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110 Wheatfield Cir - BR04-001530 (CELERY LAKES) (SFR) DOCUMENTSPERMIT ADDRESS CONTRACTOR ADDRESS PHONE NUMBER 1Vlaronda Homes 1101 N Keller Rd., Ste F Orlando, FL 32810 PROPERTY OWNER 407-475-91 12 CRC 058496 ADDRESS PHONE NUMBER ELECTRICAL CONTRACTOR MECHANICAL CONTRACTOR PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE SUBDIVISION PERMIT # 0 4 _ 1 3y DATE Ov a-s O l PERMIT DESCRIPTION 0 LL S f/ F PERMIT VALUATION C %T c o C:l SQUARE FOOTAGE g a IYnreReR TO fi4TEW.4t t 9 ®f5-Ya n ®®a . MVe{11/ Certificate of Occupancy ONATQD,` This is to certify that the building located at 110 Wheatfield Cir., for which permit number 04-1530 was issued has been completed according to the plans and specifications filed in the permit, to wit as New Single Family Detached 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 08/04/2004 Engineering: D. Richards Public Works: R. Buckner Utilities: Richard Blake Fire Department: N/A Zoning: N/A Maronda Homes Property Owner 08/11/2004 08/04/2004 08/11/2004 C)a yv . 08/12/04 Building Official Date CERTI LATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION SINGLE FAMILY RESIDENCE**** DATE: PERMIT #: ADDRESS: CONTRACTOR: PHONE #: 08/02/04 04-1530 110 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. ngineerin , /, o S []Fire Public Works Utilities Zoning _ Licensing N/A N/A N/A CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) Aq wla a3su7/9 CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION SINGLE FAMILY RESIDENCE**** DATE: PERMIT #: ADDRESS: CONTRACTOR: PHONE #: 08/02/04 04-1530, 110 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 Fire ublic Works q Zoning Utilities N/A MEN Licensing N/A CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS I A v i fr a_ r aar Ir I I 1 1 1 CERTIFCATE OF OCCUPANCYCk REQUEST FOR FINAL `ENSPECTIOI Ln I I I 1 1 1 SINGLE FAMILY RESIDENCE"" i S I DATE: 08/02/04 PERMIT #: 04-1530 I,I a 2I ADDRESS: 110 Wheatfeld Cir"` u CONTRACTOR: Maronda Homes C3 PRONE #: 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 OPublic Works tilities / s ii y Fire N/A Zoning N/A_ Licensing N/A CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) LMBC1,001 CITY OF SANFORD 8/09/04 Address Misc. Information Inquiry 08:59:18 Location ID . . . . . . . 254855 Parcel Number . . . . . . 32.19.31.515-0000-0650 Alternate location ID . . Location address . . . . . 110 WHEATFIELD CIR Primary related party . . Type options, press Enter. 5 View detail Opt Description Free -form information PLANNING & ZONING COMMENT CELERY LAKES, PHASE I CUSTOMER SERVICE NOTES ******** LOT 146 ******** CUSTOMER SERVICE NOTES SW DEV FEE $1700.00 WA DEV FEE $650.00 CUSTOMER SERVICE NOTES BP04-1530 PD 4-8-04 SEE REC#6616 CUSTOMER SERVICE NOTES 3/4"WA METER SET FEE $190.00 PD 4-8-04 CUSTOMER SERVICE NOTES REC#6616 F2 Address F3=Exit F5=Special Notes F9=Parcel Notes F12=Cancel L__. J_Lff&Ciool CITY OF SANFORD Address Misc. Information Inquiry Zocation 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 0. • IG N 110 WHEATFIELD CIR Free -form information 3/4"RC METER SET FEE $190.00 PD 4-8-04 REC#6616 F2 Address:' F3=Exit F5=Special Notes F12=Cancel/ 8%0'9%0'4 08:59:24 CITY OF SANFORD REVISION CHANGES TO BUILDING PLANS TO PERMITS ALREADY ISSUED) PERMIT NUMBER:04-1530 ADDRESS: 110 WH-I.ATInE I-P C-IKL4-E 1-0-F 65 Cf-E Y LArF-5 CONTRACTOR: Maroncla ltoffle,S lnc,., of 19oricia CONTRACTOR FAX: 407-667-055"3 DATE SUBMITTED: firlicial, Jvlie, 11, 2004 INFORMATION SUBMITTED (SHORT DESCRIPTION) FI fA5E 55E ATT-A6,hf-P f:70K REVIEW AND AFMDVAI-. 4 Z004 J. N EF-f SYST S 4005 Maronda Way Sanford, FL 32771 (407) 321.0064 Far (407) 321.3913MARONDfate: ne 10, 2004 To: Building Department From: Maronda Systems Elmer W. Bergman Professional Engineer State of Florida #50158 Subject: Truss H Lot-4 65-1 ORO-CEL Roanoke K3 P/P Truss H Bottom chord 9-7 is broken 4" from gusset plate and webs. Contacted Jason who confirmed that gang nail #9 and web 9-8 are intact. (1191# for web 9-8) chord 9-7 is nonstructural suspension member for sheet rock. Repair is to install one piece of 2% 4% 8' SYP No.2 centered over break glued and nailed at 3" on center with 10d nails. If you have any further questions please feel free to call me at 407-321-0064. Sincere B E f O , Elmer W er m , P.ErNo. 50158, Date: 6/10/04 STA F i. n"6n lsnoQ •.i.6d 5. r- 14i Vsly ® i S WED Pop MARONDA SYSTEMS INC., OF FLORIDA 6/8/2004 12`.04 PM ORDER TAKEN BY. TERRY TYPE OF ORDER: TRUSS REPAIR' PERSON ORDERING:JASON PO#: PAGE 1 PLAN JOB # LOT ADDRESS DIV/SUB MODEL 110 ROAK3 6CLO6501 65-1 WHEATFIELD ORO-CEL LOOP RIGHT QTY SHIPPED QTY ORDERED INV. ITEM DESCRIPTION 2) COPIES OF RAISED SEALS DELIVERY NOTES: REASON: COUNTY OF SEMINOLE IMPACT FEE STATEMENT ISSUED BY CITY OF SANFORD STATEMENT NUMBER 104-75950 DATE x BUILDING PERM U ( COUNTY NUMBER: UNIT ADDRESS: _Wdh_ TRAFFIC ZONE: __ JURISDICTION: 06 CITY-DF SEC: SUBDIVISION. PLAT BOOK: -- 7 PL BOOK PAGE:J ' LOCK: LOT: ONNER NAME: ADDRESS: APPLICANT NA? ADDRESS ------'-------------------------'----------------------------- j LAND USE CATEGORY: 001 - Single Family Detached House TYPE USE: Residential WORK DESCRIPTION: Single Family House: Detached - Construction TEEBENEFIT 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 7 . 00 1 $ 142 OO LIBRARY CO -WIDE O dwl unit $ 54.00 1 $ 54.00 SCHOOLS CO -WIDE O dwl unit $1,384.00 1 $ 1,384.0O AMDUNT DUE $ 2,285.00 STATEMENT - RECEIVED BY: SIGNATU E c- | VOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT 114 YOUR LIABILITY FOR THE FEE. **** DISTRIBUTION: 1-COUNTY 3-CITY 2-APPLICANT 4-COU TY NOTE** PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES WHICH ARE DUE AND PAYABLE PRIOR TO ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATIONS OF THE ROAD, LIBRARY SYSTEM AND/OR EDUCATIONAL (SCHOOL) IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF Tilt: COUXTY LAND DEVELOPMENT CODE. COPIES OF THE RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD, FLORIDA 32771; (407) 665-7474. PAYMENT SHOULD BE MADE T8: CITY OF SANFORD BUILDING DEPARTMENT 3O0 NORTH PARK AVENUE SANFORD. FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE THE STATEMENT NUMBER AND CITY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THE NOTICE. THIS STATEMENT IS VALID ONLY IN CONJUNCTION WITH ISSUANCE OF A*** SINGLE FAMILY BUILDING PERMIT******************** CITY OF SANFORD PERMIT APPLICATION Permit #: '' Date: January_ 30, 2004 Job Address: 110 WHEATFIELD bOe' . LOT 65 CELERY LAKES Description of Work: Single Family Residence Historic District: Zoning: Value of Work: $67,338.00 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 Cale. 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: 1,892 Construction Type: VI # of Stories: 1 # of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X) Parcel #: 32-19-31-515-0000-0650 Owners Name & Address: Maronda Homes. Inc. of Florida 1101 N. Contractor Name & Address: Russell Keith Summers 1101 :1 a ei Phone & Fax: (407) 475-9112 Contact Person: Pt Bonding Company: Address: Mortgage Lender: Address::.-- Architect(Engineer: Tomas Ponce = Address: 4005 Maronda Wav Sanford. FL 32771 Attach Proof of Ownership & Legal Description) Number: CRC058496 hone: (407) 321-0064 Fax: (407) 321-3913 Application is hereby made to obtain a permit to do the work and insC.4llations as.indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. 1 /30/04 Signature QfO v r/Agent Date Russell Keith Summers Print Owner/Agent's Name d Ax 1 /30/04 Signature of Notary -State 9FI.rida Date u............. .................. LAURIE PELLEGRINO t yArp= Comm# DD0232804 Expires 7/16/2007 ? aa r Bonded thnr (SOO)432.4254: Notary Assn., Incwuuome Ownersg-t-is-_X-_-.Personally Known to Me or Produced ID 1 /30/04 Signature ofDf0t • ctor/Agent Date Russell Keith Summers Print Contractor/Agent's Name 7. A1/30/04_ Signature o.Q&l .arx-State cJlorida Date RIE..................PELLEGRINO.......... LAU auuwy Comm# D00232804 y Expires 7/16/2007 Bonded thru (8W)432-4254: Flor da Notary Assn.. I . Rnc Contractor/Agent is _X Personally Known to Me or Produced ID C p APPLICATION APPROVED BY: Bldg ` Zoning: Utilities: FD: Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: CITY OF SANFORD PERMIT APPLICATION Permit #: V 1 Date: 'I + 0011 Job Address:Y llr. li/ J Description of Work: Single Family Residence Historic District: Zoning: Value of Work: Permit Type: Building Electrical X 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 _ Commercial Industrial Total Square Footage: Construction Type: VI # of Stories: _# of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X) Parcel #: (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homers, Inc. of Florida 1101 N. Keller Road Suite F Orlando FL 32810 Phone: 407475-9112 Contractor Name & Address: ^ronotA r7oMeS, Tn c e{^ Florto l ___State License Number: TG 000/GG 3 Phone & Fax: (407) 475-9112 Contact Person: Laurie Pellegrino Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Tomas Ponce Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford, FL 32771 Fax: (407) 321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. -I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental em cities 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 Owne Agent Date Russell Keith Summers Print Owner/Agent's Name Signature of Notary -State orida Date F...............................0............9 LAURIE PELLEGRINO NNlmv Corn"# DDW32814 r `fi z E irea 7/78r1007 Bonded ttmr (800)432.4254= Florida Notary Assn., Inc 00.........i Owner/Agent is _X Personally Known to Me or Produced ID lob ature066ntractor/Agg}ent I Date ci/lie (s. V'vct l si Print Contractor/Agent's Nye Signature of No ate o 'orida Date sLAURIEPELLEGRINO N,NI•!!!I io1MrPu` Comm# DD02328M E)iree 7/1&2007 = o o as Bonded evu (800)432.4254'. s.............Florida NotaryAssn. Inc owuuwCContractor/ Agent is _X Personally Known to Me or Produced ID APPLICATION APPROVED BY: B1d,-.y Zoning: Utilities: Initial & Date) (Initial & Date) (Initial & Date) initial & Date) Special Conditions: Permit # : v Job Address: Description of Work: 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: 1 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-AFFIDAVffA certify that all of the foregoing informaion is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such ahwater management districts, state agencies, or federal agencies. Acceptance of permit is verification that will notify the owner of the property of the requ' e' s of Florida Lien Law, FS 713. Signature of Owner/ en Date Signature Contractor/Agent Date Russell Keith Summers Print Owner/Agent's Name Signature of Notary -State of Aida Date oos00000000s000 n s000meoeo nnno.. . B LAURIE PELLEGRINO pk44 CommO DD023. M x° = Expires 7/182007 Bonded a,n, (eoo)432 42sai m°Flcrida NotaryAssn. Inca` Owner/Agent is _X_ Personally Known to Me or Produced ID GARY CARMACK Print Contractor/Agent's Name ki Signature of Notary -State o lorida Date H •peen • s e e e n n u... ... n...............3 LAURIE PELLEGRINO 3+4Y v Comm# ODW328M Expires 7/18aw •. e Notary Assn., " Floricla 3..................... .e...w.n... 4...... e Contractor/Agent is_X_ Personally Known to Me or Produced ID APPLICATION APPROVED BY: Bldg -1-l "U Zoning: Utilities: FD: Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: I — CITY OF SANFORD PERMIT APPLICATION Permit #: L Job Address: 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 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 (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: WILLIAM T. SELF 4005 MARONDA WAY SANFORD, FL State License Number: CFC057039 Phone & Fax: (407) 948-3630 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 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% lent RUSSELL KEITH SUMMERS Print Owner/Agent's Name Date ignature of Contractor/A ent Date Alftw,a 11,404 Signature of Notary -State o ]orida Date nu............nnn........nnu......u5 . LAURIE PELLEGRINO Commt: DDO232tit)d Expires 7N8/2007 3 Bonded thru (SW)432-4254= S.. 0"^ Florida Notary Assn. Inc Owner/Agent7s Florida Tersonally Known to Me or Produced ID WILLIAM T. SELF Print Contractor/Agent's Name AV'41-0 FO Signature of Notary -State o orida Date y............................................` LAURIE PELLEGRINO N Comm#DD02328% Expires 7/16/2007 rya..= Bonded tluu (WO)432-4254. Coi> ractiiYYilga:uJ.tS:Is°,Z.NMsrUjwn to Me or Produced ID APPLICATION APPROVED BY: Bldg ` O c oning: Utilities: Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: Initial & Date) LMaronda Homes AN EASILY OBSERVABLE BETTER VALUE! 1101 NORTH KELLER ROAD, SUITE F • ORLANDo, FLoRrDA 32810 407-475-9112 • FAX: 407-475-9115 LETTER OF AUTHORIZATION CITY OF DELTONA 0 CITY OF SANFORD VOLUSIA COUNTY SEMINOLE COUNTY I hereby name and appoint Lee Emerson, Joyce Stark and Silver Streak to sign his/her name on my behalf in order to apply for and/or pickup building permits for Maronda Homes, Inc. of Florida work to be completed at Lot 65, 110 WHEATFIELD WJt at CELERY LAKES. RUSSELL KEI H SU MERS, CRC058496 MARONDA HOMES, INC. OF FLORIDA STATE OF FLORIDA COUNTY OF ORANGE Sworn and subscribed before me this 30TH day of JANUARY, 2004 by RUSSELL KEITH SUMMERS who is personally known to me. VDAMA Slai NOTARY PUBLIC pman.n.duu. a mmu m ........... LAURIE PEUiGRINO C--W Dp023 MW EXOM 7118FAW e eonaea aw (WO)432-4254 6.............................. :;.... a.:i::.R EVANS . IN GEOTECHNICAL & CONSTRUCTION MATEIALS TESTING GEOTECHNICAL SERVICES, INC. FIELD REPORTuON IN -PLACE DENSITY TESTS - -- PROJEC CLIENT: hA h R.. _ DATE: AREA TESTED: Lf. ; .L At,e TYPE OF TEST: ASTM D-2937 DRIVE CYLINDER METHOD SOIL COMPACTION REQUIREMENTa 959 MEETS REQUIRED DENSITY(-: rS CHNICIAN: AWE TEST LOCATION PROCTOR PERCENT DRY FIELD BASE TEST VALUE COMPACTION DENSITY; MOISTURE THICKNESS DEPTH 0 1 REMARKS: 0 PO BOX 740805 ORANGE CITY, FLORIDA 32774-0805 • PHONE (386) 804-6958• FAX (386) 774-2182 • REVISION CHANGES TO BUILDING PLANS TO PERMITS., ALREADY ISSUED) PERMIT NUMBER:04-1530 ADDRESS:110 WMtF-AT7IE5 D GIKGI-E I OT' 65 C-F, E Y I-ArKI%S CONTRACTOR: Maronda }tomes (ne,., of 19orida CONTRACTOR FAX: 4 Off— 6 6—o8S3 DATE SUBMITTED: WrdneSdaj, Mal 26, 2004 INFORMATION SUBMITTED (SHORT DESCRIPTION) FW- A5E SF ATTA C Mt -P fOK KEVIEW ArNP APPKOVA L,° J.WEf' MARONDA SYSTEMS INC., OF FLORIDA 5/24/2004 1:37 PM ORDER TAKEN BY. TERRY PERSON ORDERING:JASON PO#: PLAN JOB # LOT ADDRESS D/V/SUB MODEL 110 ROAK3 6CLO6501 65-1 WHEATFIELD ORO-CEL RIGHT LOOP TYPE OF ORDER: TRUSS REPAIR PAGE 1 CITY QTY SHIPPED ORDERED INV. ITEM DESCRIPTION 2) COPIES OF RAISED SEALS DELIVERY NOTES: REASON: A& aarond SysteMS1 MAROND SYSTF, 4005 Maronda Way Sanford, FL 32771 ate: May 24, 2004 To: Building Department From: Maronda Systems Elmer W. Bergman Professional Engineer State of Florida 450158 Subject:Truss F Lot# 65-1 ORO-CEL Roanoke K3 P/P Truss F Broken Bottom Chord one foot from vertical chord 407) 321.0064 Fax (407) 321.3913 For the above referenced house, repair consist of 2"x 6"x 10' SYP No.2 on each side of truss centered over break glued and nailed with (32) 16d nails on each side break on both scabs.. Total nails required is (128) 16d nails. If you have any further questions please feel free to call me at 407-321-0064. Sincerely41 1 t1113i1ti fyy ON 10 Ehjer W. Rergman; P:E. Da e:4/24E'04 8 No. 50158 Y STATE OF s r iy&IO A rc C 0S R OP S4iQRl 05/24/04 14:01 MARONrA SYSTEMS 4 40?3239569 N0.129 502 SP7 M M'aronda way SaAA)r4 FL 32771 NOT)121-00W Pax (407) 99r•3919 a e. ay 24, 2006 To: Building Department. From: Maronda Systems Elmer W. Bergman Professional Engineer State of Florida #501,58 Sabject:Tress F Lot# 65-1 ORO-CEL Roanoke tC3 P/P Truss F Broken Bottom Chord one foot from vertical chord For the above referenced house, repair consist of 2'"x 6"x 10' SYP No.2 on each side of truss centered over break glued and nailed with (32) 16d nails on each side break on both scabs. Total nails required i9 (128) 16d nails. If you have any further questions please feet free to call me at 407-321-0064. y tltlli!rrSincerelyBE Elmer Be roan, P.E. i o. 5l)158 Id Date:4/24/04 S a GTATR OF 4r i 06/2.0/04 09:08 r MARaNDA SYSTEMS a 4073239569 _ NO.005 D02 -- I Ajaronda fix' Y ste Ms W =W.M. N e: nine 10, 2004 4Qos 9taronda way 3aafor4 FL n771 W) 381.OW Far 407) 351.8919 To: Building Department Frown' Maronda Systems Elmer W. Bergman Professional Engineer State of Florida #501, 58 Subject: Truss H Lot# +65-1 ORO-CEL Roanoke K3 PiP Truss W Bottom chord 9-7 is broken 4" from gusset plate and webs. Contacted Jason who confirmed that gang nail #9 and web 9-8 are intact! (1191# for'eb 9.8) chord 9-7 is nonstructural suspension member for sheet rock. Repair is to install one pied of2"x 4"x 8' SVP No.2 centered over break glued and nailed at 3" on center with 10d nails. If you have any further questions please feel free to call me at 407-321-0064. Sincere Elmer W. Bergm , P,E, Date:6110104 No. 168 4 STAT*e OF a'L O Rs®r 8ITNER S U R V E Y I N G 15 July 2004 City of Sanford Building Department 300 North Park Avenue Sanford, Florida 32771 - - Re:110 Wheatfield Circle 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, 7PW LC ' R. Blair Kitner P.S.M. No. 3382 P.O. BOX 823 • SANFORD, FLORIDA 32772-0823 0 (407) 322-2000 I FEDERAL EMERGENCY MANAGEMENTAGENCY NATIONAL FLOOD INSURANCE PROGRAM ELEVATION CERTIFICATE hlpoftt Rud the in buck s on pages I.7. SECTION A - PROPERTY OWNER INFORMATION MARONDA HOMES BUILDING STREET ADDRESS (kndudng Apt., Unit, Sude, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. 110 WHEATFIELD CIRCLE O.M.B. No. 3067-0077 Expires December 31, 200,f Fa Yhsuanoe Carpa>y use: Poky Nkmber CITY STATE ZIP CODE SANFORD FL 32771 PROPERTY DESCRIPTION (Lot and Block Nkarmbers, Tao( Parcel N(mtw, legal Desuption, etc.) LOT 65, CELERY LAKES PHASE 1 PLAT BOOK 62, PAGES 75 - 76 BUILDING USE (e.g., Resden6al, Non4esidenlial, Addition, Accessory, etc. Use a comments area, I neoessary.) RESIDENTIAL LATITUDE/LONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: El GPS (Type): W - #F - ##.#if' or ##A#W) NAD 1927 NAD 1983 USGS Quad Map Odw SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION 81. NFP COMMUNITY NAME 8 COM UNTY NUM3ER B2 COUNTY NAAE B3. STATE CITY OF SANFORD 120294 SEMNOLE FLORIDA B4. MAP AND PANEL B7. FIRM PANEL B9. BASE FLOOD B.EVATION(S) NUMBER B5, SUFFR 96. FIRM INDEX DATE EASED DATE BB. FLOOD ZONES) Zane AO, use depth d tloodrg) 12117C 0065 E APR1995 APR1995 X NA 810. Indicate the source of the Base Flood Elevation @Mdata or base flood depth entered in B9. AS Profile ®FIRM Cornrnuniy Delermiried Other (Desabe): B11. Indio the elevation datum used for the BFE in 139: N NGVD 1929 NAVD 1988 Ot her (Desaibe B12 Is the building located in a Coastal Barrier Resources 55rslem (CBRS) area or Offwmse Prolacted Area (OPA)? [:]Yes N No Date SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: Construction DraMngs' Building Under Construction' N Fnshed Corrsfiidion A new Elevation Certifcalie will be required when cortstnuction of the building is complete. C2. Building Diagram Number 1(Select the buldng diagram most similar b the building br which this certify is being completed - see pages 6 and 7. K no diagram a= ralely represerTts the building, provide a skztch or phobgraph.) C3. Elevations — Zones, Al-A30, AE, AH, A (with BFE), VE, VI430, V (with BM AR, ARIA, ARIAE, ARIA I-A30, ARIAH, ARIAO Complete hems C3.-a-i below aocadng b the buidng diagram specified •n Item C2 Stale the datum used. If the dim is dfternt from the datum used br 0-o BFE in Section B, cornert the datum to that used br the BFE Shaw field measurements and datum conversion calculation. Use the space provided or the Comments area of Section D or Section G, as app oprrab, to document the datum cerneermn. Datum NGVD 29 ConversionComments Elevation reference mark used Does the elevation reference mark used appear on the FIRM? Yes N No a) Top of botbm foci (ndudng basement or enclosure) 2Z 20 ft(m) ca b) Top of ne# hgher lbor RA. _tt(m) 0 c) Botbm of bwest hormontal structural member (V zones only) d) Attached garage (bp of slab) 21. 72 fl m l:;' EC jy 'V 0e) lowest elevation of madiineryand/or equilp meat W ca servicing the building (Desabe in a Comments area) 21. 9 tt(m) fl Lowest adjacent (finished) grade (LAG) 21. 4 tt(m) z' g) High adlaoent (lindx4 grade (FAG) 21. 6 it(m) ` h) No. of permanent openings (lbod vents) within 1 fl, above adjacent grade Total area of all permanent openings (flood vents) in C3.h _sq. in. (sq. an) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify, elevation information. I certify that the information in Sections A, B, and C on this certificate represents my best efforts to interpret the data available. I understand that any false statement maybe punishable by fine or imprisonment under 18 U.S.. Code, Section 1001. CERTIFIERS NAME R. BLAIR KI TNER LICENSE NUMBER P.S.M. 3382 TITLE PRESIDENT COMPANY NAME KITNER SURVEYING, INC. AL) RESS CITY STATE ZIP CODE 2597 SANFORD AVENUE SANFORD FL 32772 SIGNATURE DATE TELEPHONE 15JULY2004 407322- 2000 IMPORTANT: In these spaces, copy the correspordN Inhxnm lion from Section A For In um= c«ffp%y use: RAIDING STRUT ADDRESS (In r Apt. LA Sub, ardtr Bldg No.) OR P.O. ROUTE AND BOX NO. 110 MEATFIELD CIRCLE Poky Number CITY STATE ZIP CODE SANFORD R_ 32771 Gcrpay NUC Nurrtie SECTION D -SURVEYOR ENGINEER, 0R ARCF6TECT CERTTFICATK)N (CONTINUED) Copy both sides of this Elevation Certilicate for (1) community official, (2) ioffance agentbompany, and (3) buldng owner. COMMENTS Check here if afr *nests SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (IM MW BFE) For Zone AO and Zone A (without BFE), complete Items E1 through E4. If the Elevation Certficale is nterded for use as supporting irdwnatbn for a LOMA or LOMR-F, Section C must be completed. El. Building Diagram Number_(Select the building diagram most simlar to the bLkng fix which this oerfifi & is being oon4)leted — see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) E2. The tap of the bottom door (ndudng basement or enclosure) d the building is _ tt(m) _in.(,cm) abaue or below (check one) the highest ad}acerd grade. (Use natural grade, it available). E3. For Baking Diagrams 6-8 wth openigs (see page 4 the r> higher floor or elevated floor (elevation b) d the building is _ it(m) _n.(an) above the highest aJ0oent grade. Complete terns C3.h and C3.i on front of form. ter. i ne iop of me ptanum at mamnery a xvor equpment serving the WCrg s _ t(m) _n.(an) L _I above or 0 below (check one) the highest adjacent grade. (Use mural grade, it available). E5. For Zone AO only. If no flood depth number is available, is the top d the bottom floor elevated in a000fdanoe with the community's tloodplair management ordhance7 Yes No Unknown. The local official must cerRy this nWTotion n Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTAIM) CERTIFICATION The property owner or owners afrttafved representative who eor>pletes Sections A, B, C (flems C3.h and C3.i only), and E for Zone A (wthout a FEMA-Jssued or oommunity- issued BFE) or Zone AO must sign here. The staterne* in Sections A, R Q and E are owed to Use best d my knowfedge. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATNES NAME ADDRESS CITY STATE ZIP CODE SIGNATURE DATE TELEPHONE COMMENTS Check here 9attachments SECTION G - COMMUNfTY INFORMATION (OPTIONAL.) The local o(Tiaal who s authorized bylaw or ordinance to admnister the communitys floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certficale. Conpiete the applicable itern(s) and sign below. G1. The inn rnati n n Section C was taken from other documentation td has been signed and embossed by a licensed surveyor, engineer, or architect who is authorized by state or bca law b 7 elevation irdorrna Lion. Qndiafe the source and date of the elevation data in the Comments area below.) G2 A communty official oornpketed Section E for a buldng located in Zone A (without a FEMA-issued or oommuniy-issued BFE) or Zone AO. G3. The firbvwV rhmabon (items G4{39) s provided far community flcociplaih nwwgernent purposes. G4. PERUT NUWBER G5. DATE PE RWT ISSUED G6. DATE CERTIFICATE OF ANCY ISSUED G7. This permit has been sued for: New Co ditEbon Substantial Irhprvverrerft G8. Elevation of a%&& lowest floor (ndudng basement) of the building a _• _fL(m) Datum: G9. BFE or (n Zone AO) depth of flooding at the building site is: — _ tt(m) Datum: LOCAL OFFICIAL'S NAME TITLE COMMUNfTY NAME TELEPHONE SIGNATURE DATE COMMENTS Central Florida B.0.A.l= Exterior Window and Door Master Filing Checklist i. Sufficiency Review Manufacturer Name: Norandex/Reynolds Distribution Model Number(s): 1 'x4" and I" 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. II. Governmental Product Approval Agency Initials/Date Brevard, County of Cape Canaveral Cocoa Beach, City of Eustis, City,of Indialantfc, City of Indian .Harbour, City of Lake, County of SN 3/26/02 Lake Mary, City of RJ 4/05/02 Leesburg, City of SS _ 3/26/02 Maitland, City of Malabar, City of 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 PLA,'a S REVIRIVED CITY OF SANFORD Created on 02/04/02 Page l of 2 NORANDEX PAGE 29. L-4 SEE CHART FOR a 1 vd b d 4. 4 FASTENERS c CAULK TdP OF MULL 10 X 3/4" tTEKSCREWt f t WINDOW JAM 5/8 lx3 MULLION (XFLA-26-1) lx4 MULLION (XFLA-39) WINDOW 5/8' JAMB 10 x 3/4" TEX SCREW -- CAULK SOTTO OF MULL, PRECASTED SILL 7/8" alms, VE 3/8"MIN. WINDOW HEAD FLA- 45 MULLION ANCHOR CLIP 16 GA. GALV. SHEET METAL 800 LB. MAX CAPACITY lx3 MULLION (XFLA-26-1) 1x4 MULLION (XFLA-39) WINDOW SILL 3/8"MIN. 3/4" MAX. SEE CHART FOR FASTENERS VERTICAL MULLION SCHEDULE W SINGLE UNIT : WINDOW WINDOW TYPE OF' MULIdON TYPE OF CLIP WDESIGNPRESSURE Z" WIDTH HEIGHT NUMBER AND b o INCH INCH 35 PSF FLA-45 TYPE OF FASTENERS ii 4 26' 1.0 -x 3:0_ 0_K 4 3 16as x 1-1 2 TA CCONS o ai4' 50-58; 1.0 _x 3.0 - OK---- OK_ 4 4 J160;_x 1- J2 TAPCONS J6 g 1-J2 TAPCONS E- 7663' 4,, 1- x.0--- 1.0 0 OK____4}_3J641_xTAPCONSx3 x 3.0_-- OK 4 3 160" x 1-1 2` TAPCONS 3826q" 26-1 2 50_-5 8 . i_0_ 1- OK----_4 3 160 x_1_ f2 J160`'x Lj TAPCONSco S 63 O_---_J22',`AA_-PPCC-OOONNNSS K--43_ 30 pK----_3 60 11---__ JJ 26" 1_0 x 3.0 OK 4 4 3TAPCONS 3 160 72 4 y qwb 36_-1 4` 37"- J 3.0--_ 0_K___- OK_ 4 x l- TAPCONS 3 16T_x__1_-1 2" TAPCONS m N 63' LO x 3.0 OK 4 3' 16_4_x__1_-1 2T. TAPCONS h Ym 76-3 4• 1.0 x 4.0 OK----_ OK 4 - 4 3 1160" r- r---- 1 4 x i-1 2 TAPCONS H N ~ 2E" 1_0 x 3.0 x 1-1/2 TAPCONS OK_ 4 3 160 x_ 1-1 0_K_-_---453-1/8"50_5Z8- 1.0 x 3.0--_- 1.0 x 3.0-- 3 7-_---- 164" 2__T_A_PCONS x _i-1 2" T_A_PCONS e 63" 1:0 3.0. OK OF{- 2_ij4'rx 2 149" 1-1 2'-T_A_P_C_ON_S_ x 1-i/2" TAPCONS z OK 1Cl 2Fy i 4d' x 1-1 '' TAPCONS 4 TAR{ L O.A.F. U MAXtJFACTURER KAI"" q TER ICE 0 aMAS CHARLES A, ' P' ESN, P. E. FL, REG. ENG" # 49121 DATE: 3/21/02 NOTES: 1) ALL ALUMINUM EXTRUSIONS' AROR6083T5. E ALLOY 8063 T6, 2) WHEN THERE IS ONE TAPCON (1/40" X 1-1/2") ON EACH ANGLE LEG, THE TAPCON SHALL BE PLACED ON MULLION CLIP CENTERLINE. 3) CONCRETE COMPRESSIVE STRENGTH 3,000 PSIAT28DAYS. t C MRANDEX PAGE 30 NOTES; 1) ALL Al OR 6Ot 2) WHEN ON EAi PLACEI 3), CONCRI I AT 28 CRARIM FI REG BATE CEI TT tA MAN IF.A TEB 1 DW SILL SH HEAD DW SILL 3H HEAD q o qC3co V o W tri rx. [, Co s fiqay bqaw ra NORANDEX PAGE .24 4 4 a ` MWACT TH NAja 3/1610 x 2-3PH4" TAPCON THRU I BY BUCK, (SHOWN) WITH A 1-1/4" MIN. EMBEDMENT INTO MASONRY. SEE ELEVATION FOR ANCHOR SPACING. 2) #10 x 1-3/4" FH-SMS INTO .2 x DUCK SEE ELEVATION FOR ANCHOR SPACING, 2) #10 x 1 3/4" PH-SMS INTO 2 BY BUCK WITH 1-1/2- MIN. EMBEDMENT. SEE ELEVATION FOR ANCHOR SPACING. WOOD BUCKI ' f __ OPTIONAL2 BY WOOD BUCK eERED GLASS GLASS DOOR IALYSLS CHART _ No. OF No. OF 4) 4) ( 0 45 IB 46 30 24 8 8 48 48 16 B 80• 13) 57.6 67.5 67.6 57.5 24 18 6 B 57.6 57.5 16 B SO- 58.7 68.7 6 B 4 ( 4S {6 45 15 90 24 10 10 48 45 IB 30 B6 a) 4B.9 {8.9 615 53.5 24 19 10 10 53.4 .66.4 18 SO BB' 2.6) 54-6 64.6 54.6 fi4-5 20 10 10 10 PARENT MSLII INDICATES I LTLL SIZE 01 FEET. DTH kFil EEL PANEHEW. L 10• PANELS 60.0D-P... SHIM HOW TYP. JAMB. SECTION woo0SHIMgslloWrl} OR MUDD TRACK A5 REQUIRED I BY 2 BY BUCK 2) 3/16"0 x 2-1/4' TAPCON OR MIAMI DADE APPROVED CONC. FASTENER SEE ELEVATION FOR ANCHOR SPACING. iv NOTES: STEEL HEW. ALL 10' PANELS 60. 0 D.P.. 1/ 4" SHIM __ -- MAX 1) SHIM AS REQUIRED,. MAX SHIM STACK 1/4", 2) ALL ALUMWUMEXTRUSIONS ARE ALLOY 6063-T5-- W ITH YPICAL WALL THICKNESS OF-0.62' yFPANEL n3USERIGORQAL1TYCAULKBEHINDWINDOWFLANGE. GLASS THICKNESS BASED ON TABLE E1300 1? is g4) GLASS CHARTS, AND MAY VARY DEPENDING ON SIZE.. r ` 5) THE RESPONSDBILPI'Y FOR SELECTION OF B PANEL NORANDEX PRODUCTSTOMEETANYAPPLICABLELOCALuLAWS, BUILDINGCODES. ORDINANCES OR' OTHER SAFF,TY HEADER ANDSILLSECTIONREQUIREMENTSRESTSOLELYWITHTHEARCHITECT, um _ TYP 1 BY BU BUILDING OWNER OR CONTRACTOR. 7) CONCRETECO0L -- - r ` W 1 ! TEMPERED GLA59 SLIDING CLASS DOOR RAiTVE ANALYSIS CHART No. OF OA DESIGN No: OF O N : IDAD ANCHORS SIONS CAPACITY_PSFfWayrr ANCHORS INCHES' POSH• EVE NEGA HEAD h SILL. 86. 7 i'RAME IAMB l 89. 4 3o eD' 66. 7 09.4 24 c4) 66.7 99.4 EB e o 88. 7T7.a 24 BO' 88. 7 B38 l8 g g 8 O 3) 66.7 ( i38 1e g I 60' B8. 7r 78.3 067 r., Q e0 80 30 96' 60 eD 4 4i 10 VJ EQ 1 ^i60 80 Ig 10 10 10 66. 3 - 66.3 24 Be' 68. 