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140 Pinefield Dr 03-2884 SFR
PERMIT ADDRESS \'Ab a"&, CONTRACTOR ADDRESS Maronda Homes 1101 N Keller Rd., Ste F Orlando, FL 32810 407475-9112 " PHONE NUMBER \CRC 058496 PROPERTY OWNER S QNti�Q ADDRESS PHONE NUMBER ELECTRICAL CONTRACTC MECHANICAL CONTRACT PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE d SUBDIVISION ch to PERMIT#(S74%fj9WDATE PERMIT DESCRIPTION '%XjZ. PERMIT VALUATION ,p %not SQUARE FOOTAGE gjq a' EVANS GEOTECHNICAL & CONSTRUCTION MATERIALS TESTING GEOTECHNICAL SERVICES, INC. PROJECT: G -Zod IVO A:ve tlel. /� CLIENT: /* DATE: io /2L/oj AREA TESTED:A-ui ld �'w w /Ao (J TYPE OF TEST: ASTM D-2937 DRIVE CYLINDER METHOD SOIL COMPACTION REQUIREMEN . 95°/ / MEETS REQUIRED DENSI C{ TECHNICIAN: AWE TEST LOCATION PROCTOR PERCENT DRY FIELD BASE TEST VALUE COMPACTION DENSITY MOISTURE THICKNESS DEPTH oQ.�a 9f . / 162 7 I y Z k AXg�t6•Z dos4 .6 <411 4'�.s' to b• REMARKS: 0 PO BOX 740805 ORANGE CITY, FLORIDA 32774-0805 • PHONE (386) 804-6958 9 FAX (386) 774-2182 • COUNTY OF S[MIN('L[ �C\ IMPACT FEE STATEMENTISSUED BY CITY OF EANrORD / / 3TATBMENT NUMBER 103-75707 . I{J0ING P[RMI C)�)'ALl (CITY) COUNTY NUMBER: UNIT AD1)RfL--SS: TKAFFIC zows J ISBICTI N: _[F` SANFORD SEC:: ___ T11;fSaT R G SUDDIVICION: : PLAT BOON: BOOK PAGE: OWNER NAME:: ADDRESS: ���~�� ����~~�� ���.�^-^� �- -�---=- -----------.�- � APPLICANT NAME: ------------------------- ADDRESS:: LAND USE CA7EGORY: 001 - Single Family Detached House TfPE 00E: Residential WORK DESCRIPTION: Single Family House: Detached - Construction -���----------������-������������-������_���������_��������-__ FEE BENEFIT RATE FEE UNIT RATE PER # �� TYPE TOTAL- DUE TYPE DIST SCHEDULE DESC. UNIT OF UNITS i -----------------------------------------------------------------------'------' RO�DS -ARTERIALS CO -WIDE 4 O dwl unit $ 705.001 1 $ 705.00 ROADS -COLLECTORS NORTH O dwl unit $ 142.00 1 $ 142.00 LIBRARY CO -WIDE O dwl unit $ 54.00 1 $ 54.00 SCHOOLS CO -WIDE O dwl unit $1Q84.00 1 $ 1,3U4.O0 AMOUNT DUE $ 2,285.00 OTATEMENT R[CFIV[D BY: /�_��/�1��SIGNATURE: IL (P��A3E PRINT NAME) NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. =9' DISTRIBUTION: 1-COUNTY 3-CITY 2-APPLICANT 4-COUNTY **NOTE** PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES WHICH ARE DUE AND PAYABLE PRIOR TO ISSUANCE OF A BUILDING PERMI7, 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 RE[[IVIHG SIGNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF THE RULES GOVERNING APPEALC 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 TOc CITY OF SANFORD BUILDING DEPARTMENT 300 NORTH PARK AVENUE SANFORD. FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REF[REHCE TIE STATEMENT NUMBER AND CITY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THE NOTICE. *MWTHIS STATEMENT IS VALID ONLY IN CONJUNCTION WITH ISSUANCE OF A= FAMILY BUILDING PERMITA***f&***TTf?f****** ��1 1y CITY OF SANFORD PERMIT APPLICATION Permit # . Date: September 4, 2003 Job Address: 140 Pinefeld Drive LOT 20 Description of Work: Single Family Residence Historic District: Zoning: Value of Work: $68,094.00 Permit Type: Building _X_ Electrical Mechanical _ Plumbing _ Fire Sprinkler/Alarm Pool Electrical: New Service- # of AMPS Add ition/AIteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement _ New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair- Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage:-} 9Z3 Construction Type: VI # of Stories: 1 # of Dwelling Units: I Flood Zone: X (FEMA form required for other than X) Parcel #: 32-19-31-515-0000-0200 (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes, Inc. of Florida 1101 N. Keller Road, Suite F Orlando, FL 32810 Phone: 407475-9112 Contractor Name & Address: Russell Keith Summers 1 101 N. Keller Road,Suite F Orlando, FL 32810 State License Number: CRC058496 Phone & Fax: (407) 475-91 12 Contact Person: Laurie Pellegrino Phone: (407) 659-3719 Bonding Address: Mortgagt Address: Architect/Engineer: Address: 4005 Mar 'hone: (407) 321-0064 Fax: (407) 321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work;nw, ion has commenced prior to the issuance of permit and that all work will be performed to meet standards of`jgFlaws g rn o risdEderstand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS}PIOOLS CE E TEi2S, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: 1 certify that all of the foregoing inform -is accurate and a a work wr a dgW�ZAY e with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMET7RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. R YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records ofthis county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that 1 will notify the owner of the property of the requirements of Florida Lien Law, FS 713. 9/4/03 Signature of Ow ent Date Russell Keith Summers Print Owner/Agent's Name iaw� 9/4/03 Signature of Notary -State o Florida Date LAURIE PELLEGRINO Comm# DL16/200 04 Explree 7/18R007 Bonded tlttu (SW)432-4254: aw FloridoW a nAnn.,Inc ..N.NN.N ltl N .N.NN....e Owner/Agent is _X_ Personally Known to Me or _ Produced ID 9/4/03 Signature of on r/Agent Date Russell Keith Summers Print Contractor/Agent's Name &M,A 9/4/03 SignatV;V.9Lrjg=-.5IW;.gFAii;4#..... .12ate. LAURIE PELLEGRINU ypivt� Coming DD0232804 Y. Ec plies 711SQW Bonded Mm (800)432.4254' w Florldra Awt., lno tlw....N..NNNNt.N.b..NN Contractor/Agent is _X— Personally Known to Me or Produced ID APPLICATION APPROVED BY: Bld f 1-17 �ZOo3g: Utilities: FD: (Initial & Date) (Initial & Date) (initial & Date) (Initial & Date) Special Conditions: 45-s?ro - -�3 CITY OF SANFORD PERMIT APPLICATION Permit # : I Date: Job Address: �, F Y ,/ e, [ti dQ 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 AMPStW 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 Oct:upeiicy 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 M ,59-1 -3 1 - 6 l J � 0000' 0t0 (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes, Inc. of Florida 1101 N. Keller Road, Suite F Orlando, FL 32810 Phone: 407475-9112 Contractor Name & Address: Aieiro. VIA Home.$, T" c. 4 F/errOk _State License Number: r=-G 000/4G3 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: 1 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 enities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that 1 will notify the owner of the property of the requirements of Florida Lien Law, FS 713. Signature of 0-4egl6gcid Date Agn of Contractor/Agent Date Russell Keith Summers Print Owner/Agent's Name x03 4�--PAAI��D Signature of Notary -State o orida Date .................................... , LAURIE PELLEGRINO CommiDD4 Expiress 7H6/20078l2007 �?aw� horded Oft(ti00)432-4254- •••.w••u••Fl:itiai::.�...ry•6� 6 :.ni .ii Owner/Agent is _X_ Personally Known to Me or _ Produced ID DQnto/ g Pia ►,41 Print Contractor/Agent's NVFe q f 5�03 Signature of Notary -State o orida Date ..••..•••.............................6 LAURIE PELLEGRINO OW ComnplOD02328MEvian 71116=GfDonded Mm Fkx NoWy Awn, Ire Contractor/Agent is _X— Personally Known to Me or Produced ID APPLICATION APPROVED BY: BI l Zoning: Utilities: (Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: a .r ra rt . ate v syrpav: , . � .. r �cpu•��•;�r^ � wr ... . �rvr-•;. ' : t IT'.'" ik r • 1. , CITY OF SANFORD PERMIT APPLICATION Permit # : Date: 1 ) 'i 103 Job Address: �T� rl VP Lp4 oc o Description of Work: Historic District: Zoning: Value of Work: S Permit Type: Building Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Altemtion Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets _ Plumbing Repair — Residential or Commercial Occupancy Type: Residential _X_ Commercial Industrial Total Square Footage: Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required for other than X) Parcel #: ✓l l I A A J — 0 d I JL� (Attach Proof of Ownership & Legal Description) Owners Name &Address: Phone: d — 3 0 Contractor Name & Address: Phone & Fax: Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Address: Contact Person: State License Number: Phone: Fax: hone: Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: 1 certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records 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 per it is verification t it notify the owner of the property of the requirement Flor'da Lien Law, S 7 03 Si n lre of lwn,6 A1g'ent�n��/� n Date Sight re of Contractor/Agent / I�ITY 1 Ul 1, I► I I C,�I� IbAA, Print Owner/Agent's N Ant Contractor/Age" ame ' g 3 S.gn cure of Notary -State of F�i�tfRIE I. D'afe^ ig tature of Notary -State of Fl 4„n u'rn, Cea^n: ; D:.+J2:1104 P 4 wwia,Expires 7/16/2007Owner/A ant ised 0w (800)t32�254gPersonal�yM r Contractor/Agent is Persor;lProduced ID i.....a.......�„ii.�.......�..t.; ;";.a _ Produced ID APPLICATION APPROVED BY: Bldg F—1 V 03 Zoning: (Initial & Date) Special Conditions: (Initial & Date) Utilities: 1, Date G 6,C �IK103 ...Dale LAURIE �PELLEGRINO..... j p COmm$ OD02328% 1+01 Expires 7/1 (100) 32- r o tPlzrtdod ttxu (a00}e32�; �r° m Florida Notary Assn., it .................... FD: (Initial & Date) (Initial & Date) ... ! :� w :'.�'!C`:• •,. .,� .t •y.., r�.•;v• .-1 TYIt •jc. 4 I CITY OF SANFORD PERMIT APPLICATION n :'1"..M, r l •1"a '•<J;•':' ' ' :i Permit #: Date: "I W 103 Job Address l � Description of Work: N StpLL i"�'" SI S i1 Historic District: Zoning: Value of Work: S Permit Type: Building - Electrical Mechanical �lumbing 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: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required for other than X) Parcel #: M — 1 q J 31- 616 —d o 0O Owners Name & Address: (Attach Proof of Ownership & Legal Description) 1101 IV OIL-7-4 IL&LL125-1 V l fJ 0 to % rZ1 V 1 Phone: -TV TAB,-. -Z T : ) - -1 1 10� Contractor Name & Address: CAkmANC gooT MA�ZOW 7 i L77 I State License Number: QA CD q•3�t vo lose �tC Phone & Fax: Contact Person: 5Phone: a'{D%'T U • 00 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer:/'' Address: ^1 05, Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: 1 certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCIN/1CONSULT 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 4, t is roperty that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as wa r wMagement districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the 03 Signpa�lr'ejofOwn /Agent Date Prin Owner/Agent's Ngrpe ✓jf-/ �03 Signatu '81'RA6 L ••L Date F INO Ar r�, Comm# D00232804 Y+ Exphna 7/18r W APPLICATION APPROVED BY: BlAr q 1 s o3 Zoning: (Initial & Date) (Initial & Date) Special Conditions: A Flalida Lien Law, FS 713. gl►�1o3 of Contra /Agent Date 914105 xa for/Agent' ame I AEAIA4�i>.SigiC.4f.FjL1F ..............s Date LAURIE PELLEGRINO t Comm* DD02328N Et*as 7H &2007 or lu ------------- _ Utilities: FD: (Initial & Date) (Initial & Date) LVronda Homes AN EASILY OBSERVABLE BETTER VALUE! 1101 NORTH KELLF_R ROAD, SUITE F • ORLANDa FLORIDA 32810 407-475-9112 • FAX.' 407-475-9115 LETTER OF AUTHORIZATION ❑ CITY OF DELTONA I-X1 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 20, 140 PINEFIELD DRIVE at CELERY LAKES. RUSSELLKEITWSUMMERS, CRC058496 MARONDA HOMES, INC. OF FLORIDA STATE OF FLORIDA COUNTY OF ORANGE Sworn and subscribed before me this 25th day of AUGUST, 2003 by RUSSELL KEITH SUMMERS who is personally known to me. .......................................... ^ LAURIE PELLEGRINO NOTARY PUBLIC Anna. C:\Documents and Settings\pellegrinl\Desktop\PERMITTING\City of Sanford\LOA Keith Summers for City of Sanford.doc HIRRYRWIE MRSE, CLERK OF CIRCUIT COURT SEMINOLE COUNTY BK 04939 PSG 1216 CLERK'S 6 2063131306 RECORDED 07/29/2003 12117157 OM RECORDING FEES 6.00 RECORDED 8Y M Nolda NOTICE OF CO1V AUNCEMEN'T 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. DESCFXPL2N OF PROPERTY (Legal Description and Street Address) Lot 20 General Description of Improvement CONSTRUCT A SINGLE FAMILY RESIDENCE OWNER INFORMATION Name and Address Maronda Homes, 1101 North Keller Road, Suite F, Orlando. FL 32810 Interest in Property (Fee Simple, Partnership, etc.) Owner NAME AND ADDRESS OF FEE SIMPLE TITLEHOLDERS (If other than owner) CONTRACTOR Maronda Homes, 1101 North Keller Road Sulte F. Orlando, FL 32810 (Name and address) U. SURETY (Bonding Company) ° Name and Address N/A o� oV) Amount of Bond U. LENDER U 0 cg o Name and address Bank of America, NA, 750 S. Orlando Ave., #102, Winter Park, FL 32789 . W rq- r4 ATTN: DAN FINNEGAN Phone (407) 646-6304 Fax (407) 644-2388 W o ,j E a Persons within the State of Florida designated by owner upon whom notice or other yj c z g documents may be served as provided by Section 713.13(1), (a), 7., Florida Statutes. 10 o 74 o Kampf Title, 200 W. 1°t St., Sanford, FL 32771 Fax: 407-330-5062 Phone: (407) 322-9484. (Name and address) a In addition to himself, Owner designates or to receive a copy of Lienors Notice as a 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.) kl*"'--��� RUSSELL K MMERS Maronda Homes. Inc. of Florida Vice President - Construction Sworn to and subscribed before me this Notary Public 29TH day of APRIL, 2003. OF Fjop DEBBIE TIME OTY lC G My Comm Exp. 2/5/05 PUB No. CC 999378 Pcrwuly Vm*" I I other I.D. i LHII11EO COPY MARYANNE MORISE CLERK OF CIRCUIT COURT SEMINOLE COUNTY, FLORIDA JUL 2 9 2003 CITY OF SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 20 Subdivision: CELERY LAKES Property Address: 140 PINEFIELD DRIVE ❑x 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: M a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. M 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. 0 d. Cross sections of all wall sections to be used in the structure. Bearing non -bearing interior and exterior. Show all components of wall section. ❑ e. Framing plan for floor joists where conventionally framed. Plan to indicate span, size and species of materials to be used. ❑x f. Engineered truss plan with details of bracing. Engineered beams for spacing openings to carry and support trusses. ❑ g. Stair details with tread and riser dimensions, stringer size, methods of attachment, placement of handrails and guardrails. 0 h. Square footage table showing footages: Garages/Carports 394 S.F. Porch (s)/ Entry(s) 43 S.F. a Patio(s) S.F. Conditioned structure 1,486 S.F. Total (Gross Area) 1,923S.F. 3. Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97). 4. TO FOLLOW N/A 5. N/A N/A N/A 0 6. 2. 3. 4. 5. 6. 7. 8. 9. 10 11 12 13 14 15 Soil analysis and/or soil compaction report. If soils appear to be unstable or if structure to be built on fill, a report may be requested by the Building Official or his representative. Other submittal Documents: a. Utility letter or approval when public water supply and/or sewer system connection to be made. b. Septic tank permit to be obtained from Seminole County Health Department at: 400 West Airport Boulevard, Sanford, FL (407) 665-3600. c. Arbor permit when trees to be removed from property. Contact the City Engineer for details regarding the arbor ordinance and permit. Application to be completed thoroughly and signatures provided by a licensed and insured contractor. OWNER/BUILDER MUST APPEAR IN PERSONS TO SIGN APPLICATION AS PER FLORIDA STATE STATUTE 489. Subcontractor license numbers must be included on the application. If electrical, mechanical or plumbing permits have not been issued, inspections will not be scheduled or made and subcontractors will be subject to penalty under the City Ordinances REQUIRED INSPECTIONS DURING AND UPON COMPLETION OF CONSTRUCTION Footer Underground, electrical, mechanical and plumbing Foundation elevation survey Slab Lintel — tie beams — columns — cells Rough electrical Rough mechanical Rough plumbing Tub Set Framing Tenant Separation/firewall Insulation, walls and/or ceilings Electrical final, mechanical final and plumbing final Building Final nthar DATE: Monday, August 25, 2003 5 SIGNATURE: ' ; (By Ow or Authorized Agent) PLAT OF BOUNDARY SURVEY for MARONDA HOMES Legal Description LOT 20, 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. 0 w F- C z Lo a w J Q U 0 i 19 i i Ln N 89*38'17" E 122.4 ' 6.00 5' DRAINAGE ESM'T i 2 ----------------- - -------------------------5. O 57.33' O ~ U) EN) O � (Jrlw w ; w rn M Q ; PROPOSED 20 v z ; o ROANOKE 'K' ; J jrtj M of ; 3 BEDROOML r7 o ; PROP FF = 21.81 � o (J� o O N I I 40; 2 Q O - - - '---------------------- 5' DRAINAGE ESMT 6.00' O V; O N 89°3817 E 122.63 y i 21 i i i SCALE: 1 "= 20' �' 25 00' i i Cd i ;� SURVEY NOTES: 1) The street address of the above -described property is PINEFIELD DRIVE. 2) The above -described property lies in a Flood Zone X per FIRM 12117C 0065G 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 to Section 427.027 of the Florida Statutes. REVISIONS: CERTIFIED CORRECT TO: KIi'N R SURVEYING, INC. R. BLAIR KITNER - F.L.S. NO. 3382 Post Office Pox 823, Sanford, F1. 32772-0823 (401o') 322-2000 PROJECT NO: 03-727 SURVEY DATE PLAT OF BOUNDARY SURVEY for u MARONDA WJMES Legal Description LOT 20, 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. 07 O O Ln w w 0)Q z Q Mof 0 O O O 19 *38'17" E 122.49' r-------6---- ----- DRAINAGE -------------------------25. 57.33' 0 .0W0 PROPOSED 0 ROANOKE 'K' 1 -' 3 BEDROOM PROP FF = 21.81 o 40;28' I ------------ ---------------------------- -------------------J 5' DRAINAGE ESM'T 6.00' N 89`3817 E 122.63 21 SCALE: 1 "=20' SURVEY NOTES: 1) The street address of the above -described property is PWIEF!E! D DRIVE. 2) The above -described property lies in a Flood Zone X per FIRM 12117C O065G dated APRIL 1995. 0 w 0 z M a w J Q U N r Z m n rtn 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: PROJECT NO: Q 3.7Z 7 KITNER SURVEYING, INC. R. BLAIR KITNER - P.L.S. NO. 3382 Post Office Box 823, Sanford, F1. 32772-3823 (407) 322-2000 SURVEY DATE: CERTIFIED CORRECT TO: FORM 60OA-2001 FLORIDA RIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: RbANOKE K Builder: MARONDA HOMES Address: HD pine 'd OY10 Permitting Office: City, Staten Permit Number: Owner: TRIC Jurisdiction Number: Climate Zone: C6ntral 1. New construction ore istmg New 2. Single family or multi- _ fainily Single family - 3. Number of units, if mu itifiamily I _ 4. Number of Bedrooms 3 5. Is this a worst case? _ ye 6. Conditioned floor area _ ft') 1477 ft' 7. Glass area & type Single Pane Double Pane a. Clear glass, default U- ctor 114.0 f? 0.0 fe - b. Default tint 0.0 fN 0.0 ff _ c. Labeled U or SHGC 0.0 fe 0.0 ft' 8. Floor types a. Slab -On -Grade Edge tion R=0.0, 162.0(p) ft b. N/A _ c. N/A 9. Wall types a. Concrete, Int Insul, Ext for R-4.2, 934.0 fl- b. Frame, Steel, Adjacent _ R=11.0, 188.0 ft' c. N/A _ d. N/A e. N/A 10. Ceiling types a. Under Attic R=19.0, 1617.0 ft' b. N/A _ c. N/A 11. Ducts a. Sup: Unc. Ret: Con. : Garage Sup. R=6.0, 150.0 ft b. N/A _ 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 c. Conservation credits (HR-Heat recovery, Solar DHP-Dedicated heat pump) 15. HVAC credits (CF-Ceiling fan, CV -Cross ventilation, HF-Whole house fan, PT-Progiammable 'Ibeamostat, MZ-C-Multizone cooling, MZ-H-Multizone heating) Glass/FI or Area: 0.08 Total as -built points: 20039 PASS Total base points: 22368 I hereby certify that the plans and specifications covered by this calculation are n compliance with the Florida Energy Code. PREPARED BY: DATE: I hereby certify that thi building, as designed, is in compliance with the FI r da Energy Code. OWNER/AGENT: lu DATE: 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 kBtu/hr _ SEER: 12.00 Cap: 28.8 kBtu/hr _ HSPF: 8.00 Cap: 50.0 gallons _ EF: 0.93 PT' - BUILDING OFFICIAL��_"i' S t *71 r.114ED DATE: - Cl a OF SOS-Na106tU EnergyGauge® (Version: FLRCPB ,✓3.30) FORM 60OA-2001 SUMMER CALCULATIONS Reside tial Whole Building Performance Method A - Details ADDRESS.,,, PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned Floor Area : BSPM = Points Type/SC Overhang Ornt Len Hgt Area X SPM X SOF = Points 18 1477.0 25.78 6853.9 Single, Clear Single, Clear E 1.0 3.0 5.0 E 1.0 6.0 16.0 63.97 0.85 63.97 0.97 273.4 993.3 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 Single, Clear W 4.0 3.0 5.0 N 1.0 6.0 16.0 57.68 0.48 30.19 0.98 139.5 471.2 Single, Clear W 1.0 6.0 16.0 57.68 0.97 895.4 As -Built Total: 114.0 6046.0 WALL TYPES Are :X BSPM = Points Type R-Value Area X SPM = Points Adjacent 188.0 Exterior 934.0 0.70 1.90 131.6 1774.6 Concrete, Int Insul, Exterior Frame, Steel, Adjacent 4.2 934.0 11.0 188.0 1.16 1.00 1083.4 188.0 Base Total: 112 .0 1906.2 As -Built Total: 1122.0 1271.4 DOOR TYPES Are ;X BSPM = Points Type Area X SPM = Points Adjacent 17.0 Exterior 40.0 1.60 4.80 27.2 192.0 Exterior Insulated Adjacent Wood Exterior Insulated 20.0 17.0 20.0 4.80 2.40 4.80 96.0 40.8 96.0 Base Total: 5 r0 219.2 As -Built Total: 57.0 232.8 CEILING TYPES Area X BSPM = Points Type R-Value Area XSPM 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) Raised 0.0 -31.8 0.00 -5151.6 0.0 Slab -On -Grade Edge Insulation 0.0 162.0(p -31.90 -5167.8 Base Total: -5151.E As -Built Total: 162.0 -5167.8 INFILTRATION Area X BSPM = Points Area X SPM = Points 1477. 14.31 21135.9 1477.0 14.31 21135.9 EnergyGauge®DCA Form 6 9A-2001 EnergyGauge®/FlaRES'2001 FIRCPB v3.30, FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS: ... I * PERMIT #: I WOE AS -BUILT Summer Base P i,nts: 28128.7 Summer As -Built Points: 28078.2 Total Summer X ystem = Cooling Total X Cap X Duct X System X Credit = Cooling Points ultiplier Points Component Ratio Multiplier Multiplier Multiplier Points (DM x DSM x AHU) 28128.7 4266 ,: 11999.7 1 28078.2 28078.2 1.000 1.00 (1.079 x 1.150 x 1.00) 0.284 1.241 0.284 0.950 0.950 9405.6 9405.6 EnergyGauge"" DCA Form160OA-2001 EnergyGaugeORaRES'2001 FLRCPB v3.30 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS:,,, PERMIT #: B SE 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 Are :X BWPM = Points Type R-Value Area X WPM = Points Adjacent 188. ' 1.80 338.4 Concrete, Int Insul, Exterior 4.2 934.0 3.26 3044.8 Exterior 934. . 2.00 1868.0 Frame, Steel, Adjacent 11.0 188.0 2.60 488.8 Base Total: 1122.0 2206.4 As -Built Total: 1122.0 3533.6 DOOR TYPES Arez 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: 5 .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: 148 .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 a� 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 1 e INFILTRATION Area X BWPM = Points Area X WPM = Points 14770 I' -0.28 -413.6 1477.0 -0.28 -413.6 EnergyGauge® DCA Form OOA-2001 EnergyGauge®/FlaRES'2001 FLRCF'B v3.30 FORM 60OA-200 WINTER CALCULATIONS Resid ,ntial Whole Building Performance Method A - Details ADDRESS:,,, PERMIT #: BASE AS -BUILT Winter Base Poi its: 4266.0 Winter As -Built Points: 6681.8 Total Winter X S Points N161tiplier tem = Heating Points Total X Cap X Duct X System X Credit = Heating Component Ratio Multiplier Multiplier Multiplier Points (DM x DSM x AHU) 4266.0 06274 2676.5 6681.8 1.00 (1 061.239 x 1 ��) 0.427 0.950 3355.0 EnergyGauge` DCA Form �OA-2001 EnergyGauge®/RaRES-2001 FLRCPB v3.30 FORM 60OA-2001 WATE ! HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS: , , , ( PERMIT #: BASE AS -BUILT WATER HEATING Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 3 2564.00 7692.0 50.0 0.93 3 1.00 2426.15 1.00 7278.5 As -Built Total: 7Y78.5 CODE COMPLIANCE STATUS ASE AS -BUILT Cooling + Healping Points Poi + Hot Water = Total rit,s Points Points Cooling + Heating + Hot Water = Total Points Points Points Points 12000 26 7 7692 22368 1 9406 3355 7278 20039 PASS EnergyGauger"" DCA FoH . 60OA-200-1 EnergyGauge®/FraRES'2001 FLRCPB v3.30 FORM 60OA-2001 f Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS:. , , I PERMIT #• 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST Exterior & Adjacent Walls ; 606.1.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at comers; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from and is sealed to the foundation to the top plate. Floors 606.1.ABC.1.2.2 Penetrations/openings>1/8" sealed unless backed by truss orjoint members. EXCEPTION: Frame floors where a continuous Infiltration barrier Is installed .that is sealed to the rimeter 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 cavi between floors. Additional Infiltration regts 606. 1.ABC. 1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, �•�-« v r n�r� rr�C�t K11-I IVt MEASURES must be met or exceeded by all residences. COMPONENTS 1612.1 SECTION RE UIREMENTS Water Heaters 612.1 Comply with efficiency requirements in Table 6-12. Switch or clearly marked circuit breaker electric or cutoff as must be rovided. External or built-in heat tra re uirec Swimming Pools & Spas Spas & heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficiency of 78%. Shower heads 612.1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and Installed in accordance with the criteria of Section 610. Insulation 604.1, 602.1 uronn _ [ for eacn s Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. EnergyGaugeTu DCA Form OOA-2001 Ener gYGauge(&F1aRES'2001 FLRCPB v3.30 i ENE 1. New construction or ( 2. Single family or multi 3. Number of units, if in 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor aret 7. Glass area & type a. Clear - single pane b. Clear -double pane c. Tint/other SHGC - sin, d. Tint/other SHGC - dot 8. Floor types a. Slab -On -Grade Edge t b. N/A c. N/A 9. Wall types a. Concrete, Int Insul, Exi 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. A b. N/A EZGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 85.3 The higher the score, the more efficient the home. ELECTRIC.... New _ 12. Cooling systems family Single family - a. Central Unit 10-family 1 3 _ b. N/A Yes (ft2) _ 1477 fe c. N/A Single Pane Double Pane _ 114.0 f% 0.0 W - 13. Heating systems 0.0 ft= 0.0 fe _ a. Electric Heat Pump le pane 0.0 fe 0.0 fi' ale pane _ b. N/A sulation R=0.0, 162.0(p) ft _ c. N/A srior R=4.2, 934.0 fe _ R=11.0, 188.0 ft' R=19.0, 1617.0 fe Sup. R=6.0, 150.0 ft 14. Hot water systems a. Electric Resistance b. N/A 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-Progranuuable Thermostat, MZ-C-Multizune cooling, MZ-H-Multirone heating) I certify that this home h :complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (os exceeded) in this home before final nspection. Otherwise, a new EPL Display Card will be completed based on installed Code m' pliant features. Builder Signature: Address of New Home: *NOTE: The home's esti This is not a Building Er, your home may qualify f Contact the Energy Gaud information and a list of contact the Department c Date:__q0 3 City/FL Zip: Cap: 28.8 kBtu/hr _ SEER: 12.00 Cap: 28.8 kl3m/hr _ HSPF:8.00 - Cap: 50.0 gallons _ EF: 0.93 PT' - �04-VIHE STgr�O.o O O Al r'pc0D wavy ited energy performance score is only available through the FLARES computer program. gy Rating. If your score is $0 or A; realer (or 86 for- a US EPA/DOE EnergyStaPdesignation), energy efficiency mortgage (EEM) incentives ify()u obtain a Florida Energy Gauge Rating. Hotline at 321/638-1492 or see the Energy Gauges web .site at www.fsea ucf edu for rtifred Raters. Four information about Florida's E,,tergy Ffficiency Code For Building Construction, community Affai, •.s at 850/487-11.324. .EuergyGaugeg (Version: FLR(;PB v3.30) Maronda Systems Engineer of Record: Design Criteria: TPI Maronda.. Systems 4005 Maronda Way Sanford FL 32771 (407) 321-0064 Fax (407) 321-3913 Tomas Ponce, P.E. 1005 Vannessa Dr. Oviedo, FL 32765 FL PE # 50068, Design: Matrix Analysis TEE-LOK software PLAN JOB # LOT ADDRESS DIVISUB MODEL 6CLO2001 20 140 PINEFIELD DR ORLN-CEL ROAK3 RIGHT ROANOKE K 3 This structure was designed in accordance with, and meets the requirements of TPI standards and the FLORIDA 2001 BUILDING CODE for 125 M.P.H. Wind Zone. Truss loading is in arrordanrP with ASCF 7AR Thaca trnccac orc rincinnarl fnr — e....l— A M..:Id:.... Truss ID Run Date Drawing Reviewed Truss ID Run Date Drawing Reviewed No. of Eng. Dwgs: 31 Layout IV 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 6-26-03 T 10-5-02 B 10-5-02 U 10-5-02 61 3-3-03 V 10-5-02 Total 33.0 psf C 10-5-02 D 10-5-02 DurFac- Lbr: 1.25 DurFac- Plt: 1.25 O.C. Spacing: 24.0" E 10-5-02 F 10-5-02 G 10-5-02 H 10-5-02 HI 10-5-02 H2 10-5-02 J 10-5-02 / J 1 10-5-02 J2 10-5-02 K 10-5-02 K 1 10-5-02 L 10-5-02 L2 10-5-02 L3 10-5-02 O 10-5-02 P 10-5-02 Q 10-5-02 INV # DESC QNTY lo DATE: JUN 2 5 2003 18331 THD26 18330 THD28 18360 1 SKH26R 2 18361 SKH26L 2 18363 JUS26 16 18370 THJ26 18336 THD28-2 1 SEAT PLATES 103 CI i'Y Of SAN ORD t 1 �\ram OII z O� OII O ' 38.0 OF OF OT O� OF OF OII OII Cr IT I o d) S SU 6 NGE S 2 SKH26 NGERS � \ A 1— A- 4PLY GIRDER / 4 I \ B / N \\ C VOLUME CEILING D 12 \ E 4 I \ F G // 12 4 6 i/ 6 F 12 0 I / �� 4 � I N _ E \ _ 7761 8'-0" G ILING - I D �\ vrsz C a VT508 /&EPA vr63 B1-3PLY \ L / RAISE HANGER 7' L B , H \ - Vi64 �—EHUH28.2 HANGER a 18-9 4528 — I H ; } _ ;11 K1 ODD BPACE K —N � i / � / ♦ H o - J K ODD SPACE H1 \ 11'-0" CEILING \ _ 8'-0" CEILING JC H1 II LCE L /—O©DSP--�—� - — — H2 .GABLE J2 T- J I tz-a L�r(3-4 I � J JUN 2 5 2003 _ I � L—�%woj(0) s; SaS �`My/ 2 !! s Ems] I 12 I 12 I J JOB NUMBER: ROAK3 CUSTOMER: JOB NAME: ROANOKE K 3 DRAWN BY: ech DATE: 10-8-02 PITCH: 4/12 & 6/12 O.H.:1-6" & 1'-0" BEARING: B" LOADING: 33psf I 6 I '6 I J - CJ I IQ N L — — — — — IGABIE — — — — — ' t9-4 v` Ir c U lo,N_ ,fCAl1TION 4dentifies safe;operatin :mrty;6A.1ra1F"f1[ftn. ,.,_, t,." r.;' !