces lapped a, least 2 trusse-s. Continuous 'For) Chord Laieral Srac- Requij ed I op,.!Iord,, fliat a, c later"lly ;no buckle _ ) f/ __. Ii. i ,I, a ad a. u coil aptw if t h nre is rem d !a g cr- F., ADr i e0 ate r I bra,; i j, q, Ding I L, w: i r, s7 s n ou 1 d txn a ilea! kr . 1he a I derside of the top chord when purlinn Ie . 11ich,:d to the top.ide of the top chord. 2 Attachnneni iVi 0 N 0: T 17,1 U 1_ R, e q U j red T, 6 ovvt es, r. comm n n IQ1Aury or amage 0 rut, 'h& seiverei,n* &§,or bull.di L UANCt- NJOLEFBOW Length L( in) Dfin) D50 PU1rVIBser of 12' _ j LJ200 or Truss Dep1h D( in) L( in) Lesser of L/ 200 or 2" Lesser of WII D/50 or 2" np: ob LY!200!L(ft) Maximum Sol, 114" 4.21 200" Plumb 100" 1/2" 6.31 250" 1-1/4" i20.8' Misplacement Line 150" 3/4" 12.5' 30C 24" 3_____ l 1 314" 51 72" 1 1 /L 6T, R4" I 1- ','14 9 IS MAR ONDA E 'STEMS' 4005 Marondac Way Sanford, FL 32771 407) 321.0064 Far (407) 321.3,913 Date: March, 5, 2003 To: Building Department From: Maronda Systems Tomas. Ponce Professional Enbineer State of Florida #0050069 Subject: Malley Trussesi All galley trusses labeled VT-1 thru 100 are covered under the general valley sheet pr®N idedillthetrusspaclmgesignedandsealedbytheerngineerofrecord. The co nauections are noted on the structural info sheet of the plans. All criteria of the valley trusses are noted on thegeneralsheet. 1f you have any questions please reel free to call at 407-321-0064. 5;erely i Tom s Ponce, P.E. ;?.6SGEt1 P r.R Z I 5 Date: `Jr lD *, e !—/" mil yF'• A. No, _ko 7 ft-1tE r; f, fin•• °°..., •`°• •'C' •,' NA L DESIGN INFORMATION This deslgn 1s for an individual building component and has been based on Information provided by the client. The designer di-1-1— any responsibility for damages as a result of faulty or Incorrect lnfomhation, sp—M—U.— and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Inhmmatlon as It may relate to a spe- elite project and accepts no responsibility or exetdses no control with regard to fabrica- tion, banding, shipment and Installation of . trusses. TTds t^'.- has been designed as an, Individual building component In accordance with ANSITM 1-1995 and NDS-97 to be Incorporated' as part of the building design by a Building Designer Ireglstered architect or professional engineer). Wben reviewed for approval by the building designer, the design loadings shown most be checked to be sure that the data shown are In agreement with the local building codes, tonal c iro- L records for wind or anow loads, - project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy bids- The design assumes compression chords (top or bottom) are —Unu- ouslybnced by sheathing unless ottic—tse speclBed. Where bottom chords to tension are not fully Raced laterally by a properly applied rigid ce- lhng, they should be braced at a madmumu spacing of If -O' o_c Connector plate shall be manufactured from 20 gauge hot dtpped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the Nbnlcatr r sbaH review this drawing to verify that this drawing Is in conformance with the fabricator's plans and to ratite a continuing responsibility for such vert- Ocation Any diserepandes are to be put In writing before cutting car fabrication. Plates shall not be Installed over knotholes, knots or distorted gram. Members shall be cut for tight fit" wood to wood bearing. Con- nector plates sball be located on both faces of the tress with na1Ls fully imbedded and shall be sym. about the joint hudcss otherwise shown. A 5x4 plate is 5' wide x 4" long. A 6x8 plat. B 6" wide x 8" long. Slots (holes) rem parallel to the plate length specified Double cuts on web m bes shag meet at [he centmId of ile, webs unless otherwise shown Connector plate sties are minimmn sizes based on the forces shown and may need to be mctcased for Certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire ietardanttreated Lumberer unless otherwise shown. For additional hhfarmation on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AB bracing and -lion recommendations ire to be followed in accordance with 'Handling Installing A Bradrie. HIB-91. 'hissesare to be handled with Particular care during banding and bundling, delivery and installation to avoid damage. Temporaryand permanent bracing for holding trusses In a straight and plumb pos- Ilion and for restating lateral fonts sbaB be designed and Installed by others. Careful hand. Ung is essential and erection bracing Is always requlredl Normal precautionary action for trusses iegNres such temporary bracing during Installation between trusses to avoid toppling and dommoing The supervlslon of erectlan of trusses shall be under the control of persons ci pcdenc. d m the mstall.Uon of trusses. Professional adv$ m shall be sought If needed: Concentration of construction loads greater than the design loads shall not be applied to trusser at any Ume No loads other than the weight of the erectors shall be applied to trusses unfit after all fastening and bracing 1s completed. MONO VALLEY d VALLEY TRUSSES COMMON VALLEY VALLEY TRUSSES ITYP: MARONDA SYSTEMS TRUSSES I II II UPPORTING TRUSSES SUPPORTING TRUSS VALLEY TRUSSES ( TYP.) COMMON OR GIRDER COMMON TRUSSES ( TYP.) VALLEY STRAPPING TO TRUSS BELOW USING MSTA12 @ 4' O.C. VALLEY TRUSSES CAN BE CANTILEVERED UP TO TWO FEET WO: VALLEY SET DIAGONAL WEBS REQUIRED WITH SPANS \ GREATER THEN 28.0.0 3x6 2x4 - IF LESS THEN 3-0.0 THEN MOVE DIAGONAL WEB TO NEXT PANEL. 2x4 # 2x4 OR 5x6 OR 46 30. t 4x6 3x6 4x6 OR 2x4 0- 0- 4 2x4 3x6 2x4 2x4 2x4 3x6 MAX. 6. 0.0 D.C.(TYP) 1 TI: VT QTY:1 a) WHEN DIGGONAL WEB PRESENT USE 4X6 PLATE 8) WHEN NO DIAGONAL WEB PRESENT USE 2X4 PLATE t 4x6 OR 2x2x4 2x4 3x6 2x4 VALLEY MEMBERS AT 24 - O. C. (TYP) 20 4x10 20 3x6 20 20 3x6 OR 3x6 OR 2x4 t 4x6 OR t4x8 2x4 MAX. 6- 0.0 O.C. (TYP) MAX. TRUSS BELOW 45' O.C, O.C. SPANS UP TO 60-0-0 ®I VARIES 12 UP TO 7 TOP CHORDS: 2X4 SP #2 IT IS NOT REQUIRED TO SHEATH TRUSSES _ BOT CHORDS: 2X4 SP #2 BELOW VALLEY SET. VALLEY MEMBERS WEBS: .2X4 SP #3 PROVIDE ALL NECESSARY TOP CHORD BRACING. VALLEY MEMBERS TO BE SET TIC MUST BE CONTINUOUSLY BRACED BY ROOF PERPENDICULAR TO TRUSSES BELOW. SHEATHING UNLESS NOTED OTHERWISE. WHEN VALLEY MEMBERS ARE NAILED DIRECTLY TO TRUSS TOP CHORDS USE (2) 16D NAILS PER INTERSECTION, OR TWO FEET. ON CENTER. WHEN BELOW TRUSSES ARE SHEATHED FIRST USE ( 2) 10d NAILS OR (1) 16d NAIL PER INTERSECTION , OR TWO FEET ON CENTER. 2x4 BRACING NAILED FLAT TO EDGE OF WEB WITH 12d NAILS AT 8e O. C: OR A SCAB OF THE SAME DIMENSION AND GRADE AS WEB; NAILED TO FACE (S) OF WEB WITH 10d NAILS STAGGERED 8. O. C. SCAB OR TRANSVERSE BRACING TO EXTEND FOR 90% OF WEB LENGTH. ONE BRACE REQUIRED ON WEBS GREATER THAN 8' LONG t. TWO 2X6 BRACES REQUIRED ON ANY WEB EXCEEDING 14'. tt EXCEPT AS SHOWN PLATES. ARE TL20 GA TESTED PER ANSUTPI 1-1995 Cont. Support WARNING: READ ALL NOTES ON THIS SHEET. aronda Syste > roS A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. 4005 MARONDA WAY BRACING WARNING: SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing, portal bragor stmN bracing which is a part of the building design and which must be considered by the building designer. Bracing 407) 321-0064Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be TOMAS PONCE P. E. made to anchor Literal bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See H113-91 of TPII. LICENSE #0050068 rfYvsa Plate Institute, TPI, Is located at 583 D'Onmhla Drive. Madison. Wisconsin 53719). 1890 0REENBROOK Cr. OVIEDO,FL32766 Deripn: Matrix Anolvris Studs 0 6- 0-0 ox. Eng. Job: WO: VALLEY SET Dwg: Truss ID: VT Dsgnr: TLY Chk: Date: 4-11-01 TC cave 16. 0 psf DurFac - Lbr.. 1.25 TC .Dead 7. 0 psf DurFac -Pit 1.25 . BC Uve 0. 0 psf O.C. Spacing: 24.0" BC Dead 2. 0 psf Design Criteria: TPI Code Desc: TOTAL 25.0 psf V:06.29.00- 8302- 37 BLOCKING MAIIONDA SYMMVIS 1 ' DESIGN INTORAIATION This design is lijr in indiridual buihlii, rompmmnl and has Ikcn basd no infurmntinn provided by she client. The dc.igtvr dis:laims any responsibility for damages as a mvdl if, foully or tncmr-1 infum,minn, 7,eeifil-Iiuns a.Wlor dadgnt h,rnished to the truss it".ncr by ilk elim and rim -nnect iess or accuracy - of this infnrmwiuu as it mqy :elute 1. a ape - Chic prctaiand ii-pls nu respnnsibility nr ytcmixs no ctaund with regard In 6brica- lirm, hmulling, sllipnxnl and lost illadmI of Fusses. lllis truss Ills been designed as an fi ith al building .1 pdncnl In at eoldarre wi(h AN51/ TPI I-1995 and NDS-91 In be t.00rpomxd as pqn ofib. building design by a fmtlding Designer ( regisxrci architect or pmf..i.,nul engi— I. When renicwd 1'or approval by Ibe building designer, it. design I..dtngs shown must he checked to be sure that it. data slnmhl arc in .grccmeur ,.41h the 1-1 building codes, local climatic records by -.ind or snu.v loads,. Pnym slxcir-limns tar special applied loads. Unless shown. Iruss has my been dcsignd for I C- or Ire-pa,q Inads. The design asamxs mrmpressiun chords Inyl rr Imunm) are .-tinu- msly. 1 r 1 by she.drinc unless .11 a 0. slmct 0cd. Where hw,ml elorJs in tcusirm are - nor fully b.mt laterally by a properly applied rigid ccilbg, they shmdJ be hraccd at a masimum spacing of 10'-0' o.c. Conn¢Wr plates shall lie munufacu,red from 20 gauge hm dipped galvan -d! steal meeting ASThi A 653. Grade 40, unless .all rwist sloven. FABRICATION NOTES Prior I.. (al"imlion, the iibrinlor shall review Ibis drawing to vcrlfy that this dr..I.g is in conhirnlime. milli [it. fah:-itir's plans and to 11. c a condnuiug'.q msibility 0,r sreh v i- ticalim. A„y di-n pmrlas are Id be pus 4. hc — III-. f , coping of fahric.tion- Plates shall not he ins,.11cd .ref tmuholcs, toots or di.lrmd grain. Members shall he col L, r Gehl filling nand in wood hearing. Coo- neobir phew shall Ise l.oard on barb faces rd Ilk Imss will, nails rally Imbedded and shall he sym. about Jx joint unless ullxrw'ix sloven. A 5- 4 plate is 5' ,vide a 4' long. A 6s8 plate is 6' wide s 5- loon Slots (hotel) rn I parallel 1. the Plare In1911- spedlicd.. Double curs on weh membus shall meet aI dx eerdndd of the ,ecbs unless inks isc shown- Cm,riccl" plate sizes e minlmmn 112u hard on the forces sh.wu aml m.y toed I. be incm.xd Ib r -flat. haml- I. g ..I_ -.tin. niresscs, This rruss is not 10 be Iabrleald -bb ill. reta,d.ni tre-teal lundmr unless utlarwix slow. For midili,nial infurnmliun un Quality Conlml rcfcr 1. .. ANSI1171 1-199S PRECAUTIONARY NOTES All bra ing mid ereellon recnmmcnda,hms are In be hdlmstd in arxunl.- svilh-11a.dling imr. lting & Bmeine , N10-91. Tosses arc In be hmalld wid. particular carr during handing and Imndline, ddiycry and inilallntiun In avoid damage. TemP.mry and P.rn,mum bracing Wr holding wsxs in a .flight .rut plumb 1xu- Ilion and for resisting Wesal forces shall be ticsiertd and insialld by IW n_ Greful hand - It.. Is cssemlal and .—i,. h—l.g is .I..vys m. pired. Nminal prectorimnry acri„n Air trusses royulrcs such Icmpanry bracing during 1'. 1.1 '1". bcrureeri noses 1. avoid hrpPlt.g and duminning. Tlr milmisinn of crccli',n of trusses shall lieunder the nmtrnl df penlms ccperi cent in : 'I ho -11-i .I Ir.,srrr- Pn, fessim.al aJricc slop he suuglu if needed. Conccmmilm ul cunnruniun Inads gmmrr Ibau Ill JcAC-1 LaJs shall raw he applied la trusses at any it... No loads other Ihan the ucighl of Ilx erxmrcs slnll Ix applied to trams u lie after all laztcuing and bracing I, cumpWcd- r111 i ll ft l f r Vx w e No. 0050063 a STATE OF tL fill111110 HIP GIRDER 2x Of 1110: 111PDETAI.L TE HIPBLOCKING ADDED TO. TOP CHORD STEP HIP TRUSSES TO SHORTEN OSB NOT TO EXCEED 24"O.C. TO BE NAILED TO TRUSSES w/ 0 12" ON CEN. STAGGERED PRE- ENG'D TRUS TOP WALL OF BUILDING r r• r i r r?r cr r r r r- r r>r ,r rr r ri : rig r f r• r rrr• Im— arionda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE # 0050068 1890 GREENBROOB rr 4-1117F.M s,1 111ac WARNING: READ ALL, NOTE-S ON THIS SIIEET- A COPY OIL TDIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. 11RACING WARNING: Bracing sbuw.0 ran dos dra.ving is nut ereuioo hracinc, u ind bracing, Purral Inaeh,g tar similar hoeing which is a pan nl d c hi ilding design and 111-Wh mull he cunsidetnd by the building dcsignei. Bracing shun•. is liv lexr:d suPpnn tat i,IISr munhus only 11 reduce WClaing Icdglh. I'luvisiuns musl he mode 1. anchor h'-.l Ivaeinc at ads and "",hied I...liunI d.ic-n.ed by 'I. building designer. rWdilfu, nl hfa ing of the uvcrnll s.ucw.emay he reyuircJ- (Sec IIIB-91 of TPI). Truss 1, laic Inuimic, TPI, is hcmcd 21583 D'Onu(ri. Drive, tdadisiut, Wisconsin 53719). Eng. Soh: ntvg: Dsgnr: Ch1c: rC Live 16.0 psf TC I) ead 7.0 psf 13C Live 0.0 psf BC Dead 10-0 psf TOTAL 33. 0 psf Truss TD: 11iP Date: 10- 20-00 DurC1`ac - Lbr: 1.25 DurVac -Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: Design: Afatrir Anolv5is JOB A4TH: C_ITff-LOKIJOBSIHIrDET-I HCS-- O1.01-00 DESIGN INFORMATION This design Is for an Individual building component and has been based on Information provided by the client. The designer disclaims an), responsibility for damages as a result of faulty or tncomecl Information, speclficallons and7or designs furnished to the tnuss designer by the client and the correctness or accuracy of this Information as It may relate to aspe- cUic proJeet and accepts no responslbWty or exercises no control with regard to fabrica- tion, handling, shipment and Installation of I-.-. This truss has been designed as an Individual building component in accordance with ANSUTPI 1-1995 and NDS-97 to be incorporated as panof the building design by a Building Dealgo- ( registered architect or p-fesalan.I 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 , lunatic records for wind or snow loads, pr lectspecifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) are continu- ously braced by sheathing unless otherwise specifled. Where bottom chords in tension are not hilly braced laterally by a properly applied rigid cdllng, they should be braced at a maxlmum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that tits drawing is in conformance wgth the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any &-mpanetes are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the Iris with nags fully imbedded and shall be sym. about the Joint unless otherwise shown- A 5x4 plate Is 5" wide x 4" long. A 6x8 plate Is 6" wide x 8" long. Slots (Iwoles) run parailel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/ TPI I-1995 PRECAUTIONARY NOTES All bracing and erccuon recommendations arc to be followed in accordance with "Handling Installing & Bracing', HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding tiussm in a straight and plumb pos- ltion and for rrsisting lateral forces shall be designed and Instated by others. Careful hand- ling Is essential and erection bracing is always required. Normal precautionary action for trur i.m requires such temporary bracing during installation between trusses to avoid toppling and ddminoing. The supervision of erection of I_. shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought 9 needed. Concentration of construction loads greater es thanthedignloads 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 C 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 1 476# Support 2 149# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support l 263# MAX LIVE LOAD DEFLECTION: L/ 999 L=- 0.17" D=-0.17" T=-0.341r 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 M WO: BBRC4 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 22.0 ft, I= 1-00, )Sep -Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -2852 0.32 14-13 2589 0.67 2- 3 -2654 0.28 13-12 2212 0.60 3- 4 -2008 0.24 12-11 1807 0-49 4- 5 -1809 0.27 11-10 2212 0.61 5- 6 -2003 0.24 10- 9 2589 0.67 6 7 -2654 0.26 7- 8 -2853 0.32 5X8 4X6 114 13 12 --- 1366# 3.50" 1- 0-0 I_ RO- 11-9) I 40-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE # 0050068 1890 GREENBROON CT.0wnEDO.FL32765 i Design: Molar Analysis I TI: A QTY:2 Locations=============== 1) 0- 0- 0 6) 28- 5- 7 11) 23- 0- 0 2) 6- 1- 3 7) 33-10-13 12) 17- 0- 0 3) 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 263 -476 BOT PIN 39- 10- 4 1366 0 -149 BOT H-ROLL 10 M 1366N 3.50" RO- 11-9) scale = 0.1595 WAKIV1r4kJ: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR- BRACING WARNING: Eng. Job: Dwg: Dsgrir: TLY Chk: WO: BBR Truss ID: A Date: 6-27-02 TC Live 16.0 psf DurFac - Lbr: 1.25 Btmchng shown on this drawing is not erection bmctng. wind b-mg. portal bracing or similar bracing whichisapartofthebuildingdesignTC Dead 7.0 psf - DurFac - Pit: 1.25 and which most be considered by the budding designer. Bracing shownisforlateralsupportofmissmembersonlytoreducebucklinglength. Provisions must. be BC Live 0.0 psf O.C. Spacing: 24.0" madetoanchorlateralbracmgatendsandspecifiedlocationsdeterminedbytiltbuildingdesign,,. Addill",, bracing of the overall stricture may be required. (See 111E-91 of Tell. BC Dead 10.0 psf Design Criteria: TPI Truss Plate Institute. TPI, Is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). 1 CodeDesc: FLA TOTAL 33.0 psf V:06.02.02- 15164- 2 70B I ATH. C. ITEE-LOKL/OBSII ShcPlf BBRCd 71CS: 0602.01 DESIGN INFORMATION This design is for an Individual building component and has been based on information pro%ided by the cllenI. The designer disclaims any responsibility for damages as a result of faulty or Incorrect information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as It may relate to a spe- cific protect 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 nith rI/TPI 1-1995 and NDS-97 I. be IncorporatedPartofthebuldingdesignbyaBuilding Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadbigs shown must be checked to he sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a m -imum spacing of 10'-0" o.e. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASfM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Is In conformance with the fabricators plans and to realize" continuing responsibWLy for such veri- flcatson. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Members shall be cut for Light fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be swrt. about the joint unless otherwise shown. A 5x4 plate is 5" tide x 4" long. A 6xS plate is 6" wide x 8" long. slots fhol-I run parallel to the plate length specified. Double cuts onweb members shall meet at the centrold of the webs unless otherwise shown_ Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated hunber unless otherwise shown. For additional Information on Quality Control refer to ANSI/ TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling installing & Bracing", HIB-91. Trusses are to be handled with particular pre during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusse-c In a straight and plumb pos- ftlon and for resisting lateral forces shall be designed and Installed by others. Careful hand. ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing, The supervision of erect'-- 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 I---- at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing I, completed. . JB: BAYBURY C 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 1 521# Support 2 199# 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 = 1.15 1 5 0 WO: BBRC4 WE: lX4 continuous lateral bracing attached with 2- 10d nails each member where shown.Bracing MUST be positioned to provide equal unbraced segments OR 2x4 "T" brace may be nailed flat to edge of web with 12d nails spaced 81' o.c. Brace must extend at least 90% of web length 2x6 Brace required on any web exceeding 141. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 22.0 ft, I= 1.00, Exp-Cat. B, Kzt= 1.0 Bld Type= Encl. L= 40.0 ft W= 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI .-BC ... FORCE ... CSI 1- 2 -2874 0.26 15-14 2611 0.62 2- 3 -2707 0.27 14-13 2308 0.67 3- 4 -2171 0.24 13-12 2064 0.63 4- 5 -1971 0.26 12-11 2308 0.67 5- 6 -1971 0.23 11-10 2611 0.62 6- 7 -2171 0.20 7- 8 -2707 0.22 8- 9 -2874 0.25 4X6 3X4 4X6 15 14 i3 1366# 3.50" 1- 0-0 R6 11-9) 40-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1.995 rM- aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE # 0050068 1890 GREENBROOK Cr.0i1EO0.FL32766 Design: Moira Analysis 12 TI: Al QTY:2 Joint Locations======_======== 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- 9-14 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 231 -521 BOT PIN 39- 10- 4 1366 0 -199 BOT H-ROLL PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 231# 0 3A% 3X6 n 11 10' 136_ 6_# 3.50" 100 120- 11-9) scale = 0.1595 WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: B-9774 A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D%vg: Truss ID: Al CONTRACTOR- Dsgni-: Tier Chk: Date: 6-27-02 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 bracing isthebuildingTC Dead 7.0 psf DurFae - Plt: 1.25 whichapartofdesignandwhichmustbeconsideredbythebuddingdesigner. Bracing owshownisforlateralsupportofLnrssmembersonlytoreducebucklinglength. -provisions roust be RC Live 0.0 psf O.C. Spacing: 24.Orr Pg- made to anchor lateral bracing at ends and specified locations determined by the bu llding designer. Addlllonalbmel, of the overall structure may be required. fSee HIB-91 of TPI) 13C Dead 10.0 psf Design Criteria: TPI Truss Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 537191. Code Dese: FLA TOTAL 33.0 psf V:06.02.02- 15165- 23 JOB BATH: C:I1-EE-LOKIJOBSI125nIPHIBBRC4 tics: 06.02.01 DESIGN INFORMATION This design Is for an individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or rnc'n""t inf ormation. ation. speclficaLlons and/or designs furished 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 eels- 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 asartpor the budding design by a Building Designer ( registered architect or professional engimzerl- 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. pmJcct speeifimtfons or special applied loads. Unless shown, Lruss has not. been designed for storage or occupancy loads- The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless dth,no_ specified. Where bottom chords In tension are not fully braced lateady by a property applied rigid ceding, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review Uds drawing to .verify that this drawing is in conformance with the fabricator's plans and to realize a continuing msponsibWty for such verf- fiml. ron. Any discmpancles are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes, mots 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 s} mm. about Lhe joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holed run parancl to the plate length specified. Double cuts on web members shall meet at the c-troid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erecUon stresses. This truss is not to be fabricated with. fire retardant treated lumber unless otherwise shown. For addILlonal information on Qua ly Control refer to ANSI/ TPI I-1995 PRECAUTIONARY NOTES All bracing and erection r=ommendaUons are to be followed In accordance with "Handling Installing & Bracin', HIB-91. Trusses are to be handled wILh pa 'I Icular care during banding andbundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and pltunb pos- ilion and for resisting lateral forces shall be designed and installed by -Lhers. 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 awold toppling and dominoing. The supervision of erec0on of trusses shall be under the control of persons peric- d in h rd Prof clonal advieshallbe sought if needed. Concentration of construct- lon loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after an rasteming and bracing Is completed. JB: BAYBURY C 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP 2 BOT CHORDS: 2x4 SP 2 WEBS: 2x4 SP 3 2x4 SP 2 2,4,6,8 PROVIDE UPLIFT CODINECTIO14 PER SCHEDULE: Support 1 562# Support 2 254# MAX LIVE LOAD DEFLECTION: L/999 L=- 0.19" D=-0.20" T=-0.3911 MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.14" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.07" RMB = 1.15 r I A n WO: BBRC4 WE: MULTIPLE LOADS -- This design is the - composite result of Btultiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted Otherwise. WindCase- ASCE 7- 98, C&C, V= 125mph, H= 22.0 ft, I= 1.00, Exp-Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC...FORCE ... CSI 1- 2 -2854 0.39 2- 3 -2355 0.36 3- 4 -2430 0.43 4- 5 -2430 0.43 5- 6 -2355 0.31 6- 7 -2854 0.39 EC ... FORCE ... CSI 14-13 2584 0.59 13-12 2580 0.61 12-11 2116 0.53 11-10 2116 0.53 10-'9 2580 0.61 9- 8 2584 0.59 SX8 2X4 ;Yc i-' 1L 11 1366# 3.50" 1 00 _0- 110-11-9) I i 40-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 M!aronnda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P. E. LICENSE #0050068 1890 CREENBROOK CT. OVIEDOTI-32766 Design: Afafrir 4 nafvrfs VV1kKi41N(j: READ ALL NOTES ON THIS SHEET.. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this droving is not erection bracing, ttMd bracing, portal bracing or similar bracing hid, is apartofthebuildingdesignandwhichmustbeconsideredbythebuddingdesigner. Bracing shown Is for lateralsupportoftrussmembersonlytoreducebuckitglength. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional brmcing of the overallstructuremayberequired. IS- HIS-91 of TPII IT- Plate institute, TPI, Islocatedat583D'Onolrlo Drive, Madison. Wisconsin 5371 % TI: A2 QTY:2 Joint Locations=============== 1) 0- 0- 0 6) 33- 2- 2 11) 20- 0- 0 2) 6- 9-14 7) 40- 0- 0 12) 13- 0- 0 3) 13- 0- 0 8) 40- 0- 0 13) 6- 9-14 4) 20- 0- 0 9) 33- 2- 2 14) 0- 0- 0 5) 27- 0- 0 10) 27- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1366 199 - 562 BOT PIN 39-10- 4 1365 0 - 254 BOT H-ROLL U LA`il Eng. Job: Dwg: Dsgnr: TLY C": TC Live 16.0 psf TIC Dead 7.0 PSI` BC Live 0.0 psf BC Dead 10.0 PSI` TOTAL 33.0 nsf 3X6 11 1366# 3.50" 0- 0 RO-11-9) scale = 0. 1595 Truss ID: A2 Date: 6- 27-02 DurFac - Lbr: 1.25 DurFac - PIt: 1.25 O. C. Spacing: 24.0" Design Criteria: TPI Code Dese: FLA JOR PATH: - C:ITEE-L0KU0BSI125AIPHI8BRC4 - HC.S: 06.02.02 ' DESIGN INFORMATION This design Is for an Individual building component and has been based on infomtailon provided by the client. The designer disclaims any responsibility for damages - a result of faulty or incorrect Information, specifications and/o" 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 erdscs no control with regard to fabrica- tion, handling. shipment and installation of trusses. This truss has been designed as an Indltddual building component In accordance with ANSIMI 1-1995 and NDS-97 to be Incorporated part of the building design by a Budding. Designer (registered architect or professional engineer). When reviewed for approval by the budding designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, prtiJect specifications or special applied loads. Unless shown, truss has not been dsigned .for. storage or occupancy loads. The design assumes compression chords (top or bottom) are conliiu- oosly braced by sheathing unless otherwise specified. Where bottom chords in lensionare not fully braced laterally by a properly apphed rigid ceiling, they should be braced at a me'droum spacing of 10'-0" o.c. Connector plates shad be manufactured. from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. - FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is In, conformance with the fabricators plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shad not be Installed over knotholes, knots or distorted grain. Members 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 symr. about the Joint unlessotherwise shorm. A 5x4 plate Is S' wide x 4" long. A 6xe plate is 6- wide x 8' long. Slots Ihole,sl run parallel to the plate length specified. Double cuts on web member shall meet at the eenlrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/ TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -Handling 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 bmctng for holding trusses to a straight and phunb pos- Itiots 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 Inisses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shad s beunderthecontrolofpersonexpedenced in the installation of trusses. Professional advice shad be sought If needed.- Concentration of construction loads greater than the design loads shall not be applied to trusses at any tine. No loads other than the weight of the erectors shall be applied to trusses until after ad fastening and bracing _ is comp 'led. . JB: BAYBURY C 4 TOP CHORDS: 2x4 BOT CHORDS: 2x4 WEBS: 2x4 2x4 AC: 10# UPLIFT D. SP # 2 SP # 2 SP # 3 SP # 2 4. 6.R PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 599# Support 2 313# MAX LIVE LOAD DEFLECTION: L/ 999 L=- 0.22" D=-0.22" T 0.44rr MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.15a MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.0711 RMB = 1.15 T 5- 3-4 0 P1 J 00 WO: BBRC4 WE: MULTIPLE LOADS -- This design is the couposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125niph, H= 22.0 ft, I= 1.00, Exp-Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft We: 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Ifipact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC. -. FORCE ... CSI 1- 2 -2884 0.33 16-15 2617 0.59 2- 3 -2498 0.30 15-14 2614 0.52 3- 4 -2771 0.36 14-13 2257 0.52 4- 5 -2781 0.35 13-12 2785 0.60 5- 6 -2781 0.35 12-11 2257 0.52 6- 7 -2498 0.27 11-10 2614 0.59 7- 8 -2884 0.26 10- 9 2617 0.59 4 5 TI: A3 61TY:2 Joint Locations=====_==__=__ 1) 0- 0- 0 7) 34- 2- 2 13) 17- 0- 0 2) 5- 9-14 8) 40- 0- 0 14) 11- 0- 0 3) 11- 0- 0 ) 9) 40- 0- 0 15) 5- 9-14 4) 17- 0- 0 10) 34- 2- 2 16) 0- 0- 0 5) 23- 0- 0 11) 29- 0- 0 6) 29- 0- 0 12) 23- 0- 0 MAX. REACTIONS"PER BEARING LOCATION----- X- Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1365 167 -599 BOT PIN 39- 10- 4 1365 0 -313 BOT H-ROLL SX8 3X4 6V9 CYR n16 15 1.4 13 12 1366# 3.50" t- 0-0 RO- t1-9) I 40-0-0, EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Ir( aronda Systems 4005 MARONDA WAY SANFORD, FL. 3277) 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE # 0050068 1690 CREENBROON C7..OVIEDD.FIL32766 Design: Af¢uir Analysis 11- 0-0 7 II I r r 1366# 3.50" RO- 11-9) scale = 6.1595 WAK11111V( j: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: 1313RC4 ® A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D`vg Truss ID: A3 CONTRACTOR. Dsgnr: TLY Chk: Date: 6-27-02 BRACING WARNING: TC Live 16.0 psf DurFac - Lbr- 1.25 Bracing shown on this dmxvtng is not erection bracing, wand bracing, polial biacing or shnilar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 which is a pan of the building d-ie and which must be considered by the building designer. sradng shown is for lateral support of truss members on]), to reduce buckling length. Provisions must be 13C Live 0.0 psf O.C.Spacing: 24.Orr Pgmade to anchor lateral hmetng at ends and specified locations determined by the building d_igner. Additional bracing of the overall stnmture may be required IS- HIB-91 of TPI). 13C Dead to.o psf Design Criteria: TPI Truss Plate Institute. TPI, is located at 583 D'Onafrio Drive, Madison, Wisconsin 53719). Code Deese: FLA TOTAL 33.0 psr V:06.02.02- 15167- 25 JOB R47N (':ITFF-LOKL1013S!72+i!AN!H95Cd l( Sr (k"n. (J311? JB: BAYBURY C 4 DESIGN ,INFORMATION This design is for an Individual building component and has been based on Infommiion pmvided by the client. The designer disclaims any responsiblllly for damages as a result of faulty or Incorrect Information, specifications and/or designs fumished to the truss designer by the client and the correctness or accuracy of this information as It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This truss has been designed as an individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the budding designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, prJett specifiotions 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 contimr- 6, braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceding, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped gahranued steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Is in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepandes are to be put In writing before cutting or fabrication. Plates shad net be Installed over knotholes. knots 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 truss with nabs fully imbedded and shall be. sym. about the Joint unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A 6x8 plate is 6" wide x.8" long- Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the cenlrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the 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/TP11-1995 PRECAUTIONARY NOTES All bracing and erection recommendations arc to be followed in accordance with "Handling Installing A Bracing', HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a stm(ght and plumb pos- Itlon and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erec0on bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and domincing. The supervision of erect--- of trusses shad be under the control of persons experienced in the installation of rutsses. Professional advice shall be sought if needed. Concentration of mnstmetlon loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the emCIOTS shall be applied to trusses unld after all fastening and bracing Is completed. TOP CHORDS: 2x4 BOT CHORDS: 2x4 WEBS: 2x4 2x4 AC: 104 UPLIFT DA SP #2 SP #2 SP #3 SP #2 3,5,7,9 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 630# Support 2 376# MAX LIVE LOAD DEFLECTION: L/999 L=-0.28" D=-0.2911 T=-0.571r MAX HORIZONTAL TOTAL LOAD DEFLECTION T= 0.16" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.08r1 RMB = 1.15 T 4-5-4 0-4-1 1 M WO: BBRC4 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 22.0 ft, I= 1.00, Ecp-Cat. B, Kzt= 1-0 Bld Type= Encl L= 40.0 ft W= 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC..- FORCE ... CSI 1- 2 -2878 0.33 2- 3 -2647 0.27 3- 4 -3174 0.38 4- 5 -3462 0.39 5- 6 -3462 0.39 6- 7 -3174 0.36 7- 8 -2647 0.26 8'- 9 -2879 0.23 BC FORCE... CSI 16-15 2620 0.67 15-14 2401 0.59 14-13 3203 0.67 13-12 3203 0.67 12-11 2401 0.59 11-10 2621 0.67 TI: A4 QTY:2 Joint Locations=============== 1) 0- 0- 0 7) 31- 0- 0 13) 20- 0- 0 2) 4- 9-14 8) 35- 2- 2 14) 14- 6.- 0 3) 9- 0- 0 9) 40- 0- 0 15) 9- 0- 0 4) 14- 6- 0 10) 40- 0- 0 16) 0- 0- 0 5) 20- 0- 0 11) 31- 0- 0 6).25- 6- 6 12) 25- 6- 0 MAX" REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1365 136 -636 BOT PIN 39-10- 4 1365 0 -376 BOT H-ROLL 0 u 5 00 1 SX8 3X4 6X8 3Xd cVe 116 15 14 r 1366# 3.50" 13 1-0-0 11-9) (I10I 40-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA "TESTED PER ANSI/TPL 1-1995 Mar® nda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE # 0050068 1890 GREENBROOK Cr.OVIEDO.FL32766 VWAfl{ NINU: 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 election bracing, wind bracing, portal bracing or sindlar bracing whichisapartofthebuildingdesignandwhichmustbeconsideredb_vthe, building designer. Bracing shownisforlateralsupportoftrussmembersonlytoreducebucklinglength. Provisions must be made to author lateral bracing at ends and specified locations determined by the building designer. Additionalbracingoftheoverall't-tule n,av be required. (Sec H16-91 of TPI). Toss Plate Institute, TPI, is located at 583 D'Onofrio Drive, fvladison, Wisconsin 53719). J A4 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 Ds T 0- 4-1 MX 4- 1-1 1 1366# 3.590" I ( RO-1 L-9) scale = 0.1595 Truss ID: A4 Date: 6-27-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O. C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Moira Analysis JOB PATH.- C:ITEE-I.OB-IIOBSII?i,14PHIBBRC4 11CS' 06.01.0? DESIGN INFORMATION This design Is fora. fndhddual building component and has been based on InfonnaLlon provided by the client. The designer disclaims any responslbWLy for damages as a result of faulty or incorrect Information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy or this information as tt may relate to a spe- cifk project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and installation of trusses. This buss has been designed as an individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated part of the buuding design by a 9uadtog Designer (registered architect or professional engineer). When reviewed for approval by the buddmg designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are 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 m-Ymum spacing of 10--0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, C-cle 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review tilts drawing to verify that this drawing is In conformance with the fabricator's plans and to realize a continuing responsibility for such verl- fle..... Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not he installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shad be sym_ about the Joint unless otherwise shown- A 5x4 plate is 5" wide x 4" long. A 5x8 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This 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 recommenda0ons are to be followed In accordance with -Handling Insta.Wng & Bracing", HIES-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Itlon and for resisting lateral forces shall be designed and installed by others. careful hand - Ling Is essential and erection bracing is always required. Normal precautionary action for trusses requtres such temporary bracing during Installation between Lnuss- to avoid topplin and dommoing. The supervision of erection gof trusses shall be under the control of persons e..xperienced 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 al any time. No loads other than the weight of the ...clots shallbe applied to trusses unto after a0 fastentng and braetng iscompleted. JB: BAYBURY C 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 2x6 SP #2 2,3 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 3,5,7,9 2- PLY TRUSS! fasten w/3"X 0.12011 nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Distribute loads equally to each ply.. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 657# Support 2 444# MAX LIVE LOAD DEFLECTION: L/ 999 L=- 0.36" D=-0'_38" T=-0.74- MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.14" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.07" RMB = 1.00 3' 7 4 0-4-1 2805# 3.50 1- 0-0 WO: BBRC4 WE: DSULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced Unless noted otherwise. Design based on 2-ply laminated Bot chord. End verticals designed for axial loads only. End verticals that are extended above/below Wind Case- ASCE 7-98, C&C, V= 125rrph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type=.Encl L= 40.0 ft W= 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Inpact Resistant Covering.and/or Glazing Req TC... FORCE CSI BC ... FORCE CSI 1- 2 6655 0.23 16-1.5 6102 0.49 2- 3 6580 0.20 15-14 6070 0.51 3- 4 9403 0.34 14-13 9567 0.76 4- 5 10569 0.32 13-12 9567 0.76 5- 6 10569 0.32 12-11 6070 0.51 6- 7 9403 0.34 11-10 6103 0.49 7- 8 6581 0.20 8- 9 6655 0.23 2- PLYS REQUIRED TI: A5 QTY:2 1) 0- 0- 0 7) 33- 0- 0 13) 20- 0- 0 2) 4- 0- 4 8) 35-11-12 14) 13- 6- 0 3) 7- 0- 0 9) 40- 0- 0 15) 7- 0- 0 4) 13- 6- 0 10) 40- 0- 0 16) 0- 0- 0 5) 20- 0- 0 11) 33- 0- 0 6) 26- 6- 0 '12) 26- 6- 0 TOTAL DESIGN LOADS ------------ Uniform PLF From - PLF To TC Vert L+D -46 -1- 0- 0 -46 7- 0- 0 TC Vert L+D -100 7- 0- 0 -100 33- 0- 0 TC Vert L+D -46 33- 0- 0 -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 33- 0- 0 BC Vert L+D -20 33- 0- 0 -20 40- 0- 0 Concentrated LBS Location BC Vert L+D .-429 7- 0- 0 BC Vert L+D -429 33- 0- 0 MAX_ REACTIONS PER BEARING LOCATION--- X- Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 2805 106 -657 BOT PIN 39- 10- 4 .2805 0 -444 BOT H-ROLL i - , O Y 5. 00 6X12 wv1 - 4X6stain ,_.__ IS 4 110- 11-9) 40-0-0 EXCEPT AS S11OAVN PLATES ARE 'L20 GA TESTED PER ANSI/TPI 1 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE # 0050068 1090 O REEN BROOK CT. W EDO. FL32766 Design Marra Analysis 1- WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Brcing sho- on this drawing is not erection bracmg, wind 6iacuig, portal bracing or stands, bmcmg whichisapartofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bracing shownisforlateralsupportofLnrssmembersonlytoreducebucklinglength. Provlsic- most be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additionalbacingoftheri-H structure may be required. IS- lfIB-9i of Tell. Truss Pia Le Institute, TPI, is located at 583 D'Onofrio Drive, Madison,, Wisconsm 53719). JOB P4T11: 'C.'ITFF-LOKUO8SI125,1fPHIBBRC4 4AU 4X6 P I1 to 28- 06##{I 3. 50" 430# I (RO-11-9) scale = 0.1595 Eng. Job: WO: BBR 4 Dwg: Truss ID: A5 Dsgiir: TLY Clilc: Date: 6-27-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live o-0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:06.02.02- 15169- 2 06. 070? 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- cific project and accepts no responsibility or exercises no control with regard to fabric. - Uon, handling, shipment and installation of I-- This truss has been designed as an Individual building component In accordance wvlth ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the binding destgn by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for wind or snow loads, protect specifcations or special applied loads. Unless shown, I- has not been designed for storage or occupancy loads. The design assumes compression chords (tap or bottom) are continu. usly braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigld cefing, they should be braced at a nlaclmum spacing of 10'-0- o.c. Connector plates shaft be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is hi conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fiatton. Any discrepancies are to be put N venting 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 bearingt. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about thejolnt unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6" vide x 8- long. Slots. (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless othenadse shown. Connector plate sizes are munhnum 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 an guabty, Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling installing & Bracing% HiB-91. Trusses are to be handled with particular care during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding misses in a straight andpltunb pos- Ition 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 toppling and dominoing. The supervision of erection of trusses shall be under the control of p.ls. experienced In the installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time No-loads other than the weight of the credms shall be applied to trusses until after all fastening and bracing is completed. JB: BAYBURY C 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 Wind Case- ASCE 7-98, C&C, V= 125rrtph, H= 22.0 ft; I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact. Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.40" 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 3'7 4 0-4-1 I n 5 () WO: BBRC4 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. 2-PLY TRUSS! fasten w/3"X 0.12011 nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SCHEDULE: - Support 1 657# 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 REQUIRED 4 TI: A6 QTY:2 Joint Locations=============__ 1) 0- 0- 0 6) 40- 0- 0 11) 15- 8- 0 2) 7- 0- 0 7) 40 0- 0 121 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 HOT H-ROLL 6X12 8X10 RX10 KV 11) 13 12 11 10 3010# 3.50" 1-0-0 R0-119) 9# 40 0-0 125— 4# EXCEPT AS SHOWN PLATES ARE IL4220GA TESTED PElz ANSI/TPI 1-19 5 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. UCE-NSE #0050068 1890 GREENBROOR Cr.0t'IED0.FL32766 Design: Alairix Annlvsis i Q 0 44 3_ T_ jAq 4X6 U 2401# 3.50" 00 RO-11-9) scale. = .0.1595 WAKNIPIG: READ ALL NOTES ON THIS SHEET. [Eng. Job: I WO: BBR 4 A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D%vg: Truss ID: A6 CONTRACTOR. Dsgnr: TLY Chk: Date: 6-27-02 BRACING WARNING: TC Live 16.0 psf DurFac - Lbr. 1.25 Bracing shoum 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 deslgn and which must be considered by the buedtng designer. 8racingshownisforlateralsupportoftrussmembersuceonlytoredbuckth,g length. Provisions must be BC Live 0.0 psf Spacing: O.C.S 24.Orr Pgmade to anchor lateral bracing at ends and specified locations determined by the building designer. Additionalbracingofthe "verail structure may be requbed: (S- HIB-91 of TPI). BC Dead 10.0 psf Design Criteria: TPI Truss Plate fnsUtute, TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). Code Dese: FLA TOTAL 33.0 psf V:06.02.02- 15170- 2 J09 PATH. CiTcE..rO:k'L'OG.SII?`4rT.:.i138RC1 - lfi:. C: Ori m n, I I i JB: BAYBURY C 4 AC: 104 UPLIFT D.L. WO: BBRC4 WE: TI: B QTY:i DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsib8lly 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 ur accuracy of this Information as It may relate to a spe- cific pmjca and accepts no responsibWly 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 ANSUTPI 1-1995 and NDS-97 to be Incorporated as part of the budding design by a Budding Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes, local climatic records for wind or snow loads, prJeet specifications or special applied loads. Unless shows, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottond are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fuly braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of ID'-D" I— Connector Plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASfM A 553, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shad review this drawing to verify that this drawing is In conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. - Plates shall not be Installed over knotholes, mots or distorted grain. Members shall be cut for light fitting wood to wood bearing. Con- nector plates shad be located on both faces of the truss with nails fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5" wide'x 4" long. A 6x8 plate is 6" wide x 8" long. Slots tholes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes minunum sues based on the forces shown and may need to be Increased for certain hand- Img and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unlesis otherwise showwn. For additional Information on Quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES All bracing and erection recommendatons are to be followed in accordance with "Handling Instading & Bracing', HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Instadatlon to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Ition and for resisting lateral forces shall be designed and installed by others. Careful hand- Iing is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and domtnoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses - Pro ress Iona[ advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 Wind Case- ASCE 7-98, C&C, V= 125inph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 £t W= 20.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/748 at JOINT # 9 L=-0.31" D=-0.32" T=-0.63r' MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.33" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.16" RMB = 1.00 T 3-7-4 0-4-1 A_ T_ MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Design based on 1-ply laminated Bot chord. End verticals designed for axial loads only. End verticals that are extended above/below PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 319# 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 Locations=============== 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 HOT PIN 19-10- 4 1368 0 -161 BOT H-ROLL 7-0-0 11 6-0-0 11 7-0-0 2 5 6 50000 2.iO 6X12 6X8 Q 2.50 0-3 11 6-10-0 5-9-0 6-10-0 01369# 3.50" 1368# 3.50" 1--(] 20- 0-0 I 100 RO- 11-9) 1 EXCEPT AS SIIOWN PLATES ARE TL20 GA TESTED PER ANSi/TPI 1-1995 r 430# scale = 0.3045 WARNING: READ ALL NOTES ON THIS SHEET. Eng. ,lob: WO: BBRC4 LM anon a S stems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dvvg: Truss ID: B y CONTRACTOR. BRACING WARNING: Dsgnr: TLlr Clik: Date: 6-27-02 TC. Live 16.0 rise DurFac - Lbr: 1.25 4005 MARONDA WAY Bracing shown on this drawing is not. erection bracing, wind bracing, portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 SANFORD, Fl.. 32771 Ideh Is a pan of the building design and which must be considered by the building designer. B aelag shown t for lateral art of truss members suPP1 bucUin BC Live 0.o sf O.C. Spacing: 24.0'r Pg• 407) 321-0064 Fax (407) 321-3913 o to reduce carg gt tenh Provisions must be made to anchor lateral bracing at ends and specdicd locations determined by the building designer. P Design Criteria: TPI -. TOMAS PONCE P.E. Addino—I bracing of the o—mil st—turc may be required. (see HIB-91 nfl -I'll. BC Dead 10"0 p Sf LICENSE- # 0050068 Truss Platt Institute, TPI, is located at 583 D'Onofrlo Drive. Madison. Wiscons n 53719). Code Dese: FLA 1890 GREENBROOK CT.0VIEDO.1`I_32766 TOTAL 33.0 Dsf v•nA ng ng- i5171- 9 DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the client. The designer disclaims any responsibliiLy for damages as a result of faulty or Incorrect Information, specifications and/or designs famished to the truss designer by the client and the correctness ur accuracy Of this information as it may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and installation of trusses. This truss has been designed as an individual budding component in accordance will ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Budding Designer (registered architect or professional engineer).