7 71.3 18 3) ry 68: 7 73.8 10 b 98" BS.B 66.p Ep 0 28) 89. 7 862 l0 2-3/ 4" 10 TAPCON OR MIAMI DADS APPROVED CONC. FASTENERS. O q K1 n ! SEE ELEVATION FOR ANCHOR SPACING- 10 ( _ o Old j lb 15 mow" y rn ch o vw W 1Y E E a PANEL X PANEL PANEL PANEL CI{ MPRESSIVE STRENGTH - 3.000 PSI n-4 t- { -i q_ AT 28DAYS. (2BY2) TIM& L IMATMH4BY2) YmcAL ns9AS109 6 I0. I r- NORANDEX PAGE 23 d L A c . s a 2). J10 x 1-3/4" PH--SMS INTO 2 BY BUCK OR 3/16"o X' 2-3/4" TAP.CON THRU 1 BY BUCK (SHOWN)_T WITH A 1-1/4" MIN. EMBE MENT INTO MASONRY, SEE 3 16" TEMPERED GLASS ELEVATION FOR ANCHOR SPACING. 2) #10 x 1-3/4" FH-SMS INTO 2 x BUCKSEEELEVATION PANEL .SIZE DESIGN LOAD NO. INCHES CAPACITY - PSF OF ANCHOR SCREWS IN FRAME q FOR ANCHOR SPACING, HEAD AND SILL, JAMB o _hWIDTH/HEIGHT EXTERNAL INTERNAL XX XXX XXXX ALL A r 4 30 die" x 591/2 " 53.3 55.8 10 16 18 6 o G o G] 361/Ls. g 50/2 " 49.13 49.8 12. 18 22 th M E,o. 301 s" x 791/2.., 49.7 49.7 10 16 6 20:It g A . 36 Lh6" x 79 i/2 " 45 45 12. 18 22 8 C OPTIONAL 2 BY WOOD BUCK 2) Ito z 1 s/4" pH-sMs INTO z BY SERIES 500 ALUI[NU2d SLIDING GLASS DOOR. ALL OPERABLE PANELSFASTENERCHART q BUCK WITH 1-1/2" MN.. EMBEDMENT. SEE. ELEVATION FOR ANCHOR SPACING. r FWRWtIA 2) 3/16"0 x 2-3/4 b ti 0 B.O.A. TAPCON OR MIAMLkx . NA U"f .N : i2 ZE WIDTH vAJv z WOOD BUCK DADE APPROVED CONC. FASTENERS. SEE ELEVATION FORC.S.W.) y y nO 4 7 AcRUM- ANCHOR SPACING. o Q ` 4 aLWC DBUCK pyj j o - ai sxlM .as RE DIKED TYP. HORFZONTAL SECTIONWOODSHIMgSHOWN) OR MUDD TRACK ASS REQUIRED 1 BY 2 BY BUCK 2) 3/18"0 x 2-1/4" TAPCON OR MIAMI DADE APPROVED CONC. FASTENER SEE ELEVATION FOR ANCHOR SPACING. .m- sa T. V NOTES; AS REQU RED. SHIM2 AIL ALUbdINUM EXTRUS IONSON5 ARE TALLOY16Q83-T5 %/ m.-- ni, 4 OR T6 WITH TYPICAL WALL THICKNESS OF.0.62" a 3) USE HIGH.QUALITY CAULK BEHIND WINDOW"FLANGE: d 4j GLASS THICKNESS BASED ON -TABLE E1300.GLASS X Xc CHARTS, AND MAY VARY DEPENDING ON SIZE PAN PANEL 6) THE RESPONSIBILITY FOR SELECTION OF NORANDF,X s PRODUCTS TO MEET ANY APPLICABLE LOCAL LAWS HEADER AND SILL SECTION BUILDING` CODES ORDINANCES OR OTHER 'SAFETY" - REQUIREMENTS REST ,SOLELY WITH THE.ARCHITECT, BUILDING OWNER `OR CONTRACTOR,. TYP. I BY BUCK 6) CONCRETE COMPRESSIVE STRENGTH s 3,000 PSI rAT28DAYS. ,,.-I .r g;= -{ I..r6 2EY2) Tmcu: asvenox a 1/4" SHIM - MAX 4BY2) Tmgg E[tvanoN 2 k NORANDEX PAGE 22 1 10 X 1-3/4" P.H. S.i,1S 10 X 1-5/4" P.H. SX.S: 1/1-1/2" MIN. EMBEDMENT W/1-1/2" MIN. EMBEDMENT ) SHibd AS REQUIRED, MAX SHIM STACK 1/4". SEE ELEVATION FOR SEE ELEVATION FORANCHORSPACING. .ANCHOR SPACING. 2) ALL ALUMINUM;.; EXTRUSIONS ARE ALLOY 6063—T5 3 U E HIGH @T TYPICAL. Y CkljLX !BEHIND WINDOW Tmc KNESS OF 0F'LANGE. 4; GLASS: TI3ICItNF'.SS—BASED ON TABLE E1300 GLASSCHARTS; AND22MAY'VARY DEPENDING ON SIZE. DOUBLE 5) THE.RESPONSIgII1TY.;OR SELECTION OF NORANDEXDO PR01)UCTS:. Ta: ;UEET :ANY APPLICABLE LOCAL -LAWS, BUILDING.*jCO ES; :oVDINAN&ES .OR OTHER SAFETYRERUIREMENTS;'.T=T.'SOLELY. WITH THE ARCHITECT, p q Hum -a) NG OWNER '0A`-CONTRACTOR. az 6) NOTE' INDICATES. THAT EUAL, FASTENERS AT C HEAD` AND :S ILL ARE ,I?EQUI1?ED. 0 N A ALT. FIN ATTACHMENT i UNDER SHEATHING 10 . X 1-3/4" P.Ii S.M.S. CENTRALFLORMA B.O.A_F. W/1"1/2' MIDI. EMBEDMENT SEE'.. ELEVA'!`ION. FOR MAP A NAME ANCHOR SPACING. OIQ4^ r MASTER FILE # 3 SHIM MAX TOP AND BOTTOM) DOUBLE 10 X 1-3/4" PAL S.M:S. HEADER 'AND SILL SECTION W/1-1/2" MIN. EMBEDMENT CHARLE5. - • F':E. SEE_ ELEVATION FOR WOODFRAMEFL REG..' ENC.. ' 49121 ANCHOR SPACING. DATE:.. 3. 7/0-- WINDOW DIMENSIONS WINDOW FASTENER. SCHEDULE WIDTH HEIGHT N0. ANCHORS HEAD/ SILL: NO. ANCHORS JAMB INCHES) INCHES) SEE NOTE 6 35 45 60 PSF PSF PSF 95 45 60 PSF PSF PSF 18- 1L8" 2 2* 2 2 2 25" 2 36" 3 3• 2- 2 2 2 2 1 2 2r 2 3 3 25-! 2" 37-1/4" 2 L 2 2 2* Z 3 3 36" _ 3 3• LT__ 3 3 52- 8" 2 3 4* 6 s 9 2 21_ 3 3 3 5` 2n 49-5/8' 2 2 2 2* 3 3 3 36" _ 2 3 3* 3 3 3 52- 1 8" 3 3 4• g 3 3 I BB=1 8" 2 2r 3 4 4 5- IZ 62" 2• 2 2 2' 4 4 36" _ 3 3* 3- 4 4- 52- 8" 3 4 4 2• 3 4 5 25-! 2" 6_3/4" 2 2 2 2 2* 3 4 6 36" _ 2 3 3* 3 4 5 5 tt ML xa' o.n 0' ETAII.- A DETAn- c 0 at DETAIL-B tur NORANDEX PAGE 10 MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. An TYP. zxt 10 X 1-3/4" P.H. S.M.S. 17/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING-- UF< lCTURE1L Niili'iE. . TYP. • LL,J.l-lL,VV ALT.. FIN ATTACHMENT # 10 X 1-3/4" P.H. S.M:s. W/1-1/2" MIN. EMBEIMENT UNDER SHEATHING SEE ELEVATION FOR FOR ANCHOR SPACING. WIDTH TYP. JAMB SECTION 0: WOOD FRA1viE 1/4' MAX --- SHIM (BOTH AMBS) ii. 2.4R7 WINDOW DIMENSIONS FASTENER SCHEDULE NO. ANCHORS NO. ANCHORS WIDTH HEIGHT HEAD/SILL JAMB INCHES)(INCHES) 35E NOTE 645 PSF 35 PSF PSF PSF 18-18" 2_+ 2 2 2 5-1 2" T22 2• 225 2 + 2 3 3 25 37-1/4" 2 2 2_ 3 3 36" _ 2 2 3 9• 2 3 3 52- 8" 3 3 3+ 3 3. 18_8" 2 2• 3 3 3 49-5/8' 2 2 2 2+ 3 3 3_ 36" 2 3 3• 3 3 9 52-1 8" 3 3 3 18=11 8" 2 2+ 3 3 4 5=!2" 62" 2 2 2 2• 3 3. 4 36" _ 2 3 3• 3 4 52-1 8" 3 3 3` 3 4 U2- i I NOTES: L 1 SHIM AS REQUIRED,. MAX SHIM STACK 1/4". 750 TYP 2) ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063-T5 3) UR T6. WITH TYPICAL WALL THICKNESS OF 0.62" 10 X 1-3/4" P:IL S.M S. ) QUALITY' CAULK,BEHIND WINDOW -FLANGE. W/1-1/2" MIN. EMBEDMENT 4 GLASS THICKNE SHASED'ON TABLE E1300 GLASS O SEE. ELEVATION FOR CHARTS, AND MAY VARY DEPENDING ON SIZE. B a ANCHOR SPACING. 5} THE RESPONSIBILITY FOR SELECTION OF. NORANDEX ' PRODUCTS"TO MEET ANY APPLICABLE LOCAL LAWS, BUILDUIG..CODES; `ORDINANCES OR OTHER SAFETY HEADER AND SILL SREQUIREMENTS REST SOLELY WITH THE ARCHITECT, ECTIONBUIMIXG"OWNER OR CONTRACTOR. CHARLESA. PA R. •6) NOTE •. INDICATES -'-THAT `EQUAL FASTENERS AT WOOD . FRAME FL REG. ENG. ,\4912L HEAD AND SILL ARE REQUIRED. DATE: 3/27/©2 MAX UNIT lIDTB Tll AT N, 24" 0.4 1lA7C AIL - A DETAIL- C SASH DETAIL- B_I iuz once NORANDEX PAGE 21 3/" TAPCON WITH AP1-1/4" 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 EXTRU L: aA1 A. ED a SIGNS ARE ALLAY 8063—T5 OR TO WITH CAULKa3USEHIGHQUALITY BEHIND WINDOWFLANGE.. 4; GLASS THICKNESS BASED ON TABLE E1300 GLASS ANDCHARTS; AND MAY VARY DEPENDING ON SIZE. 5) THE RE' FOR SELECTION 'OF NORANDEX PRODUCTSTOMEET 'ANY APPLICABLI 'LOCAL LAWS, BUILDINGCODES :ORDINANCES OR°'OTHER SAFETY REQUIREMENTSRESTSOLELYWITHTHEARCHITECTBUILDINGOWNEROR .CONTRACTOR 6) A PRESSURE TREATED WOODEN BUCK 'OR MARBLE SILLSHALLBE .ADDED UNDER THE PRODUCT TO FULLYSUPPORTUNIT 'THIS SUPPORT SHALL BE FIRMLYATTACHEDINTOSUPPORT AND SUPPORT THE PRODUCT OVER ITS FULL LENGTH (SUPPLIED BYOTHERS). 7) CONCRETE COMPRESSIVE STRENGTH 3,000 PSI AT28DAYS. ALT. HEADER SECTION 8) NOTE - INDICATES THAT EQUAL FASTENERS AT a Ti'P• 2 BY 0® D A B -0-AX.- BUCK3/ 16' TAPCON A ` 1iA UFACTU i R NAM: W/ 1—i/4" MIN. EMBEDMENT /1fD ANi X SEE ELEVATION FOR ANCHOR SPACING)STFa E e • G I CALL SIZE WIDTH _ il TH L BY BUCK O 2 BY BUCK TYP. JAMB SECTION S) . 1 BY / 2---BY BUCK SEE NOTE 6 HEADER AND SILL SECTION TYP. I B'Y BUCK CHARLES _ : P N, P.E. FL. REG. ENG. # •49121 DATE: 12%1T%Dl IL! ANN 10 F.H. S.M.S. W/ 1-1/2" MINI. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. WINDOW DIMENSIONS FASTENER SCHEDULE WIDTH HEIGHT INCHES) ( INCHES) NO. ANCHORS HEAD SILL SEE NOTE 8 35 45-60 SF) PSF N0. ANCHORS JAMB 35 45-60 PSF PSF 37" 53- 1 8" 26" 2 2s 2.— 2 2 2 2 3 2 2 3` 3' 2— 2 2 2 26- 2 37" _ 36- 1/4_. 2 2 2 3 2- 2' 3; 4- 2 2 2 3 3 3 19- 1 8" 26- 1/2" 37 _ 53- 1 8" 50- 5/6" 2 2 2 3 Z' 3 3 3' 4* 3 3 3 3 3 19— i8" 28- 1/2" 37"_ 53- 1 8" 63" 2 2 2 3 2• 2y 3 3 3 3 4 4 4 4' g 4 19- 1/8" 26- 1 2" 37- _ 53- 1 8" 76- 3/4- 2 _ 2 2 3 2• ' 2' 3 3 4 4 3` 4* 3 3 4 4 UAX UNIT mnnt B Ir— l. 2 4- o.CL¢ AIItA Of/ DETAIL— C ///// IN y 0 N k 14 DETAIL— B g q NORANDEX PAGE 9 3/16" TAPCON WITH A OMIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. I 750 TYP i 10 F.H. S.M.S. WITH A IN. 1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR NOTES: 1) SHIM AS REQUIRED, MAX SHIM STACK 1/4". 2) ALL ALUMINUM EXTRUSIONSOR WALL ARE ALLOY 6063-T5 3) USETHIGHTQUALITY CAULK BEHIND WWITHICKNESNDOW FLANGE4) GLASS THICKNESS BASED ON. TABLE E1300 GLASSCHARTS, AND MAY VARY DEPENDING ON SIZE. 5) THE RESPONSOUTy FOR SELECTION OF NORAREXPRODUCTSTOMEETANYAPPLICABLELOCALLAWS, BUILDING CODES, ORDINANCES OR OTHER SAFETYREQUIREMENTSRESTSOLELYWITHTHEARCHITECT, BUILDING OWNER OR CONTRACTOR - PRESSUREAPRESSURE TREATED WOODEN BUCK OR MARBLESILLSHALLBEADDEDUNDERTHEPRODUCTTOFULLYSUPPORTUNIT. THIS SUPPORT SHALL BEFIRMLYATTACHEDINTOMASONARYAND .SUPpORTTHEPRODUCTOVERITS BY OTHERS). FULL LENGTH (SUPPLIED 7) CONCRETE COMPRESSIVE STRENGTH - 3,000 PSI 1,1. HEADER SECTION AT ze DAYs. Tn'• 2 BY BUCK CJ F 1.940 T 3/16' TAPCON W/1-1/4" MIN. EMBEDMENT SEE ELEVATION FOR FOR ANCHOR SPACING. e '4 I A 1 BY BUC: 1/4" SHIM MAX. (BOTH JAMBS) CENTRAL, FLORMA B.O.A,F. 0 MASTER bILE CALL SIZE WIDTH D D 3 D D D D SEE NOTE 6 HEADER AND SILL SECTION cFL. "ARRGS. c, ,#* 4912E' TYP• 1 BY BUCK DATE: 3/21/02 10 F.H. S.M.S. W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. SIIL A DETAIL--C SASH-7 DETAIL—B 0 4 M 1 A M hDADE PRODUCT CONTROL NOTICE OF f1CCIJt''I,fINCII Prenldor Entry Systems 911 E. Jefersorl, P.O. Box 76 Pittsburgh ,KS 66762 NIIANII-DADE COUNTY. FLORIDA METRO-DADE FLAGLER BUILDING I BUILDING CODE CO-NIPLIANCE OFFICE MIsI'f2C)-I>AI)1 11,AG[.tiR 13UII.I)ING 140 WI:SI' FLAGLL•'It S'1'RIiI: i', SINIT 1603 MIAMI, F1.0100A 33130-1563 305) 375-2901 FAX (305) 375-29uS C O TILIC.'1'012 I.1C:Ia aNC: ti}:C1'IU\ TUSj 375.3.SZ7 I:1.X (:1Q5) J7S-'-55g C: OlriLlC"rUR I:\1 OI2C'b;tiiha'rT)I'1tilU` JU5) 375•296G FaX (3U5) 375-_9ux I2O1) I:CI'C:CJ:'1'12C)I.1)I'I51C) Your application for Notice of Acceptance (NOA) of. t3Usy37VAN (lus)J72-GJJ9 Entergy 6- S S-N1'/E Irtsjv•irrg Opaque Double w/sidelites Resideuthil Insulated Steel Door - tinder Chapter S of the Code of Miami -Dade County governing the use of A ternate Materials and Types of Construction, and completely described herein, has been recommended for acceptance by the Miami -Dade County BuildingCodeComplianceOMCI .(13CC0) under the Conditions specified Herein. This NOA shall not be valid after the expiration date stated below. BCCO reserves the ri(,Iit to secure this product or material at any time from a jobsite or manufacturer's plant for quality control testing. If this product or material fails to perform in the approved manner, BCCO may revoke, modify, or suspend the use of such product or material immediately. BCCO reserves the right to revoke this approval; if it is - determined .by. BCCO that this product or material fails to meet the requirements of the South Florida Building Code. The expense of such testing will be incurred by the manufacturer. ACCEPTANCE NO.: 0.1-031.1.24 ,r EXPIRES: 04/ 02/2006 Raul ttoarl uca Chief Product Control Division Till IS THE COVERSHEET. SEE ADDITIONAL PAGES FOIZ SPECIFIC AND GENERAL, CONDITIONS BUILDING CODE & C PRODUCT REVIEW COMMITTEE This application for Product Approval has been reviewed by tile BCCO and approved by the Building Code and Product Review Committee to be used in Miami -Dade County, Florida under the conditions set forth above. APPROVED: 06/ 05/2001 Francisco J. Quintana. R.A. Director Miami - Dade: County Building Coda Complicuicc Office 11s0450001\pc200011tcmplates\ notice acceptance cover page.dot Internet mail adJresx;'1)0stnulster build inrcutlrclnline.com Iit»nt pa c: htlp:/h titi.l)uildirr;cacJeunline com Prcmdor Entry Systems ACCEPTANCE No.: 01-0314.24 APPROVED JUN 0 5 2001 EXPIRES _ =1pril 02. 2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDIT10i15 I. SCOPE 1.1 This renews the Notice of Acceptance No. 00-032I.26 which was issued :on April ?fi, 2000. It approves a residential insulated door, as described to Section ? of this Notice of "Acceptance, designed to comply with the South. Florida Building Code (SFBC), 1994 Edition for Miami -Dade County, for the locations where the pressure requirements, as determined by SFBC Cl)trptcr 23..do not exceed the Design Pressure Rating values indicated in the approvcd drawings. 2. PRODUCT. DESCRIPTION 2.1 The Series Entergy 6-8 S-W/E Inswinb Opaque Double Residential Insulated Steel Doors with Sidelites-Impact Resistant Door Slab Only and its components shall be constructed in strict compliance with the 'following documents: Drawing No 31-10297-CW-I., Sheets Y through 6 of 6, titled "Prcmdor (Entergy Brand) Double Door with Sidelites in Wood" Fratncs with Buniper Threshold (Inswing)," prepared by manufacturer, -dated 7/20/97 with revision C dated 01/I1 00, bearing the Miami-Dadc County Product. Control approval stamp with the Notice of'Acccptancc number*and-approval date by the Miami=Dadc County,product Control Division.. These documents shall hereinafter be referred to as the approved drawings. 3. LIMITATIONS 3.1 This approval applies to single unit applicatiogs of pair of doors and single door only, as shown in approved drawings. Single door units shall int lu.de all components described in the: active Icaf of this approval. 3.2 Unit shall be installed only at locations protected by a canopy or overhang such that the angle, between the edge of canopy or overhang to sill is less than46 degrees. Unless unit is installed in non -habitable areas «,here the unit and the area arc designed to accept-atcrinfiltration. 4. INSTALLATION 4.1 The residential insulated steel door and its components shall be installed in strict compliance %Jih the approved drawings. 4.2 Hurricane protection system (shutters): 4.2.1 Door: the installation of this unit will not require a hurricane protection systctit. 4.2.2 Sidelite: the installation of this unit gill require a hurricane protection system. 6. LABELING 6.1 Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved". 6. BUILDING PERMIT REQUIREMENTS 6.1 Application for building permit shall be acco npanied by copies of the follow, ing: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies of the approved drawings, as idcntiricd in Section 2 of this Notice of Acceptance, clearly marked toshow the components selected for:the proposcd installation_ 6.1.3 Any other documents required by the Building O icial or the South Florida43inlding Codc SFBC) in order to properly cvaluatc the installation v"1isster. Manuel erez, P.E. Product Con ram- xamincr Product ntrol Division`' 2 Premdor Entry Systems ACCEPTANCE N'O.: 01-031 .2 # APPROVED JUN Q 2001r) EXPIRES Anril02 2006 NOTICE OF ACCEPTANCE: STANDARD CONDITION'S I. Renewal of this Acceptance (approval) shall be considered after a renewal application has been filed and the original submitted documentation, including test supporting data, engineering documents, are no older than eight (S) years. Any and all approved products shall be permanently labeled with the manufacturer's nam.c, city, state, and the following statement: "Miami -Dade County Product Control Approved", or as Specifically stated in the specific conditions of this Acceptance. 3. Renewals of Acceptance will not bd considered if: a. There has been a change in the South Florida Building Code affecting the evaluation of this product and the product is not in compliance with the code changes. b. The product is no longer the same product (identical) as the one originally appnoved. c. If the Acceptance holder has not complied with all. the requirements of this acceptance, including the'corrcct installation of the product. d. The. engineer who originally prepared, signed and scaled the required documentation initially submitted, is no longer practicing the engineering profession. 4. Any revision or change in tlic materials, use, and/or manufacture of the product or process shall automatically be cause for termination of this Acceptance, unless prior written approval has been requested (through the filing of a revision application with appropriate fee) and granted by this off icc. 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, advcrtising or any other purposes. 6. The Notice of Acceptance number preceded by the words Miami -Dade County,, Florida, and followed by the expiration date may be displayed in advertising literature. Ifarty portion of theNoticeofAcceptanceisdisplayed, then it shall be done in its entirety. 7. A copy of this Acceptance as well as approved drawings and other.documcnts, where it applies, shall be provided to the user by the manufacturer or its distributors and shall bc'availabic 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 Acccptance. 9. This Notice of Acceptance consists of ptigcs I, 2 and this last page 3. EI D OF THIS ACCEPT NC' ti Manuel ercz, P.E., Product Contro - . a liner Produc Control Division 3 PREMDOR ENTERGY, BRAND) DOUBLE E s a s DOOR WITH SIDELITES IN WOOD. FRAMES WITH A BUMPER THRESHOLD INSWING) ALI PCA ICE niwSit*, IS71 PI<'EJ,IrALI[RxAiG R/IS' P N rAPCO(S , 1 1/¢' xtxtnun ExsE[NEwt D7 11 A' MAX MAX 74' D7 I/4• r MAX MAX 1/t• x P Cows SIAPLCS +. Icc wrc s x+1 5' MAX At - Hu 4' MAX S• Fv1% MAX 13' aC IS< aC - is, O.C.__is. aC ts' D.C_ Is* DC. 13' Ex. is, D.C. MAX MAX MAX MAX MAX MAX MAX HAX MAX ai i' INc+d ana7r tti or iil 1CT 1/2• MAX O. G SPACING j B• D.C. or Dial I wiw arcs A YIO i t' hlv.i - ts) Ix [ACH IMXMIC JAMr A IS' CM TOP OF Mon TD € F LOCK D.C..t SPACING 22• X 64' MAX DLO BO I /16' I) 1/ ' MAX O. G SPACING IB' O<'<xYLGC tT<.u610L17 1/ • MAX MC. SPACING j8. 0.C. 410Y MWI w00CL.. SM l LOL<rCf I I ( IVIICL IW I II I. .I 1. p e 1 .• ... I k SERE' 5nb' XI tnvr ` I dt IfE• WWJM CMICNGri —1 I Is' 0.C.I3' 0t.00. F— HAK NAX MAX 15; OC IS' DC_ HAX MA% MAX0 Hnx MAX x4• MAX 3' WAX HAx w+: MAX it• < r ww T. CT xcc wnrc 0 ATTACH ASTRAGAL THROW BOLT 18 x I' LONG STRIKE PLATE TO THE HEADER IN ALL REMAINING AND THRESHOLD WITH 010 x l 3/4' HOLES . FLATHEAD SCREWS" NOTESI 1:) WOODBUCKS BY OTHERS. MUST BE ANCHORED - 18 X 1 3/4" LONG PROPERLY, TO' TRANSFER -LOADS TO THE .STRUCTURE. FLATHEAD, SCREWS 2.) THE PRECEDING DRAWINGS ARE INTENDED TO QUALIFY THE F13LLOVING INSTALLATIONS, L.H. INSWING Rx INSWING A. WOOD FRAME CONSTRUCTION WHERE DOOR ` SYSTEM IS ANCHORED TO A MINIMUM TWO BY WOOD' OPENING. ASTRAGAL B. MASONRY OR CONCRETE CONSTRUCTION WHERE DOOR SYSTEM IS ANCHORED TO A. MINIMUM TWO BY 4r. APPRnVEDASCCv,,u,;,;, i,.;,,z STRUCTURAL' WOOD BUCK. SOUTH- ' C. MASONRY OR CONCRETE CONSTRUCTION WHERE DOOR SYSTEM IS ANCHORED DIRECTLY TO CONCRETE OR MASONRY WITH OR WITHOUT A NON-STRUCTURAL ONE BY WOOD BUCK. 3. ALL ANCHORING SCREWS TO BE 110 WITH A ',mrnNO CODE By PRO OL CONTROL ornSlol BU0.DL'... COCC CC.t'PUA,'JCE On-„-, MINIMUM 1. V2 EMBEDMENT INTO WOOD SUBSTRATE AccePru ENo.I 3 Y. 4 OR 3/ 16' PFH TAPCDNS WITH 1 1/2' MINIMUM EMBEDMENT X UNITS. SHALL BE INSTALLED XT AT LOCATIONS PROTECTED BY A' CANOPY OR INTO MASONRY. OVERHANG SUCH THAT THE ANGLE BETVEEN THE EDGE OF CANOPY OR OVERHANG 4. UNITMUSTBEINSTALLEDWITH 'MIAMI-DADE COUNTY TO SILL IS LESS IMAM 45 DEGREES UNLESS UNIT IS INSTALLED IN APPROVED' SHUTTERSNUN -HABITABLE AREAS VHERE THE UNIT AND THE AREA ARE DESIGNED TD 5. THREESTAPLESPERSIDEJAMBINTO, HEADER ON SIDELITES ACCEPT VATER INFILTRAIIDN. AND DOOR, THREE STAPLES PER JAMB INTO,THRESHOLD'ON SIDELITES AND DOOR c I tACE CDUArrT.MODWICAIDiS n7/m o 6. LATEX SEALANT TO BE APPLIED AT SIDE BY SIDE Ulglr- (xESSNNELFix ¢L mil R r Y ) I,r.,. a: JAMBS AND SIDELITES. 111011m. LRESS wMe. Pt @n. ILI. A . +oG aI Et um MWICMATID4 tnenl 7. DOOR/ SIDELITE HEADER, DOOR/SIDELITE JAMBS, AND SIDEL[TE BASE t ' IRKLVIIHMs oat I 3t PNiI nrta, n (.I onI ®wmzL,rtl CORNERS ARECOPEDANDBUTTJOINED. 3T - c r t: SCTL = Y.T.S. B. DOORSSHALLBEPRE -PAINTED WITH A VATER-BASED EPDXY RUST P k N Y YJ MS 31-029-F.S. INHIBITIVE PRIMER PAINT WITH A DRY FILM THICKNESS OF 0.8 TD 1.2 MIL. 5DG ETT[ I J 9. FRAMES SHALL BE PRE -PAINTED WITH AN ACRYLIC LATEX VATER-BASED/ P''-,1 ¢TbTEt SHEET _t F S VATER-REDUCIBLEWHITEPRIMERVITHADRYFILMTHICKNESSOF0.8 TO 1.2 MIL. R[Y{ S3 ii2 N PHESSUR HAIINGS. VI1EtiI VATER INFILTRATIIRI DUIREMENf IS NEEDED X VNERE VATER INFILIRAfION I REOUIREMEN1 IS NOI NEEDED FoSitivLl INPT APPRPVFDX I+ 0 X GLAZING DETAIL SHERVIN VILLUIMS DSDA CXiCRiOR GRADE LATEX CAULK EXIERIOR INTERIOR 29 1/9• TEMPERED GLASS INTERIOR 3/4. 1 INSING °- 5 OTHER CONFIGURATIONS MAX MAXmXrwx 7r• 1ST tlxX. XX. 74 3/4• I74 3/4• HazMAX MAX 37 I!2' . N. KAX OXO Z AFPROVEDAS CO,'.IPLYING tYTH DIE Mmtr motr2Am m SOUTHFLQjjIQABU11, pIN000D"c 170ibBl[SSlBI[RItlC B ADDEDP ( wtium „ J ( Jry 11101Gt7D• I/l[IS All[ SIi @q; qLI. +ar StkEvf i0 litC rnm[S t DA'- • nFl"}1 t ADI DIK! DWI @,'IOAAIIb15 a-n - ' BY wJ fie FRODU `. ROLDIVISION M C BUR. OING CODE CEDdPLIAIICE OFFICE lI L.ml J 31-1029—EW—I ACCEP NCEHo 7D37y.2y min qlb SIZE, 2 Uf' 6 AVDuIIEIA! c MAILRIALS LIST ITEM NO. D DESCRIPTION PART MJMBCR COMMENTS 2 BY WOOD BUCK 2O VOOD.HEAO. JAMB CV-14 1 1/4 X 4 9/16' MTL. TO BE PINE DR EOUIVALCNf 17 3O COMPRESSION WEATHERSTRIP ALUMINUM W- LOCKSCREEN RAND xS A 650 (BRONZE) ASTRAGALW- PREMOOR BRAND OR EQUIVALENT- 5/8' ALUMINUM ASTRAL, ALUMINUM -BUMPER THRESHOLD EW-15 PREHDDR DR T 11 5 6--07 80 11 16' MAX INTERIOR 79 5/16' MAX r-< 9,15 SECTION B-B 0 S TpP CHANNEL AND OR EQUIVALENT - 1 1/d'.x 4 9/16' EV- 08 . PREHDDR BRAND - 1 11/16' - 20 G— O STILL KIN 26 Bn L011 D)I 10B) T1lt SI m PSI qY NDBTS t ap1[ BSI ml B>pl' MLYURFTHANFI 90 FnAMR BOTTOM: CHANNEL BASF FOAM - LW- 07 DENSITY 2.0 TO 2.5 lbs./Ft' PREMDOR BRAND - 1 11/16- - 20 GA STEEL IO VOOp LOCK BLOCK STRIKE STILE EW- 09 4' X 4 I/2' MTL. TO BE PINE OR EOUIVAL[NI 15/ 16'.X.1 11/16' MTL. TD BE PINE OR EQUIVALENT IIEV- 06 12. HINGE STILE LOCK PREP FILLER PLATE EV- 05 I5/16' X I II/16' MTL. TO BE PINE OR EQUIVALENT PREMBOR• BRAND - .050- THICK- MTL TD BE POLYETHYLE 13' 4`x4- HINGE EW- 10 2 14 EV- 16 HAGER BRAND. HINGE OR EQUIVALENT - .097 THICK (STET I5 WOOD HINGE JAMB 110 x 3/4' F.H.V.S. W_ 1 1/4' X 4 9/16' MTL. TO BE PINE OR EQUIVALENT 4) SCREVS PER HINGE INTO DOOR - 16BIDX2' FHW.S. C VS 111 1 11 111 JAN [RID L JAN , R HAX18' hC THEREAFTER 10) SCREVS THRM)GH STRIKE JAMB INTO SIDELITE JAN1. 4• DOWN FRa" xD' O.C. THEREAFTER 6) SCREVS T)RDt" EACH SIDELITE JARS INTO SIDELITE. 4' mm FRDN UP,wTx t5' DC HEREAFTER . EXTERIOR7Tex. V/RI )tRI 1 1 XB 3/ 1 - PF 18 I 6H2m— 'Nix Pi 1 ig tmpcx-Rt 910 x 3/4' F.H.W.S. REFER TO ELEVATION VIEV, FOR A Or SCREVS USED AND LOCATIONS I9 ' DB x 2' FHW.S. 2) SCREVS PER HINGE INTO JAMB LOCKSET 2) SCREVS AT EACH STRIKE PLATE 1 910 X 13/4' F1iV.S. KVIKSET BRAND 200 LOCK OR HARLOC BRAND 100 LOCK WOOD SIDELITE JAMB 2) SCREVS PER HINGE INTO JAMB 1 1/ 4' X 4 9/16' MTL. TO BE PINE OR EQUIVALENT 0. ..22' X 64• SINGLE PANEL GLASS EW-19 T tiP ED GLASS N POLYPROPYLEN FRa - jj DC - I 40 -COOL A PTRaEV-20 SIDELITE TRIM ( WOOD)' WOOD CASING EV-21 5/16 x 112' NTL. TO BE PINE OR EQUIVALEN 1 1/ tl'' VOOD EW- 22 1/B' x V NTL. TO 1E PINE DR CnuIVALCN) - ITERS HpLBINGS U rDR -Sloears)De ARar As Ru-LIO SIDELITE HEAD JAMB WOOD EV- 23 1 1/4' X 4 9/16' MTL. TO BE PINE OR EQUIVALENT SIDELITE BASE POLYPROPYLENE LITE FRAME EV-24 1 1/4' X 4 9/16- MTL. TO BE PINE OR EQUIVALENT DC-1643. DDL-2 HP Polypropylene by ODL k6 X 1 1/2'`RAN HEAD SCREVS 1B PEE AI rRAMETD v STILES EV-26 4' THE AFTER. . SIDELIT[ I PINNAIL 15/16' X 1 11/16' MTL TO DE PINE OR EQUIVALENT 3/4' LD6 NAIL. 4' 11t FMH END. KAI B' DL THERAFTER• USED DN PLLLIDS MD I 995 D W SILICNEAPPROVDASGOMPLL" IG VMME THE Som FLhRWITT DATE BY VISION R IPROWRDL BUILDING CODE COL.PLIANCEOFFICE ACCEPTANCE NO.0 1- 0 31 Y. 24 LIHIIS — KISS BOILI, FRAL DCL AIIG CXTRDSIF BI CSS MIICB, 5I0. QW-L ID.'S B BADE COUNTY MODIFICATIONS I/11/aI JD A_ ADDED PAGE' S (DUOR UPTIUNS) I0-1-91 R N LiR RNVISIN I BAIL I BY llR ByBA [ - - PREMDOR ENTRY SYSTEMS PART BAHC= R t'l= 911 L .4TFCRSON 31- 10z9-Ew-I PRISMa 66762 n SHEET 3 OF 6 ' RCVISIOH LCIICR o 2 BY WOOD BUCK 1/4' SHIM MAX 3/ 4' INTERIOR 79 3/16" MAX 80 11/16' MAX 2 BY WOOD BUCK SECTIM C-C. l 1/4' EXTERIOR PLEASE SEE "GLAZING DETAIL' DRAWING #.31-1029-EW-I SHEET 2 OF 6 Q r- 1 1/4' DOW SILICONE #995 APPROVED - COMkYRIG W TH THE s1lun1 Fl,j RA BUILDING C05 aY JIJry 0.5 PROD' T GHTRGL Drosm (/ B'JRD'NG CODE COMPLIANCE 014 1-1029-EW-I SHEETA OF 6 REVISION LCITER p i I _ OTHER DOOR .'CONFIGURAT ONS IQ IR• 71 urm• 1^ W ri fY aL r w'"" I r W W-'.' • .- r > W °I.u pw1 > L 1 p"'•° iW pui .u w /. yi W S.u. • i' W 1t-.,YI11 Y, OL >pL. p• iC pC >.'• • pL waLT1 y- °L > 1 I 1 > 111 "'uKu•• 11-VY 11![ I - rr • 1 1 1 ! LL YKIG 11 I.r ui it I/r p L AKYG. p p - •° 11M• Ir I.r WM-YKR° - 1 p p II.IY bMM iC v.Ll•G tl V V w axxaxxn W Lu ar • r r a..:/r a Ar yr aL Ir W ..a r .i> W "• W' W IT i 1 ! W ec a•cic p 1•r w o p lu i»pw o u'clv.cl.aAIlnr v yr ..r - p _ .• nnl• rat a•.c°c _ p vl 1 1 1 i aL 1 u• ° hoc H JIHI" Y ;L p i(Yw1C 1 pu[ nx APPRDi c0 A$ COLIPLYt11G WTH THE SOUTH FLpjl B(OwG CODE OAtc J" 0 n BY T ! PROM T NTROL Dr!ISIOH BUILDING CODECOATPLUNCcOFF ACLEFf,*MCE NO. T- 1 911 Pil 31-1029-EW-I. SHEET 5 OF 6 1 MUN LLI ILY i HTIIER DOOR PANEL STYLES 36" r- MAX 79 BOB nn o00 ®® gob g0o all Oat] 013 012cp E] non ®® dQ BOB Qa — DLANKTOP6-PANEL q-PANEL 9-PANEL 10-PANEL 1B-PANEL FLUSH 8-PANEL CROSSBUCK 12-PANEL 4-PANEL © 1111 4-PANEL 5- PANEL 5-PANEL 5-PANEL 5-PANEL OTHERSIDELITESTYLESEYEBROW V,SEROLL EYEBROW GYEBROV V/SCR°LL 36" MAX 79 QSL- 10SL-20 SL-30 . SL-60 SL-50 ' SL-50D SL-69A SL-69B SL-69C SL-25 SL-55 SL-30 SL-40 SL-90A SL-90B SL-90C SL-300 SL-30C SL-70 SL-BD oa Qa. A QQ QQ ®a Qo Qa Q ®a A g OQ ® 0 o o P-i PD-2 PO-3 PD-4 Pp-5 PO-6 PD-7 PDA PO-9 PD-11 PD42 PD-13 PD-14 PD-15 PD-16 PD-17 W ((:: j' i W 4 M O O v s Q s 0 le 8u L PD-IDPD-19 -PD-20 PD-21 PD-22 PD-23 - Ifil 9 L < K PD-24PD-25 PD-26 P0-27 a &; PO- PO-29PO-30 PD-31 PO-32 PO-33 Pp-34 6 II( n1II HHflfl [xila[SS Nd00. AU[fk SSlkCDnWsLlCR[vISIDKS N IT 0AI[ 9r d noa ` PA2I1iN: PREHDOR 0 OR PI 0. no PREMDOENTRYSYS EMS SAS PD-35 PD- 36 PD-37 PD-38 PD-39 PD-40 PO-41 PD-42 PO-43 PD-43A 911 HF(W 31-1029 EW-1 PD-43B SHEET 6 OF 6 R[YLSBA [[l1[ k s s s 1 e .. M I A M I-DADE PRODUCT CONTROL NOTICE OT ACCEPTANCE' Pi-erridor• Entry Systems 911 E. ,Ieferson, P.O. Box 76 Piffsburbh ,KS 66762 NIIAiNII-DADE COUNTY, FLORID. METRO-DADE FLAGLER BUILDING BUILDING CODE CDNIPLIANCE C FFICE M) 'rI20-DAI)r F I AGLETI I3UII.1)ING 140 wl'.S'r FI.AC)I.I:R S-I'ItIa:1*. SUI I'I: 16U3 MIAMI, Fl.oltli)A 3 31 30-1563 305).375-2901 FAX (303) 375-2908 C:(7 I'1LtC"1'C)It I,IC:I•:1til,ti(; tiI;L"I'lU\ t305)375-25371:1.\(zU5j37 t.2st CUY'I'IL C'rUlt fi1F'QI2C:I:MEANT I)IVISJO\ 305).M-27G4 PAt'(.1U5)375-2908 PRODUCT C:qN-I'R01. I)I\-ISION Your application for Notice of Acceptance (NOA) o( 10s)s7s-'-`'a'- f E,x (Zus>372-ca.tn Enter•gy 6-8 S-W/E Outswing Opaque Single ,v/sidelites Residenti,11 111SI1111tCd Steel Door under Chapter 5 of the Code of Miami -Dade. County Qovernirlg the use of Alternate Materials and Types of Construction, and completely described herein, has been recomrtlerided,for acceptance by the Miami -Dade County Building Code Compliance Office (BCCO) cinder the conditions specified herein. This NOA shall not be valid after the expiration date stated below, BCCO reserves the right to secure thisproductormaterialatanytimefromajobsiteormanufacturer's plant ibr duality 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 Florida Building Code. The expense ofsuch testing will be incurred by the manufacturer. ACCEPTANCE NO.: 01-03[-I.2i d EXPIRES: 04/02/2006 Raul Koarlguez Cliicf Product Control Division THIS'IS THE CO'ERSI[EET SEE AI)DIT[ONAI, PACES Fnit SPECIFIC AND CENERA1, CONI)ITIO,NS BUILDING CODE & PRODUCT REVIEW CONItiIITTEE This application for Product .Approval has been reviewed by the BCCO and approved by the Building Code and Product Review Committee to be used in Miami -Dade County, Florida under the conditions set Forth above, APPROVED: 06105/200I Francisco J. Quintana, R.A. Dir;ctor lMianli-Dad; County Building Code Compliarrc; Of'ficc s045000I\pc2000\ltemplates\notice acceptance cover page.dot Internet nwil address:Iomnastc&jFi`huildin-CodCoriHlie.Coni ' L... ( . Itonlcna eIc.corn Premdor Entry Systems ACCEPTANCE No.: 01-0314.21 APPROVED JUN D 5 vvf EXPIRES : _ April 02. 2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS . 1. SCOPE 1:1 This renews the Notice of Acceptance No. 00-0321.23 which was issued on April 29, 2000. It approves a residential insulated door, as described in Section 2 of this Notice of Ac-ccptancc, designed to comply with the South Florida Building Codes (SFBC), 1994 Edition for Miami -DadeCounty, for the locations where the pressure requirements, as determined by SFBC Chapter ?;. do not exceed the Design Pressure Rating values indicated in. the approved drawings. 2. PRODUCT DESCRIPTION 2.1 The Series Entergy 6-8 S-W/E Outsiving Opaque Siilald Residential Insulated Steel Door with, Sidelites- Impact Resistant Door Slab Only and its components shall be constructed in strict compliance with the following documents: Drawing No 31-1020-EW-0, Sheets .l through 6 of 6, titled "Premdor (Enicrgy Brand) Wood Edge Single Door with Sidelites in a Wood -Frames withBumperThreshold (Outswing)," prepared by manufacturer, dated" 7/29/97 with revision C dated01115101, bearing the Miami -Dade County Product Control approval stamp with the Notice of Acceptance. number. and approval date by the Miami -Dade County Product Control Division. Thesedocumentsshallhereinafterbereferredtoastheapproveddrawings. 3. LIMITATIONS 3.1 This approval applies to. single unit applications ofsinglc door only, as shown in approveddrawings. 4. INSTALLATION 4.1 The .residcntial -insulated steel door and its components shall be installed in strict compliance withtheapprovcddrawings. . 