-...,a..,I practices or tn:,dicates unsa`fe�condittons=tFiat,ico id �r,_ ,, U result ii personal Injury off;;damage to structures. I B-91 SummEarly Shut COMMENTAR`( and RECOMMENDATIONS for HANDLING, INSTALLING &s BRACING METAL PLATE E CONNECTED WOOD TRUSSES is_—s cr•sfbiiitvoftr,,einstalier(bui.rder buildingconrractor llcensegcontractor e •'r;rorerAcrrnncor,;racrorltop jgperivrecewe unload store nandie insialland -ace metal plate connected wood Imsses to protect life and grope w The installer ust exercise the same high degree of safety awareness as with any otherstructural ateria;. TPI toes not intend these recommendations to be interpreted as superior the proiect Architect's or Engineer's design specification for handling, installing id bracing wood trusses for a particular roof or floor. These recommendations are iced upon the collective experience of leading tecnnical personnel in the wood j CA 11TlONThe builder. baai(ciingcontractor,Ilcensed contractor, erectororerection contractoris au V. to obtain and read the entire booklet 'Commemary and R._-cbmmbndbtio i for Handling'- Installing � 3racin n+Ic`alPfateConnectedW16OdirussA�,,li13'- 91''frlJn' `t+; iruss:,Plate nstituie. 5,r D4NGER ;u4 DANGER deslgrates,a conc�ition:1 �I I , lwhenefalfuretorfi�ollow�nstruct�ortstarheedlwarn I P � �i�ll�IgrlWl�f I,7TOS��"II�F��y"��PeS'l'�Itrtfl 9er10�IS,rpel^SOnalq.; _s�'.`:�, � , m�ury{or�tleath ordalnage_to`str•uctures �;' 4WARNING', t" 11VARNWG1descrlbes a condition k,f ' `` wherAfallure#ofollow Instrucflons could rest;lt in '. u s se�ereGpersonal �n�ury o'rdarnage to structures 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, b presented as a guide for the 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. ins;alle^;, and others. Copyright C by Truss Plate Institute, Inc. All rights reserved. This document or any part thereof must not be reproduced in any form without written permission of tr...e publisher. Printed in the United States of America. TRUSS ST0P.AGc CAU,TI©N: Allternporary b-racin'gshould be no less . than `2:,4 grade marked (umber: tlll'connectibns should be made with minimum of 2 6d nails. All trusses m assued 2 ,on-�center or.'less All m!alti, ily. trusses should connected together in.accor- dance with design drawings prior to-instaiiation. CAUTIQN; Trussesshouldnotbe r `J unloaded on pro - terrain or un even surfaces which could cause damaQeto the°truss: IGAUTION� Trusses stored hgi-Izontally sho-ufd ,ee'; � - � � "t ! ., � ; sf r a ilk .,CAUTION ;T.,i.- , n �-,, � �� u•:�1; n:: af,; �,._ Iberidtn ana`'�lessen mois$T.irer aln' ' r�' ' ' I_lbraced to revent fio lin t,or , j in ' t . t I P P p� s!3 P P g , ,ti1VARNING, ,Domotlbreakrbanciing until installation x fbAWGER,'�Da not store bundleslunriglit ur fess,Y , ( t,n�l.t ,!C "� 'rh1;,MM C 4 '1�1'':' c -_'-, " .,., bagins Cara shouldbe"exepciser� �rs�andieng rep , iFj +�,properlybraced Domo#break bands un�lkbund.!es tnavaLto;avoltlaf iftin ,aflindiwldual"f uss.es: ,, ,.! . a area ':(aced m:a°sta0e ho;rizon iff ositior j F . �� � ✓..' s,. , ^_ its t .4ry ,o} HF�- !��y�r'r �4d� "r l4�;�. � ' '$.,a�?; i �i F?I , �! rk "'I 3 �4 r 4 �Fs!�'' � yi � 5,c� '� NI Frame 1 /00 '/6 0 r6les 0 s /Or less\ T Tag Tag Approximately 0 X = tgeI h Approximately Y Line, 1/2 truss length � Line Truss spans less than 30'. Llftir the Spreader Bar attac sling Toe In Toe In I etc. Approximately 1/2 Ito Y3 truss length Less than or equal to 60, Spreader Bar Toe In Less than or equal to 6o, MW wV iss' 'vpen effi;ffI!e gp F CZ A TArj��';4Tjljljq�O LL I�A lInNST I i Strongback/ SpreaderBar Tag Line Strongbacki SpreaderBar Atorabove mid -height Tag Line Plan Blocking Ground "Brace Verticals e _ _�r_ , di-als (GBV) Typical horizontal Us member with multiple stakes (HT) ',"truss of bra, cup of trusse (E B) Frame 2 11,01 TOP CHORD Over 60' _I See a registered professional engineer hern Pine 1, VIR. Continuous Top Chord All lateral braces Lateral Brace lapped at least 2 FReauired or C I IUr N 01 T of) chords th at a re get erandcause.01I.P..ifth underside of the top chord when purlina are attacned to the tcipaide of the top chord. in TOP CHOR See a registered professional engineer Top Chord Rieq_jired lapped at least 2 trusses. rtI Ic" or Greater Required 10 re ale attached to the top.ije of ti,e -op ch,,d. Frame 3 Ti 10 See a registered professional enaineer i �,II ,I,Ii li ,III i 111 �,II ,�II,I, r,II Ir�IIIIr�I,� T SIR C P I., I ,, q,( sp I,iIIIII i��, i I. 1, !SPAC OlIlilli,110. tru s ;S F ��',D F!lIV;!' 3:p F, H F, I Up to 32' 30" 81 16 10 Over 32'-4 42" 6 6 Over 48'- 6 48" 5 4 Over 60' See a renislered professional engineer —4 �Xc' PARALLEI II Continuous "o pp 4' Top C.nord qiH 0 R D R U ��' S IT -7 -- — RequiredLateral Br -ace i'e Top chords that are laterally I can buckle J;' 7— togetherand r 1 O� or atiaecollapselftherei3nodiago- 101 or Greater L nal bracing. Diagonal bracing anould be nailed to the underside of the top chord when purline '_.r7 are attached to the I of the top chord. w . Attachment ;u o- e ire DF -'Dougias-Fir-� Larch �SP - Southeir'n Pine�'-.,:' Required S Fi HF Hern.Fi r 4; y 2 0 -'Jsses PF/Hp_'- 'O.c < 3U" or grenter Y, PC Theend I ��'M�%�":�.�' -�j fr diacion al bmce far cantilevered End d i 6 a o n 6 16, a[e ass iruSses,must be.stability t,.'e-,d —.16M I both 6d on verlica ends placed Inailruss webs in line ,%ill) 1he support j 1: j, -INV 7 ... . ...... '4kZPARA '1E'EEVCH0RDlJTRUSS� JOP H -ontinuous Top Chord Top chords that are laterally braced b.. a n h i:�. Lateral Brace togetherand —e collapse ifthere RequiredRequirednalbracing. 01agonalbrac: gahouldben.iled to the underside of the top chord when purline ar� .cf-d to the top.id, of the top ho,d. or 3re�,,ter fl AtlacrimenT 3 ti v I �/ //% \ Irur, ; Ustnavell 6m' L Cl, '9 a w In i _�Ap f�. C SPAN fff SPACING H P R D SPACING, (D j,"i j (L B Up to 24' 8 17 12 Over 24'-42' 3/12 7' in r Over 42' - 54' 3/12 61 6 4 Over 54' See a re gislered prof esslonal enginLTr_____7 g's Ljr - Ljougias t-ir-Larcli SP - Southern Pine HF- Hem -Fir SPF - Spruce -Pine -Fir Diagonal brace also required on end verticals. - Top chords that are laterally braced can buckle togetheran dcnuaecojl&p@*fftharalsnodlsgc_ nnibraci .0' Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topside, of the top chord ilbNb TOLERANCES'u 12 3,.o.r /1--,' 0, L7ter g T I All lateral braces lapped at least 2 trusses, Continuous Too Chord Lateral Brace Required 10" or GnE Attachme Required BOW Length L(in) PLUMB F D,(inj!" 1, Lesser of 24" 1/2" 2' L/200 or 2" 36" 3/4" 31 —7 48" 60" 1-1/4" 72" 1-1/2" 51 6' L(In) L(in) 84" 1-3 4" 7' Truss Truss russ r' uss 96.1 108.. Z . 8. 91 i e Depth — .......... -::::: ............ ..... 0(in) T .......... . . ............... L1_1_.lr of Lesser L/200 or or Maximum ±1/414 Misplacement Plumb Line ) L(in) L,/210 00 L 50" 1 1/4" T_� 4 00 i loo" 12-1 1150": 1 3/41 1 125,1 n 111i;, L/2DO L(fl) 200" 1_1 1 6_7' �20.8, 250" 1-1-14' 300" 1-1/2" 125.0' OUT -OF -PLUMB INSTALLATION TOLERANCES. OUT -OF -PLANE INSTALLATION TOLERANCES. 1"..". 1 — 1 7vaj - - Wi+M. ;AW Frame 6 ash i a X'IR®NDYi S1ruCTEYs 4005 bfQronda Way Sanford, FL 32771 (407) 321.006¢ o Pas (�'7) 3 I-3313 Date: March 5, 2003 To: Building Department From: Maronda Systems 'somas Ponce Professional Engineer Mate of Fior-ida� 9005006g Sulbiect: VaHiey Trusses All trusses labelled VT-1 th u 1()0 are cov-red under the ;en-ral val➢ey sheet nrovidted in the truss package signed and Scaled by the engineer ofr'ecarfl. The coflruC:Cl:if�r3s are rEf➢tefi OR the struetarai info sheet of the plans. Ali criteria of the valley trusses are noted on the —general sheet. If 3'on have arry e eaestiorrs picas- feel free to caR at 407-321-0064. +Porn s E�orace, F.. .Date: MARONDA SYSTEMS DESIGN INFORMATION This design is for an Individual building component. and has been based an Iniormatum provided by the client. The designer dlsdalou any responsibility for daruages as a tesult of faulty or m—L Lot ---Uan, sp—ineatlons and/or designs fumtshed to the mesa designer by the client and the correctness ur a -curacy of this Information as U may relate to a spc- ciLk project and accepts no responsibility Or eaerdses no control vdih regard to fabrira- tfar>. handling shipracot and brstallatton of looses. This Trims has been designed as an Individual building component in accordance with ANSI/'M 1-1995 and NDS-97 in be hncorporleA' as part of the building design by a BuUdmg Designer tregtstered a Wteet or professional engmeed. when reviewed for approval by the bn8dhtig designer, the design lowlin s shown must be checked to be sure that the data shown are In agreement with the local building codes. loot d'matle, records for wind or sooty loads, Project sp ifeatitm: or special applied leads. Unless shown. truss has not been designed for storage or occupancy loads- The design aasumn eompressan Iuads (cop or bottom) arc —it.u- ously braeed by sheathing unless wh.-bc spersfled Where bosom chords In [cession are not fully braced laterally by a properly applied rigid a81mg, they sbordd be braced at a maslmum spacing of Itt-O' o.. C.—cetor plates shall be manufactured from 20 gauge hot dipped g+lvanlred steel meeting ASTM A 653. Grade 40. cuilas otherwise shown. FABRICATION NOTES Prior I. fabricaton. We fabrtolnr sball review This drawing to verify that this drawing is in conformance with the fabricators plans and to ralhe a continuing responsibWty, for such veri- H-Uon. Any dlsesep—etes are to be put in writing before clotting ar fabrication. Plates shall not be installed over knotholes. Imats or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be looted on both faces of the crass with calls fully bnbeddcd and shall be sym. about the joint unless tdhenvise shown A Sc4 plate Is 5- wide x 4' long. A 6x8 plate Is 6- wide x 8' long. Slits (holes) run par Ud to the plate length specified. Double cuts on web members shall meet at the eentmld of the webs unless otherwise shorn. Connector plate sues are -Lot--sh— based an the fords shown and may need to be tu—sed for q rtain hand. filing and/or crecuou stresses, Tads truss is not to be fabricated with am telardant treated hnmber unlessotherwise shoe— For addivaoal Information on guably Control refer to ANSI[M 1-19% PRECAUTIONARY NOTES AU bracing and erection recommendations are to be 15o110w d In accordance with -Handling Inst,111 g 8 Bragg-. HIB-91. Ttussn are to be handled with Particular care during landing and handling, d.11—y and hsstalhtion to avoid darmge Tcmporuy and permanent bracing for holding trusses in a straight and plumb pm- Ition and for touting lateral forces shall be designed and installed by others. Careful band- Ung is menial and election bracing is ahrays required. Normal preanuonary action for tresses rerjutrm such temporary hrcing during Installation between trusses to avoid toppling and doealvoing. The supervision of eredlm of trusses ahall be under the control of Persons cxpufenced In if. installation of trusses. Professional advice slue be sought if needed. Caneentrrtlna of construction loads grater than the design loads shall not be applied to trusses at any time. Ito loads other than We wgight of the erecters shall be applied to trusses until after all lastening and bracing is completed - MONO VAT I FY VALLEY TRUST 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. WO: VALLEY SET IF LESS THEN 3.0.0 THEN MOVE DIAGONAL WEB TO NEXT PANEL. TI: VT QTY:1 It) WHEN DIGGONAL WEB PRESENT USE 4X6 PLATE (1) WHEN NO DIAGONAL WEB PRESENT USE 2X4 PLATE i 214 i 2x4 . OR 46 516 OR 316 VALLEY MEMBERS AT 1 416 3x6 4x6 t 4x6 24. O.C. (TYP) DIAGONAL WEBS OR OR REQUIRED WITH SPANS 2x4 2x4 GREATER THEN 28.0.0 3x6 2x4 2x4 3x8 I VARIES 2x4 0.0.4 J 2x4 UP To r 12 3x6 2x4 2x4 2x4 2x4 4x10 214 3x6 2x4 2x4 316 3x6 OR t 4x6 3x6 OR OR t 418 2x4 MAX. 6.0-0 O.C. (TYP) ) i 2x4 MAX. 6-0-0 O.C. (TYP) MAX. TRUSS SPACING L I' BELOW 48' O.C. I� SPANS UP TO 60.0-0 TOP CHORDS: 2X4 SP 92 IT IS NOT REQUIRED TO SHEATH TRUSSES BOT CHORDS: 2X4 SP #2 BELOW VALLEY SET. VALLEY MEMBERS WEBS: 2X4 SP #3 PROVIDE ALL NECESSARY TOP CHORD BRACING. VALLEY MEMBERS TO BE SET TIC MUST BE CONTINUOUSLY BRACED BY ROOF PERPENDICULAR TO TRUSSES BELOW. SHEATHING UNLESS NOTED OTHERWISE. WHEN VALLEY MEMBERS ARE NAILED DIRECTLY TO TRUSS TOP CHORDS USE (2) 16D NAILS PER INTERSECTION, OR TWO FEET ON CENTER. WHEN BELOW TRUSSES ARE SIIEATHED 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 PLA'FES: ARE T120 GA TIWED PER ANSU I PI 1-1995 Cont. Support Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOR Cr.OVIEDO,FL32766 Dcsien: Afatrir AnaNsis VVAKNINti: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing sham on this drawing is not ereelfan bracing, wind bracing, portal bracing or stma- bracing which is a part of the building design and which must be considexed by the building designer. Bracing show.'n is for lateral support of truss members a* to reduce buckling length. Rovisloas crust be made to anchor lateral bracing at ends and specified locations determined by the building designer. Addltlooal bracing of the overall sUuet—. may be reyuUed. (See HIB-91 of TPII. fr— Plate lusmutc. TPI, is looted at 583 D'Onofrto Drhe, hladuon. Wisconsin 537191. Studs ® 6-0-0 ox. Eug. Job: Dwg: Dsgur: TLY Clik: 'FC Live 16.0 psf TC Dead 7.0 psr RC Live 0.0 Ilse 13C Dead 2.0 psf TO'rAL 25.0 Truss ID: VT Date: 4-1.1-01 DurFac - Lbr: 1.25 DurFac - Plt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: HIP BLOCKING MAR014DA SYSTEMS WO: HIPDETAIL TI: HIP QTY:1 DBICN INFORMATION This desigit is for an Indh4dual building component .r.d has beu, M-1 on Irdo—ti.. provided by11 c client TII. designer dlsclairns any roponatbdily for dart.Kea .a a ,exult of faulty or Incorrect bdornation. specifications and/or designs lurnhhed to the truss deslgncr by the c0ent and the correctness or ar=. racy of thi. hdornaUo,. as n may "We In a spe- cUk project and accepts no —ponsiblUly or e< :a I. cautrul ,I h regard to fabrlca. Ilon. iandlhip. sl,lpmen. and Installation of lruaae. Thh lr,sr Iu be— dnlit—d .s an UIZdual building component in accordance uiLh ANSI/'ITI 1-199S and NUS-97 to be Ine-uporated as part al the building design I.y a Budding Designer (regbtered mehnen .,, pmksslonal engineer). When revl,.ed for .pp,—1 be the bndding designer, the design I —dings shon-n must be cheekcd to be sure tbat the dal. shoat, ire In agm aneut tvith the bol building codes. local ell—U. records for ",d or snot+ loads. pnyect sp-IfIcati.., or special applied loads. Unless shawl, truss has not been designed for storage or occup.ncy loads. The design assumes compress.. chords Ilop or bottom) are conW,u- ously bra= by shealLbg unl. othentsse specified. Wheie bultom chunls In tension am n.l fully braced laterally by . properly applied rigid -.Ing. they should be braced .l . macflnurn spacing of 10'-0• o..:. Connector pl.Tlm shall be manufactured Iron, 20 gauge hot dipped galy. ,".d steel meetb,g AS7MI A 653. Grade 40. unless otherwwse shorn. FABRICATION NOTES 1'dor W labrlentlon, the labrlc,tar sh.0 review this dmwv,g to t-a ify that this drawing Is In conformance .•Ill We fabric-.,I„rs plans and rn —I.- a co.t.1 w it responsib ity for such rerl- l'acallon. Any dhcrcpancles — to be put In -Itbg bef.rc culling or r.bdmlian. rules shall not be Ins.11ed of er knotholes. knots or distorted grain. NIcmb— shall be tut for light fitth,g wood to wood bearing. Con- eetnr pubs shall he located ran Loth .ecs M, the muss with nalb lolly Imbedded and shall be sytn. about Ihe)ulnt unless otherwise shotm. A 5a4 plate Is 5- tilde a 4• long. A &S plate Is G' Mae . 8• tong. Slots (holnl run fmmllcl to the plate length sp-Ined. U.nble cut- on web maub— shall ,reel at the android N the Webs unless Nhcrvbe slI-,. Connector plate sizes are minbumu she' I-sed on 14e rnrees slunm .ad may need to be .creased for certain hand- Il.g.nd/or encellon dresses. This truss Is not to t.e t.b,icnied wltii tire rew,d tit treated Iwnber cocks, ath—ts. shm For additional Inforrnation an Quality Control refer to ANSI/TFI t-i995 PRECAUTIONARY 140TES 1W bracing and en-ti— recommrndauans are I. toe I.11—di In .eenrd.nee ..Ill Handling bstatw,g a BraNng. 1u9.91. Trusses areto be handled rdth partkuL r care during banding and bm,dih,g, dellvcry and installation to -id darnage. Tempomty and pen... —I b,aeing for binding tresses in o nbalght and piwnb pas. Ul.n and for reshting lato.l brccs .[,.It be deslgnnd and Installed by oth— Careful hond- Ung is essential and ermlMn btadng Is ahcays required. Normal preraullonaty action for trusses requires such temporary bracing during b,slalt,llun between Wsses 1. avoid toppling and d_.U, tnq. The supe. ...... r e. I.. of tn,sscs shall be undo the co.iml of persons 'pericnced In the Lmlallatiou or trusses. Pwfesslona) .dwee shall be ...gld If needed. Caoaent-U.. nr c t—U.n toads greater Than the deslbm Lads shaU not be applied to I "is, at guy Ibue. Nn hnd< other than the weight .1-the rrrclor.. .shall Iry applle.l I. lnuscs unlll alter all Iwsl tint y; wd inning is c. plelcd. HIP GIRDER 2x BLOCKING ADDED TO TOP a-,IORD OF STEP HIP TRUSSES TO SHORTEN. OSB NOT TO EXCEED 24"O.C. 0 BE NAILED TO TRUSSES w/ a 12" ON CEN. STAGGERED PRE-ENG'D TRUS TOP WALL OF BUILDING TYPICAL BLOCKING FOR SHEATITIArG ON STEp H WARNING: READ ALL NOTES ON THIS SHEET. Erg. Job: W : HIPDETAI Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: HIP CONTRACTOR. Dsgnr. TLY Chia Date: 10-20-00 4005 MARONDA WAY BRACING WARNING: -I'C Live 16.0 psr DurFac - Lbr. - 1.25 SANFURU, FL. 32771 rh.cing'hawa on Ihlt dra,vmg Is n,4 er-11— b—Ing. ,wnd bracing. p.,tal bra.Ing nrshnilar bmch,g ahlch is . pad .1 the building design and whleh nmst be cunsldu,H by the buiding drslgner. Urrrh,g 'I'C I lead 7.0 psr DurFac -Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 sl r is for'-tell'rq.port of toss members only I-,, reduce bucldbg la,gih. I l-Itslo.s must be BC Live U.0 psr O.C. Spacing: 24.0" TOMAS PONCE P.E. made to vtcl,or Lateral b..cbg al a ds and speelli,d btcnll.ns detcnnh,ed by the b.ddb,g designer. Ad IIU...I b,.eh,g of U,e _eran euvetule In.y he ,equt ed. (S.,.1HH-91 .fTFO. Bc Dend ) 0.11 psr 1 Design C►ilefia: TPI g LICENSE N0050068 11 Plate lnsutule. TIN. Is locdcd at 583 WOuld,. Udve. hl.dism1. Rixor,sln 53719i. Code DeSc: 1990 GREENUROOK Cr.OMEDO.FLs27G6 IUrAL 33.D sr - 558- 29 netted: dfmrir Ann/Y,i] JOB PAM DESIGN INFORMATION This design Is for an Individual building component and has been based on Infonnatlon provided by the ctlent The designer disclaims any raponslbitlty for damage, as a result of faulty or Incorrect Idommcauortlon, speciflrs and/or designs furnished In it,, truss 'I gner by the client and the correctness or aceumey of this bdurmauor as It may relate to a spe- ctlic Project and accepts no responsibility or axercls- no control "•Ill, regard 1. fabrim• lion, handling, shipment and Instillation of Irusses. This truss has been designed as an Individual building component in accordance Mth ANSI/TPI 1-1995 and NDS-97 to be Incorporated as !sort of the building design by a Building Designer (registered architect or professional engtneed. 'Allen reviewed for approval by the bolding designer, the design 1-ding., most be checked to be sure that tile data shown are In agreernerd with file lord building codes, local climatic records for wind or snow loads. P"ect specWcations or special applied loads. Unless shown, (mess has not been designed for stnnge or occupancy loads. The design assumes compression chords (top or bDurnal are continu- ously braced by sheathing unless uthenvise specified. lVllere bottom chords In tension nre not fully braced latently by a proPaly applied rigid ceWng. they should be braced at a mulmwn spacing of 10`0' o.c. Connector plats shall be manufactured Gann 20 gauge hot dipped galvarrized steel rueetbrg ASTM A 633, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fab,lcttor shall roiew this drawing to verify that this draping is to conformance with the labricatnr's Plans and :o eallu a continuing responsibitty for such v ei- n©lion. Any dl,elepa-ls are to be put In ""ling before cutting or fnbri-non. Plates shall not be inslnticd ovel Imotl,oles. knots or distorted grain. Members shatl be cut for tight nttmg wood 11 wood bearing. Con- nector plates shall be located on both faces of the truss with halls fully frnbedded and shau be sym, about the Joint unless other"!-, sh-1. A 5.4 Plate is 5- wide a 4' long. A 6x8 plate Is 6- wtde x 8" long. slats (hales) run pantlel to [he Plate length specified. Doubt, cuts on web members shall meet at tine c-t,.Id of the pebs unless ntherwie shown. Connector plate sirs are mf nmwn sus based on the forces shown and'tiny need 10 be mcrtn-d for certain hand- ling and/or erection stresses. This truss Is not to be fabricated cattle file retardant treated lumber unless otherwise shmvn, For additional ro information on Quality Contl refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations nre to be followed In accordance pith 'Handling Installing A Donving', HI8.91. Truss- are to be handled with Palueular care during banding and bundling, dclvery and installation to .,old damage. TemI"ly and Permanent braebng for holding masses fn a siralght and plumb pus - Won and for rslsung lateral forces shall he designed anti Installed by miners. Careful hand- ling Ls essential and erecllon bracing Is alwa}a required. Normal precoutlonary acilon for I russs r,quhes such temporary bracing during InslaBation between trusses to avoid toppling and donibloing. The supervision of erection of thins,$ shall be under the control of persons -petlenced In Litt Inst llation of lrusss. Professional advice shall be sought I needed. Concentration of construction loads greater than the design loads shall not be applied to truss- at any time. No loads it,,, than lire wNghl of the e,cclor- sha11 be applied to Irusses unll alter atl faslen rag and bracing Is completed. ". RAJHI dull t r, A AC: 10# UPLIFT U.L. TOP CHORDS: 2x4 SP #2 2x8 BOT CHORDS: 2x6 SP SP #1 D #1 D 2,3 2x8 WEBS: 2x4 SP SP #1 D #3 213 2x8 SP #2 1,13 WndLod per ASCE 7_98, C&C, V= 1251rph, H= 15.0 ft, I= 1.00, Exp.Cat. 13, Kzt= 1.0 Bid Type= Encl L= 58.0 ft W= 38.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/877 at JOINT #15 L=-0.50" D=-0.531r T=-1.03rr MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.39" MAX HORIZONTAL LIVE LOAD DEFLECTION: T-- 0.19" RMB = 1.15 WO: ROAK3 �yj�E This 4-FLY Hip Master designed to carry 9' 0" Jacks (Mono truss framed to Be) and4-PLY TRUSS' fastenJacksHip w/311x 0.120,, Bails in staggered pattern per nailing schedule: TC- 2 per ft. Be- 2 per ft. WEBS- 2 per ft Repeat nailing as each ply is applied. 1/2" thru-bolts,or WS6 1/4"x 6" wood screw at 241, o.c. shall be installed on TC&BC in addition to nailing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1568# Support 2 1514# -TC...FORCE ...CSI 1- 2 -10656 0.39 BC ... FORCE ... CSI 2- 3 -11996 0.36 18-17 17-16 9695 19368 0.33 0.50 3- 4 4- 5 -13394 -22811 0.14 0.23 16-15 19368 0.55 5- 6 -22812 0.24 15-14 14-13 22811 19374 0.63 0.55 6- 7 7- 8 -2281.2. -13402 0.23 0.14 13-12 19374 0.50 8- 9 -12002 0.36 12-11 9700 0.33 9-10 -10661 0.39 44"LYS REQUIRED 6.00- T BXIU 3X6 3-9-2 0-4-3 12X12 T 4X6 I-5-11 �I 3.00 U'8- Psi M 6X8 6X8 10XIU r 6X8 3X6 6X8 I0X10 3XG 32508.00rr ' / I G 15 -4 1-U-0 14 13 (R(1-11-11) I j 38-0-U EXCEPT AS SIIU11'N PLA7lsS rVZL" T1,20 GA TEST1,1) PER ANSIPI'PI 1-1995 WAR1dING: READ ALL NOTES ON THIS SHEET. F da Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. 4MARONDA WAY BRACING WARNING: SA1 )1-OI1D. I-1.. 32771 Uniting shops an this drawtng I, -of election boring. „1nd bncwg. 1-1.1 Gracile ,,bleb Is a fart ill the bullding design and w•hfah must be g yr simliv bracing (407) 321-OU6-1 Fax (407) 321-3913 shown is for Itcnl support of truss members onl-v to redo a buckling Ianglh ufYur sgnunst be clog TOMAS PONCE P.E. "rod= Io anchor lateral bracing at ends and spe,di,d io atlons detenubr_<I by the bolding Jeslgner. Additional bmcfne of We overall 9truclure arav be required. (Sae Ililt.91 al T`II. 1_IC�-N$[ //Q�SIIQ6$ (truss Plate Institute, TPI, is lor.,ted at 583 U'Gnulrlo Ur h•e. Afadisun, IVisf ii'l. .Sal 19). Deign: ,lfarrir Annhjis 32766 JOB P.1TH: C:ITEF-LOKIIIO,tfFD)R TI: A 9TY:4 ==============Joint Locations=========-==--- 1) 0- 0- 0 7) 26- 9-10 13) 26- 9-10 2) 3- 6-13 8) 32- 0- 0 14) 21- 7- 3 4) 11- 2- 6 10) 38- 0- 0 1.6) 11- 2-16 5) 16- 4-13 11) 38- 0- 0 17) 6- 6-1I 6) 21- 7- 3 12) 31- 5- 5 18) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L4D -46 -1- 0- 0 TC Vert L+D -23 6- 0- 0 46 6- 0- 0 TC Vert L+D -46 32- 0- 0 -46 39- 0_ 0 32- 0- 0 Be Vert L+D -20 0- 0- 0 -20 Be Vert L+D -153 6- 0- 0 6- 0- 0 153 Be Vert L+D -20 32- 0_ 0 -153 32- 0- 0 Concentrated -20 38- 0- 0 Be Vert L+D LBS Location Be Vert L4-D -517 6- 0- 0 -517 32- 0- 0 ---- MAX- REACTIONS PER BEARING LOCATION---__ X-Lac Vert Horiz Uplift Y-Lac Type 0- 4- 0 3256 -4 -1568 BOT PIN 37- 8- 0 3257 0 -1514 BOT H-ROLL 9 G 00 8X10 -_ 3X6 T 04-3 3-4-3 12X12 4X6 �- 3.00 P __1111 3257# 8.00r1 1-0-0 518# (RU-1f-ill) scale = 0.1675 Eng. Job: ---ice Owg: Dsgur: ECII Chk: TC ]nice 16.0 psf 'rc Dead 7.0 psf BC Live 0-U psf 11C Dead 111.0 psf To'J'AL. 33.0 rarer Truss ID: A Date: 6-26-03 DurFac - Lbr: 1.25 DurFac - pit: 1.25 O.C. Spacing: 24.0f1 Design Criteria: TPI Code Desc: FLA HC.e: as; 7a nr DESIGN INFORMATION This design Is for an individual building component and has been based on mfonnallon provided by the client. The designer di -buns any responsibility for damage as a result of faulty or Incorrect Information• specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information is It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fnbrica- tlon, handling. shipment and Installation of trusses. This truss has been deigned as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as Inn of the building design by a Building Designer (registered architect or professional engneetj. When reviewed for approval by the building designer. the design loadings shown must Ire checked to be sure that the data shown are In agreement with the local building cods• local cWnatic records for wind or snow 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 cominu. ously braced by sheathing unless oUurwise specified. Where bottom chords in lenslon are not fully braced laterally by a properly applied rigid ceiling, they should Ix braced at a maxlmunt spacing of 10'-0- o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel an"Ung ASTTI A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Fedor to fabri©tion, the fabricator shall review this drawing to verify that this drawing is In conforounce with the fabrimtofs plans and to realize a continuing rsponslbWly for such veri- neation. 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 light fitting wood to wood tearing. Con- nector plats shall he located on both faces of tine truss with nalls fully unledded and shall be sysn. about the joint unless othem--tse shown. A 5x4 plate is 5- wide x 4' long. A 6x8 plate is 6- wide x 8- long. Slots (hole 1 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 ere mmumum stzs based an the forces shown and may need 10 be increased for certain hand. ling and/or erection stresses. This truss is not to be fabricated with file retardant treated lumber unless with shown. For additional hdornation on Quality Control reler to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recormnendallons are to be followed In accordance with "Handling Installing @ Bracing'. HIB-91. Trusses are to be handled with particular care during binding and bundling, delivery and Installation to avoid damage. Tempnmry and pernnanenl 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. lung is esseutcd 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 Wss- -hail be. under the control of persons experienced In the installation of truss-. Professional advice shall be sought If needed. Concentration of conslrvcllon loads greater than the design foods shall not be applied to trusses at any time. No loads other than the weight of the erectors shall le applied to trusses unit] after all fastening and bracing is completed. ROANOKE K 3 AC: 10# 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 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 T 4-5-15 04-3 �T7 I 0-8 Q 1OX10 YAu JAY f` 11-2-0 3.00 I 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= 125irph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type= Encl L= 57.3 ft W= 38.