- When reviewed for approval by the building designer, the design loadings shown most be checked to be sure that the data shown re in agreement with the local building codes, local climatic records for wind or snow loads, - proJect specifications or special applied loads. Unlessshown, truss has not been. designed for storage or occupancy loads. The design assumes compression chords (top or bottoml are conLinu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigidtelling, they should be braced at a macimum spacing of 10`0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped.galvanized steel meeting ASPM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shad review this draudng 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 witting before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood towoodbearing. Con- nector plates shad be located on both faces of the t—s with nails fully Imbedded and shad be syrn. about Lhe Joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holed. run parallel to theplate length specified- Double cuts on wweb members shall meet at the cent-ld of the webs unless otherwise shown. Connector plate sizes are mfnimurn 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 othenvfse shown. Fur additional Information on .Quality Control refer to ANSI/TPI 1- 1995 PRECAUTIONARY NOTES All bracing and ercedon recommendallons are to -be followed In accordance with "Handling InstaWng & Bracing", HIB 9l- Trusses are to be handled with particular care during banding and bundling,delivery and installation to avoid damage. Temporary and permanent bmang 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 In eautlonary action for Lmsses requires such temporary bracing during InsLalla LIon between tmsses to avoid toppling and dommoing. The supervision of erection of trusses shad b under the control of persons etpedenced In the Installation of Lmss es. Profess tonal advice shad be sought if needed. Concentration of construction loads greater than the design loads shad riot be applied to Cusses at any time. No loads other than the weight of the erecters shall be applied I trusses until after ad fastening and bracing is completed. JB: BAYBURY C 4- AC 10# UPLIFT D.I. TOP CHORDS: 2x4 SP #2 - BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP # 3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support l 274# Support,2 ill# MAX.. LIVE LOAD DEFLECTION: L/999 L=- 0.13" D=-0.13" T=-0.26" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.161, MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0"08,, RMB = 1.15 n TI: B 1. QTY:1 Locations============_== 1) 0- 0- 0 5) 14-11-13 9) 9- 1- 8 2) 5 0- 3 6) 20- 0- 0 10) 0- 0- 0 3) 9- 0- 0 7) 20- 0- 0 4) 11- 0- 0 8) 10-10 8 MAX. REACTIONS PER BEARING LOCATION---=- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 706 136 -274 HOT PIN 19-10- 4 706 0 -111 -BOT H-ROLL Ed WO: BBRC4 WE: MULTIPLE LOADS- This design is the composite result of multiple. loads. All, COMPRESSION Chords are.assulroad to be continuously braced unless noted otherwise:. Wind Case- ASCE 7-98, C&C, V= 125uph, H= 22.0 ft,` I= 1.00, Exp.Cat" B, Kz't= 1.0 Bid Type= Encl L= 40.0 ft W= 20.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI .. BC...FORCE ... CSI 1- 2 -2229 0.22 10- 9 2085 0.57 2- 3 -1791 0.17 9- 8 1645 0.33 3- 4 -1645 0.08 8- 7 2085 0.57 47 5 -1791 0.17 5- 6 -2229 0.22 4X6 4X6 2. 50 j 2 50 0-3-8 I I 18-10-0 1- 9-0 1 . 8-10-0 1- 0 0 706# 3.50" RO-11 20-0- 0 EXCEPT AS SI-IOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Maronda System 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064Pax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 i B90 GREEN9ROOK CT. OVIEDO,FL92766- Design: Marra Anali'sis - dY/° KNINU READ ALL NOTES ON THIS SHEET.- A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: B racing ' h vn on this drawing is not -ccUnn bracing wvvd bmcmg portal b—ing or stnuk r bracing hi h is par' of the building design and which must be considered by theb it ii g designer Bracing sl n 1. I- lateral support of truss ruemhel s only to reduce buckling length Provisions must be made to anchor Iateral bracing at ends and specified locations. determined by If,, building designer. Add"Iona) bracing oftheoveratistricturemaybrquired. (S- HIB-91 of TPII. - IT- Le Pla LeInstitute, TPI, Is located at 583 D Onofrio Drive, Madison. Wisconsin 5K I% JOB P.4TH, C: 17-EEL0KU0i?SIJ2)!VPH!6RRC4 00 RO-11-9) scale = 0.3045 Erig. Job:- WO: BBR 4 Dwg: Truss ID:. B1 Dsgar: TLI Clik: Date: 6-27-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - PIt: 1.25 BC Lire 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design .Criteria: TPI Code Desc: ILA TOTAL 33.0 psf 2- V:06.02.015172- 30 DESIGN INFORMATION This design is for an Individual building component and has been based on information provided by the client. The designer disclaims any responsibiltty 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 Informatlon as It may relate to a spe- cific project. and accepts no responsibility or vises no control with regard to fabriea- tlon, handling, shipment and Installation of trusses. This truss has been designed as an individual building component In accordance w4lh ANSI/TPI I-1995 and NDS-97 to be incorporated pars of the butlding design by. Building Designer Iregisteied architect or professional engineer). when reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown. re in agreement with the local building codes, local climatic records for wind or snow loads. prolect specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are -minu- ously braced by sheathing unless otherwise specified. Where bottom chords I. tenston are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a I-- spacing of l0'-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 fabdcallon, the fabricator shall review this drawing tovertfy that this drawing is In conformance with the fabricators plans and to reatlze a continuing responsibility, for such verl- fication. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed over knotboles. Mots or distorted gratn. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located an both faces of the truss with nails fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5.4 plate Is 5" wide x 4" long. A 6x8 plate Is 6" wide a 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members sharo llmeetatthecentidof the webs unless otherwise shown. Connector plate stzes mintmum sizes based on the farce, ahawn 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 addlUonal Information on Quality Control refer to ANSI/ TPI 1-1995 PRECAUTIONARY NOTES All bracing and erecuon rtcommendattons are to be followed in accordance with "Handling Installing & Bmctng", HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Ition and for resisting lateral forces shall be designed and Installed by others. Careful hand- 9ng B e-enual-and erecUon bracing Is always required. Normal precautlonary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shaft be under the control of persons eepedenced in the Installation of trusses. Pr oresslonal ad i-sha0 tie sought it needed. Concentration of construction loads greater than the design loads shall not be applied to I[- at any time. No loads other than the weight of the erectors shall be applied to trusses unW after aft fastening and bracing is completed. JB: BAYBURY C 4. AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 359# Support 2 359# MAX LIVE LOAD DEFLECTION: L/ 999 L=- 0.13" D=-0.13" T=-0.26'1 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 WO: BBRC4 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125raph, H= 22.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Enc1 L= 40.0 ft W= 20.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Itrpact Resistant Covering and/or Glazing Req TC... FORCE CSI 1- 2 2194 0.28 2- 3 1685 0.18 3- 4 1685 0.18 4- 5 2194 0.28 BC ... FORCE ... CSI 8- 7 2053 0.59 7- 6 2053 0.59 L 3 4 4X6 TI: B2 QTY: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-Loc Type 0 1-12 705 0 -359 BOT PIN $ 19- 10- 4 705 0 -359 BOT H-ROLL 2. 50 1 - 2,50_. 03 1g 9- 8-8-8 9-8-8 706# 3.50"6 1-- 00 0__ ( 706# 3.50" 1 ( RO-11-9) I 20-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANS17TP1 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE # 0050068 1690 GREENBROOK CT.0VIED0.FL32766 Design: Afatn, A,whsis VV, RKrv1lf4Ia: 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 erecuon bracing, wind bracing, portal bua ring ar similar bracing wtnlchisaparto! the buuding design and nvhich must be considered by the building designer. Bracing shownIsforlateralsupportoftrussmembersmu, to reduce buckling length. Provisions must be nade to anchor lateral bracing at ends and specified locations delerun( d by the building designee additionalb,actng of the overall sLucture may be required. (See HIB-91 of TPU. Truss Plate Institute, TPI, Is located at 583 D'Onofno Drive. Madison, Wisconsin 53719).- JOB PATH: C'ITF-E-LOKUOI751115d1PIIIRRRC4 Eflg. Job: Divg: Dsgnr: TLY Clik: TC Live 16.0 psf TC Dead 7.0 psf 13C Live 0.0 psf 13C Dead 10.0 psf TOTAL 33.0 osf 11 RO-11-9) scale = 0.3045 Truss ID: B2 Date: 6-27-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O. C- Spacing: 24.0" Design Criteria: TPI Code Desc: FLA V: 06.02-02- 15173- 3 DESIGN INFORMATION This design is for an Individual building component and has been based on Irtfannation provided by the client. The designer disclaims any responslbWly for damages as a result of faulty or Incorrect Information. specifications and/or designs fumished to the truss designer by the dent 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 fob l-- lion, handling. shipment and Installation of trusses. This truss has been designed as an individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated part of the buildtog design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, project specifloal.lons or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assmnes compression chords flop or bottoml are conttnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless oLhenvisc shoam. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this dmwtng is in conformance with the fabricator's plans and to all- a continuing responsibility for such veri- fication. Any discrepancies are to be put In vriting before cutting or fabrication. Plates shall not be Installed over knotholes, knots ordlstorled grain. Members shall be cut I., tight fitting wood to wood bearing. Con- tar plates shall be located on both faces of the L—s with nails fully imbedded and shall be slm. about the joint unless other -wise shown. A 5x4 plate Is 5- wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holed run parallel to the plate length specified. Double cuts on web members shall meet at the cent -Id of the webs unless otherwise shoam. Connector plate sizes are m1nllnum sizes based on the forces shown and may need to be increased for mtaln 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 bmcbig and erection recommendations are to be followed in accotdanee 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- Ition and for resisting lateral forces shall be designed and installed by others. Careful ha id- ling is. essential and —I !on bracing is always required. Normal premuilonary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and elommoing. The supervision of erection of trusses shall be under the control of persons 11-perieneod in the installation of trusses. Profess tonal advice shall be sought if needed. concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the eight of the erectors shall be applied to trusses Luull after an fastening and bracmgIscompleted. JB: BAYBURY C 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP 42 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 00 4-10-4 0-4-1 2.50 ) 0-3 659# 2.50" WO: BBRC4 WE: TL B3 QTY:1 MULTIPLE LOADS -- This design is the Joint Locations============—_ composite result of rmaltiple loads. 1) 0- 0- 0 - 4) 14- 5-13 7)' 10- 0- 0 e 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- 0WindCase- ASCE 7-98, C&C, V= 125nph, MAX- REACTIONS PER BEARING LOCATION - - - - - H= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 X-Loc Vert Horiz Uplift Y-Loc TypeBldType= Encl L= 40.0 ft W= 20.0 ft Truss 0- 1- 4 658 0 -262 BOT PIN in INT zone, TCT)L= 4.2 psf, BCDL= 6.0 psf 19-10- 4 707 0 -359 HOT H-ROLL Impact Resistant Covering and/or Glazing Req TC... FORCE CSI 1- 2 2212 0.29 2- 3 .-1693 0.18 3- 4 1692 0.18 4- 5 2201 0.28 4X6 BC ... FORCE ... CSI 8- 7 2072 0.60 7- 6 2060 0.59 F 20-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 Maro-n-da Systems 4005 MARONDA WAY SANFORD, FI.. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREEN8R00K Cr.OV1ED0. FL3276E Design: A4arriz Anoli'sis 5.0- 0 L -2.50 VVAKNINIi: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on his drawing is not erect inn bracing, wand bracing. portal bracing msbnda I. bnclug whichIsapartofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bracing shoamisforlateralsupport. of truss mons embeis- oulytoreducebucklinglength.-PI—Islmust be made to anchor lateral bracing at ends and specified locations detem[ined by the building designer. Additional bracing oftheoverallstructuremayberequired. (See HIO-91 of TPI)- ffmss Plate Institute, TPI, Is located at 583 D'Onofrio Drive, Madison, W'Iscousin 53719). JOB PATH.' C: I1'EE-LOKUOBSU25AIPHIBBRC4 0-3-8 6 707# {I3. 50" I O-11- ( R9) scale = 0.3190 Elig. Job: D%i g: Dsglir: TLY Chk: Tc Live 16.0 psf TC Dead 7.0 psf 11C Live 0.0 psf BC Dead 10.0 pSf TOTAL 33.0 osf Truss ID: B3 Date: 6-27-02 DurFac - Lbr: 1.25 DurFac - PIt: 1.25 O.C: Spacing: 24. 0" Design Criteria: TPI Code Desc: FLA rna: 06.0?.02 DESIGN INFORMATION This design is for an individual budding component and has been based on information provided by the client. The designer disclaims any I-ponsibWly, for damages as a result of faulty or incorrect information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as it may relate to a spe- cific project and accepts no responsibility or erctses no mnlrol with regard to fabrca- tion. handling, shipment and installation of t-sscs. 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 professional engineer). When reviewed for approval by the budding designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local budding codes, local climatic records for wind or snow loads, prOJect specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless othenvtse specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceding, they should be braced at a maximum spacing of 10`0" o.c. Connector plates shad be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shad review. 0.3 thawing. 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 shad not be installed over knotholes, knots or distorted grain. Members shad be cut for tight niting .wood to wood bearing. Con- nector plates shad be located on both faces of the truss with nails fully imbedded and shad be sym: about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long..A 6x8 plate Is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web embers shad meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shmm. For addllional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are tI be followed in accordance with "Handling Installing & Bracing', HIB-91. Trusses are to be handled with particular can, during banding and bundling,. delivery and Installation to avoid. damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- itron 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 tmsses requires such temporary bracing during installation between trusses to avoid 4oppling and dominoing. The supervision of erection of trusses shad be under the control of persons experienced In the t-tadatian of trusses. Professional advice shad be sought if needed. Concentration of construction loads greater than the design loads shad not be applied to trusses at any time. No loads other than the weight of the erectors shad be applied to trusses until after all fastening and bracingIscompleted. JB: BAYBU:RY C 4 AC: 10# UPLIFT D.L. TOP QHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #)2 WEBS: I2x4 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= 0.161, MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.08a RMB = 1.15 7 5 00 4-10-4 0-4-1 2.50 0-3-8 659# 2.50" WO: B13RC4 WE: MULTIPLE LOADS -- This.design is the composite result of 111ultiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 22.0 ft, I= 1.00, Exp.Cat- B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 20.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Isttpact 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 4X6 COSn4ETIC PATES (16) 2X4 20-0-0 EXCEPT AS S1IOVVN PLATES ARE TL20 GA TESTED PER ANSI/TPi 1-1995 CfMlaronda S)/StE111S 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOk CT.011IED0.1"L32766 14-04 TI: B4 QTY:2 Locations===========_==_ 1) 0- 0- 0 4) 14- 5-13 7) Io- 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-Loc Type 0- 1- 4 658 0 -262 HOT PIN 19-10- 4 707 0 -359 BOT H-ROLL pgi 5.00 2.50 _ 0-3-8 6 707# 3.50" RO-11-9) scale = 0.3190 0YHKr41111111: -READ ALL NOTES ON THIS SHEET- Eug. Job: WO: BBRZ74 A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg. Truss ID: B4 CONTRACTOR. Dsgar: TLY LWN Date: 6-27-02 BRACING WARNING: TC Live DurFac - Lbr: 1.25 Bracing shown on this drawing is not erection bracing, wind bmclog. portal bracing or similar bracingwhich1apartofthebuddingdesignand TC Dead DurFae - Pit: 1.25whichmustbeconsideredbythebuddingdesigner. BratlngshownisforlateralsupportofUvmembersonlytoreducebucklinglength. provisions must be - made to anchor lateral 13C Live O.C. Spacing: 24.0" bracing at ends and specified locations determined by the buildung designer. Additional bracing of tine overall structure niay be required. [See HID-91 of Tt91. Plate 1 (, Head Design Criteria: TPI Truss Institute, TPI, is located at 583 D'Onoliio Drive, Madison, Xklsconsin 53719). 1Code Des C: FLA 16.0 7.0 0.0 10.0 psf psf psf PSI` TOTAL 33.0 psf V:06.02.02- 15175- 3Design: Matrix Anolprir JOB P.4771: C:ITEE-LOKUORS1125.41PPIIBBRCe - . DESIGN INFORMATION This design is for an Individual building component. and has been based on information provided by the client. The designer disclaims any msponsibWly for damages as a result of faulty or Incorrect Information, specifications and/or designs furnished to the uvss 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 exercul- no control with regard to fabrioa- Lion, handling, shipment and insmllation.of trusses. This truss has been designed as an individual building component in accordance With ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the budding design by a Building Designer (registered architect or professional - engineer). When reviewed for approval by the butidingdesigner, the design loadings shown must be checked to be sure that the data shown re In agreement With the local building codes. local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced aL a matimum spacing of 10'-0" o.e. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASfM A 653. eGrad40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verily 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 over knotholes. knots or distorted gram. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss With nails fully Imbedded and shall be s3m1. about the Joint unless otherwise shown. A 5x4 plate is 5' wide x 4" long. A 6x8 plate is 6- wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shad meet at the centroid of the webs unless otherwise shown. Connector plate sins minimum sizes based on the forces shown and may need lobe mereased for certain hand - Wig and/or eme"on stresses. This truss is not o be fabricated with fire retardant treated lumber unless otherwise shown. For add Rlanal information on Quality Control refer to ANSI/ TPI I-1995 PRECAUTIONARY NOTES Ad bracing and erection recommendations are to be followed In accordance with "Handling Installing & Bracing'. H1B-91. Trusses am to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bating for holding trusses to a straight and plumb pos. Ilion and for resisting lateral forces shad be designed and installed by others. Careful hand- ling Is essential and erection baling is always required. Normal precau0onary action for trusses requires such temporary bracing during installs Hon between trusses to avoid toppling and dominoing. The supervision of erection of trusses sha11 be under the control of persons . perienced in the installation of trusses. Professional advice shall be sought if needed. Concentatlonof 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 sha if applied to Russes unL(I after all fastening and bracing Is completed. r BAYBURY C4 CHORDS: 2x4 CHORDS: 2x4 S: 2x4 AC: 10# UPLIFT D.L. SP # 2 SP # 2 SP # 3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 591# Support 2 327# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 231# MAX LIVE LOAD DEFLECTION: L/ 999 L=- 0.03" D= 0.001, T=-0.03" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03a RMB = 1.00 3- 7-6 0- 3-13 al WO° BBRC4 WE: - MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless.noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125iiph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 9.9 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE --- CSI ..BC ... FORCE ... CSI 1- 2 756 0.56 5- 4 -878 0.43 2- 3 -46 0.39 I( D TL H QTY:3 Locations=============_= 1) 0- 0- 0 3) 9-10-13 5) 0- 0- 0 2) 5- 5- 0 4) 9-10-13 TOTAL DESIGN LOADS ------------ Uniform PLF PLF From PLF To TC Vert L+D 0 0- 0- 0 -88 9-10-13 BC Vert L+D 0 0- 0- 0 -38 9-10-13 MAX. REACTIONS PER BEARING LOCATION----- X- Loc Vert Horiz Uplift Y-Loc' Type. 0- 2- 8 208 231 -591 BOT PIN 9- 9- 0 423 0 -327 BOT H-ROLL 3 F_ S4- 9- 10- 209# 4.95" 1- 5-0 R— 14.11) 9-10-].3 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 irlaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE # 0050068 1890 GREENBROOK CTA¢IEDO.1`I_32766 Design_ Afafrfr Arwljais VVAKNIN. U: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Racing sh—m on this ing is not. erection bracing, wind bracing, portal bracing or similar bracing W-hich is apart of thdraw e buitdmg design and which must be considered by the building designer. 6ac ing sho.um1sfnrlateralsupportoftrussmembersonlytoreducebucklinglength. 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). rrss Plate Institute, TPI, Is located at 583 D'Onofno Drive. Madison, \411consin 53719). JOB PATH: C-ITEEI.OKUOBSI725A1PHIBBRC4 Eng. Job: Dwg: Dsgnr: TLY ICU: TC hive 16.0 psf TIC Dead 7.0 psf BC Lire 0.0 psf BC Dead 1.0.0 psf TOTAL 33. 0 Dsf 3-2- 13 4 4- 23# 2{I.50" 1 scale ,= 0. 5812 Truss ID: H Date: 6- 27-02 DurFac - Lbr: 1.25 DurFac - Pit: 1,25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA V:06. 02.02- 15218- 6 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 (nfonnal.lon, 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 fabrlca- tfon, 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 betiding design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords Itop or bottom) are conlbiu- usly braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of 10'-0" o.e. Connector plates shall be manufactured from 20 gauge hot dipped galvantzed steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall rn'iew this drawing to verify that this dmi vig Is in conformance faith the fabruamrs plans and to realize a continuing responsibility for such ven- ficalion. Any discrepancies are to be put in willing before cutting or fabrication. plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight ([lung wood to wood bearing. Con- nector plates shall be located on both tacos of the truss with nabs fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate Is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes arc minimum sizes based on the forces shown and may need to be Increased for certain hand. log and/or erection stresses. This truss is not tote fabrimted with fire retardant treated Iwnber unless otherwise shown. For additional Infor anion on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and e—flon recommendatlons are to be followed in accordance with "Handling Installing & Bracing", HI9-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Itlon and for resfstmg lateral forces shall be designed and installed by others. Careful hand- ling Is essential and erection bmctng is always required. Normal preoutionary action for trusses requires such temporary bracing during Installation between trusses to .,old toppling and donAnoing. The supervision of erection of trusses shall be under the control of persons e<perienced in the lnstallatlon of trusses. Professional advice shall be, sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erector; shag be applied to Imsses until after all fastening and bracing is completed. JB: BAYBURY C 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #1 D WEBS: 2x4 SP #3 BEAR. BLK: 2x6 SP #2 Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 596# Support 2 306# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE ; Support 1 225# MAX LIVE LOAD DEFLECTION: L/999 L=-0.08" D= 0.00" T=-0.0811 MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" RMB = 1.00 3-7-6 0-3-13 WO: BBRC4 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. Wind Case- ASCE 7-98, CFC, V= 125mph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 9.4 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf 1upact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC...FORCE ... CSI 1- 2 1512 0.78 5- 4 -1601 0.88 2- 3 -136 0.36 Gil 54 TI: H 1 QTY:2 Locations=============== 1) 0- 0- 0 3) 9- 4- 8 5) 0- 0- 0 2) 5- 5- 2 4) 9- 4- 8 TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D 0 0- 0- 0 -83 9- 4- 8 BC Vert L+D 0 0- 0- 0 -36 9- 4- 8 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 9- 9- 4 352 0 -306 TOP H-ROLL 0.