4.2 Hurricane protection system (shutters): ' 4.2.I Door: the installation of this unit will not require a hurricane protection systcm. 4.2.2 Sidelite: the installation of this unit will require a hurricane protection system. S. LABELING 5.1 Each unit shall bear a permanent label with the manufacturer's name or logo, city, state andfollowingstatement: "Miami -Dade County Product Control Approved". 6. BUILDING PERMIT REQUIREMENTS 6.1 Application for building permit shall be accompanied by copics of the following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies of tic approvcd drawings, as identified in Section 2 of this Notice of Acceptance, clearly marked. to show the components selected for the proposed installation. 6.1.3 Any other documents required by the Building Official or the South Florid-1 Building Codc SFBC) in order to properly evaluate the installati n of this system. Manuel Perez, P.E. Product Con -1-01 -xamincr Product'Control Division Pre mdor Entry S stcros ACCEPTANCE No.: 01-0314:21 APPROVED JUN 0 5 EXPIRES April02 2006 NOTICE OF ACCEPTANCE: STANDARD ( (O,NDITIONS Renewal of this.Acceptance (approval) shall be considered after a renewal application has been Glcdandtheoriginalsubmitteddocumentation, including test supporting data, engineering documents, are no older than ei,ht (8) years. I. Any and all approved products shall be permanently Iabeled with the manufacturer's name, city, state, and the following statement: "Miami -Dade County Product Control Approved",'or as specific -ally stated in the specific conditions of this Acceptance. 3. Renewals of Acceptance will not be considered if, a. There has been a changc in the South Florida Building Code affecting the evaluation of thisproductandtheproductisnotincomplianceNviththecodechanges. b. The product is no Iongcr the same product (identical) as the one originally approved. C. If the Acceptance holder has not'complied with all the requiremerits of this acceptance, including the correct installation of the product. d. The engineer who originally prepared, signed and scaled the required docunicntaiion initiallysubmitted, is. no Iongcr practicing the engineering profession. 4. Any revision or changc in the materials, use, a pd/or manufacture of the product or process shall automatically be cause for termination of this A'cceptancc, unless prior written approval has been requested (through the filing ofa revision application with appropriate fcc) and granted by thisoMIcC. 5. Any of the following shall also be grounds for removal of this Acccptancc: a. Unsatisfactory performance of this product or process. b. Misuse- of this Acccptancc as an cndorscmcnt of any product, for sales, advertising or anyotherpurposes. 6. The Notice of Acceptance number preceded by the words Miami -Dade County, Florida, andfollowcdbytheexpirationdatemaybedisplayedinadvertisingIitcra.turc. I'Fany portion of theNoticeofAcceptanceisdisplayed, 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 time manufacturer or its distributors and shall be available for inspection at the job site at all time. The engineer needs not reseal the copies. Failure to comply with any section of this Aeeept nce shall be cause for ter imination and removal ofAcccptancc. 9. This Notice of Acccptancc consists of pages 1, 2 and this last page 3. EtIND OF'I HIS ACCEPT NCE Manuel crez, P.E., Product Co tro Examiner Produc 'ntrol Division 3' i rktMlluk .(AN 1 LKUY EHAND) WUOD EDGE SINGLE DOOR WITH• SIDELITES IN WOOD FRAME WITH .BUMPER .THRESHOLD OUTSWING) N14) PER MCADNLNSILL. (61 PERE.ND 00' MAX LTERNATE: 3/16' PFH TAPCGNS K/ 1 1/2' MINIMUM EMBEDHENT 4' MAX 4' MAX MAX q• MAX T --4' MAX 3' MAX 4' MA 3' MAX I5' 3' MAX 14' 3' MAX MAX g MAX 4' MAX 1 2' X 2' STAPLES t EE NOTE 5) 8 IAS' ( 14, 0T Isl I"'—'MnX—"• 15' MAX 4 H/ O. C. IS MAX 9 I5• MAX MAX 15' MAX i 43 1 /16' TOP OF DOOR Q. G. J/' G : TO 4 OF LnClf IN M KVIXSET DEADDDLr MODCL 660 SCRICS OR HARLM DEAOBDLI MODEL820' 164' 15' MAX 22' MAX OLD Q. C. A A QD ! /16' MAX KVIKSCr LOCKSEi I 15' MAX MODEL DL20D SERIES RL C LDCKiEt Q. C. dON n 3/16• f MODEL RUGCS 15, f] F- 4 - MAX MAXIMA14, MAX MAX 15•4' MAX MA' X 3' MAXNOTES. 3' MAXWOODDUCKSBYOTHERS. MUST BE ANCHORED. 4' MAX--X 4' MAX MAX. 3 ROPERLY TO TRANSFER LOADS TO THE STRUCTURE. J THE PRECEDING DRAWINGS ARE INTENDED TO IUALfFY 114E FOLLOWING INSTALLATIONS. WOOD FRAME CONSTRUCTION WHERE BOOR YSTEH IS ANCHORED TO A HINIHLVI TWO BY W000 IJ PENING. MASONRY OR CONCRETE CONSTRUCTION WHERE Rlt OUTSVING LH OUTSVING 3OR SYSTEM IS ANCHORED TO A MINIMUM TWO BY TRUCTURAL WOOD BUCK. MASONRY OR CONCRETE CONSTRUCTION WHERE N OR SYSTEM1SANCHOREDDIRECTLYi0CONCRETEvKREVAtCR IWILIRAIICN VHERC VAfCR IWILIRA(IDN t MASONRYVITHORWITHOUTANON-STRUCTURAL DIRREHCBI IS N COCD = REOUIRCRENI IS N01 NEEDED IC BYWOODBBLICKALLANCHORING SCREWS TO BE BID WITH v t + NIMUH 112' EMBEDMENT INTO WOOD SUBSTRATE X 3/16' PFH TAPEONS•VITM 1 12' MINIMUM EMBEDMENT TO MASONRY, i ONIIS SMALL BE INSIALLED ONLY AI 1.11CAtIONS PROTECTED BY A CAMPY OR UNIT MUST BE INSTALLED WITH 'MIAMI-DADC COUNTY GVERWX SUCH THAI TIE AWAE BEIVCEN IN[ C06C Or CANOPY OR GVERIW;G PROVED' SHUTTERS ID SILL IS LOSS (MIN 45 MCREES W&ISS ONII IS INSTALLED 1N THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES NDN'HABITABLE AREAS VHERE THE UNH AND IMC AREA ARE OCSIGNED' TD - D DOOR. THREE STAPLES PER JAMB INTO BASE ON SIDELITES. ACCUT VATCR 19FILTRAII0K LATEX SEALANT TO DE APPLIED AT SIDE BY SIDE MBS AND SIDEUPES, DOOR/SIDELITE HEADER. DOEIR/SIDELITE JANOS, AND SIDELITE BASE I ilm, LB 1011(Zr TNERS ARE COPED AND BUTY JOINED. B6Ab mm IDID In mr I DOORS SHALL BE PRE-PAINIED. WITH A WATER -BASED EPDXY RUSE TBITIVE PRIMER PAINT WITH A DRY FILM THICKNESS OF 0.9 TO 1.2 M(L FRAMES SHALL BE PRE-PAINfEO VITM AN ACRYLIC LATEX VATER-BASED/ PREMDOR ENTRY SY IER•REDUCIBLE WHITE PRIMER WITH A DRY FILM THICKNESS OF DB TO 12 NIL III LtnDa MR m utte j---4' MAX MAX BB x 1 3/4' F.H.W.$ 3) PER SIDE FROM JAMB INTO THRESHOLD APPROVED A5 COSI-LYING i, 1I l h 1n, SOUTH F`+' n•1 1A SUILDI170 CODE DAB .JJ J PROOC 7 C LTROL CI67S:7a BUILD04G CODE COMPLIAYCS CFF; ACCEPrATTCE N0. Q1- 03 w. 2 r 1020-EW- E SHEET I Q . S SVDa ulm GLAZING DETAIL SHERVIN VILLIAMS E50A EXTERIOR GRAVE LATEX CAULK 8 EXTERlut INTERIOR 112` LASS BITE 9 1/9' TEMPERED GLASS w SECTION AITAX OUTS WING OTHER CONFIGURATIONS 68 • 68 7/A• N MAX 77 li2• AX. X( 1. I77L x APPRO• tO AS COIAPLTING I•ATH THE C. MOE mmnT luaw CAtim SOUTH 1J 11 [C B AOBED PACE 101W Bpi bAt- JU Q WIN- CODE aFI IB69}6 OLC6 M Ill ma "Ll REP SMVS 10 UfC-fAMF3l BY PRO T TTROL OPA51@I / .1 BvdowccaoECEX. HCEOPF >Cort RY Y 1 1o2o—EW—p ACCEPTANCENO. O 1- 03 T NIB m: STKET. 2 TA 6 HtOpIIURt E 80 11/16- MAX EXTERIOR 79. 5/16' MAX I . SECTInN B-B OI : WOOD HEAD JAMB vnRl NUHHLR coNMErirs . O _ COMPRESSION b'EATHERSTRIP E W-12 t 1/4' X 4 9/16' NTL. TO BE PINE DR EDUIvA(ENr 0 WDUD STRIKE JAMB W- dLOCKSHEEN BRAND LOXSEAl 9650 lnon O ALUHiNUM-BUMPER THRESHOLD W- EN-13 1 1/4 X 4 9/16 HTL TO BE PINE UR CQUiVALENt 5O TOP CHANNEL PRENDOR BRAND OR EQUIVALENT - 11/4' x 4 9/16, 6 EW-05 PREHDOR BRA Np - l ll/16' - 20 GA STEELSTEELSKIN 2111-MUMEFUIM rfIRF a go. (D17 I.Mi BASF FOAM - mul N4 t An DENSITY 2.0 TO 2-5ibs_/Fttl nnamne8BOTTOMCHANNEL VLOCK. BLOCK EV- 04 PREMDOR BRAND -1 II/16' - 20 GQ SfECI iD STRIKE STILE EW- 0 4' X 9.1/2' MTL• TO BE PINE OR EQUIVALENT EW-07 15/16' X 1 11/t6' LHINGESTILEMTL TO BE PINE OR EQUIVALENT 2EV-06 15/16' X 1 11/16- MIL TO BE PINE UR EQUIVALENT 12LOCKPREPFILLER. PLATE EW-09 PRENOi]R BRAND - 050' THICK- MTL TO BE 13a'x4' HINGE EV-15 HAGER BRAND HINGE OR EQUIVALENT WOODHINGEJAMB - 091 THAT (SIFE AlD x 3/4' F.1T.W.S. IV-]]. 14 i 1/4' X 4 9/16' MTMIL.TO BE FINE. OR EQUIVALENT IS 4) SCREVS PER HINGE INTO- UIXIR i6110X2' F.HWS. 6) SU¢CWS IIYTpppi CAC!{ : EiINTERI RRAS0EJAMBRTTUSIOEUIC, 4' QVH FROMauGEER 6' PrxtAPEUSv/ml I Ire TAB RI RETER TO ELEVATION VIEV• FOR II or SCREWS USED AHD LOCATIONS ID SLOELiTE WOOD STILE EV-07 15/16' X 1 I1/16- MrL TO BE PINE OR:S USEDALEt4T 19 K8 x 2' F.H.W.S. (2LSCREWS AT EACH STRIKE PLATE LOCKSET KWIKSET BRAND 200 LOCKOR HARLOC BRAND.100 LOCK I B IO x 13/4' F FT W.S. (5) SCREWS iHRau(a{ HIHU E _M6 iwo SiDELIIC JNip, D DOWN rttmt T[ 14AXS1 gR' QC THEREAFTER DavNrRl>,I n HAX B• pvG THEEREAFTERiKE JAxHINTQSIDELITEJAN6. 4' l 4) SCREWS IwtDUp1 EACH HKE IRIU Dt$IR jWo WOOD SIDELITE JAMB EV-iB 11/4' X 4 9/16' MTL. TU BE PINE UR EQUIVALENT 22' X 64• SINGLE PANELGLASSEW-39 t 11U_ E EA GLAD NQLYPRUPYLEN FR SIDELITE TRIM (WOOD) IL - C-16a3 - (QDL EV-20 5/16 x I/2' MTL. To BE PINE OR EQUIVALENT WDDD CASING ' I!B' xTniLUPeaEREautVALEN - IFJIS ARE H0.DINGS EV-2I rim stet er SIDE JANer As M&( loNs USI WOOD SIDELITE HEAD JAMB EV-22 i 1/q' x 4 9/16" HTL TO BE PINE OR EQUIVALENT WOOD SIDELITE BASE EV-2311/4' X 4 9/16' HTL. TO BE PiNE OR EQUIVALENT PULYPROPYLENE LITE FRAME C-1647, ODL 2 NP Polypropylene by ODL 96 X I ]/2' PANHEADSCREWS18PERFRAMEvnPINNAIL10EXCEED 14' OC iNER Ar RRN 3/4' LIXtG fWl, 4• IH FRWi END, tWI 8' UC. iHEAWICil. USED Qt HXLD)S Nip TRI DOW SILICONE #995 FYI Dir. $ 80f(D, lR C X(RI6 E RNG 111NS IDILESS MUD, SID. Wit11' 1 . APPRII,lcJAS CoMpLy. want T; m 04t EH.FLpB j¢I11 It C E DR IT PRO 111==--1 rKLMDUR-ENTRY SY OOFFICE PITTSBURG, IS 66T6Z ACCEPTANCE lio, 0 1 - 031 Y. s t 31-1020-EW-0 SHEET OF 6 fE—vislIYI LEiTER B 17 s 1/4" SHIM MAX l l l/4" I 6 3/4 7 y79 3t16" TERIDR MAX 80 11/16" MAX 64" z3 .EXTERIOR MAXDLLPLEASE SEE "GLAZING DETAIL° DRAWING #31-1020-EW—p 29 SHEET 2 F 6 g 1 1/4" 24 DOW SILICONE 4995 2 BY WOAD BUCK BADE caur7rr 7+oolFlcanarls Huai o 49/1 6" LIMITS: URESS' NUIEO, rRAC n 17 E%IRIISIOn- iR ESS 1A]iEA, S1a'C1RT1 9 RS A e0a S[KVS 10 LIFE Faert t MTERIAI UST 1 1 97 -90 RS. SECT-10N (` AF DY[ O pa C07.1'r! YING IMTH THE E IR REVISIN, I o> C — l__• n TC SOUTH ` y'" tq?,j E . Key R. HA _ _ PART, f PREMDOR ENTRY SYSTEMS raoo ' - T sr awsi6H 911 1, a1rERson 31- 102 0 — E 1 rJ - p HvlOulGCO2cCoMpUANCFOFFICEPIITSBIR2G, K5. 667fiZ- - SHEET 4 OF CEPT.•.HCE Nq, 01-ail v.yl G. REVISION LETTER U A' MAXI - nA MAx MAX- ox lug, O MAx 3• MAX- IIAX IS' -1<' T HAX MAz la' r- 1 ts• I r wuJac Is, MAXaG 13• MAXac Is' MAXOL IJ MAXac J15 • 1s 11 IL 141NX 6' Mn; 4' MAX MAX 7• nex HA; MAX I .uUi 1,L11V1 lUUNH.I ILJNI >- 68 314' MAX HAX A. MAX MAX M•eX TLMA% 7'- MAX' M. tA. MAX R•°}::•1vt A5 CO;n%IYIHG VATH THE Y 1 MAx Mnz 6GUT:I FL q M T uL(ILIe3• MAX LASE 11 fR 1T MAX bf PREMDOFhRODIT •ITROL DMslow 911 C CFf[RSIAI 77 I/Z' 1uXX HA% e• Ne; e• MAX . 3' MAX 14• MAX wz 1,' IS' MAX MAX-11 I— a.c I 1 13•NAX f IgL 1s• MAX b.c o 80 t fI6• O 19 MAX O.C. Is, MAX O.0 J —mx i s• MAX 3' ,4,X 3' MAX- 4. I1AX MAx X PAR, I IT Yr 31-1020—EW— SHEET S OF 6 RCYIIHW tCTi[R I u rrLK DuuK E'ANEL STYLES 36d r MAX 119 /16" j C30 ® d 0 otia ] 1'3003 UDU MAX q° ono° ooOLANKTOP6-PANEL 4-PANEL 9-PANEL 10-PANEL IB-PANEL R 4-PANEL FLUSHB- PANEL CROSSBUCK 12-PANEL 4-PANE( EYEBROW il"SCRO-PAWLL EYEBROV 5-PANELOTHER SIDELITE STYLES SPANEIWSCROLLEYCBROV30* 7 MAX M X a Q 0 Sl-10 SL-ZO SL-30 SL-60 s1.-50 sl-soe ' CI SL-69A SL-690SL-69C SL-25 SL-55 SL-30D SL-40 SL-90A SL-908 SL-90 C SL-308 SL-30C SL-70 SL-00 PD-1 PD-2 PD-3 PD-4 PD-5 PD-6 PD-7 QQ D Q oa PO-8 Pp- gPp-10 PO -II PO-12 PO-13 - PD14 PO-15 PO-16 PO-17 Lill v IlJ®"O PD- 18 PO-19 PD-20PD-21 PO-22 •+ "' z c• rr PO 23 PO- 24 PO-25 PD-26 i PO-27w 9 PD-28PD-29 PD-30 PD-31 PD-32 PO-33 PD-34 j IlOfli [T CSS h01[ D, fRAC UI01510TS• Tfi[SS h91[1, 51@. Up{l, 10.T - N4 I IR KylSI@TS - DAI t oao o A I P T 1b."O -LIMW DD(7R t)P(IDNS R : HIII : , PO-35 PD- 36 PD- 37. PD-38 PD-39 PD-40 Pp-41 PO-42 EMD R N Y SYST M 31-10 0—EW-a PD-43 PD-43A PIIls .EFfClSilt ]- PD-43B SHEET 6 OF 6 REVISE l[f fla SEMINOLE MuNTY MARyONNF HORSE, CLERK OF CIRCUIT COURT BK 05187 PG 0636 SEMINOLE COUNTY CLERK IS it 20040173.16 BK 05199 PIS 1643 RECLORDED 02'/04/2 :004 01:45,135 PM1 CLERKS # 2004023776 RECORDING FEES 6.00 REQURDED 02/17/2004 12691113 PA RECORDED BY L Woodley RELORDIN8 FEES 6-00 R4vuRDED BY 8 O'KelleY 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 PROEER (Legal Description and Street Address) Lot, 65 110 WHEATFIELD L P: Subdivision: CELERY LAKES 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 RAnr^nrIn,Wt%mac iinl Kir%rfh Icalliar Pnnrl _Ridfa F: nrinnrin FL 32810 o U. 0 L. U. 04 0 Ce Ce 0 j co 51 —1 eq 0— j d LU Z 0Z Z 40 e W W101% Ce 1 0 SURETY (Bonding Company) Name and Addre Amount of Bond LENDER Name and addre,, Name id address CERTIFIED COPY MARYANNE', MORSE CLERK OF CIRCUIT COURT ATIN: 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 maybe 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 or to receive a,copy of Lienors Notice as provided in Section 713.13(2), (b), Florida Statutes. Expiration Date of Notice of Commencement The expiration date is 1 year from the date of -recording unless a. different date is specified.) RuSSELL KEIT J_§ UIAIERS Maronda Homes, Inc. of Florida Vice President - Construction Sworn to and subscribed before me this 30TH day of JANUARY, 2004. H E D M yAP SEM*111. 11F{»liIii 1 Notary Public , 0 t ........ to LAURIE PELLEGRINU Comm# DD0232804 'A r, z 7A612007 Bonded ftU (800)432-4264*-. FlWda Notary Assn., nc CITY OF SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT_ Lot: 65 Subdivision: CELERY LAKES Property Address: 110 WHEATFIELD'L`IA62 0 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: X 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. d. Cross sections of all wall sections to ,be used in the structure. Bearing non -bearing interior and exterior. Show all components of wall section. e. Framing plan for floor joists where conventionally framed. Plan to indicate span, size and , species of materials to be used. X f. Engineered truss plan with details of bracing. Engineered beams for spacing openings to carry and support trusses. g. Stair details with tread and riser dimensions, stringer size, methods of attachment, placement of handrails and guardrails.. X h. Square footage table showing footages: Garages/Carports 394 S.F. Porch(s)/Entry(s) 21 S.F. Patio(s) S. F. Conditioned structure 1,477 S.F. Total (Gross Area) S.F. 0 3. Three (3) sets of completed Florida Energy. Code Forms (Form 600-A-97). 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. 0 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: Friday, January 30, 2004 SIGNATURE: By 0 ne uthorized Agent) PLAT OF BOUNDARY SURVEY for MARONDA HOMES 1 Legal Description LOT 65, CELERY LAKES PHASE 1, according to the Plat thereof as recorded in Plat Book 62, Pages 75 i and 76, of the Public Records of Seminole County, Florida. f I i 0 w t•- z LO LLJ JQ U " L0 i 75 1. P 74 ` 65 m 73 0 o------- 25. 64 N 89'38'17" E_ 120.00' 0 5' DRAINAGE ESM'T Z 57.33' CD O CONC. i .. N N PROPOSED DRIVE D 00 ROANOKEW - W 0 0 3 BEDROOM o o i[ 1118I 5' DRAINAGE ESM'T Io i OF Arr- u 2 SURVEY NOTES: 1) The: street address of the above -described property is 110 WHEATFIELD CIRCLE. , c Theabove -described property lies in a flood Zone X per FIRM 12117CO065E dated APRIL 1995. SURVEYOR' S CERTIFICATE This is to certify that I have made a Survey of the 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 Technical Standards set forth by the Florida Board of Land Surveyors pursuant Ito Section 427027 of the Florida Statutes. REVISIONS: % CERTIFIED CORRECT TO: KrTTNER &, 0UEviNG, INC. R. BLAIF,'XITkE' RF'JZ Ih-:L.S NO. 3382 Post Office dox E23,, Sanford,:`Fl. 3M2-0823 o 07 '322-2C00 m PROJECT NO: 04- jl( SURVEY DATE: N N 89'38'17 E 120.00 66 SCALE: 1 "=30' PLAT OF BOUNDARY SURVEY for MARONDA HOMES Legal Description LOT 65, 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. 75 74 ` 65 m cn 0 O 73 64 N 89'3 '17" E 120.00' 0 5' DRAINAGE ESM'T 57.33 PROPOSED a Co ROANOKE 'K' 1 ' 3 BEDROOM 44116I0 5' DRAINAGE ESM'T S N 89'38'17" E 120.00 66 SCALE: 1 "=30' 25.00' 1 O CONC. ; DRIVE 1 w N Ic!rb 0 LT 0 w o z Ln a wU7Jcc U h Corm° OF SURVEY NOTES: 1) The street address of the above -described property is 110 WHEATFIELD CIRCLE. 2) The above -described property lies in a Flood Zone X per FIRM 12117CO065E dated APRIL 1996. SURVEYOR'S CERTIFICATE This is to certify that I have made a Survey of the 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 Technical Standards set forth by the Florida Board of Land Surveyors pursuant to Section 427.027 of the Florida Statutes. REVISIONS: CERTIFIED CORRECT TO: I K TNE: SUR1/FYI G, INC. R. BLAIR KITN61_;-1_P L.S. NO. 3382 Post Office B& 823T Sanford, Fl. 32772-3823 o (407) is 2 ?' 2000 . N PROJECT NO: 04- I((p SURVEY .DATE: e FORM 60OA-2001 FLORIDA ENERGY'EFFICIENCY CODE R BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A P'rd)ect-Name: ROAK32B LOT seta Address: 110 Wheatfield U_ YCtC City; State: Sanford, FL Owr e&: Maronda Homes l'nc: of FL Climate Zone: Central, 1. New construction or existing New _ 2. Single family or multi -family Single family 3. Number of units, if multi -family 1 _ 4. Number of Bedrooms 3 _ 5. Is this a worst case? Yes _ 6. Conditioned floor area (ft2) 1477 ft2 7. Glass area & type Single Pane Double Pane a. Clear glass, default U-factor 114.0 f? 0.0 ft2 b. Default tint 0.0 fe 0.0 ff _ c. Labeled U or SHGC 0.0 ft2 0.0 ff 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 162.0(p) ft _ b. N/A c. N/A 9. Wall types a. Concrete, Int Insul, Exterior R=4.1, 934.0 ff _ b. Frame, Steel, Adjacent R=11.0, 188.0 ft2 _ c. N/A d. N/A e. N/A 10. Ceiling types a. Under Attic R=19.0, 1617.0 ft2 _ b. N/A c. N/A 11. Ducts a. Sup: Unc. Ret: Con. AH(Sealed):Garage Sup. R=6.0, 150.0 ft b. N/A Builder: Permitting Office: Permit Number: Jurisdiction Number: 12. Cooling systems a. Central Unit b. N/A c. N/A 13. Heating systems a. Electric Heat Pump b. N/A c. N/A 14. Hot water systems a. Electric Resistance b. N/A MARONDA HOMES c. Conservation credits HR-Heat recovery, Solar DHP-Dedicated heat pump) 15. H VAC 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: 0.08 Total as -built points: 19427 PASSTotalbasepoints: 22368 I hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code. PREPARED BY:lau"Ad MD DATE: Iko hereby certify that this building, as designed, is in compliance with the Florida E ergy Code. • OWNERIAGENT: DATE: ILDIA Review of the plans and specifications covered by this calculation indicates compliance with the Florida Energy Code. Before construction is completed this building will be inspected for compliance with Section 553.908 Florida Statutes. Cap: 28.8 kBm/hr _ SEER:12.00 _ Cap: 28.8 kBtu/hr HSPF: 8.00 Cap: 50.0 gallons EF: 0.93 PT, _ O SiiE Sr BUILDING 0FFICIAL 14ai6"I'S R[V ;«, N a"D DATE: C 7 Y OF Ngann EnergyGauge® (Version: FLRCPB v3.30) FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A Details ADDRESS:,,, PERMIT #: BASE AS -BUILT GLASS TYPES A8 X. Conditioned X BSPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X SPM X SOF = Points 18 1477.0 25.78 6853.9 Single, Clear E 1.0 3.0 5.0 63.97 0.85 273.4 Single, Clear E 1.0 6.0 16.0 63.97 0.97 993.3 Single, Clear E 1.0 9.0 40.0 63.97 0.99 2542.5 Single, Clear S 1.0 6.0 16.0 48.22 0.95 730.7 Single, Clear W 4.0 3.0 5.0 57.68 0.48 139.5 Single, Clear N 1.0 6.0 16.0 30.19 0.98 471.2 Single, Clear W 1.0 6.0 16.0 57.68 0.97 895.4 As -Built Total: 114.0 6046.0 WALL TYPES Area X BSPM Points Type R-Value Area X SPM Points Adjacent 188.0 0.70 131.6 Concrete, Int Insul, Exterior 4.1 934.0 1.18 1102.1 Exterior 934.0 1.90 1774.6 Frame, Steel, Adjacent 11.0 188.0 1.00 188.0 Base Total: 1122.0 1906.2 As -Built Total: 1122.0 1290.1 DOOR TYPES Area X BSPM Points Type Area X SPM Points Adjacent 17.0 1.60 27.2 Exterior Insulated 20.0 4.80 96.0 Exterior 40.0 4.80 192.0 Adjacent Wood 17.0 2.40 40.8 Exterior Insulated 20.0 4.80 96.0 Base Total' 57.0 219.2 As -Built Total: 57.0 232.8 CEILING TYPES Area X BSPM Points Type R-Value Area X SPM X SCM = Points Under Attic 1486.0 2.13 3165.2 Under Attic 19.0 1617.0 2.82 X 1.00 4559.9 Base Total: 1486.0 3165.2 As -Built Total: 1617.0 4559.9 FLOOR TYPES Area X BSPM Points Type R-Value Area X SPM Points Slab 162.0(p) 31.8 5151.6 Slab -On -Grade Edge Insulation 0.0 162.0(p 31.90 5167.8 Raised 0.0 0.00 0.0 Base Total: 5151.6 As -Built Total: 162.0 5167.8 INFILTRATION Area X BSPM Points Area X SPM Points 1477.0 14.31 21135.9 1477.0 14.31 21135.9 EnergyGauge® DCA Form 60OA-2001 EnergyGauge&FlaRES'2001 FLRCPB v3.30 n._ ,._.. - 7 FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT Summer Base Points: 28128.7 Summer As -Built Points: 28096.9 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) 28096.9 1.000 (1.079x 1.150x0.95) 0.284 0.950 8941.2 28128.7 0.4266 11999.7 28096.9 1.00 1.179 0.284 0.950 8941.2 EnergyGaugeTm DCA Form 60OA-2001 EnergyGaugeORaRES'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 1477.0 5.86 1557.9 Single, Clear E 1.0 3.0 5.0 12.37 1.03 63.7 Single, Clear E 1.0 6.0 16.0 12.37 1.01 199.6 Single, Clear E 1.0 9.0 40.0 12.37 1.00 497.0 Single, Clear S 1.0 6.0 16.0 9.90 1.01 159.5 Single, Clear W 4.0 3.0 5.0 13.25 1.10 72.7 Single, Clear N 1.0 6.0 16.0 15.07 1.00 240.6 Single, Clear W 1.0 6.0 16.0 13.25 1.00 212.5 As -Built Total: 114.0 1445.6 WALL TYPES Area X BWPM Points Type R-Value Area X WPM Points Adjacent 188.0 1.80 338.4 Concrete,lnt Insul, Exterior 4.1 934.0 3.31 3086.9 Exterior 934.0 2.00 1868.0 Frame, Steel, Adjacent 11.0 188.0 2.60 488.8 Base Total: 1122.0 2206.4 As -Built Total: 1122.0 3575.7 DOOR TYPES Area X BWPM Points Type Area X WPM Points Adjacent 17.0 4.00 68.0 Exterior Insulated 20.0 5.10 102.0 Exterior 40.0 5.10 204.0 Adjacent Wood 17.0 5.90 100.3 Exterior Insulated 20.0 5.10 102.0 Base Total: 57.0 272.0 As -Built Total: 57.0 304.3 CEILING TYPES Area X BWPM Points Type R-Value Area X WPM X WCM = Points Under Attic 1486.0 0.64 951.0 Under Attic 19.0 1617.0 0.87 X 1.00 1406.8 Base Total: 1486.0 951.0 As -Built Total: 1617.0 1406.8 FLOOR TYPES Area X BWPM Points Type R-Value Area X WPM Points Slab 162.0(p) 1.9 307.8 Slab -On -Grade Edge Insulation 0.0 162.0(p 2.50 405.0 Raised 0.0 0.00 0.0 Base Total: 307.8 As -Built Total: 162.0 405.0 INFILTRATION Area X BWPM Points Area X WPM Points 1477.0 0.28 413.6 1477.0 -0.28 413.6 EnergyGauge® DCA Form 60OA-2001 EnergyGauge®/FIaRES'2001 FLRCPB v3.30 FORM 60OA-2001 Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT Winter Base Points: 4266.0 Winter As -Built Points: 6723.8 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) 6723.8 1.000 1.068 x 1.160 x 0.95) 0.427 0.950 3207.3 4266.0 0.6274 2676.5 6723.8 1.00 1.177 0.427 0.950 3207.3 EnergyGaugell' DCA Form 60OA-2001 EnergyGauge(WIaRES'2001 FLRCPB v3.30 FORM 60OA-2001 e WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #: BASE AS -BUILT WATER HEATING Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 3 2564.00 7692.0 50.0 0.93 3 1.00 2426.15 1.00 7278.5 As -Built Total: 7278.5 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points Total Points Cooling Points Heating + Hot Water = Total Points Points Points 12000 2677 7692 22368 8941 3207 7278 19427 EnergyGaugel DCA Form 60OA-2001 EnergyGauge&FIaRES'2001 FLRCPB v3.30 FORM 60OA-2001 Code Compliance Checklist Residential Whole Building Performance Method A - Details I ADDRESS:,,, PERMIT #: I 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 corners; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from and is sealed to the foundation to the top plate. Floors 606.1.ABC.1.2.2 Penetrationslopenings >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 t1TH1=R PRFCC_RIPTIVF MFACI IRFC /rnnct he mat nr cvnaarlcrl hu nil rocirionroc 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 efficienc of 78%. Shower heads 612.1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and installed in accordance with the criteria of Section 610. 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. EnergyGaugeT"I DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCPB v3.30 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 85.8 The higher the score, the more efficient the home. t. 1. New construction or existing 2. Single family or multi -family 3. Number of units, if multi -family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft) 7. Glass area & type, Single Pane a. Clear - single pane 114.0 ff b. Clear -double pane 0.0 fe c. Tintlother SHGC - single pane 0.0 ft, d. Tint/other SHGC - double pane 8. Floor types a. Slab -On -Grade Edge Insulation b. N/A c. N/A 9. Wall types a. Concrete, Int Insul, Exterior b. Frame, Steel, Adjacent c. N/A d. N/A e. N/A 10. Ceiling types a. Under Attic b. N/A c. N/A 11. Ducts a. Sup: Unc. Ret: Con. AH(Sealed):Garage b. N/A ELECTRIC, , , , New - 12. Cooling systems Single family - 1 a. Central Unit 3 - b. N/A Yes - 1477 ff c. N/A Double Pane - 0.0 f? _ 13. Heating systems 0.0 ffl - a. Electric Heat Pump 0.0 ff b. N/A R=0.0, 162.0(p) ft - c. N/A 14. Hot water systems a. Electric Resistance R=4.1, 934.0 f? _ R=11.0, 188.0 W _ b. N/A c. Conservation credits HR-Heat recovery, Solar DHP-Dedicated heat pump) R=19.0, 1617.0 W - 15. HVAC credits CF-Ceiling fan, CV -Cross ventilation, HF-Whole house fan, PT -Programmable Thermostat, Sup. R=6.0, 150.0 ft _ MZ-C-Multizone cooling, MZ-H-Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: f °' """'O"W Date: u -')1I U `J Address of New Home: City/FL Zip: Cap: 28.8 kBtu/hr - SEER: 12.00 Cap: 28.8 kBtu/hr _ HSPF:8.00 Cap: 50.0 gallons _ EF: 0.93 PT, - k~ 61 saE sxgr o lift r 0 WF' NOTE: The home's estimated energy performance score is only available through the FLARES computer program. This is not a Building Energy Rating. If your score is 80 or greater (or 86 for a 'US EPA/DOE EnergyStarTudesignation), your home may qualify for energy efficiency mortgage (EEM) incentives ifyou obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge web site at www.fsec. 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) a Maronda,Systems Maronda Systems 4005 Maronda Way Sanford FL 32771 (407) 321-0064 Fax (40.7) 321-3913 Engineer of Record: Tomas Ponce, P.E. 1005 Vannessa Dr. Oviedo, FL 32.765 FL PE # 50068, Design Criteria: TPI Design: Matrix Analysis TEE-LOK software PLAN JOB # LOT ADDRESS DIV/SUB MODEL 6CL06501 65 LOOP WHEATFIELD LO ORO-CEL ROAK3 RIGHT 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 loadina is in accordance with ASCE 7-98_ These trusses are designed for an enclosed buildina. Truss ID Run Date Drawing Reviewed Truss ID Run Date Drawing. Reviewed No. of Eng. Dwgs: 31 Layout o - e- oZ R 10-5-02 Roof Loads - VT 4-11-01 S 10-5-02 TC Live: 16.0 psf TC Dead: 7.0 psf BC Live: 0.0 psf BC Dead: 10.0 psf HIP 10-20-00 S1 10-5-02 A 6-26703 T 10-5-02 B 10-5-02 LI 10-5-02 B1 3-3-03 V 10-5-02 Total 33.0 psf C 10-5-02 D 10-5-02 DurFac- Lbr: 1.25 DurFac- Pit: 1.25 O.C. S acin 24.0" E 10-5-02 F 10-5-02 G 10-5-02 377 01F SANi0,q -n H 10-5-02 H"1 10-5-02 H2 10-5-02 J 10-5-02 11 10-5-02 J2 10-5-02 K 10-5-02 K1 10-5-02,'' L2 10-5-02 L3 10-5-02 O 10-5-02 P 10-5-02 Q 10-5-02 INV # DESC QNTY DATE: FEB 1 O'2004 18331 THD26 18330 THD28 18360' SKH26R 2 18361 SKH26L 2 1.8363 JUS26 16 18370 THJ26 18336 THD28-2 1 SEAT PLATES 1®3 38-0 2 — r OO —- z- O OO O OOOO aCCaOV a V T \ TI SU 6 H NGE S 2) SKH26NGERS % (2)SKH26 HA \ /= HANGERS, JL JL JL JL L JL JL J JL. L JL - L ACD 4PLYGIRDER / N \\ B C VOLUME CEILING j D 12 4 . / i I E / F _ 1/ 1 \ G 12 1-- _ -- 12— o /.. 4 I E V _= Irrk FILING vrsi D - --- - Vr62 C VT508 vT63 131-31PLY — -- i RAISE HANGER 7"- L EHUH2HANGER i HVT64 Q8-218-9 Ili62B K1 ODD PACE K H N H L — ODD §PACE _,_ - I -- - o \ 11'_0 FILING r /--- _-- H1 _ 8'- 0" CEILING J2 L_ Hl H2- GABLE 12-4 I6-4 12 12 J 6 '`6 I 1 ! JOB NUMBER: ROAK3 CUSTOMER: JOB NAME: ROANOKE K 3 DRAWN BY: ech DATE: 10-8-02 PITCH: 4/12 & 6/12 0.H.:1-6" & 1'-0" BEARING: 8" LOADING: 33psf I Io L — — — — J1-GABLE — — - — Tfrnsll sa efjr 'u. "0116% itracxr your4 _ Il{ 11 ',—lic Y7 15! il, I T-k I F7reL I , a en iorad JEIRSOI AL1Y,S AFEY {7, iS IN/0EVEDI IVhen9Es,l,Tr NlN IL , 4w1 5W a Y IIiou seef ts sy I bole 76E M t3A LERT I ;1tt1 ifly } Idhl+ jI 7N t LLiL Ir 1 % l D. p p t' V Tt yi-1 .,r+i 2 54k ai nl Jiii /u4 fl x. i f111 a \\ yX in l ASrl+ttllf 4iz n . AWT*16N ' o OP,"UTILI I}dentifieswsafe;}aperatimg Ii,.fS pPaG£S sQ11 y ICa$ES LijP15'etiCO]dIB IOflSnthS COUr . result in;p rsgnal in.u'r:,y, oric arnag+A fio.ruciu e; Kt. I-91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, [NSTALLIN'G & BRACING METAL PLATE CONNECTER WOOD TRUSSES ° Itis the resgonsibility of the installer(builder,building contractor, licensed contractor, erectoror erection contractor) to properly receive unload store handle install and brace metal plate connected Wood trusses to protect life and omperty. 