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI 1- 2 -3666 0.58 2- 3 -4208 0.62 3- 4 -5964 0.37 4- 5 -6627 0.40 5- 6 -6627 0.40 6- 7 -5965 0.37 7- 8 -4209 0.61 8- 9 -3667 0.58 6X8 ..BC ... FORCE ... CSI 18-17 3281 0.61 17-16 3408 0.62 16-15 3995 0.44 15-14 5965 0.63 14-13 5965 0.63 13-12 3996 0.44 12-11 3408 0.62 11-10 3281 0.61 TI: B QTY:1 ==============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 0 3.00 T 04-3 4-0-3 �L 080 10 1 / F6 15 14 13 1306# 8.00" 1-1-9 38-0-0 COSi�iT1107) A ES (12) 2X4 EXCEPT AS SHONN I PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 112 li 70 1306# 8.00" 1-t-9 scale = 0.1664 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: AK Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: B CONTRACTOR. Dsgnr: ECH Cl►k: Date: 10-05-02 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psf DurFae - Lbr: 1.25 SANFORD, FL. 32771 Bracing shown oil this drawing Is not erection bracing• wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing TC Dead 7.0 psf DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 A- 1. fun- lat faeral support of Iruss members only 10 reduce buckling length. IRo\islons roust be BC Live 0.0 psf O.C. Spacing: 24.0" TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations detennined by the building designer. Additional bracing of the metal) structure may be required. (See HIB-91 ofTpn. BC Dead 10.0 psf Design Criteria: TPI LICENSE #0050068 D'rass Plate Institute. TPI. Is located at 583 D'Onofrio Drive. Ni dison. Wisconsin 53719). 1 COC1e DBSC. FLA ZOOS VANNF3sA URU\9EW.F'La27GG TOTAL 33.0 psf I V:09.05.02- 731 1- & Design: Marrir Analysis JOB PA77I: C:ITEE-LOKUOBSIROAKJ fICS: 08.20.02 DESIGN INFORMATION This design is for an individual budding component and has been based on information pmvide.d by [be client. The designer df-Wnas 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 cortectnns 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 fabrtta- 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 pvt of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the budding designer, the dnfgn loadings shown Zest be checked to to sure that the data shover In agreement with the local budding codes, local climatic records for wind or snow loads. Project speedi©tions or special applied loads. Unless shown, Inca has not been de -sip led for storage or occupancy loads. TTnc design assumes compresslon chords (top or bottom) are conthm- oasly braced by sheathing unless OtlenWe specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid telling, they should be braced at a maximum spacing of 10--0- o.e. Connector plates shad be manufactured from 20 gauge hot dipped gahanUcd steel meeting ASf•M A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fnbHetilon. the fabrintor shall review this drawing to verify that this drawing is in conformance with the tabri©toes plans and to realize a continuing responsibility for such verl- fltatiun. Any discrepancies are to be put in waling before cutting or fabrication. Plates shall not be Installed Over knothales. knots or distorted grain. Members shall be cut for light (filing wand to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shad be sync. about the Joint unless Otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6a8 plate is fi wide x 8' long. Slots (holes) roes parallel to the plate length specified. Double cuts on web members shall med at the cenlrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be mcreased for .cnam hand - Wig 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 Ad bracing anti erection reconuneodauons are to be followed In accordance with "Handling InslaWng A Bracing", [1I3-91. 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 it, a straight and plumb pas- ltlon and for resisting lateral forces stall be designed and msmlled by others. Careful hand- ling ti essential and -11- bracing b always required. Normal precautionary action for hisses 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 tnus- Professional advice shad be sought if needed. Concentration of conslrucuon Inds greater than the design loads shall not be applied to muses at any time. No Inds other than the welght of the erectors shag be applied to trusso unit] after all fastening and bracing is comp 'led. JB: R0=.NQKE;K..3 AC: 10# UPLIFT D.L. VJO: ROAK3 WE: TI: B1 61TY:3 TOP' CHORDS:': 2x4`- SP #2 [): Plate(s)' OFFSET from joint center. The 2x8 SP #2 2,3 ___Joint Locations= Joint Detail Report must be included 1) 0- 0- 0 B) 30- 8- 0 15) 19- 1- 6 BOT CHORDS: 2x6 SP #1 D with any submittal, inspection, and/or 2) 4- 1- 4 9) 33- 9- 3 16) IS- 1- 5 2x8 SP #1 D 3,4 fabrication documentation. 3) 7- 4- 0 10) 38- 0- 0 17) 8- 8- 1 WEBS: 2x4 SP #3 MULTIPLE LOADS -- This design is the 4) 8- 9- 7 11) 38- 0- 0 18) 7- 0- 0 2x4 SP #2 6,12 composite result of multiple loads. 5) 15- 1- 5 12) 33- 9- 3 19) 4- 1- 4 _ 2x10 SP #2 9 All COMPRESSION Chords are assumed to be 6) 19- 1- 8 13) 30- 0-12 20) 0- 0- 0 3-PLY TRUSSI fasten w/3"x 0.120" nails in continuously braced unless noted otherwise. 7) 22-10-11 14) 22-10-11 staggered pattern per nailing schedule: WndLod per ASCE 7-98, C&C, V- 125mph, TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft H- 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 TOTAL DESIGN LOAD EC ____________ epeat nailing as each ply is applied. Bld Type= Encl L= 57.3 ft W= 38.0 ft Truss Uniform PLF From PLF TO Distribute loads equally to each ply. in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf TC Vert L+D -46 -1- 1- 9 -46 39- 1- 9 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Impact Resistant Covering and/or Glazing Req BC Vert L+D -20 0- 0- 0 -20 38- 0- 0 Concentrated LBS Locat'on Support 1 987# TC...FORCE ... CSI ..BC... FORCE BC Vert ateL+D -2367 19- I. 8 Support 2 971# 1- 2 -4649 0.12 20-19 4115 0.20 MAX LIVE LOAD DEFLECTION: ---- MAX. REACTIONS PER BEARING IACATION----- 2- 3 -4685 0.12 19-18 4122 0.20 X-Loc Vert Horiz Uplift -Loc Type L/936 at JOINT #15 3- 4 -11248 0.12 18-17 6415 0.29 0- 4- 0 2466 -45 -987 PT4 L--0.47" D=-0.48" T=-0.95" 4- 5 -16635 0.26 17-16 11166 0.47 37- 8- 0 2513 0 -971 SOT H-ROLL MAX HORIZONTAL TOTAL LOAD DEFLECTION: 5- 6 -16609 0.26 16-15 19448 0.70 T= 0.361, 6- 7 -19836 0.29 15-14 16975 0.66 MAX HORIZONTAL LIVE LOAD DEFLECTION: 7- 8 -9858 0.23 14-13 16937 0.66 T= 0.18" 8- 9 -9182 0.32 13-12 7171 0.40 RMB = 1.15 9-10 -7742 0.22 12-11 6949 0.40 3-PLYS REQUIRED 7-4-0 23-4-0 1 2 4 7-0-0 5 6 7 9 1 6X8 6.00 1OX10 3X6 TGX8 IOX10 8X10 3X4 4-5-15 0-4-3 - 3X4 T 6X8 1Ox10 12X 12 0-4_3 4-0-3 4X6 3X4 [8X14 b 1-9-13 3X4 _ 6X 412 lU-8 4X6 I'3 12.00 1I 3 00 I_Of s-o 20 19 118 0 16 15 2466# 8.00" 1-1-9 cosdr3c�> A Es (s) 2x4 38-(-0 - EXCEPT AS SH01YN PLA7•ES ARE TL20 GA TESTED PER ANSI/'1•PI 1-1992367U 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.1`1.32766 Deign: Afdfrix Analysis 4 Ifll/1KIVINIU: 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. pxutai bracing ar slndlar bracing which is a part of the building dcafgn and which emit be constricted by the building designer. Bracing shown is;for lateral support of tnrsss members only to reduce buekgng length. Provlslons must be made to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bracing of the twe-U sit ucImt may be required. (See HID-91 oil'PII. frnsss Plate Institute. TPI, is looted al 583 D'Onafr i, Drive. Mudlsan. Wlseonsm 53719). JOB PATH: C:ITFE.L0KIJ08AR0AK3 Eng. Job: Dwg: Dsgw•: EC11 Chk: TC Live 16.0 psf rC Dead 7.0 psf BC Live 0.0 psf 13C Dealt 10.0 psf TOTAL 33.0 nsf �111 2513N 8 1-1-9 (R1-1-7) = 0.1664 Truss ID.- BI Date: 3-03-03 DurFac�- PIL 1.25 O.C. S acing: 24.0" DesignJCriteria: TPI Code [ esc: FLA tics: DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client- The designer disclaims any respomfbWly, for damages as a result of faulty or Incorrect hdunnallon, speclncatIons 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 responsibi ty or exercises no control with regard to fabnca- llon, handling, shipment and Installation of trusses. This truss has teen designed as an IndMdual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to to Incorporated as pan of the building design by n Build Ing Designer (registered architect or professional engineeri. When reviewed for approval by the building dcstgner, the design loadings shown most be checked to be sure that the data shown are In agreement with the local budding cafes, local clinalic records for wind or snow lards. project specillmtlons or special applied Imds. Unless shown, truss has not been designed for storage or occupancy Inds. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully bmeed laterally by a properly applied rigid ceiling, they should be braced at a maximums spacing of 19-0- o.c. Connector plates shall be manufactured from 20 gauge hot dipped gahanlzed steel meeting AMI A 653. Cmde 40. unless otherwlse shown. FABRICATION NOTES Prior to fabrication. the fabricator shad review this drawing to verify that this drawing Is In conformance with the fabrimlor's plans and to realize a continuing responsibility for such ven- flcation. Any discrepancies are to be put in writing before cutting or fabrication. Pkates shad not be Installed over knotholes. knob or distorted grain. Members shad be cut for tight fitting wool to wood tearing. Con- nector plates shall be. located on both faces of the truss with nails fully Imbedded and shad be sym. about the joint unless otherwise shown. A 5x4 plate Is 5- %life x 4- long. A 6.v8 plate is 6- wide x 8' long. Slots (holed run parallel to the plate length specified. Double cuts on web members shad meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand. [big and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Inforonatlon on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES NI bracing and erection recommendations are to be followed In accordance with "Handling Installing @ Bracing", HIB-91. Trusses are to be handled with f rtleular care during landing and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Itlon and for resisting lateral forces shad be designed and Installed by others. Careful hand- ling Is essential and erection bmeing 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 shad be under the control of persons experienced In the Iristallation of trusses. Professional advice shall be sought If needed. Concentration of construction lands greater than the design Imels shad not be. applied to trusses at any lhne. No lards other than the weight of the erectors shall be applied to trusses until after ad fastening and bmeing Is completed. JB: ROANOKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 2x6 SP #1 D 2,3 BOT CHORDS: 2x4 SP #2 2x6 SP #1 D 2,3 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHIDULE: Support 1 967# Support 2 1014# MAX LIVE LOAD DEFLECTION: L/855 at JOINT # 5 L=-0.51" D=-0.53" T=-1.04" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.57" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.28" 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= 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 1- 2 -3747 0.85 2- 3 -3875 0.77 3- 4 -4876 0.37 4- 5 -5324 0.38 5- 6 -5324 0.38 6- 7 -4877 0.37 7- 8 -3876 0.78 8- 9 -3748 0.88 -.BC ... FORCE ... CSI 16-15 3365 0.87 15-14 3574 0.51 14-13 4953 0.58 13-12 4953 0.58 12-11 3575 0.51 11-10 3366 0.87 TI: C 9TY:2 ======-=======Joint Locations========_______ 1) 0- 0- 0 7) 29- 4- 0 13) 19- 0- 0- 2) 4- 6-11 8) 33- 5- 5 14) 13-10- 0 3) 8- 8- 0 9) 38- 0- 0 15) 8-11-11 4) 13-10- 0 10) 38- 0- 0 16) 0- 0- 0 5) 19- 0- 0 11) 29- 0- 5 - 6) 24- 2- 0 12) 24- 2- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1306 107 -967 BOT PIN 37- 8- 0 1306 0 -1014 BOT H-ROLL 6X12 4X6 8X10 der, ivl11 1,3Ac 11-2-0 -c� 3.00 I 0-8 io 115 14 1.3 1306# 8.00" 1-1-9 COS(�� 6) ,A ES (12) 2X4 38-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 yANNESSA Dm.0vIED0.FI_2700 Dtsirn: Afmrir Anolvdr WAKNIN(a: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: nmcIng shown on this d-Ing Is not erection bracing, wind bmeing. Pont bracing or shrill., brachig which Is a pan of the building design and which must be considered by the budding designer. Bmchng shown Is for Literal support of truss members onh• to reduce buckling length. Prt Wons must be made to anchor lateral bracing at ends and speclned lomllons determined by the budding designer. Additional bmeing ofthe overall structure may be requred. (See I LIB-91 of TPI). ffross Plate Institute. TPI. is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). MID Pe'rrl. /-river ,..vi .. ...... ...... . 4-8-3 0-4-3 1 �L 3X8 V 1 3.00 080 8-3-11 I. 1306# 8.01j0"" I (R1-1-7) scale = 0.1664 Eng. Job: I( Dwg: Truss ID: C Dsgnr: ECE1 Cldc: Date: 10-05-02 TC Live 16.0 psf DurFae - Lbr: 1.25 TC Dead 7.0 psf DurFae - PIt: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.() Pr Design Criteria: TPI Code Desc: FLA TOTAL 33.0 nsf v•no nc no '7'211c <. TICS: 08.20.02 id: ROANOKE K 3 AC: 104 UPLIFT D.L. WO: ROAK3 WE: TI: D 9TY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 [] : Plate(s) OFFSET from joint center. The ==============Joint Locations==_____________ 'nits design Is for an Individual budding 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 by the client. The designer dtscbahns 2x4 SP #2 6 fabrication documentation. 3) 10- 0- 0 9) 38- 0- 0 15) 5- 6-13 any responslbWty, for damages as a result of faulty or incorrect Information. specifications 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 and/or designs furnished to the truss designer continuously braced unless noted otherwise. composite result of multiple loads. 5) 22- 0- 0 11) 27- 8- 5 by the rllent and the coneetiess or accuracy WndLod per ASCE 7-98, C&C, V= 1251rph, 6) 28- 0- 0 12) 22- 0- 0 _ - Ifthislnformationasumayrelatetoaspe- PROVIDE UPLIFT CONNECTION PER SCHEDULE: H- 15.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 ----MAX. REACTIONS PER BEARING LOCATION----- ciflc project and accepts no responsibility or Support 1 969# Bld Enel L= 57.3 ft W= 38.0 ft Truss X-Loc Vert Horiz Uplift Y-Loe lion.exerhes no control with regard tallabrica- Lion, handling, shipment and Installation of Support 2 1016# PPo in INTzzone, TCDL= 4.2 psf, BCDL= 6.0 psf p 0- 4- 0 1306 111 -969 BOT PIN 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/TPI1-1995and NDS•97tobeincorporated L=-0.45" D=-0.46" T=-0.91" ..TC...FORCE ... CSI ..BC...FORCE ... CSI as Irart of the building design by a Building MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -3932 0.67 16-15 3546 0.75 Designer (registered architect or professional engIneed reviewed for anal by T= 0.49" 2- 3 -3807 0.64 15-14 3606 0.76 signsArlien lea budding designer, the design IoadIngy shown n MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -4359 0.73 14-13 3483 0.54 must be checked to be sure that the data shown T= 0.24" 4- 5 -4375 0.66 13-12 4400 0.73 are In agreement with the local budding codes. 5- 6 -4376 0.73 12-11 3485 0.56 local climatic. records for wind orsnow loads. RMB = 1.15 6- 7 -3809 0.65 11-10 3607 0.76 p les specifications has snot b n delipplied nedfloads Unless shown, truss has not been designed for 7- 8 -3932 0.69 10- 9 3546 0.75 storage or occupancy loads. The design assumes compression chords (lop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid celltng, they should be braced at a maxinmm spacing of 10'-O- o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvartl-d steel nieetmg ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shad review this drawing to verify that this drawing Is In conformance with the fabricator's plans and to realize a continuing responslblhty for such vert- ficatlon. Any discmpancles are to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots of distorted gmin. Members shad be cut for tight filling wood to wood bearing. Con- nector plates shall be located on both faces of the trusswith -its fullyImbedded and shall be syrn. about the Joint unless o0erwtse shuwn. A 5x4 plate is 5- wide x 4' long. A 6x8 plate ts 6" wide x 8" long. Slots tholes) run lxamdel to the plate length specified. Double cuts on web members shall meet at the emtrold of the webs unless otherwise shown. Connector plate sizes are minbnum 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/M 1-1995 PRECAUTIONARY NOTES AB bracing and erection recommendations arc to be followed In aetordanee with -Handling Installing A Bracing-. FIIB-91. Trusses are to be handled with Particular care during banding and bundling, delivery and Installation 1" avoid damage. Temporary and permanent bracing far 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 bmcing during irslall.11- between trusses to avoid toppling and domtnoing. The supervision of truserccllon of trusses shad b e under the control of perwns experienced in the Installation of ses. Professional advice shad 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 bmcing is completed. 10-0-0 18-0-0 10-0-0 1 2 4 S 7 8 6.00 Q T 5X8 3X4 2X4 SX8 5-9-15 0-4-3 le 11-2-0 3.00 I 0-8 3.00 5-4-3 0-4-3 080 11 9-7-11 11 174-10 9-7-11 15 14 13 12 11 10 91 1306N 8.00" 1306N 8.00" 1-1-9 38_p_p 1-1-9-9 COSI�{�46) A ES (12) 2X4 (I R1-I.7) EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSI/TPI 1-1995 scale = 0.1664 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: : R (Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: D CONTRACTOR. BRACING WARNING: Dsgnr: ECH Cbk: Date: 10-05-02 TIC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARONDA WAY SANFORD. 1-1_. 32771 Bracing shown on this dnwtng ts not emellon bracing, wind bracing, Ixrnal bracing or shnilar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 which ts a part oI the budding design and which must be considered by the building designer. Bracing shown I, for lateral support oft- memhers only to reduce buckling length. Rovisions nest be BC Lh-e 0.0 psf O.C. Spacing: 24.0n TOMAS PONCE P.E. made to anchor lateral bmcing at ends and specified locations determined by the budding designer. Additional bracing of the ovemd structure may be required. (See IIIB-91 of TPI). BC Dead 10.0 sf P- Design Criteria: TPI LICENSE #0050068 frmss Plate Instllute. TPI. Is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). Code Dese: F LA 1005 VANNESSA DROVIEtrD.Fl-32766 TOTAL 33.0 psf V:09.05.02- 7327- 6; --gn: Armrrr nntuysts JOH PAfll: CAILI WKUOBSIR0,1K.t 11CS: 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 buss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be. checked to be sure that the data shown are In agreement with the local building codes, lord climatic records for wind or snow loads, Project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceNng. they should be braced at a maxhnum spacing of 10'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped gahanlzed steel meeting ASTM A 653, Gradc 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 conWhuing responsibility for such vrrl- Bcalion. Any discrepancies are to be put In writing before cutting or fabrication. PL tes shall not be Installel 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 truss the with nails fully Imbedded and shall be sym. about thejolnl unless otherwise shown. A 5.4 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 minlmum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated Iwnber unless otherwise shown. For additional mfomnatlon on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All brachug and erection-i-endallons are to he followed In accordance with "Handling Installing & Bmcing-. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Insallation 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 ereellon bracing Is always required. Norma precautionary action for trusses requires such temporary bracing durtng Installation between trusses to avoid toppling and donhmoing. The supervision of erection of busses 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 lauds shall not be applied to trusses at any time. No loads other than the weight of the ""iom shall be applied to trusses until after all fastening and bracing I. completed. JB: ROANOKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 2x6 SP #2 2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 4,6 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 968# Support 2 1015# MAX LIVE LOAD DEFLECTION: L/999 L=-0.37" D=-0.38" T=-0.74" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.45" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.22" RMB = 1.15 T 6-5-15 0-4-3 WO: KOAK3 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= 1251rph, He: 15.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 57.3 ft W= 38.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -3972 0.70 14-13 3586 0.72 2- 3 -3694 0.64 13-12 3631 0.72 3- 4 -4167 0.50 12-11 3401 0.55 4- 5 -4167 0.50 11-10 3401 0.55 5- 6 -3694 0.64 10- 9 3630 0.72 6- 7 -3971 0.73 9- 8 3585 0.72 TI: E QTY:2 ==============Joint Locations==========__=_= 1) 0- 0- 0 6) 31- 9- 3 11) 19- 0- 6 2) 6- 2-13 7) 38- 0- 0 12) 11- 7-11 3) 11- 4- 0 8) 38- 0- 0 13) 6- 2-13 4) 19- 0- 0 9) 31- 9- 3 14) 0- 0- 0 5) 26- 8- 0 10) 26- 4- 5 _ ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1306 114 -968 BOT PIN 37- 8- 0 1305 0 -1015 BOT H-ROLL 114-0 1J=1-0 114-0 1 2 4 6 7 6X12 3X4 6X12 ie 11-2-0 gl 3.00 I 0-8-0 I 1 3.00 6-0-3 0-4-3 080 1 (0-11-11 14-8-10 10-11-11 1 13 1 l l 10 9 81 1306# 8.00" 1-1-9 1306# 8.00" 38-0-0 jw 1 19 cost ATEs (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 VANNFSSA DR0VIED0.FL32766 Design: Marrir Awrlvsis WAKININ(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 shnila, 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. Pros1si.- must he made to anchor lateral bracing at ends and specified locatlons determined by the building designer. Additional bracing of the overall structure may be required. ISee IIIB-91 of TPI(. (Truss Plate Institute, TPI, is lo.aleul at 583 D'Onofdo Drive., Madison. Wisconsin 537ID). JOB R4TH: C':ITEF.--I.OKUOBSIROAI:? Eng. Job: DNvg: Dsgnr: ECH Chk: WO: ROAZI 3 Truss ID: E Date: 10-05-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Plt: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" 13C Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 7332- 7( 11 CS. al.20.02 JB: ROANOKE K 3 AC: 10# UPLIFT D.L. WO: ROAK3 WE: TI: F QTY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the et=============Joint Locations===========____ This design is for an Individual bu8ding 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 on Information 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 ellenl.The designer diselalnls2x4 any for damages as a result of WEBS • SP #3 continuous) braced unless noted otherwise. 3) 12- 8- 0 8) 38- 0- 0 13) 6-10-13 y or insibilityco-t faulty or incorecl information. specifications 2x4 SP #2 4, 6 WndLod per ASCE 7-98, C&C, V= 125 h, P lip 4 19- 0- 0 ) 9 31- ) 1- 3 14 ) 0- 0- 0 and/ordesigm 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--- Ifthisthis Information as It may relate to a spe• Support 1 967# in INT zone, TCDL= 4.2 psf, BCDL= 6.0 P psf Vert X0- Ho117 Uplift Y-Iroc Type cific project and accepts no responsibility or Support 2 1014# Iapact Resistant Covering and/or Glazing Req 4 0- 4- 0 1305 117 -967 HOT PIN -15cs no control with re regard to Installation lion, handling, shipment and insmllauon of MAX LIVE LOAD DEFLECTION: 37- 8- 0 130$ 0 -1014 BOT H-ROLL trusses. This truss has been designed as an L/999 .. TC... FORCE... CSI ..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/TPI1-1995andNDS-97tobeincorporated MAX HORIZONTAL TOTAL LOAD DEFLECTION: 2- 3 -3536 0.66 13-12 3648 0.70 as pan of the building design by. Budding T= 0.45" 3- 4 -3699 0.42 12-11 3234 0.50 Desengigner (registered archdl fo a professional engineer). when reviewed for approvalIt' by the MAX HORIZONTAL LIVE LOAD DEFLECTION: 4- 5 -3699 0.42 11-10 3234 0.50 building designer, the design lmdmgs shown T= 0.22" 5- 6 -3536 0.67 10- 9 3648 0.70 must be checked to be sure that the data shown 6- 7 -3999 0.76 9- 8 3614 0.71 are In agreement with the local building toles. RMB = 1.15 local cllnalic records for wind or snow Inds, project specifications or special applied Inds. Unless shown, truss has not been designed for storage or occupancy Inds. Tlic design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom churds in tension are not fully bmced laterally by a properly applied rigid ce6dng. they should be braced at a -Inlum spacing of 10'-0" o.e. Connector plate shall be manufactured from 20 gauge hot dipped gahanlzed steel in"Ung ASITt A 653. Gmde 40. unless othenvise shown. FABRICATION NOTES Prior to fabrientlon. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to calve a continuing resfwnsdbWty for such veri- fication. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes. ..is or distorted grain. Members shall be cut for light filling wood to woad bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be. syrn. about lhejolnt unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A 6x8 plate is 6" wide, x 8" long. Slots (holes) rim parallel tin the pone 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 Increaseil for certain hand- ling and/or ereolon stresses. This truss Is not to be fabricated with fire reLurdant treated lumber unless otherwise shown. For additional Infomtatlon on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed It accordance with "Handling 1-t.Utng & Bracing". HIB-91. Trusses are to be handled with particular care during banding and bundling• delivery and Insmllation 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 [.tailed by others. Careful hand- ling is essential and erection bracing is allays rapilrrd. Normal precautionary action for trusses requires such temporary bracing durtng Wtallation between trusses to avoid topp't and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In Uie inslallaLion of trusses. Professional advice shall be sought If needed. Concentration of construction Inds greater I ban the design Inds shall not to applied to trusses at any time. No im ds other than the weight of the erectors shall be applied to I- until after all fastening and hracing Is completed. 7-1-15 0-4-3 12-8-0 12-8-0 12-8-0 1 2 4 6 7 F6.00 -6 0000 r 11-2-0 E, 3.00 I 6X12 3X4 6X12 3.00 T- 6-8-37 0-4-3 0-8- F*�I080 IL 12-3-11 12-0-10 12-3-11 13 12 11 10 9 gl 1306# 8.00" 1306# 8.00" 1-1-9-1 L {r1r7) •ES 38-0.0 cosK A (12) 2x4 (I Rl_1_7) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 14995 scale = 0.1664 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: A (M!!aronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: I Truss ID: F CONTRACTOR. BRACING WARNING: Dsgar: ECII Chk: Date: 10-05-02 TIC Live 16.0 psr DurFae - Lbr: 1.25 4005 MARON DA WAY SAN FORD, FL. 32-j Bracing shown on this drawing is not erection bracing. wind bracing, portal bracing or similar bmelog TC Dead 7.0 psf DurFae - Pit: 1.25 407 321-000pI Fax 407 321-39i3 () ( ) whlrh is a part of the budding design and which must be considered b_v the building designer. Bracing shown Is for lateral support of truss members only to reduce buckling 1-91It. Provisions most be PPo BC Live 0.0 psf n O.C. Spacing: 24.0 TOMAS PONCE P.E. made to anchor latent bracing at ends and specified Ioctdions determined by the building designer. Additional bracing of the overall structure may be required. (See IIIB-91 of TPl). BC Dead 10.0 f Ps Design Criteria: TPI LICENSE. #0050068 rrruss Plate Institute. TPI. Is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719). Code Desc: FLA I005 VArtN SSA DR.OVIFWXI-3271.36 I To rAL 33.0 psf V:09.05.02- 7333- 71 uoign: marrzr Amrlyslit JUH PAIII: ( AILL-LUAU0115IROAA3 TICS: 03.20.02 JB: ROANOKE K 3 AC: 10# UPLIFT D.L. WO: ROAK3 WE: DESIGN INFORMATION This design is for an individual budding component and has been based on bifornation provided by the client. The designer disclaims any rsportsibWty, for damages as a result of faulty or incorrect Information. speclflpuons and/or designs furnished to the truss designner by the client and the correctness or accuracy of this Information as It may relate to a spe- cific project and accepts no rsponsibWty or exerclses no central with regard to fabrim- tion, handling, shipment and Installation of trusss. This truss has been designed as an Individual building component In accordance with ANSI/-IPI 1-1995 and NDS-97 to be Incorporated as part of the building design by. Building Designer (rcglstered archllecl or pmfeislonal englneed. When reviewed for approval by the building designer, the design loadings shown must b: checked to be sure that the daur shown arc In agreement with the lord budding cods. 