- 2- 8 200 225 -596 BOT PIN 1 1.77 0-S-8 I 8-1.1-9 5 4 - 201# 4.95" 1-5-0 3s2# 1.5011 I tlil4-11 BT8 9-4-8 I0-6-4 f EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP] 12o- s-s) 1- 1995 scale = 0.581.3 WARNING: READ ALL NOTES ON THIS SHEET. Maronda Eng. Job: W : BBR 4 Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D`Fg: Truss ID: H1 CONTRACTOR. Dsgnr: TLY Chk: Date: 6-27-02 4005 MARON DA WAY BRACING WARNING: TIC Live 16.0 psf DurFac - Lbr: 1.25 Bracing shown an this drawing Is not erection bracing. wind bracing. paaal bracing or stunt., brarfng SANFORD, FL. 32771 which Is a part of the building design and whfd, be TIC Dead 7.0 psf DurFae - Pit: 1.25 must considered by the buLidtrig designer. Bracing 407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Prot isions roust be BC Live 0.0 . psf O.C. Spacing: 24:0n made to anchor lateral bracing at ends and specilled locations detennined by the building designer, itionalTOMASPONCEP.E. Addbmcmg of the overall structure may be required. (See HIB-91 of TPII. lit Dead 10.0 psf Design Criteria: TPI LICENSE #0050068 [ Truss Plate Institute. TPI, is located at 583 D'Onofiio Drive, Madison, Wisconsin 53-7 19). Code Desc: FLA 1890 GREEN BROOK CI'.OVIEDO.tL32766 TOTAL 33. 0. psf V.06.02.02- 15220- 6 Design: Alwar Analysis JOB 1'47H: C:ITFF-LOKUOSSII25HP11IRBRC4 _ ill's: 06-02.02 DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the client- The designer disclaims any responsibility for damages as a result of faulty or incorrect information, specifications and/or designs famished to the truss designer by the clientand the correctness or accuracy of this toformation as it may relate to a spc- clfle pmJect and accepts no responsibility or G ercises no control with regard to fabdca- tton. handling, shipment and installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/ TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer ( registered architect or professional engineer)- When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for wind or snow loads. ProJecl specifications or special applied Toads. Unless shown, Crass has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are contlnu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not f lly braced laterally by a properly applied rigid ceiling, they should be braced at a ma Imurn spacing of 10'-0" o.a Connector plates shall be manufactured from 20 gauge hot dipped galvanized sleet meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall ievlev this drawing to verify that this drawing Is in conformance with the fabricator's plans and to realize a continuing msponslbtllty for such verl- fication. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for tight filling wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5. 4 plate Is 5" wide x 4" long. A 6.8 plate is 6" wide x 8' long. Slots (holes) run parallel to the plate length spectned. Double cuts on web embers shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with (ire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/ TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling InstaWng & Bracing% FIIB-91, Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling Is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between busses to avoid toppling and dommoing. The supervision of erection of trusses - hall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to u usses, untilafter all fastening and bracing iscompleted. JB: BAYBURY C 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x8 SP #1 D WEBS: 2x4 SP #3 This 1-PLY truss designed to carry 20, 0" span framed to BC one face 21 0" span split -framed to opposite face PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 209# Support- 2 290# MAX LIVE LOAD DEFLECTION: L/ 999 L=- 0.0811 D=-0.081- T=-0.1611 MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.0911 MAX HORIZONTAL.LIVE LOAD DEFLECTION: T= 0.041, RMB = 1.00 3- 3-1 0- 4-1 14 1254# 3.50" WO: BBRC4 • WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are asslmled to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 7.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CST ..BC...FORCE... CST 1- 2 -79 0.58 4- 3 .0 0.77 i 5.00 TI: I QTY:i Joint Locations=======_=_===__ 1) 0- 0- 0 3) 7- 0- 0 2) 7- 0- 0 4) 0- 0- 0 TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 0- 0- 0 -46 7- 0- 0 BC Vert L+D -312 0- 0- 0 -312 7- 0- 0 MAX. REACTIONS PER BEARING LOCATION_---- X- Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1253 169 -209 BOT PIN 6- 10- 4 1253 0 -290 BOT H-ROLL 3- 3-1 3X6 7- 0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 LtMaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 32,1-3913 TOMAS PONCE P.E. LICENSE # 0050068 189D GRFeNBannu rr r„n - —1— VVHKr411V1U: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing showm on this drawing is tint. 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 she— is for lateral support of truss rneinbe- only to reduce buckling length. Prowlsions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additionalbracingoftheoverallstructmamayberequired. (See HIB-91 of'fpll. f Truss Plate Institute. TPI, is located at 583 D'Onohfo Drive, Madison, Wisconsin 537191. Design.- Afafriz Analprir JOB PATII: C:ITEE-LOAUOB.Si125A4PNIBBRC4 I 1254# 3.50" scale = 0.6451 Efig. Jot): BBR 4 Dwg: Truss ID: Dsgnr: TLY Chk: Date: 6-27-02 TC Live 16.0 psr DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac =, Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24:01t BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:06.02.02- 15178- 3, DESIGN INFORMATION This design is for an individual building componentand has been based on information provided by the client. The designer disclaims any responslblliq, for damages as a result of faulty or incorrect information, specifications and/or designs fumisbed 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 fabrl a - Lion. handling, shipment and Installation of trusses. This truss has been designed as an individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or peal esslonal engbreed. When reviewed for approval by the building designer, the design loadings shown ust be checked to be sure that the data shown are N agreement with the local building codes, local climatic records for wind or snow loads, - project specifications or special applied loads. Unless sh- m, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- usly braced by shealhfng unless otherwise s peclfied. Where bottom chords In tension are not fully braced laterally by a properly applied rigid celling, they should be braced at a maximum spacing of 10'-0" 0. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and I. realize a continuing responsibtllly for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for light fitting wood to wood bearing. Con- 11- lor plates shall be I. -Led on both faces of the truss with naps fully Imbedded and shall be syrnr about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate Is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are mind miare sties 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. Fur additional information on Quality Control refer to ANSI/ TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing', HIS-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary -and permanent bracing for holding trusses In a straight and plumb pos- Itlon and for restsling lateral forces shall be designed and Installed by others. Careful hand- ling Is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling no anddo-ting. The supervision of erectlon 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 hussy at any time. No loads other than the weight of the erectors shall be applied to trusses until alter all fastening and bracing Is completed. A BAYBURY C 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. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 22.0 ft, I= 1.00, EKp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 7.0 fit Truss in INT 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=- 0.1411 D=-0.1411 T=-0.27n 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 1 T- 00 follWO: 1313RC4 1NE: 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 1 198# Support 2 99# Support 3 7# TC... FORCE ... CSI-.BC... FORCE ... CSI 1- 2 -59 0.44 4- 3 -1 0.32 275# 3.50" Ro- 11-9) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Mai arch Systems 4005 MARONDA WAY SANFORD, FL: 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE # 0050068 1690 GREENBROOK CT.OVIEDO.Ft-32766 Q 7- 0-0 Over 3 Supports wAK[+ JIMIi: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 8— mgsliuwn on this draiotng is not erection bracing, wind bracing, portal b-chng or sindlar bracing Muchisapan. of the budding design and which must be considered by the building designer. Bmcung shrnwn. is roe lateral support of miss merit ers only to reduce bucklingten h Prov made to anchor lateral bracingt ends ands uLned felons roust be Additional bracing of the over-all structure inay beire mired. fSeeHIB-9lI ofhT PO,ti c building tleslgner. Tess Plate institute, TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 537191. Design: Adutrir Analysis JOB R4714. C:ITEF-LOhUOBSI]25941HIBBRC4 TI: J 6QTY:18 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- 10-12 150 51 -99 TOP PIN 0- 1-12 275 66 -198 BOT PIN 6- 10-12 82 0 -7 BOT H-ROLL 3- 3-1 150# 2.50" 82# 2.50" C/ L: 61.10-12 Eng. , lob: Dwg: Dsgnr: TLY Chk: rC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf PC Dead 10.0 psf TOTAL 33.0 Dsf Attach with (2) 10d ' Poe -Nails Attach with (2) 10d Toe -Nails scale = 0.5829 Truss ID: J Date: 6-27-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O. C. Spacing: 24.0" Design Criteria: TPI Code Dese: FLA V: 06.02.02- 15179- 37 IICS: fhi. iJ'. fl' — DESIGN INFORMATION This design is for an individual building component and has been based on Inform.Uon provided by the client. The designer disclaims any responsibility for damages as a result of - aultyor Incorrect information, specificatlons 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 exerctses no control with regard to fabrica- tion. handling, shipment andinstallation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/ TPI 1-1995 and NDS-97 to be tri—porated as part of the bonding design by a Building Designer ( registered architect or pmfesslonal engineer). When reviewed .for approval by the budding designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads. project speciff ,ations or special applied loads. Unless shmvo, truss has not been designed for storage or occupancy loads. The design assumes compression chords flop or bottom) are conanu- usly braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In nformanc ilh the fabrMators plans and to realize a continuing. responsibility for such veri 0- tion. Any discrepancies are to be put in riting' 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, naffs fully Imbedded and shall be sym.. about the joint unless otherwise shown. A Sx4 plate 1s 5" wide x 4" long. A 6x8 plate Is 6" wide x.8" Icing. Slots !holes) run parallel to the plate length specified'. Double cuts on web embers shall meet at the centioid of the webs unless otherwise shmvn. Connector plate sizes are mtnimum sizes based on the forces shown and may need to be increased for certain hand - bog and/or erection stress.. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. - For additional infonnatton on guallty control refer to ANSI/ TPI 1-1995 PRECAUTIONARY NOTES Ail bracing and erection recommendations are to be followed in accordance' with "Handling Installing,& Bracing'. HIB-91. Tnisses are to be Handled with particular care during banding and bundling, delivery and Installation to avoid damage- Temporary and permanent bracing for holding trusses In a straight and plumb pos- ition and for resislmg lateral forces shall be designed and Installed by others. Car-eful 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 topphng and doorl—Ing. The supervision of erection of trusses shad be under tire control of persons expert need: in the Insta n.11on of trusses. professional advice shall be sought if needed. Concentration ofconstrucuon 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 a((er all fastening and bracing Is completed. JB: BAYBURY C 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 Shun or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CON14ECTION PER SCHEDULE: Support 1 198# Support 2 99# Support 3 7# MAX LM LOAD DEFLECTION: L/ 603 at Mid -panel # 1 L=- 0.14" D=-.0.14"T=-0.28" 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 WO: BBRC4 11 WE: - Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This _design isthe ccnposite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. Wind Case- ASCE 7-98, C&C,-V= 125mph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1:0 Bld Type= Encl L= 40.0 ft W= 7.0 ft Truss in INT zone, TCDL= 4.2 psf, .BCDL=-6.0 psf Inpact Resistant Covering and/or Glazing Req TC... FORCE: ... CSI ..BC ... FORCE ... CSI 1- 2 -59 0.44 4- 3 -21 0.32 5. 00 TI: J 1 QTY:2 Joint Locations===========__== t 1) 1- 0- 6 3) 7- 0- 0 2) 7- 0- 0 4) 1- 0- 6 MAX. REACTIONS PER BEARING LOCATION----- X- Loc Vert Horiz Uplift Y-Loc Type - 6- 10-12 150 51 -99 TOP PIN 0- 1-12 275 67 -198 BOT PIN 6- 10-12 82 0 -7 BOT H-ROLL 1- 10-5 1- 4-12 3X4 2. 50 0 1 4 275# 3.S0" 100 7- 0-0 RO-11-9) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSi/TP1 1-1995 Over 3 Supports WARNING: READ ALL NOTES ON THIS SHEET. Mai® nda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. 4005 MARONDA WAY BRACING WARNING: SANFORD, FL. 3_771 Bracing shown on this dra mg is .note cti r bracing wind bracing, portal biking or similar br-actngg hi h is a part of (he building design d I ' h t G id d by the building designer. Bracing 407) 321-0064 Fax (407) 3?1-3913 st r is horn lateral support of trass rem[ rs or ly to reduce buckling length. Provisions most be TOMAS- PONCE P.E. made to anchor lateral bracing at ends and specified locations deterrnitied by the budding designer. LICENSE # 0050068 Additional bracing of the-1-11 structure may b qui-d. (See 1116-91 of TPI). Truss Plate Institute, TPI, is located at 583 D Onofito Drive. Madison, Wisconsin 53719). 1890 GREENBROOK Cr.OV1EDO.rL3?766 Design: Marta Analysis .]OR P.47"f1 !'.11'F. F_LQk"LIOR.SV 25,44PHI_R52Ca - Attach with (2) 10d Toe -Nails Attach with (2) 10d Toe -Nails 151.# 2.50" 82# 2j.5011 C/ C/L: 66-10-12 scale = 0.5829 Eng. Job: WO: BBRC4 Dwg: Truss ID: J 1 Dsgftr: TLY Chk: Date: 6-27-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TIC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24:0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 asf I-nA no nn_ i r i on to 1: fir, N.' n,.. . - 1 DESIGN INFORMATION This design Is for an Individual buildin component and has been based on Infog rmation provided by the c8ent. The designer disclaims any responsibility for damages as a -result of faulty or Incorrect information,. spec catimns 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 ape- cific project and accepts no responsibility or exercises no control with regard to fabriea- on, 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 Bu9dMg 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 eteralic records for wind or snow loads. Protect specifications or special app0ed loads. Unless shown, truss has not been designed for storage or occupancy, loads. Thedesign assumes compression chords Itop or bottom) are conthiu- ously braced by sheathing unless otherwise Specified. Where bottom chords in tension are not fully braced laterally by.a properly applied It& ceiling, they should be braced at a maximum spacing of 10'-G' o.c. Connector Plates shall be manufactured from 20 gauge hot dipped galyaNzed steel meeting ASTM A 653, Glade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review Ihis' drawing to verify that this drawing is in conformance with the fatntrater,plans. and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put In writing before cmtung or fabrimuon. Plates shall not be installed over knotholes, knots or distorted grain. 'Members shall be cut for tight fitting wood to wood bearing. Con- n - tor plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the Joint unless otherwise shown. A Sx4 plate is 5" wide x 4- long. A 6z8 plate Is 6- wide x8" long. Slots (halo) run parallel to the plate length specified. Double cuts eu web members shall meet at .the centrold of the webs unless er othwiseshown. Connector plate slees arc minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabri-b,d with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/ TPI I-1995 PRECAUTIONARY NOTES AN bmdng and eection recommendations are to be followed In accordance with Handling Installing& Bracing% HIB-91. Trusses are to be handled with particular rare during banding andbundling, delivery and Installation to avoid damage.. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Iuonandforresistinglateralforcesshallbedesigned and Installed by othersCareful hand- Iing Is essential and erocuon bracing Is always mqulmd Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of I-.-. shall be under the control of persons experienced in the Installation of trusses. Profess tonal advice shall be sought il needed. Concentrallon of construction loads greater than the design loads shall not be applied to tresses at any time. No loads other than the weight of the erectors shall be applied to tin-5— until after all fastening and bracing Is completed. JB: BAYBURY C 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP'#2 BUT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3, BEAR. BLK: 2x4 SP #3 Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: L/999 L=-0. 02" D= 0_0011 T=-0.02n MAX HORIZONTAL TOTAL. LOAD DEFLECTION: T= 0. 01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0. 01a RMB 1. 15 3-7- 4 0-4- 1 1 WO: BBRC4 ' WE: TI: J2 QTY:2 Analysis based on Simplified Analog Model. Locations==== - ____ MULTIPLE LOADS-- This design is the - 1) 0- 0-0 3). 6- 8-'8 - > composite result Of multiple loads. 2) 6- 8- 8 4) 0- 0- 0 g All COMPRESSIONChordsareassumedtobe --MAX- REACTIONS PER BEARING LOCATION---- li wise. X-Loc Vert Horiz Uplift Y-Loc Type continuously bracedunlessnotedotherWindCase- ASCE 7-98, C&C, V= 1251rph, 6-10-12 ' 225 0 _-266 TOP H-ROLL H= 22.0 ft, I= 1.00,;Exp.Cat. B, Kzt= 1.0 0- 1-12 273 180 -307 BOT PIN " Bld Type= Encl L= 40.0 ft W= 6.7 ft Truss PROVIDE UPLIFT CONNECPION.PER SCHEDULE: in INTzone, TCDL= 4.2 psf, BCDL= 6.0 psf Support 1 307# Impact Resistant Covering and/or Glazing Req Support 2 266# TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 - 149 0.42 4- 3 -123 0.30 Q L Attach Nvith (4) 10d Toe - Nails 1-11- 0 0-1- 0 T 1- 4- 1 Attach with (2) i10d Toe - Nails 2.50 0-3 1 6- 5-0 4 273# 3. 50" 3 1_0_ 0 i. 226# 2.50" e 6- 8-8 0 3-8 RO-11- 9) jv (RO- 2-14) EXCEPT ASSHOWNPLATESARETL20GATESTEDPERANSI/TPI 1-1995 scale = 0. 5829 WARNING: READ ALL NOTES ON THIS SHEET. 1 nil. Job: : BBR 4 Marondd systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: J2 CONTRACTOR. Dsgnr: TLY Chk: Date: 6-27-02 4005 RAARONDA WBRACING WARNING: TC Live 160 sf niirFnf- _ Ihr 17i AYBracing SANFORD,FL.3277Lshownonthis drawing is not erection bracing, wind bracing, Hal hracin po gorsundaebmcbg whichis apartofthebuildingdesignandwhichbeTCDead7.0 p psf 407) 321- 0064 Fax (407) 321-3913. must considered by the building designer Bracing _ shoo Is forlateralsupportoftrussmembersonlytoreducebucklinglength. Provisions must be made to 13CLive0.0 TOMAS PONCE P. E. anchor lateral bracing at ends and specified. locations determined by the budding designer. Additional Psf LICENSE #0050068 bracing of the overall structure may be required. face HIB-91 of TPI). Truss Plate Institute. TPI, is located at 583 U'Onofrio Drive, Madison, BC Dead 10. 0 psf 1890 OREENBROOK CT. OI`1ED0,FL32766 0.'isconsin 53719). Derign' Alatdz A [ - - TOTAL 33.0 psf nn tsrs" JOB PATH: C. IT6E-LOKUOBS'17SAfPHIBBRC4 DurFac - Pit: 1. 25 O.C. Spacing: 24.0". Design Criteria: TPI Code Dese: FLA 1 J 1 tl 1—.Sy I DESIGN INFORMATION This design is for an individual building component and has been based on tnforrnalion provided by the client. The designer disclaims any responsibility for damages as a result of faulty or hxo-1. information, specificalions and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as it may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the bu8ding design by a Budding Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement evlth the local building codes, local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes ompresslon chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" o. c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Pdor to fabrication, the fabricator shall revlew this drawing to wen Ify that this drawing Is In conformance with the fabricator's plans and to tahze a continuing responslblllty for such ven- firatton. Any discrepancies are to be put in wdling 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 t-as with nails fully Imbedded and shall be sytn. 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 specffled. Double cuts on web members shall meet at the centrotd of the webs unless otherwise shown. Connector plate sizes re 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 olhenvlse shown. For additlonal Infonnatlon on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and a ectlon r mmendallons are to be followed in accordance igith "Handling Installing & Bracing', HIB-91. Tnlsses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shall be designed and installed by others. Careful hand- ttng Is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons pertenced in the Installation of trusses. Professional advice shall be sought tf needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracingiscompleted. JB: BAYBURY C 4 AC: 10# UPLIFT D,L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP 42 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 5.1 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Fact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.04" D=-0.04" T=-0.08m MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00,, MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0, 00r' RMB = 1.15 WO: BBRC4 WE: Analysis based on Sisnplified 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 0-4-1 214# 3.50" 1-0-0 1 RO-11.-9) I EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 di'011(d Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK CT.OknEDO_Ft_ 2 6 Design: Alairtr Annlysis F_5.00 TI: J3 QTY•6 Locations=======_===_=== 1) 0- 7-12 3) 5- 1- 8 2) 5- 1- 8 4) 0- 7-12 MAX- REACTIONS PER 13EARING 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 Attach with (2) 10d Toe -Nails Attach with (2) 10d 'foe -Nails 110# 2.50" 5-1-8 60# 2 50" Over 3 Supports C/L: -0-4 scale = 0.7443 WARNING: READ ALL NOTES ON THIS SHEET. Iring:.) )b: W : BBR 4 A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: J3 CONTRACTOR. Dsgtu-: TLY Clik: Date: 6-27-02 BRACING WARNING: TC Live 16.0 psf DurFac - Lbr: 1.25 Bracing shoam on this dramug Is not erection bracingwind bracing, portal bracing or similar bracing whichisTC Dead 7.0 DurFae - Pit: 1.25 apartofthebuildingdesignandwhichmustbeconsideredbythebuilding1:1-1911cr. Bracing sho— is for lateral support of truss nnembers only to reduce budding length. Provisions must be I3C Live 0.0 psf psf O.C. Spacing: 24.0" made to anchor lateral. bracing at ends and specified locations dete-Aped by the building designer- Additional bracing of the overall structure may be required. (See HIB-91 of Tpp. BC Dead 10.0 psf Design Criteria: TPI ginrss Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). Code Dese: FLA TOTAL 33.0 psi V:06.02.02- 15182- 40 JOLT 1taTH: C:ITEE-LOtiVOBSIJ2SMFHiBBRC> - lff. t,_ lh5 02N DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the client. The designer disdalrns any responsibility for darnages 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 Infonnanon as It may relate to a spe- cific proJecl and accepts no responsibWty or exercises no control with regard to fabrica- tion. handling, shipment and Installation of trusses. This truss has been designed as an inciltidua) building component in accordance with ANSI/TPI I-i995 and NDS-97 to be Incorporated as part of the bulldmg design by it Building Designer (registered architect or professional engineer). When reviewed for approval by the buflding 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, proiect speelflrs Llous or special applied loads.. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chonis in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maxtmum spacing of HY-W o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a continuing responsibility for such vea- fleatlon. Any dlscrepandes are to be put in wvrttng before cutting or fabrication. Plates shallnot be Installed over knotholes, knots or distorted gabs. Members shall be cut for tight lilting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be s} m. about the Joint unless otherwise shown. A 5x4 plate is Y 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 centrofd of the webs unless otherwfse shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/ TPI I-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling installing & Bracing', HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- itlon and for resisting lateral forces shall be designed and installed by others. Careful hand - Ling Is essential and erection bracing is always required. Normal precautionary action for trusses requites such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of I—.— shall be under the control of persons experienced m the Installation of trusses. Professional advice shau be sought 9 needed. Concentraton iofconstruction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the Ight of the erectors shall be applied to trusses until after all fastening and bracing is completed JB: BAYBURY C 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP 4j2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 173# Support 2 75# Support 3 5# MAX LIVE LOAD DEFLECTION: L/999 L=-0. 0411 D=-0.0411 T=-0.0811 MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0. 00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0. 00" RMB = 1. 15 2-9- 14 0-4- 1 WO:. BBRC4 WE: Analysis based on Sitf>plified Analog Model. MULTIPLE LOADS-- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. Wind Case- ASCE 7-98, C&C, V=,125mph, H= 22. 0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 5.1 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE.:. CSI ..BC ... FORCE ... CSI 1- 2 - 43 0.24 4- 3 -16 0.17 P U() - 2. 50 0-3- 8 t i 4- 214# 3. 50" 1 -_--_+ 5- 1- 8 RO-11-9) EXCEPT AS SHOWN PLATES ARE TL20 GA 'TESTED PER ANSI/TPI 1-1995 Over 3 Supports Maronda Systems 4005 MARONDA WAY SANFORD, FL.. 32771 407) 321- 0064,Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK C.0v1ED0.Ft32766 W,RKr41 N1,: READ ALL NOTES ON THIS SHEET A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: B acing shown on this dawumg is not ereetion bracing, wind bracing, portal bracing or similar bracing which isapartofthebuddingdesignanda,hieh must be considered by the budding designer. Bracing shown is forlateralsupportoftrussmembersonlytoreducebucklinglength. provisions must be made to anchor late.] bmelog at ends and specified locations determured by the building designer. nddli.tonal bracingoftheoverallstructuremayberequired. (See HIS-91 of TPI). Tniss Plate Institute, TPI, is, located at 583 D'Onpfrio Drive, Madison, Wisconsin 53719). TI: J4 9TY: 4 Locations==============. 1) 1- 0- 6 3) 5- 1- 8 2) 5- 1- 8 4) 1- 0- 6 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 5- 0- 4 110 38 -75 TOP PIN 0- 1-12 213 49 -173 DOT PIN 5- 0- 4 59 0 -5 BOT H-ROLL 3I 110# 2. 50" 60# 2 50" CCIL: 5-0- 4 Eng. Job: Dwg: Dsgnr: TLY Chk 1'C Live 16.0 psf TC Dead 7. 0 psf BC Live 0. 0 psf BC Dead 10. 0 psf TOTAL 33.0 Dsf Attach with (2) 10d Toe -Nails Attach with (2) 10d Toe -Nails scale = 0.7443 Truss ID: J4 Date: 6-27- 02 DurFac - Lbr: 1. 25 DurFac - Pit: 1. 25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Afalar Analysis _ l06 PATH: C.-ITEE-LOKUO-RSI!'i11P.yt8,4R1^7 - I.Wc nsvnn, DESIGN INFORMATION This design is for an Individual bulldurg component and has been based on Information provided by the client. The designer disclaims any responsibitty for damages as a result of Faulty or incorrect Inform ttlon, specificalions and/or designs furnished to the truss designer by the client and the correctness or accuracy of this [of ...Lion as it may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabri—_ tion, handling, shipment and Installation of trusses. This truss has been designed as an individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional 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 etlmaLic records for wind or snow loads, car lecl specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assures 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 ceiling, they should be braced at a maximum spacing of 10'-0" o.e. Connector plates shall be manufactured. from 20 gauge hot dlpped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricators plans and to realize a continuing responsibility for such veri- eallon. Any discrepancies are to be put In writing before cutting or fabrlcatlon. Plates shall not be Installed over knotholes. mots or distorted grain,. Members shall be cut for light fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A 6xB plate is 6" wide x B" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shag meet at the cenirold of the webs unless otherwise shown. Connector plate sizes are minlmum 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 he fabricated with fire retardant treated lumber unless otherwise shown. For additional formation on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be foll—d 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- ition and for resisting lateral rorces shall be designed and Installed by others. Careful hand- 11n9 Is essential and erectlo. baring 1s .]ways 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 lmslauauvn 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 tirne. No loads other than the weight of the erecters shall be applied to trusses until after all fastening and bracing Is completed. JB: BAYBURY C 4 AC: 104 UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP 42 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise.' Wind Case- ASCE 7-98, C&C, V= 125rrph, H= 22.0 ft, I= 1.00, Exp.Cat- B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 3.1 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.0111 D= 0.0011 T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.0011 RMB = 1.15 WO: BBRC4 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is .the conmosite 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 1 303# Support 2 124# Support 3 15# TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -25 0.17 4- 3 -2 0.13 I I 0 TL J6 QTY:6 Locations============—= 1) D- 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- 1-12 148 65 -303 BOT PIN 3- 0- 4 36 0 -15 BOT H-ROLL' 3-1-s 4 3 148# 3.50" 67# 2.50" j` 1-0-0 Bjg 3-1-8 37# 2.f0" R0-11-9) j CIL: 3-0-4EXCEPTASSHOWNPLATESARETL20GATESTEDPERANSI/TPI 1-1995 Over 3 Supports Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK Cr.OvIED0. FL327aa W1kKN1N(.Gt READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shoran on this drawing Is not erection bracing, wind btactng, portal bracing or sintilar bracing which Is a part of the building design and which most be considered by the buiid,ng designer. 8—logshnvnisforlateralsupportoftrus_< .umbers only to reduce bucklbvg length. Provisions untst be made to anchor lateral bracing at ends and specified Iocad.ns determined by the building designer. 4ddi".o 1 bracing of the overall structure may be required. (See HIB-91 of TPI). Truss Plate Institute. Till, is located at 583 D'Onofd. Drive, Madison, Wisconsin 537191, Eng. Job: Dwg: Dsgar: TLY Clik:. TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 . psf BC Dead 10.0 psf TOTAL 33.0 nsf Attach with (2) lAd 'foe -Nails Attach with (2) 10d Toe -Nails scale = 1.0563 Truss ID: J6 Date: 6-27-02 DurFac Lbr: 1.25 DurFac - Plt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: M1lmrir Analysis J09 247'11: L71TEE-LOKIJOBSI1251%IPNl9(3RC4 fn-.c t1i.n%m DESIGN INFORMATION This design Is for an Indlvidual budding component and has been based on Information provided by the client The desigrsr disdains any responsibility for damages as a resultof fault), or incorrect Information, specilicatlons and/ or designs N—fished to the truss designer by the ebent and lire correctness or accuracy of ( his information as it may relate to a 5pe- - cUic project and accepts no responslblhty or emtses no control with regard to fabrics - lion, handling, shipment and installation of trusses. This truss has been designed as an mdhhdual building component in accordance with ANSI/ TPI 1-1995 and NDS-97 to be tncorporaled par( of the building design by a Building Designer ( registered architect or professional engineer) When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes,. local climatic records for wind or snow loads. pmJcct specifleations or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes riipresslon chords (top or bottom). are conllnu- 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 bracedata durum spacing of 10--0" o.c. Connector platesshall 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 edew this drawing to verify that this drawing is in confartnance with thefabricator' s plans and to realize a continuing responsdidlty for such verl- ficabon. Any itiscrepancles 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 places shallbe located on both Tarns of the truss with Walls fully imbedded and shall be - sym. about the Joint unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A 6xB plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the—ntroid of the webs unless otheiwdse shown.. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- 4-9 and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional lnf rmation on Quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES All bracing and emetlon reconrmendatlons are to be followed in accordance with "Handling Installing & Bracing'. HIB-91. Trusses are to be handled with particular rare during banding and bundling, delivery and Installation to avoid damage Temporary and permanent bracing for holding trusses in a straight and plumb pos- itio and for resisting lateral forces shall be de. Ig ed 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 instaffat(on between trusses to avoid topp0irg - 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 time. No loads other than the weight of the erectors shall be applied to tn'sses until after all lastentng and bracing Is completed. - JB: BAYBURY C 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. Shim or wedge if necessary to achieve full bearing - PROVIDE UPLIFT CONNECTIONPER 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: BBRC4 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of (Multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge .if necessary to achieve full bearing. Wind Case- ASCE 7- 98, CFTC, V= 125mph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 3.1 ft Truss in INT zone, TCDL= 4.2 psf, -BCDL= 6.0 psf Impact Resistant Covering and/ or Glazing Req TC.--FORCE... CSI --BC... FORCE ... CSI 1- 2 , -25 0. 17 4- 3 -13 0_13 r 5.00 TI: J7 QTYA 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 Type 3- 0- 4 67 52 -124 TOP PIN 0- 1-12 148 67 -303 BOT PIN 3- 0- 4 36 0 -15 BOT H-ROLL 2S0 0-3-8 2- 10-O 4 148# 3.50" 3b7a 2:SOii 1-0-p f' Ble 3-1- g `_ EXCEPT AS SHOWN -PLATES ARE T—fi GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports C/1. 3 0- d Maroi dal Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax ( 407) 321; 3913 TOMAS PONCE P.E. LICENSE #0050068 1890 OREENBROOK Cr OtgEDOYL02766 Design: Mairir Amlysis WAKNING: READ ALL NOTES ON THISSHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracir g shown on thisd—ving is not erection brace g lirld bracing, fmiel b c.ing or s' -tar bracint; r:hi h a partofthebmldingdesignandwhichmustbeconsdredbythebuildingdesignerHracmgsh - for lateral support oftnissrnembemonlytoreducebucklinglengthPrj lons must be n d [o anchor lateral bracing at ends and specified locations determined by the building designer. A iditicnal bra mg oftheoverallstructurenyberequired (S— HIH 91 of TPI) IT— Plate Institute, TPI, Is located at 583 D'Onofno Drive, Madison, Wisconsin 537191, 10R PAZit CI7EE-LOkLIORS112i!tfP! Iil,'RRC4 Erg, Job: Dwg: Dsgnr: TLY Chic: I' C Live 10.0 psr TC Dead 7.0 psf' BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 psf Attach with (2) 10d Toe - Nails Attach with ( 2) 10d 'roe - Nails scale = 1. 0563 Truss ID: J7 Date: 6- 27-02 DurFac Lbr: 1.25 DurFac - Pit: 1.25 O. C. Spacing:24.0" Design Criteria: TPI Code Desc: FLA lli";rl, m nJ DESIGN INFORMATION This design is for an Individual building component and has been based on iruonnatlon provided by the client. The designer disclaims any responsIbiliLy for damages as a result of faulty or Incorrect Information. speclfioatlons and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as It may relate to aspe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion, handfing, shipment and installation of trusses. This truss has been designed as an individual building component in accordance %,ith ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or. professional engmeed- When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes, local climatic records for wind or snow loads. Project specifications or special applied moods. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are canttnu- usly bated 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 maxbnum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized sled meeting ASTM A 653. Grade 40. uNcss otherwise he—. FABRICATION NOTES Prior to fabrication,. the fabricator shall review this d_wtng to verify that this drawing is in conformance with the fabrimtor's plans and to realize a continuing responsibility for such verl- fleation. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing..Con- nector plates shall be located on both faces of the truss with calls fully Imbedded and shalt be sym. about thejolnt unless otherwise shown. A 5x4 plate is 5" wide s 4" long. A 6x8 plate Is 6" wide x 8" long. slots (holes) ream parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwiseshown. Connector plate sizes are mkllmum 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 othenaise shown. For additional information on Quality Control refer to ANSI/TPI 1 -1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing', HIB-91. Trusses are to be handled with particular tare during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Mon and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal preoutlonary action for trusses requIres such temporary bracing during Installation between trusses to avoid topplhng and dominoing. The supervision of erection of trusses shall be under the control of persons eeperienced in the Installation of trusses. ProCcsslonal advice shall be sought If needed. C-lie—tratlon of construction loads greater Ihan the design loads shall not be applied to trusses at any Lime. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bmcmg is completed. JB: BAYBURY C 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. Wind Case- ASCE 7-98, C&C, V= 125rrtph, H= 22.0 ft, I= 1.0D, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 1.1 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L= 0.-0011 D= 0.0011 T= 0.00rr MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00rr MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00n RMB = 1.15 WO: BBRC4 WE. Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of mmdltiple 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 1 217# Support 2 46# Support 3 3# TC... FORCE.-.CSI ..BC --- FORCE ... CSI 1- 2 17 0"02 4- 3 -2 0.01 83# 3.50" 1-0-0 RO-11-9) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 M aronda Systems 4005 MARONDA WAY SANFORD, FL. 32711 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK CT.01AED0,FL327GG Design: Afrurir Analysis TI: J8 ' QTY:6 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 83 18 -217 HOT PIN 1- 0- 4 12 0 -3 BOTH -ROLL 1-1-8 1. 2 1-1-8 4 31 25# 2.50" C/L: 1- - 11 4 Over 3 Supports YHKldlf ti: 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, ponal bracing or similar bracingwhichisapartofthebuildingdesignandwhichmostbeconsideredbythebuildingdesigner. Bracingshownisforlateralsupportoftrussmembersonly1. reduce buckling length. Provisions must he made to anchor lateral bracing at ends and specllled locations delermined by the building designer. A dd clonal bracing of the overall stno-Lure maw be. required. (See I i a-91 of TPII Truss Plate Institute, TPI, is located at 583 D'Onofria Drive, Madison. Wisconsin 53719). Eng. Job: Dtvg: Dsgnr: TLY Clik: TC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf Attach with (2) 10d Toe -Nails Attach with (2) 10d Toe -Nails scale = 1.8187 Truss ID: J8 Date: 6-27-02 DurFac - Lbr: 1.25 DurFac - Plt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA JOB BATH: C-'ITEE-L.OKIJOBSI125AlPF11.4RRC1 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect Information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy' of this [information as it may relate to a spe- cific project and accepts no responsibility or exerclses no control .withregard 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 fart of the building design by a Building Designer ( registered architect or professional engincerl. lVh- reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown re In agreement with local building codes, local climatic records (or wind or snow loads, prulect specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes Zcompression chords (lop or bottom) areconttnu- euslybracedbysheathingunlessotherwisespecified- "' here bottom chords Intension are not fully braced laterally by a property applied rigid ceding, they should be braced at maximum spacing of IOr-0" o.c. Connector Plates shall be manufact.red 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 dmwing,to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such ved- rimdon. Any discrepancles are to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes. knoll or distorted grain. Members shallbe cut for tight fitting woodtowood bearing. Con- nector plates shall be located on both faces of the truss with nail,. fully imbedded and shall be yin, about lheplat unless otherwise shown. A 5s4 plate Is 5" wide x'4" long. A 6s8 plate Is 6" wide x 8" long. Slots (holes) nun parallel to the plate length specified. Double cuts on web members shall meet at the centiold of the webs unless otherwise shown. Connector plate sizes art mtntmum sties 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 umber unless otherwise shown. Far additional information on Quality Control refer to ANSI/TPI 1- 1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing", HIB- 91. Truss- are to be handled with particular care during banding and binding, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and tar reslsting lateral forces shall be designed and Installed by Others. Careful hand- ling rs essential and erection bracing is always r.qu Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid top in and dommoing. Thesupendsioaoferectiong, of trusses shallbe rider the control of persons. e- p rt need in the installation of trusses. Professional advice shall be sought if needed. Concentration of construction loadsgreater than the design loads shall not be applied to trosses at any time. No loads other than the weight of the erectors shall be applied to trus<es until after all fastening and bractng Is completed. JB: BAYBURY C 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 Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 216# Support 2 46# Support 3 3# MAX LIVE LOAD DEFLECTION: L/999 L- 0. 00" D= 0.00-1 T-. 0.001, MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: Tea 0.00" RMB = 1.15 1- 144 T 0- 5-0 I WO: BBRC4 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 mmultiple supports. Interior bearing locations should be marked on truss: Shim or wedge if necessary to achieve full bearing. Wind Case- ASCE 7- 98, C&C, V= 125inph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1-0 Bld Type= Encl L= 40.0 ft W= 1.1 ft Truss in INT zone, TCDL= 4.2.psf, BCDL= 6.0 psf Impact Resistant Covering and/ or Glazing Req TC...FORCE ... CSI ..BC ... FORCE...CSI 1- 2 -8 0. 02 4- 3 -4 0.01 TI: J9 QTY:4 Locations============= _ 1) 0- 7- 14 3) 1- 1- 8 2) 1- 1- 8 4) 0- 7-14 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1- 0-_ 4 24 17 -46 TOP PIN 0- 1-12 82 21 -216 BOT PIN 1- 0- 4 12 0 -3 BOT H-ROLL 1 2 0 2' 50 0- 3- 8 0- 10 0 i 4 3 83# 3. 50" 25# 2.50" 1-0-0In e a 1.1_ g RO-11-9) G/ L: EXCEPT AS SHOWN PLATESARETL20GATESTT'D YER AN SI/ 1- -4 Art 1-1995 Over 3 Supports WARNING. READ ALL NOTES ON THIS SHEET. Maronda SyStelf'AIS A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. 4005 MARONDA WAYBracing BRACING WARNING SANFORD, FL. 32771 shown on this dmwgng is not erection bracing wind bracing, portal hrectng o similar bracing 407) 321-0064 Fax ( 407) 321-3913 which is a part of the building design and which must be considered by tha bvnlding designer 81adng shnwvn Is for lateralsuppanoftrussmembersonlytoreducebucklinglenglInProvlsu.— TOMAS PONCE P.E. must be made to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional brae n nrtheoweaistuctniemaybereynired, ISee ltiB-91 of TPt; LICENSE #0056068 Ti—s Plate Institute, TPI, is located at 553 D'Onofno Drive, Madison, R9scousin. 53719). 1890. GREENBROOK CT.OVIEDO. FL32766 Design: Main, Analysis JOB PATH: C:ITEE-(.OKl1nR.t112_5.YtP14I9BRC4 Attach with (2) 10d ' roe -Nails 0- 8-9 0- 2-1 Attach with (2) 10d Toe -Nails LIng. Job: Dwg: Dsgitr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 psf scale = 1.8187 Truss ID: J9 Date:, 6-27-02 DurFac - Lbr: 1.25 DurFac - Plt: 1.25 O.C. Spacing: 24. 0" Design Criteria: TPI' Code Desc: FLA V- 06-02-02- 151 A7- d-f; flCS. ski.o7l17' a 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, speclOcatlons and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cMc project and accepts no responsibility or exercise$ no control with regard to fabrica- tion, 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 pan of the building design by a Building Designer (mgtAemd architect or professional engineer)! When reviewed for approval by n the building designer, the design loadings show must be checked to be sure that the datashown' are In agreement with the local budding codes. localclimaticrecordsforwindorsnowloads, pmjecl speclocatipns or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design —a—,- compression chords'Itop or bottom) are conttnu- 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 maclmt m spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dippedgalvanizedateelmeetingASTMA653. Grade. 40, unless otherwise shown. FABRICATION NOTES Pdor to fabrication, the fabricator shall review this drawing to verify that this drawing is 1, conformance with the fabricators plans and to reallze a continuing responsibility forsuch ver- firation. Any discrepancies are to. be put in willing before cutting: or fabrication. Plain shall not be installed over knothofcs. 