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 trusses for a particular roof or floor, These recommendations are TRUSS PLATE INSTITUTE 583 D'Onofrio Dr., Suite 200 Madison, Wisconsin 53719 608) 833-5900 truss industry, but must, due to the nature of responsibilities involved, be presented as a guide forthe use of a 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 by Truss Plate Institute, Inc. All rights reserved. This document or any part thereof must not be reproduced in any form without vvritten permission of the based upon the collective experience of leading technical personnel in the wood publisher. Printed in the United States of America. T4OI"' GE s usses:shouid'r ©t be p Faug a tierraln run s whech°eouid,cause OAUTION -Trusses stored honzontali shrsuld be supported on btockinrg to preeenir excess'Je lateral ; , bendinD and Ipsse l moisture g"ain _';. - WARNING 'Do note_hreakbandingunt i gnsfallafiion,l ibeg n Care shoujd ibe exerclsetl in banding; re ; mod°a! to a c'o d s:iaiftm, ofIndiuduaiitrussEs . - . ',: l},4,. i} 1 Try}} O aliPf';blindie'cI trussesyb ?'flle. WARNING y do, n S. bands DOpOtluSe daT7la ecl tCl.lSSeS , 5. r a lcil } CRUTION Trusses stored u rtically snoea6d be t - braced to pre bhtftoppling ortgpp nc DI fVGER Do not store bundles upright u ess' properlyE raced_Donotbreal.bandsbnfllbuhdies ace,placed ll a:,stabI 1h izo:ritaf; ositlon t wtx DANGER rWallcingon trusses which are lying flat' ext ern.ely,rd'angeroUs anc9 shoulef be strl.tly; 5: .S Frame 1 . Less than or equal tG ou 5p reader'Dar Toe In — a Approximately to 2/, truss lenath Less than or equal to 60' WAN "TIN D0int lift slrag6 irtusse vumith spans y ; maxkr`kJlt y Iga?a er thin 3®; x e,pe k, 3(rt rr:.;i1 f E JON !I.j Strongback/ Spreade.rBar / 10' Tag Line Tag Line Stronctback/ SoreaderBar Toe In AT or above mid -height Tag TagI-"- Line Line Gtn€. fS(7Q.yS6[P6G Aporoximatekr Length Greater than 60' 36 to '/a truss 6eng'th Greater than 60' G5U Top Chord, Typical v eriical tnu Yb ll ;tide r ahachme of I J i—rong .J • V . t_. 1 r-iI. ground brace I -_ (/ 4 III A \ L I /IIL.-+r-_ I! ! I Grounc: Er c yl r, III - ' ` verfieal (GBV) Ton -I oru G6Yr __r I _ Ili ! r - u 1 I kkk j -- It `\ Ground braceif Ili\d p. diagonals ( SD) sE frugs of br crid roup of trusses \ \` r.I Ground brace r I /r. ! End Dra ( V) tlf.. h'iat rkl% ! \ V . A`d \P. :.i I '/.:."„r.rr/ra r.:.. rl.. .::fli . Vtruss of bra, cup of irusse EB) trut ital lie member with HT) 12 4 or greater k2'1 ti 6 Is, Top cho, da that are lojerally braced can buckle togetherand cause collapse illhere inno diago- nalbracing. Diagonal bracing should be naii6d to the underside of the top chord when purlins are 4,13 to the topside h e top chord. I - - DF Douglas Fir -Larch Sr Southern Pine HF Hem -Fir SPF - Spruce -Pine -Fir U t) to 32' Af 1 z 10 7 48' ;L 4/12over32' 1 4 Over 48' - 60' 4/12 4 Over 60' See; aregistered professlo inale DF Doualas Fir -Larch SP_ Southern Pine HF' Hem -Fir SPF - Spruce -Pine -Fir Continuous Top Chord Lateral Brace Alllateralbraceslapped at least 2 Required trusses. 7 10' or Greater Attachment Required 7 All U ' T e FOHED 4 U .j ties 77777777 s er. e 0n, 12 f Wit. sggag ' Z& NEI MMa 12 4 or greater EOft csr at eac spacsr1a1- t., -.. ...I - -._.I_.._. - - -- IJ III jI IIII 1 I I',I I IIIIiIfll'I•MIIIIII I I II i ` f CHORD 7 CHORD D'(p"GQfiIpLBFtI>CE 41LI4 BRACE SPAtWa (CiBS} 20 15 10 7 4 professional engineer n 5€, - aoutnern rtne SPF- Spruce -Pine -Fir All lateral braces lapped at least 2 trusses. C rocs bracing, ra, -aat at each end of the bullding and at 201' i' n t.ervais. C Permanent FS continuous .\ lateral bracing oc as specified by the truss engineering. dl EB fViENiBE R.."PL aPE VA, l' "' IIITOP CHORD DIAGONAL BRAE s'I,I,I ll'll ui ' I' NIlNIMU ' LATERAL` BRACE' SPACING (DBS' „r 5PAh1' ,Ill pEPTH SPACING(LBS SP./DF SPf./HF.I Up to 32' 301, 8'. 16 10 Over 32' - 48' 42" .6' 6 4 , Over 48' - 60' 48" 5! 4 2 Over 60' See a registered professional engineer OF - Douglas Fir -Larch SP - Southern Pine HF Hem -Fir SPF - Spruce -Pine -Fir e5 L The end diagonal brace or cantilevered trusses must be placed on vertical vvebs in line with the support. 2X4/2x6-PARALLLL Continuous CHORD TF3US$ Top Chord I'. Lateral Brace Required Top chords that are laterally braced csnbuckle. togetherandcause collapse ifthereignodiago- 10' or Greater nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purling are attached to the topside of the top chord: Attachment , Required ------ 30" or greater End diaaonals are e's titfaRPcir p II i b 1 t .. stability and must be duplicated or i I , taottl ends of the truss system. 4x2 PARALLEL CHORD,. RI..SS-TOP. CHORD .. Top chords that are laterally braced can buckle kooefherendcsuse callapne if Yhere ieno dieQo- nal bracing. Diagonal bracing should be nailed to the unde..rside of the top chord when purling . a,e aftached to the topside of the top chord. r,rame . 5. Continuous Top Chord Lateral Brace t-iLL f Require I I I I^ y 1 10" or Greater i q Ulr2 is - i t. ' 11 3!i2 I I Trusses must have lum- ber oriented in the hori- zontal direction to use this brace spacing. NT;A,l 1 i l l I TOP6iii 'Pi!;` CHORD Ma" Id. DIAGONAUBRACE N41. 41-MINIMUM 4"AUATFE- SPA'0lNG!(DBg)i'Z-f4.. SPAfd ..PlTrM V 5 SPA trusses .,,01931 1:S R/D F!.! I SPF/HF::i:41w, U to 24' 3/12 81 17 12 Over 24' - 1' 1 7' 10 6 Over 42' -L4'_J 3/12 1 6' 6 4 Over54' see a regislereci professional engineer DF - Douglas Fir -Larch SP - Southern Pine FIF - Hem -Fir SPF - Spruce -Pine -Fir 12 3 or greater All lateral braces lapped at least 2 trusses. Diagonal brace w also required on 01 end verticals. Continuou- Top Chord L ieral Brace Rk)quimd 00J, I op c-hotciv that a re Intern I I y b, a,.-. a airk bucld,! qeth,irand oause c.11apue ifihere ii di.go- mi 10" or G_ i eatei to the wlvdero. of the lop chord when pudinn irr attached to the topuide of the top chord. Required WARNING F a 1 1 :u 616 f.611 6, WA h bt, e r. 6 6 h.,i ffidh d' Otidn.,§caUldr6sull its severe pqrsohal.lh' jJ- , g6lbArW-'es.or bull.di a p uryqvr.c arna 3A CES,--'] I,w F!LATION::TOL—=P N BOW Length Lesrer of or L( in) Lesser of L/ 200 or 2" I I Lesser of D/ s6 or 2" Y" L41 1 Maxin• numMisplacement Plumb Line i L/2 0 L(f 1): 50.. 4.2' 1 OCY- 150" 3/4" 12.5' L) 200:. (ft) 2001, 11. 250" 1-1/4" 1 20.8' 300" 1 -1 /2' r o5 _ I ARONN MTEMS 4005 Maronda Way Sanford, FL 32771 407) 321-0064 Fax (407) 321-3913 Date: Larch 5, 2003 To: .Building Department From: Maronda Systems Tomas Ponce Professional Engineer State of Florida #0050069 Subject: Valley 'Trusses All valley1rugsses labeled VT-1 thruu 100 are covered under the general valley sheet providedinthetrusspackagesic, ed and sealed by the engineer of record. The, connections are noted on the structuraI info sheet of the plaits. All criteria of the valley trusses are noted on thegeneralsheet. If you have any € uestions please feel free to call at 407-321-0064. el a C 0 4 4 G { : e>,. u";: - ;q„di..x•.,,w h,,,<..<.,v.aan•...:w.n`.m K.:::.. - Torn s Ponce, P.E. ,e`•,. Date: 3 5 0,`F' o' ..;• NO, Zy 4't4 NA L F' I__ MARONDA SYSTEMS WO: VALLEY SET TI: VT BTY:1 . I DESIGN INFORMATION Thb design is for an individual building component and has been based on Infonnatfon Provided by the cllent. The designer disclaims any respomibWty for damages es a result of faulty or Incorrect information, speclications and/or designs tarnished to the trvs., designer by the client and the correctness ar accuracy of this Information as It may relate to a spr cille pmje t and accepts no responslbWty or exerrlses no control with regard to fabrics- Uon, handling, shipment and Installation of tnu§s. Tht. *rasa has been dsigned as an individual building component In accordance with ANSirm 1-1995 and NDS-97 to be Incorporated' as part of the building design by a Building Designer (registered architect or pmfesslonal engneer). 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 sum loads, pmjecl 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 couUnu- ously braced by sheathing unless otherwise specified- Where bottom chords to tension are not fully braced laterally by a properly applied rigid-ceWng thy should be braced at a medmum spacing of 10'-O" o.c Connector plats shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricatorsball review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such verl- Dcation. Any discrepancies, are to be put In writing b fore cutting or fabrication. Plats shall not be Installed Over knotholes. knots or distorted gram. Members shall be cut for tight fitting wood to wood bearing. Con- nector plats shall be located on troth faces of the truss with nails fully imbedded and shall be sym. about thetohnt unless otherwise shown. A 5x4 plate Is 5' wide x 4' long. A 6x8 plate Is B wide x 8' long Slots (holesl run parallel to the plate length specified. Double cuts on web members shall meet at the centmld of.the webs unless otherwise shown. Connector plate sizes are minimum sizes lased on the forces shown and may need to be increased for certain hand - Rug and/or section st—s- This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Informatinn an Quality Control refer to ANSI/ TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection nxommendatiom are to be followed to accordance with -Handling InstaUiug & Bracing', HIB-91. TYussesare 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- ttlon and for resisting lateral forts sball.be designed and installed by others. Careful hand- Ung Is essential and erection bracing is always required. Normal precautionary action for trusses requires such I emporary bmclog during Installation between truss- to —old toppling and dominoing The supervision of erection of busses shall be under the control of persons experienced in the installation of [Huss. _ Prate 1- 1 advice shall be sought if needed. Concentration of consir action loads greater than the design loads shall not he applied to trusses at any time. No loads other than the - welght of the erectors shall be applied to muss until after all fastening and bracing Is completed. MONO VAl I Cv VALLEY TRU31 COMMON VALLEY V, 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. IF LESS THEN 3-0-0 THEN MOVE DIAGONAL WEB TTOO\NEXT PANEL. WHEN DIGADNAL WEB PRESENT USE 4X6 PLATE R)-WHEN NO DIAGONAL WEB PRESENT USE 2X4 PLATE 2x4 # 2x4 OR5z6 OR VALLEY MEMBERS AT t 4x6 3x6 4x8 t4x6 24' O.C. (TYP) DIAGONAL WEBS OR OR REQUIRED WITH SPANS 2z4 2x4 GREATER THEN 28-0-0 3x6 2 4 2x4 3x6 VARIES 2x4 - 2x4 f2 UP TO 1 0-0- 4 3x6 20 2x4 20 2x4 4x10 2x4 3x6 20 2x4 3x6 3x6 OR 3x6 OR 4x8 2x4 t 4z6 OR MAX. 6. 0-0 O.C. (TYP) 2x4 MAX. 6- 0-0 O.C. (TYP) MAX. US S SPACING BELOW 48' O.C. I® SPANS UP TO 60-0-0 t_I TOP CHORDS: 2X4 SP 42 IT IS NOT REQUIRED TO SHEATH TRUSSES BOT CHORDS: 2X4 SP #2 BELOW VALLEY SET. VALLEY MEMBERS WEBS: 2X4 SP 43 PROVIDE ALL NECESSARY TOP CHORD BRACING. VALLEY MEMBERS TO BE SET TIC MUST BE CONTINUOUSLY BRACED BY ROOF PERPENDICULAR TO TRUSSES BELOW. SHEATHING UNLESS NOTED OTHERWISE. WHEN VALLEY MEMBERS ARE NAILED DIRECTLY TO TRUSS TOP CHORDS USE (2) 16D NAILS PER INTERSECTION, OR TWO FEET ON CENTER. WHEN BELOW TRUSSES ARE SHEATHED FIRST USE ( 2) 10d NAILS OR (1) 16d NAIL PER INTERSECTION , OR TWO FEET ON CENTER. 2x4 BRACING NAILED FLAT TO EDGE OF WEB WITH 12d NAILS AT 8' O. C. OR A SCAB OF THE SAME DIMENSION AND GRADE AS WEB; NAILED TO FACE (S) OF WEB WITH 10d NAILS STAGGERED 8' O. C. SCAB OR TRANSVERSE BRACING TO EXTEND FOR 90% OF WEB LENGTH. ONE BRACE REQUIRED ON WEBS GREATER THAN 8' LONG t. TWO 2X6 BRACES REQUIRED ON ANY WEB EXCEEDING 14'. tt EXCEPT AS SHOWN PLATES.ARE T120 GA TESTED PER ANSMI 1-1995 Cont. Support Malronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK Cr.OVIEDO,FL92766 WARNINILi: 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 shuns bracing which is a part of the buUding design and which must be—idered by the building designer. Bmcl g 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 HIS-91 of TPI). rrTuss Plate lnstitute,.TPI. Is located at 583 D'Onoirlo Drive. Madison. Wisconsin 53719). Studs 0 6-0-0 D.C. Eng. Job: WO: VALLEY SET Dwg: Truss ID: VT Dsgnr: TLY Chk: Date: 4-11-01 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 . BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 2.0 psf Design Criteria: TPI Code Desc: TOTAL 25. 0 vsf V-nA 99 fill- R3f17- 1" DESIGN INFORMATION This design is lirr an indis•idual building wnpuncm and has t—. 1, xd no inf."ou liun pnrvidc,d by ibe client, The designer div lafns. any .spun,ibilily for damages as a ...It al'. fluffy ar inctvreel inliumlmion, sTimilicalions uWlor designs fi—ishd la tie truss desigucr by if.. dionl and tlu currc m", ur accuracy of Ihis infltmmium as it mqy relate to a apr- citic pnljcn mW accepts uo respumsfbifily tx 5scmiws no wcurol wifh regard In fahrica- tinn, haculling, shipmem and I.M.1latilm of bosses. This buss has been designed as an haBcfdual lmllding cumPunenl In at.m.tgf d with ANSIrrPI 1-1995 u1W s uaNDS-91 to he ipurmad as plin of Ibc hui Wing deign by a building Drsigmr ( reglucreJ whileet or Pmf ssiuunul emircerl- wh- rericwd fur apl rm•al by the building designer, it. design luadiogs shown muss he checked to be sure that du data slmu,n arc in qucnum xidl the local building codes, 1uc• 1 tlimalie rmords fa •,find nr snow loads, pnyoa sPccH—li.ms ur spacial applld Inds. Mitts shmvn- Iron has mu been dcsilned fur acute w nu.Ty.alrey loud . Tlu design asumses cumprrssiun chords ("'p ur Luunml are enninu- tmsly. lu-acd by st_lcint unless u11—ise slxcifled. Where huuum chants in wusinn are not fully 1--d larenlly 4y a pMperly applied rigid ecifin . rbcy should be braces a1 a nucimmn sprang of w-0- O.C. Qmnminr plates shall Ise manufuelnred frnm 20 gauge ban dippd talvaniztd s1-d mewing ASTb4 A 653. Grade 40, unless mil—ise slmwn, FABRICATION NOTES Pri" 10 huhrfealion, rl¢ fA wkwor shall Mi.. lbis drawing w verily Ibal Ihis dna•Ing is in Conf Irnance trilb the fahrfcalnr', plops and to rellizc a ombluing respmulLility list ouch lhariun. Any Jisccepauaacs are nc be per 4s nTlling hclure emlfng M lacju calhm. Plats chat, not We inslalld error kdulude, tarns or disrtalcd Coin. Mcnlbcrs shall he cur f ,' tight Bich. wood ln ood tearing. 'Coo - cc eluir plates ,lull be 11scald ran bulb farts of 11- truss with nails f tly ho dd d and shall be sym. abuul the jafnr unless Whes-ise slut— A 5. 4 Platt is 5- 04de x 4' InnC_ A 6.8 place is 6' wide x 8' lung. Slots (holes) ram parallel m lh. place length specified, Double curs an weh mcmbm shall racer at du mnbold of if. —bs unless mhnwi- shows. Coo&ctor pdale sizes mhJmual sizes based lac the furees sh.nw a1W ]nay cued to be incrcase.l fur I:eruin hanJ- ling mW/ nr cr tion sucssc:, This rruss is nut to be labriealpl'fuln fire, mm'd m Irca1G1 lundur mdcss subcrwfcc shown. For addilitnul information on Qoalily Com-I refer to ANS VI PI 1-1995 PRECAUTIONARY NOTES All bracing.. 1 ereelltal _ommendmitms arc to be f thew d in ammdanrs wilh "Nauallirg Installing & Bneine , N10-91- Trusses arc In be IlmWled slid, pani-h r [are during handing and ImlWling, delivery and inssallmlfun In avoid damage. Temptnary aw lurmmunr bracing for twlJint I —s in a aniglur and plumb pus- ian a afar .sisling la¢nl forces shall to designed and instilled by ralners. Careful land- Ifng is cssemlal and a hn hr•cing is dways re.puird. Nuamal prer:auti.•nry —i.m for lnussrs rcyulres such 1=1mry hoeing during Ionallasi. n b.i . cc uusus to avoid InPPfi and Jrlminoing. Tlw suilmisinn of crtclion of flusses shall he grader the control of pasohs espcsi—d inch. Isumllmf.m ..IInrIre,_ - Pndcssinnal adrim shall he sought if needed. Gnlcemralflm of citrlsfucliun loads greater than Ile design lands shall nuI be appli •d Io Irusses at any lime. No loads odor than the ighl ul the ereculrs shall 1s applfesl to lmsscs ..all •fur all Ihsuuing and bracing is-inpleud, I . IIII' ]BLOCKING NIAIiONDA sys'rrtNIS 11 1I11NiEIlt;j f P0/V`-,ref,: NO.0050068 •: a STATE OF m pOA% %.COR110, ovHIPGIRDER1110: IIIPDETAIL TI: UIP QTYJ 2x BLOCKING ADDED TO. TOP CHORD OF STEP HIP TRUSSES TO SHORTEN OSB NOT TO EXCEED 24"O.C. TO BE NAILED TO TRUSSES W/ S @ 12" ON CEN. STAGGERED PRE-ENG'D TR TOP WALL OF BUILDING it /:' l/)l m. 1AGI)/?' '- ' l.. (/ + i//'- Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P. E. LICENSE #0050068 1890 GREENRR00K OT.,) EDC 32766 WARN 1 N G : READ ALL NOTES ON TI1 IS SME, LT'. A COPY Ol+ T1I13 DIZA1141ING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARMNG: Braving shown on his drawing is .ur ereuion hracfng, wind bracin^, portal i t o, t11 similar hoeing which is aparlrat ]lie huiWing dcaign and uiiict, rnusl he cunsidned by the duildiog designer. Bracing shown is litImenfsupportuluassmembersonlytorcJuecbuclafn, Iargdc. Pi uvisiuns mull fit mad, h. anchur lateral I+rucfng at ends and 14 eiticd Ine:niuns Jelermini•d by du building designer. rtddili.mll hulling of the uvcrnll nrucmrc may he rpyui.tq: (Sur 1118.91 ol'TPI). I -cuss Pfau: Inslimte, TPI, is fucatod at 583 D'Unu(,ia Drive, Madis11n, W isemisit 53719). Eng. rob: D„- g: Dsgnr: Chic TC Live 16- 0 psf TC Dead 7. 0 psf BC Live 0. 0 psf BC Dead Wfl psf TOTAL 33.0 vsf Trilss ID: 1111' Date: 10-20- 00 Durf'ac - Lbr: 1.25 DurFac -Pit: 1. 25 O.C. Spacing: 24.011 Design Criteria: TPI Code Desc: Dvign: A4awir Analysir JOB PATH: CtITEE.L0XV0BSI111PDET-I HCS: 01.01.00 DESIGN INFORMATION This design Is for an individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect information, specifications and/or designs furnished to the truss designer by the client andthe 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 loadtngs shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind 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 telling, they should be braced at a odmum 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 verl- fication. Any discrepancies are to be put in writing before cutting or fabrication. IPlatesshallnotbeInstalledoverknotholes, knots or distorted grain. Members shall be cut s fon 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 sues are minimum sties based on the forces shown and may need to be Increased for certain hand- Iing and/or erection stresses. This truss )s 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 andbundling, 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 dombioing. The supervision of erection of fusses shall be under the control of persons wperienced in the Installation of trusses. rofes5k` al advice shall be sought If needed. onc, r tnruon of construction loads greater ban the design loads shall not be applied to - fusses at any time. No loads other than the i velght of the erectors shall be applied to r russes until after all fastening and bracing I s completed. i. vrvwnC n AU: I U# UPLIFT D.L. TOP CHORDS: 2x4 SP 2 2x8 SP 1 D 2,3 BOT CHORDS: 2x6 SP 1 D 2x8 SP 1 D 2,3 WEBS: 2x4 SP 3 2x8 SP 2 1,13 WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp-Cat. B, Rzt= 1.0 Bld Type= Encl L= 58.0 ft We: 38.0 ft Truss in INT.zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAXLIVELOADDEFLECTION: L/ 877 at JOINT #15 L=- 0.5011 D=-0.5311 T=-1.03" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.39" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.19" RMB = 1.15 WO: ROAK3 WE: This 4-PLY Hip Master designed to carry 910" jacks (mono truss framed to BC) and Hip Jacks framed to BC 4- PLY TRUSSI fasten w/3"x 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Repeatnailingaseachplyisapplied. 1/ 211 thru-bolts,or WS6.1/4"x 611 wood screw at 2411 o.c. shall be installed on TC&BC in addition to nailing. PROVIDEUPLIFTCONNECTIONPERSCHEDULE: Support 1 1568# Support 2 1514# TC ... FORCE CSI BC... FORCE CSI 1- 2 10656 0.39 18-17 9695 0.33 2- 3 11996 0.36 17-16 19368 0.50 3- 4 13394 0.14 16-15 19368 0.55 475228110.23 15-14 22811 0.63 5- 6 22812 0.24 14-13 19374 0.55 6- 7 22812 0.23 13-12 19374 0.50 7- 8 13402 0.14 12-11 9700 0.33 8- 9 12002 0.36 9- 10 10661 0.39 TI: A QTYA Joint Locations=======e:======_ 1) 0- 0- 0 7) 26- 9-10 13) 26- 9-10 2) 3- 6-13 8) 32- 0- 0 14) 21- 7- 3 3) 6- 0- 0 9) 34- 5- 3 15) 16- 4-1.3 4) 11- 2- 6 10) 38- 0- 0 16) 11--2- 6 5) 16- 4-13 11) 38- 0- 0 17) 6- 6-11 6) 21- 7- 3 12) 31- 5- 5 18) 0- 0- 0 TOTAL DESIGN LOADS --------- Uniform PLF From PLF To--- TCVertL+D -46 -1- 0- 0 -46 6- 0- 0 TCVertL+D -23 6- 0- 0 -23 32- 0- 0 TCVertL+D -46 32- 0- 0 -46 39- 0- 0 BCVertL+D - -20 0- 0- 0 -20 6- 0- 0 BCVertL+D -153 6- 0- 0 -153 32- 0- 0 BCVertL+D -20 32- 0- 0 -20 38- 0- 0 ConcentratedLEISLocationBC Vert L+D -517 6- 0- 0 BC Vert L+D -517 32- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-LOc Type 0- 4- 0 3256 -4 -1568 BOT PIN 37- 8- 0 3257 0 -1514 BOT H-ROLL 4- PLYS REQUMED 6- 0-0 26- 0-0 1 2 4 5 6 6 0-0 7 09 1 8X10 6X8 6X8 1OX10 3X6 6. 00 6X8 SXlO 3- 9-2 0-4-3 3XG T 12X12 3X6 6X8 1OX10 3X6 0-4-3 3 4-3 4X6 1-5-11 12X12 4X6 J 3' 00 U- 8I 3.00 08 5- 10-11 325611 8.001, x1 10 15 1- 0-0 RO- 11-11) I is - 38-0-0 EXCEPT AS SHOWN PLATES ARJ TL20 GA TESTED PER ANSI/TPI 1-1995 i`' iaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE # 0050068 ioo5 VANNESSA DR.OVIEDO.1`IL32766 Design: Matrix Analysis TVAKiMIr4W 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 bmclug, wind bracing, portal bracing or similar bracing whichIsapartofthebuildingdesignandwhichmostbeconsideredbythebuildingdsiguer. Bracing shownisforlateralsupportoftrussmembersonlytoreducebucklingtength. Provisions must be madetoanchorlateralbracingatendsandspecfiedlocationsdeterminedbythebuildingdesigner. Addluon.1 bracing of the overall structure may be required. (See HID-9I of TPIJ. TrussPlateInstitute. TPI. is located at 583 D'Onofrio Drive. Madison, kviscoustn 53719). JOB PATH. C:ITEE-LOXIHOFfEDIR 3257# 8.001i100 S18N RO-11-11) scale = 0.1675 Eng. Job: W : R AK Dwg: Truss ID: A Dsgnr: ECII Cldf: Date: 6-26-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - PIt: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL33.0 nsf v.nn ne . - n.---- - HCS: 08.20.02 d ROANOKE K 3 AC: 10# UPLIFT D.L. WO: ROAK3 WE: TI: B 9TY:1 DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a 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 exeretses 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 assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid 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- fication. Any discrepancies arc to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for tight 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 centmid 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 Ali. 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 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. TOP CHORDS: 2x4 SP #2 2x8 SP #1 D 2,3 BOT CHORDS: 2x6 SP #1 D 2x8 SP #1 D 2,3 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 983# Support 2 971# MAX LIVE LOAD DEFLECTION: L/862 at JOINT # 5 L=-0.51" D=-0.52" T=-1.03" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.44" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.22" RMB = 1.15 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 57.3 ft We: 38.0 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 3666 0.58 18-17 3281 0.61 2- 3 4208 0.62 17-16 3408 0.62 3- 4 5964 0.37 16-15 3995 0.44 4- 5 6627 0.40 15-14 5965 0.63 5- 6 6627 0.40 14-13 5965 0.63 6- 7 5965 0.37 13-12 3996 0.44 7- 8 4209 0.61 12-11 3408 0.62 8- 9 3667 0.58 11-10 3281 0.61 Joint Locations=======-======= 1) 0- 0- 0 7) 30- 8- 0 13) 24-10- 0 2) 4- 2-13 8) 33- 9- 3 14) 19- 0- 0 3) 7- 4- 0 9) 38- 0- 0 15) 13- 2- 0 4) 13- 2- 0 10) 38- 0- 0 16) 7- 7-11 5) 19- 0- 0 11) 33- 9- 3 17) 4- 2-13 6) 24-10- 0 12) 30- 4- 5 18) 0- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1305 -39 -983 BOT PIN 37- 8- 0 1305 0 -971 BOT H-ROLL 74-0 234-0 74-0 1 2 4 5 6 8 9 0 10X10 6X8 1OX10 6X8 10X10 T3X4 3X4 T 4-5-15 0-4-3 0-4-3 4-0-3 8X14 6X8- HMO 6X8 8X14 3X4 4X6 3X4 1-8-15 4X6 f 11-2-0 3•00 I 3•00 0-8 080 1 1 6-11-11 22-8-10 6-11-11 I 1 9 17 16 15 14 13 12 11 I 0 1306# 8.00" 1306# 8.00" 1-1-9 38-0-0 1-9 COSI IA S (12) 2X4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = .0.1664 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ROAK3 Mc">,i011dsi A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: B y StEMS CONTRACTOR. BRACING WARNING: Dsgnr: ECH Chk: Date: 10-05-02 TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARON DA WAY Bracing shown on this drawing Is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 SANFORD, FL. 32771 which is a part of the building design and which must be considered by the building designer. Bracing to buckling length. BC Live 0.0 psf Spacing: gO.C. S 24.0" 407) 321-0064 Fax (407) 321-3913 shown Is for lateral support of truss members only reduce Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 10.0 - f Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). Code Dese: FLA LICENSE #0050068 Truss Plate Institute,. TPI, Is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719) 1005 VANNESSA DR.OVIEDO.FL32766 TOTAL 33.0 psf V:09.05.02- 7311- & Design: Matrix Analysis - JOB PATH: C:ITEE-LOKU013SIROAK3 - HCS: 08.20.02 DESIGN INFORMATION This design Is for an Individual building component and has been based on Information provided by the client. The 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- elfic project and accepts no responsibility or etereises 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 we In agreement with the ]oral building codes, local climatic records for wind or snow loads. I project specifications or special applied loads. Urdess shown, truss has not been designed for i storage or occupancy loads. The design assumes compression chords (lop or bottom) are continu- ously braced by sheathing unless otherwise j specified. Where bottom chords in tension are not fully braced laterally by a properly applied right 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 JB: R0 -.hOKE -K-.3 AC: 10# UPLIFT D.L. TOP`CHORDS:"'2x4•'" SP #2 2x8 SP #2 2,3 BOT CHORDS[ 2x6 SP #1 D 2x8 SP #1 D 3,4 WEBS: 2x4 SP #3 2x4 SP #2 6,12 2x10 SP #2 9 3-PLY TRUSS] fasten w/3ox 0.1201, nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Repeat nailing as each ply is applied. Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 987# Support 2 971# MAX LIVE LOAD DEFLECTION: L/936 at JOINT #15 L=-0.47" D=-0.48" T=-0.95" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.36" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.18" RMB = 1.15 Prior to fabrication, the fabricat"r 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 verl- ficauon. Any diecrepancles arc to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of r the truss with nails fully Imbedded and shall be about the joint unless otherwise shown. Ajsym. 5x4 plate is 5" wide x 4" long. A 6x6 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes 4-5-15 0-4-3 are rnLdmum 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/TPI 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bmetng", HIB-91. Trusses are to be handled with particular cam during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- ition and for r Nang 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 I Installation between trusses to avoid toppling and dominotng. The supervision of erection of trusses shall be under the control of persons experienced In the installation of trusses. Professional advlce shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any lime. No loads other than the weight of the erectors shall be applied to trusses unto after all fastening and bracing Is completed. WO: ROAK3 WE: 0: Plate(s), OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125irph, He: 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 57.3 ft We: 38.0 ft Truss in END zone, -TCDL= 4-2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE CSI 1- 2 -4649 0.12 2- 3 -4685 0.12 3- 4 -11248 0.12 4- 5 -16635 0.26 5- 6 -16609 0.26 6- 7 -19836 0.29 7- 8 -9858 0.23 8- 9 -9182 0.32 9-10 -7742 0.22 BC ... FORCE ... CSI 20-19 4115 0.20 19-18 4122 0.20 18-17 6415 0.29 17-16 11166 0.47 16-15 19448 0.70 15-14 16975 0.66 14-13 16937 0.66 13-12 7171 0.40 12-11 6949 0.40 TI: B 1 QTY:3 Locations= 1) 0- 0- 0 8) 30- 8- 0 15) 19- 1- 8 2) 4- 1- 4 9) 33- 9- 3 16) 15- 1- 5 3) 7- 4- 0 10) 38- 0- 0 17) 8- 8- 1 4) 8- 9- 7 11) 38- 0- 0 18) 7- 0- 0 5) 15- 1- 5 12) 33- 9- 3 19) 4- 1- 4 6) 19- 1- 8 13) 30- 0-12 20) 0- 0- 0 7) 22-10-11 14) 22-10-11 TOTAL DESIGN LOAD ----------- Uniform PLF From PLF To TC Vert L+D -46 -1- 1- 9 -46 39- 1- 9 BC Vert L+D -20 0- 0- 0 -20 38- 0- 0 Concentrated LBS Location BC Vert L+D -2367 19- 1 8 MAX. REACTIONS PER BEARING LOCATION----- X-Loc. Vert Horiz Uplift Y-Loc Type 0- 4- 0 2466 -45 -987 OT PIN 37- 8- 0 2513 0 -971 T H-ROLL 3-PLYS REQUIRED 7-4-0 1 2 ot 4 5 234-0 7-4-0 6 7 9 Q 6.006X8 10X10 3X6 6X8 10X10 8X10 3X4 3X4 12xl,27 6X8 6X8 10X10 0-4-3 4-0-3 4X6 3X4 8X1411-9-13 4-1 3X4 4X66XW. -8 ell 12.00 1 I 3.00 0 8.0 7-0-0 9-1 21 2 15 L 7-3-4 I, 2466# 8.00" - 1-1-9 COSM94r'iC7)P A' ES (8) 2X4 38- -0 7# EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-199 2367N Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDO,FL32766 Design: Matrix Analysis dVAKtV1NG: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracingwhichIsapartofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. BracingshownIsforlateralsupportoftrussmembersonlytoreducebucklinglength. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bractng of the overall structure may be required. (See HIB-91 of TPq. Russ Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). JOB PATH. CATEE-LOKIJOBSIROAK3 Job: Dwg: Dsgur: ECH Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf 2513# le = 0.1664 Truss 14: B1 Date: -03-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code . esc: FLA HCS: 08. JB: ROANOKE K 3 AC: 10# UPLIFT D.L. WO: ROAK3 WE: TI: C 6QTY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the Joint Locations=============== This design is for an individual building 2x6 SP #1 D 2,3 ccttllposite result of multiple loads. 