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 idly braced laterally by a properly applied rigid welling, they should be braced at a naxbnum spacing of 10'-W o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTIt A 653. Cmde 40. unless otherwise shown. FABRICATION NOTES Prior to fabncation, the fabricator shall review this drawing to veAfy that this drawing is in conforuance with the fabricators plans and to realize a continuing rsponsib8lty far such verl- Bcallon. Any discrepancies are to be put In writing before cutting or fabrication. Plats shall not be Installed over knotholes. knots or distorted grab. liembers shall be cut for light fitting wood to wood bcrrulg. Con- nector plates shall be located on loth faces of the truss with nails fully imbedded and shall be sym. about lire 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 w^eb members shall meet at the cenlroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shower and may need to be bcteased for certain hand- ling and/or erection st resss. This truss is not I. be fabricated with fire retardant treated lumber unless otherwlsc shown. For additional Infomrauon on Quality Control refer to ANSI /TPI 1-1995 PRECAUTIONARY NOTES Ad bracing and erection rccommendatlons arc to tie followed In accordance with 'Handling Installing 6 Bracing-. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and pennanent bracing for holding trusses In a straight and plumb pos- Itlon and for -fisting lateral forces shill be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precaut-lorary action for trusses requires such tempomry bmcing 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. Professlonal advice shall be sought If needed. Concentration of construction loads greater than the design la,ids shall not be applied! to trusses al any thee. No Imds 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 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 946# Support 2 992# MAX LIVE LOAD DEFLECTION: L/999 L=-0.44" D=-0.45" T=-0.89" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.61" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.30" RMB - 1.15 7-9-7 0-4-3 0-8 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, Rzt= 1.0 Bld Type= Encl L= 57.3 ft W= 38.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI 1- 2 -3800 0.74 2- 3 -3756 0.68 3- 4 -3277 0.60 4- 5 -3205 0.54 5- 6 -3205 0.54 6- 7 -3278 0.62 7- 8 -3757 0.69 8- 9 -3801 0.77 ..BC ... FORCE ... CSI 16-15 3415 0.98 15-14 3436 0.86 14-13 2970 0.61 13-12 2971 0.61 12-11 3437 0.86 11-10 3416 0.98 TI: G QTY:1 ======___=====Joint Locations=============== 1) 0- 0- 0 7) 28- 6-14 13) 19- 0- 6 2) 4-11- 5 8) 33- 0-11 14) 14- 3- 0 3) 9- 5- 2 9) 38- 0- 0 15) 7- 2- 3 4) 13-11- 0 10) 38- 0- 0 16) 0- 0- 0 5) 19- 0- 0 11) 30- 9-13 _ 6) 24- 1- 0 12) 23- 9- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1305 117 -946 BOT PIN 37- 8- 0 1305 0 -992 BOT H-ROLL 13-11-0 10-2-0 13-11-0 1 2 3 5 7 8 9 0 5X8 2X4 5X8 G. 11-2-0 �i 3X8 3.00 1 -3.00 13-7-0 9-6-0 13-7-0 11 15 14 13 1 11 0 1-1-9 1306# 8.00" 1306# 8.00" 38-0-0 1 _ v cosd?A S (l2)XrR1-1 -7) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1664 WAKNINU: READ ALL NOTES ON THIS SHEET. Eng. Job: q LMaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D`�'g: Truss ID: G CONTRACTOR. BRACING WARNING: Dsgnr: ECII Chk: Date: 10-05-02 4005 MARON DA WAY TIC Live 16.0 psf DurFae - Lbr: 1.25 SANFORD, FL. 32771 Brarbg shown on this drawing Is not ere tlon brur.mg, wind bracing, portal bracing or slmily bracing which Is a yri of the budding design and which must be considered by the budding designer. Bracing TIC Dead 7.0 psf DurFac - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 shown is for leteml support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C.Spacing: 24.0" P 9• TOMAS PONCE P.E. made to nnrhor lateral bracing at end and specified locations determined Iry the budding designer. Addilloralbracing ofthe ovemdstructure ,maybereclulred. IS"HIB.9lofTpll BC Dead 10.0 psf Design Criteria: TPI g LICENSE #0050068 rrruss Plate Institute, TPI, is located at 583 D'Onotrio Drive. Madison. Wisconsin 53719). Code Desc: FLA 1005 VANNESSA DILOVIED0.FL32766 TOTAL 33.0 psf V:09.05.02- 733A- 7: ..��s,.. ,.•W•, �• - rarer. l.:11tX-LI/AUL/1fJVlUAAJ HCS.• 08.20.02 DESIGN INFORMATION This design Is for an individual budding component and has been based on Infomlallon provided by the client. The designer disclaims any responsibility for damages as a resu11 of faulty or Incorrect information, speciflotlons and/or designs fumishnl to the truss designer by the client and the corcctihess or accuracy of this Wor .1-1- as It may relate to a spe- cific project and accepts no responsibility or exerebes no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This truss has been designed as an indhidafil bullding component In accordance with ANSI/TPl 1-1995 and NDS-97 to be incorporated as pan of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the budding designer, the design loadings shown most 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. Urd-s shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords pop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension arc not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maxinwn 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 confomance with the fabricator's plans and to reallm a continuing responslbWty for such ven- neation. Any dtscrepancles are to be put in writing before culling or fabrication. Pines shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- neelor plates shall be located on both faces of the truss with neib fully Imbedded and shall be sym. about the Joint unless otherwise shown. A Sx4 plate is ;i wide x 4' long. A 6x8 plate Is G' wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on wtb members shall meet at the cenlrold of the webs unless otherwise shorn. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- ing 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/TYI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations arc to be followed in accordance with "Handling Installing & Bracing% HIB-91. Trusses are to be handled with Particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos. Ilion and for resisting lateral forces shall be designed and Installed by others. Careful hand. ling Is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons expericnced In the Installation of lasses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design Toads shall not be applied to trusses at any time. No loads other than the weight of Itie erectors shall be applied to masses until after all fastening and bracing is completed. JB: ROANG;�Ic K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 MULTIPLE LOADS -- This design is the composite result of multiple loads. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 486# Support 2 592# MAX LIVE LOAD DEFLECTION: L/999 L=-0.05" D=-0.05" T=-0.10" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.06" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" RMB = 1.15 7-1-15 0-4-3 WO: ROAK3 WE: [): Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any subltittal, 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 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 -968 0.31 10- 9 807 0.29 2- 3 -1676 0.42 9- 8 1161 0.35 3- 4 -962 0.33 8- 7 1361 0.40 4- 5 -1000 0.41 7- 6 840 0.32 TI: H 9TY:3 = --==--======Joint Locations=============== 1) 0- 0- 0 5) 19- 4- 0 9) 7- 0- 6 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- 0 697 162 -486 BOT PIN 19- 2- 8 682 0 -592 BOT H-ROLL 12-8-0 6-8-0 1 2 3 5 0 i- 4-10-0 12.00 I 4X6 Q 0-4-3 T 3-0-0 1 3-8-3 7-0-0 il 3-0-0 1 94-0 10 ' 7 6 697N 8.00" 1-1-9 683# 3.00" 4 19 -0 �1-1-9 COSM -A, �' A ES (4 2X4 EXCEPT AS S11OWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2933 Cmaronda Systems 4005 MARONDA WAY SANFORD. Ff.. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDOXI-32766 Design: Afmrir Anahsis WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bmetng shown on this drawing Is not erection bracing. wind bracing, portal bracing or sioula, 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 nembers only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified I -Lions detemhined by the building designer. Additional bracing of the rntrall structure may the required. (Sec HIB-91 of TPI). frmu Plate Institute. TPI. Is located at 563 D'Onofra Drive. Madison. Wisconsin 53719). !OR P.4TH: C.I'TEr-LOA'VOB.9ROAK3 Eng. Job: Dwg: Dsgar: ECH Chk: TIC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf 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 11CS: 08.20.02 DESIGN INFORMATION This design Is for an individual budding component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect InfonnatIon, specifications and/or designs fumished to the truss designer by the client and the correctness or accuracy If this information as It may relate to a spe- cmc project and accepts no responsibility or exercises no control with regard tin 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 cl—ked to be sure that the data shown arc in agreement with the local building codes. local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, Iniss has not been designed for storage or occupancy loads. The design assumes compression chords hop or bottom) are mntlnu- 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 gahantzed steel meeting ASPM A 653, Gradc 40. unless otherwise shown. FABRICATION NOTES Prior In fabrication, the fabricator shall review this drawing to verify that this drawing Is in conforinance with the fabricator's plans and to realize a continuing responsibility for such verl- ficallon. Any disempancles art to be put In willing before culling 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 healed on both faces of the truss with nails fully bnbedded 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 pimllcl to the plate length specified. Double cuts on web members shall meet It the centrold of the webs unless otherwise shown. Connector plate sizes are minlnnum sizes based on the forces shown and may need to be increased for certain hand- [Ing and/or erection stresses. This truss is not to be fabricated with fire relanlant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TP] 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with `IlandWhg Installing & Bracing-IIIB-91. Trusses are to be handled with part icular care during banding and bundling, delivery and installation to avoid damage. Tnnporary and pemhanent bracing for holding trusses in a straight and plumb pos- IIlon and for restating lateral forces shall be deslg cd and Installed by others. Careful hand- ling is essential and erecUon bracing is always required. Nonnal precautionary action for trusses requires such temporary bracing duMg installation between trusses to avoid toppling and dominoing. The supervision of erection of busses shall be under the control of persons experienced In the installation o! trusses. Professlonal advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied Ica trusses at any Irma. No Inds other than the weight of the erectors shall be applied Ica trusses until after all fastening and bracing Is completed. ROANOKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 MULTIPLE LOADS -- This design is the composite result of multiple loads. 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 WO: ROAK3 WE: [1: Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type= Encl L= 57.3 ft W= 19.3 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC...FORCE... CSI ..BC ... FORCE ... CSI 1- 2 -466 0.48 10- 9 363 0.31 2- 3 -374 0.50 9- 8 527 0.19 3- 4 64 0.24 8- 7 241 0.26 4- 5 75 0.38 7- 6 -7 0.34 TI: HI 9TY:2 _____==_======Joint Locations=============== 1) 0- 0- 0 5) 19- 4- 0 9) 7- 0- l) 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 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# 12-8-0 6-8-0 1 2 3 5 0 ie-- 5-3-0 4i 12.00 I 110 456# 8.00" 1�-1-9 COS'NI&K.' ES (8 3X4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Ions VANNP A Dn-0Vn:-1-32ira; 4X6 684# 8.00" 194-0 C/L: 12-0-0 1-1995 Over 3 Supports M 280# 3.50" WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Divg: CONTRACTOR. Dsgnr: EC11 Chk: BRACING WARNING TC Live 16.0 psf Bracing shown on this drawing is not erection bracing, wind bracing, pornl bracing or similar bracing TC Dead 7.0 psf which Is a pan of the building design and which must be considered by the building designer. Bracing shown is for Literal support of truss members only to reduce buckling length. Provisions must be 11C Live 0.0 psf made to anchor lateral bracing at ends and specded locations determined by the building designer' Additional bracing of the oeracc ll structure may be required. ISIIIB-91 of TPI). BC Dead ea 100 sf .P• IT-" Plate Institute. TPI, is located at 583 I'Onolrin Drive. Madison. Wisconsin 537IV). TOTAL 33.0 3-8-3 0-4-3 T 3-0-0 1 scale = 0.2933 Truss ID: H 1 Date: 10-05-02 DurFac - Lbr: 1.25 Durfac - PIt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA ova —1 L.:111_'L:-1AJAUUff.)IKUAA.f 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 dlsclalms any responsibility for damages as a result of faulty or incorrect Information, specifications and/or designs furnished to the truss dr-signer by the client and the correctness or accuracy of this Information as It may retire 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 mdlvidual building component in accordance with ANSI/TPI I-1995 and NDS-97 to be incorporated as part of the bulld'Rmg design by a Building Designer (registered architect or professional engacerl. µ'(ten reviewed for approval by the building designer, the design Inadhngs shown must be checked to be sure that the data shown arc in agreement with the local building codes. local climatic records for wind or snow Inds. p Jecl specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords Bop or bottom) are contlnu- ouslv braced by sheathing unless otherwise specified. µlire bottom chords in tension are not fully braced laterally by a properh• applied rigid ceWng, they should be braced at a —fintun 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 Ihls drawing is In confomnance with the fahricnl Ws plans and to realize a continuing responslbWty for such ven. fication. Any discrepancies are to be put In writing before cutting or fabricallon. Plates shall not be installed over knotholes, knots or distorted grain. Maulers shall be cut for tight fitting wood to woof bearing. Con- -tor plates shall be located on both faces of the truss with nails fully Imbedded and shall be syrn. about the Joint unless otherwise shown. A Sx4 plate Is 5' wide x 4' long. A 6x8 plate is 6- wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the ecntmid of the weirs unless otherwise shown. Connector plate sizes are minimum sizes Iased on the forces shown and may need In be Increased for certain hand- ling and/or erection stress. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Infonnatlon on Quality Control refer to A.NSI/TM 1-1995 PRECAUTIONARY NOTES All bracing and erection reconunendatlons are to be followed in accordance. with "Handling Installing & Bractngs. I116-91. Trusses arc to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Ternporary and permanent bracing for holding trusses In a straight and plumb pos- Itlon and for restating lateral forces shall be designed and Installed by others. Careful hand- bng is essential and erection bracing is allays required. Nornal precautionary action for trusses requires such temporary bracing during Installation between buses to avoid lopping and dominoing. The supervislon of erection of trusses shall be under the control of persons experienced In the installation of trusses. Professlonal advice shall be. sought if needed. Concentration of construction loads greater than the d-tgn loads shall nor be applied to trusses al any thee. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: ROANOKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 GABLE STUD: 2x4 SP #3 MULTIPLE LOADS -- This design is the couposite 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, Rzt= 1.0 Bld Type= Encl L- 57.3 ft W= 19.3 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D=-0.01" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" WO: ROAK3 WE: 2X4 TRANSVERSE BRACING nailed flat to edge of web with 12d nails at 8" o.c. TRANSVERSE BRACING to extend for center 80% of length. [1: Plate(s) OFFSET from joint center. The Joint Detail Report (mast be included with any submittal, inspection, and/or fabrication documentation. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 236# ..TC... FORCE...CSI ..BC ... FORCE ... CSI 1- 2 -466 0.48 10- 9 363 0.31 2- 3 -374 0.50 9- 8 527 0.19 3- 4 64 0.24 8- 7 241 0.26 4- 5 75 0.38 7- 6 -7 0.34 TI: H2 QTY:1 ======-=======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 6-8-0 l 2 3 1 5Ik is 5-3-0 -cal 12.00 110 456# 8.00" 1-1-9 GABLE ATES'(32) 2X4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407)321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 IOW VANNESSA DR.OVIEDOXI-32766 Design: Afafrlt Atojysis 4X6 684N 8.00" 194-0 C/L: 12-0-0 1-1995 Over 3 Supports WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not crcellon bracing. wind bracing, portal bracing or sMllar bracing which isa pan of the building design and which must be considered by the bulldmg dmigpca Bracing shown is for blend support of truss i embers only to redure buckling length. provisions must he made to anchor lateral bracing at ends and specified locations delennim d by the budding designer. Additional bracing of the overall structure may he required. (See 11I13-91 of TPB. rTross plate Institute. TPI. is located at 583 D'Onofrio Drne. Madison. Wisconsin 53719)• JOB P,1771: CATEE-1.OK1JORSRO.4A'3 6.00 R 0-4-3 T 3-0-0 1 3-8-3 280# 3.50" 1 19 (R1-1-7) Studs a 2-0-0 o.c. scale = 0.2933 Eng. Job: D%vg: Dsgnr: ECN Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psr TOTAL 33.0 vsf Truss ID: H2 Date: 10-05-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA 11Cs: 08.20.02 JB: fv.;NOKE K 3 AC: 10# U10# UPLIFT WO: ROAK3 WE: TI: J 61TY:7 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the ==============Joint Locations=============== Thu, design is for an Individual budding BOT CHORDS: 2x4 SP #2 composite result of Iwltiple loads. 1) 0- 0- 0 4) 14- 2-12 7) 9- 8- 0 component and and has been based ne Info )aims rive cdfor The designer disclaims WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 5- 1- 4 5) 19- 4- 0 8) 0- 0- 0 n any respidedonsibility any responslbldtyTor damage cases result of continuous) y braced unless noted otherwise. 3) 9- 8- 0 6) 19- 4- 0 faulty or Incorrect information. specifications PROVIDE UPLIFT CONNECTION PER SCHEDULE: WndLod per ASCE 7-98, C&C, V= 125mph, ----MAX. REACTIONS PER BEARING LOCATION----- arnd/ordesignsfumishedtotiletrussdesigner 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 -681 BOT PIN of this Inforrnatlon as It may relate to a spe- MAX LIVE LOAD DEFLECTION: in END zone, TCDL- 4. 2 psf, BCDL= 6. 0 p psf 19- 0- 0 689 0 -722 BOT H-ROLL cNc project and accepts no responsibility or e en:� es no control with regard to fabric,- L/999 Inpact Resistant Covering and/or Glazing Req Ilan, handling, shipment and installation of L=-0.02" D=-0.02" T=-0.05" trusses. This lmss 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/TPI I-1995 and NDS-97 to be meorporaled MAX HORIZONTAL LIVE LOAD DEFLECTION: 2- 3 -755 0.33 7- 6 843 0.43 as part of the budding design by a Budding T= 0.01" 3- 4 -755 0.33 Designer (registered architect or professional engineer). When reviewed for ap;mwal by the RMB 1.15 4 - 5 1014 0.48 budding designer, the design loadings shown must be ch-ked to be sure that the data shown are tit agreernent with the local building tales• local climatic records for wind or snow lads. project specifications or special applied tads. Unless shown*truss has not been designed for storage or occupancy loads. The design assurnes compression chords (top or bottom) are conttnu- ously braced by sheathing unless 0 herwtse spect ied. Where bottom chords In tension are not fully braced laterally by a properly applled rigid ceiling. they should be braced at a 9-8_O maximum spacing of 10'-0- o.e. Connector 9-8-0 plates shad be manufactured from 20 gauge hot 1 2 dipped gahanlzed steel meeting ASTM A 653, 4 5 Grade 40. unless otherwise shown. ' 0 —� -6.00 FABRICATION NOTES Prior to fabrication. the fabricator shad review this drawing to verify that this drawing Is In conformance with the fabricator's plans and to c realize a ontlnumg responsibility for such veri- flatlon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shad not to Installed over knothole.,. knot, or dL,tnrted gmin. Memberssimd to cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the Iniss 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 cenlmid of the webs unless otherwise shown. Connector plate sizes minhnurn size based on the forcesshown and may need to be Increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI I -1995 PRECAUTIONARY NOTES All bracing and erection reconu endations are to be followed In accordance with "Handling Installing A Bracing'. 11111-91. Trusses are to be handled with parileular are during banding and bundling, delivery and hnstadatlon to avoid dalroge. 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- dng b -".flat and erection bmcmg Is always "ared. Nomml precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid loppHall and dominomg. The supervision of euectian of t - - - shall be under the control of persons experienced in the Installation of tmsses. Professional advice shad be sought d needed. Concentration of connslrucllon lads grater than the design lads shad not be applied to trusses al any time. No lads other than the wclgtd of the creclon stall be applied to l c es until alter all laslening and bmcmg IS completed. 5-7-15 0-4-3 I 4X6 19-4-0 8 7 6 690# 8.00" 690# 8.001. 1-9 194-0 EXCEPT AS SI1011Tn 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. I_ICFNSF #0050068 1005 VANNFSSA DILUVIEt FL n9]mn WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgiv: ECH Chk: BRACING WARNING: TC Live 16.0 psf Bracing shown on this drawing V not erection bmcmg. wind bracing, portal bmcing or shnihr bracing TIC Dead 7.0 psf which Is a part of the building design and which must be considered by the budding designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions mnust be /� BC Live 0.0 psf made to anchor lateral bracing:d ends and specified bailons determined by the building designer. Additional brachug of the wemd structure una-v to retfutred. (Sce I dfl-91 of Tild. BC Dead ea 100 f .PS (Truss Plate Institute. TPI. Is loafed at 583 D'Onoftto Drive. Madison. Wisconsin 53719). TOTAL 33.0 5-2-3 0-4-3 1 19 scale = 0.3103 Truss ID: J Date: 10-05-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA lu. rAlrf: L:UCL'-1.VAVLIU3IKVA61 11CS: 08.20.02 DESIGN INFORMATION Ths design is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responslbWty for damages as a result of faulty or Incorrect Information, spcclficrllous 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- cie project and accepts no responsibility or exenbes no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This truss has been designed as an individual budding component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as pan of the building design by n Budding Designer (registered architect or professional englneerl. When reviewed for approval by the building designer, the design landings shown must be checked to be sure that the data shown are In agreement with the local budding cafes. local climatic records for wind or snow loads, pmJect ,pecNcrti.n. or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) am contbm- ously braced by sheathing unless otherwise si—Ifled. \Vero bottom chords In lenslon are not fully braced laterally by a properly applied Hod ceiling, they should he braced at a niminmrn spacing of 10'-W o.c. Connector plates shad be manufactured from 20 gauge hot dipped gahamzed steel .-Ung ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Mor 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 ven- ficallon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be installed rner knotholes. knots or d-Mined grain. Members shad he cut for tight filling wool to wood bearing. Con. nector platen shad he located on both facesof the inns with malls fully Imbedded and shall be s)an. 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 Iliot) run parallel to the plate length specified. Double cuts on web members shall meet at the cenlrold of the webs unless otherwise shown. Connector plate slow are minim min sizes based on the forces shown and may need to be Increased for certain hand. Ling and/or enctlon 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/7PI 1.1995 PRECAUTIONARY NOTES All bracing and erection reconunendatons an to be followed In accordance with "Handling Instaiing & Bmcing', HIB-91. Trusses an to be handled with particular care during handing and bundling, delivery and installation to avoid damage. Temporary and permanent bracing far holding trusses In a straight and plumb pos- Itlon and for resisting lateral forces shad be designed and installed by ohers. Careful lund- ling s essential and erection bracing is always rice{ubed. Normal precautionary action for Husses requires such temporary bracing during installation between trusses to avoid lopping and dominotng. The supervision of eredlon of trusses shad be under the control of persons experienced In the Installation of trusses. Professlonal advice shall be sought if needed. Concentmton of construction loads greater than the design loads shall not be applied to trussc at any time. No loads other than the weight of the erectors shad 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 Fact Resistant Covering and/or Glazing Req 5-7-15 0-4-3 TY� 1 WO: ROAK3 WE: 2X4 TRANSVERSE BRACING nailed flat to edge of web with 12d nails at 8" o.c. or a SCAB of the salve 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 regad on any web exceeding 141 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 CITY: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- 6 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 9-8-0 Ilk 1 1 2 3 4 5 7 8 9 10 11 6.00 4X6 19-4-0 22 21 20 19 18 17 16 15 14 13 12 0# 8.00" AN8.An" IR1-1-7) I 194-0 EXCEPT AS SHOWN PLATES ARE T1,20 GA TESTED PER ANSI/TPl 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321.0064 I-ax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VMNF A 011.0w9EW.1a-327n 5-2-3 0-4-3 T�7 I 1 19 (R1-1-7) Studs ® 2-0-0 o.c. scale = 0.3103 WAKNIN(i: READ ALL NOTES ON THIS SHEET. Eng. Job: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgnr: EC11 Chk: BRACING WARNING: TC Live 16.0 psf Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead 7.0 psf 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 miry to reduce buckling length. N.vtslous umm be BC Live 0.0 psf made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing the BC Dead 1 U.0 f of overall structure may be required. (See HIB-91 of TPII. fauns Plate Institute. 