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 truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A.6.x8 plate is 6- wide. x 8' long. Slots Iholn) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connectorplatesizes are minimum sizes based on the forces shown and may need to be increasedfor certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless other lse shown. For additional Information on .Quality Control refer to ANSIyTPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Fandling Installing & Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery andinstallationtoavoiddamage. Temporary and permanent bracing for holding trusses Inastraightand.plumb pos- on andfor resisting lateral forces shall be designed and installed by others- Careful hand- Img Is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominotng.. The supervision oferectionoftrussesshallbeunderthe control of persons - experienced In the InsUdIaton of tnssses_ Professional advice shad be sought If needed. Concentration ..... f ...true"'. [odds greaterthanthedesignloadsshall 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 I- completed JB: BAYBURY C4AC: 10# UPLIFT D.L. 5r 42. _ BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 This truss is designed to bear on mtlltiple Supports. Interior bearing locationsshould bemarkedontruss_ Shim orwedgeifnecessarytoachieve,full bearing. PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 398# Support 2 430# MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" D=- 0.02" T=-0.05" MAXHORIZONTALTOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE. LOAD DEFLECTION: T= 0. 00,, RMB = 1.15 3-7-4 0- 4-1 A_ I WO: BBRC4 WE, Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is.the compositeresultofmultipleloads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7798, C&C, V= 125mph, H= 22.0 ft, I=_l.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 7.0 ft Truss in.INT zone, TCDL= 4.2psf, BCDL= 6.0 psf Inpact Resistant Covering and/or Glazing ReqTC... FORCE ... CSI ..BC ... FORCE....CSI 1- 2 -448 0.19 6- 53990.13 2- 3 -448 0.18 5- 4 -1 0.09 fl CANT: 2-0-0 2 370# 3. 50't 1-0-0 _ I_ R0-11-9) EXCEPT AS SFIUWN 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 GREENSROOK CT. 0VIEDOXI_32766 Design: Matrix Analysis 5.00 T1- IA 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 Type 6-10-12 .98 430 -140 TOP PIN 2- 1-12 369 398 -398 BOT PIN 6-10-12 45 0 0 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 398# Support 2 140# Attach with 121 10d Toe -Nails 3- 3-1 Attach with (2) 10d ` foe -Nails 99# 2.50" 7- 0_0 4611 50" Over 3' Supports C/L: 6-10- 12 VV,RKN1N1U: 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 bearing or shoutar bracing' which !s a part of the buddingdesignandwhichmustbo-considercd by lire building des 1pner. Bracing sti .im. is for lateral support oftrussmembersonlytoreducebucklinglengthProwlslO1ustbemadetoanchorlateralbracingatendsandspecifiedlocationsdeterminedbythebudding' designer - Additional bracing of the a elm]] structuremayberequired. (See HIB-91 of TPI). Truss Plate Institute, Tpi; is located at583D'Onofrio Drive, Madison, Wi cousin 5371% JOB PATH: - C:'TEE-LOKVOBS!IZ5.1fPHI3BRC.' Frig. Job: Dwg: Dsgur: TL'Y Chk: TC Live 16_ 0 -. psf TC Dead 7.0 psf BC Live 0.0 psf I3C Dead' 10-0 psf TOTAL 33. 0 Dsf scale = 0.5829 Truss ID: JA Date: 6-27-02 DurFac - 1_br. 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA JB: BAYBURY FLOOR AC: WO: BBRAF WE: TI: F1 QTY:1 DESIGN INFORMATION CUTTING ONLY **** Truss NOT designed for wind Loads. **** Joint Locations=============== This design is for an individual building TOP CHORDS: 4x2 SP #2 1) 0- 0- 0 19) 21- 5-12 37) _21- 5-12 component and has been based on information BOT CHORDS: 4x2 `SP -#2 All COMPRESSION "Chords are assumed to be 2) 1- 0- 4 20) 22- 9- 4 38) 20- 1-12' provided by the client. The designer disclaims WEBS: 4x2 SP- #3 continuously braced unless noted otherwise. 3) 1- 5-12 21): 24- 1-12 39) 18- 9-12 -. any responsibility for damages as a result of faulty or incorrect information. specifications - 2-4x2 SP #3 1,2 *** CUT TOP CHORD OVER INTERIOR SUPPORT *** 4) 2- 9-12 22) 25- 5-12 40) 17- 5-12 and/oidesign, furnished to the truss designer GABLE STUD: -4x2 SP #3 This truss *NOT* designed for wind load} 5) 4- 1-12, 23) 26- 2- 0 41) 16- 1-12 by the client and the correctness or accuracy 6) 5- 5-12 24) 27- 1- 8 42) 14- 8- 9 of this information as it may relate to a spe- 7) 6- 9-12 25) 27- -9- 0 43)" 13-5-12 cific project and accepts no responsibility or 8) 8 - 1-12 2 6) 27 - 9 - 0 44) 12 - 1-12 exercises no control with regard to fabdca- tion: handlingshipment and installation of 9) 9- 5-12 27) 29- 5-12 45) 10- 9-12 trusses. This truss has been designed as an 10) 10- 9-12 28) 29- '9- 4 46) - 9-. 5-12 individual building component in accordance with 11) 12- 1-13 29) 29- 9- 4 47) 8- 1-12 - ANSIjTPI1- 1995andNDS-97to be incorporated 12) 13- 5-12 30)"29- 5-12 48) 6- 9-12 as part of the building design by a Building 13) 14- 9-12 31) 27- 9- 0 49) 5- 5-12 Designer (registered architect or professional engineer). When reviewed for approval by the 14) 16- 1-12 32) 27- 9- 0 50) 4- 1-12 building designer, the design loadings shown 15) 17-, 5-12 33) 26- 2- 0 51)' 2- 9.-.12 must be checked to be sure that the data shown 16) 18- 9-12 34) 25- 5-12 52) 1- 5-12 are in agreement with the local building codes, 17) 19- 9- 4 35) 24- 1-12 53) 1- 0- 4 climaticrecordsfor loads. 18) 20- 1-12 36) 22- 9- 4 54) 0- 0- 0 project specifications or special applied loads. prof pedalappliedUnlessshown, truss has not been designed for storage or occupancy loads. The design assumes compression chords chords.(top or bottom) are continu- ously braced by sheathing unless othcnvise specified'. Where bottom chords in tension are notfully braced laterally.by a. property applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.c. Cannector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a continuing responsibility for such yen- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be 29-9-4 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 1.8 19 20 21 22 23 24:5 26 22 - 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 Double L5X3 N= 1..5X3 1.5X3 3X4 the plate lengthspecified. cuts on web members shall meet at the centrold of the webs 2X4 1.5X3 1.5X3 LSX3 W =3X6 - 1.5X3 1.5X3 W =3X6 L5X3 1.5X3. 1.5X3 unless otherwise shown. Connector plate sizes 2X4 1.5X3 LSX3 1.5X3 LSX3 1.5X3 1..5X3 1.5X3 1.5X3 2X4 L5X3 3X4 2X4 . 2X4 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 1-4-0 1-4-0 to be fabricated with fire retardant treated 2X4 1..5X3 L5X3 1.5X3 1.5X3 1.5X3 1.5X3 LSX3 1.5X3 2X4 1.5X3 L5X3 3X81.5X3 additional lumberunlessotherwiseshown.refer infcrmationonQualityControl refer [o ANSI/TPI1-1995 1.5X3 1.5X3 1.5X3 1.5X3 L5X3 W=3X6 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 2X4 N =1.5X3 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling 29-9-4 Installing & Bracing', HIB-91. Trusses are to be handled with particular care during banding 54 5352 51 50 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 36 and bumWng, delivery and installation to avoid 0# 8.00" - 0# 8.00" CANT: 1-10-12 damage. Temporary and permanent bracing for holding trusses in a straight and plumb pas- L, 29-9-4 Illon and for resisting lateral forces shall be- design"ed and Installed by others. Careful hand- ling is essential and erection bracing is always EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Cont. Support Stubs a 1-4-0 o.e. scale = 0.2251- required. Normal precautionary action for WARNING: READ ALL NOTES ON THIS SHEET. Eng. .lob: BBRAF - trusses requlres etweenSuch oo bracing toperingussestemporarytstallatreqbetween trusses to avoidtopplinganddominotng. The supervision of erection of irises shall be under the control of personsaA'®111)e S A COPY.OF THIS DRAWING TO BE GIVEN. TO ERECTING Owg: Truss ID: F1 e cperienced in the installation of trusses y StEIt'AS W Dsgtu: TLY Clik: Date: 4-08- 02 rnoressrnIM nal advice shall be soughtifneeded. CONTRACTOR. TC Live 40.0 psf DurFae. - Lbr: 1.00 Concentration of construction loads greater thanthedesignloadsbeBRACING WARNING: shall not applied to trusses atanytime. No loads other than the 4005 MARONDA WAY shown on this drawing is not erection bracing, wind bracing, bracing or similar bracing TC Dead 10.0 DurFae - PIt: 1.00 - weight of the erectors shall be applied to trusses fastening bracing SANFORD, FL. 32771 Bracing portal which is a part of the building design and which' must be considered by the. building designer. Bracing for lateral truss to b length. BC Live psf 0.0 psf O.C." Spacing: 24.Ort p g- _. until after all and407) 321-0064 Fax (407) 321-3913 sham is support of members only reduce rckling Provisions must be p Design Criteria: TPI is completed. TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined. by the building designer. be BC Dead 5.0 p sf Additional bracing of the overall structuremayrequired. (see HIB-91 ofTPI).: Code Desc: LICENSE #0050068 Truss Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). 1890 GREENBROOK CT.0VIED0.PL32766 TOTAL 55.0 psf I V:01.25.02- 10864- 28 Design: Matrix Analysis !OB PATH: CATEE- LOKUOBSIBBRAF HCS.- 12.19.01- - DESIGN INFORMATION This design is for an Individual building component and has been based on information provided by the client. The designer disclaims any respon.f.-ty for damages as,a result of faulty or incorrect information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This truss has been designed as an IndMdual budding component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated s part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, project speciftcal.tons or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) arc continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a continuing responsibility for such veri- ficatlori: Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes; knots or distorted gram.. Members shallbe cut. 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)omt unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. -Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are on sizes based on the forces shown mandmay need to be increased for certain hand- ling and/or erection stresses. This truss Is not It. be fabricated with fire retardant treated dumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing', HIB-91. Trusses are to be handled with particular care during banding and bundling,_ delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shall be designed and installed by others. Careful hand- ling. is essential anderection. bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during - installation between trusses to avoid toppling. and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weightof the erectors shall be applied to trusses until after all fastening and bracing Is completed. JB: BAYBURY FLOOR AC: 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 multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: L/999 L=-0. 14" D=-0.05" T=-0.19" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0. 0611 MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0. 0511 RMB = 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 otherwise. CUT TOP CHORD OVER INTERIOR SUPPORT *** This truss * NOT* designed for wind load! TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 0 0.30 31-30 1390 0.39 2- 3 - 1629 0.34 30-29 2062 0.53 3- 4 - 1629 0.24 29-28 2047 0.77 4- 5 - 2062 0.37 28-27 2047 0.77 5- 6 - 2047 0.47 27-26 1323 0.51 6- 7 - 2047 0.50 26-25 -24 0.14 7- 8 24 0.24 25-24 24 0.11 8- 9 24 0.29 24-23 1286 0.40 10-11 24 0.31 23-22 1989 0.73 11-12 - 1989 0.37 22-21 1989 0.73 12-13 - 1989 0.44 21-20 1233 0.47 13-14 - 1989 0.53 20-19 0 0.10 14-15 - 1989 0.54 15-16 875 0.38 16-17 875 0.50 17-18 875 0.50 TI: F 11 ' QTY:9 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- 6-1214) 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 Rrom 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 Location TC Vert L+ D -435 29- 9- 4 MAX. REACTIONS PER BEARING LOCATION----- X-Loc. Vert Horiz Uplift Y-Loc Type 0- 1- 2 760 0 0 BOT PIN 13-10-12 1530 0 0 BOT H-ROLL 27- 6- 8 1491 0 0 BOT H-ROLL 30 00„ 435k typ. 29-9- 4 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 1 8-0-14 21-11-6 s 1-7- 14 - - 1-4-4 1.5X3 W= 3X6 1.SX3 2X4 2X4 3X6 3X4 3X4 LSX3 3X6 1.5X3 3X6 1.5X3 3X4 1.5X3 3X8 W=3X6 3X4 IH 1-4- 0 1-4-0 3X6 3X6 3X4 1.5X3 3X4 3X6 3X6 1.5X3 3X4 1.5X3 W=3X6 3X10 3X6 i 131 761# 2. 25" 13-10-12 1531# 3.50" 13-11-12 29-9.4 EXCEPT AS HOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports WARNING: READ ALL NOTES ON THIS SHEET.. Marc tlds"11 SyS$eII>I11S A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 4005 MARONDA WAY Bracing shown'on this drawing is not erectionbracing, wind bracing, .portal bracing or similar bracing SAN FORD, FL. 32771 which Is a part of the building design and which must be considered by the budding designer. Bracing 407) 321-0064. Fax ( 407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be - TOMAS .PONCE P.E. made to anchor lateral bracing at ends and specified locations .determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). LICENSE #0050069 Truss Plate Institute, TPI, is located at 583 D'Onofdo Drive, Madison, Wisconsin 53719). 1690 GREENBROOK CT.OVIEDO. FL32766 1 io li 1492# 8.00" CANT: 1-10-12 0.2251 Eng. Job: WU: 05RAF Dwg: Truss ID: F11 Dsgnr: TLY Chk: Date: 2-25-02 TC Live 40t0 psf DurFac - LbC 1.00 TC Dead 10.0 psf DurFac - Pit: 1.00 BC Live 0.0 psf O.C: Spacing: 24.0" BC Dead 5.0 psf Design Criteria: TPI Code Desc: TOTAL 55. 0 psf V:01.25.02- 4885- 54 Design: Matrir Analysis JOB PATH: C:ITEE-L0KV0BSIBBR4F - HCS: 12.19.01 DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the client_ The designer disclaims any responsibility for damages as a result of faulty or incorrect information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy Of this Information as it may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This truss has been designed as an individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assurnes compression chords (top or bottom) arc continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabrimtois plans and to realize a continuing responsibility for such verl- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certaln.hand- Wg 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 & Bracing". HIB-91. Trusses are to be handled with particularcare during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Itlon and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bractg is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses - Profess I,n'l advice shall be sought If needed. Concetration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to . trusses until after all fastening and bracing is completed. JB: BAYBURY FLOOR AC: WO: BBRAF WE: CUTTING ONLY **** **** Truss NOT designed for Wind Loads. **** TOP CHORDS: 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. 3- 4x2 SP #3 12 *** CUT TOP CHORD OVER INTERIOR SUPPORT *** GABLE STUD: 4x2 SP #3 This truss *NOT* designed for wind load! 1- 4-0 19- 9-4 TI: F2 QTY:1 Locations=============== 1) 0- 0- 0 15) 14- 7- 4 29) 12- 2- 4 2) 1- 3- 4 16) 15- 6- 4 30) 10- 7- 4 3) 2- 7- 4 17) 15-11-12 31) 9- 3- 4 4) 4- 2- 4 18) 17- 3- 4 32) 7-11- 4 5) 3-11- 4 19) 18- 7- 4 33) 7- 6- 4 6) 5- 3- 4 20).19- 9- 4 34) 6- 7- 4 7) 6- 7- 4 21) 19- 9- 4 35) 5- 3- 4 8) 7- 6- 4 22).18- 7- 4 36) 4- 2- 4 9) 7-11- 4 23) 17- 3- 4 37) 3- 9- 4 10) 9- 3- 4 24) 15-11- 4 38) 2- 7- 4 11) 10- 7- 4 25) 15- 6- 4 39) 1- 3- 4 12) 12- 2- 4 26) 14- 7- 4 40) 0- 0- 0 13) 11-11- 4 27) 13- 3- 4 14) 13- 3- 4 28) 11-11- 4 1 2 3 54 6 7 8 9 10 11 16 14 1S 16 17 18 19 200 N = 1.5X3 1. 5X3 1.5X3 1.5X3 W = 3X4 2X4 1.5X3 1.5X3 2X4 1.5X3 1.5X3 2X4 1.5X3 1.5X3 4X6 1.1;X3 1-SXi 2Xd 1 SY4 1 SY7 9Yd 2X4 1.SXJ 1.5X3 - 2X4 1.5X3 L5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 2X4 W = 3X4 2X4 4X6 2X4 N = 1.5X3 1- 4-0 19- 9-4 40 39 38 3736 35 34 33 32 31 30 2218 27 26 25 24 23 22 21 0# 8.001, 0# 8.001, 19- 9-4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Cont. Support Studs a 1-4-0 o.c. scale = 0.3389 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE # 0050068 1 B90 GREENBROOK CT.OVIEDOYI-32766 Design: MatAr .Analysis WARNING: 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: BRAF Truss ID: F2 Date: 1-03-02 TC Live 40.0 psf DurFac - Lbr: 1.00 Bracing shou-n on this drawing Is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead 10.0 psf DurFae - Pit: 1.00 which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC .Live 0.0 - psf Spacing: O.C. 24.0n Pg• made to anchor lateral bracing at ends and specified locations determined by the buildilrg designer. Additional bracing of the overall structure may be BC Dead S.0 Sf pDesign Criteria: TPI required. ( See HIB-91 of TPI). Truss Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). Code Dese: TOTAL 55.0 psf V:12.03.01- 10675- ; 108 PATH: C: TEE-LOKUOBSIBBRAF HCS: 11-28.01 JB: BAYBURY FLOOR AC: WO: BBRAF WE: TI: F21 QTY:7 DESIGN INFORMATION TOP CHORDS: 4x2 SP #2 2x6 continuous strongback. Attach to each joint Locations=============== This design Is for an Individual building 4x2 SP #2 D 1 ® truss with 3-10d_.nails. Splice stiffback 1) 0- 0- 0 7) 14- 5- 8 13) Il 11-12 component andhas been based on information BOT CHORDS: 4x2 SP-, #2 on truss vertical. - 2) 2- 9- 0 8).16- 0- 0 14.) 10- 3- 9 provided by the client. The designer disclaims 4x2 SP #1 D 2 All COMPRESSION Chords are assumed to be 3) 5- 3-12 9) 17- 0- 4 15) 5- 3-12 any responstbutyfor aamtion.s aresult ior faultyorIncorrectinformation, specifications WEBS: 4x2 SP #3 continuous) braced unless noted otherwise. y4) 7-10- 8 10) ,19- 9- 4 16) 3- 9- 4 and/ ordesignsfumisheatothetrussdesigner 2-4x2 SP #3 1,13 - .This truss *NOT* designed for wind load! 5) 10- 3- 9 11) `19- 9- 4 -- 17) 0- 0-. 0.. by the client and the correctness or accuracy MAX LIVE LOAD DEFLECTION: 6) 11-11-12 12) 14- 5- 8 of this information as it may relate to aspe- L/599 at JOINT #14 TC... FORCE._CSI ..BC ... FORCE ... CSI MAX. REACTIONS PER BEARING LOCATION----- It, p JectandacceptsnoresponsibWtyor L=-0.37" D=-0.1411 T=-0.51" 1- 2 0 0.33 17-16 2114 0.60-_ X-Loc Vert Horiz' Uplift.Y-Loc Type' tion, h n no Boons shipment non, handling, shipment and installation of eatregandrd installation MAX HORIZONTAL TOTAL LOAD DEFLECTION: 2- 3 -3495 0.48 - 16-15- 2114 0.49 0- 3- 6 1087 0 0 BOT PIN trusses. This truss has been designed as an T= 0.08r1 3- 4 -3495 0.46 15-14 4229 0.93 19- 5-14 1087 0 0 BOT H-ROLL individual building component in accordancewlth MAX HORIZONTAL LIVE LOAD DEFLECTION: 4- 5 -4311 0.98 14-13 4311 0.95 ANSI/ TPI 1-1995 and NDS-97 to be incorporated T= 0.06" 5- 6 -4311 0.70 13-12 4311 0.95 as. part of the building design by a Building 6- 7 -3466 0.64. 12-11 2107 0.50 Designer (registered architect or professional RMB = 1..00 - - 7- $ -3466 0.42 engineer). when reviewed for approval by the building designer, the design loadings shown 8- 9 -3466 0.57. must be checked to be sure that the data shown 9-10 0 0.39 are in agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design'assumes compression chords (top or bottom) arecontinu- usly braced by sheathing unless otherwise specified. Where bottom chords In tension are not Cully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from .20gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES 3o.oa Poor to fabrication, the fabricator shall review O.P, this drawing to verify that this drawing is in confornance with the fabricator's plans and to 19-9.4 reallze a continuing responsibility for such veri- Ilk fication. Any discrepancies are to be put in 1 2 3 4 5 6 7 8 9. 1 Prating belorel n cutting or ledoverfabrication. PlatesshallnotbeInstalledoverknotholes, I 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" wide x 4" long. A 6x8 plate is 6" wide x s" long. Slots (holes) run parallel to the plate length specified. Double cuts on web 2X4 4X8 r— 1. 5X3 3X4 1.5X3 3X4 L5X3 W=3X44X8 2X4 membersshallmeet. at the centrold of the webs unless otherwise shown. Connector plate sizes T reminimumsizesbasedontheforcesshownand may need to be increased for certain hand- 1-4-0 14-0 ling and/or erection stresses. This truss is not to be fabri ated with fire retardant treated 4X8 W =3X4 3X8 3X4 1.SX3 3X8 - - 4X8 lumber unless otherwise shown. For additional information on Quality Control refer to. ANSI/ TPI I-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling 19-9-4 L - Installing & B—Ing', HIB-9 L Trusses are to 11 % - 16 15 - 14 13 12 1 behandledwithparticularareduringbandingand bundling, delivery and installation to avoid 1087# 6.75" 1087# 6.75" damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- 19-9-4 itionandforresistinglateralforcesshallbedesigned and installed by others. Careful hand- Ling is essential and erection bracing is always EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.3389 required. Normal precautionary action for OICA( d S St iilS WARNING: READ ALL NOTES ON THIS SHEET. - - A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng.. Job: DWg: BR Truss ID: F21 truss- stallaionbetweentremporarybracingduring installationbetweentrussestoavoidtopplingaAFnddommoing_ The supervision of erection of trusses shall be under the control of persons expedehced In the installation of trusses. Professional y CONTRACTOR. - Dsgnr: TLY Chk• - Date:. 2-04-02 - advice shall be sought if needed. Concentration of construction toads greater TC Live 40.0 psf DurFac.- Lbr.. -1.00 4, 005 MARON DA WAY than the design loads shall not be applied to trusses at any time. No loads other than the BRACING WARNING: Bracing shown on this drawing is bracing. bracing. bracing bracing TC Dead 10.0 DurFae - Pit: 1.00 weight of the erectors shall be applied to trusses fastening bracing SANFORD, FL. 32771 not erection wind portal or sunrlar which Is a part f'the budding design and which must be considered by the building designer Bracing is for lateral psf Be Live o.o sf. PO.C. Spacing: 24.0" untilafterallandis completed. 407) 321-0064 Fax (407) 321-3913 shown support of truss members only to red ce buckling length Provisions most be made to anchor lateral bracing at ends and specified locations determined by the budding designer. Design Criteria: TPI - TOMAS PONCE P.E. - Additional bracing of the overall structure may be required (See HIB-9I of TPI). BC Dead - 5.0 psf Truss Plate Institute, TPI, is located 583 D'Onof io Drive, Madison, 1 CodeDese: - LICENSE # 0050068 at Wisconsin 53719E 1890 GREENBROOK CT.OVIEDO,FL32766 TOTAL 55.0 - psf V:01.25.02- 11.95- 47- Design: Matrix Analysis - JOB PATH: C:17EE-LOKVOBSIBBRAF - - - HCS 12.19.01 JB: BAYBURY FLOOR AC: WO: BBRAF WE: TI: F23 QTY:3 DESIGN INFORMATION TOP CHORDS: 4x2 SP #2 Joint Locations=====__________ Thlsdesignisforanindividualbudding 4x2 SP #1 D 1 ® ..TC...FORCE ...CSI ..BC... FORCE. 