1) 0- 0- 0 7) '29- 4- 0 13) 19- 0- 0 - componentandhasbeenbasedonmfomration BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be 2) 4- 6-11 8) 33- 5- 5 14) 13-10- 0 provided by the cheat. The designer disclaims 2x6 SP #1 D 2,3 continuously braced unless noted otherwise. 3) 8- 8- 0 9) 38- 0- 0 15) 8-11-11 any WEBS: 2x4 SP #3 WndLod per ASCE 7-98, C&C, V= 125mph, 4) 13-10- 0 10) 38- 0- 0 16) 0- 0- 0yorinsibWtyforrmatiosasaresultoffault and/ oresignsctnishedtiothspecifications and/or designs famished to the truss designer WEDGES: 2x4 SP #2 H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 5) 19- 0- 0 11) 29- 0- 5 by the client and the correctness or accuracy Bld Type= Encl L= 57.3 ft W= 38.0 ft Truss 6) 24- 2- 0 12) 24- 2- 0 of this information- it may relate to a spe- PROVIDE UPLIFT CONNECTION PER SCHEDULE: in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf MAX. REACTIONS PER BEARING LOCATION-=--- ciffc project and accepts no responsibility or Support 1 967# Impact Resistant Covering and/or Glazing Req X-Loc Vert Horiz Uplift Y-Loc Type exercises no control with regard to fabrica- Support 2 1014# 0- 4- 0 1306 107 -967 BOT PIN ticsses. This nt and of trusses. Th1s truss has been designed as an MAX LIVE LOAD DEFLECTION: TC...FORCE ...CSI ..BC...FORCE ...CSI 37- 8- 0 1306 0 -1014 BOT H-ROLL individual building component in accordance with L/855 at JOINT # 5 1- 2 -3747 0.85 16-15 3365 0.87 ANSI/TPI 1-1995 and NDS-97 to be Incorporated L=-0.51" D=-0.53" T=-1.04" - 2-. 3 -3875 0.77 15-14 3574 0.51 as part of the building design by a Building MAX HORIZONTAL TOTAL LOAD - DEFLECTION: 3- 4 -4876 0.37 14-13 4953 0.58 Designer (registered architect or professional T= 0.57" 4- 5 -5324 0.38 13-12 4953 -.0.58 engineer). When reviewed design nloadingsshownbuildingdesigner, the design loadings shown MAX HORIZONTAL LIVE LOAD DEFLECTION: 5- 6 -5324 0.38 12-11 3575 0.51 must be checked to be sure that the data shown T= 0.28" - 6- 7 -4877 0.37 11-10 3366 0.87 are In agreement with the local building codes, 7- 8 -3876 078 local climatic records for wind or snow loads, RMB = 1.15 8- 9 -3748 0..88 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'-O" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Is In conformance with the fabricator's plans and to realize a continuing responsibility for such verl- flcation. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes, knoll or distorted grain. Members shall be cut I., 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 6z8 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 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. Nornal pmeautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dommoing. The supervision of erection of trusses shall be under the control of persons experienced In the installation of trusses. Professional advice shall be sought if needed. Concentratlon of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. - 1 0-8 8-8-0 k 20-8-0 k 8-8-0Ilk 1 2 4 5 6 8 9 0 6X12 4X6 8X10 4X6 6X12 Xf8 11-2-0 i 3X8 3.00 1-3.00 T 4-8-3 0-4-3 080 8-3-11 k 20-0-10 8-3-11 I I 1 15 14 13 12 11 0 1306# 8.00" 1306# 8.00" 1-1-9 38-0-0 COSI T A ES (12) 2X4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1664 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 WAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or strnllar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be - made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI) Truss Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). Eng. Job: WU: NUAK.S Dwg: Truss ID: C Dsgnr: ECH Chk: Date: 10-05-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 7326- 6o Design: Matrix Analysis JOB PATH: C:ITEE-LOKUOBSIROAK3 HCS: 08.20.02 id: ROANOKE K 3 AC: 10# UPLIFT D.L. WO: ROAK3 WE: TI: D ATY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 Plate(s) OFFSET from joint center. The Joint Locations============ Thlsdesign is(oranindividual building BOT CHORDS: 2x6 SP #2 Joint Detail Report must be included 1) 0- 0- 0 7) 32- 5- 3 13) 16- 0- 0 component and has been based on information WEBS: 2x4 SP #3 with any submittal, inspection, and/or 2) 5- 6-13 8) 38- 0- 0 14). 10- 3-11 provided bythe client. The designer disclaims 2x4 SP #2 6 fabrication documentation. 3) 10- 0- 0 9) 38- 0- 0 15) 5- 6-13 any responsibility for damages as a insult or All COMPRESSION Chords are assumed to be MULTIPLE LOADS -- This design is the 4) 16- 0- 0 10) 32- 5- 3 16) 0- 0- 0 information. faulty or coignsctfurnishedand/or designsfumishedtothe truss designer othe truifi designercontinuous) braced unless noted otherwise. Y composite resultof multiple loads. oQ[Ipo P5) 22- 0- 0 11) 27- 8- 5 by the client and the correctness or accuracy WndLod per ASCE 7-98, C&C, V= 125mph, 6) 28- 0- 0 12) 22- 0- 0 of this information as it may relate to aspe- PROVIDE UPLIFT CONNECTION PER SCHEDULE: H= 15.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 MAX. REACTIONS PER BEARING LOCATION----- cific project and accepts no responsibility or Support 1 969# Bld Type= Encl L= 57.3 ft W= 38.0 ft Truss X-Loc - Vert Horiz Uplift Y-Loc Typeexe- - with rd fabrica- Support 2 1016# in INT zone, TCDL= 4.2 psf, BCDL= - 6.0 psf 0- 4- 0 1306 111 969 BOT PIN tion, lies ling, shipmentol and installation truss handling, shipmentandinstallationoftion, o trusses. This truss has been designed as an MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req 37- 8- 0 1306 0 -1016 BOT H-ROLL individual building component in accordance with L/979 at JOINT # 5 - ANSI/TPI I- 1995and NDS-97tobeincorporated L=-0.45" D=-0.46" T=-0.91" - TC... FORCE ... CSI ..BC ... FORCE ... CSI as part of the building design by a Building MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -3932 0.67 16-15 3546 0.75 Designer(registeredarchitect or professional T= 0.49" 2- 3 -3807 0.64 15-14 3606 0.76 engineer). Whenrthededfora dings showby n building designer, the designloadingsshownMAXHORIZONTAL -LIVE LOAD DEFLECTION: 3- 4 -4359 0.73 14-13 3483 0.54 must be checked to be sure that the data shown T= 0.24" 4- 5 -4375 0.66 13-12 4400 0.73 are in agreementwith the local building codes, 5- 6 -4376 0.73 12-11 3485 0.56 local cumaticrecords for wind orsnow loads, RMB 1.15 6- 7 -3809 0.65 11-10 3607 0.76 project specifications or special applied loads. 7- 8 -3932 0.69 10- 9 3546 0.75 Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigd ceWng, they should be braced at a magnum 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 willing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood hearing. Con- nector plates shalt 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 fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPr 1-1995' PRECAUTIONARY NOTES All bmcing 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- Ilion and for resisting lateral forces shall be designed and installed by others. Careful hand- ling Is essential and erection bmcing is always required. Normal prenutionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dommoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought If needed. Concentration of 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. T 5-9-15 0-4- 3 10-0-0 18-0-0 10-0-0 1 2 4 Ilk 7 8 0 5X8 3X4 2X4 5X8 11- 2- 0 3.00 1 3.00 . T 5-4-3 0-4- 3 00-8 9- 7-11 174- 10 9- 7-11 1 15 14 13 12 11 10 9 . 1306## 8.00" 1306# 8.00" 1-1_9 38-0-0 _ I L 1 1-9 COS1 IA S (12) 2X4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1664 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321- 3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.OVIEDO. F432766 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bmcing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Provisions must be - made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). Tress Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). Dwg: Dsgnr: ECH Chk: Truss ID: D Date: 10-05- 02 TIC 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 usf v-n9- n5_n2- 7327- 6'. Design: Matrix Analysis - JOB PATH: CATEE- LOKUOBSIROAK3 HCS: 08.20.02 JB: ROANOKE K 3 AC: 10# UPLIFT D.L. WO: ROAK3 WE: TI: E QTY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP 2 MULTIPLE LOADS -- This design is the Joint Locations=============== This design isfor an individual building 2x6 SP 2 2 composite result of multiple loads. 1) 0- 0- 0 6) 31- 9- 3 11) 19- 0- 0 component and has been based on information BOT CHORDS: 2x6 SP 2 All COMPRESSION Chords are assumed to be - 2) 6- 2-13 7) 38- 0- 0 12) 11- 7-11 provided by the client. The designer disclaims WEBS: 2x4 SP 3 continuously braced unless noted otherwise. 3) 11- 4- 0 8) 38- 0- 0 13) 6- 2-13 any responsibility for damages as a result of SP 2 4,6 WndLod per ASCE 7-98, - C&C, V= 125 h, 4) 19- 0- 0 9) 31- 9- 3 14) 0- 0- 0 faulty and/ or designs and/or designs furnished to the truss designer furnishedinformation. specificationstruss 2x4 H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1 0 5) 26- 8- 0 10) 26- 4- 5 by the client and the correctness or accuracy PROVIDE UPLIFT CONNECTION PER SCHEDULE: Bld Type= EnCl L= 57.3 ft W= 38.0 ft Truss MAX. REACTIONS PER BEARING LOCATION----- ofthis information as It may relate to a spe- Support 1 968# in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf X-Loc. Vert Horiz Uplift Y-Loc Type cific project and accepts no responsibility or Support 2 1015# Impact Resistant Covering and/or Glazing Req 0- 4- 0 1306 114 -968 BOT PIN exercises no control with regard to fabrics - lion, handliling, shipment and Installation of MAX LIVE LOAD DEFLECTION: 37- 8- 0 - 1305 0 -1015 BOT H-ROLL trusses. This truss has been designed as an L/999 TC... FORCE... CSI ..BC ... FORCE... CSI individualhuildingcomponentinaccordancewith L=-0.37" D=-0.38" T=-0.74" 1- 2 -3972 0.70 14-13 3586 0.72 ANSI/ TPI 1-1995 and NDS-97 to be incorporated MAX HORIZONTAL TOTAL LOAD DEFLECTION: 2- 3 -3694 0.64 13-12 3631 0.72 as part of the building design by a Building T= 0.45" 3- 4 -4167 0.50 12-11 3401 0.55 Designer ( registered architect or professional engineer). When reviewed for approval by the MAX HORIZONTAL LIVE LOAD DEFLECTION: 4- 5 -4167 0.50 11-10 3401 0.55 building designer. the design loadings shown T= 0.22" 5- 6 -3694 0.64 10- 9 3630 0.72 must be checked to be sure that the data shown RtdB 1.15 6- 7 -3971 0.73 9- 8 3585 0.72 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 maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASfM A 653. Grade 40, unless otherwise shown. 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 verl- fication. Any discrepancies are to be put in writing before cutting or fabrlcation. 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 centroid of the webs unless otherwise shown. Connector plate sizes are minl.= St- 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 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 weigh[ of the erectors shall be applied to trusses until after all fastening and bracing Is completed. T 114- 0 k 154-0 k 114-0 Ilk1 2 4 6 7 0 6- 5-15 0- 4-3 11- 2-0 3. 00 I 0- 8 6X12 3X4 6X12 0 3. 00 6- 0-3 0- 4-3 080 10- 11-11 14-8-10 k 10-11-11 I I 1 13 1 11 10 9 8 1306# 8.00" 1306# 8.00" 1- 1-9 1 38- 0-0 1__ 9 . COSI T A ES (12) 2X4 fe(=R1=1-7) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1664 WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: wU: KUARJ Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: E y CONTRACTOR. BRACING WARNING: Dsgnr: ECH Chk: Date: 10-05-02 TICLive 16.0 psf DurFac - Lbr: 1.25 4005 MARON DA WAY Bracing shown on this drawing Is not erection bracing, wind bracing, portal bracing or similar bracing TIC Dead 7.0 psf DurFac - Pit: 1.25 SANFORD, FL. 32771 which Is a part of the building design and which must be considered by the building designer. Bracing for lateral of buckling Live BCLi0 p sf O.C. Spacing: 24.0" 407) 321-0064 Fax (407) 321-3913 shown Is support truss members only to reduce length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 0 10. 0 psf Design Criteria: TPI gTOMAS PONCE P.E. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). Code Desc: FLA LICENSE # 0050068 Truss Plate InstlWle. TPI, Is located at 583 D'Onofno Drive. Madison, Wisconsin 53719). TOTAL 33.0 7332- 7( 1005VANNESSADR.OVIEDO.FL32766 psf V:09.05.02- Design: Matrix Analysis JOB PATH: CATEE-LOKLIOBSIROAK3 HCS: 08.20.02 JB: ROANOKE K 3 AC: 10# UPLIFT D.L. WO: ROAK3 WE: TI: F 9TY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP 2 MULTIPLE LOADS -- This design is the Joint Locations=====__=======_ This design is for an individual building "" 2x6 SP 2 2 composite result of multiple loads. 1), 0- 0- 0 6) 31- 1- 3 11) 19- 0- 0 component and has been based oninformation BOT CHORDS: 2x6 SP 2 All COMPRESSION Chords are assumed to be 2) 6-10-13 7) 38- 0- 0 12) 12-11-11 provided by the client. The designer disclaims WEBS: 2x4 SP 3 continuously braced unless noted otherwise. 3) 12- 8- 0 8) 38- 0- 0 13) 6-10-13 ages aresult of anyresponsibilityty2x4 SP 2 4,6 WndLod per ASCE 7-98, C&C, V= 125mphr 4) 19- 0- 0 9) 31- 1- 3 14) 0- 0- 0 orIc- et fain/ordesignsf[ Wormatlothetrusdesignpecifications and/ or designs furnished to the truss designer H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 5) 25- 4- 0 10) 25- 0- 5 by the client and the correctness or accuracy PROVIDE UPLIFT CONNECTION PER SCHEDULE: Bld Type= Enel L= 57.3 ft W= 38.0 ft Truss MAX. REACTIONS PER BEARING LOCATION- ofthisthis information as it may relate to a spe- Support 1. 967# in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf X-Loc Vert Horiz Uplift Y-Loc Type cific project and accepts no responsibility or Support 2 1014# Impact Resistant Covering and/or Glazing Req 0- 4- 0 1305 117 967 BOT PIN exercises no control with regard to fabrica- MAX LIVE LOAD DEFLECTION: 37- 8- 0 1305 0 1014 BOT H-ROLL lion, handling, shipment and Installation of trusses. This truss has been designed as an L/999 TC ... FORCE ... CS I ..BC ... FORCE ... CSI individual building component in accordance with L=-0.34" D=-0.35" T=-0.69" 1- 2 -4000 0.73 14-13 3615 0.71 ANSI/TPI 1-1995and NDS-97 to be incorporated MAX HORIZONTAL TOTAL LOAD DEFLECTION: 2- 3 -3536 0.66 13-12 3648 0.70 as part of the building design by a Building T= 0.45" 3- 4 -3699 0.42 12-11 3234 0.50Des. re architect a professional engineer ( registeredengineer). When reviewed for approval by the MAX HORIZONTAL LIVE LOAD DEFLECTION: 4- 5 -3699 0.42 11-10 3234 0.50 building designer, the design loadings shown T= 0.22". 5- 6 -3536 0.67 10- 9 3648 0.70 must be checked to be sure that the data shown RMB 1. 15 6- 7 - 3999 0.76 9- 8 3614 0.71 re aIn agreementwith 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 to verify that this drawing Is in conformance with the fabricators plans and to realize a continuing responsibility for such verl- 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 centroid of the webs unless otherwise shown. Connector plate sizes re aminimum sizes basedon 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 Is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominomg. 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. 12-8- 0 12- 8-0 k 12-8-0 Ilk Ilk 1 2 46 7 Q 7-1-15 0 4-3 11- 2-0 D 3.00 I 0- 8 6X12 3X4 6X12 3. 00 6-8- 3 0- 4-3 T7 1 080 i 12- 3- 11 12- 0-10 12-3-11 l 1 13 12 11 10 9 8 1306# 8.00" 1306# 8.00" 1-19 1. e l 3-- COS I - A ES ( 12) 2X4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1664 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WU: RUAK3 Id(aronda S A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: F y steers CONTRACTOR. BRACING WARNING: Dsgnri ECH Chk: Date: 10-05-02 TIC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARONDA WAY g g, g, portal bracing or similar bracing Bracingshown on this drawingIsnoterectionbracing, wind bracing, g g TIC Dead 7.0 - f psf DurFae - Pit: 1.25 SANFORD, FL. 32771 which is a part of the building design and which must be considered by the building designer. Bracing truss to buckling Live BC 11 00 PSCO.C. Spacing: 24.0" 407) 321-0064 Fax ( 407) 321-3913 shown is for lateral support of members only reduce length. Provisions. must be made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 100 Ps I Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overall structure may be required. (See HIB-9I of TPI). Code Dese: FLA LICENSE #0050068 Truss Plate Institute, TPI, is located at 583 D'Onofrlo Drive, Madison, Wisconsin 53719). TOTAL 33.0 V: 09.05.02- 7333- 7 1005 VANNE88A DP OVIEDO.FI_32766 psf Design: Matrix Analysis JOB PATH: C:ITEE-LOKVOBSIROAK3 HCS: 08.20.02 JB: ROANOKE K 3 AC: 10# UPLIFT D.L. WO: ROAK3 WE: TI: G QTY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the joint Locations=============== This design is for an individual building BOT CHORDS: 2x4 . SP #2 ccirposite result of multiple loads.. 1) 0- 0- 0" 7) 28- 6-14 13) 19- 0- 0 component and has been based on information WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 4-11- 5 , 8) 33- 0-11 14) 14- 3- 0 provided by the client. The designer disclaims WEDGES: 2x4 SP #2 continuously braced unless noted otherwise. 3) 9- 5- 2 9) 38- 0- 0 15) 7- 2- 3 any responsibility for damages as a result of WndLod per ASCE 7-98, - C&C, V= 125mph, 4) 13-11- 0 10) 38- 0- 0 16) 0- 0-.0 information,specificationstruss designerfaulty and/or designsand/or designs furnished to the truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 5) 19- 0- 0 11) 30- 9-13 by the client and the correctness or accuracy Support 1 946# Bld Type= Enel L= 57.3 ft W= 38.0 ft Truss 6) 24- 1- 0 12) 23- 9- 0 of this Information as it may relate to aspe- Support 2 992# in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf MAX. REACTIONS PER BEARING LOCATION ----- cilicproject andacceptsnoresponsibilityor MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req X-Loc Vert Horiz Uplift Y-Loc Type exercises no control with regard to (abrica- L/999 0- 4- 0 1305 117 946 BOT PIN tand eendsigned not trusses. This truss has been designed as an uusses. ThisL=-0.44" D=-0.45" T=-0.89" TC... FORCE ... CSI ..BC...FORCE ... CSI 37- 8- 0 1305 0 992 BOT H-ROLL individual building component in accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -3800 0.74 16-15 3415 0.98 ANSI/TPI 1-1995 and NDS-97 to be incorporated T= 0.61" - 2- 3 -3756 0.68 15-14 3436 0.86 as part of the building design by a Building MAX HORIZONTAL LIVE LOAD DEFLECTION' 3- 4 -3277 0.60 14-13 2970 0.61 Designer (registered architect or professional T= 0.30" 4- 5 -3205 0.54 13-12 2971 0.61 engineer). When reviewed for approval by the building designer, the design loadings shown 5- 6 -3205. 0.54 12-11 3437 0.86 must be checked to be sure that the data shown RMB = 1. 15 6- 7 -3278. 0.62 11-10 3416 0.98 are in agreement with the local building codes, 7- 8 -3757 0.69 local climatic records for wind or snow loads, 8- 9 - -3801 0.77 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 rn xlrnum 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 verl- 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 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/TP1 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 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. Profmslonal advice shall be sought If needed. Concentration o! 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. - 7-9- 7 0-4- 3 13-11- 0 10-2-0 13-11-0 1 2 3 5 7 8 9 6.00 5X8 2X4 5X8 le Xe 11-2-0 sl - 3X8 3.00 I13.00 7-3-11 0-4-3 0-8-0 080 13-7-0 9-6-0 -13-7-0 1 15 14 13 12 11 0 1306# 8.00" 1306# 8.00" 1-1-9 38-0-0 _ i 11-1-9- COS46) A ES ( 12) 2X4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1664 Maronda S stems WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO. BE GIVEN TO ERECTING Eng. Job: Dwg: y CONTRACTOR. Dsgnr: ECH . Chk: BRACING WARNING: TC Live 16:0 psf 4005 MARONDA WAY Bracing shown on this drawing is not erection bracing. wind bmcing, portal bracing or similar bracing TIC Dead 7.0 psf SANFORD, FL. 32771 which is a part of the building design and which must be considered by the building designer. Bracing for lateral buckling BC Live 0.0 Sf P 407) 321-0064Fax (407) 321-3913 shown Is support of truss members only to reduce 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). BC Dead 10.0 psf LICENSE #0050068 loos VANNESSA 13B. oVIEDo.Ft32766 Truss Plate Institute, TPI. is located at 583 D'Ono(rio Drive, Madison, Wisconsin 53719). TOTAL 33.0 psf Truss 1D: G Date: 10-05- 02 uufruc - wi. I. w DurFac - Pit: 1. 25 O.C. Spacing: 24.0 Design Criteria: TPI Code Desc: FLA Design: Matrix Analysis JOB PATH: HCs: 08.20.02 JB: ROANOKE K 3 AC: 10# UPLIFT D.L. WO: ROAK3 WE: TI: H 9TY:3 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 l: Plate(s) OFFSET from joint center. The Joint Locations==========___ This designs for an individual building BOT CHORDS: 2x4 SP #2 Joint Detail Report .must be included 1) 0- 0- 0 5) 19- 4- 0 9) 7- 0- 0 component and has been based on information WEBS: 2x4 SP #3 with any submittal, inspection, and/or 2) 7- 0- 0 6). 19= 4- 0 10) 0- 0- 0 provided by the client. The designer disclaims MULTIPLE LOADS -- This design is the fabrication documentation. - 3) 10- 0- 0 7) 12- 8- 0 any responsibility for damages as a result of composite result of multiple loads. All COMPRESSION Chords are assumed to be 4) 12- 8-.0 8) 10- 0- 0 faulty or incorrect Information, specifications and/or designs furnished to the truss designer continuously braced unless noted otherwise. MAX. REACTIONS PER BEARING LOCATION----- bythe client and the correctness or accuracy PROVIDE UPLIFT CONNECTION PER SCHEDULE: WndLod per ASCE 7 -98, C&C, V=- 125mph, X-Loe - Vert Horiz Uplift Y-Loe Type of this information as it may relate to a spe,- Support 1 486# - - H= 15.0 ft, I= 1.00, Exp:Cat. B, Kzt= 1.0 0- 4- 0 697. 162 -486 BOT PIN cific project and accepts no responsibility or Support 2 592# Bld Type= Enel L= 57.3 ft W= 19.3 ft Truss 19- 2-- 8 682 0 -592 - BOT H-ROLL exercises control with regard fabrics- MAX LIVE LOAD DEFLECTION: in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psflidlit1on, hanng, shipment and Insttallation of trusses. This truss has been designed as an L/999 Fact Resistant Covering and/or Glazing Req individual building component In accordance with L=-0.05" D=-0.05" T=-0.10" ANSI/TPI I-1995 and NDS-97 to be Incorporated MAX HORIZONTAL TOTAL LOAD DEFLECTION: TC... FORCE... CSI ..BC ... FORCE... CSI as part of the building design by a Building T= 0.0611 1-- 2 - 968 0.31 10- 9 807 0.29 professionalDesignerlregisteredhenrearchitreviewed MAX HORIZONTAL LIVE LOAD DEFLECTION: 2- 3 -1676 0.42 9- 8 1161 0.35 o approvalengineer).thenglingWhennrthedeignloaingsshownbuildingdesigner, the design loadings shown T= 0.03" 3- 4 -962 0.33 8- 7 1361 0.40 must be checked to be sure that the data shown RMB 1.15 4- 5 -1000 0.41 7- 6 840 - - 0.32- we 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- 12-8-0 6-8-0 ously braced by sheathing unless otherwise specified. Where bottom chords In tension are 1 2 311 5 not fully braced laterally by a properly applied rigid ceiling, they should be braced at a 0 _ 0 maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot 4X6 dipped galvanized steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES 3X4 Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to 3-8-3 realize a continuing responsibility for such verl- ficatlon. Any discrepancles are to be put In 3X4 0-4-3 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- rector plates shall be located on both (aces of 7-1-15 3X4 3X6 the truss with naLLs fully Imbedded and shall be I6X81 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 3-0-0theplatelengthspecified. Double cuts on web members shall meet at the,centroid of the webs 0-4-3 unless otherwise shown. Connector plate sizes are mlnlmum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This .truss is not to be fabricated with fire retardant treated 3X6 - 4X6 _ - 3-0-0 lumber unless otherwise shown. For additional information on Quality Control refer to I f" 4-10-0 ANSI/TPI 1-1995 12.00 1 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 lateralforces 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 dommoing. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shallnot 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. 11 7- 0-0 3-0-0 94-0 10 14 Ih 7 6 697# 8.00" 683# 3.00" 1- 1-9 19- 4-0 COSMEII( 4 2X4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 WARNING: READ ALL NOTES ON THIS SHEET. Marc lda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 4005 MARONDA WAY Bracing shown on this drawing is not erection bmcmg, 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 building 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 TPq. - LICENSE # 0050068 Truss Plate institute, TPI, is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). _. Eng. Job: Dwg: Dsgnr: ECH Chk: TIC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 Psf TOTAL 33.0 psf 119 scale = 0.2933 Truss ID: H Date: 10-05-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O. C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Matrix Analysis JOB PATH: CATEE-LOKUOBSIROAK3 - HCS: 08.20.02 ROANOKE K 3 AC: 10# UPLIFT D.L. WO: ROAK3 WE: TI: H1 QTY:2 DESIGN INFORMATION This design is for an individual building component and has been based on 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- Bon, 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 toads. 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 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.otherwlse 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 ved- flcation. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes, knoll 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 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 centmid 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 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 ta the installation of trusses. Professional advice shall be sought If needed. Concentmtlon of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 MULTIPLE LOADS -- This design is the clxt>posite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 236# MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D=-0.01" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB = 1.15 7-1-15 0-4-3 Plate(s) OFFSET frelat joint center. The Joint Detail Report must be included with any sulmlittal, inspection, and/or fabrication documentation. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 57.3 ft W= 19.3 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -466 0.48 10- 9 363 0.31 2- 3 -374 0.50 9- 8 527 0.19 3- 4 64 0.24 8- 7 241 0.26 4- 5 75 0.38 7- 6 -7 0.34 Joint Locations=============== 1) 0- 0- 0 5) 19- 4- 0 9) 7- 0- 0 2) 7- 0- 0 6) 19- 4- 0 10) 0- 0- 0 3) 10- 0- 0 7) 12- 0- 0 4) 12- 8- 0 8) 10- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Hdriz Uplift Y-Loc Type 0- 4- 0 455 236 -435 BOT PIN 12- 0- 0 683 0 -647 BOT H-ROLL 19- 2- 4 279 0 -316 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 435# Support 2 647# Support 3 316# 12-8-0 k 6-8-0Ilk 1 Il235 0 i 5-3-0 12.00 I 110 9 8 456k 8.00" 1-1-9 19-4-0 COSME'tI ES (8 3X4 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 1005 VANNESSA DR.OVIEDO.FL32766 6.00 4X6 0-4-3 T 3-0-0 1 3-8-3 684# 8.00" 280# 3.50" I 1-1-9 C/L: 12-0-0 Over 3 Supports scale = 0.2933 WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing trussshownisforlateralsupportof members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). Truss Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). Dwg: Dsgnr: ECH Chk: Truss ID: H 1 Date: 10-05-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 7336- 71 Design: Matrix Analysis JOB PATH: CATEE-LOKVOBSIROAK3 - HCS: 08.20.02 r-- - JB: ROANOKE K 3 AC: 10# UPLIFT D.i . WO: ROAK3 WE: TI: H2 9TY:1 1-LA 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, specillcations 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 fabrim- lion, handling. shipment and Installation of trusses. This tross 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 aroh(tect 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 localbuilding 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 telling, 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 Pilo, 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 verl- fl. Uon. Any discrepancies are to be put In writing before tuning 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 cent -id of the webs unless otherwise shown. Connector plate sizes re aminimumsizes 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- Itlon and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling Is essential and erection bracing is always required. Normal precautionary action for - trusses requires such temporary 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. Profosstonal advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. - TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 - GABLE STUD: 2x4 SP #3 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125niph, H= 15. 0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L. 57.3 ft W= 19.3 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0. 01" D=-0.01" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0. 