7PI, is located at 583 D'Onmfrio Drtve. Madison. Wisconsin 53719). TOTA L 33.0 Truss ID: J1 Date: 10-05-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA UC Xa. in."l Arran)') JUC fAlrf.' (.:1ltL-LUKUUH5IHUAK3 1/CS: 08.20.02 I I I JB: ROANOKi K 3 AC: 10# UPLIFT D.L. WO: KOAK3 WE: TI: J2 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 Informatlon as It may relate to a spe- elfle project and accepts fin responslbWty or exercises no Control with regard to fabri©- (ion, handling, shipment and installation of Intsss. This truss has been designed as an Indhidual building corponent 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 engbeerl. When reviewed for approval by the building dnlgncr, the design Imdtings shown must be checked to be sure that the data shown are In agreement with the local building cols. )oral climatic records for wind or snow Imds. project specifications or special applied loads. Unless shown• truss has not been designed fur storage or occupancy loads. The design assumes compresslon chords (lop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are out fully braced laterally by a property applied rigid ceWng, they should be braced at a maximum spacing of 10'-O' o.c. Connector plates m shall be manufactured fro20 gauge hot dipped galvanized steel meeting ASITI A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this dmwtng B In conformance with the fabricators plans and to realize a Continuing responsibility ty for such verl- ntlon. Any dlscrepancles are to be put In writing before cutting or fabricanun. Plates shall not be Installed over knotholes• knots or distorted grain. Members shall be tut for tight feting wood to wood bearing. Con- nector plats shall be 1-1ed on both fats of the truss with nails fully bnbedded and shall be sym. about thejoint unless otherwise shown. A 5x4 plate is 5' wide x 4- long. A &V plate is ti wide x 8- long. Slots (hola) run parauel to the plate length specmed. Double cuts on web embers shall meet at the centmid of the webs unless otherwise shown. Connector plate sizes arc minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. T11ls Intss N not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Commit refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES NI bracing and erection recommendations are to be followed In accordance with "Handling Installing & Bracing'. HIB-91. Truss are to be handled with particular rare during banding and bundling. delivery and ImtaLlillon to avoid damage. Ternpomry and permanent bracing for holding trusses in a straight and plumb pos. Itlon and for reaisting lateral forts shall be designed and Installed by others. Careful hand. ling is essential and erection bracing is allays requ tied. Normal precautionary action for trusses requires such temporary bracing during testa iauon between trusses to avoid toppling and dominotng. The supervision of erection of messes shall be under the control of persons experlencnl in the Installation of I---. Professional advice shall be sought If needed. Concentration of construction Imds greater than the design Imds shall mot be applied to t msses at any time. No Imds other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 461# Support 2 560# MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" D=-0.02" T=-0.05" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB = 1.00 5-7-15 0-6-3 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= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 57.3 ft W= 19.0 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 -972 0.42 8- 7 829 0.46 2- 3 -748 0.28 7- 6 838 0.46 3- 4 -749 0.27 4- 5 -980 0.40 Locations=============== 1) 0- 0- 0 4) 13-10-12 7) 9- 4- 0 - 2) 4- 9- 4 5) 19- 0- 0 8) 0- 0- 0 3) 9- 4- 0 6) 19- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type_ 0-2- 0 618 35 -461 BOT PIN is- 8- 0 687 0 -560 BOT H-ROLL 94-0 9-8-0 I 2 4 5 6.00 4X6 Q r Ilk 19-0-0 8 7 619# 4.00" 687# 8.00" f0 19-0-0 - 1 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 #0050069 1005 VANNESSA DR.01AED0.FI_327GG 5-2-3 0-4-3 T7� I scale = 0.3328 WAKNINGS READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ROAK3 A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: J2 CONTRACTOR. Dsgiir: ECM Cbk: Date: 10-05-02 TC Live 16.0 psf DurFac - Lbr: 1.25 BRACING WARNING: Bracing shown on Ihls drawing is not c—:tlon bracing, wind bracing. portal bmcing or 511nibr bmcing TC Dead 7.0 psf DurFae - Pit: 1.25 which is a part of the building design and which must be considered by Elie building designer. shown shon is for lateral support of truss members onh• to reduce buckling length. Provisions must be BC Live 0.0 psf n O.C. Spacing: 24.0 made to anchor lateral bracing at ends and specified lomtlons deternihned by the building designer. mc Additiuual bing of the overall structure may be required. (See HIB-91 of TPI). BC Dead 100 f .F Design Criteria: TPI frruss Plate Institute. TPI, is Ixated at 583 D'Onofrio Drtve. l ladlson, Wisconsin 537 19). Code Dese: FLA TOTAL 33.0 psf V:09.05.02- 7341- 71 uesign: Afars nnmmsis 20R PIT/): C:t7EE-L0RV0RS1R0,IR3 11CS: 08.20.02 I I JB: ROANOKE K 3 AC: 10# UPLIFT D.L. WO: ROAK3 WE: TI: K 9TY:3 DESIGN INFORMATION This design b for an Individual building component and has been based on Information provided by the client. The designer disclaims any—ponslbWt-v for damages as a result of fault,' ar Incorrect Informaton. specificationsand/or designs fumished to the buss designer by the client and the correctness or accuracy If this Information as it may relate to a spe. cific project and acee iLs no responsibility or —rclses no control with regard to fabrica- ilon, handling, shipment and Installation of trusses. This lmss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated n as paof the building design by a Building Designer Ircglslemd architect or professional englneerl. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown arc in agreement with the lane 1 building codes. local climatic records for wind or snow loads. pt ject specifications or special apphed loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes curmpresslon chords (lop or bottom) arc comirm- ously bmeed 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 shah be manufactured from 20 gauge hot dipped gahamtzcd steel meeting ASTAI A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verifv that this drawing is In confonnance with the fabncawYs plans and to realize a continuing responsibility for such ven- flcation. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not he Installed over knotholes. knots or distorted grain. Mcrubem shall be cut for tight filling wind to wood bearing. Con- nector plates shall be located on both faces of the truss with naps fuhy Imbedded and shall be sym. about the jninl unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6.x8 plate is 6' wide x 8- long. Slots (hot") inn pamilel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate slzcs are minimum sizes based on the forces shown and may need to Ir. Increased for certain hand - Ling and/or erection stresses. This truss is not to be fabricated with fire retardant treatedm luber 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-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 pw- ttion and for reslsling lateral forces shah be designed and installed by others. Careful hand. ling is essential and erection bracing is always required. Nommnl precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dontinotng. The supervision of erection of trusses shah be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design Iwds shall not be applied to trusses at any time. No loads other than the weight of the erectors shah 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 SLIDERS: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 456# Support 2 555# MAX LIVE LOAD DEFLECTION: L/999 L--0.02" D--0.02" T=-0.05" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB = 1.15 5-7-15 0-7-11 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= 18.8 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Fact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -928 0.27 8- 0 600 0.22 2- 3 -723 0.23 0- 7 794 0.37 3- 4 -726 0.24 7- 6 820 0.38 4- 5 -959 0.36 ==============Joint Locations=============== 1) 0- 0- 0 4) 13- 7-12 7) 9- 1- 0- 2) 4- 6- 4 5) 18- 9- 0 8) 0- 0- 0 3) 9- 1- 0 6) 18- 9- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1- 4 611 35 -456 BOT PIN 18- 5- 0 678 0 -555 BOT H-ROLL 9-1-0 9-8-0 1 2 4 5 r 6.00 4X6 Q A 18-9-0 8 7 611N 2.50" 6 G78N 8.00" j� 18-9-0 - I EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: CMaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgfir: EC1I CU: 4005 M_ARONDA WAY BRACING WARNING: TC Live 16.0 psf SAN1 ORD, FL. 32771 is rec Bracing shown on this drawing not erection blaring. wind bracing, portal bracing or similar burring which is a pan of the building design and which must be considered by the building designer. Bracing T C Dead 7.0 psr (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf TOMAS PONCE P.E. made to anchor lateral bmcing at ends and s je i ied localions delennlned by the building designer. Addillonal bracIngof the overall structure may be myubed. (see BIB-91 ofn•o. BC Dead 10.0 tin p LICENSE N0050068 frmss Plate Institute. TPI, is looted at 583 Donofrio Drive. Madison. Wisconsin 53719). 1065'AN\fSSA DR.OVIEDOYI.32766 TOTAL 33.0 psf 5-2-3 0-4-3 scale = 0.3370 Truss ID: K Date: 10-05-02 DurFac - Lbr: 1.25 DurFac - PIt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA —5- „rrarr. nrrrrnvr JIM //1111: C:IILL-LrIAVUUMIHUAA.f TICS: OR.20.02 DESIGN INFORMATION This design Is for an Individual budding component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect information. speciflntinns 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 e Iscs no control with regard to fabrica- tion, handling. shipment and Installation of trusses. This truss has been designed as an individual budding component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the budding design by a Budding Destgner [registered architect or professional engineer). When reviewed for approval by the building designer, the design Imdings shown must be checked to be sure that the data shown are in agreement with the local budding codes. local climatic records for wind or snow Inds, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design as-amnm compression chords [top or bolloml are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension arc not fully braced! Laterally by a properly applied rigid ceiling, they should he braced at a maximum spacing of 10'-0- o.e. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES I'rlor 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 siting before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted gram. Mernters shall be cut for tight 0tting wood to wood hearing. Con- nector plates shad be located on both faces of the taus with nalis fully Imbedded and shall be sym. about the joint unless otherwise shown. A Sx4 plate is 5- wlde x 4- long. A 6s8 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 slz- based on the forces shown and may need to be Increased for certain hand- [Ing and/or erection stress-. This truss is not to be- fabricated with ftre retardant treated lurnter unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendallodu are to be followed in accordance with 'Handling Installing A Bracing'. HIB-91. Trusses are to be handled with particular care during handing and bundling• delivery and installation to avoid damage. Ternporary 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 truss- shall be under the control of persons experienced in the Installation of trusses. professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shad not be applied to trusses at any time. No loads,other than the weight of the erectors shall be applied to trusses until after all fastening and bmcing Is completed. J6. ROANOKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 513# Support 2 359# MAX LIVE LOAD DEFLECTION: L/999 L=-0.10" D=-0.10" T=-0.20" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.08" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.04" RMB = 1.15 3-9-15 0-4-3 0-8 WO: ROAK3 WE: [1: Plate(s) OFFSET from joint center. The Joint Detail Report (mist be included with any submittal, inspection, and/or fabrication documentation. MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-98, CSC, V= 125uph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 57.3 ft W= 18.8 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Fact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -1687 0.51 8- 7 1500 0.51 2- 3 -1716 0.45 7- 6 1529 0.39 3- 4 -1716 0.52 6- 5 0 0.16 TI: K 1 QTY:1 === -=========Joint Locations=============== 1) 0- 0- 0 4) 18- 9- 0 7) 6- 3-11 2) 6- 0- 0 5) 18- 9- 0 8) 0- 0- 0 3) 12- 4- 8 6) 12- 6- 6 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type_ 18-11- 0 623 0 -359 TOP H-ROLL 0- 4- 0 679 132 -513 BOT PIN 6-0-0 13-0-8 1 } 3 4 6.00 I 8 1— 679# 8.00" 3.00 I 11-1-9 la (RI- 18-9-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 LM aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407)321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 I005 VANNFSSA DH.0VIE1)0.FL3276G Design: Afarrfz Analysis wAKNIN(,: 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 rrectlon bmcing, wind bracing, portal bracing or abniLu bracing which is a pan of the bulldmg d-Ign and which must be considered by the budding designer. bracing shown is for lateral support of truss members only only to reduce buckling Iengh. 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. IS" HIB-91 of TPI). (Truss Plate Institute, TPI, is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). JOB PATH: C:ITE£-LORUOBSIROAA'3 Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf "1'O'I'AL 33.0 fnf T 1-11-4 1-4-15 6-23�# 3.00" 038 scale = 0.3321 Truss ID: K1 Date: 10-05-02 DurFac - Lbr: 1.25 DurFac - PIt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 08.20.02 JB: ROANOKE K AC: 10# UPLIFT D.L. WO: RVhK3 WE: fl: 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 bus been erased 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 disclatals BEAR. BLK: 2x8 SP #2 All COMPRESSION Chords are assumed to be anyf—Ity inslbllityfordamagpnearesuhof faulty art Incortect Information. specifications Shim or wedge if necessary to achieve full continuously braced unless noted otherwise. _______ ____________ ----- TOTAL DESIGN LOADS and/or designs furnished to the Wss designer bearing. WndLod per ASCE 7-98, C&C, V= 125mph, Uniform PLF From PLF To try tine 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 information 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 title project and accepts no responsibility or Support 1 594# in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf TC Vert L+D -16 2- 0- 5 excreises no control with regard to fabric- lion, handling, shipment and Installation of Su Support 2 528# pp° act Resistant Covering g and/or Glazing Req TC Vert L+D -91 5- 7-10 tnusses. 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 /TPI 1- 1995 and NDS-97 to be incorporated 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 ns pail of the building design by Building MAX HORIZONTAL TOTAL LOAD DEFLECTION: 2- 3 144 0.44 5- 4 -1755 0.23 BC Vert L+D -85 9- 2-14 Designer (registered architect or professional englneerl. Mienrevlewedforapprovalbythe . T= 004" ----MAX. REACTIONS PER BEARING LOCATION----- buildingdesigner, the design landings shown MAX HORIZONTAL LIVE LOAD DEFLECTION: X-Loe 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 arc In agreement with the local building codes. 0- 4-13 150 187 -594 BOT PIN local eWnatle records for wind or snow loads. RMB - 1.00 p ject specifications or special applied Inds. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes 16N 91N 156N compression chords hop or bottom) are continu- ously braced by sheathing unless otherwise 10-9-3 specified. Where bottom chords In tension are Ilk not fully braced laterally by a properly applied 1 2 3 rigid cellmg, they should be braced at a maximum spacing of 19-0- o.c. Connector �— plates shall be manufactured from 20 gauge hot 3.33 dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. 6X8 FABRICATION NOTES Prior to fabrication• the fabricator shall review this drawing to verify that this drawing is In I conformance with the fabricator's plans and to realize a continuing responsibility for such ven- Bcntlon. Any discrepancies are to be put III2-0� writing before cutting or fabrication. 3X4 - — PL tes shall not be installed over knotholes• �- knots or distorted gram. Marten shall be cut 0-7-9 for tight filling wind to wood tearing. Con- 3-9-11 rector 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 I 4X6 5x4 plate is 5" wide x 4" long. A W plate is 6" 0-3-15 3X8 wide x 8" long. Slots (holes) nm parallel to the plate length specified. Double cuts on web members shall meet at the the w•ehs 2X.4 - 1-3-12 centroid of unless otherwise shown. Connector plate sizes are minimum sizes based on the forop shown anal may need to be Increased for certain hand- 3X4 8ngand/or erection stresses. This truss Is not to be fabricated with Ore retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPl 1-1995 1.68 I PRECAUTIONARY NOTES 0-9-9 f CED 0-7-4 —e) fT- All bracing and erection recommendations are 10 be followed In accordance with"Handling 9-4-6 Installing A Brnctng", HIB-91. Trusses are to I be handled %13 particular care during banding 6 5 4 and bundling. delivery and Installation to avoid 151N 9.56" 290N 2.50" damage. Temporary and permanent bracing 1-10-9 for holding trusses in a straight and plumb pos- Ilion and far resisting Literal forces shall be 10-1-1$ 0-8-0 designed and Installed by others. Careful hand- R1-10-7 ( ) 13N SON 85y IIng is essential and erection bracing Is allays EXCEPT AS SHOWN PLATES ARE TL20 GA TES D PER ANSUTPI 1-1995 scale = 0.5272 required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling he control and dominol g.be lie suprthelofof ersonof Wasp shall be under thecontrol Maronda Systems WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: Dwg: AK Truss ID: L upersons experienced In me Ins-Italianoftrusses. ECH Chk: Date: 10-05-02 I'roressronal advice shall be sought u needed. so needed. CONTRACTOR. Concentration of construction loads greater than the design loads shall not be applied to BRACING WARNING: TC Live 16.0 psf DurFae - Lbr: 1.25 .- at any time. No loads other than the 4005 MARONDA WAY Bracing shown on this drawing is not erection bracing, wind bracing• penal bracing or similar bracing _ TIC Dead 7.0 psi DurFae - Plt: 1.25 weight of the erectors shall be applied to fastening bracing SANI-ORD, FL. 32771 which Is a pan of the building design and which must be considered by the building designer. Bracing BC Live O.C.Spacing: 24.0" p aeg• Cusses until after all and (407) 321-0064 Fax (407) 321-3913 shown members is for lateral support of truss ebers only to reduce buckling length. P—tsluns must be 0.0 pSr is completed. TOMAS PONCE P.E. trade to anchor lateral bracing at ends and specified locations detemmned by the building designer. Additional bmeing BC Dead 10.0 PSr Design Criteria: TPI of tine overall structure maybe retluIed. See 11111-91 of TPI). Code LICENSE #0050068 Criuss Plate Institute. Tpl. Is located at 583 D'Onofrlo Drive. Madison, Wisconsin 537191. Dese: FLA 1005 VAN'ESSA DR.OVIEDO.1`1-0276 TOTAL 33-0 psf V:09.05.02- 7345- 82 Design: Afat it Anal,•eis JOB T.•I'IH: C:171;h-LoKV0II.S1R0.-IK3 ffCS: 08.10.01 JB: ROANOKE K 3 AC: 10# UPLIFT D.L. WO: ROAK3 WE: TI: L2 9TY: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- 6-10 - rnmponentand"beenGvedonlnfomration WEBS: 2x4 SP #3 composite result of multiple loads. 2) 5- 6-10 4) 10- 1-15 6) 0- 0- 0 provided by the client. The d-Oler disclaims BEAR. BLR: 2x8 SP #2 All COMPRESSION Chords are assumed to be any responstbmly for damages as a result of faulty or Incorrect information. specifications Shim or wedge if necessary to achieve full g rY continuous) braced unless noted otherwise. Y ----------------------- - TOTAL DESIGN LOADS and/ordesignsfumishedtothe truss designer bearing. WndLod per ASCE 7-98, C&C, V= 125rnph, Uniform PLF From PLF To by the client and the correctness or accuracy H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 TC Vert L+D -46 -1-10- 9 -46 -1- 2-15 ' of this h,romlation 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 cific project and accepts no responsibility or exrmises no control with regard to fabrics- Support 1 594# in END zone, TCDL= 4.2 psf, BCDL= 6 . 0 P psf TC Vert L+D -17 1- 4- 4 tlon, handling. shipment and Installation of Support 2 528# Fact Resistant Covering and/or Glazing Req TC Vert L+D -44 3- 9- 1 trusses. This truss has teen designed as an MAX LIVE LOAD DEFLECTION: TC Vert L+D -73 6- 1-15 Individual building component Ili accvni:mcewith L/999 ..TC...FORCE ... CSI ..BC...FORCE ... CSI TC Vert L+D -102 8- 6-12 ANSI/TPI1-1995andNDS-97toleIncorporated L=-0.07" D= 0.00" T=-0.07" 1- 2 1658 0.62 6- 5 -1746 0.29 BC Vert L+D -8 1- 4- 4 as part of the building design by a Bulldlug MAX HORIZONTAL TOTAL LOAD DEFLECTION: 2- 3 -88 0.39 5- 4 -1746 0.26 BC Vert L+D -24 3- 9- 1 Designer (registered architect or professional T= 0.04" engineer). When reviewed for approval by the building designer, the design loadings shown MAX HORIZONTAL LIVE LOAD DEFLECTION: BC Vert L+D BC Vert L+D -40 6- -55 8- 1-15 6-12 must be checked to be sure that the data shown T= 0.04" --MAX. REACTIONS PER BEARING LOCATION ----- m agreement with lire local building codes, local clhnaUc records for wind or suow )aids, RMB = 1.15 X-Loc Vert Horiz Uplift Y-Lot e P I�'P proJectspecifications orspecial applied loads. 10- 7-15 218 0 -528 TOP H-ROLL Unless shown, truss has not beers designed for 0- 4-13 173 187 -594 BOT PIN storage or occupancy loads. The design assumes 17N 1 44N 1 73N 1 O2N compression chords (top or bottorrl are contmu- ously braced by sheathing unless otherwise 10-9-3 specified. Where bottom chords in tension are not fully braced laterally by. properly applied 1 2 3 Ilk Aged ceiling, they should be braced at a maximum spacing of IU-0" o.c. Connector i 3.33— plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting AS NI A 653. Gm& 40. unless otherwise shown. FABRICATION NOTES 6X8 Prior to fabri-tIon, 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 veA- fleation. Any discrepancies are to be put In 2-0-9 writing before cutting or fabrication. 3X4 Plates shall not In installed over knotholes. 0-2-6 knots or distorted gram. Members shall be cut Carlight fitting wood to wood bearing. Con- _ neclor plates shall be located on both faces of 3-9-11 the truss with nabs fully unless other and shall he svnn. about the Joint unless otherwise shown. A 4X6 T 5.4 plate Is 5" wide x 4" long. A 6x8 plate la 6- O-3-IS I I 3X8 IQ wide x 8- long. Slots (holes) run parallel to _ the plate length specified. Double cuts on web rs membeshall meet at the centroid the 2�4 1-3-6 of webs unless otherwise shown. Connector plate sizes are ndnlmum sI,s based on the forces shown and n ny need to in Increased for certain hand- ling and/fir rrection stresses. This truss Is not 3X4 to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Qua Illy Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erect lon recorm endatlons are to be followed In accordance with -Handling Installing a Bracing'. HIS-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb p1O5- It1on and for r siding lateral forces shall he designed and Installed by others. Careful hand- ling is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dommomg. The superviston of erection of s trusses shall be under the control of person experienced In the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater tian the design loads shall not be applied to trussesm any time. No loads other than the weight of the erectors shall be applied to tnrsses until after all fastening and bracing Is completed. 1.68 I 1-0� CEO 0-74 9-1-15 6 5 4 174N 9.56" 219N 2.50" 1-10-9 10-1-15 0--8-0 (RI-10-7) ga 24y 40N EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/T 1 1-1995 SSIt (' scale = 0.5272 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: : R A Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D"'g: Truss ID: L2 CONTRACTOR. BRACING WARNING: Dsgnr: ECH Chk: Date: 10-05-02 4005 MARON DA WAY TC Live 16.0 psf DurFac - Lbr: 1.25 SANFORD, FL. 32771 Bracing shown on this drawing la not erection bracing, wind bmcmg, portal Imitang or similar bracing which is a part of the building design and which must be considered liv the building designer. Bracing TC Dead 7.0 psf DurFae - Pit: 1.25 O.C. $24.Onr Spacing: 407 321-0064 Fax 407 321-3913 () () m shown Is for Lateral support of truss embers onh• to rLihice buckbg n ben t provisions must be BC Live 0.0 PSI* P TOMAS PONCE P.E. made to anchor lateral bracing al ends and specified locations deteime by the building designer. m Additional bracing of the overall structure nay ee y be required. (SHIB-91 mf TPI). BC Dead 10.0 psf Design Criteria: TPI 9 LICENSE #0050068 (Truss plate Institute. TPI, is located at 583 D'Onufrio Ume. Madison, Wls—M., 53719). COde Desc: FLA 1005 VANNESSA DR.OVIEDOXI-32766 I I TOTAL 33.0 psf V:09.05.02- 7349- 8: —Xn: il—'s armrests JUU /Ault. TICS: 08.20.02 JB: ROANOKE K 3 AC: 10# UPLIFT D.L. DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responslbi ty for damages as a result of faulty or I—riect Information, speeifcatl.n. and/or designs furLhed to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- clflc project and accepts no responsibility or c,mmises no control with regard to fabrics - thin, handling, shipment and installation of trusses. This truss has been designed as an indhldual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Deslgncr(registered architect or professional englnttrl. When reviewed for approval by the building designer, the design landings shown must be checked to be sure that the data shown are In agreement with the local building codes• loci climatic records for wind or snow loads, project specifications or special applied loads. Unless shown- truss has not been desfgned 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 rfod erring• they should be braced at a maximum spacing of 10'-0' o.e. connector plates shall be manufactured from 20 gauge hot dipped gahanUed steel meeting ASTA1 A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to labri-thin. 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. fic llon. Any discrepancies are to be put in writing before cutting art fabrication. Plates shall not be Installed over knotholes• knots or dL toned grain. Members shall be cut for light filling wood to wood bearing. Con. nector plates shall be located on both fares 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 0x8 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 cenlrofd of the webs unless olherwL a shown. Connector plate si s are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This nuns 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 reconunendations are to be followed in accordance with -Handling Installing A Bracing ,IIB-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 othem. Careful hand. Wig is essential and erection bracing is always requhed. Normal precautionary action for misses requires such temporary bracing during Installation between trusses to avoid toppling and dommoing. The supervision of emcUon of trusses shall be under the control of persons experienced In the hmslalLition of trusses. Professional advice shall be sought If needed. Concentration of const"malon loads greater than the design lands shall not be applicd to trusses at any time. No loads other than the weight of the erectors shall he applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x8 SP #2 BOT CHORDS: 2x10 SP #1 D WEBS: 2x4 SP #3 This 2-PLY truss designed to carry 181 9" span framed to BC one face 191 3" span framed to TC opposite face 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= 7.7 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=-0.42" 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 TRUSS! 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 1 971# 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-PL:VS3 REQUII&D 3X6 ..BC ... FORCE ... CSI 6- 5 172 0.89 5- 4 0 0.88 SXF 6X8 3X6 4-7-0 6 5 2367# 8.00" 7-8-0 EXCEPT AS S11OWN PLATES ARE TL20 GA TESTED PER ANSl1TPI 1-1995 Laronda 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 wAKI INU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bmeing shown on thin drawing is not erection bracing, wind bmcing, portal bracing or sindLir bracing which is a pan of the building design and which must be considered by the building designer. Bracing shmvn is for Lateral support of Inmss nncmbers only to reduce buckling length. PrrrvLlons must be made to anchor lateral bracing at ends and specified locations delennlned by the building designer. Additional bracing of the overall structure may be required. (Sec IIIB-91 of TF'll. Bross Plate Institute. TPI. L located at 583 D'Onofrio Drive, Madison. Wisconsin 53719). 