1) 0- 0- 0 8) 15-11- 0 15) 11-11-12 component and has been based on Information BOT CHORDS: 4x2 SP #2 1- 2 0 0:28 19-18 2000 0.57 2) 2- 9- 0 9) 16- 6- 8 16) 10- 5- 4providedbytheclient. The designer disclaims anyyorinsibility for saresultor 4x2 SP #1 D 2 2- 3 -3270 0.39 18-17 2000 0.49 3) 5- 3-12 10) 18- 9- 0 17) 5- 3-12 faulty or Incorrect InCormaClon. specifications. corretInforInformagesation. WEBS: 4x2 SP #3 3- 4 -3270 0.42 17-16 3896 0.90 4) 7-10- 8 11) 19- 6- 8 18) 3- 6- 8 and/or designs furnished tothe truss designer 2-4x2 SP #3 - 1,13 4- 5 -3835 0.89 16-15 3835 1.00 5) 10- 5- 4 12) 19- 6- 8 19) 0- 0- 0 by the client and the correctness or accuracy 4-4X2 SP #3 14 5- 6 -3835 0.63 15-14 - 3835 1.00 6) 11-11-12 13) 18- 9- 0 of this information as it may relate to aspe- MAX LIVE LOAD DEFLECTION: 6- 7 -3039 0.81 14-13 1692 0.40 7) 13-11-12 14) 13-11-12 cific project and accepts no responsibility or tier, ises rd fatiin- L/ 689 at JOINT #16 7- 8 -3039 0.41 13-12 0 0.10 MAX. REACTIONS PER BEARING LOCATION ----- handli g. shipment Uon; handling, shlpmenf and Installallon of andinstallationL=-0.3111 D=-0.12" T=-0.43" 8- 9 -3039 0.47 X-Loc Vert Horiz Uplift Y-LoC e pTypetrusses. This truss has been designed - an MAX HORIZONTAL TOTAL LOAD DEFLECTION: 9-10 0 0.33 0- 3- 6 1035 0 0 BOT PIN individual building component in accordance with T= 0.0711 10-11 0 0.09 - 18- 8-12 1116 0 0 BOT H-ROLL ANSI/ TPI 1-1995 and NDS-97 to be incorporated MAX HORIZONTAL LIVE LOAD DEFLECTION: as part of the budding design by a Building T= 0 05" Designer (registered architect. or professional engineer). When reviewed for approval by the j = 1.00 buildingdesigner, the design loadings shown must be checked to be sure that the data shown are in agreement with the local budding codes. local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced. by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceding, they should be braced at a maximum spacing of W-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 30.00° Prior to fabrication. the fabricator shall review typ. this drawing to verify that this drawing is in conformance with the fabricators plans and to 19-6-8. realize a continuing responsibility for such verl- I i I Cieetlmn. Any discrepancies are to be put to 1 2 3 4 5 G 7 8 9 10 1" ^ writing before cutting or fabrication. - Plates d shanot beInstalled over knotholes, 11-2-8 knots or distorted grain. Members shall be cut_ for light fitting wood to wood bearing. Con- 1-5-0 nector plates shall be located on both faces of I the tro- with nails fully Imbedded and shad be sym. about the joint unless olherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6" 1.5X3 wide x 8" long. Slots (holes) run parades to the plate length specified. Double cuts on web 2X4 4X8 1.5X3 3X4 1.5X3 3X4 1.5X3 W=3X48 2X4X6 members shad meetatthecentroidofthewebsunlessotherwiseshown.. Connector plate sizes TT are minimum sizes based on the forces shown and may need to be increased for certain hand- 1-4-0 1-4-0 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 4X8 W =3X4 3X8 3X4 1.5X3 3X8 NX161 ANSI/TPI I- 1995 PRECAUTIONARY NOTES All bracing and' erectlon recommendations are to be followed in accordance with "Handling Installing & Bracing', HIB- 91. Trusses are to 19 18 17 16 15 14 13 12 be handled withparticularcareduringbandingandbundling, delivery and Installation to avoid 1035k 6.75" 1117# 3.50" CANT: 0-8-0 damage. Temporary andpermanentbracingforholdingtrusses 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 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER .ANSI/TPI 1-1995 Scale = 0.3429 required. Normal precautionary action for rary1.a bracing oidtopduring. trusses tonbet eensuctrusses Installation between trusses [oavoidtopplingW/'1RrtiNG. READ ALL NOTES ON THIS SHEET. En Job: g• W BRAF anddommoing. The supervision o"r_. of trusses shall be under the control of persons p N S A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING DW Truss ID: F23 experienced In the installation of trusses. Professional advice shall be sought if needed. aronda J StelilS w CONTRACTOR. DSgnr' TLY - Chk' Dale: 9-25-03 TC Live 40.0 psf DurFae - Lbr. 1.00 Concentration of construction loadsgreaterUnaothedesignloads shall not be applied to BRACING WARNING: trusses at any time. No loads other than the 4005 MARONDA WAY Bracing shown on this do ping is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead 10.0 pSf DurFae - Pit: 1.00 weight of the erectors shad be applied to trusses l SANFORD, FL. 32771 which is a part of the building design and which must be considered by the budding dosigner. Bracing O.C.Spacing: 24.0" P g not afterallfasteningandbracing407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Pro%isions must. be BC Live 0.0 pSf I. completed. TOMAS PONCE P.E. made to anchor lateral braciog at ends and specified locations determined by the building designer. Addidonal bracing the be BC Dead SA psf Design Criteria: TPI LICENSE #0050068 of overall structure may required. (See HIB-91 of TPI). Truss Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). Code Desc, 1005 VANNFSSA DR.OVIEDO, FL32766 TOTAL 55.0 pSf V:09.05.02- 29999- 30 Design: Matrix Analysis JOB PATH: C:tTEE-LOR"UOBSIBBR.4FICONVER7 - HCS: 08.20.02 DESIGN INFORMATION This design Is for an Individual building component and has been based on infonnatton provided by the client. The designer disclaims any responsibility for damages as a result of faulty of Incorrect information, speclficallons 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 fabri-- tion, handling, shipment and Installation of trusses. This truss has been designed as an individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional 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 cLatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottomchords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Is in conformance with the fabricator's plans and to realize a continuing responsibility for such verf- ficatlon. Any discrepancies are to be put in - writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5. 4 plate is 5" wide x 4" long. A 6.8 plate Is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web embers shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/ TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing", HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shall be designed and installed by others. Careful hand- ling Is essential and erection bracing 1s always required. Nomral precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dommoing. The supervision of er-1= of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the. weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. JB: 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 L=- 0.45" D=-0.17" T=-0.61" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.15" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.11" RMB = 1.00 WO: BBRAF WE:: This truss *NOT* designed for wind load! TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -1919 0.15 38-37 0 0.02 2- 3 -1919 0.12 37-36 3419 0.86 3- 4 -4540 0.31 36-35 5610 0.68 4- 5 -4540 0.32 35-34 5610 0.71 5- 6 -5610 0.55 34-33 5818 0.74 6- 7 -5610 0.56 33-32 5277 0.67 7- 8 -5877 0.93 32-31 2346 0.32 8- 9 -5877 0.66 31-30 2346 0.68 9- 10 -5877 0.94 30-29 -7.1 0.00 10- 11 -4135 0.59' 29-28 1270 0.41 11- 12 -4135 0.50 28-27 1270 0.45 12- 13 71 0.32 27-26 1954 0.94 14- 15 71 0.33 26-25 1954 0.94 15- 16 =1982 0.36 25-24 1225 0.58 16- 17 -1982 0.31 24-23 0 0.10 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 3 typ. TI: F3 9TY:2 Joint Locations=============== 1) 0- 0- 0 14) 19-11-12 27) 25- 1- 4 2) 1- 8- 4 15) 22- 6- 8 28) 23 9- 4 3) 3- 2- 0 16) 24- 5- 4 29) 19-11-12 4) 4- 4-14 17) 25- 1- 4 30) 19- 9-12 5) 5- 8= 8 18) 26-10-12 31) 16- 0- 0 6) 6 2- 0 19) 29- 0- 4 32) 14- 8- 4 7) 7- 0- 0 20) 31- 1- 8 33) 9- 6-12 8) 9- 6-12 21) 33- 9- 0 34) 6- 2- 0 9) 10- 2-12 22) 35- 9- 4 35) 5- 8- 8 10) 12- 1- 8 23) 35- 9- 4 36) 4- 4-14 11) 14- 8- 4 24) 33- 9- 0 37) 1- 8- 4 12) 17- 3- 0 25) 29- 0- 4 38) 0- 0- 0, 13) 19- 9-12 26) 26-10-12 TOTAL DESIGN LOADS -------=---- Uniform PLF From PLF To TC Vert L+D -100 0- 0- 0 -100 35- 9- 4 BC Vert L+D -10 0- 0- 0 -10 35- 9- 4 Concentrated LBS Location - TC Vert L+D -435 35- 9- 4 BC Vert L+D -590 5-11- 4 MAX. REACTIONS PER BEARING LOCATION----- X- Loc Vert Horiz Uplift Y-Loc Type 0- 3- 6 1511 0 0 BOT PIN 19- 10-12 1961 0 0 BOT H-ROLL 33- 6- 8 1491 0 0 BOT H-ROLL 1 2 3 4 5 6 7 8 9 10 1.1 12 13 14 15 1617 18 19 20 21 22' 5- 11-4 27-11-8 I 0- 4-0 - I le- 2-0-0 435# 1- 4-0 1'LSX3 5X3 1.5X3 W =3X6 1.5X3 1.5X3 w 14- 0 5X8 4X6 4X6 3X4 1.5X3 3X6 1.5X3 4X10 1.5X3 3X6 W=3X6 3X4 1.5X3 3X8 . 3X4 3X4 5X10 6X8 6X8 6X8 W=3X6 3X6 3X6 1.5X3 3X4 3X4 3X6 6X12 4X6 W =3X6 3X10 35- 9-4 138 37 36 35 34 33 32 31 30 29 28 27 26 25 24 2 1511# 6.75" 1961# 3.50" 1492# 8.00" CANT: 1-10-12 19- 10-12 13-11-12 590# 35- 9-4 EXCEPT AS HOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 0.1873 WARNING: READ ALL NOTES ON THIS SHEET., Eng. Job: BBRAF M Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: F3 0nda CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 3-14-02 TC Live 40.0 psf DurFac - lbr: 1.00 4005 MARON DA WAY Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead 10.0 psf DurFae - Pit: 1.00 SAN FORD, FL. 32771 . which Is a part of the building design and which must be considered by the building designer. Bracing Is for lateral support truss to buckling length. Provisions must be BC Live 0.0 psf O.C. Spacing: 24.0" 407) 321-0064 Fax (407) 321-3913 shown of members only reduce made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 5.0 Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). psf 1 Code Dese: LICENSE #0050068TrussPlateInstitute, TPI. is located at 583 D'Onofdo Drive, Madison, Wisconsin 537191_ 1890 GREENBROOK CT.0VIED0,FL32766 TOTAL 55.0 psf I V:01.25.02- 9839- 43 Design: Mwriz Analysis JOB PATH: C!TEE-LOKUOBSIBBR4F HCS: 72.19.01 JB: BAYBURY FLOOR AC: WO: BBRAF WE: TI: F31 QTY:1 DESIGN INFORMATION TOP CHORDS: 4x2 SP #2 2x6 continuous strongback. Attach to each Joint Locations=============== . This design is for an individual building BOT CHORDS: 4x2 SP #1 D truss with 3-10d nails. Splice stiffback 1) 0- 0- 0 12) 22- 6- 8 23) 26-11- 0 component and has been based oninform,tion 4x2 SP #2 D 2 on truss vertical. 2) 2- 9- 0 13) 24- 5- 4 24) 25- 1- 4 provided by the client. The designer disclaims 4x2 SP #2 3 MULTIPLE LOADS -- This designis the 3) 5- 3-12 14) 25- 1- 4 25) 20- 8- 8anyresponsibWtyfordamagesasaresultof faultand/ orinrorrccunfortdtion. specifications WEBS: 4x2 SP #3 - composite result of multie loads. multiple 4 7- 3-12 15) 26.-11- 0 26 19-11-12 and/or designs finished to the truss designerthetrusdesign 2-4x2 SP #3 1,23 All COMPRESSION Chords are to be 5) - 9- 6-12 16) 29- 0- 8 27) 19- 9-12 by the client and the correctness or accuracy Partial Double Chord to be same size and continuously braced unless noted otherwise. 6) 10- 2-12 17) 31- 1- 8 28) 14- 8- 4 of this information as It may relate to a spe- grade as chord to which it is attached. CUT TOP CHORD OVER INTERIOR SUPPORT *** 7) 12- 1- 8 18) 33- 9- 0 29) 10-,2-12 cific project and accepts no responsibility or This truss is designed to bear on multiple 8) 14- 8- 4 19) 35- 9- 4 30) 9- 6.-12 exerciseshandliconwlwith ntaregardtofabrlm- lion, handling, shipment and installation of UonoThis truss *NOT* designed for wind load! supports. Interior bearing locations should plyg9) 17- 3- 0 20) 35- 9- 4 31) 7-'3-12 trusses. " ll"'russ has been designed as an MAX LIVE LOAD DEFLECTION: be marked on truss. Shim or wedge if 10) 19- 9-12 21) 33- 9- 0 32) 5- 3-12 individual building component inaccordance with L/425 at JOINT #31 necessary to achieve full bearing. 11) 19-11-12 22) 29- 0- 8 33) 0- 0- 0 ANSI/TPI I-I995 and NDS-97 to be incorporated L=-0.54" D=-0. 20" T=-0.751' of thebuildingdesignby a MAX HORIZONTAL TOTAL LOAD DEFLECTION: TC...FORCE...CSI TOTAL DESIGN LOADS------------ Designer orpBusing professionalbtheengine( registeredenreviewed approvalengineer). . when rthiededforraaprogsbyhowoMAXT= 0.12" BC...FORCE...CSI 1- 2 0 0.19 33-32 2132 0.90 Uniform PLF From PLF To building designer, the design loadings shown HORIZONTAL LIVE LOAD DEFLECTION: 2- 3 -3762 0.97 32-31 3762 0.73. TC Vert L+D -100. 0- 0- 0 100 35- 9- 4 must be checked to be sure that the data shown T= 0.09" - - 3- 4 -3762 0.63 .31-30 3762 0.73 BC Vert L+D - -10 0- 0- 0 10 35- 9- 4 are in agreement with the local building codes, 4- 5 -4505 0.66 - 30-29 4206 0.43 Concentrated LBS Location local climatic records for wind or snow loads. RMB = 1.15 5- 6 -4505 0.29 29-28 4206 0.99 TC Vert L+D -435 35- 9- 4 loads. project shown, trussaspecialapplieddesignedtrusshas not beendesignedfor6- 7 -4505 0.47 28-27 1982 0.55 MAX. REACTIONS PER BEARING LOCATION----- storageshown, storage or occupancy loads. The design assumes 7- 8 -3414 0.54 27-26 -76 0.00 X-Loe Vert Horiz Uplift Y-LOC_ .Type compression chords (top orbottom) are continu- 8- 9 -3414 0.47 26-25 1269 0.33 0- 3- 6 1089 0 0 BOT PIN ously braced by sheathing unless otherwise 9-10 76 0.32 25-24 1269 0.43 - 19-10-12 1859 0 0 BOT H-ROLL specified. Where bottom chords in tension arc 11-12 - 76 0.33 24-23 1946 0.89 33- 6- 8 1491 0 0 BOT H-ROLL no[fullybrath laterally by applied 12-13 -1974 0.37 23-22 1946 0.89 braced atrty rigid ceiling, theyshouldbebracedatamaximumspacingofl0'-0"o. c.Connector 13-14 -1974 0.31 22-21 1223 0.55 plates shall bemadufacturedfrom 20gauge hot 14-15 -1974 0.52 21-20 0 0.09 dipped galvanized steel meeting ASTM A653, 15- 16 -1946 0.74 Grade 40. unless otherwise shown. 16-17 - 1946 0.89 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 responsibWty for such ved- 0cation. Any discrepancies am to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown. and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabritiled 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 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- ition and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling Is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses 10 avoid toppling and dommoing. The supervision of erection of trusses shall be under the control of persons - pedenced in the installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads. greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. 3 17-18 879 0.52 435# tP 18-19 879 0.52 Ilk 1 35-9-4 1 2 3 4 5 6 7 8 9 1011 12 1314 15 16 17 18 1 6-3-12 27-11-12 le- 1- 10-8 - 2-0-0. 1- 4-0 W,= 3X6 1.5X3 1. 5X3 1-4-0 3X6 6X12 3X6 6X8 3X6 3X4 1.5X3 4X8 1.5X3 3X6 W=3X6 3X4 1.5X3 3X8 3X4 3X4' 3X10 W=3X6 3X6 1.5X3 3X4 1. 5X3 6X8 3X6 W=3X6 4X8 6X8 3X6 3X10N=2X4 4X6 n 35- 9-4 li 133 32 31 3029 28 27 2@5 24 23 22 21 2 1090# 6.75" 1.860# 3.50" 1492# 8.00" CANT: 1-10-12 k 19-10-12 -IQ 13-11-12 _ I le 35-9-4 EXCEPT AS HOWN PLATES ARE TL20 GA TESTED PER ANSi/TPI 1-1995 Over 3 Supports scale = 0.1873 aronda Systems y WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: Dwg: WU: bl:$KAF Truss ID: F31 CONTRACTOR. Dsgnr: TLY Clik: Date: 1-03-02 TC Live 40.0 psf DurFac - Lbr: 1. 00 BRACING WARNING: 4005 MARO_NDA WAY Bracing shown on thisdrawingisnoterectionbracing, wind bracing, portal bracing or similar bracing TC Dead 10.0 psf DurFae -'Pit: 1.00 1 SANFORD, L. 32771 which is a part ofthe building design and which must be considered by the building designer. Bracing buckling length. provisions must be BC Live 0. 0 l sf O.C. Spacing: 24.0" . 407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead ea 50 psf p Design Criteria: TPI TOMASPONCE P.E. Additional bracing of the overall structure may be. required. (See HIB -9l of TPI). 1 Code Desc, LICENSE #0050068 Cfruss Plate Institute. TPI, is located at 583 D'Orofrio Drive, Madison, Wisconsin 53719). 1890 GREENBROOK Cr.0VIEDO.FL32766 I I TOTAL 55.0 psf IVA 2.03.01- 10679- 6 Design: Matrix AwlYsis JOB PATH. C:ITEE-LOKIIOBSIBBRAF - HCS: 11.28.01 JB: BAYBURY FLOOR AC: WO: BBRAF WE: TI: F33 QTY:1 DESIGN INFORMATION CUTTING ONLY **** Truss NOT designed for wind Loads. **** Joint Locations===========____ this design is for an individual building TOP CHORDS: 4x2 SP #2 1) 0- 0- 0 23) 26-10- 0 45) 22-10- 0 component and has been based an information BOT CHORDS: 4x2 SP #2 All COMPRESSION Chords are assumed to be 2) 1- 6- 0 24) 28- 2- 0 46) 21- 6- 0 provided by the client. The designer disclaims- WEBS: 2-4x2 SP #3 continuously braced unless noted otherwise. 3) 2-10- 0 25) 28-10- 8 47) 20-10-12 any responsibility for damages asaresult of faulty or incorrect information, 4x2 SP #3 28,32,33 *** CUT TOP CHORD OVER INTERIOR SUPPORT *** 4) 4- 2- 0 26) 29- 6- 0 48) 20- 2- 0 and/ ordesigns rumisnedtothe trvssdeslgner truss designer GABLESTUD: 4x2 SP #3 This truss *NOT* designed. for wind load! 5) 5- 6- 0 27) 30-10- 0 49) 18-10- 0 by the client and the correctness or accuracy 6) 6-10- 0 28) 32- 2- 0 50) 17- 6- 0 of this information as it may relate to a spe- 7) 7- 1- 8 29) 33- 9- 0 51) 16- 2- 0 cificproject and accepts noresponsibility or 8) 8- 2- 0 30) 33- 6- 0 52) 14-10- 0 exercises no control with regard to fabrica- 9) 9- 6- 0 31) 34-10- 0 53) 13- 6- 0 tion.handling. shipment and installation of 10) 10- 7-12 32) 35- 9- 4 54) 12- 2- 0 trusses. This truss has been designed as an individual building component in accordance with 11) 12- 2- 0 33) 35- 9- 4 55) 10-10- 0 ANSI/TPI I-1995and NDS- 97tobeincorporated 12) 13- 6- 0 34) 34-10- 0 56) 9- 6- 0 as part of the building design by a Building 13) 14-10- 0 35) 33- $- 0 57) 8- 2- 0 Designer(registered architect or professional 14) 16- 2- 0 36) 33- 9- 0 58) 7- 1- 8 engineer). When reviewed for approval by the building designer, the design loadings shown 15) 17- 6- 0 37) 32- 2- 0 59) 6-10- 0 must be checked to be sure that the data shown 16) 18-10- 0 38) 30-10- 0 60) 5- 6- 0 arc in agreement with the local building codes. 17) 20- 2- 0 39) 29- 6- 0 61) 4-10-12 local climatic records for wind or snow loads, 18) 21- 6- 0 4 28-10- 8 62) 4- 2- 0 project specifications or special applied loads. 19) 22-10- 0 41) ) 28- 2- 0 63) 2-10- 0 Unless shown, truss has not been designed for 20) 24- 2- 0 42) 26- 10- 0 64)- 1- 6- 0 storage or occupancy loads. The designassumescompressionchords (top or bottom) are continu- 21) 24- 9- 4 43) 25- 6- 0 65) 0- 0- 0 ously braced by sheathing unless otherwise 22) 25- 6- 0 44) 24- 2- 0 specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" o. c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6". wide x 8" long. Slots (holed run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain 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 emetlon 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- ition and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling Is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and 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 time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. 35-9-4 1 2 3 4 5 61 8 9 10 11 12 13 14 15 16 17 18 19 202122 23 242526 27 28 2S50 313Z 14-0 1.5X3 N=1. 5X3 1. SX3 1.5X3 1.5X3 1-4-0 1.5X3 1.5X3 1.5X3 W=3X6 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 3X4 1.SX3 3X4 1.5X3 1.5X3 3X4 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 W=3X61.5X3 3X4 1.5X3 3X4 3X4 3X4 1.5X3 1.5X3 1. 5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 15X3 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 1.5X3 3X8 35-9-4 65 64 63 62 6160 59 58 57 56 55 54 53 52 51 50 49 48 4746 45 44 43 42 414039 38 37 3615 343 0# 8.00" 0# 8.001, CANT: 1-10-12 g 35-9-4 - EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Cont. Support Studs 0 14-0 o.c. scale = 0.1873 Maronda S StEmS y WARNING: READ ALL NOTES ONTHIS 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 Eng. Job: Dwg: Dsgnr: TLY Chk: wu: bb]( Pir Truss ID: F33 Date: 2-25- 02 TC Live 40.0 psf TC Dead 10.0 psf DurFac - Lbr: 1.00 DurFae - Pit: 1.00 4005 MARONDA WAY SANFORD, FL. 32771whichisa part of the building design and which must be considered by the building designer. Bating BC Live 0.0 psi O.C. Spacing: 24.0r1 407) 321-0064 Fax (407) 321- 3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 5.0 psi Design Criteria: TPI , TOMAS PONCE P. E. Additional bracing of the overall structure may be required. (See IIIB-91 of TPI). Code Dese: LICENSE #0050068 1890 GREENBROOK Cf.OVIEDO. FL32766 Truss Plate Institute. TPI. Is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719E TOTAL 5 5. 0 psf- V: 01.25.02- 4887- 56 Design: Matrix Analysis 1U8. PA7H: C. I1LL-LUK1JUB318BKAF JB: BAYBURY FLOOR AC: WO: BBRAF WE: TI: F4 QTY:3 DESIGN INFORMATION TOP CHORDS: 4x2 SP #2 MULTIPLE LOADS -- This design is the Joint Locations==============- This design is for an Individual building BOT CHORDS: 4x2 SP #2 composite result of multiple loads. 11 0- 0- 0 8) 14- 8-10'15) 10- 3- 6 component and has been based oninlormation WEBS: 4x2 SP #3 All COMPRESSION Chords are assumed to be 2) 0-10-14 9) 16- 1- 8 16) 8- 8-10 provided by the ellent. The designer disclakns 2-4x2 SP #3 4,13 continuously braced unless noted otherwise. 3) 3- 6- 6 10) 17- 4- 2 17) 4- 1-14 any responsibility for damages asaresult of faulty or Incorrect information, specifications MAX LIVE LOAD DEFLECTION: This truss *NOT* designed for wind load! gn4 ) 6- 1-14 11) 19- 4- 6 18) 3- 6- 6 and/ or designs furnished tothe truss designer L/962 at JOINT # 6 5) 8- 8-10 12) 19- 4- 6 19) 0- 0- 0 by the client and the correctness or accuracy L=-0.16" D=-0.06" T=-0.22" TC... FORCE ... CSI ..BC ... FORCE ... CSI 6) 10- 3- 6 13) 17- 4- 2 of this information as it may relate Ina spe- MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 0 0.23 19-18 51 0.24 7) 12- 4-14 14) 12- 4-14 cific project and accepts no responsibility or T= 0. 05" 2- 3 513 0.45 18-17 1496 0.39 exercises nocontrolwithregardtofabrica- Lion,handling. shipment and installation of MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 513 0.45 17-16 1496 0.38 TOTAL DESIGN LOADS trusses. This truss has been designed as an T= 0.03" 4- 5 -2212 0.34 16-15 2190 0.77 Uniform PLF From PLF To individual budding component in accordance with 5- 6 -2212 0.37 15-14 2190 0.77 TC Vert L+D -100 0- 0- 0 -100 19-. 4- 6 ANSI/TPI 1-1995 and NDS-97 to be Incorporated RMB = 1.15 6- 7 -2190 0.59 14-13 1432 0.48 BC Vert L+D 0- 0- 0 -10 19- 4- 6 as part of the building design by a Building Designer (registered architect or professional 7- 8 -2190 0.68 13-12 0 0.09 710 Concentrated LBS Location engineer). when reviewed for approval by the 8- 9 854 0.38 TC Vert L+D -435 19- 4- 6 budding designer, the design loadings shown 9-10 854 0.50 MAX. REACTIONS PER BEARING LOCATION----- mustbe checked to be sure that the data shown 10-11 854 0.50 _ X-Loe Vert HOriZ Uplift Y-Loe Type are In agreement with the local building codes, 3- 6-10 1184 0 0 BOT PIN local climatic records for wind or snow loads, 17- 1- 10 1447 O 0 BOT H-ROLL project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords ( top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 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 3f0;W" ill,435# Prior to fabrication, the fabricator shall review 1}'P. this drawing to verify that thisdrawing is in conformance with the fabricators plans and to 19-4-6 realize a continuing responsibility for such ved- 1 2 3- 4 $ 6 7 8 9 10 11 ficaLion. Any discrepanciesaretobeputinwritingbeforecutting es to fabrication. Platshall not be Installed over knotholes,. 11-4-2 knots or distorted gram. Members shall be cut for tight fitting wood to wood bearing. Con- 2-0-0 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 1..5X3 5x4 plate Is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to 4X6 the plate length specified. Double cuts on web 1.5X3 2X4 3X6 1.5X3 3X4 1.5X3 3X8 W =3X4 2X4 3X4 members shall meet at the centrotd 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- 1-4-0 14-0 dng and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For addltional 4X6 VV=3X4 3X6 - 1.SX3 3X4 3X10 1.5X3 information on Quality ControlrefertoANSI/TPI 1-1995 1.5X3 3X10 PRECAUTIONARY NOTES 0 All bracing and erection recommendaLions are to be followed in accordance with "handling 19-2-14 installing & Bracing'. HIB-91. Trusses are to be handled with particular care during banding 9 18 17 16 15 14, 13 12 and bundling, delivery and installation to avoid CANT: 3-4-14 1185# 3.50" 1447# 8.00" CANT: 1-10-12 damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- 19-4-6 1 Ition and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling Is essential and erection bracing Is ahvays EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.3460 required. Normal precautionary action for trusses reqion ires during- WARNING: READ ALL NOTES ON THIS SHEET. - Eng. Job: W : BBRAF- between tt estorybracing instaila[lon between trussestoavoidtopplinganddomirming. The supervision of erection of trusses shall be under the control of persons in the Maronda S stems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dµg Dsgf1T: TLY Chk: - Truss ID: F4 Date: 1-03-02 experienced installation of trusses. Professional advice shall be sought it needed. Concentration of construction loads J CONTRACTOR. TC Live 40.0 DurFae - Lbr: 1.00 greater than the designloads shall not be applied to trusses loads the 4005 MARONDA WAY BRACING WARNING: - Braclm this drawing is bracin wind bracin orial bracing or similar bmcin psf TC Dead 10. 0 sf DurFae - Pit: 1..00 at anytime. No other than weight of the erectors shall be applied to - SANFORD, FL. 32771 shown on not erection g g g• g P g g. which Is a part of the budding design and which must be considered by the budding designer. Bracing buckling length. be p BC Live 0. 0 sf - P O.C. Spacing:. 24.0t1 trusses until after all fasterdrig and bracing is completed. 407) 321- 0064 Fax ( 407) 321-3913 shown Is for lateral support of truss members only to reduce Prm 9sions must made to anchor lateral bracing at ends and specified locations determined by the building designer. Design Criteria: TPI TOMAS PONCE P.E. bracing the structure be (See HIB-91 TPI)" BC Dead 5.0 sf p Additional of overallmayrequired. of Code Dese: LICENSE #0050068 Truss Plate Institute, TPI, Is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). 1890 GREENBROOK CT.OVIEDO. FL-32766 TOTAL 55.0 psf V-12.03.01- 10681- 8 Design: Matrix Analysis JOB R4TH. C:ITEE-LOKUOBSIBBR4F - HCS: 11.28.01 JB: BAYBURY FLOOR AC: v- WO: BBRAF WE: TI: F5 9TYA DESIGN INFORMATION TOP CHORDS: 4x2 SP #2 MULTIPLE LOADS -- This design is the Joint Locations============_== This design is for an individual budding BOT CHORDS: 4x2 SP #2 composite result of multiple loads. 1) 0- 0- 0,6) 11- 4- 8 11) 9- 1- 4 componentand has been based onfnm foration WEBS: 4x2 SP #3 All COMPRESSION Chords are assumed to be 2) 2- 9- 0 7) 14- 0- 0 12) 6-11-12 provided bytheclient. The designer disclaims any responsibility for damages as result of 2-4x2 SP #3 10 continuously braced unless noted otherwise. 3 5-.3-12 8 16- 0- 4 13) 5- 3-12 faulty or incorrect tnfnrnaiaon, specifications: MAX LIVE LOAD DEFLECTION** i This truss *NOT* designed .for wind load. 4) 6-11-12 9) 16- 0- 4 14) 0- 0- 0 and/ordesigns. furnished to the truss designer L/B13 at JOINT # 9 5) 9- 1- 4 10) 14- 0- 0 by, the ellent and the correctness or accuracy L=-0.17" D=-0.0611 T=-0.2311 TC... FORCE... CSI ..BC... FORCE... CSI of this infornationasitmay relate toaspe- MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 0 0.33 14-13 1387 0.45 TOTAL DESIGN LOADS------------ clficproject and accepts noresponsibility or fabrica- tier,Mildr T= 0. 