02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0. 01" 2X4 TRANSVERSE BRACING nailed flat to edge of web with 12d nails at 8" o.c. TRANSVERSE BRACING to extend for center 80% of length. Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any subutittal, inspection, and/or fabrication documentation. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 236# TC... FORCE... CSI BC...FORCE ... CSI 1- 2 - 466 0.48 10- 9 363 0.31 2- 3 - 374 0.50 9- 8 527 0.19 3- 4 64 0.24 8- 7 241 0.26 4- 5 75 0.38 7- 6 -7 0.34 Joint Locations==============- 1) 0- 0- 0 5) 19- 4- 0 9) 7- 0- 0 2) 7- 0- 0 6) 19- 4- 0 10) 0- 0- 0 3) 10- 0- 0 7) 12- 8- 0 4) 12- 8- 0 . 8) 10- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 455 236 -435 BOT PIN 12- 0- 0 683 0 -647 BOT H-ROLL 19- 2- 4 279 0 -316 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 435# Support 2 647# Support 3 316# RMB = 1. 15 12-8- 0 k 6-8-0 1 2 3 5 7-1- 15 0-4- 3 6 0000 i— 5- 3-0 0 12.00 I 4X6 110 9 8 7 456# 8. 00" 684# 8.00" 11,-1- 9-9 19-4-0 GABLE 9Y A7' P);ATES (32) 2X4. C/L: 12-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Mato EEddSysteMSCONTRACTOR. BRACING WARNING: 4005 MARO N DA WAY Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or strnllar 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 only 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 bmcing of the overall structure may be required. (See HIB-91 of TPI). LICENSE #0050068 fituss Plate Institute. TPI, Is located at 583 D'Onofr(o Drive, Madison, Wisconsin 53719). 1005 VANNESSA DROVIED0.1'L32766 0 0- 4- 3 1 T 3- 0- 0 1 3- 8- 3 4-0 k 61 280# 3. 50" 1-1- 9 Studs a 2-0-0 o.c. scale = 6.2933 Eng. Job: Dwg: Truss ID: H2 Dsgnr: ECH Chk: Date: 10-05-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33. 0 psf v-n9-n5-n2- 7339- T. Design: Matrix Analysis JOB PATH: C:ITEE-L0KU0BSIR0AK3 - HCS: 08.20.U2 JB: RiZ;rANOKE K 3 AC: 10# U10# UPLIFT WO: ROAK3 WE: TI: J QTY:7 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the joint Locations==========__=== This design is for an individual building BOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1) 0- 0- 0 4) 14- 2-12 7) 9- 8- 0 component and has been based on Wbrmation WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed -to be 2) 5- 1- 4 5) 19- 4- 0 8) 0- 0- 0 provided by the client. The designer disclaims continuously braced unless noted otherwise. 3) .-9- 8- 0 6) 19- 4- 0 any responsibility for damages as a result of faulty or Incorrect information, specifications C...Y- PROVIDE UPLIFT CONNECTION PER SCHEDULE' WndLod r ASCE 7-98, C&C, V= 12.,,,.,h, MAX. REACTIONS PER BEARING LOCATION----- and/ordesigns furnished to the truss designer Support 1 681# H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 X-Loc Vert Horiz Uplift Y-Loc Type by the client and the correctness or accuracy Support 2 722# Bld Type= Enel L= 57.3 ft W=.19.3 ft Truss 0- 4- 0 690 78 7681 BOT PIN of this information as It may relate to a spe- MAX LIVE LOAD DEFLECTION: in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf 19- 0- 0 689 0 -722 BOT H-ROLL cific project and accepts no responsibility or L/999 Impact Resistant Covering and/or Glazing Req exercises no control with regard tofabrica- tion, handling, shipment and installation of L=-0.02" D=-0.02" T=-0.05" trusses. This truss has been designed as an MAX HORIZONTAL TOTAL LOAD DEFLECTION: .. TC ... FORCE ... CSI ..BC ... FORCE... CSI individual building component in accordance with T= 0. 02" 1- 2 -987 0.44 8- 7 843 0.43 ANSI/TP1 1-1995 and NDS-97 to be Incorporated MAX HORIZONTAL LIVE LOAD DEFLECTION: 2- 3 -755 0.33 7- 6 843 . 0.43 as part of the building design by a Building T= 0.01" 3- 4 -755 0: 33 Designer (registered architect or professional 4- 5 1014 0.48engineer). When reviewed for approval by the RMB = 1.15 building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local 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 9-8-0 9-8-0 maximum spacing of 10'-0" o.c. Connector Ilk 1 2 4 5Platesshallbemanufacturedfrom20gaugehot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. 0 _ 0 FABRICATION NOTES 4X6 Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Ism conformance with the fabricator's plans and to realize a continuing responsibility for such verl- fixation. 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 2X4 2X4 for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of 5-2-3 the truss with nails fully imbedded and shall be sym. about Lhe joint unless otherwise shown. A 5_7_15 - 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 0-4-3 0-4-3membersshallmeetatthecenLrotdofthewebs unless otherwise shown. Connector plate sizes are minimum sues based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated 3X6 6X8 3X6 lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPi 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations arc to be followed in accordance with "Handling 19.4-0 Installing & Bracing", HIB-91. Trusses are to be handled with particular care during banding 8 7 6 and bundling, delivery and installation to avoid 690# 8.00" 690# 8.00" damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Ilion and for resisting lateral forces shall be 1-1-9 10 19-4-0 I 1-1-9 designed installed by Careful hand- and others. ling is essential and erection bracing is always EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.3103 required. Normal precautionary action for WARNING: READ ALL NOTES ON THIS SHEET. En . Job: g RUMreshtemporaryussestoabracinglrusslationgInstallationbetweentrussestoavoidtopplingbetweenoidtopp, and dominom9. The supervision of erection of trusses shalIbe under the control of persons Maronda S /stems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: J experienced in the installation of trusses. j CONTRACTOR. Dsgnr: ECH Chk: Date: 10-05-02 Professional advice shall be sought If needed. Concentration of construction loads greater BRACING WARNING: TIC Live 16.0 psf DurFae - Lbr: 1.25 than the design loads shall not be applied to trusses at an time. No loads other than the y4005 MARONDA WAY Bracing shown on this drawls Is not erection bracing, wind bracing. gsgg, g, portal bracing or similar bracing TIC Dead 7.0 psf DurFae - Pit: 1.25 weight of the erectors shall be applied to trusses bracing SANFORD, FL. 32771 which is a part of the building design and which must be considered by the building designer. Bracing is for lateral truss to buckling length. Provisions BC Live 0.0 f O.C. Spacing: 24.0" 19afterallfasteningandis completed. 407) 321-0064 Fax (407) 321-3913 shown support of members only reduce must be made to anchor lateral. bracing at ends and specified locations determined by the building designer. Design Criteria: TPI 9TOMAS PONCE P.E. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). BC Dead - lOO P Sf Plate Institute, TPI, is located 583 D'Onofrlo Drive, Madison, Wisconsin Code Dese: F LA LICENSE # 0050068 1005 VANNESSA DROVIEDO.FL32766 Truss at 53719). TOTAL 33.0 psf V:09.05.02- 733& 76 Design: Matrix Analysis JOB PATH: CATEE-L0KU0BSIB0AK3 HCS: 08.20.02 DESIGN INFORMATION This design Is for an individual building component and has been based on information provided by the client. The 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 ape- cific pmJect 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 assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords intension arc not fully braced laterally by a property applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to 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 hearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A 6x8 plate is 6" 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 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 is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dorninoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: ROANOKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 GABLE STUD: 2x4 SP #3 2X4 TRANSVERSE BRACING nailed flat to edge of web with 12d nails at 8" o.c. TRANSVERSE BRACING to extend for center 80% of length. Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the. composite result of multiple loads. WndLod per ASCE 7-98, - C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 57.3 ft W= 19.3 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req 5-7-15 0-4-3 WO: ROAK3 WE: 2X4 TRANSVERSE BRACING nailed flat to edge of web with 12d nails at 8" o.c. or a SCAB of the same dimension and grade as.web nailed to face(s) of web with 10d nails staggered 8" o.c. SCAB or TRANSVERSE BRACING to extend for 80% of web length. 2X6 BRACE req'd on any web exceeding 14' denotes ONE edge or ONE face denotes BOTH edges or BOTH faces All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. TC... FORCE ... CSI ..BC ... FORCE ... CSI TI: J 1 QTY:1 Joint Locations== 1) 0- 0- 0 9) 15- 8- 0 17) 9- 8- 0 2) 1- 8- 0 10) 17- 8- 0 18) 7- 8- 0 3) 3- 8- 0 11) 19- 4- 0 19) 5- 8- 0 4) 5- 8- 0 12) 19- 4- 0 20) 3- 8- 0 5) 7- 8- 0 13) 17- 8- 0 21) 1- 8- 0 6) 9- 8- 0 14).15- 8- 0 22) 0- 0- 0 7) 11-.8- 0 15) 13- 8- 0 8) 13- 8- 0 16) 11- 8- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 0 0 0 BOT PIN 19- 0- 0 0 0 -2 BOT H-ROLL 9-8-0 k 9-8-0Ilk 1 2 3 4 5 7 8 9 10 11 0 4X6 19-4-0Ilk1 22 21 20 19 18 17 16 15 14 13 12 0# 8.00" 0# 8.001r 119 I 19-4-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Im- aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE l0050068 1005 VANNESSA DR.OVIEDO.FL32766 WAKNINCi: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erection bracing. wind bracing, portal bracing or similar bracing which Is a part of the building design and which must be considered by the building designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). Russ Plate Institute, TPI. is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). 5-2-3 0-4-3 J 19I1 Studs (jp 2-0-0 o.c. scale = 0.3103 Eng. Job: Dwg: Truss ID: J 1 Dsgar: ECH Chk: Date: 10-05-02 TC Live 16.0 psf DurFae - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 Design: Matrix Analysis JOB PATH: CATEE-LOKVOBSIROAK3 HCS: 08.20.02 JB: ROANOKE K 3 AC: 10# UPLIFT D.L. WO: kOAK3 WE: TI: J2 QTY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the Joint Locations=============== This design is for an individual building BOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1) 00- 0 4) 13-10-12 7) 9- 4- 0 component and has been based on Information WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 4- 9- 4 5) 19- 0- 0 8) 0- 0- 0 provided by the client. The designer disclaims continuously braced unless noted otherwise. 3) 9- 4- 0 6) 19- 0- 0 any responsibility for damages as a result of faulty ons Information. PROVIDE UPLIFT CONNECTION PER SCHEDULE: WndLod per ASCE 7-98, C&C, V= 125mph, MAX. REACTIONS PER BEARING LOCATION ----- and/ ordesignsfurthetrulsdesign and/ordesignsfurnishedtothetrussdesignerSupport1 461# PPo H= 15.0 ft, I= 1.00, .Cat. B, Kzt= 1.0 P X-Loc Vert Horiz Uplift Y-Loc e P T'P by the client and the correctness or accuracy Support 2 560# Bld Type= Enel L= 57.3 ft W= 19.0 ft Truss 0- 2- 0 618 35 -461 BOT PIN If this Information as it may relate to a spe- MAX LIVE LOAD DEFLECTION: in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf 18- 8- 0 687 0 -560 BOT H-ROLL chic protect and accepts no responsibility or L/999 Impact Resistant .Covering and/or Glazing Req exercises nocontrolwithregardtofabrica- L=-0. 02" D=-0.02" T=-O.OS^ tion, handling, shipment and installation of has trusses. Thistrusshasbeen designed as an MAX HORIZONTAL TOTAL LOAD DEFLECTION: .. TC ... FORCE ... CSI ..BC ... FORCE ... CSI Individual building in accordance with T= 0. 02" 1- 2 -972 0.42 8- 7 829 0.46 ANSI/TPI 1-1995 and NDS-97 to be incorporated MAX HORIZONTAL LIVE LOAD DEFLECTION: 2- 3 -748 0.28 7- 6 838 0.46 as part of the building design by a Building T= 0. 01" 3- 4 -749 0.27 Designer (registered architect or professional 4- 5 -980 0.40 - engineer). WhenreviewedforapprovalbytheRMB = 1.00 building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building 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 chards In tension are 9-4- 0 _ - 9-8-0 - not fullybracedlaterallybyaproperlyapplied12 4 rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot 0 Q diipped galvasedsteelmeetingASTMA653, Grade 40, unless otherwise shown. 4X6 FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes. 2X4 2X4 knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- 5-2-3 nector plates shall be located on both faces of 5.7-1 Jr 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 0-6-3 the plate lengthspecified. Double cuts on web 0-4-3 members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are mlnknum sizes based on the forces shown and mayneed to be increased for certain hand- ling and/or erection stresses. This truss is not 5X6 6X8 3X6 to be fabricated withfireretardanttreatedlumberunlessotherwiseshown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erectionrecommendations are to be followed in accordance with "Handling 19-0-0 Installing & Bracing% HIB-91. Trusses are to be handled with particular care during banding 8 7 6 and bundling, delivery and installation to avoid 619# 4.00" 687# 8.00" damage. Temporary and permanent bracing for holding trusses in1 astraightandplumbpus- 19-0-0 - 1E+9 ition and for resistinglateral forces shall be III 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/TP1 14995 - scale = 0.3328 required. Normal precautionary action for p p WARjV IN G: READ ALLNOTES ON THIS SHEET. En .Job: g r uybra bracing durilingginstantssesreqioninstallationbetweentrussestoppling beteensuctrusses to avoid noofrecpersnotanddomhallb under the control trussesshallbeunderthecontrolofpersonsl9s9Y i!!®J Maronda S stelms A COPY OFTHISDRAWINGTO BE GIVEN TO ERECTING - Dwg: Truss ID: J2 O'OS'02. experienced in the installation of trusses. V CONTRACTOR. DSgnI': ECH Cl1lS: Date: 1 Professional advice shall be sought If needed. Concentration of construction loads greater - BRACING WARNING: TC Live 16.0 psf DurFae - Lbr: 1.25 than the design loads shall not be applied to trusses at any time. No loads than the 4005 MARONDA WAY Bracing shown on this drawing is not erection bracing, wind bracing, bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 other weight of the erectors shall be applied to SANFORD, FL. 32771 portal which is a part of the building design and which must be considered by the building designer. Bracing Provisions BC Live 0.0 Psf O.C. Spacing: 24.0" trusses until after all fastening and bracing Is completed. 407) 321-0064 Fax ( 407) 321- 3913 shown Is for lateral support of truss members only to reduce buckling length. must be made to anchor lateral bracing at ends and specified locatlons determined by the building designer. Design Criteria: TPI g TOMAS PONCE P.E. Additiolbracingofthe overall structure may berequkrod. (See HIB-9IofTPn. n BC Dead 10.0 psf LICENSE #0050068 rl7uss Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719). Code Dese: FLA loos VANNESSA DROVIEDD.F1.32766 TOTAL 33. 0 psf V:09.05.02- 7341- 79 Design: Matrix Analysis JOB PATH: C:ITEE- LOKUOBSIROAK3 - HCS 09.20.02 JB: ROANOKE K 3 AC: 10# UPLIFT D.L. WO: ROAK3 WE: TI: K QTY:3 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the Joint Locations=======_==_==== This design is for an individual building BOT CHORDS: 2x4 SP #2 couiosite result of multiple loads. 1) 0- 0- 0 - 4) -13- 7-12 7) 9- 1- 0 component and has been based on information WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 4- 6- 4 5) 18- 9- 0 8) 0- 0- 0 provided by the client. The designer disclaims SLIDERS: 2x4 SP #2 continuously braced unless noted otherwise. 3) 9- 1- 0 6) 18- 9- 0 any responsibility for damages as a result of WndLod per ASCE 7-98, C&C, V= 125mph, MAX. REACTIONS PER BEARING LOCATION ----- ct furinformation, he truss U. faultyand/orr incorrdesigns desinsand/or designs furnished [o the truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: .H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 X-Loc - Vert Horiz Uplift Y-Loc Type by the client and the correctness or accuracy Support 1 456# Bld Type= Ene1 L= 57.3 ft W= 18.8 ft Truss 0- 1- 4 611 35 -456 HOT PIN of this information as it may relate to a spe- Support 2 555# in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf 18- 5- D 678 0 -555 BOT H-ROLL cif c project and accepts no responsibility or MAX LIVE LOAD DEFLECTION: IuVaet Resistant Covering and/or Glazing Req exercises no control with regard to (abrlca- L/999tion, handling, shipment and Installation of trusses. This truss has been designed as an L=-0.02" D=-0.02" T=-0.05" TC... FORCE ... CSI ..BC ... FORCE ... CSI individual budding component in accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -928 0.27 8- 0 600 0.22 ANSI/TPI 1-1995 and NDS-97 to be incorporated T= 0.02" 2- 3 -723 0.23 0- 7- 794 0.37 as part of the building design by a Building MAX -HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -726 0.24 7- 6 820 0.38 Designer (registered architect or professional T= 0.O1" 4- 5 -959 0.36engineer). When reviewed for approval by the building designer. the design loadings shown RMH = 1.15mustbecheckedtobesurethatthedatashown 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 9-1-0 9-8-0 not fully braced laterally by a properly applied 1 2 4 5rigidceiling, 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, 6 Grade 40. unless otherwise shown. 4X6 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. 2X4 - 2X4Platesshallnotbeinstalledoverknotholes, knots or distorted grain. Members shall be cut for light fitting wood to wood bearing. Con- 5-2-3 nector plates shall be located on both faces of 5-7-15 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 6x8plate is 6" wide x 8" long. Slots (holes) run parallel to 0-7-11 the plate length specified. Double cuts on web members shall meet at the centroid of the webs 04- 3 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 6X8 3X4 3X4 6X8 3X6 tobefabricatedwithfireretardanttreatedlumber 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 18-9-0 L Installing & Bracing', HIB-91. Trusses are to be handled with particular care during banding 8 7 6 _ and bundling, delivery and Installation to avoid 611# 2.50" 678<{ 8.00" damage. Temporary and permanent bracing for holding trusses in a straight anm d plumbpos- I L. 18-9-0 I 1-1-9 ition and for resisting lateral forces shall be i I 1-1-7 designed and installed by others. Careful hand- ling is essentialanderection bracing is always EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.3370 required. Normal precautionary action for WARNING: READ ALL NOTES ON THIS SHEET. En . Job: g Inrssesion iressuchbetweentoa bracing during Installation between trusses to avoid toppling Y hMaronda Systems anddominomg. The supervision of erection of trusses shall be under the control of persons A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dag' Truss ID: K experienced in the installation of trusses. CONTRACTOR. DSgnr: ECH Chk: Date: 10-05-02 Professional advice shall be sought If needed. Concentration of construction Ipads greater TC Live 16.0 psf DurFae - Lbr: 1.25 than the design loads shall not be applied to trusses time. No loads than the 4005 MARONDA WAY BRACING WARNING: Bracing shown on this drawing is not erection bracing, bracing, bracing bracing TC Dead 7.0 DurFae - Pit: 1.25 at any otherweightofthe erectors shall be applied to SANFORD, FL. 32771 wind portal or similar which is a part of the building design and which must be considered by the building designer. Bracing for lateral BC Live 0.0 psf f O. C. Spacing: 24.0" trusses until afterallfasteningandbracingiscompleted. 407) 321-0064 Fait (407) 321-3913 shown is support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specifiedloons detemrined by the buildingdesigner. Design Criteria: TPI g TOMAS PONCE P. E. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). BC Dead 10.0 psf Plate Institute, TPI, is located Code Dese: FLA LICENSE #0050068 rrmss at 583 D'Onofrio Drive. Madison, Wisconsin 53719). 1005 VANNESSA DROVIEDO,FL32766 TOTAL 33.0 psf V'.09.05.02- 7342- 80 Design: Matrix Analysis JOB PATH: CATEE-LOKUOBSIROAK3 - HCS: 08.20.02 J6. ROANOKE K 3 AC: 10# UPLIFT D.L. WO: ROAK3 WE: TI: K1 QTY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 Plate(s) OFFSET from joint center. The Joint Locations=============== This design is for an indMdual building BOT CHORDS: 2x4 SP #2 Joint Detail Report must be included 1) 0- 0- 0 4) 18- 9- 0 7) 6- 3-11 component and has been based on information WEBS: 2x4 SP #3 with any submittal, inspection, and/or 2) 6- 0- 0 5) 18- 9- 0 8) 0- 0- 0 by the client. The designer disclaims 2x4 SP #2 2,4 documentation.provided fabrication documentation. 3) 12- 4- 8 6) 12- 6- 6 any responsibility for damages as a result of All COMPRESSION Chords are assumed to be MULTIPLE LOADS -- This design is the MAX. REACTIONS PER BEARING LOCATION ----- faulty - and/ orrdesigrtectlnishedtion,specifications and/or designs furnished to the truss designer continuous) braced unless noted otherwise. Y composite result of multiple loads. P X-Loc Vert Horiz lift Y-LocUP Type by the client and the correctness or accuracy WndLod per ASCE 7-98, C&C, V= 125mph, 18-11- 0 623 0 -359 TOP H-ROLL of lids information as It may relate to a spe- PROVIDE UPLIFT CONNECTION PER SCHEDULE: H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 0- 4- 0 679 _ 132 -513 BOT PIN clfic project and accepts no responsibility or Support 1 513# - - Bld Type= Enel L= 57.3 ft W= 18.8 ft Truss regard fabrics- exercises noli Support 2 359# in INT zone, TCDL= 4.2 psf, BCDL= 6. 0 psfg. ship entith ttion, handling. shipment and Installation of trusses. This truss has been designed as an MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req Individual building component in accordance with L/999 _ ANSI/TPI 1-1995and NDS-97tobelncorporated L=-0.10" D=-0.10" T=-0.20" TC... FORCE ... CSI ..BC ... FORCE ... CSI as part of the building design by a Building MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -1687 0.51 8- 7 1500 0.51 Designer ( registered architect or professional T= 0.08" 2- 3 -1716 0.45 7- 6 1529 0.39 engl when reviewed for approval by the buildindingg designer, the design loadings shown MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -1716 0.52 6- 5 0 0.16 must be checked to be sure that the data shown T= 0.04" are In agreement with the local building codes, local climatic records for wind or snow loads, RMB = 1.15 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 unlessotherwise' 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 responsibWty for such vert- flcation. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members 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 8" long. Slots (holes) rim 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 f re 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 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. 6-0- 0 13-0-8 1 3 4 0 T 3- 9- 15 0-4- 3 T 1- 11A IA-15 I 3. 00 I 5-7- 11 12-5-5 I 8 6 5 679# 8. 00" 623# 3.00" 1-1- 9 _ 18-9- 0 - 038 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 scale = 0.3321 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: wV: RuAics Maronda S A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: K1 y Sten1S CONTRACTOR. BRACING WARNING: Dsgnr: TLY Cbk: Date: 10-05-02 TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARON DA WAY Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead 7.0 psf DurFac - Pit: 1.25 SANFORD, FL. 32771 which Is a part of the building design and which must be considered by the building designer. Bracing buckling length. BC Live O.O Ps f O.C. Spacing: 24.0" 407) 321- 0064 Fax (407) 321-3913 showis for lateral support of truss members only to reduce Provisions must be n made toanchor lateral bracing at ends and specified locations deter-med by the bulking designer. BC Dead 10.0 psf Design Criteria: TPI TOMAS PONCE P. E. Additional bracing of the overall structure may be required. (See HIB-91 or TPI). Code DeSC: FLA LICENSE #0050069 Truss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). TOTAL 33.0 V:09.05.02- 7343- 8' 1005 VANNESSA DR.0VIED0.FL32766 psf Design: Matrix Analysis JOB PATH: CATEE-LOKUOBSIROAK3 - HCS: 08.20.02 JB: ROANOKE K 3 AC: 10# UPLIFT D.L. WO: RuAK3 I WE: TI: L QTY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 Analysis based on Simplified Analog Model. Joint Locations=============-= This design is for an individual building BOT CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the 1) 0- 0- 0 3) 10- 1-15 5) 5- 7-14. component and has been based on information WEBS: 2x4 SP #3 composite result of multiple loads. 2). 5- 7-14 4) 10- 1-15 6) 0- 0- 0- provided by the client. The designer disclaims BEAR. BLK: 2X8 SP #2 All COMPRESSION Chords are assumed to be any responsibility for damages as Shim or wedge if necessary to achieve full continuously braced unless noted otherwise. TOTAL DESIGN LOADS ------------ - IncorrectInformation, specificationsfaultyorI and/ or and/ordeslgns(urnlshedtothe truss designer bearing. WndLod per ASCE 7-98, C&C, V= 125mph, Uniform PLF From PLF To by the client and the correctness or accuracy H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 TC Vert L+D -46-1-10-. 9 -46 -1- 2-15 of this nfornatiom as It may relate to a spe- PROVIDE UPLIFT CONNECTION PER SCHEDULE: Bld Type= Encl L= 57.3 ft W= 10.2 ft Truss Concentrated LBS Location clflcproject andacceptsnoresponsibWtyor Support 1 594# in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf TC Vert L+D -16 2- 0- 5 regard to fabrica- withipment exercisesnoling, Support 2 528# ply actResistant Covering and/or Glazing Re g gqTC Vert L+D - -91 5- 7-10 - shrol tlon, handling, shipment and Installation of tion, trusses. This truss has been designed as an MAX LIVE LOAD DEFLECTION: TC Vert L+D -156 9- 2-14 individual building component in accordance with L/999 TC... FORCE... CSI ..BC... FORCE... CSI BC Vert L+D -13 2- 0- 5 ANSI/TPI1- 1995andNDS-97tobeincorporated L=-0.07" D=-0.00" T=-0..07" 1- 2 1664 0.67 6- 5 -1751 0.33 BC Vert L+D --50" 5- 7-10 as part of the building design by a Building MAX HORIZONTAL TOTAL LOAD DEFLECTION: 2- 3 144 0.44 5- 4 -1755 0.23 BC Vert L+D -85 9- 2-14 tect professional Designer(registeredarcreviewedT= 0.04" MAX. REACTIONS PER BEARING LOCATION----- fora buildienging When reviewed for approval by the building designer, the design loadings shown MAX HORIZONTAL LIVE LOAD DEFLECTION: - X-LOc Vert Horiz Uplift Y-LOc Type must be checked to be sure that the data shown T= 0.04" 10- 7-15 289 0 528 TOP H-ROLL are in agreement with the local building codes, 0- 4-13 150 187 594 BOT PIN local climatic records for wind or snow loads, RMB = 1.00 project specifications or special applied loads. Unless shown, truss has not been designed for j storage or occupancyloads. The design assumes 16# 91# 156# compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise 10-9-3 V specified. Where bottom chords in tension are Ilk not fully braced laterally by a properly applied 1 2 3 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 6X8 Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Is in conformance with the fabricators plans and to realize a continuing responsibility for such veri- 2-04 ficaticn. Any discrepancies are to be put In 3X4 writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grabs. Members shall be cut 0-7_9 for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of 3-9-11 the truss with nails fully Imbedded and shall be 4X6 sym. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6" 0-3-15 3X8 wide x 8" long. Slots (holes) parallel to 1-3-12 the plate length specified. Double cuts on web members shall meet at the centroid of the webs 2X4 unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown an d may need to be increased for certain hand- ling and/or erection stresses. This truss Is not 3X4 to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1- 1995 1.68 I PRECAUTIONARY NOTES 099 074 All bracing and erection recommendations are to be followed in accordance with "Handling 94-6 Installing & Bracing", HIB- 91. Trusses are to I be handled with particular care during banding 6 5 4 and bundling, delivery and installation to avoid 151# 9.56" 290# 2.50" damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- 1-10-9 10-1-15 10 8 0 Ition and for resisting lateral forces shall be R1-10-7) t+ 13# 50/i 85# Ile-- 1D0-8_5 designed and installed by others. Careful hand- ling is essential and erection bracing is always EXCEPT AS SHOWN PLATES ARE TL20 GA TES D PER ANSI/TPI 1-1995 Scale. = 0.5272 required. Norval precautionary action for sses requirestemporary bracingduring WARNING: READ ALL NOTES ON THIS SHEET: Eng. Job: A in between trvsses to avoid toppling installation between I anddommoing. The supervision of erection of trusses shall be under the control of personsaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dw : g Truss ID: L experienced in the installation of trusses. j CONTRACTOR. DSgw: ECH Chk: Date: 10-05-02 Professlonal advice shall be sought If needed. Concentration of construction loads greater BRACING WARNING: TC Live 16.0 psf DurFac - Lbr: 1.25 than the design loads shall not be applied to trusses at an time. No loads other than the 4005 MARON DA WAY Bracing shown on this drawls is not erection bracin wind bracts o B B• bracing rsimilarbracingTC Dead 7.0 f Ps DurFac - Pit: 1.25 Y weight of the erectors shall be applied to SANFORD, FL. 32771 portal B B• Po BBwhichis a part of the building design and which must be considered by the building designer. Bracing lateral buckling BC Live O.O f Ps O.C. Spacing: 24.0" trusses until after allfasteningandbracingiscompleted. 