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 0 41 2367# 2.50" scale = 0.7000 Eng. Job: : R K Dwg: Truss ID: L3 Dsgar: ECH Clik: Date: 10-05-02 TIC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Plt: 1.25 BC Live 0.o psf O.C. Spacing: 24.0" 13C Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 Dsf v-no nr n,3_ 71C1 c, Derivrr- Afmrir A"nlv,i, 11CS: 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 -emises no control with regard to fabrica- tion. handling, shipment and Installation of trusses. This truss has been designed as an IndMdual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as par of the building design by a Budding Designer (registered architect or professional englneerl• when reviewed for approval by the bulkling designer, the design loadings shown must be checked to be sure that the data shown arc In agreement with the local building cod". local climatic records for wind or snow loads• project specdications or special applied bads. Unless shown• thus has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension arc not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maxlmmn spacing of 10'-0" o.c. Connector Plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASI'M A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricators plans and to realize a continuing respouslbWty for such ven- fication. Any discrepancies are to be put In writing before cuttl ug or fabrication. Plat" shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for (iglu Btting wood to wood bearing. Con. nector plates shall to located on both faces of the truss with nails fully Imbedded and shall be ,yin. about the joint unless otherwise shown. A Sx4 plate is 5- wide x 4- long. A 6x8 plate is 6- wide x 8' long. SIoLs Iho1-1 run parallel to the plate length specified. Double cuts on web members shall meet at the cenlrold of the webs unless otherwise shown. Connector plate size are minimum sizes based on the forces shown and may need to be Increased for certain hand- ing and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ail bracing and erection recommendations are to he followed In accordance with -handling InslaWng & 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 W a straight and plumb pos- Ition and for resisting lateral forces shall be deigned and installed by others. Careful hand. ring 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 truss" shall be under the control of persons experienced to the installation of trusses. professional advice shall be sought If needed. Concentration of miu. uction loads greater than the design loads shall not be applied to trusses at any time. No Imds other than the weight of the erectors shall be applied to trusses until after all fastening and bracing I, completed. JB: ROANOKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 MULTIPLE LOADS -- This design is the composite result of multiple loads. Shim or wedge if necessary to achieve full bearing. PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 255# MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" D= 0.00" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.02" RMB = 1.15 0-4-3 WO: ROAK3 WE: [1: Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, H- 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L= 57.3 ft W= 9.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -629 0.53 5- 4 597 0.33 2- 3 -35 0.32 TI: O BTY:13 =-=-==========Joint Locations============--_ 1) 0- 0- 0 3) 9- 0- 0 5) 0- 0- 0 2) 4-11- 2 4) 9- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc 0- 4- 0 376 255 -422 BOT PIN 290 0 -486 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 422# Support 2 486# 9-0-0 1 2 3 377# 8.00" 2.00 WE 8-0-8 I 1-7-2 1� (111-7-0) 9-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (!M!aronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSr_ #0050068 I005 VANNESSA DR.OVIEDOXI-32766 Design: Mmrir Anal."Is WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on thin drawing is not erection bracing, wind bracing, portal bracing or slinilar bracing which Is a par of the budding design and which must be considered by the budding deslgucr. Bracing shown is for lateral support of truss members only to reduce buckling length. Provislons must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure nay be required. (See IIIB-91 of TPi1. (Tres plate inmltute. TPI. is located at 583 D'Onofrio Drive. Aladison. Wisconsin 53719). JOB PATH: C:ITEE-LORVOBSIR0:IK3 290# 2.50" Eng. Job: Dwg: Dsgnr: ECII Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 2-0-2 scale = 0.5516 Truss ID: O Date: 10-05-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA /fCS. 08.20.02 DESIGN INFORMATION Thus design is for an individual building component and has been h sed on Information provided by the client. The designer disclaims any responslbWty, for damages as a result of faulty or Incorrect infunnalon, specifications and/or designs furnished to the Imss designer by I he client and the correctness or accuracy of this Information as It may relate to n spe- cdlc project and accepts no responsibility or exercises no control with regard to fabrin- llnn, handling. shipment and installation of trusses. This truss has been designed as an Individual Indicting component In accordance Mill ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Budding Designer (registered arhlteet or professional engineer). when reviewed for approval by the building designer, the design loadings, shown must be checked to be sure that the data shown ate In agreement with the local building codes• local climatic records for wind or snow loads. project specdlcatlons or special applied loads. Unless shown, toss has not been designed for storage or occupancy loads. The design assumes compression chords hop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully hmced laterally by a property applied rigid ceding, they should be braced at a maximum spacing of 10`-W o.e connector plates shad be manufactured from 20 gauge hot dipped galvanized steel meeting AS'ITt A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication• the fabricator shad review this drawing to verify that this drawing is in conformance with the fabricators plans mid to reallze a continuing responsibility for such veri- Ilmllon. Any disc l—cles are to be put in writing Wore cutting or fabrication. Plata shad not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shad he located on both faces of the truss with nails fully Imbedded and shall be sl,n. about the joint unless otherwise shown. A Sx4 plate is J wide x 4- long. A 6x8 plate is 6' wlde x fr long. Slots (holes) run parallel to the plate Icngth 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 Ali bracing and erection recommendations are 10 be followed in accordance with -Handling Installing A Bracing. HIS-9 1. Trusses are to be handled with particular care during handing and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding tresses In a straight and plumb pas- Itlon and for ressting lateral forcer shall be designed and installed by others. Careful hand. log is essential and ereellon bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppnng and dominoing. The supervision of erection of I.— shad be under the control of persons experienced in the Installation of trusses. Pmf_km"l advice slur be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to tnnsses at any tine- 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 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 midst 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= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 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, CSC, 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 TI: P 9TY: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# 7-3-0 I 2 I- 4.00 2.00 0-8-0CK 6-7-0 4 3 311# 8.00" 157# 2.50" 1-7-2 -1e 7-3-0 84# 2 50" Attach with (3) 10d Toe -Nails Attach with l0d Toe-Na EXCEPT AS SHOWN PLATES ARE T1,20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 0.6513 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: W A Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: P CONTRACTOR. BRACING WARNING: Dsgur: ECII Chk: Date: 10-05-02 4005 MARONDA WAY TC Live 16.0 psf DurFae - Lbr. 1.25 SA NFORD. FL. 32771 Bracing shown on this drawing Is not erection bracing, wind bmcing, portal bmcing or similar bracing TIC Dead 7.0 psf DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 which is a fart of the building design and which must be considered by We building daigner. Bracing shown I- for lateral support of truss manbers only to reduce buckling Ir gth. Provlsinns most be BC Live 0.0 psf O.C. Spacing: 24.0u TOMAS PONCE P.E. made to anchor lateral bracing at cods and specified locations delennined by the buddhng designer. Additional bmchig of the overall structure may be regnhed. (See HIB-91 of TPI). BC Dead 1U.tI f P• S Design Criteria: TPI LICENSE #0050068 ffruss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). Code Desc: FLA 1005 VA.NNF59A DH.DVIEDOXI-32766 '1.O'l'AL 33.0 psf I V:09.05.02- 7354- 8; fire nv 7n na DESIGN INFORMATION This design is for an Individual building component and has been based on information provided by the client. The destgne, disclatms 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 corteclness or accuracy If this Information as It may relate to a spe- cUic project and accepts no responsibility or eroises na control win, regi,d to fabrica- Han, handling• shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance with /uNSUTPI 1-1995 and NDS-97 to be Incorporated as fart of the building design by a Building Designer (registered architect or professional engineer). When mvlewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown nre 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 Ilop 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 Nbdcatlon, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's plans and to reall- a continuing responsibility for such veri- Bc,tion. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots or disloned grain. Members shall be cut for tight filling wood to woad bearing. Con- nector plates shall be located on loth faces of the truss with nabs fully Imbedded and shall be sym. about lhejotnt unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6.x8 plate is G' wide .x 8- long. Slats Ih"I-) run parallel to the plate length specified. Double cuts on web meatbers 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 addltlonal infommallon on Quallly Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AB bracing and erection recommendations am to be followed In accordance with "Handling Installing & Bracing('. HIB-91. T.sses 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- ltlon and for resisting lateral forces shall be designed and Installed by others. Careful hand. Iing is essential and crectlon bracing is ohvays required. Normal precautionary action for trusses requ(ra 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 or 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 bids 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: 1 Os 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 0-8-0 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, CSC, V= 125mph, He; 15.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 Bld 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 ..TC... FORCE ... CSI ..BC...FORCE... CSI 1- 2 29 0.41 4- 3 -14 0.31 TI: 9 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 1 2 213# 8.00" 1-7-2 e (R1-7-0) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Maronda Systems 4005 MARONDA WAY SANI=ORD, FL. 32/11 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #W50068 1005 VANNIS%A DR0VIED0.FL327r6 4-3-0 1-2-0 0-7-3 1 91# 2.50" 50# 2.�0" C/L: 4-1-12 Over 3 Supports WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgiir: ECM Cltk: BRACING WARNING: TC Live 16.0 psf nracing shown on this drawing is at erection bracing, wind bracing. portal bracing or shnil r bmcing TC Dead 7.0 psf which is a part of the building design and which must be considered by the budding dmigner. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be 13C Live o.o r PSIF to anchor lateral bracing at ends and specified la•nllons determined by the building designer. Additional bracing of the overall structure may be requbed. (Sec Hill -91 of TPI). QC Dead .i 100 f rRuss Plate Instltute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). TOTAL 33.0 Attach with ( l0d Toe -Nails Attach with (1, 10d Toe -Nails scale = 0.9442 Truss ID: Q Date: 10-05-02 DurFac - Lbr: 1.25 DurFac - PIt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Marrtr Arlalrsis !OB NTH: C:17'EE-L0KV0BSIR0.4K3 11CS: 03.20.02 DESIGN INFORMATION -nits design In for an individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as n result of faulty or Incorrect information. speciflcaUans 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 amhltmt or professional eng ieerl. when reviewed for approval by the building designer, the design lwdbags shown must to checked to be sure that the data shown are In agreement with the Ir,al building codes, local climatic records for wind or snow Inds. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherivtse specified. Where bottom chords In tension are not fully braced Literally by a properly applied rigid ceiling, they should be braced at a m—lunun spacing mf 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 vertly that this drawing in in cordonnunce with the falid-tors plans and to realize a continuing responsibWty for such veri- fication. Any discrepancies are to he put In writing before cutting or fabncallon. Plates shall not be Installed over knotholes. knots or distorted grain. Membersshall be cut for tight fitting wood to woof hearing. Con- nector plates shall be located on both faces of the truss with naus fully Imbedded and shall be sym. about the Joint unless otfrerwUe shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slot, (holes) rim parallel to the plate length specified. Double cuts on web members shall meet at the cenlrold of the webs unless otherwise shown. C"nn-tor plate sizes are minimum sizes based on the forces shown and cony 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 Inforinalloil on Quality Canlrol refer to ANSI /TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection reconunendatlorts are to be followed In accordance with -Handling Installing R 8racing", HIB-91. Trusses are to be handled with parlicufar care during banding and bundling. delivery and installation to avoid damage. Temporary and perinanent bracing for holding trusses In a straight and plumb pos- Itton and for reswing lateral forts shall be designed and Installed by others. Careful hand- ling Is essential and erection bracing is nbways requfrcd. Normal precautionary action for trusses requires such lempomry bracing during tnstallatlon between I— to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons expertenced In the installalon of trusses. Professional advice shall be sought If needed. Concentmtlon of construction loads greater than the design loads shall not be applied to truss s at any time. No la ds other than the weight of the erectors shall be applied to trusses until after rill fastening and bracing is cornpleted. 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 T 0-4-3 1 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= 125m1ph, 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 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 1-84 Ilk 1 24.00 0-8-14 2.00 0-8-0 9 Plate Height 14 1-04 = 0-2-1 3 155# 8.00" 16# 2.50" (0 1-7-2 1-8-4 13# 2.5 11 r (111-7-0) io C/L: 1- -0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 1.5329 =Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICGNSF #0050068 1005 VANNESSA DR.UMDOYI-32766 WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on thin 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. Nuvisiuns muss be made to anchor Lateral bracing at ends and specified locations determined by the building designer. Addhlonal bracing of the overall structure may be required. (See 11I13-91 of TPfi. rrruss Plate Institute. TPI. is 1-1,.d at 583 D'Onofrio Drive. Madison- Wisconsin 53710). Eng. Job: WO: ROAK3 Dwg: Truss ID: R Dsgiir: ECH ICU: Date: 10-05-02 TIC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DUrFac - Pit: 1.25 BC Live 0.0 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- 7356- 8! Design: Afmrir Analysis JOR PATH: C:177-T-LOKUORSIROAK3 TICS: 08.20.02 DESIGN INFORMATION This design is for an Individual building component and has been based on tnfomlallon provided by the e8e it. Tic designer disclaims any responsibility for damage as a result of faulty or incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as II may relate to a spe- clfle project and accepts no responsibility or exeml— on control with regard to fabrica- Bon, handling, shipment and installation of trusses. This truss has been designed as an Individual budding component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the budding design by a Budding Designer IrcgLMemd architect or professional englneeri. When reviewed for approval by the build Ing designer, the design loadings shown most be checked to he sure that the data shown are in agreement with the local building codes. local climatic mcorL for wind or snow lads. p Ject specdlcatlons or special applied lads. Unless shown, truss has not I— designed for storage or occupancy lads. The design assumes compression chords (lop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braccYi l terally 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 tabricaton. the fabricator shall review thls dmwing to ceriry that this dmwing is in conformance with the fabricators plans and to realize a continuing responsibility for such veri- nratlon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shad not be Installed over knotholes, knots or distorted grain. Members shad be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shad be syrn. about the joint unless otherwise shown. A 5x4 plate Is 5- wide x 4" long. A fM plate Is 6' wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web tubers 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 cenaln hand- Iing and/or erection stresses. This truss is not to be fabricated with fire retardant treated lunrrlw.r unless with shown. For additional Infomratlon on guahty Control refer to ANSI/TPI 1-1695 PRECAUTIONARY NOTES All bracing and erection reconunendatlons arc to be followed in accordance with 'Handling installing & Bracing". IfIB-91. Trusses are to be handled with particular care during handing and bundling, delivery and Installation to avoid damage. Temporary and permanent bmcmg for holding trusses in a straight and plmnb puts - Man and for reststmg lateral forces shall be designed and installed by others. Careful hand- ling B essenti 1 and erection bracing is allays required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the mewl of persons experienced In the instadallon of trusses. Professional advice shad be sought If needed. Concentration of conslrucUon lads greater than the design lads shall not be applied to trusses at any thee. No Loads other than the welght of the erectors shall be applied to trusses until at all fastening and bmcmg 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 136 pounds of horizontal reaction MAX LIVE LOAD DEFLECTION: L/815 at Mid -panel # 1 L=-0.07" D= 0.01" T=-0.06" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LAAD DEFLECTION: T= 0.00" RMB = 1.15 3-2-3 0-4-3 I 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= 4.7 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -47 0.57 4- 3 -24 0.43 TI: S QTY:2 --======-=====Joint Locations=====_===_=_=_= 1) 0- 5- 5 3) 4- 8- 8 2) 4- 8- 8 4) 0- 5- 5 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 4- 7- 4 101 136 -260 TOP PIN 0- 4- 0 205 183 -371 BOT PIN 4- 7- 4 55 0 -41 HOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 371# Support 2 260# Support 3 41# 1 488 k 1 2 r 6.00 1-8-5 t-0-2 I 3.00 I 0-8-0 11pp I 4-0-8 4 3 206N 8.00" 102# 2.50" 1-1-9 O 4-8-8 55N 2 50" EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports (Maronda Systems 4005 MARONDA WAY SANFORD, I-L. 32771 (407) 321-0064 I-ax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.0VIED0.1`I-327m 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 ermunn bmeing, wind bracing. portal bmcmg or sInUlar bracing which is a part ofthe budding design and which must be considered by the building designer. Bracing shown is for lateral support of truss nenibers only to reduce buckling length. PmviMons must be made to anchor lateral bracing at ends and spectfied locatlons detennlned by Ue building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPd. fl'russ Plate Institute, TPI, is lorded al 583 D'Onmlrio Drive. Madison. Wisconsin 53719). Attach with (4) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.6603 Eng. Job: WO: ROAK3 DWg: Truss ID: S Dsgnr: ECIi Chk: Date: 10-05-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFae - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 7357-'9( . .ran rare: ulrrr.-f.vnvuu.�ifrV.4Ae HCS: 09.20.02 DESIGN INFORMATION This design is for on individual building component and has been based on information provided by the client. The designer disclaims any responsibility for daruages as n 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 prtJect and accepts no responsibility or exercises no contrul with regard to fabrica- tion. handling. shipment and installation of trusses. This truss his 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 amhitcct 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 1 x 1 building tales. local clbratic records for wind or snow lands. pmject specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension am not fully bmmd laterally by a properly applied rigid ""frog. they should be braced at a maalmom spacing of 10'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped gaha imd steel meeting ASThI A 653. Grade 40. unless otherw-Be shown. FABRICATION NOTES Pilot to fabrcaliun. the fabricator shall review this drawing to verify that this drawing is in confomance with the fabricator's plans and to realize a continuing responsibility for such verl- flcatlon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be bualled over knotholes. knots or distorted grain. Members shall be cut for tight fitting wail to wood bearing. Con- nector plates shall be located on both faces of the truss with nail. fully imbedded and shall be syrn. about the Joint unless otherwise shown. A Sx4 plate is 5" wide x 4' long. A 6.x8 plate I 6- wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the --troid of the webs unless otherwise shown. Connector plate sizes are malmum slue 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 lunnher unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to w be lolloed In accordance with 'Handling Installing & Bracing-. HIB-91. Trusses are to be handled with particular core during banding and bundling. delivery and installation to avoid damage. Temporary and pennanent braobng for holding trusses In a straight and plmnb pos- ition and for resisting lateral forces shall be designed and Installed by othcm. Cnmful hand- ing b essential and erection bracing Is allays required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominomg. The supervision of erection of truss- shall be under the control of persons ri expeenced In to Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied 10 trusses al any tune. No loads other than the welght of the a .'rrs shall be applled to t-ssr--s until after all fastening and bracing I, completed. JB: ROANOKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 GABLE STUD: 2x4 SP #3 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This truss has not been designed for ROOF PONDING. Building designer must provide adequate drainage to prevent ponding. (0.25 in./ft. min. slope to drain). Truss must be marked to prevent UPSIDE DOWN erection. MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D= 0.00" T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 GABLE STUD PLATES (8) 2X4 EXCEPT AS SHOWN PLATES ARE TL20 GA Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Far (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNE8 A DR.0VItD0.FL727GG WO: ROAK3 WE: 2X4 TRANSVERSE BRACING nailed flat to edge of web with 12d nails at 8" o.c. TRANSVERSE BRACING to extend for center 80% of length. 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, Xzt= 1.0 Bld Type= Encl L= 57.3 ft W= 3.3 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 0 0.17 4- 3 0 0.04 3-0-0 3-4-0 1 2 3X4 2X4 3X4 3X4 3-4-0 4 3 1101/ 8.00" 110# 8.00" 3-4-0 TESTED PER ANSI/TPI 1-1995 WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erection bracing. wind bracing, portal bracing or similar bracing which Is a pan of the building design and which must b,. considered by the building designer. Bractng shown is for lateral support of truss no, bem only to reduce buckling length. I9vvLvluns must be made to anchor Literal bracing al ends and spccited locations detenuined by the building designer. Additional bracing of the overall structure may to required. Is" 11IB.91 of TPI(. (Truss Plate Institute. TPI. is (mated at 583 D'Onofrlo Dove. Aladlsou. Wtscunsm .93719). TI: S 1 QTY:2 =====---======Joint Locations------==------= ------------- 1) 0- 0- 0 3) 3- 4- 0 2) 3- 4- 0 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 109 0 -123 BOT PIN 3- 0- 0 110 0 -123 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 123# Support 2 123# 3-0-0 Studs ® 2-0-0 o.c. scale = 0.7000 Eng. Job: AK DWg: Truss ID: S1 Dsgnr: ECH Cldc: 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 psf V:09.05.02- 7358- 91 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. sp—alcations and/or designs furnished to the truss designer by the client and the rnnectness or accuracy of this information as It may relate to a spe- clflc pmject and accepts no responsibility or excrMses no control with regard 10 fabrica- tion, handling, shipment and installation of trusses. This truss has been designed as an Indvidual building component In accordance will ANSI/TPI 1.1995 and NDS-97 to be Incorporated as par of the building design by a Building Designer (registered architect or professional engheed. When reviewed for approval by the building designer, the design Imdmgs 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 Imds. p JN ect specmtlon. or special applied loads. Unless shown, truss has not been designed for stomge or occupancy loads. The design assume compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigd ceiling. they should be braced at a maximum spacing of 10'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped gahanized 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 it, confomaanee with the fabrimtor's plans and to realize a continuing responsibility for such veri- 0mulm. Any discrepancies are to be put In witting before cutting or fabrication. Pill- shall not be Installed over knotholes, ..is 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 well members shall meet at the "ritmld of the webs unless otherwise shown. Connector plate sizes are minimum stirs 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 Infomaation 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-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bmcng 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 esscri Ml and erection bracing is always required. Nonnal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and durninomg. The supervision of erection of trusses shall be under the control of persons -lictienced bn the Installation of I Isq. Professlonal advice shall be sought If needed. Concentration of construction loads greater than the design Inds shall not be applied to misses at any time No Imds other than the welght of the erectors shall he applied to trusses until after all fastening and bracing Is completed. JB: ROANOKE K 3 AC: 10# UPLIFT �,.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 = 1.15 2-6-3 0-4-3 WO: ROAK3 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the cornposite 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= 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-Lroc 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 1 2 1-4-5 0-8-2 3.00 I 0-8-0 2-8-8 I 4 3 162# 8.00" 73# 2.50" 1-1-9 40N 2 50" 3 4-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 Over 3 Supports 01 =Maroinda Systems)i 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE. #0050068 1005 VANNESSA DPLOVIEDO.I'L-7G Attach livilh (3) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.8355 WAKNIN(G: READ ALL NOTES ON THIS SHEET. Eng. Job: W AK A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: T CONTRACTOR. Dsgnr: ECH Chk: Date: 10-05-02 BRACING WARNING: TC Live 16.0 psr DurFac - Lbr: 1.25 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing- shall r bracing TIC Dead 7.0 psf DurFae - Pit: 1.25 which Is a 1-1 of the building design and which must he considered by the budding designer. Bracing shown Is for lateral support length .Provisions truss members only to reduce buckling l. Provisions nmst be BC Live 0.0 psf O.C.Spacing: 24.0" P made to anchor Lateral bracing at ends and specified location determined by the budding designer. Additional bracing of the overall m structure ay be required. ISee 1118-91 of TPI). ea. BC Dead 10o r Ps Design Criteria: TPI ffnuss Plate Institute. TPI, is located at 583 60nofrio Drive. Madison. Wisconsin 53719). Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 7360- 9: IICS: 08.20.02 DESIGN INFORM This design is for.n Indh•Idu component and has been ba; provided bny the client. Tim d, any mspnsfbmty for damage fanlly or incortcol loormauoi and/or designs furnished to I by the client and the cormeir Of this information as It may edit protect and accepts no n "creism no control unit, regi, Ilnn, handling• shipment trod trusses. This moss has been individual building cnmponen ANSI/IPI 1-1995 and NDS-T as pan of the building d-ign Designer (registered a rchueet engm-,). %Vhen reviewed for bulldog designer, the design must be checked to fe sure it are In agreement "th the Iar local clintatic records for wind project sleclltations or sped: Unless shown, I.,s. has not 1 storage or occupancy loads. T carnpressinn chords flop or Ix ously braced by sheathing unl specified. When, bottom choir not holy braced laterally by a I rigid ce,Wng. they should be br maxlmurn spacing of 10'-o- o., plates shall be manufactured I dipped galvanized steel meetbl Grade 40. unless otherwise sh FABRICATION Ni Prior to fabrication. the labs, this drawing to verify that thl cordonnance with the fahria rwhze a continuing responsil Batton. Any discrela'tncles a writing before cutting or fabn Pill -shag not be instalfed o knnls or distorted gmhm. Mer for tight filling wood to woad nectar plates shag be lo,ated the Imes with naps fully Imbe syro. about the joint unless of 5s4 plate is 5' wide x 4- long. wide a 8- long. Slnis (hnlesi r the Plate length sleclffed. Da members s1r,�,11 meet at the ce unless otherwise shown. Con e mbthntun sizes based on I and may need to be Increased LLng and/or erection stresses. to be fabnated with Bran velar m luber unless otherwise show Information on Quality Contra ANSI/TPI 1-1995 PRECAUTIONAR) All bracing and erection recon tmbe, followed inaccordance v Itafling @ nmclog% IIIn-91. be handled with particularcm and bundling, delivery and In: damage. Temporary and pen, for holding trusses In a stmlgl Ilion and for reslstmg l feral f, deslgred and msta icd by it,, Iing Is essential and erectlon t required. Nomtal precaution., misses requires such lempun Uistallation between trusses 1, and dommoing. The supervisl trusses shall be under the con expcnenced In the Installation Professional advice shall be so Concentration Of construct Ion than lire design loads shall it. (Hiss- at any lime. No loads weight of the erectors shah le trusses untd after.11 fastening Is completed. 4TION I building d on Information igner disclaims s a moult of speclficallons is truss designer ss or accuracy •late to a sle- panslbllity or a to ranna- isla8atlon of eslgned - an In accordance with to be Incorporated y a Build Ing professional pprowl by the adings shown u the data shown budding codes, u sno,v Iwds, applied load, yen designed for m design ...runts :oml am continu. is otherwise, [it tension are operly applied ced al a Connector rm 20 gauge hot AST71 A 653, r sh. LL review drawing Is in is plans and to Ity for such ven- to be put in lion. rrr knotholes• b shall be cut eanng. Con- n both races of tied and shall be mrvise shown. A A 6,,8 prole is 6- o parallel to ble cuts on web bond of the carob. ..tor plate sizes e fort- shown or certain hand- rhis truss is not ant [sled . Foraddllional refer to NOTES nendatfons are h -1 land8ng rrusses are to during banding illation to avoid vent bracing and plumb pos- e- shall be m. Cmelul hand. icing is always action for I bracing during ivofd toppling I of erectlon of of of persons f tnms-. lht If needed. lads greater as applied to her than the n,lied to d bracing JB: ROANOKE K 3 A-. 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 ccm>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. 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= 2.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC...FORCE...CSI--BC... FORCE...CSI 1- 2 -19 0.11 4- 3 -10 0.07 TI: U QTY:2 _=er===========Joint Locations=====______±_ 1) 0- 5- 5 3) 2- 0- 8 2) 2- 0- 8 4) 0- 5- 5 ---- MAX. REACTIONS PER BEARING LOCATION----- X-Lot Vert Horiz Uplift y-Loc Typp 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 I 2 6.00 T 1-0-5 0-4-2 3.00 0-8-0 1-4-8 4 13, i 119k 8.00" 242. # 50" 1-1-9 o (R 1-1-7) 2-0-8 EXCEPT AS SIIOWN PLATES ARE TI-20 GA TESTED PER ANSI/Till 1-1995 Over 3 Supports CIL. 1- 1-4 Maronda Systems 4005 MARONDA WAY SANFORD. PL. 32771 (407) 321-0061 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 IOn5 VANNFSSA Dk.OV1EDO,Ft-327601 Design: Afmrir A.A.Sis 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 hoeing, wind bm eing, portal bracing or similar bracing which I'a pan of the bu8dfog design an,] 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 spe,01led locations determined by Lite building des, lbrrer. Additional bracing of the Overall structure required.ee Huy be required. (SHIB-91 of 71,11. fPrue Phil, Institute, TT'I. Is looted at 583 D'Onufrio Drtve, AladLsan. WI-colnsb, 53719). IOTA L Eng. Job: Dwg: Dsgnr. ECM Chk: TIC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf 33.0 nsf Attach with (2) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 1.1370 Truss ID: U Date: 10-05-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA !nH PATH: C:17'EE-!.0KUGHS:R( -.IK3 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclahns any responsibility for damages as a result of faulty or Incorrect Information. specificationsd and/or es I" furnished to the taus designer by lire cllem and the correctness or accuracy of this bformatou as It may relate to a spe- cific project and accepts no responsibility or —rcl— uo control with regard to rabrica- firm. handling, shipment and Installation of trusses. This truss has Ix n deigned as an Individual building component In accordance wilfi ANSI/IPI 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 loerl 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 asswnes compression chords (top or bottom) are conWm- ously braced by sheathing unless otherwise specilled. Where bottom chords In tension are not fully braced L teraliy by a properly apphed rigid ceiling. they should be braced at a nnaxirmunl spacing of I V-0- o.e. Connector plates shall be olauufaclured from 20 gauge but dipped galvanized steel meeting ASMI A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrintlon. the fabricator shall review this dmwhng In veriry that this drawing is In conformance witii the fabricator's plans and to realize a continutng responsibility for such veri- ficallon. 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 pules shall he longed on both faces of tIle truss Willi nails fully Imbedded and shall be syarr. about lhejoint unless otherwise shown. A 5x4 plate is 5' wlde x 4- long. A 6x8 plate is 6' wide x 8' long. Slots (holes) run p:nallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes ire minimum sizes based an 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 unless otherwise shown. For additional tnformation on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance wiLb -Handling Inslallhng & Bracing-. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and bulallatloo to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- In— 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 dom[noing. The supervision of erection of trusses shall be under the control of persons expertenced in the Installation of trusses. Professional advtce shall be sought if needed. Concentration of construction loads greater than the design Inds shall not be applied to trusses at any lime. No loads other than the weight of the erectors shall be applied 1.unases "I'll] after all fastenb,g and bracing Ls completed. JB: ROANOKE K 3 AC: 10# UPUFF D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 101# Support 2 84# MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D= 0.00" T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 T 0-4-5 1-2-7 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 ==la===========Joint Locations=====__________ 1) 0- 0- 0 3) 0- 9- 0 2) 0- 9- 0 4) 0- 0- 0 ----MAX- REACTIONS PER BEAR ING LOCATION -----Y X0- 4 Vert Horiz Uplift Y-Loc Type 0- 4- 0 80 38 -101 T PIN 0- 8- 4 21 0 -84 *OT H-ROLL 0-9-0 1 2 �600 0-8-9 0 0-8-0 Plate Height 0-0-4 4 3 80# 8.00" 21# 1.50" 1-1-9 � (R1-1-7) 0-9-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 1=3x (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.MIEDU.Fl-32766 Design: Matrix Analvsii YVAKNING: 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 Inn of the building design and which must be considered by the building designer. Bracblg shown Is for lateral support of truss members only to reduce buckling leugih. Prmislons nmst be made to anchor Lateral bracing at ends and spec8lnl locations determined by one building designer. Addluonal bracing of the memo structure may be requbed. [Sec HIB-91 of TPI). (Truss Plate Instllutc. TPI, is located at 583 W0110frio Drive. Madlsnn. Wisconsin 537191. JOB PATH: Eng. Job: Dwg: Dsgnr: ECH Chk: TIC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 fnf le = 1.7471 Truss ID: V Date: ) 0-05-02 DurFac - Lbr. 1.25 DurFac - Pit: 1.25 O.C. S� eacing: 24.0" Desigr� Criteria: TPI Codbesc: FLA I1CS: 4e 71) m Master Fife #7 Central Florida B.O.A.F -Exterior Window and Door Master Filing Checklist I. Sufficiency Review Manufacturer Name: Norandex/Revnolds Distribution Model Number(s): 1"x4" and 1 "x3" Alumirium Mullions Contact Name & Number: Christopher M Fuertsch — (407) 667 9390 Please ensure the following are contained in your submittal: X Two (2) signed and sealed engineered installation details. One (1) signed and sealed test report. One (1) signed and sealed engineered calculations for alternate fastening method, if applicable. II. Governmental Product Approval: Agency Initials/Date A enc Initials /Date Brevard, County of Melbourne, City of Cape Canaveral Mt. Dora, City of Cocoa Beach, City of Orange, County of ACP 3/1'5/02 Eustis, City of Port Orange, City of Indialantic, City of Rockledge, City of Indian .Harbour, City of Satellite Beach,. City of Lake, County of SN 1126/02 Seminole, County of Lake Mary, City of RJ 4/05/02 Tavares, City of Leesburg, City of SS 3/26/02 Titusville, City of Maitland, City of West Melbourne, City of Malabar, City of Winter Park, City of LP 3/26/02 Melbourne Beach, City of Scan Date 4-4-02 Created on 02/04/02 Page 1 of 2 NORA.NDE?; PAGE 29 A G A C .Q bG a4 'te•� SEE CHART FOR a a 4 e 4q FASTENERS L 1-1/8" VERTICAL MULLION SCHEDULE CAULK TOP ,�_ _ SINGLE p y OF MULL --- - UNIT TYPE OF• MULLION TYPE OF CLIP �' A I WINDOW WINDOW. DESIGN PRESSURE Gtj 3/8"MTN. #10 -X 3/4" I NTH HEIGHT NUMBER AND TEK SCREW I I I WINDOW INCH INCH 35 PSF FLA-45 TYPE OF FASTENERS 4 Q _1J I HEAD- 26_" I _ 1.0 `x 3:0 3_8_-1 4 -- --- --- OK_�__ 4 _3 16_d 2 TAPCONS o f*----- I WINDOW i 19-1/8" 50-5Z8: - 1.0 x 3.0 -----�K--- 4 -3J60' x 1-J2 TAPCONS �' JAM- --- --_ _ �---- R---- _ 63" 1.0__x 3.0 �K---- 4 -3J8d x 1-1 2 TAPCONS 7/8 76-3 4�' -- 1.0 x 3.0--- 4 3J6d�_g 1_ J2" T_APCON_S N W 5/8" 28" --- �K---- 4 3 18d x 1-i 2" TAPCONS ti co 1_0 x 3.0 _0_K 4 3 18ta x _1_-1 2 TAPCONS � lx3 MU " 38-1/-4�'---1-0_ x 3.0 -- ---- ---- LLION (XFLA-26-1) 26-1/2" 50_-_5 8' --- --- �K--- 4 3 160�-X 1-1 2'� TAPCONS �, lx4 MULLION (XFLA-39 - Z- _ 1.0 x_3_.0__ OK - _J- J-1 " _ 63" 1.0 x 3.0 - -- 4 3J6d�_x 1_-J2" TAPCONS 76-3 q�. -- -- OK -- ..------ FLA-45 1.0 x 3.0 - --- OK--- 4 3 18d x _1- J2 _T_APC_ONS 4 3 16d� x 1=1 2" TAPCONS b k o . MU 6OGA_ GALV. CLIP � 28T4 _ 1_0 g 3.0_-- -__ 0_K- 38_ 1 - _ 4 - 3 16d x _1-1 2'-TAPCONS 1,0 x 3.0__ SHEET METAL 37" 50-578�' _-- - OK 4 _3J60. x 1-1 2" TAPCONS 800 LB.Z- __ 1_O x 3.0 OK -- ,---- ------ 5/8" MAXMA}; CAPACITY 63' 4 _3' 16-o' x 1-1 2 WINDOW _ _1_0_ x 3._0--- ---a ---- l_ 1 TA_PC_ONS JAMB 7/8" lx3 MULLION XFLA-26- 76-3 4' _ 1.0 x 4.0--- --- ---- 4-3�8dp_x i_1 2� TAPC_ONS y 5:4 IX4 MULLION 1) 26" _ _ OK 4 1 4d x 1-1 2' TAPCONS #10 x 3/4" ) 1_0 x 3.0--- OK 4 3 18m Y b o i �-39 38_-1T4� 1.0_ x_3_._0 --- ---- x 1-_1 2__T_A_PC_0_NS 5 TEX SCREW I 53-1/8" 50-5 7B� --- --- �K 4 _3 16d" x o a m ' I I I L_---1.0_%3_.0--- ___ OK Me 1-1 2" TA_PC_ON_S I _ r---- 1.0 x 3- OK 2�-14�.2�_T_A_P_C_0_NS_ I I SILL WINDOW 7B 83 4---1.0 --- ----------- 2 -1j40' x_1-1/2" TAPCO o x. 4.0 NS CAULK BOTTOM OK 2 1 4 'r X 1-1 2'' TAPCONS' I OF MULL ! ��� I - 3/8"MIN. i + B. 0. A. F. PRECASTED - 3 "MIN, ACTURBR NAME:a SILL �L _ � p rVoRA�n �X z p p p pt> . 3/4 MAX MASTER OU $� y p D p p SEE CHART FOR z D p D FASTENERS- NOTES: 4 a 1) ALL ALUMLNUM EXTRUSIONS' ARE ALLAY 6063 T6, r U OR 6063 T5. 2) WHEN THERE IS ONE TAPCON (1/40- X 1-1/2') CHARI F� A: ' PA �N. p. E ON EACH ANGLE LEG THE / F FL REG. ENC.. 4p121 PLACED ON TIP ENTER SHALL BE 2 ro 2 DATE, 3/21/02 3) CONCRETE COMPRESSM STRENGTH - 3.000 PSI cS AT 28 DAYS. , , B NUKANDEX PAGE 30 NOTES: I) ALL ALUMMU EXTRUSIONS ARE ALLO* 6083 T6, OR 6083 T5. HQRIZONTAL MULLION 2) ONVIIENE THERE IS ONE TAPCON (1/4d" X 1-1//2") ON EACH ANGLE LEG, THE TAPCON SRALL BE PLACED ON SINGLE UNIT TYPE .OF :MULIdON WINDOW -WINDOyP DESIGN SCHEDULE TYPE OF CLIP MULIdON CLIP CENTERLINE. 3), CONCRETE COMPRESSIVE STRENGTH 3,000 AT H HEIG$T PRESSURE NUMBER AND }� 28 DAYS. PSI INCH 35 PSF FLA-45 TYPE of FASTENERS N o 26u 7_ _ 10 x_30 --- 1.0 x 3:o ---OK --- 4 _3 16o x 1-1 2 TAPCONS �_---- y N W 63" --_ -- --- _0_K 4 _3J60 _x _1-J2A TApCONS 4 --- 1:.0 3:0 ---OK-- --- --- .3.160 x 1-J2 TAPCONS 4 60 4------ - xTAPCONS V CRAR A. I-AGG.j 26" __ x L'0 -1:.0.x OR _3 4 3 16s� x 1-1 2 TAPCONS `� O !� , P.E W FL RBG E3/ 49121 DATE s/z1/oa 38=1: e 26-1/2" b0-_5 8�------------ _ _x_3:-_0 3:0--- 1.0 x 3 0 --- --- 0K --- ---- ¢ 3 16d -x ! 2 _TAPCONS 4 160 x 1-1 2'� TA-p-- o.� Ems, W '• 63" --- - '- --- 1_.0 x_3:0 --- OK---- _-3 -T - _ _J 4 3J60' x 1::V TAP--- o Er 76-3 ¢' --- 1.0 x 3:0 OR --- --- OIC 4 3 160" `- x 1-1 2"------ --T- e___ J TAPCONS 'C h4 � Er G] 26" _ 38=1 4� %� 1.0 x 3_..0 -` --- --- OR 4 3 160 x 1-1 2'� TAPCONS 4 3 16_0 x 1-1 2 CENTRAL FLOREDA B.O.A.F. _ _-- 37" 50-5%8' - 1_0 x 3.O _ -- l�o $ so--__ -- OK____ „-_--_T_APC_ONS 4 3 160 x 1-1 2" TAPCONS j J I MANUFACTtJRM, .NA�Vi]E: 63- - ---1,p 76-3 4� --- _x 3.-6 --- 1..0 OK _____ --- �K--- _ 4 _3J60� x 1-J2n f,---- S 4 TAPCONS � o ti - /1 S.,iPnw/nF✓ - _26' - x 3,0 _ x 3r0 OK---- OR _3J60„-x.l-J2 ¢ 3 160�---- ,r-- x 1-Z 2 TAPCONS MASTER FIILE �k % 98_-1 4 _T _ _ / 5_0-5-:8 _1.0 . - --- _ _1.0 x 3: 0 - --- __ -- --- 4 _3 16_0 x 1-1 2 TAPCONS; %1Ev x A.q4" b --z- ---1.0 _x 3.0' 63" ------ --- 1.0 _x_3:0 ____ DIC --- --- _ TAPCONS _f __-_--�---PCON 2 1 40' x 1_-_1 2 T_AP_C_ON_S_ to 76-3.4� #10 x 3/4" lx3 MULLION (XFLA-26-1) TEIC SCREW_ --- 1.O x 3_D ---OIC_--- �K 2_1140 x 1=1 2,„-T_A_PCONS _ 2 1 4sb2' TAPCONS �� �. .>;4' ix4 MULLION ( I;A_39) ( �-26-1) lx3 MULLION DW SILL SEE CHART FOR (XI LA-39) 1x4 MULLION #10 x 3/4" SEE CHART FOR TEK SCREW FASTENERS 4 -SHOWN FASTENERS F 1-15/18" 4 SHOWN - iy - h IQJ I 1-15/16" DW SILL c SH HEAD FIA-45 '�--_ 3/4" MULLION: ANCHOR CLIP 0 16 SHEET GA. GALV. METAL 3/4 ® SH HEAD g 1/4" 800 LB: MAX CAPACITY 1/4„ • m m x NORANDEX PAGE .24 FF... .. �MA ACTUYI 1VATd(E (2),110 x' 1-3/4" PH-SLf3 INTO 2 x fl a 3/le"0 x 2 WITH A 1-1/ SEE ELEVATI BB(I) SE Emu AS WOOD 31 OR MUDI r+w ll" Y'ux ANCHOR SPACING. �. NOTES: I SHIM AS RE@UMED,, MAX. SHIM STACK 1/4% 2; ALL ALUMINUM EXTRUSIONS ARELLO AY 8083-T5• OR Ts WITH :TYPICAL WALL THI 3 USE HIGH QUALITYCKNESS of osz' CAULK BEHIND. 4 GLASS THICKNESS BASED -ON TABLE .EEmoo GLASS CHARTS, AND MAY VARY DEPENDING 'ON SIZE. 5) THE RESPORMILIYY Flog S PRODUCTS TO EIECTION OF NORANDEX BUR -DING COD Of NORANDEX CAL SAFETY, HEADER AND SILL SECTION gEURpRE O TS pR SOLELY WITH THE ARCHITECT, 1 �•. 1 BY BjJCjt 7) CONCRETE COMPRESSIVE STRENGTH o 3,000 PSI AT 28 DAYS. /jXIUPANEL X PANEL XXXPAN]; PANEL PANEL PANEL /011 -4 4- n (2BY2) Trroc— u °i°u'°u (4BY2) rnrcu crumu nll NORANDEX PAGE 23 (2). #10 x 1-3/4' PH-SILS INTO 2 BY BUCK OR WITBY BUCI� H A 1 1/4" MIN. EMBEDMENT IRiTO MpSONRy, (SHOWN) SEE ELEVATION FOR ANCHOR SPACING. (2) #10 x 1-3/4' FH-SIBS INTO 2 x BUCK SEE ELEVATION FOR ANCHOR SPACING. 2 BY WOOD BUCK (2) #10 x 1 3/4' PH -BUS DIM 2 BY BUCK Wf9H 1-1/2- MIN_ EMBEDMENT. SEE ELEVATION FOR ANCHOR SPACING. 2 x WOOD BUCK .0 s 3/16" TEMPERED GLASS PANEL .SIZE DESIGN LOAD INCHES NO. N0. OF ANCHOR SCREWS rN FRAME o q WIDTH/HEIGHT HEAD AND SILL JAMB trq�,. `j q EXTERNAL INTERNAL XX X}IX XXXX 651 W W 30 �16° x 5914 " 53.3 55.8 ALL 41 C o 361�i6' x 591/2 " 49.8 10 16 18 6 c ) CS o. 49.8 30 die° x " 49.7 12 . i8 22 6 .791/2 49.7 36 46" x 791/2 " .. 45 10 16 20 W 45 SERIES '600 ALIIMFNUM SLIDING 12 i8 22 8 -4 h o � GLASS DOOR CHART LL OPERABLE PANELS o G] `p yFASTENER �",+> 1, �� A B•O.1.F.. A AG"I'mit 1 (2) 3/16'0 z 2-3/4' TAPCON OR MIAMI D'FASTENERS.- a °o 9 WIDTH NA1mE x WOOD BUCK CONC. h W m 9I) 1. SEE ELEVATION FOR ANCHOR SPACING. a i SHLM .AS RE I"RED TYP. HORIZONTAL SECTION WOOD "SHIM gSHOWI� OR MUDD TRACK A3 REQUIRED 1/4' SiDM—{�_- 0 (2) 3/1670 x 2-1/4' TAPCON OR 1 BY 2 Bi BUCK MAX ENER SEE ELEVATIONPROVED FOR ANCHOR PACCING. NOTES: 1 SHIM AS'REQUIRED, UI)tED, MAX SHIM STACK i/4'. / g 2) ALL ALUMINUM 'EXTRUSIONS ARE ALIDY 6003-T6 ""'� 3 G OR T6 WITH. TYPICAL, WALL THICKNESS OF .0.62' : � � +°a y m � � /� a 3 USE HIGH QUALITY CAULK BEHIND a 4; GLASS THICKNESS BASED ON 'TABLE E1300 GLASS X X x X X CHARTS, AND 'MAY VARY DEPENDING ON 31ZE X a § PAN PANEL PANEL PANEL PANEL PANEL 6) THE RESPONSIBILITY FOR SELECTION' F' N � h PRODUCTS TO MEET ANY APPLICABI E Y' NPPRANDDE HEADER AND: SILL SECTION REQMRCEMENTS � p�LY�WOR-:ITH T� cH c' �u 1 1 r. 1 BY BUCK 8) CONCRETE COMPRESSIVE TRNG -OWNER!6R ACTOOR 9.000 PSI r �// � // � �� AT 28 DAYS. (4BY2) 17MAL aRmnM y:y p °a l 4y 4 W M N V < N z.1 � 0 . � 4 It.z �z e .�a o Z U y i NORANDEX PAGE 22 LOX 1-3/4' P.IL S.M.9 /1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR -ANCHOR SPACING. � To 164L I I I I zo %4' WOOD FRAME 110 X 1- 3/4" P.H. W/1-1/2' MIN. EMBEDMENT. NOTES: SEE ELEVATION FOR 1) SHIM AS REQUIRED MAX SHIM STACK 1 4 DIMEND NDo SOW IONS I .ANCHOR SPACING. 2) ALL ALUMINUM; E74TRU510 / OR: •T6: 19ITk T1'pICAL. WAL[e PI C ALLOY 6063—T5 3 USE .hGH..;QCUALITY'•CW L,K !BEHINpIESS OF 0OW .62" . 43 GI:ASS: iHIG[UIL�SS .BASED ON TABLEWE1300 CLASS E CHARTS; AND`:;AT VARY DEPENDING ON SIZE, 5) THE:'RE5P0?tSfR �"zt18 PRODUCTS!:TO: ILITY'."'OR SELECTION OF NORANDEX BUILDR.IG.;�CO1jE9, . RDINANtES�OR OTCABLE HER SAFETY o REQUD2LMEM :BEST. SOLELY. W 6 BUIL-'D1NG OWNE 'OW .CONTRACTOR THE ARCHITECT. q ) NOTE ` `INDICATES' THAT UAL FASTENERS AT HEAD' AND • ILL, ARE' REQUIRED. o . a ALT. I'IN ATTACHMENT I UNDER SHEATHING �" L #'10 X 1-3/4" �•H_ S.M.S. CENTRAL FLOR MA &O.A.F. W/1-1/2' MIN. EMBEDMENT SEE -ELEVATION FOR A F� NAM ANCHOR SPACING. BLASTER FILE 3 # 10 X 1-3/4" P.H. S.M.S. iY/1-1/2' MIN. EMBEDMENT SEE. ELEVATION FOR ANCHOR SPACING. J�S14" MAX (TOP AND BOTj'OM) CHARLES'; A:A�N E. FL REG: ENO—'. ''d 49121 DATE:, 3r�7/02' WINDOW FASTENER. SCHEDULE N0. ANCHORS • HEAD/SILL SEE'NOTE 6 —NO. JAMB —ANC PSF PSF PSF 2 2 2• � PSF p PSF PSI') 2 2 � q q p 2. —2. 9 3• —9 3 4• 3 'L— '£ 2 2' t� Q 2 2 2• 2 2 3 2� 3 2 2. 2 " 3 3 3 3 _3 3 4' 2 3 3 1-4 CIO1 h g 2. 2 2 3 3 3 3 3 3 ' R� 3 j 3 3 3 3. 33 3 2 2 2• 3 4 4 ti _ 2 _3 3' _—B— 4 4• o ti 4 4 2 2 I-1 8" 4 5 co g_11 6'3/4" 2 2 0, q 3 A a e ,o ��.,� �y �Yg4 ,-- 1 NORANDEX PAGE 10 # 10 X 1-3/4" P.H. S.M.S. W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. 0 10 X 1-3/4" P.H. S.M.S. W/1-1/2" 41N. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING-.__ . . _ T UFAMUR � a�.utriLACT M : rrn. RA�1�X, Lj�j � ALT. FIN ATTACHMENT rn a 10 X 1-3/4` P.H W/1-1/z UNDER SHEATHING MIN. EMBEDMENT SEE ELEVATION FOR FOR ANCHOR SPACING.,- 1/4" MAX — SHIM (BOTH TYP. JAMB SECTION ©._ WOOD FRAME NOTES; 1 SIHM AS REQUIRED MAX SUM STACK 1/4 750TYP 2; ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063—n OR T6. WITH TYPICAL SYALI, THICKNESS OF 0.62" . $ 10 X 1-3 N. MB S.M.S. 3) USE- HIGH-QUALIT.Y'.CAULK .BEHIND WINDOI9 FLANGE. W/1-1/2" MIN. EMBEDMENT 4) GI ASS THICKNESS .'BASED 'ON TABLE E1300 CLASS O novut8 SEE. ELEVATION FOR CHARTS. AND"MAY'VARY DEPENDING ON SIZE. I ANCHOR SPACING. 5) THE': RESPONSIBILITY .FOR SELECTION OF. NORANDEX PRODUCTS` `TO MEET ANY APPL1CA13LE LOCAL LAWS, BUILDING::CODES} `ORDINANCES OR OTHER SAFETY HEADER AND SILL SECTION REQU►REMENTS REST SOLELY WITH THE ARCHITECT. BURADQG�'OWNER OR CONTRACTOR WOOD .FRAME CHARLES A. PA - •"P•E .6) NOTE • INDICATES: THAT.'EQUAL FASTENERS AT FL REG. ENG. # �4912L HEAD AND SILL ARE REQUIRED. DATE: 3/27/02 UAX UM '"" TYP. 1T HEIU a- 7AIL�A e�• ac. uu yY SASH7 NF /// d DETAH.=B.I A' � NORANDIJX PAGE 21 +� IArCUN WITH A N. 1-1/4" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING_ o IN c # 10 F.H. S.M.S. W/1-1/2" MIN. EMBEDMENT NOTES: SEE ELEVATION FOR ANCHOR SPACING. 1) SHIM AS REQUIRED, MAX SHIM STACK 1/4" 2) ALL ALUMINUM EXTRUSIONS a ARE ALLAY 6063—T5 OR Te WITH TYPICAL WALL THICKNESS OF 082" . 3) USE HIGH QUALITY CAULK. BEHIND L WINDOW hINGE 4 GLASS THICKNESS BASED ON TABLE PA300 GLASS CHARTS; AND MAY VARY DEPENDING ON SIZE 6) THE' RESPONSIBIIdTY FOR 'SELECTION- OF NORANDEX PRODUCTS TO MEET ANY APPLICABLE LOCAL LAWS, BUILDING CODES, ::ORDINANCES OR` OTHER SAFETY QUUIREMONTS•:REST `SOLELY WITH THE H ARCHITECT; WNER'OR CONTR6CTOR B) A PRESSURE TREATED WOODEII'.BUCK':OR'MARBLE SILL SHALL HE :ADDED `UNDER THE PRODUCT TO FULLY SUPPORT' UNIT. •THIS:'SUPPORT \ SHALL HE FIRMLY ATTACHED INTO MASONARY AND SUPPORT THE PRODUCT OVER ITS FULL LENGTH (SUPPLIED BY OTHERS . ALT. 7) CONCRETE COMPRESSIVE STRENGTH.- 3.000 PSI AT 28 DAYS. HEADER SECTION 8) NOTE • INDICATES THAT' E,�UAL FASTENERS AT II�' TYP. 2 BY BUCK f�®AE B.O.A.F.• 3/18' TAP -CON W/1-1/4' MIN. EMBEDMENT MANUFACTMR NAME: (SEE ELEVATION FOR ANCHOR SPACING) pjASM F1T..E�} # a a I CALL SIZE WIDTH n n . 1 HY RUCK O 2 BY BUCK TYP. JAMB SECTION )TH JAMBS) 1 BY / 2 By BUCK SEE NOTE 6 HEADER AND SILL SECTION TYP. I BY BUCK CHARLES "A :P. FL REG. ENG. $ .49121 DATE: 12/LT/Ol 1 10 FAL S. m s. W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. {(1Y QNR YIRiF( I- FD SILL e_ DETAIL—C DETAUrB 24' OA oIU a 9 1. NORANDEX PAGE 9 Wu r.n. S.M.S. WITH A NOTES: 3 18` TAPCON WITH A �' 1-1/2" MIN. EMBEDMENT 1) SHIM AS REQUIRED, MAX SHIM STACK 1 4'. • 1-1/4' MIN. EMBEDMENT ANCHOR SPAcru FOR 2) ALL ALUMINUM EXTRUSIONS ARE / WINDOW FASTENER SCHEDULE ® SEE ELEVATION FOR OR T6 WITH TYPICAL }PALLALLOY 6063-T5 DIMENSIONS ANCHOR SPACING. ° 3 USE HIGH QUALITY CAULK BEHIND THICKNESS OF 0.62' NO. ANCHORS 0 4; GLASS THICKNESS BASED ON TABLE E1300 GLASS (INCHES (IxCHF.T HEAD N0. ANCHORS 4 WINDOW FLANGE WIDTH HEIGHT IAMB CHARTS, AND MAY VARY DEPENDING ON SIZF 35 AND 45 35 AND 45 .d d . 5) THE RESPONSIBUITY.FOR SELECTION OF NORANDER .� PRObUCTS TO ', PSF PSF PSF PSF d d 4 MEET ANY APPLICABLE LOCAL LAWS, 19—L8" — 2 — BUILDING CODES. ORDINANCES OR OTHER SAFETY 2 2 REQUIREMENTS REST SOLELY WITH THE ARCHITECT, 37` 28" — 2-- BUILDING OWNER OR CONTRACTOR z 6) A PRESSURE TREATED WOODEN BUCK OR MARBLE 53-1 8" 3 SILL, SHALL. BE ADDED UNDER THE PRODUCT TO 19-�6" 2 { I''ULLY .SUPPORT UNIT. THIS SUPPORTS 28-1 2-- —i 3 — —_ f THE �� R PRODUCT ATTACHED I� MASONARY AND SUppORT 37 1 38-1/4 — . 2— 3 J BY OTHERS). VER ITS FULL LENGTH (SUPPLIED 53-1 8' '— 2-- 3 m 7) AT28CONCRETE COMPRESSIVE STRENGTH 3.000 PSI 19-L6` 2 ' 3 -ALT. HEADER SECTION AT 28 DAYS. — — 3 37, 12 50-5/8' — 2— -' 3'--- TYP. 2 BY BUCK CENTRAL, FI,p 53-1 8" 2 — -- 3--_ �A B, p, 3 s �ACTME A"I'. ze-�z� ? 3 1.500 N�uu.G: 3r_1 63" 2 — -- 3-- -_--1 3/16` TAPCON - � _ —�-- — W/1-1/4" MIN. EMBEDMENT eSTEjt �'�j'�F 53-1 8' — — -- 3 —— SEE ELEVATION FOR - ""-' 3 3 ? FOR ANCHOR SPACING. 19--1 8' 2 26-'12_ 76-3/4" _ 2 4 -- CALL SIZE WIDTH 37` 2 4 — 53-1 6" 3 — 4--_ qui j � • • unc ut+rr •mTx TTP. T U � n t i=� _ n• man e_, • fy ea' or Y4x� n 1 BY BUCK © 2 BY D AIL -A BUCK ° L940 TYP. JAMB SECTION -�— 1/4' SHIM 1 BY 2 .BY BUCK .750TYP MAX. (BOTH JAMBS) # 10 F.H. O D D W/1-1/2' MIN. EMBEDMENT SEE ELEVATION F B D D D p SEE NOTE 6 ANCHOR SPACING.OR ' DETAIL-C SAST/i ' i HEADER AND SILL SECTION CHAR X 'pA G4 P.E. Tom• FL REG. ENG: 9' 49121 1 BY BUCK • naTIR2�3/21/0z a DETADrB 8 YlS oll MIA MIDADE h1IAMI-DADE COUNTY. FLORIDA METRO-DADE FLAGLER BUILDING PRODUCT CONTROL NOTICE OF ACCEF)TANCE Pr'emdor Entry Systems 911 E. Jefer•son, P.O. Box 76 Pittsburgh ,KS 66762 BUILDING CODE -COMPLIANCE OFFICE Mii1120-I)AI)fi I'I.nC;I.1:li I)U11.!)!I.'G 140 WEST FIAGI.Llt STRI:li r, SUI71: 1603 MIAMI, F1.010DA 33130-1563 (305).i75-2901 FAX (305) 375-2t)OS CO TILAC-rort 1.u:1.:,`til.No sl:c.-rlO (305) 375.2527 Fa\ (lUS) 375•_'S55 c:o� rlr,\c-roit 1•:.� 1�()rtc •1:alr:� t• ut\•Jsrc) (305) 375.2966 I r\x (.105) 375-2,)(j% I�IIC)DGCI' C:U.\"i'I2U1. 1)I1'ItiIU Your application for Notice of Acceptance (NOA) of: (3U5)3752902 V,\x(1U5)372-611y Etitergy G-8 S-W/E Inswing Opaque Double w/sidelites ltesicicuti.Il I11sulated Steel Door under Chapter 8 of the Code of Miami -Dade County governing the use of Alternate Itlaterials aril Types of Construction, and completely described herein, has been recommended for acceptance by the Miami -Dads; County Building Code Compliance Office .(B000) under the conditions specified herein. This NOA shall 'not be valid after the expiration date stated below. BCCO reserves the right to secure this product or material at any time from a jobsite or manufacturer's plant for quality control testing. If this product or material fails to perform in the approved manner, BCCO may revoke, modify, or suspend Elie 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 tlic manufacturer. ACCEPTANCE N'0.: 0.I-0314.24 ; EXPIRES: 04/02/2006 Raul Koorrgucz Chief Product Control Division THIS IS THE COVERS 1EET. SEE ADDJTIONAL PAGES FOIL SPECIFIC aND CF.(\ I-RAI, CONDITLQ a BUILDING CODE &TRODUCT REVIEW COMMITTEE This application for Product Approval has been reviewed by the BCCO and approved by the Building Code and Product Review Committee to be used in Miami -Dade County, Florida under the- conditions set forth above. APPROVED: OG/0S/2001 ff70_r1_ 4_L�� Fmncisco J. Quintana, R.A. Director Miami -Dade Count\• [3uilding Colt: Coll ipli:incu Ofticu \\SC)450001\pc2000\\templates\notice acceptance cover page.dot [nturnct II'Mil address: postmastcra buiIdill "CodeOnline.cUn1 llumc Ia�c: htt I://t�\vw.buildim� 1 1 „co(Jconli"r�t:.com Premdor Entry Systems ACCEPTANCE No.: 01-031 4.2-t APPROVED JUN 0.5 2001 EXPIRES April 02. 2006 NOTICE OP ACCEPTANCE: SPECIFIC CONDITIONS I. SCOPE 1.1 This renews the Notice of Acccptancc No. 00-032I.26 which was issued on April 28, 2000. It approves a residential insulated door, as .described in Section 2 of this Notice of'Acceptancc, designed to comply with the South. Florida Building Code (SFBC), 1994 Edition for Miami -Dade County, for the locations where the pressure requirements, as determined by SFBC Chapter'?;. do not exceed the Design Pressure Rating values indicated in the approved drawings. 2. PRODUCT. DESCRIPTION 2.1 The Series Entergy 6-8 S-bV/E Inswing Opaque Double Residential Insulated Stec! Doors witlt SidcIites-Impact Resistant Door Slab Onlv and its components- shall be constructed in strict compliance •%vith the TolloNving documents: Drawing No 31-1029-ENV-I, Shcets 1 tliro'ugh 6 of 6, titled "Picmdor (Entergy Brand) Double Door with SidcIites in Wood Frames with Bumper .Threshold (Inswing)," prepared by manufacturer,- da'tcd 7/29/97 with revision C datcd 01 /1 ] 00, bearing the Miami -Dade County Product. Control approval stamp with the Notice of Acccptance num.ber•and.approval date by the Miami -Dade County*Product Control Division. These documents shall hereinafter be referred to as the approved drawings. 3. LIMITATIOaNS 3.1 This approval applies to single unit applications of pair of doors and sin�lc door only, its sl�o��rt in approvcd drawings. Single door units shall indlu.dc 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 ankle between the edge of canopy or overhang to sill is less than-46 degrees. Unless unit is installed in non-liabitable areas where the unit and the area arc desi�c,ned to accept water infiltration. 4. INSTALLATION 4.1 The residential insulated sfecl door and its components shall -be installed in strict compliance %vith the approved drawings. - 4.2 Hurricane protection system (shutters): 4.2.1 Door: the installation of this unit Nvill not require a hurricane protection system. 4.2.2 Sidclite: the installation of this unit will require a hurricane protection systcni. S. LABELING 5.1 Each unit shall bear a permanent label with the manufacturers name or logo, city, state and following statement: "Miami -Dade County Product Control Approved". 6. BUILDING PERMIT REQUIREMENTS 6.1 Application for building permit shall be accompanied by topics of the follwving: 6.1.1 This Notice of Acccptancc 6.1.2 Duplicate copies of the approved drawings, as identified in Section 2 of this Noticc of Acceptance, clearly marked to show the components selected for -the proposed i nstallotion. 6.1.3 Any other documents required by the Buildin' 0 icial or. the South Florici• 3ui (ding Code (SFBC) in order to properly evaluate the installation o li s stem. Manuel erez, P.E. Product Con r61- xamincl.- Product ntrol Division Prcmdor Entry Systems ACCEPTANCE NO.:. 01-0314.24 APPROVED JUN Q 20101 EXPIRES 4nril022006 NOTICE OF ACCEPTANCE: STANDARD CONDITIONS 1 • Renewal of this Acceptance (approval) shall be considered after a renewal application has been filed and the original submitted documentation, includin, test supporting data, engineering documents, arc no older than eight (8) years. ?. -Any and all approved products shall be permanently labeled with the manufacturer's nam.c, city, state, and the following statement: "Miami -Dade County Product Control Approved", or as specifically stated in the specific conditions of this Acceptance. 