04" 2- 3 - 2075- 0.40 13-12 2040 0.89 Uniform PLF From PLF To control tion, handling, shipment andInstallation of mentan,dinsard ofationo MAX HORIZONTALLIVELOADDEFLECTION: 3- 4 -2075 0.50 12-11 2040 0.89 TC Vert L+D 100 0- 0- 0 -100 16- 0- 4 trusses. This truss has been designed as an T= 0. 03" 4- 5 -2040 0.71 11-10 1257 0.53 BC Vert L+D 10 0- 0- 0 -10 16- 0- 4 individual budding component In aceordance with 5- 6 -2040 0.91 10- 9 0 0.08 Concentrated LBS Location ANSI/TPI 1-1995 and NDS-97 to be Incorporated RMB = 1.15 6- 7 878 0.51 - TC Vert L+D 435 16- 0- 4 as part of the building design by a Building Designer (registered architect or professional 7- 8 878 0..51 - MAX. REACTIONS PER BEARING LOCATION----- engineer). When reviewed for approval by the X-LOc Vert Horiz Uplift Y-Lot Type budding designer, the design loadings shown 0- 1-12 760 0 0 BOT PIN must be checked to be sure that the data shown 13 - 9- 8 1503 0 0 BOT H-ROLL are in agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compresslon chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40, unless otherwise shown. n 435Nj FABRICATION NOTES P. I Prior to fabrication, the fabricator shall review 16-0-4 this drawing to verity thatthisdmwingisIn1t2345 I 7 8 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. 8-0-8 Plats shad not be installed over knotholes, isor distorted grain. Members shall be cut 2-0-0 for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shad be sytn. about the joint unless otherwise shown. A 1.5X3 5x4 plate Is 5" widex4" long. A 6x8 plate is 6" wide x 8" long. Slots ( holes) run parallel to the plate length specified. Double cuts web members shall meet at the cen[roid of the webs . shadwebs, 1.5X3 3X6 1.5X3 3X4 1.5X3 3X8 2X4 3X4 T unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown 1-4-0 1-4-0 and may need ct Increased for certain hand- ling and/or erection stresses. This truss 15 not to be fabricated with fire retardant treated 3X6 3X6 1.5X3 3X4 3X10 LSX3 lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendaLions are to be followed in accordance with "Handling 16-0-4 1 InstaWng & Bracing', HIB-91. Trusses are to I - - - be handled with particular care during banding 114 13 12 11 10 91 and bundling, delivery and installation to avoid 760# 3.50" 1503N 8.00" CANT: 1-10-12 damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- io ition and for misting lateralforcesshallbedesignedandinstalledbyothers. Careful hand- ling Is essential and erection bracing is always EXCEPT AS SHOWN PLATES ARE TL.20 GA TESTED PER ANSI/TPI 1-1995 Scale = 0.4182 required. Normal precautionary action for Maronda Systems WARNING: READ ALL NOTES ON THIS SHEET. - - A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: D"'g: BBRAF Truss ID: F5 installatireqon old ingtop during Installation between trusses to avoidtopplingbeteensuctrusprarytosionoftrolofectionofanssesshall olmg. under trusses ofpersonstheexperemeedintheInstallationofmusses. Professional Y CONTRACTOR. Dsgtu-: TLY Chic: Date: 1- 03- 02 advice shall be sought if needed. Cone entmLionofconstruction loads greater than the design load BRACING WARNING: TC Live 40.0 . psf DurFae - Lbr: 1.00 applied h shad not other trusses at any time. No loads other thantherthan4005MARONDAWAYBracingshown on thisdrawing is not erection bracing, ndnd bracing, portal bmcfng or similar bracing TC Dead 10.0 psF DurFae - Pit: 1.00 weight of the erectors shall be applied to trusses fastening bracing SANFORD, FL. 32771 which is a par of the budding design and which must be considered by the building designer. Bracing truss to BC Live 0.0 sf_ P O.C. Spacing:. 24.0" until afterall and I.completed. - 407) 321-0064 Fax (407) 321- 3913 shown rs for lateral support of members only reduce buckling lcog+th. Provisions roust be made to anchor lateral bmeing at ends and specified locations deterinined by the building designer. Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). BC Dead 5.0 sf P LICENSE #0050068 Truss Plate Institute, TPI, islocated at 583 D'Onofdo Drive, Madison, Wisconsin 53719). Code Dese: 1890 GREENBROOK cr.0VIED0.FL327U TOTAL 55.0 psf V:12.03.01- 10682- 9 Design: Marrir Analysis - JOB PATH: C:ITEE-LOKUOBSIBBRAF - HCS: 11.28.01 F DESIGN INFORMATION This design Is for an individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling; shipment and installation of trusses. This truss has been designed as an individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads,. project specific ttlons 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- ousty braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied. rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.c. Connectors plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASfM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancles are to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 - PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing', HIB-91. Trusses are to be handled with particular care duringbanding 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 temporary bracing during installation between trusses to avoid toppling and donunoing. 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 wristruction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing I. completed. JB: BAYBURY FLOOR AC: 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 L=- 0.09" D=-0.03" T=-0.12" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.02" RMB = 1.00 WO: BBRAF WE: This truss *NOT* designed for wind load! TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 0 0.35 12-11 1321 0.37 2- 3 -1606 0.37 11-10 1946 0.56 3- 4 -1606 0.30 10- 9 1946 0.60 4- 5 -1946 0.31 9- 8 1319 0.46 5- 6 -1946 0.44 6- 7 0 0.38 30. 00" _) typ. 13- 3-4 TI: F6 QTY:4 Joint 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) 37 8- 8 4) 5=11- 8 8) 13- 3- 4 12) 0- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X- Loc Vert:.Horiz Uplift Y-Loc Type 0- 1-12 729 0 0 BOT PIN 12- 11-14 729 0 0' BOT H-ROLL 11 2 3 4 5 6 7' 6- 11-8 -- I 1- 10-8 - 1. 5X3 1. 5X3 3X6 1.5X3 3X4 1.5X3 T 1- 4-0 1 3X6 2X4 T 1- 4-0 3X6 3X6 1.5X3 3X4 1 I 13- 3-4 112 730# 3.50" 13- 3-4 EXCEPT AS SIIOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 WARNING: READ ALL NOTES ON THIS SHEET. Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 4005 MARONDA WAY Bracing shown on this drawing is riot erection bracing, wind bracing, portal bracing or sfinllar bracing SANFORD, FL. 32771 which Is a part of the building design and which must be considered by the building designer. Bracing 407) 321-0064 Fax (407) 321-3913 shown Is for lateral support of truss members oniv to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. TOMAS PONCE P.E. Additional bracing of the overall stnsture may be required. (See 11117-91 of TPI). . LICENSE # 0050068 1890 GREENBROOK CT.OVIEDOTL32766 Truss Plate Institute, TPI, is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). 3X6 I 1 81 730# 6.75" scale = 0.5049 Dwg: Dsgnr: TLY Chk: Truss ID: F6 Date: 3-14-02 TC Live 40.0 psf DurFac - Lbe 1.00 TIC Dead 10.0 psf DurFac - Pit: 1.00 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 5.0 psf Design Criteria: TPI Code Desc: TOTAL 55.0 psf V:01.25.02- 9848- 5: Design: Matric Analysis JOB PATH: CATEE-LOKIJOBSIBBRAF HCS: 12.19.01 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. 'fhe destine, disclalnvs any responsibility for damages as a result of faulty or Incorrect Information, spe 1B-OonS 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 responsibiilty or rctses no control with regard to fabrics - Lion, handling, shipment and installation of trusses. This truss has been designed as an Individual bulldmg 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 agmemem with the local building codes, local climatic records for wind or snow loads. p jeet specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are contmu- ously braced by sheathing unless otherwise specified. Where bottom chords intension are not fully braced laterally by a properly applied rigid ceWng, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in nceconformawith the fabrimtor s plans and to realize a continuing responsibility for such vert- Ocation. Any discrepancles are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted gram. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes 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 fabnnted 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 erection recommendations are 10 be followed in accordance with "Handling Installing& Bracing", HIB-91. Trusses are to he handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- itron 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 bmcmg during lustallatlan between trusses to avoid toppling and dommomg. The supervision of erection of trusses shall be under the control of persons experienced In the installation russes. Professionaladviceshallbesougofhttifneeded. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: BAYBURY FLOOR AC: 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= 0.0011 T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.00 1- 4-0 1 2 WO: BBRAF WE: This truss *NOT* designed for wind load! TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 0 0.05 12-11 0 0.16 2- 3 0 0.19 11-10 -1 0.16 4- 5 1 0.17 10-9 1 -1 0.00 5- 6 -140 0.17 9- 8 140 0.04 8- 7 0 0.01 TI: F7 QTY:1 Locations========---==== 1) 0- 0- 0 5) 4- 1-10 9) 2- 7- 4 2) 0- 6- 0 6) 5- 9- 0 10) 2- 0-12 3) 2- 0-12 7) 5- 9- 0 11) 0- 6- 0 4) 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-ROLL 0- 3- 6 116 0 0 BOT PIN 2- 4- 0 344 0 0 BOT H-ROLL 2X4 1.5X3 3X4 1.5X3 3X4 4X6 Ld 1- 4-0 2X4 3X4 1.5X3 3X4 4X6 1.5X3 eon 1 12 11 10 1161/ 6.75" 345# 8.00" iq 2-4-0 Die 3-9-0 5- 9-0 EXCEPT AS HOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports WARNING: READ ALL NOTES ON THIS SHEET. laronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 4005MARONDAWAYBracingshownonthisdrawingIsnoterection bracing, wind bracing, portal bracing or similar bracing SANFORD, FL. 32771 which is a part of the building design and which must be considered by the boding designer. Bracing 407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). LICENSE # 0050068 1890 0REENBROOK CT.OVIEDO. FL32766 Russ Plate Institute, TPI, Is located at 583 D'Onofrio Drive, Madison. Wisconsin 537 19). 0- 4-0 205# 3.50" Is 0-4-0 scale tROt.?614 Eng. Job: Wu: tit$RAI- Dwg: Truss ID: F7 Dsgri TLY Chk: Date: 3-14-02 TIC Live 40.0 psf DurFac - Lbr: 1.00 TIC Dead 10.0 psf DurFac - PIt: 1.00 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 5.0 psf Design Criteria: TPI Code Desc: TOTAL 55.0 psf V:01.25.02- 9840- 41 Design: Metric Analysis JOB PATH: C:ITEE-LOKVOBSIBBRAF HCS: 12.19.01 DESIGN INFORMATION This design is for an individual building component and hasbeen based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect information, specifications and/ or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- cific project and accepts no responsibility or - exercises no control with regard to fabrica- lion, handling, shlpment-and Installation of trusses. This truss has been designed as an individual building component in accordance with ANSI/ TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer ( registered architect or professional engineer). When When reviewed for approval by the building designer. the design loadings shown most be checked to be sure that the data shown am in agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from.20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing toverify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such berl- fication. Any discrepancies are to be put in writing before cutting or fabrication. - Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about 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 centrofd of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- Ling and/ or erection stresses. This truss is not tobe fabricated with fire retardant treated lumber unless otherwise shown. For additional information on. guakty Control refer to ANSI/TPI 1- 1995 JB: BAYBURY FLOOR AC: TOP CHORDS: 4x2 SP #2 BOT CHORDS: 4x2 SP #2 WEBS: 4x2 SP # 3 2-4x2 SP # 3 1,5 MAX LIVE LOAD DEFLECTION: L/999 L=- 0.01" D=-0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.60" MAX HORIZONTAL LIVE LOAD DEFLECTION: T_ 0.00" RMB = 1.00 1-4-0 WO: BBRAF WE: This truss *NOT* designed for.wind load! TC... FORCE ... CSI BC...FORCE CSI 1- 2 0 0.18 8- 7 0 0,25 2- 3 0 0.22 7'- 6 198 0.30 3- 4 198 0.23 6- 5 0 0.07 TI: F8 QTY: 2 Joint Locations=============== 1) 0- 0- 0 4) 3- 9- 0 7) 0 6- 0 2) 0- 6 0 5) 3- 9- 0 8) 0- 0- 0 3) 2- 1- 5 6) 2- 1- 5 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3-11- 4 234 0 0 TOP H-ROLL 0 3- 6 210 0 0 BOT PIN I. 4-1- 0 L 1 2 3 4 IYA 7 rlyl IVA 4X6 2X4 3X4 4X6 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed in accordance with "Handling 3-9-0 Installing & Bracing', HIB- 91. Trusses are to be handled' with particular cafe during banding. 8. 7 6 and bundling.delivery and installation to avoid n 2111/ 6.75damage. Temporary and permanent bracing for holding trusses In -a straight and plumb pos- 3-9-0 pion and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER. ANSI/TPI 1-1995 required. Normal precautionary action for.. Irussesionb requires temporary braavoidtop duriling e, WARNING: READ ALLNOTES.ON THIS SHEET.. Installationtrusses between trussestoavoidtopplingbetweenansseinhaling. Thesupervisionoferectionof t t/ COPY OF. THIS DRAWING TO BE GIVEN TO ERECTING trusses shall be under thepersonsa11®W1® \/ls'tAp11 l+ System. IM A ion ofruexperienced m the installation oftrusses. 11 J `II Y . CONTRACTOR. - Professional advice shall be soughtifseeded. Concentrationtruction loads greaterapplied BRACING WARNING: r hand to than the design loads shallnotothertrussesatanytime. Noloadsotherthanthe4005MARONDA WAY Bracing shown on this drawing is not erection bracing; wind bracing, portal binning or similar bracing weight of the erectors shall be applied in SANFORD, Ff.. 32771 - which is a. part of the building design and which must be considered by the building designer. Bracing trusses until after all fastening and bracing 407) 321-0064 Fax (407) 321-3913 shown 1s for lateral support of truss members only to reduce buckling length, provisions rnust be is completed. - made to anchor lateral bracing at ends and specified locations determined by the buildingdesigner. TOMAS PONCE' P.E. Additional bracing ofthe overall structure may be required. (Sec HIB 9l'of Tilt). LICENSE N0050068 1890 OREENBROOK cr.OVIEDO. FL32766 . Toss Plate Institute, Till. Is located at 583 D'Ono(rio Drive, Madison, Wisconsin 53719). a Design: Malrir Analysis - - JOB PATH C:ITEP-LOKUOBSIBBBAF Eng. Job: Dwg: Dsgnr: TLY TIC Live TC Dead BC Live BC Dead. TOTAL 1. 5X3 0- 4 0 235H 3.50" 0-4-0 R0-4-0) scale = 1.5750 Truss ID: F8 Chk: Date: 3- 14-02 40. 0 psf DurFac - Lbr. 1. 00 I 16.0 psf DurFac - Pit: 1. 00 0.0 ' Psf O.C. Spacing: 24.0" 5.0 Psf Design Criteria: TPI Code Desc: 55. 0 nsf v- n 1- 25-02- 9841- 45 HCS: 12.19.0 . 77 JB: BAYBURY FLOOR AC: WO: BBRAF WE: TI F9 QTY:1 ' DESIGN INFORMATION TOP CHORDS: 4x2 SP #2 This truss *NOT* designed for wind load!==============Joint Locations_______________ This design is for an individual building - BOT CHORDS. 4x2. SP. #2 _ - - - 1) 0---0- 0 4) '7- 8- 0 7) 2- 8- 4 component and has been based on information WEBS: 4x2 SP #3 ..TC... FORCE ... CSI ..BC...FORCE...CSI 2) 2- 8- 4"" 5) "7- 8- 0 8) 0- 0- 0 provided by the client. The designer disclaims BEAR-. BLK; 2_4x2 SP #3 1- 2- -88 0.29 8- 7 7.34. 0.263) 4-11-12 6)-4-11-12 any responsibility for damages as a result of faulty or incorrect information, specifications MAX LIVE LOAD DEFLECTION: 2- 3 -735 0.31 7- 6 739 .0.17 " and/ or designs furnished to the truss designer L/999 3- 4 89. - 0.30 6- S 73,9 0.26------------ TOTAL DESIGN LOADS ------------ by the client and the correctness or accuracy L=- 0. 02"' D=-0 . 01' T=-O. 03 - Uniform PLF - From - PLF To of this Information as It may relate to aspe- MAX HORIZONTAL TOTAL LOAD DEFLECTION: TC Vert L+D -104' 0- 0- 0 -104 7- 8-.0 cific project and accepts no responsibility or T= 0.01" - - - - - -MAX: REACTIONS PER BEARING LOCATION ----- exercises no control with regard to tabrica- MAX HORIZONTAL LIVE LOAD DEFLECTION: X-Loc Vert. Horiz Uplift Y-LOc Type tion, handling, shipment and Installation of T= 0 01" 0- 1- 8 399 0 - 0 TOP PIN C trusses. This truss has been designed as an individual building component in accord —with 8- 0- 8 399 0 0. TOP - H-ROLL ANSI/ TPI 1-1995 and NDS-97 to be incorporated RMB = 1.00 as part of the building design by a Building Designer ( registeredarchitect or professional engineer). When reviewed for approval by the i building designer, the design loadings. shown must be checked to be sure that the data shown. are in agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords ( top or bottom) are continu- ously braced by sheathing unless otherwise - specified. Where bottom chords in tension are- not fully braced laterally by a properly applied rigid ceiling, they should be braced at a 1.3O.00o maximum spacingof10'-0" o.c. Connector - plates shall be manufactured from 20 gauge hot typ. - - dipped galvanized steel meeting ASTM A 653, L 8-2-0 Grade 40, unless otherwise. shown. I 1 2 3 4 r FABRICATIONNOTES 4_0-1 Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in. Ii I 2- 0-z' conformance withthefabricator's plans and to realize a continuing responsibility for such vert- 8catlon. Any discrepancies are to be put in writing before cutting or fabdntton. Plates shall not be installed over knotholes "-- knots or distorted grain. Members shall be cut wood Con- 6X8 3X4 3X6 6X8 77[— for tight fitting to wood hearing. nector plates shall be located on both faces of the [Hass with Halls fully imbedded and shall be sym. about the Join[ unless otherwise shown. A- 5x4 plate is 5" wide x 4" long., A 6x8 plate Is 6" wide x 8" long. Slots (holes) run parallel to 0-11-8 the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate stzes 0-11- 8 1-2- 8 1-2-8 are minimum sizes based on the forces shown and may needto be increased for certain hand lingand/or erection stresses This truss is not to be fabricated with fire retardant treated 3X4 - 3X4 - - 1. 5X3 - 3X4 lumber unless otherwiseshown. For additional.•' Information on Quality Control refer to 3X4 3X4 ANSI/ TPI 1-1995 0-3-0 0-3-0 PRECAUTIONARY NOTES All bracing and erection recommendations a. - to be followed in accordance with "Handling 7-8-0 6 5 Installing & Bracing', HIB9LTrussesaretobehandledwith particular care during banding 8 7 and bundling, delivery and installation to avoid 400N 3.00" 400# 3.00" damage. Temporary and permanent bracing for holding trusses in a straight and plumb nos- Ition and for resisting lateral forces shall be 0-3-0 - ^ 1_8_O - 9 03 p - - - - - designed and installed by others. Careful hand- ling is essential and erection bracing Is always 0 l+ - EXCEPT AS SHOWNPLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 Seale = 0.8204 required. Normal precautionary action for trusses lempomrybracing BBRAF such Installation between trussesto toppling WARNING: READ ALL NOTES ON THIS SHEET. - Eng. Jobe ationbetweenavoid pplingduring and dominoing. The supervision of erection of A.COPY OF THIS DRAWING TO BE GIVEN TO ERECTING - Day - - g' - Truss ID: F9 trusses shall be under the control of persons 19(a S StEAi9S y Date: 3- 1 4-02 experienced in the Installation oftrusesCONTRACTOR. Dsgnr: TLY -Clik: TC Live 40.0 psf DurFac - Lbf: 1.00 Professional advice shall be soughtifneeded. Concentration loads 4005 MARO N DA- WAY of construction greater than the design leads shall not be applied to BRACING WARNING: bracing bracing - TC Dead 10. 0 psf DurFac - Pit: 1:00 trusses at any time. No loads other than the th weight of e erectors betoSANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing, portal or similar Brac which Is'a of thebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. ing y' O.C. Spacing: 24.0" shall applied part for lateraltrussonlytobucklinglengthProvisionsmustbeBCLiveO.O. psf y trusses until after all fastening and bracing_ Is completed. 407) 321-0064 Fax (407) 321-3913 shown is support of members reduce made to anchor lateral bracing at ends and specified locations determined by the building designer. - Design Criteria: TPI TOMAS .PONCE P.E. Additional bracing of the overall structure may be required. (See HIB-91 ofTPl).- BC Dead 5.0 psf Code Desc: LICENSE #0050068 1890 GREENBROOK CT. OVIEDO.FL32766 Reiss Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). TOTAL 5s:o psf. 9845- 49 V:01.25.02- . HCS12.19.01 - Design: Mania Aua(vsis - JOBPATH.- CiTEE-LOKVOBSIBBRA.F - JB: BAYBURY FLOOR AC: WO: BBRAF WE: TI: 1`91 QTY:1 " DESIGN INFORMATION TOP CHORDS: 4x2 SP #2 All COMPRESSION Chords are assumed to be==============Joint Locations=======___ _=== This design is for an individual building BOT CHORDS: 4x2 SP #2 continuously braced unless noted otherwise. 1) 0- 0- 0 5) 4-10- 2 9) 2=11-12 component and has been based on information WEBS: 4x2 SP #3 This truss *NOT* designed for wind load! 2) 1- 6- 4 6) 6- 4- 4 10) 0- 0- 0 provided by the client. The designer disclaims BEAR. BLR: 2-4x2 SP #3 3) 2-11-12 7) 6- 4- 4 any responsibility for damages as a result of faulty or incorrect tri(ovca nation, specifications MAX LIVE LOAD DEFLECTION: ..TC ... FORCE ... CSI ..BC... FORCE ... CSI 4) 3- 4 -12 8) 3- 4 -12 and/ or designs furnished to the truss designer L/999 1- 2 -70 0.10 0-10 87 0.06 ----MAX. REACTIONS PER BEARING LOCATION-==-- bythe client and the correctdessoraccuracy L=-0.01" D= 0.0011 T=-0.01" 2- 3 -532 0.11 10- 9 403 0.15 X-Loc Vert Horiz Uplift Y-Loc Type of this Information. as It may relate to a spe- MAX HORIZONTAL TOTAL LOAD DEFLECTION: 3- 4 -532 0.05 9- 8 532 0.17 0- 1- 0 343 0 0 BOT PIN cilicproject and accepts noresponsibility or T= 0.00" 4- 5 -532 0.11 8- 7 401 0.15 6-10- 4 343 0 0 BOT H-ROLL exemises no contml with regard to fabrica- MAX HORIZONTAL LIVE LOAD DEFLECTION: 5- 6 -70 0.10 7- 0 87 0.06 Uon, handling, shipment and installation of misses. This truss has been designed as an T= 0 . 00" individual building component in accordance with - - ANSI/TPI 1-1995 and NDS-97 to be incorporated RMB = 1.15 - 1 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 be checked to be sure that the data shown - are in agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a L 6-11-4 maximum spacing of 10'- 0" o.c. Connector 1 2 3 4 5 6 plates shall be manufacturedfrom20gaugehot - dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. 3-5-12 FABRICATION NOTES — I 0- 3-8 Prior to fabrication, the fabricator shall -view , this drawing to verify that this drawing is in - conformance with the fabricator' s plans and to realize a continuing responsibility for such ven- 3X4 _ 3X4 fication. Any dtscmpancies are to be put in 1.5X3 3X4 - 1.5X3 1.5X3 3X4 1.5X3 'r writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted gram. Members shall be cut for tight fitting wood to wood bearing. Con- nector 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 5.4 plate Is 5" wide x 4" long. A 6x6 plate is 6" wide x 8" long. slots (holes) run parallel to 1-4-0 1-4-0 the plate length specified. Double cuts on web members shall meet at the centrold of the webs Z7!! unless otherwise shown. Connectorplatesizesareminlmumsizesbased 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 unlessotherwise shown. For additional 3X8 3X4 3X4 3X8 information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing'. H1B-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 busses in a straight and plumb pm - 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 toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought it needed. Concentration of construction loads greater than the design loads shall not be applied to I— at any time. No loads other than the weight of the erectors shall be applied to I. until after all fastening and bracing is completed. 10 9 343# 2.00" 0 - 6- 4-4 RO- 3-3-8) EXCEPT AS SHOWNPLATES 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 OREENBROOK CT. OVIEDO, FL32766 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 shrrtlar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPII. Truss Plate Institute, TPI, is located at 583 D'Onofno Drive, Madison, Wisconsin 53719). Eng. Job: Dwg: Dsgnr: TLY Clik: TC Live 40.0 psf TC Dead 10.0 psf BC Live 0.0 psf BC Dead 5.0 psf TOTAL 55.0 psf 343# 2.00" 038 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: vn1 )s ng- 97-17- AR j Design: Mmrix A"alpsis JOB PATH: C:ITEE-LOKUOBSIBBRAF H(3: i'.lxa