4Q7) 321- 0064 Fax ( 407) 321-3913 shown is for support of truss members only to reduce length. Provisions must be 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 of TPI). BC, Dead 10.0 sf p Code Desc: FLALICENSE #0050068 son Truss Plate Institute, TP1. Is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). 1005 VANNESSA DP-OVIEDO. FL32766 TOTAL 33.0 psf V:09.05.02- 7345- 82 Design: Matrix Analysis JOB PATH: C:ITEE-L0KV0BSIR0AK3 - HCS: 08.20.02 JB: ROANOKIc K 3 AC: 10# UPLIFT D.L. WO: ROAK3 WE: TI: L2 QTY:2 DESIGN INFORMATION This design is for an Individual building component and has been based on Information Provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect infonnatlon, 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 . individualbuilding 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 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 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 naps fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web 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 is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppiing and dominoing. The supervision of to 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 ihan the design loads shall not be applied to trussesat any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, He: 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 57.3 ft W- 10.2 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI 1- 2 1658 0.62 2- 3 -88 0.39 1 44# BC ... FORCE ... CSI 6- 5 =1746 0.29 5- 4 -1746 0.26 333 73# TOP CHORDS: 2x4 SP 2 BOT CHORDS: 2x4 SP 2 WEBS: 2x4 SP 3 BEAR- BLK: 2x8 SP 2 Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 594# Support 2 528# MAX LIVE LOAD DEFLECTION: L/ 999 L=- 0.07" D= 0.00" T=-0.07" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.04" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.04" RMB = 1.15 0- 3-15 Joint Locations=============== 1) 0- 0- 0 3) 10- 1-15 5) 5- 6-10 2) 5- 6-10 4) 10- 1-15 6) 0- 0- 0 TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1-10- 9 -46 -1- 2-15 Concentrated LBS Location TC Vert L+D -17 1- 4- 4 TC Vert L+D -44 3- 9- 1 TC Vert L+D -73 6- 1-15 TC Vert L+D -102 8- 6-12 BC Vert L+D -8 1- 4- 4 BC Vert L+D -24 3- 9- 1 BC Vert L+D -40 6- 1-15 BC Vert L+D -55 8- 6-12 MAX. REACTIONS PER BEARING LOCATION----- X- Loc Vert Horiz Uplift Y-Loc Type 10- 7-15 218 0 -528 TOP H-ROLL 0- 4-13 173 187 -594 BOT PIN 102# 0- 2-6 T 1- 3-6 2- 0-9 1. 68 9- 1-15 i6 5 174# 9.56" 219# 2.50" 1- 10-9 0 1 10-1-15 8 0 R1- 10-7) 8# 24# 40# 55# EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/I 1-1995 scale = 0.5272 F== MarondaS S$elilS11 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: Dwg: WO: ROAK3 Truss ID: L2 y CONTRACTOR. Dsgnr: ECH Chk: Date: 10-05-02 TC Live 16.0 . psf DurFac - Lbr: 1.25 BRACING WARNING: 4005 MARON DA WAY Bracing shown on this drawing is not erection bracing, wind bmeing, portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 SANFORD, FL. 32771 which is a part of the building design and which must be considered by the building designer. Bracing C Live OO pSf O.C. Spacing: 24.0" 407) 321-0064 Fax (407) 321-3913 I1 w shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bmeing at ends and specified locations determined by the building designer. - L' Dead IO.O -pSf Design Criteria: TPI gTOMAS PONCE P.E. Additional bracing of the overall structure maybe required. (See HIB-91 of TPI) Code Dese: F' LICENSE #0050068 rrruss Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). TOTAL 33. 0 V:09.05.02- 7349- 83 1005 VANNESSADR.OVIEDO.FL32766 psf Design: Matrix Analysis 'JOB PATH: CATEE-LOKUOBSIROAK3 HCS: 08.20.02 DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the client. The 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 controlwithregard 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 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 to verify that this drawing is In conformance with the fabricator's plans and to realize a continuing responsibility for such verl- fimtion: 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 certain hand - I ng 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 p-- ition and for resisting lateral forces shall be designed and installed by others. Careful hand- ng 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. JB: ROANOKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x8 SP #2 BOT CHORDS: 2x10 SP #1 D WEBS: 2x4 SP #3 This 2-PLY truss designed to carry 18, 9" span framed to BC one face 19, 3" span framed to TC opposite face WndLod per ASCE 7-98, C&C, V= 125mnph, H= 15.0 ft, i= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 57.3 ft W= 7.7 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/ 412 at JOINT # 3 L=- 0.20" D=-0.22" T=-0.4211 MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.09" MAX HORIZONTAL LIVE T= 0.04" RMB = 1.00 3- 0-0 WO: ROAK3 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. 2- PLY TRUSSI fasten w/3"X 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support l 971# Support 2 971# This truss has not been designed for ROOF PONDING. Building designer must provide adequate drainage to prevent ponding. (0.25 in./ ft. min. slope to drain). Truss must be marked to prevent UPSIDE DOWN erection. LOAD DEFLECTION: ..TC... FORCE ... CSI 1- 2 0 0.56 2- PLYS3 REQVIW-D 1 3X6 BC ... FORCE ... CSI 6- 5 172 0.89 5- 4 0 0.88 5X6 6X8 3X6 TI: L3 QTY:2 Joint Locations=====_=====____ 1) 0- 0- 0 3) 7- 8- 0 5) 4- 5- 4 2) 4- 5- 4 . 4) 7= 8- 0 6) 0- 0- 0 TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -312 0- 0- 0 -312 7- 8- 0 BC Vert L+D -304 0- 0- 0 -304 7-.8- 0 MAX. REACTIONS PER BEARING LOCATION----- X- Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 2366 0 -971 BOT PIN 7- 6-12 2366 0 -971 BOT H-ROLL 3- 0-0 3- 1-0 4- 7-0 1 6 5 4 2367# 8.00" 2367# 2.50" le 7-8-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.7000 Maronda Systems WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: Dsg : ruse ID:ateL05-02 ECH Cbk: CONTRACTOR. BRACING WARNING: TC Live 16.0 psf DurFae - Lbr: 1.25 4005 MARON DA WAY Bracing shown on this drawing is not erection bracing;, wind bracing, portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 SANFORD, FL. 32771 which Is a part of the building design and which must be considered by the building designer. Bracing BC Live O. O P Sf Spacing: 24.0" O.C.O.Crin407) 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 10.0 psf n Criteria: TPI g TOMASPONCEP.E. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). - Code Dese: FLA LICENSE <0050068 1005 VANNESSA DR.OVIEDO.FL32766 Truss Plate Institute. TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). TOTAL 33. 0 psf V:09.05.02- 7351- 81 Design: Matrix Analysis JOB PATH: CATEE-LOKUOBSIROAK3 HCS: 08.20.02 JB: ROANOKE K 3 AC: 10# UPLIFT D.L. WU: ROAK3 WE: TI: O QTY:13 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 [] :' Plate (s) OFFSET from joint center. The=___====_=====Joint Locations=============== This design is for an individual building - BOT CHORDS: 2x4 SP #2 Joint Detail Report must be included 1) 0- 0- 0 3) 9- 0- 0 5) 0- 0- 0 component and has been based on information WEBS: 2x4 SP , #3 With any-subimittal, inspection,. and/or 2) 4-11- 2 --4) - 9- '0- 0 - providedbytheclient.The designer disclaims MULTIPLE LOADS' -- This design is the fabrication documentation. --MAX. REACTIONS PER BEARING LOCATION ----- any responsibility for damages as a result of result of multiple loads. All COMPRESSION Chords are assumed to be - X-Loc Vert Horiz Uplift Y-Loc ZfaultyorincorrectWonnatlon, specificationscomposite - P pTypeand/or designs furnished to the truss designer . Shim or wedge if necessary to achieve full continuously braced unless noted otherwise. 0- 4- 0 376 ,255 -422 BOT PIN bytheclientandthecorrect—or accuracy - bearing. WndLod per ASCE 7-98, C&C, V= 125mph, 8-10-12- 290 0 -486 BOT H-ROLL of this m rmatlon as it may relate to a spe- - - - - H= 15.0 ft, I= 1. 00, Exp. Cat.. - B, Kzt= 1.0 PROVIDE UPLIFT CONNECTION PER SCHEDULE: cific project and accepts no responsibility or PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Bld Type= Encl L= 57.3 'ft W= 9.0 ft Truss Support 1 422# exercises no control with regard to fabrim- Support 1 255# in INT zone, TCDL= 4 . 2 psf, BCDL= 6. 0 psf- Support 2 486# tion, handling, shipment and installation of pl?O p P PPo trusses. This truss has been designed as an MAX LIVE LOAD DEFLECTION: Fact Resistant Covering and/or Glazing Req individual building component in accordance with L/999 - ANSI/TPI I-1995and NDS-97tobeincorporated L=-0.02".D= 0.00" T=-0.02" ..TC... FORCE: ... CSI ..BC ... FORCE ... CSI as part of the building design by a Building MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -629 0.53 5- 4 597 0.33 Designer (registered architect or professional T= 0.02'r 2- 3 -35 - 0.32 engineer). When reviewed for approval the MAX HORIZONTAL LIVE LOAD DEFLECTION: buildingdesigner,. the design loadings shown wn - must be checked to be sure that the data shown T= 0 . 02" - - are in agreement with the local building codes, local climatic records for wind or snow loads, RMB - = 1.15 - 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- 9-0-0 ously braced by. sheathing unless otherwise -Ilk specified. Where bottom chords in tension are - 1 - 2 3 not fully braced laterally by a properly applied - - rigid ceiling, they should be braced at a - 0 maximumspacingof10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot - dipped galvanized steel meeting.ASTM A 653, - 2X4 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 2-0-2 realize a continuing responsibility for such veri- 2Xr 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- 3-9-11 hector plates shall be located on both faces of - the truss with nails fully imbedded and shall be - [4X81 sym. about the joint unless -otherwise shown. A 04-10 5x4 plate is 5' wide x4"long. A 6x8 plate is 6" Q_3 wide x 8" long. Slots (holes) run parallel to 1-4-1 me plate lengthspecified.meet th Double cuts he web - members shall meet at the. centrold of the webs unless otherwise shown. Connector plate sizes are murimum sizes based on the forces shown- - and may need to be increased for certain hand- 3X6 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- itton and for resisting lateral forces shall be designed and installed by others. Careful hand- hng 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 instarus Hatton oftses. 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. 2•00 1 0-8- 0 I 5 377# 8. 00" 1-7- 2 01 9- 0-0 RI-7- 0) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 WARNING: READ ALL NOTES ON THIS SHEET. s l' Oltf(d Systems 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 bracing or similar bracing 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 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 TPB. - LICENSE #0050068 - _ 1005 VANNESSA DR.OVIEDO,FL32766 Truss Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). . 4 290# 2. 50" Eng. Job: Dwg: Dsgnr: ECH Chk: TC Live 16.0 psf TC Dead' 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33. 0 psf scale = 0. 5516 ITruss ID: O Date: 10- 05-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Matrix Analysis JOB PATH: - C:ITEE-LOKUOBSIROAK3 s HCS: 08. 20.02 DESIGN INFORMATION This design is for an individual budding component andhas 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 pmject and accepts no responsibility or exerclses no control with regard to fabrin- 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 beincorporated as part of the building design by a Budding Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords ( top or bottom) are continu- usly braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a pmperly 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- Dcatlon. 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 tight fitting hall to wood bearing. Con- nector plates all 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 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 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- Itfon 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 trnsses 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. 0-4- 3 B: ROANOKE K 3 AC: 104 UPLIFT D.L. TOP CHORDS: 2x4 SP #2 D BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. Field Connection at Support 1 must be able transfer Ill pounds of horizontal reaction MAX LIVE LOAD DEFLECTION: L/252 at Mid -panel # 1 L=-0. 34" D= 0.05" T=-0.29" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0. 0011 MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0. 00" RMB = 1. 15 WO: ROAK3 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. WndLod per ASCE 7-98, C&C, V= 125mph, H= 15. 0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 57.3 ft W= 7.2 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 - 51 0.92 4- 3 -22 0.77 311# 8. 00" f 1- 7-2 e (R1- 7- 0) e EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 2•00 I TI: P BTY:2 Joint Locations=====__=___==== 1) 0- 10- 5 3) 7- 3- 0 2) 7- 3- 0 4) 0-10- 5 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 7- 1- 12 156 111 -356 TOP PIN 0- 4- 0 311 135 -472 BOT PIN 7- 1- 12 83 0 -42 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 472# Support 2 356# Support 3 42# Attach with ( 4) , 16d1 Toe - Nails 157# 2. 50" 7-3- 0 84# 2 50" C/L: - 1-12 Over 3 Supports scale = 0.6513 WAKNINCj: READ ALL NOTES ON THIS SHEET. MalrOnda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 4005 MARONDA WAY Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or'slmllar bracing SANFORD, 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 #0050068 T1 russ Plate Institute, TPI, Is located at 583 D'Onofrfo Drive, Madison, Wisconsin 53719). 1005 VANNESSA DROVIEDO,FL32766 Eng. Job: WU: KUAK3 Dwg: Truss ID: P Dsgnr: ECH Chk: Date: 10-05-02 TIC Live 16.0 psf DurFac - Lbr: 1.25 TIC Dead 7.0 psf DurFae - PIt: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33. 0 psf V:09.05.02- 7354- & Design: Matrix Analysis JOB PATH: CATEE-LOKIJOBSIROAK3 HCS: 08.20.02 DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the client. The 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 he 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 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 to verify that this drawing Is in conformance with the fabricators plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted 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) nur 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 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 essentlal 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 unW after all fastening and bracing Is completed. JB: ROANOKE K 3 AC: 10v UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP. #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. Field Connection at Support 1 must be able transfer 80 pounds of horizontal reaction_ MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" D=-0.02" T=-0.04" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 WO: ROAK3 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the ccniposite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bid Type= Encl L= 57.3 ft W= 4.2 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req 0-8-0 TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 29 0.41 4- 3 -14 0.31 TI: Q 9TY:2 Joint Locations======-=-=---== 1) 0-10- 5 3) 4- 3- 0 2) 4- 3- 0 4) 0-10- 5 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 4- 1-12 91 80 -235 TOP PIN 0- 4- 0 212 107 -398 BOT PIN 4- 1-12 49 0 -31 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 398# Support 2 235# Support 3 31# 4-3-0 k 1 2 0 213# 8.00" L 1-7-2 R1-7-0) 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 Attach with, (3) lOd foe -Nails 1-2-0 0-7-3 Attach with (2 10d Toe -Nails 2.00 91# 2.50" 4-3-0 50# 2f0" C/L: 4-1-12 Over 3 Supports WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). Truss Plate Institute, TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). scale = 0.9442 Eng. Job: Dwg: Truss ID: 9 Dsgnr: ECH Chk: Date: 10-05-02 TIC 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 psf V:09.05.02- 7355- 81 Design: Matrix Analysis JOB PATH: CATEE-LOKUOBSIROAK3 - HCS: 08.20.02 DESIGN INFORMATION This design Is for an individual building component and has been based on information provided by the client. The 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 cllmatIc 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 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 conformance with the fabrcator'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 (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 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 dominotng. The supervision of erection of trusses shall be under the control of persons experienced In the installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the. weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. J3: ^OANOKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 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 1 302# Support 2 43# Support 3 7# MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D= 0.00" T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 1 4-7 0-4-3 WO: ROAK3 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 57.3 ft W= 1.7 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 99 0.04 4- 3 -2 0.01 1 0 TI: R QTY:2 Joint Locations=============== 1) 0- 0- 0 3) 1- 8- 4 2) 1- 8- 4 4) 0- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1- 7- 0 16 118 -43 TOP PIN 0- 4- 0 154 -51 -302 BOT PIN 1- 7- 0 13 0 -7 BOT, H-ROLL' 0-8-14 Attach with (2) 10d Toe -Nails Attach with (2) 10d "toe -Nails 2.00 0-8-0 1-0-4 Plate Height i = 0-2-1 4 3 155# 8.00" 16# 2.50" 1-7-2 L 1-84 13# 2.5 " RI-7-0) "jj C/L: 1- -0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 1.5329 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: A Maronda S StemS A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: R y CONTRACTOR. Dsgur: ECH Chk: Date: 10-05-02 BRACING WARNING: TIC Live 16.0 psf DurFac Lbr: 1.25 4005 MARON DA WAY Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing TIC Dead 7.0 psf DurFae - Pit: 1.25 SANFORD, FL. 32771 which is a part of the building design and which must be considered by the building designer. Bracing LiveBCLl0.0 f O.C. Spacing: 24.0" 407) 321-0064 Fax (407) 321-3913 shown Is for lateral support of truss members only to reduce buckling length. Provisions must be ( made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 10.0 psf Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). p i /t LICENSE # 0050068 (Truss Plate Institute, TPI, is located at 583 D'Onofrto Drive, Madison, Wisconsin 53719). Code Dese: FLA 1005 VANNESSA DROVIEDO.FL32766 - - TOTAL 33.0 psf V:09.05.02- 7356- & Design: Matrix Analysis JOB PATH: CATEE-LOKVOBSIROAK3 HCS: 08.20.02 JB: ROANOKE K 3 AC: 10# UPLIFT D.L. WO: ROAK3 WE: TI: S ATY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 Analysis based on Simplified Analog Model. Joint Locations===============. This design Is for an individual building BOT CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the 1) 0- 5- 5 3) 4- 8- 8 component and has been based on information All COMPRESSION Chords are assumed to be composite result of multiple loads'. 2) 4- 8- 8 4) 0- 5- 5 provided by the client. The designer disclaims continuously braced unless noted otherwise. This truss is designed to bear on multiple MAX. REACTIONS PER BEARING LOCATION----- anyresponsibWtyfordamagesasaresultof Shim or wedge if necessary to achieve full supports. Interior bearing locations should X-Loc Vert Horiz Uplift Y-Loc Type faulty orand/or design ct furnished information, specificationstrussand/or designs famished to the wss designer bearin g • be marked on truss. Shim or wedge ifg 4- 7- 4 101 136 -260 TOP PIN - by the client and the correctness or accuracy Field Connection at Support 1 must be able necessary to achieve full bearing. 0- 4- 0 205 183 -371 BOT - PIN of this information as it may relate to a spe- transfer 136 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V= 125mph, 4- 7- 4 55 0 -41 BOT H-ROLL cific project and accepts no responsibility or MAX LIVE LOAD DEFLECTION: H= 15.0 ft, I= 1.00, Exp. Cat. B, Kzt= 1.0 PROVIDE UPLIFT CONNECTION PER SCHEDULE: exercises li control with regard t fabrica- tion, handling. shipment and installation of L/815 at Mid -panel # 1 Bld Type= Enel L= 57.3 ft W= 4.7 ft Truss Support 1 371# ttonstrusses. This truss has been designed as an L=-0.07" D= 0.01" T=-0.06" in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psfPP Support 2PPo 260#. individual building component in accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req Support 3 41# ANSI/TPI 1-1995 and NDS-97 to be incorporated T= 0.00" as part of the building design by a Building MAX HORIZONTAL LIVE LOAD DEFLECTION: .. TC ... FORCE ... CSI ..BC ... FORCE ... CSI Designer (registered architect or professional T= 0.00" 1- 2 -47 0.57 4- 3 -24 0.43engineer). When reviewed for approval by the building designer, the design loadings shown RMB = 1. 15mustbecheckedtobesurethatthedatashown 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 beendesignedfor. storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- L - 4-8-8 ously braced by sheathing unless otherwise specified. Where bottom chords in tension are 1 2 not fully braced laterally by a properly applied rWd ceiling, they should be braced at a 6 maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Attach with (4) Grade 40. unless otherwise shown. 10d TOe-NailS FABRICATION NOTES T Priortofabrication, the fabricator shall review this drawing to verify that this drawing Is in conformance with the fabricator's plans and to 1-8-5 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 gain. Members shall be cut for light fitting wood to wood bearing. Con- 3-2-3 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 04-3 5x4 plate is 5" wide'x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) nun parallel to 1-0-2 the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes Attach with (2) are Thumum sizes based on the forces shown and may need to be increased for certain hand- 3X4 10d Toe -Nails 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 3. 00 I 0- 8-0 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling 4-0-8 Installing & Bracing", HIB-91. Trusses are to I be handled with particular care during banding 4 3 and bundling, delivery and Installation to avoid n - 206iK $.00 n 102lt 2.SOr damage. Temporary and permanent bracing 1-1-9 - 55# 2 50 forholdingtrussesinastraightandplumbpos- 4-8-$ ltion and for resisting lateral forces shall be rp 1-1-7) lipC/L: designedandinstalledbyothers. Careful hand- ling is essential and erection bracing is always EXCEPT AS SHOWN PLATES ARE TL20 GA- TESTED PER ANSI/TPI 1-1995 Over .3 Supports 74 scale = 0.6603 required. Normal precautionary action for WARNING: READ ALL NOTES ON THIS SHEET. En Job: g• trusses requires such temporary bracing during installation between trusses to avoid toppling and dominolb nerthe visioncome of lof er—nof trusses shallbeunderthecontrol Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: S upersons experienced intheinstallationoftrusses. J CONTRACTOR. Dsgnr:. ECH ehk: Date: 10-05-02 Professional advice shall be sought if needed. Concentration of construction loads greater TC Live 16.0 psf DurFae - Lbr: 1.25 4005 MARON DA WAY than thedesignloadsshallnotbeappliedtotrussesNo loads than the BRACING WARNING: Bracing drawing is b—In wind bracin bnacm TC Dead. 7.0 DurFae - Pit: 1.25 at antime. other y weight ofthe erectors shall be applied to SANFORD, FL. 32771 shown on this not erection portal g g g. g, p g or similar bracing which Is apart of the bullding design and which must be considered by the building designer. Bracing to buckling length. Provisions BC Live 00 psf ps f O. C. Spacing: 24.0" es trussuntil after allfastening and bracing Is completed. 407) 321- 0064 Fax ( 407) 321-3913 ss members only reduce shown Is for lateralsupportoftrussmustbemadeto 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 maybe required. (see HIB-91 of TPn. - BC Dead 10.0 f Code Dese: FLA LICENSE # 0050068. Truss Plate Institute, TPI. is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). 1005 VANNESSA MOVIED0.FI- 32766 TOTAL 33.0 psf V:09:05.02- 7357- 90 Design: Matrix Awlysis JOB PATH: CATEE-LOKVOBSIROAK3 - HCS: 08.20.02 JB: ROANOKE K 3 AC: 10# UPLIFT D.L. WO: ROAK3 WE: TI: S1 QTY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 2X4 TRANSVERSE BRACING nailed flat to edge Joint Locations======_______== This design is for an individual building BOT CHORDS: 2x4 SP #2 of web with 12d nails at 811 o.c. TRANSVERSE 1) 0- 0- 0 3) 3- 4- 0 component and has been based on information WEBS: 2x4 SP #3 BRACING to extend for center 80% of length. / 2) 3- 4- 0 4) 0- 0- 0 provided by the client. The designer disclaims GABLE STUD: 2x4 SP #3 MULTIPLE LOADS -- This design is the MAX. REACTIONS PER BEARING LOCATION ----- any responsibility for as a result of All COMPRESSION Chords are assumed to be crt[Ip0 Pcompositeresultofmultiple loads. X-Loc Vert Horiz Uplift Y-LocP TypeinferdamagesfaultyorIncorrectInformation, specificationsfaulty and/or designs furnished tothe truss designer continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, 0- 4- 0 109 0 -123 BOT PIN by the client and the correctness or accuracy H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 3- 0- 0 110 0 -123 BOT H-ROLL of this information as It may relate to a spe- This truss has not been designed for ROOF Bld Type= Encl L= 57.3 ft W= 3.3 ft Truss PROVIDE UPLIFT CONNECTION PER SCHEDULE: cific project and accepts no responsibility or PONDING. Building designer must provide in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Support 1 123#. exercises no control with regard to fabrics- lion, handling, shipment and installation of ad ate drainage to Levant ndin PPog. (0.25 Impact Resistant Covering and/or Glazing Req Support 2 123# trusses. This truss has been designed as an in. /ft. min. slope to drain) . Truss must be individual building component in accordance with marked to prevent UPSIDE DOWN erection. TC... FORCE... CSI ..BC... FORCE... CSI ANSI/ TPI 1-1995 and NDS-97 to be incorporated MAX LIVE LOAD DEFLECTION: 1- 2 0 0.17 4- 3 0 0.04 as part of the building design by a Building L/999 Designer ( registered architect or professionaleng L= 0.00^ D= 0.00^ T= 0.00" Whenreviewedforapprovalthebuilding designer, the design loadings shown buildingMAX HORIZONTAL TOTAL LOAD DEFLECTION: must be checked to be sure that the data shown T= 0 . 00 " are, in agreement with the local building codes, MAX HORIZONTAL LIVE LOAD DEFLECTION: local climatic records for wind or snow loads, T= 0 . 00 ^ project specifications or special applied loads. Unless shown, truss has not been designed for RMB = 1.15 storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- 3-4-Q ously braced by sheathing unless otherwise specified. Where bottom chords in tension are 1 - 2 not fully braced laterally by a properly applied rigid cetllng, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot 3X4 - 2X4 dippedgalvanizedsteelmeetingASTMA653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication,- the fabricator shall review this drawing to verify that this drawing Is in conformance with the fabricator's plans and to realize a continuing responsibility for such vert- cation. 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- Con - 3-0-0 3-0-0 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 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 sizes based on the forces shown mmmlmum mayneedto be increased for certain hand- ling and/or erection stresses. This truss Is not LIJ to be fabricated with fire retardant treated lumber unless otherwise shown. For additional 3X4 3X4 informationonQualityControlrefertoANSI/ 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- Itlon and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary 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. L 3-4-0 14 3 110# 8.00" 110# 8.00" 3- 4-0 GABLE STUD PLATES (8) 2X4 EXCEPT AS SHOWN 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. 4005 MARONDA WAY BRACING WARNING: SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which Is a part of the building design and which must be considered by the building designer. Bracing 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 bracingf the overall structure may be required. (See HIB-91 of TPI). LICENSE # 0050068 Truss Plate Institute, TPI, Is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). 1005 VANNESSA DR.OVIEDO,FL32766 Design: Matrix Analysis - JOB PATH: C:1TEE-LOKUOBSIROAK3 Studs a 2-0-0 O.C. Eng. Job: Dwg: Dsgnr: ECH Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 psf scale = 0.7000 Truss ID: S1 Date: 10-05-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O. C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA V: 09.05.02- 7358- 9' HCS: 08.20.02 - _ DESIGN INFORMATION This design is for an Individual building component and has been based on information provided by the client. The designer disclaims any m5ponslblllty 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- tlon, handling, shipment and Installation of trusses. This truss has been designed as an individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional 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 (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.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 verl- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plats 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) nun 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 recommendations arc to be followed in accordance with "Handling Installing & Bracing', HIB-9 L 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 pw- Itlon and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary 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. JB: ROANOKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. Field Connection at Support 1 must be able transfer 98 pounds of horizontal reaction . MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" D= 0.00" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB er 1.15 2-6-3 0-4-3 1 WO: ROAK3 WE: ' Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. WndLod per ASCE 7-98, C&C, V= 125mph, He: 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 57.3 ft We: 3.4 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -33 0.30 4- 3 -17 0.22 TI: T QTY:2 Joint Locations=============== 1) 0- 5- 5 3) 3- 4- 8 2) 3- 4- 8 4) 0- 5- 5 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3- 3- 4 72 98 -190 TOP PIN 0- 4- 0 162 132 -296 BOT PIN 3- 3- 4 39 0 -29 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 296# Support 2 190#. Support 3 29# 3-4-8 LIlk 1 2 6.00 3.00 I 1-4-5 0-8-2 0-8-0 2-8-8 l 4 3 162# 8.00" 73# 2.50" 1-1-9 3-4-8 40# 2501, R1-1-7) C/L: -34 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDO.FL32766 WARNIN(a: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which Is a part of the building design and which must be considered by the building designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). truss Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). Attach with (3) 10d Toe -Nails Attach with (2) 10d `Coe -Nails scale = 0.8355 Eng. Job: - WU: RUAK i Dwg: Truss ID:-T Dsgnr: ECH Chk: Date: 10-05-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live. 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 7360- 9; Design: Matrix Analysis JOB PATH: CATEE-LOKUOBSIROAK3 HCS: 08.20.02 DESIGN INFORMATION This design is for an individual building component and has been base d on information provided by the client. The d Igner disclaims any responsibility for damages result of faulty or Incorrect information specifications and/or designs furnished totthe truss designer by the client and the correctni ss or accuracy of this information as It may r late to a spe- cific project and accepts no r ponslbWty or exerclses no control with rega d to fabnca- tion, handling, shipment and nstallattion of. trusses. This truss has been lesigned as an individual btt8ding componeril in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design ly a Building Designer (mglstered architect r professional engineer). When reviewed for pproval by the building designer, the design 1 adings shown must be checked to be sure th it the data shown are In agreement with the loca building codes, local climatic records for wind r snow loads, project specifications or specia applied loads. Unless shown, truss has not 1, ten designed for storage or occupancy loads. T ie design assumes compression chords (top or bo tom) are continu- ously braced by sheathing unl ss otherwise specified. Where bottom chon is In tenslon are not fully braced laterally by a I roperly applied rigid celWrg, they should be br teed at a maximum spacing of 10'-0" o. . Connector plates shall be manufactured I -om 20 gauge hot dipped galvanized steel meetin I ASTM A 653, Grade 40, unless otherwise shrivn. FABRICATION NOTES Prior to fabrication, the fabri or shall review this drawing to verify that this drawing Is 1n conformance with the fabricat is plans and to realize a continuing responsilit Ity, for such veri- fication. Any dlscrepancles art: to be put in wilting before cutting or fabric Lion. Plates shall not be installed ov r knotholes, knots or distorted grain. Mein ters shall be cut for tight fitting wood to wood acing. Can- nector plates shall be located c n both faces of the truss with nails fully imbec ded and shall be sync. about the joint unless otl erwtse shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) m n parallel to the plate length specified. Dot ble cuts on web members shall meet at the cen Lrold of the webs unless otherwise shown. Cone ector plate sizes are minimum sizes based on the forces shown and may need to be increased or certain hand- ling and/or erection stresses. Ihistrussisnot to be fabricated with lire "eta t treated lumber unless otherwise sho . For additional Information on Quality Contro refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection reco endatlons are to be followed In accordance w th "Handling IostaWng & Bracing", HIB-91. Trusses are to be handled with particular car during banding and bundling, delivery and insi allation to avoid damage. Temporary and pens inent bracing for holding trusses in a straigh and plumb pos- ition and for resisting lateral Forces shall be designed and installed by othe . Careful hand- ling Is essential and erection biacing Is always required. Normal precaution action for trusses requires such temporaiy bracing during Installation between trusses to avoid toppling and dominoing. The supervisic n of erection of trusses shall be under the control of persons experienced In the Installation A trusses. Professional advice shall be sot ight If needed. Concentration of constriction cads greater than the design loads shall not be applied to trusses at any time. No loads Cher than the weight of the erectors shall be 'plied to trusses until after all fastening rid bracing Is completed. JB: ROANOKE K 3 Ate,. 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. Field Connection at Support 1 must be able transfer 58 pounds of horizontal reaction MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D= 0.00" T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 1-10-3 0-4-3 WO: ROAK3 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L= 57.3 ft W= 2.0 ft Truss in END zone, TCDL= 4.2 pelf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -19 0.11 4- 3 -10 0.07 TI: U QTY:2 Joint Locations=============== 1) 0- 5- 5 3) 2- 0- 8 2) 2- 0- 8 4) 0- 5- 5 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1-11- 4 44 58 -116 TOP PIN 0- 4- 0 118 77 -216 BOT PIN 1-11- 4 23 0 -16 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 216# Support 2 116# Support 3 16# 2-0-8 1 2 . 60000 1-0-5 0-4-2 4 Attach with (2) 10d Toe -Nails Attach with (2) 10d Toe -Nails 3.00 I 0-8-0 1-4-8 4 3 119# 8.0011 44# 2.50" 1-1-9 24# 2. 0" 2-0-8 RI-1-7) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports C/L: 1- 1-4 scale = 1.1370 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: W : R Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: U CONTRACTOR. Dsgnr: ECH Chk: Date: 10-05-02 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psf DurFac - Lbr. 1.25 SANFORD, FL. 32771 321-0064 Bracing shown on this drawing is not erection b acing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bmc n g is for lateral truss TC Dead 7.0 psf DurFae - Pit: 1.25 O.C.S aein 24.0" p g407) Fax (407) 321-3913 shown support of members only to reduce buckling length. Provisions must be BC Live 0.0 psf TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Addlttonal bracing of the overall structure maybe required. (See HIB-91 of TPI). BC Dead 10.0 psf Design Criteria: TPI LICENSE #0050068 Truss Plate Institute, M. is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719). Code Dese: FLA 1005 VANNESSA DR.OVIEDO,FL32766 TOTAL 33.0 psf V:09.05.02- 7361- 9, Design: ii it Analysis JOB PATH: C:1TEE-LOKUOBSIROAK3 WE OR 70 07 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 Ireglstered 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 (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 appbed rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shalt 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 conUnuIng responsibility for such ven- ficatian. 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 B" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are 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 I and bundling, delivery and installation to avoid I 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 requires such temporary bracing during Installation between busses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons 1—perlenced in the Installation of trusses. I Pn fessi.md advice shall be sought if needed. y Concentration of construction loads greater I than the design loads shall not be applied to busses 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: ROANOKE K 3 AC: 10# UPLir1 D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 101# Support 2 84# MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D= 0.00" T= 0.0011 MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.0011 RMB = 1.15 WO: ROAK3 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 57.3 ft W= 0.8 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 -7 0.02 4- 3 -21 0.03 TI: V I QTY:2 Joint Locations=1 ===========_ 1) 0- 0- 0 3) 0- 9- 0 2) 0- 9- 0 4) 0- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 80 38 -101 BOT PIN 0- 8- 4 21 0 -84 BOT H-ROLL k_ _ _ 0-9-0 I. Ilk 2 0 0-8-9 Attach with (2) 10d Toe -Nails Attach with (2) 10d Toe-Nails- 0-8-0 Plate Height 4 4 = 0-0 80# 8.00" . 21N 1.50" R111 7)) 1 0-9-0 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 1005 VANNESSA DROVIEDO_ FL32766 Design: Matrix Analysis WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). Truss Plate Institute, TPI, is located at 583 D'Onofno Drive, Madison, Wisconsin 53719). JOB PATH: C:ITEE-L0KIA'PgR0AK3 1.7471 Eng. Job: WO: R AK3 Dwg: Truss I V Dsgur: ECH Chk: Date: 0-05-02 TC Live 16.0 psf DurFa Lbr. 1.25 TC Dead 7.0 psf DurFa Pit: 1.25 BC Live 0.0 - Psf O.C. S acing: 24.0" BC Dead 10.0 psf Desigir Criteria:. TPI Code esc: FLA TOTAL 33.0 psf V:09.0 02- 7362- 9A HCs: 08.2 .02 ji 1 1 N 1v W'`aync WINO, OAS SPECIFICA TION 0/08 Baton APPROVED SIZES: i MODEL: WAYNEMARK 8000 & 8100 s'—o"-MAX wIOTH x 14'-0MAX HEIGHT I STYLE: RAISED PANEL MAXIMUM SECTION wIOTH 21" TEST PRESSURE:. POS./NEG. 44 PSF DESIGN PRESSURE: POS./NEG. 29.3 PSF NOTES: 13 GA HORIZ ANGLE t. 1. GLASS DISCLAIMER "NO } CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR i INADEQUACY OF THE GLASS IN .054" HORIZ TRACK THE TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ° 0 ASTM E330). 2. GLAZING OPTIONS - TOP OR (2) 1/4-20x9/16" j INTERMEDIATESECTION, .090 SSB TRACK BOLT & (2) i GLASS WITH OPTIONAL INSERTS. 1/4-20 HEX NUT j I 3. VINYL OR WOOD DOOR STOP r NAILED ON 6 CENTERS) MUST I OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16". TO MEET,-V NEGATIVE PRESSURES. DRILL . 281 OR 9/32"0 ? ;' 4. U-BAR TO HAVE A MINIMUM HOLE IN TRACK FOR YIELD OF 80' KSI JB-US BRACKET ATTACHMENT S. TRACK, AND DOOR STEEL TO y'< <-- HAVE A MINIMUM YIELD OF 33,000 PSI. ( 1) JB—US BRACKET LOCATED y" " AT EACH ROLLER LOCATION • I - MIN EXCEPT TOP BRACKET ROLLER 6. OPTIONAL .080" q MIN) ( P/N 125139). I ALUMINUM LOUVERS WITH HIGH r; IMPACT STYRENE FRAME MAY BE.'." LOCATED IN THE END PANELS OF THE BOTTOM SECTION. 7. LOCK OR OPERATOR IS REQUIRED. 5/ 1.6xl-5/8" 8. THE DESIGN OF THE Lac SCREW ; AT EACH • _' SUPPORTING STRUCTURAL JB-US q ' ELEMENTS SHALL BE THE BRACKET RESPONSIBILITY OF THE N PROFESSIONAL OF RECORD ..FOR Ln THE BUILDING OR STRT,CJ:URE AND 054" VERT TRACK 4 N IN. ACCORDANCE.,%WITH;'rP RRENT 1 C9 BUILDING COPES 'FC AILOADS dz LISTED ON :rF4t 6 DF A IG 1 1 /4-20x9/16" TRACK Z ^ I =' BOLT & 1 /4-20 HEX a - NUT AT EACH JB—US cL _ — Approved-." - BRACKET WS' Wilson, P.E. 3395 AD0150N OR, P£NSACOLA, FL ,Pi514 •' I __ : , mr , '+; IE I' t ORIOA, 1Flt`.1f1QN(N0: 0048489',1 Cl OF GEC£ORGV1 OiJFlCAjj11ON NO-'Ol I. i, NORTI - .GiROUN/+ , CEP.TlFlG1 ON' N(0.' 0 3936 Date: OPr1ON CODE 0:1`08 REV.' P WM 9' x 14' MAX 44 PSF 1 OF 4 1 TRA CK END HINGE TOP SRA CKET REQUIREMEN T5 20 GA U-BAR I 9 WIDE BODY HINGE p P/N `SEE BILL o, OF MAT" L) L.T_111 RH END HINGE I Q. eI NYLOP.-ROLLER P&. 270791), 0• r80TTf8Rr1C,KET \ • -.h• N'{{ —.. P/ H-2J0 54 • LH-2$03`55) m 31-3L 4-2 x7/8 .•\ I TEK SCREWS t(#,./N I-00507 Approved' W.S. Wilson, 'P.E 3395 AOOISON OR., PENSACOLA,`FL 32514 NFLORIDA CERTIFICATION NO. 0048484___-1/2' RCL, CERTIFICATION NO. 018519 ' NORTH CAROLINA CERnFICkTION NO..023836 ( 20 GA CENTER Date: 3 - 5,-. a ( 16 GA END STILES STILES) oPrioN, cooE 0108 RED- P WM 9' x 14' MAX 44 PSF 2 OF 4 CENTER 5 TlL E & IN TERIVE 01A TE HINCE L OCA TIONS 8'-9' 0 0 0 Approved: 51,E'. W.S. Wilson, P.F 3395 ADDISON DR., PENSACOLA. FL 32514 FLORIDA CERTIFICATION NO. 0048489 GEORGIA CERTIFICATION NO. 018519 NORTH CARGUNA, CERTIFICATION NO. 023836 Date: 3 0 OP TION CODE- 0 108. REV- P WIV 9' x 14' MAX 44 PSF 4 OF 4 Wind Load Test Report Report t# 0108P February 1, 2001 i TES-t' REQUIREMENT: i 1, 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. 1 I TEST PROCEDURE: I Product is tested to ASTM-E330-96. Testswere performed at Wayne -Dalton, 3395 Addison Drive, Pe'nsacola, FL. Product was installed q with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 5/8" thick'blocks E were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at thegeometriccenteroftheproduct. 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. I I) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection I 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 i calculates to .31 or, 12%. S 2) The door was pressurized for l0 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflectionwasrecordedafteroneminute. The door was pressurized for a total of40 seconds at a. negative, pressure, which includes l0 ? seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 1.59. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .10 or l t%. 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. WayneMark 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 l6ga 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, ed by similarity. These doors have the same structural ability as the door Doorslistedofalesserheightbutotherwisethesameareapprovtested, 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 An wers,':GAIS(Q127). APPROVED. OPTIOHStI pA; Based on ofhec`tes deiob atetjt- `Aluminum Louvers and Styrene Wind oJJw" 'Frame Assembly per test number 020501. Name: rF C 91 ! i E.9.EV i N W. S.,Lydson„E': J7,,rdf;'K 3: r ; Ppr7s?coka F1r ,cLT^- Florida er4:Tlct..00S.48 ':'Yt'40`Zo tl Sa 7r V Georgia Cert'N`b, North Carolina &,Frr.Nd. 02%3 6/ a nc WINDL OAD SPECIFICATION 0110 altos APPROVED SIZES: MODEL: WAYNEMARK 8000 & 8100 16'-0" MAX w1DTH x 14'-0 MAX HEIGHT STYLE: RAISED PANEL MAXIMUM SECTION , MDTH 21' DESIGN PRESSURE: POS. 27 PSF DESIGN PRESSURE NEG, 29 PSF 13 GA HORIZ ANGLE NOTES: 1. GLASS DISCLAIMER "NO } iCONCLUSIONSOFANYKIND REGARDING THE ADEQUACY OR 067" HORIZ TRACK i INADEQUACY OF THE GLASS 1N THE,, TEST SPECIMEN MAY BE DRAWN E FROM THE TEST. (1993 ASTM E330). (2) 1/4"-20x9/16" r TRACK BOLT; & (2) 2. GLAZING ;OPTIONS TOP OR 1 /4"-20 HEX NUT INTERMEDIATE SECTION, 1090 SSB +' GLASS •WITH, OPTIONAL INSERTS. 3 VINYL CENTERS) MUST 5/16"xl-5/8" LAGORWOODDOORSTOP NAILED ON 6 CE ) SCREW AT EACH _ ,- OVERLAP TOP. AND 80TH ENDS OF JB—US BRACKET, a ft I PANELS MINIMUM 7/16" TO'MEET '' ` NEGATIVE PRESSURES. a 4. U—BAR TO HAVE A MINIMUM pRiLL..281 OR 9/32"0YIELD .OF 8,0. KSI A653 G-40 'HOLE IN TRACK FOR I JB—US BRACKET oo 5. TRACK TO HAVE A MINIMUM ATTACHMENT i YIELD OF 33 KSI A653 G-40 8 _ 6. 26 GA ,DOOR FACER STEEL TO 1 /4"-20x9/16 HAVE A MINIMUM. YIELD OF`57 KSI TRACK BOLT & o of1 /4' —20 HEX z 7. OPTIONAL - .080" (MIN) NUT AT EACH L, JB-US BRACKET ALUMINUM LOUVERS WITH HIGH --" IMPACT STYRENE FRAME" MAY BE I LOCATED IN THE END PANELS OF (t) Je-US BRACKET THE BOTTOM SECTION. LOCATED AT THE MIDDLE OF c` EACH SECTIONEXCEPT TOP' S. LOCK OR OPERATOR IS SECTION.' REQUIRED. 9_ THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE 067" vERT TRACK -, PROFESSIONAL OF RECORD FOR THE I ®' BUILDING OR STRUCTURE. AND IN ACCORDANCE WITH 'CURRENT z BUILDING •GOOFS FOR THE LOADS z LISTED ON THIS.,DRAWING./, 1 it ` ( ' ( 1) JB—US BRACKET LOCATED AT EACH ROLLER LOCATION 5 Approved _ EXCEPT TOP BRACKET ROLLER P/ N 125 i 39 ). 3M5 ' ADQI $O N pR P.EN ACO FL 2514 f fiRiOA C TIRGAI'tbptl rrA ° GE0RGSA-! tbT 1F1CAT10N `f{Q' 018519 ' - NlSRTk OU W?F'I TQ,N NO. -O2M Date: 2 8-Q, , .t! - oP r oN co r,. c`fy ,, . ' RED P 1 WM 16 x 14 MAX; f 27 —29 PSF 1 OF 4 TRACK END H1N.(9E_.TOP. .91.?ACK.,FT. REQUIREMENTS 1/4"-20x9/16- TRACK BOLT & 1/4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET P/N 108077) 5) 1/4"-2Ox5/8 TEK SCREWS P/N 141668) ARROW BODY HINGE fi 4) 1/4--2Ox5/8- lot SELF —THREADING SCREWS 2) 1/4"-2Ox5/3" TEK SCREWS ALL END HINGES 16" PUSH NUT AT EACHS TROLLER (P/N 243341) LOCATED .25 MAX BETWEEN PUSHNUTS AND BRACKETS OR HINGES LH' V-rQ HI Aew 2'* NYLON ROLLER W/ 4 1/2- STEM P/N) 108135 Q WIDE BODY HINGE (P/N SEE BILL OF MAT'L)" 20 CA U—BAR RH ENE) HINGE 3) 1/4"-20x7/8" TCV C('0i7WlZ j Approved: k-. .1 1 . . 1/2" L 20 CA CENTER W-S. Mison, P.E. STILES 3395 AODMN DR.. PEN'SACOLA, FL 32514 11. FLORIOA CERTIFICATIONNO. 0048489 BOTTOM BRACKET \_16 CA END STILES GEORGIA CERTIFrATION NO. 0I8519 NORTH CAROLINA CERTIMATION NO. 023w836 (P/N RH-270354 Date: & LH-270355) OP RON CODE- 0 110 REV.P I wy6' x 14' MAX,VAX, 1-27 -29 PSF2 OF 4 Approved: k-. .1 1 . . 1/2" L 20 CA CENTER W-S. Mison, P.E. STILES 3395 AODMN DR.. PEN'SACOLA, FL 32514 11. FLORIOA CERTIFICATIONNO. 0048489 BOTTOM BRACKET \_16 CA END STILES GEORGIA CERTIFrATION NO. 0I8519 NORTH CAROLINA CERTIMATION NO. 023w836 (P/N RH-270354 Date: & LH-270355) OP RON CODE- 0 110 REV.P I wy6' x 14' MAX,VAX, 1-27 -29 PSF2 OF 4 U-BAR, OCA TIONS 12'-6" THRU 14' HIGH DOORS NOTE W/ (16) 3- 20 GA 80 KSI U-BARS MAXIMUM SECTION WIDTH IS 21" LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS-\ W/ (14) 3- 20 GA 80 KSI U-BARS LOCATED AS SHOWN 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 D D D D D D D D D D D D D D e e 06o D D D D 2) 1/4--20x5/8- D D D D D TEK SCREWS ATTACH AT EACH STILE D D D D D D Approved:; wil lnrODISON DR ' 0 02- k-," fOF-- c l 2- viCt i 4-27 29 PSF J OF 4 OPT/ON C. Will 16' x 14' MAX, CENTER INTE-RIVEDIA TE HINGE Z OCA TIONS 16' 14' 12' V V . V 10, Approved: ORANGE COUNTY BUILMN/ q W-1 Wilson, P 3395 ADDISON OR., PENSACOLA, FL 32514 FLORIDA CUMFrknON NO. 0048489 GEORGIA CERTIMATION NO. OI8519 NORTH cAMUmA CERTIFICATION NO. 023836 Date: ?-Z9-0( OPTION COOS- 0110 REV. P7 WM 16'x 14'MAX, 4-27 -29-PSF 4 OF, 4 Wind Load Test Report Report # 01lop 1 February 22, 2001 TEST REOUIREMENT: The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTIv1-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 5181, cluck blocks were placed under the door at the edge, centered under the end stilet, 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 fu11 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 tiie test time at the design pressure of 293 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 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: February22, 2001. Temp-71° 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 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. . . S.. 067 vertical and horizontal track. 9. Seven TB -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 S11/01ARITY: 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 Jess loading at equivalent pressures due to the decrease in area. Doors heights are appr4yed to 3. times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Questiop-'Qid,Ansjvets/,GAIS(Q127). APPROYEa_ OPTIOIFIC 5 Based ono `er tts b . u Gi it V ."Aluminum Louvers and Stvrene Window Frame Assembly per test number 020501. Nama e: o; G t .. FeC.:t Gcd ti i d iy V.Y S t W.S. Wilson, 3395 Add" ison.(33r, Pin acol F1t,2514 Florida Cert N F 4 'r''t . h Cti d i T Georeia Cert No. 0*1 cn N ul CN z a a. Wayne Balton MODEL: S TYLE: DESIGN PRESSURE: WINDL OAD SPECIFICATION 0108 APPROVED 'SIZES: WAYNEMARK 8000 & 8100 T-0" MAX WIDTH x 14'-0" MAX HEIGHT RAISED PANEL MAXIMUM SECTIONWIDTH 21" POS./ NEG. 29.3 PSF SCC # e MASTER PLAN NOTES: 13 GA HORIZ ANGLE 1 GLASS DISCLAIMER "N0 CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE TEST ' SPECIMEN MAY BE DRAWN FROM 054'' HORIZ TRACK THE TEST." (1993 ASTM E330). 2. GLAZING OPTIONS — TOP OR INTERMEDIATE SECTION, .090 SSB GLASS WITH OPTIONAL' INSERTS. 2) 1/4-20x9/16" 3. VINYL OR WOOD DOOR STOP TRACK BOLT & (2) NAILED ON 6";,.CENTERS) MUST 1/4-20 HEX NUT OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 4., U—BAR TO ,HAVE A MINIMUM YIELD OF 80 KSI A653 G-40 5. TRACK T.O, HAVE A MINIMUM YIELD DRILL .281 OR 9/32"0 OF 33 KSI A653 G-40 HOLE IN TRACK FOR JB— US BRACKET ATTACHMENT" 6. 26 GA.DOOR FACER STEEL TO HAVE A ;MINIMUM YIELD OF 57 KSI. 7., OPTIONAL — .080" (MIN) ALUMINUM 1) JB—US BRACKET LOCATED LOUVERS WITH HIGH IMPACT STYRENE AT EACH ROLLER LOCATION FRAME MAY BE,,LOCATED IN THE END EXCEPT TOP BRACKET ROLLER PANELS OF THE`.BOTTOM SECTION. P/ N t25i39). 81. 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 5/t6x1-5/8" CURRENT BUILDING . CODES FOR THE LAG SCREW LOADS LISTED ON THIS DRAWING. AT EACH JB— US BRACKET i 054" VERT TRACK 1/ 4-20x9/16" TRACK CD BOLT & 1/4-20 HEX NUT AT EACH JB—US Approved: BRACKET W. S. Wilson, P.E. 3395 ADDISON DR., PENSACOLA, FL 32514. FLORIDA , CERTIFICATION NO. 0048489 GEORCIA CERTIFICATION Na D18519 NORTH CAROUNA CERTIFICATION NO. 023836 Date: OPTION CODE' 0108 REV' P1 WM 9' x 14' MAX 44 PSF 1 OF 4 I TRACK, END HINGE TOP BRA CKET RECUIREMEN TS BOTTOM BRACKET- P/N RH-270354 LH-270355) . 0) 1 /4-20x7/8" TEK SCREWS P/N 100507 . Approved: W.S. Wilson, P.E. 3395 ADOISON OR PENSACO FL J 1/4-2Ox9/16" TRACK BOLT & 1./4-20 HEX 1—T NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET P/N 108077) 5) 1 /4-20x5/8' TEK SCREWS P/N 141668) 14 GA WIDE BODY HINGE 4) 1/4-20x5/8" SELF —THREADING SCREWS (P/N 100320) SCC # 6;z MA 2) 1 /4-2Ox5/8" TEK.SCREWS Q ALL .END HINGES 4. 00 3" 20 GA o0. U:-;BAB WIDE BODY HINGE P/N SEE BILL CIj OF MAT'L) m I :m NYLON ROLLER ® \ P/N 270791)-\ / i 9• i LA, 2514 I . FLORIDA CMMCA71ON NO. 0048489 GEORM CER11F UnON NO. 018519 1 /2' NORTH CAROUNA CMISCAT10N- NO. MWIS (20 GA CENTER Date' 4 -Z8 - 16 GA END STILES SALES) p/ OPTION CODE 0108 REV.' Pi WM 9' x 14 ' MAX 44 PSF 2 OF 4 U-SA /? L OCA TIONS 12'-6* THRU 14' HIGH DOORS I 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 KS1 U—BARS LOCATED AS SHOWN S4, m P- -MU 10'-6- HIGH DOORS W1 (5) 20 GA 80 KS1 U—BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W1 (4) 20 GA' 80 KS1 U—BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/.(3) 20 GA 80 KSI U—BARS LOCATED AS SHOWN 2) 1/4-20x5/8" TEX SCREWS ATTACH AT EACH STILE Approved: W-S. Wilson. P r 3395 ADDISON DR., PDL-AMLA. FL 32514 FLORIDA CERTIFICATION NO. 0048489 GEORISA CMWrk'nON NO. 018519 NORTH CAROUNA COMFICAT10 NO. 023836 OPTION CODE: 0708 1 REV- P1 WIV 9' x 1.4' MAX 44 PSF J (jF-.,4 Wind Load Test Report Report # 0108P1 February 1, 2001 r'EST 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 s 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 I I %. , 3) Upon inspection after test.procedure, the intermediate section had creased at the hinge location. The door was shown to be safely operable. DRAWING NUMBER: 0108 P TEST DATE: January 25, 2001. Temp 64 F. MUCT DESCRIPTION: S 1. WayneMark Model 8000, 9x7, 4 section. g 2. Exterior skinhas minimum of .0175. The minimum yield stress, is 33 KSI. 'j' p PLA Standard bottom astragal and retainer. MAS ` ER 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,l6ga 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 lessload 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 tructural 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 ' e uivale t. Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. me: W. S. Wilson; P.E. `7-28-.61 3395 Addison Dr —Pensacola, FL 32514 Florida Cert No. 0048489 Georgia Cert No. 018519 Nnrth rP t Arn OTIRif, z. L0 rn rn C14 d z r a a a ne Baitoms MODEL: STYLE: DESIGN PRESSURE: DESIGN PRESSURE: WINDL OAD SPECIFICA TION 0110 APPROVED SIZES: WAYNEMARK 8000 & 8100 RAISED PANEL 16'-0" MAX WIOTH x 14'-0" MAX HEIGHT POS. 27 PSF SCC # Q•a p(OMAXIMUM SECTION WIOTH 21" NEG. 29 PSF NOTES 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE os7" HORIZ TI TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). 2) 1/4"-20x9, TRACK BOLT & 2. GLAZING OPTIONS — TOP OR 1 /4"-2'0 HEX INTERMEDIATE SECTION, .090 SSE3 GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP NAILED ON 6" CENTERS) MUST 5/16"xl-5/8" L OVERLAP TOP AND BOTH ENDS OF SCREW AT EA JB—US BRACK PANELS, MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 4. U—BAR TO HAVE A MINIMUM YIELD OF 80 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 ID.00R FACER STEEL TO 1/4"-2ox9/16" 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) JB—US BRACKE LOCATED AT .THE MIDDLE 8. LOCK OR OPERATOR IS EACH SECTION EXCEPT TC sEcno REQUIRED. 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. 1) JB—US BRACKET LOCAT Approved: AT EACH ROLLER LOCATI EXCEPT TOP BRACKET ROLL W.S. Wilson, P.E P/N 125133295A001SONOR., PENSACOLA, FL 32514 FLORICA CERTIFICATION NO. W48489 GEORGIA CERTIFICATION NO. 018519 NORTH CAROU14A CERTIFICATION NO, 023836 Date: -29- OFRON CODE- 0110 1 REV.• P1 I WM 16' x 74' MAX, +27 —29 PSFI 1 OF 4 s TRACK, END HINGE, TOP BRACKET RECUIRERENTS J MASTER PLAN i ! i ! 1 /4"-20x9/16" TRACK BOLT & 1/4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES ( I •_ I TOP BRACKET P/N 108077) I I ! ! 5) 1 /4"-20x5/8" m i TEK SCREWS P/N 141668) .(D NARROW BODY HINGE ! D aI ! l b I j . co Q• i ti 4) 1/4"-20x5/8" 0 4 SELF —THREADING SCREWS c9 i 2".NYLON ROLLER 2) 1/4"-20x5/8" / \. W/ 4,1/2" STEM TEK SCREWS ALL / (P/N) 108135 ° i Q ® END HINGES ®Q i NOE BODY I 0 a ! 7/16" PUSH NUT AT EACH HINGE (P/N SEE o ROLLER (P/N 243341) BILL OF MAT•L) LOCATED .25 MAX BETWEEN, PUSHNUTS AND BRACKETS 3" 20 GA i OR HINGES U—BAR- 01 i LH END HINGE RH END HINGE > •m 3) 1/4 20x7/8" 'm TEK SCREWS P/N 100507) Approved: % ; •- k--1 /2" 20 GA CENTER W.S. Wilson,. PS_ STILES 3395 AOOISON'DR...PENSACOIA, FL 32514 FLORIDA CERTIFICATION NO. 004W9 BOTTOM BRACKET 16 GA ENO STILESGEORGIACERTIFICATIONNO. 016519 \ NORTH CAROUNA CERTIFICATION NO. 023U6 , (P/N RH—,270354 Date: 4'-29— o ( & LH-270355) OPTION CODE 0110 FED- P1 WN1 15' x 14' MAX f27 -29 PSF 2 OF 4 U-BAR L OCA TIONS 12'-6" THRU 14' HIGH DOORS AML NOTE: W/ (16) 3" 20 GA 80 KSI U—BARS MAXIMUM SECTION WIDTH IS 21 LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (14) 3" 20 GA 80 KSI U-BARS LOCATED AS SHOWN. Sic # MASTER PLAN 9'-0" THRU 10'-6" HIGH DOORS W/ (12) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN ° 0 7'-6" THRU 8'-9" HIGH DOORS W/ (10). 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN of 6' THRU 7' HIGH DOORS W/ (8) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN i 2) 1/4"-2Ox5/8" TEK SCREWS ATTACH AT EACH STILE Approved: 2- W.1 Wilson, P.E. 3395 ADDISON DR„ PENSA(ALA, FL 32514 FLORIDA- CERTIFICATION. NO. 0048489 GEORGIA CERf11"ICATION NO., 018519 NORTH CAROUNA CERTIFICATION NO. 0238M Date: OP770N CODE. 0110 REV.• P1 WIV 16' x 14' MAX, f27 -29 PSF 3 OF 4 CENTER 5 TZ IN TERIVEDIA TF HINGE- L OCA TIONS Approved: (1 C W.S. Wilson. P.E. 3395 ADDISON OR.. PENSACOLA, FL =14 FLORIDA CERTIFICATION NO. OG48489 GEORGIA CERTIFICATION NO. 0185I9 NORTH CAROLINA CERTIFICATION NO. 023836 Date: OP T1 ON CODE 0110 REV. P1 WIV 76-'x 14' MAX, +27 -29 PSF[ 4 OF 41 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. 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 513" 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 .11 or 3%. 3) Upon inspection after test procedure, the door showed no damage. The door was shown to be safely operable. DRAWING NUMBER:0110 P TEST DATE: February 22, 2001. Temp 71° F. 6RODUCTDESCRIPTION: SCC # L 4, 1. WayneMark:Model.8000, 160, 4 section. MASTER PLAN2. 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 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 9OLLkIler tests b i o uival . Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. rrame: W.S. Wilson, P.E. 3393 Addison Dr., Pensacola, FL 32514 Florida Cert No. 0048489 Georgia Cert No. 018519