3. . Renewals of Acceptance will not be considered if: a. There has been a change in the South Florida Buildin; Code affecting the evaluation of this product and the product is not in compliance with the code changes. b. The product is no longcr the same product (identical) as the one orig.inally approvcd. 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 longcr practicing the engineering profession. 4. Any revision or change in tFic materials, use, an d/or'manufacturc of the product or process shall automatically be cause for termination of thisAcceptance, unless prior written approval has been requested (through the filing of a revision 5pplication with appropriate fee) and granted by this office. 5. Any of tine following shall also be grounds for reriloval of this Acceptance: a. Unsatisfactory performance of this product or process. b. Misuse of this Acceptance as an endorsement of any product, for sales, advertising or any other purposes. 6. The Notice ofAcccptancc number preceded by the words Miami -Dade County, Florida, and .followed by the expiration date may be displaycd in advertising literature. Ifany portion of the Notice of Acccptancc is displayed', then it shall be done in its entirety. 7. A copy of this Acceptance as well as approved draw' ings and other documents, where it applies, shall be provided to the user by the manufacturer or its distributors and shall be'availab Ic for inspection at'thc job site at all time. The engineer needs not -reseal the copies. 8.• Failure -to comply with any section of this Acceptance shall be ca'use for termination and removal of Acccptancc. ). This Noticc of Acccptancc consists of p�i(l,cs 1, 2 and this last pagc 3. END OF THIS ACCEPT NCE ; ti _.- Manuel erez, P.E., Product Co_ntro - . �imincr Produc Control Division PREMDOR (ENTERGY- BRAND) DOUBLE DOOR WITH SIDELITES IN WOOD' FRAMES WITH A BUMPER THRESHOLD (INSWING) �(ao tul lCx�tc7q�u ALI ]/11(' WN 1u'CprS •/I I/r xlxwAr CNtLD¢Y 7 1/C f t• La/,AKCf to ACrC I w MAX 1/4 • MA x . Ml 1• MAX Is, O.C.Is, t1G MAX MAX — /IAx J• MAX IJ''D.C_ is, D.C. MAX MAX 118 1/37 MAX 71• MAX 15• D.G tJ• DC MAX MAX I 37 1/1• MAXL Mf '• MAX Mt Ir dC. is, O.C. MAX MAX C �• N Iil C/d OaICC An ` a tir ...tlL 1I/ •MAX . ' OG SPACING IB• D.G ' r. nv 13 1 116' 17 1/ MAX O.G SPACING is.. O.C.w 1; CIF DDDA i0 i LOCK m r �• 7,r vs 1. CACN ✓R1tC J l A 2E' 6/• / J 1/r MAX OLD —Be 1 ' 17 1/ MAX w dG ' SPACING IB•IdG vwa�molyr. Tuna rcart, r•lOt iG.aA •GKt Ll• 17 D.GISAGING %B•idG. Mtl[I laaa,rr�__ / :/i i7i:�'wNn:w our:eruri ' ,�;a-•� P"• D•C'+IJ• tu��13' Dc�tJ• oc tr Dt�ls• cc �.AX�_IL`X • DMAX MAXMAX Nnx NA% Nn - X1' MAXAX w • MAX f VX' . r LD4 rt✓LU t[X wTC I ATTACH ASTRAGAL THROW BOLT 18 x i• LONG STRIKE PLATE TO THE HEADER IN ALL REMAINING AND THRESHOLD WITH 110 It 1 3/4, HOLES FLATHEAD SCREWS` NOTES, 1.) WOOD BUCKS BY OTHERS. FNST BE ANCHORED 18 It 13/4" LONG PROPERLY —TOT TRANSFER.LOAOS TO THE •STRUCTURE. FLATHEAD SCREWS 2J THE PRECEDING DRAWINGS ARE INTENDED TO DUALIFY THE FOLLOWING INSTALLATIONS. Lx INSVING R.N. 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 1S ANCHORED TO A MINIMUM TWO BY 1J+rRn1'ED AS CC'J+•n1:G.UIh in-' STRUCTURAL'WOOD BUCK- C. sou7H>:L�q{�e>•1 NG CODE MASONRY OR CONCRETE CONSTRUCTION WHERE 5 L j�JDI GC DOOR SYSTEM IS ANCHORED DIRECTLY TO CONCRETE vHEt� VIIiFR Off ILiRAfTDN WHERE VAT1B IHFILTRAIIDN DR MASONRY WITH . V1iHOUT A NON-STRUCTURAL DUIRE)IENI IS NEEOCD X IIEDUIREFEIfT IS NDt NEEDED BY ONE BY WOOD BUCK tiV * PRODLmr-2_LbrnsloN 3. ALL ANCHORING SCREWS TO BE ti10 v1iH , z eL"LDC..COpEc,PLIANCE04:1 MINiHl1H 11/2' EMBEDMENT INTO WOOD SUBSTRATE ICCEPTA/fCE7;091•031�(.Gy OR O/IG' PFH TAPCONS WITH 11/2' MiNiMUM EMBEDMENi X UNliS S INTO MASONRY. HALL BE INSTALLED ONLY AT LfXAfiDNS PROfECTEO BT A CANOPY OR OVERHANG SUCH THAT THE ANGLE BETWEEN THE EDGE OF CANOPY OR OVERHANG 4. UNIT MUST BE INSTALLED WITH 'MIAM[-DADS COUNTY APPROVED' SHUTTERS TO. SILL IS LESS THAN 45 DECREES. UNLESS UNIT IS INSTALLED IN NON -HABITABLE AREAS VNERE THE UNIT AND THE AREA ARE DESIGNED iO 9. THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES ACCEPT VATER INFILTRANDN. AND DOOR, THREE STAPLES PER JAMB INTO THRESHOLD'ON SIDELITES AND DOOR 6. LATEX SEALANT TO BE APPLIED AT SLOE BY SIDE c DACE CDMIT N°atr¢ArID'a pnva, JAMBS AND SIDELITES /lunlsw[ubt[1 ¢� A . fT UiB610R t71CSS IOICI Si4 COIL. IRT Aaa olKa Dorn mP rOP 11 4 wen, 7. DOOR/SIDELITE HEADER, DOOR/SIDELiTE JAMBS, AND SIDEL[TE BASE �F ' vl u n CORNERS ARE COPED AND BUTT JOINED.It ,�,, • �. /xo o.f • B. DOORS SHALL BE PRE -PAINTED WITH A VATER-BASED EPDXY RUST L N.I.S. INHIBITIVE PRIMER PAINT. VITH A DRY FILM THICKNESS OF D.B TO 1.2 MIL M N Y Y M I-1029-EW-I 9. FRAMES SHALL BE PRE -PAINTED VITH AN ACRYLIC LATEX VATER-BASED/ sD c ar[ sa 1029 SHEET l - I 5 VATER-REDUCIBLE VHITE PRIMER VITH A DRY FILM THICKNESS OF U ID 1.2 MIL. Fl11SL�i a F6 $VS31;EiT12 rl i 'MAX INTERIOR » >,.. NAx NAx. 13 16 35 ],1• 1 wx 77 ],a• • 75 3/.• I� NIX 5 v.• IS 9 ID 19 rt„c SNIn NA22' Mnx II � Il 4 1 9/ 1 2 !ki 5 I , ° EXTERIOR IM SEE GLAZING DE TAR 6 , SECTION A -A. I` 1 1/a• 1 ' i 'INSWING 5 OTHER CONFIGURATIONS Hal . III GLAZING DETAIL MAX m r„• Mnox � 7i• SHERV IN vRl IAms USDA Nu EXIERIUT TRADE LATEX CAULK J3 CXIERIDR Ngx TI 5/4• Nsx 12 I INItRIDR ' 1/2' elm GLASS BITE 9 ML � Z I 1/0' TEMPERED GLASS APPROVED AS CMAPLYWG WTH THE M xlya I SOUTH FlpRipA U117TDIH[i COS [t 114AL�D 1, Stl tQt R n•RT 1 As, man Mwxmmn �N CODE C01.1PLIAIME OFFICE 21L'W'm 029-ENMlucerm /3T�.zy a E 2 OF 6 SHIM MAX r- 3/4' BO.11/16" MAX TNTERIOR 79 5/161' MAX } SECTII7N B-B r 2 BY WOOD BUCK EXTERIOR MAILRIALS LIST IIEH NO. O OCSCRIPIION PARI HUHBER COMMENTS — 2O WOOD HEAD JAMB COMPRESSION WEATHERSTRIP 'EV-14 1 1/4' X 4 9/I6' NIL. TO BE PINE OR EDUlvnl(Nr 3O ALUMINUM ASTRAGAL V_ CK ERE[N BRAND OXSEAI 9650 (BRayZE) 4 ALUHINUH-BUMPER THRESHOLD y- PREHDOR BRAND OR EQUIVALENT- 5/8',ALUMINUM ASIRAG TpP CHANNEL EV-15 PREMMR BRAND OR EQUIVALENT - 1 1/4' xi 4 9/16' REHppR BRAND - 1 IVI6' - 20 GA STECL T KIN I A R R Mug NI lim [if uI 0 ifi pTTOH CHARNEL DENSIY 2.0 TO 2.5 Ibs./F1' WOOD LOCK OCK 4FOAm REHOOR BRAND - 1 11/16- 20 GA STEEL STRIicE STILC/16' ' X 9 1/2' NIL. T❑ BE PINE OR EDUIVALCNIID HINGE STILE X.1 11/16' HTL TO BE PINE OR EOUIVAL[Nr LOCK PREP FILLER PLATE /16' X 1 II/16' NTL. TO BE PINE OR CDUIVALCNi 14 4'xd' HINGE EHDOR-BRAND - .050' THICK- NTL TO BE POLYEIHYLE 14 V000 HINGE JAMB V- 6 HAGER BRAND , HINGE OR EQUIVALENT - A91 THICK (STCI IS 110 x 3/4' F.H.V•S. 1 1/4' X 4 9/16' HTL. TO BE PINE OR EQUIVALENT 16 110 X 2' FJLVj (tl SCREWS PER HINGE INTO BOOR ' HAz IB, lE, Ir rHER[ArrER Jalf aTD L SCREWS Iwaj 4 SIRIxE .MHB INTO SIDEIItE JM1. 4. Om rRDI It 8. OL. [HEREAFTER ' 6, SEREVS IHRDLH EACH SIDCLIfE JANI INTO 110(LT fE. 4• BOW rem op. NO Is ELL NLREArIER . 11 L,6' RII IA^�Qrg . VARi1HN1 DERf RErER I - lutes 110 X 3/4' F.H.V.S. ELEVATION VIEW rIIR A. Or SCREWS LUC AND LDEATIOHS 19 BB x 2' r.H.V.S. (2) SCREWS PER HINGE INTO JAMB LOCKSET (2) SCREWS AT EACH STRIKE PLATE 1 110 X 1 3/4' FJLV.S. KVIKSET BRAND 200 LOCK OR IARI_IT BRAND 100 LACK ® WOOD SIDELITE JAMB (2) SCREWS PER HINGE INTO JAMB 22' X 64—SINGLE PANEL GLASS EV-19 ' 1 1/4' X 4 9/16' HTL TO BE PINE OR EQUIVALENT [ yj SIDELITE TRIM (WOOD) EV-20 E GLASS N YPRUIYL N R - OC-1 43 - (OOL Vi�D CASING EV-21 EV-22 5/16 z 1/2' 'MTL. TO BE PINE EIR EpUIVALEN r e " I ° P ITR E°ulvu ® WOD SIDELITE HEAD JAMB NI - i HS ARE °R 'SIRE ey stBE yw�s �s Hui�,tnrs �LBIHcs u © WpOD SIDELITE BASE CV-23 11/4' X 4 9/16' HTL TO BE PINE OR EQUIVALENT POLYPROPYLENE LITE FRAME EV-24 1 1/4' X 4 9/16' HTL TO BE PINE OR EOUIVALENI B6 X 1 I/2' PAN HEAD SCREWS -1643. ODL-2 HP Polypropylene by ODL S[DELTE STILES B PER FRAME i0 I ® PIN NAIL EV-26 ' 15/16' X 1 11/16' HTL TO BE PINE OR EDUIVALENT /V LONG NAIL. 4' DI FROM rN1• RAI B' OL IWRArIER, IHTB ON HILLBM AND I DOW SILICONE 0995 l'J ENC,INFF.` R APPRtrvEo u C011PLYRR; ri1tN r,lE EME— PREMDNR EN NY f]L Ixwslat 911 L !Tf(RS[R1 N°Rmtc (x,oE caL:PLIArtF runre PII IiBT6. CS. 66767 L N>6 31-1029-EW-I SHEET 3 OF 6 RIvISBH LEIIER B 2 BY WOOD BUCK 1/4' SHIM MAX -3/4' S 7 Ro INTERIOR I 79MAX16' 80 11/16' I MAX 2 BY WOOD BUCK 64' MAX DLO SECTION c'-c 4 9/16' EXTERIOR PLEASE SEE 'GLAZING DETAIL' DRAWING #.31-1029-EW-I SHEET 2 OF 6 DOW SILICONE 4995 RPPRMEG aS CNYRWIG 4 t Sam 1 FtnR niA m i. ......_ 1-1029—EW—I SHEET A OF 6 avisim! [oIrR p OTHER D00*R-'C0Nrl6URWlnNS ---------------- b�r rW b� rw a,w w I 1 .K O °(��( r.•• OL VK(G � AA r ... - t .. I 11+ wl "W Ir•(( _ - - � U V t W � • I 1 . 1 I 1 LL VCK = o•cic. LL >.tjYr p yy �y D b WD• b ..s LL laKai 1 1 1 I t I 1 � w �C by (,Lpy b, 11µ11 J11 1 I t 1 rr� Tw w W t„14w�Vxr ww r� M( �C O'• 1 1 1 1 1 1 41* Ic w r�� J 11-.`. w . V-�~ r... ... W w W H wK.)_a...��'• W�yw 1 v.: ... uL1C1L1 � X Y nxx a) ✓r W is vaD /j _ _ •.• _ . w K IKa6 LL Y< b _ICY ✓K.Y 1 I I I i[ r.cl:c -1 1 • ••'. ri .0 ly °VY LL �-I tr w '�-'}+I 1 1 Y, t 1 1 - w w L� nV vn nvn w APPitii--D AS CONP.LYt tG 11 ME S.1i Fl jji N Mm Dina CODE aSDxra �I P r of °�;� -911 eJUVIGC DEcojpI ;CEOF, Pll ACCEPT,UXE R0. 01�03_ 1 y, 2 Y `� `u *11 31-1029-EW-I SHEET 5 OF G J OTHER DH9R PANEL STY 36' LES �--- [—M A X 79 /5 16 �� �� 'Dor oi 00 �o Dan 0 D a a D an Dan ❑Cl Don BLANK TOP 6-PANEL 4-PANEL 9-PANEL PANEL 10-PANEL ID -PANEL BL OTHER SIDELITE STY , LES w rMAX ®� o . ®ra Dd o pop Do ❑❑ ❑o ❑a 00 FLUSH B-PANCL CROSSBUCK 12-PANEL 4-PANEL 5-PANEL 5-PANEL EYEBROV V/SCROLL EYEBROV 5-PANEL 5 PANEL V/SCROLL GYEBRDV 7.9M3 X16° O SL-10 SL-20 SL-30 �• SL-60 SL-SD ' SL-SDB SL-69a SL-69B SL-69C 'SL-25 SL-55 C3 ❑ ah 9 . an 9 PO -I PD-2 PD-3 PD-1 PD-5 PD-6 PD-7 PD-D PO-9 Pp-Ip PD-11 . 9 .1 I'"# 'PD-20 PD-21 PD-22 PO-23 PD-24 ��Foal no0 0 o0o auo aoo Q o PD-35 Pb-36 PO-37 PD-38 PO-39 PD-10 Pn-al p SL-30D SL-40 SL-90A A-90B PD-12 PD-13 PD-14 11 111 rrr 'i11! .tl �i ru 11� !llll 111 1 111 iii 111 (iij 111 rrr itt I!!1 111 PO i r� SL-9DC SL-300 SL-30C SL-70 SL-80 o° o ao PD-15 PD-16 PD-17 W W � W �N O O s �o �a o o D L w PO-31 PO-32 PO-JJ Pp-Ja '1 a m u b' 4 31-1029-EW-1 SHEET 6 OF 6 Bvam 1[11[e M I A M I-DADE •NIIANII-DADE COUNTY, FLORJDA lv1ETRO-DADE FLgGLER BUILD.I,`'G PRODUCT CONTROL NOTICE OF ACCEPTANCE' Pr-erlldor Entry Systems 911 E. Jefersotl, P.O. Box 76 Pittsburgh ,KS 66762 Your application for Notice of Acceptance (NOA) of. BUILDINC CODE CONIPLIANCE OFFICE MI3TRO-DADr FLAGI.Ek l3U{I.I)ING 140 w1iS'r r1.Actuilt S'11tli1i I', SWI.1: 1603 MIAMI, VLOIUDA .13130-1563 (305).375-2Va1 FAX (305) 375-29us C:UN I'IL C.7011 I,I C:I:,\Sl,\C: SEC710N (3U5).175-25271�r\.\(.lU$)375.�st� C:UNI RUC. 011 f.NVORC:Ir\ll:\-r I [lido (1US)375-29GG l�.\.\"(.1U5)375•�IO� 1111UDUC-1' (:C).Vl.JzU1.1)l'-ltill)N (305) 375-2')U2 FAX (.105) 372.6.1,1�) Errtergy 6-8 S-W/E Outswing Opaque Single 1v/sidelitcs Rcsidcutial Insulated Steel Door under Chapter 8 of the Code of Miami -Dade. Count governing � � the. use of Alternate Materials'and Types of Construction, and completely described herein, has been recomnlended For acceptance by the Miami -Dade County Building Code Compliance Office (BCCO) under the corlditiorls specified herein. This NOA shall not be valid after the ekpiration•date stated below. BCCO reserves the right 10 secure this product or material at any time From a jobsite or manufacturer's plant f'or quality control testing. If this product or material fails to 'perform in the approved manner, BCCO- play 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 flails to meet the requirements of the South Florida Building Code. The expense ofsuch testing will be incurred by the manufacturer.-Z ACCEPTANCE NO.: 01-0314.2i EXPIRES: 04/02/2 006 Rats l lcoarlgu ez Chief Product Control Division TI.11S'IS TI{E C01'ERSt{EET, SEE ADDITIONAL PACES FOit SPECIFIC.AND GENERA1, CONDITIONS BUILDING CODE & PRODUCT REVIEW CO�INIITTEE 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 hrliami-Dade County, Florida under the conditions set forth above. APPROVED: 06)05/2001 Francisco J. Qnli1t,1111, R.A. Director 1:11;1l111-Dade Count' 1311ilding Code Colllplialice 011icc 1\-0-450001\pc2000\\templates\noUce acceptance cover page.dot Internet mail address:(lostnlaster"%buiIdin,cod Cori Hnc.Con1 [Ionic la�� 1 c. I1tlll://1s11.1\•.Guildin2coticonlill c.corn Prertidor Entry Systems ACCEPTANCE No. . '01-03I4._ I APPROVED JUN 0 5 L��f EXPIRES April 02 2006___ NOTICE OF ACCEPTANCE: SPECIFIC CONDITION'S . 1. SCOPE 1:1 This renews the Notice of Acceptance No. 00-0321.23 which was issued on April 28, 2000. It approves a residential insulated door, as described in Section 2 of this Notice of Acceptance, designed to comply with the South Florida Building Code (SFBC), 1994 Edition for Miami-Dadc County, for the locations where the pressure requirements, as dctcrMincd by SFBC Chaptcr 23. do not exceed the Design Pressure Rating values indicated in, the approved drawings. 2. PRODUCT DESCRIPTION 2.1 The Series Entergy 6-8 S-'VV/E Outslvina Opaque Sineld Residential Insulated Steel Door �4 ith 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 1 through 6 of 6, titled "Premdor (Entcrgy Brand) Wood Edge Single Door with Sidclitcs in a Wood Framcs v.-ill, Bumper .Threshold-(Outswing)," prepared by manufacturer, dated 7/29/97 with revision C dated 01/15/01, bearing the Miami -Dade County Product Control approval stamp with the Notice of Acceptance number and approval date by the Miami -Dade County Product Control Division. These documents shall hereinafter be referred to as the approved drawings. 3. LIIIIITATIONS 3.1 This approval applies to -single unit applications ofsingle drawings. door only, as shown in approved 4. INSTALLATION -4.1 The .residcntial•insuiated steel door and its componcnts shall be installed in strict compliance with the approved drawings. . 4.2 Hurricane protection system (shutters): ' 4.2.I Door:.the installation of this unit will not require a hurricane protection system. 4.2.2 Sidelitc: the installation of this unit Nvill renuire a hurricane protection systcrn. 5. LABELING 5.1 Each unit shall bear a permanent label with the manufacturer's name or logo, city, -state and following statement: "Miami-Dadc County Product Control Approved". 6. BUILDING PERMIT REQUIREMENTS 6.1 Application for building permit shall be accompanied by copies of the following: 6.1. I This Notice of Acceptance 6.1.2 Duplicate copies of the approved drawings, as identified ill Section 2 of this Notice of Acceptance, clearly marked. to show the components selected for the proposed installation. -6.1.3 Any other documents required by the Building Official or the South Florida BuiIdin,g Code (SFBC) in order to properly evaluate the installati n of this system. Manucl Perez, P.E. Product Con •rol =miner Product ontrol Division Prerildor Entry Systems ACCEPT.4ti'CE No.:_--' 01-0314:21 APPROVED JUN EXPIRES April' 02 2006 NOTICE OF ACCEPTANCE: STANDARD CO,\'DITIONS Renewal of this.Aceeptance (approval) shall be considered after a renewal application has been f-jIed and the original submitted documentation, including test supporting data, engineering documents, are no older than eight (8) years. Z. Any and all approved products shall be permanently labeled with tile manufacturer's name, city, state, and the following statement: "Miami -Dade County Product Control Approved",'or as specifically stated in the specific conditions of this Acceptance. I Renewals of Acceptance will not be considered if. a. There has been a change in the South Florida 13uilding Code product and the product is not in compliance %vith the code changes.cting the evaluation of this b. The product is no longer the same product (identical) as the one originally approved. C. If the Acceptance holder has not *complied with all the requirements ofthis acceptance, including the correct installation of the product. d. The enginedr who originally prepared, signed and scaled the required documentation initially submitted, is. no longer practicing the engineering profession. 4. Any revision or change in the materials, -use, and/or manufacture of the product or process shall automatically be cause for termination of this A'cceptancc, unless prior written approval has been requested (through the filing of revision'application with appropriate fee) and granted by this Office. 5. Any of the following shall also be grounds for removal of tills Acccptancc:- a. Unsatisfactory performance of this product or process. b. Misuse- of this Acceptance as an endorsement of any product, for sales, advertising or any Other purposes. 6. The Notice of Acceptance number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advcrtisino literature. If any poriion of the Notice of Acceptance is displayed, then it shall be done --in its entirety. 7. A copy of this Acccptancc as well as approved drawings and other documents, where it applies, shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at all time. The engineer needs not reseal the copies. S. Failure to comply with any section of this Acccptancc shall be cause for tertilination and- removal of Acceptance. 9. This Notice of Acceptance consists of pages 1, 2 and this last page; 3. END OF'I HIS ACCEPT NCE Manuel crez, P.roE., Product Co tExm ainer Produc "ntrol Division 3' INL-1 lldui\ -.L-IY I LIEU I DKHIvllJ WUUIJ LULL SINGLE DOOR WITH• SIDELITI=S IN W013D FRAME WITH BUMPER .THRESHOLD (OUT.SWING)PC� /� HCADHLNSILLL� fblP[RCy�NO 00' MAX • LTERNAT . ]/I6' P`H TAPCONj w/l 1/2' MINIMUM EMBEDMENT 4' MAX 4' MAX — MAX 3' MAX 4' MAX — ' MAX' 3' MAX 3' MAX ' MA MAX r MAX]' MAX g 4' MAX pp SS l (SEE OiE T5) LES B 1/16' j 14' 0Y Ist Hlh f-MAX-7 15' MAX MAC-" D.C. 13• MAX is, ^MAX . MAX 15' MAX 40 1 /16' TOP OF DOOR D.C. 8 fig• j :' TO 4 D LOC (UNDO' KVIKSET DEADBOL.T MODEL 660 SCRICS OR MARLOC OCADBOLI MODCL 0E0• 164' 1MAX 5' 22' MAX DLO D.C. q QD MAX161 Kv1KSCT LOCJCSu-, 11 1S' MAX '.• MOD OMARLOCDLEMKSC1 D.C. Il Ms. ( DEL too !" IONGCS �._ 15, 6' AX �M,qX 19' • HAX�HAX .MAX 111 MAX r T Is 4' MAX MAX NOTES. 3' MAX 7' MAX 3' MAX MAX WOOD BUCKS BY OTHERS. MUST BE ANCHORED 4' MAX—, MAX 4' HAX MAX MAX ROPERL•Y TO TRANSFER LOADS TO THE STRUCTURE U THE PRECEDING DRAWINGS ARE INTENDED TO R B x l 3/4' F.H.W$ UALIFT•THE FOLLOVI NG' INSTALLA T IONS. PER SIDE FROM WOOD FRAME Cl]ISTRUCTION VHERE DOOR ..� /� JAMB INTO THRESHOLD YSTEM IS ANCHORED TO A MINIMUM TWO BY WOOD \li_ PENING MASONRY OR CONCRETE COVSTRUC7ION WHERE R.H. OUTSVING L1L 061SVING )OR SYSTEM IS ANCHORED TO A MINIMUM TWO BY IRUCTURAL WOOD BUCK, MASONRY OR CONCRETE CDNSTRUCTIOH WHERE MR SYSTEM IS ANCHORED DIRECTLY TO CONCRCTE vIiAE yplCR 1761LIRASSRr, VIQRC vA(CR DGRIRATICN EMBY WOOD hUCK H OR WITHOUT ANON-STRl1CiURAL PCOUIRCNCHI IS NEEDED a RCp11RC1QKl IS 1L BEEDED ALL ANCHORING SCREWS TO BE 110 WITH V + YIMUN 1 1/2' EMBEDMENT INTO WOOD SUBSTRATE X 3/16' PFH TAPCONS 'VITH 1 1/2- MINIMUM EMBEDMENT TO MASONRY. + INIIS SHALL SE BISIALLED ONLY At t ATIDNS PROIECIED It A Cuay OR UNIT MUST BE INSTALLED VITH 'HIAMI-DADC COUNIT OVERHAAG SLCM IMAI It( AALLE IEIVEEH IME EDGE IT-CAILPT OR M21WjG PROVED' SHUTTERS ID SILL IS LESS INAN 15 CEMCL U•B.CSS WNT IS IIaSiALL[I IN IHREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES 10-HAIITABU AREAS VWRE Tiff Lwll AND NC AREA ARE DESIGNED, SD D DOOR. THREE STAPLES PER JAMB INTO BASE ON SIDELITES. ACCEPT VATCR USDSRAIION LATEX SEALANT TO -BE APPLIED AT SIDE BY SIDE iBS AND SIDELITES, )OOR/SIDELITE HEADER. DOOR/SIDELITE JAMBS, AND SIDCLITE BASE HERS ARE COPED AND SUIT .AINED uA�e vu°a17tRl�lnaxL t IMS SMALL BE PRE -PAINTED WITH A VATEP•-BASED EPDXY RUST BITIVE PRIMER PAINT WITH A DRT FILM THICKNESS OF 09 TO 1.2 MIL RAMES SHALL BE PRE -PAINTED VITH AN ACRYLIC LATEX VATER-BASED/ M ER -REDUCIBLE WHITE PRIMER VITH A DRY FILM THICKNESS OF 00 10 12 MIL nl!lfIS2 APPROVED AS COMPLYING t1l l i 1 1n9 SOSITH FCQPWA BUtLDIUG CGu? all,--- JIJN 1 BY PRODU Y C QHOL Cf.937:1 S RLWN CODE COLIPLIXNCE CFFSCE ACCEJSTA?IC E HO. 01 • o f/ c-. Z I -1020-NEW SHEET 104. i`167A Iii:i EXTERIOR llXr PAZ MAX 71 1/.• 1 i/4• IJ MAX — 7 73 ]/a• . I I It" snln nAx 6 I 19 1) BLf] 1 �. 2 INTERIOR D 16 • 3 a 1 f 29 31A• S SCE GLAZING RETAIL 11A[ �I4• SECTION A -A;,. GLAZING DETAIL O U I S W I N G OTHER CONFIGURATIONS SHERVIN VILLIAMS 115DA EXTERIOR GRADE LATEX CAUIIC B 68 A/. I MAX 68 114• PAX 37 I/E' NAIL '^7I CxiCR1CR • a ; INTERIOR 112' � moo^ 'L�pG rATN THE C .M mural WWMAfba nr S P )LASS BITE g nv �(� j C' p ine6ub Lmn �i w s vz go �' A An BNq mm ORl1lott �p •L By 1/9• TEMPERED CUSS PRO 1iROLGIrsorL1 rB��Nccom IE BLlRM R AGEPW:CE pro 011-°31 v.mama - 1-10z0-E1-0 Wktl.2 I. 6 111�IwIu � 3/4' I 5 6 80 11/16' ' MAX EXTERIOR _C 79 5/16` MAX 1 3/ 4' B ' 4 9/16- SECTION B-B INTERIOR WOOD READ JAMB "Mi nunaLH. CDIIM[t1I$ COMPRESSION yCATtiER TRIP EV-12 X 4 9/16' HTI. f0 BE PINE OR EDUIvALU(t . WOODKE JAMB �, 4 - K N BRANd I IIYCce�.___ I i/< X 4 9/16 HIL TO UNp THRESIIp[p EV-!3 BEPINE T1R EDUIVALENfER PREHDDR BRAND ORQUIVALENT - 1 I/4' x 4 9/ib'LCV-05 PREHBOR BRAND 2b (01i �DN - 1 11/16' - 20 GA STEELF FUAH - II Rt Oat[ Rll RA[I BBASF DENSITY .0 i0 2S IbsJFt'NNEL / 0 LUCK, BLOCK Ev-pa [ v_oo PREHpOR R BRAND - I II/16' - 2p 64 SIEFI HINGE STILE - LOCK PREP FILLER PI 4'x4' HINGE VOOD HINGE JAHB AID x 3/4' FJLVS. alD X 2' FJI{VS. xv vTnlnastn E �16' fTN tAPEl►b vnlumte I u SIDELITE VOOD STILE 98' x'2' FJIV.S. LOCKSET 010x13/4'1711 tP UUD SIDELITE JAMB ' X 64' SINGLE PAWL GLAS DELITE TRIM (WOOD) OOD CASING OOD SIDELITE HEAD JAMB OOD SIDELITE BASE LYPROPYLENE LITE FRAME X 1 1/2' PAN HEAD SCREWS NAIL DOW SILICONE #995 APPRLPOAS CmvLyM rail# rM FOUMH FI(tart{t JUrI BY pI PR RoLomsmm �1 BUUM CODE COUM M•CE OFFICE PI1 ACCEPWICE Ito_ 0 1- 0 31 V. Z f 4' X 9 1/2 15/16' X 1 I V-15 HAGERyBRANd•HINGE DR THICK- HTL TO DE POLYET ELHY � EOUIVAL*r - ,097 THICK (STEEL 1 I/4' X 4 9/16' HTL TO BE PINE' OR EQUIVALENT (4) SLRLVS PER HINGE INTO DOOR 6p R15IIWUAlil EACH SIOEUIE JNtt Alto S If$nrlrR IDE=IIE. 4• GM rR@I RLTCR Id ELEVAIION VIEV, FOR 1 ff EV-07 IS/16' X 111/16, HTL.. TO BE PI ORVEQUIV iQCRtI0N5 (2).SCREVS AT EACH STRIKE PEATE KVIKSET BRAND 200 L CK OR HAR BRAN 15t SCREVS IHRXMII HIMIGE JMB IRiO SIOEI,IIC Jgli 100 LUCK R" I OC: THEREAr►Ea I R. pm r" rI+ IBI mvs ImIjuril STRIKE -MW IHIO SIOEUTE JMl. 4• MAX R' UC. IHEREWIER IWB TRIM I /) SCRCVS IitR UGH EACH HM pNU to 3WX V-10 1 1/4•'X 4 9/16' NIL. TO BE PINE OR EQ��NA N-19 i n any RIIPyI I N-20 5/16 x 112' MTL. ip BE P.1 (OR - -21 �� SIl1C Bi SIRE #a+BS n= dim¢ OR EQUIVALENT EBUIVN�( _ITEM 9/16' HTL. TD PINE OR EQUIVALENT a-23 1 1/4' X 4 9/16' HTL. TO BE PIN 643. ODL-2 HP Pol r E OR EQUIVALENT YP oPYlene by UDL 10 PER FRAME ID ¢L0�"!Cl�'AtrffrR n Elm ' O16E1 II NCL�Mg 131 1 -1020-EW-p SHEET � OF 6 i[VISBW ICIIER 0 1/4' SHIM MAX 3/4' �TERIOk I .79 MAX16' . 80 11/16' I MAX 64' MAX DLO 1 3/4' :..'�•' 2 BY WOOD BUCK —� 4 9/16' SECTION C-C_ -EXTERIOR PLEASE SEE 'GLAZING DETAIL' DRAWING 431-1020—EW-0 SHEET 2 OF 6 _fl . 1 1/4' `— DDW SILICONE #995 ,ory m. I's Cuprm IWITHE -- sounHFYI- f1 E ErirE P FR3 ffraL Dwslon9u 5MMIC COi+E COW',UVJ7CE OFRCE PIS ACCULU,mE IM. 0,-01/V. L IT tm ncAi 1-1020-EW-0 SHEET 4 OF 6 kEVISIWi lCll[R U �ULJI\ DUI NI lUUI\H I JLJI V J. 4 I !.f-ti�hQ-j,Vr �F'TWC VRTM THE EWTHF (1.1(N'p�nWl e —r ntic W,\E U � �4J UF1 ams rnUE ia-411 L Cf<[R�1 ICEOFfl E 1 PIIIS q �]� Aa'CEPT ,mE Hp. o I- o ff. v. i i 37 MAX V3-X { 00 31-1020-E p SHEET 5 OF 6 F(YISOi iUl[R U I I ILI\ -uuur\ rRNLL I Y 36® LES [—MAX 79 /16° MAC x Do Doa0 � 00 UU04° 000 O OP uu PLEL 4-PANEL 9-PANEL 10-PANEL IB-PANEL OTHER SIDELITE STYLES 30' ['MAX 79 J/J6� M 0 0 SL-10 SL-20 SL-30 SL-60 SL-50 SL-508 SL-69A • S1-698 ' oo - . Qa oD • aD as PO-1 PD-2 PD-7 PD-4 PD-5 PO-6 PD-7 PO-8 DO PD-18 i PD-19 PO-20 PD-21 Pa-22 PD-23 PO-24 PD-35 PD-36 PD-37 • PD-38 ° ❑ PD-39 PD-40 Pp-41 o rii I1113 �Dq InnI ®a� uao Q o FLUSH 8-PANEL CROSSOUCK 12-PANEL 4-PANEL EYEDROV d � 0 0 0 � S�Lj-69C SL-25 SL-55 SL-30D SL-40 4 OD QO DD pp PO-9 PO-10 PD-II PO-12 I iii iiiI f1�; m ::: ;ii�� II w AI_ � D PD-42 I . 1. 5-PANEL 5-PANEL W/SCROLL . EYEBROW ,,,SCROLL oQ •no - q❑ 5-PANEL 5-PANEL CYC DRW SL-90A SL-909 SL-90< S1-308 SL-JOC SL-79 SL_m - f ® QQ QQ QD - Q PO-13 PO-14 PO-15 PO-16 • PO-17 ' a €f PD-31 PD-32 PO-33 PD-34 " W ul[0�irx.- _ aL A1r g a b � i Van Iffula 0-EW-0T 6 OF 6 (7, :- (.0 CV lf') CT CV a a Wlgnc WINDL OAD SPE FICA TION 0/08 ijalton APPROVED SIZES: MODEL: WAYNEMARK 8000 & 8100 9'-0" MAX WIDTH x 14'-0* MAX HEIGHT STYLE: RAISED PANEL MAXIMUM SECTION WIDTH 21" TEST PRESSURE: POS./NEG. 44 PSF DESIGN PRESSURE: POS./NEG. 29.3 PSF NOTES: 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). 2. GLAZING OPTIONS - TOP OR INTERMEDIATE SECTION, .090 SSB GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP (NAILED ON 6" CENTERS) MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 4. U-BAR TO HAVE A MINIMUM YIELD OF 80 KSI 5. TRACK, AND DOOR STEEL TO HAVE A MINIMUM YIELD OF 33,000 PSI. 6. OPTIONAL - .080" (MIN) ALUMINUM LOUVERS WITH HIGH IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF THE BOTTOM SECTION. 7. LOCK OR OPERATOR IS REQUIRED. 8. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD .,FOR THE BUILDING OR STRLiCTURE AND IN ACCORDANCE, -01T-H,',q, RR NT BUILDING COPES FC r T e,LOADS LISTED ON :THI'5-;.D�awINt9?i;:- Approved:. _ 3395 AODISON Ok., PEN5ACOLA: FL .A2514 _ ;:P.- Fi: R6' CERriREAn(5mf N0': CEORCU1,r,S�q' FI Aj10N NO_•Oj8519 i,1/. NORTH- UROWJA ,CER nAC4dN' NCB` O1JFi36- Date: 13 GA HORIZ ANGLE f 054" HORIZ TRACK (2) 1/4-20x9/16" TRACK BOLT & (2) 1/4-20 HEX NUT DRILL .281 OR 9/32"o HOLE IN TRACK FOR JB—US BRACKET ATTACHMENT (1) JB—US BRACKET LOCATED AT EACH ROLLER LOCATION EXCEPT TOP BRACKET ROLLER (P/N 125139). 5/16x1-5/8" LAG SCREW AT EACH J8—US BRACKET t .054" VERT TRACK 1/4-20x9/16" TRACK BOLT & 1/4-20 HEX NUT AT EACH J8—US BRACKET L. r c� OPTION CODE.' . 0.108 I RE V. P I WM 9 x 14 " MAX 44 PSF 1 OF 4 I TRACK, END (HINGE TO/' BRACKET REOUIREMEN TS 1/4-2Ox9/16" TRA BOLT & 1/4-20 H NUT THROUGH Al TWO ALIGNING HOL TOP BRACKET (P/N 108077) TEK SCREWS (P/N 141668) 14 GA WIDE BODY HINGE °9° - (4) 1/4-20x5/8" SELF -THREADING SCREWS (P/N 100320) TEK SCREWS C „ 'L END HINGES011 o9 r' �• 20 CA— 'U-BAR WIDE BODY HINGE (P/N SEE BILL OF MAT'L) JA - N HIIqGE RH END HINGE r , NYLO$4.-ROLLER (P/N 270791) \ BOTT?f BRACKET (P/ H-2_70;54 & LH-2-10.M5) • (3f�1i4-29x7/8" •'�. TEK $CREWS ',(F,/N 100507, �. Approved: - W.S. W 1s°n, P.E. V 3395 AOOISON OR.• PENSACOL , FL 32514 FLORIDA CERTIFICATION NO. 0048489 OEOROU CERTIFICATION NO. 011519 NORTH CAROLINA CERTIFICATION NO. 023836 Date: 3 - 5,- o ( 16 GA END STILES (20 CA CENTER STILES) OP T ON CODE.- 0108 1 RE-v... P Wti1 9 ' x 14 ' MAX 4 4 PSF 2 OF 4 U-BAR L QCA 'T101VS NOTE: MAXIMUM SECTION WIDTH IS 21" 12'-6" THRU 14' HIGH DOORS W/ (7) 20 CA 80 KSI U—BARS LOCATED AS SHOWN 10'-9" THRU 12'—Y HIGH DOORS W/ (6) 20 GA 80 KSI U-8ARS LOCATED AS SHOWN 1• 9'-0" THRU 10'-6" HIGH DOORS W/ (5) 20 CA 80 KSI U—BARS \ LOCATED AS SHOWN 7'-6" THRU 8'-9'• HIGH DOORS W/ (4) 20 CA 80 KSI U—BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (3) 20 GA 80 KSI U—BARS LOCATED AS SHOWN " s (2) 1/4-2Ox5/8" TEK SCREWS ATTACH AT EACH STILE Approved: i fS. Wihon,• f�E. ]395 1JA'Ofi"P��SfL�325,1.fr:r:. FLORIOA;CERT1FlGTION NO. 0046489 CEOfrBtA CER11f7O1T10N.NCC�018514 �- �;.':; NORTH'.C,+RDUNA CERTIFlGTION NO Date: OPTION CODE ::i-f y i�d 1, REV. P WM 9' x 14' MA OF 4 t Wind Load Test Report Report # 6108P February 1, 2001 TES-t' REQUIREMENT: The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29.3 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola,`FL. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 5/8" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. (1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 2.51. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .31 or 12%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for 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 A or 11%. (3) Upon inspection after test procedure, the intermediate section had creased at the hinge location. The door was shown to be safely operable. DRAWING NUMBER: 0108 P TEST DATE: January 25, 2001. Temp 64' F. PRODUCT DESCRIPTION: 1. Waynelvtark Model 8000, 90, 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 5' stems. 5. 14 gauge end hinges and center hinges. 6. Three 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and three 20 ga center stiles per section. 8..054 vertical and horizontal track. 9. Four JB-US brackets per side as shown on drawing anchored with one lag per bracket. 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'•Ari�wers;':GA18(Q127). APPROVED.O'P NSl•� � J!� Based on ofher"`ies ��ino 'gtl74v',11; ., _Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. Name: 06 AN!GE COUNTY UILDING DPW TION W.S.,.Lydsonj Ems: t-d :-S ..d(.:''�= ?: •• 3395.Addisorr Drr, Pkrls?colat:FC44':..,•., t; ; ..• ��04-7 FloridaCer4;rl.o..0JW.4$ r''' 1aiaJ G G.E i7- Georgia Ccrt,No��JtBSd �` ��� �.' -' North Caroling Cyr Nd1. 02.3�,36' lllllli1��_ � T cn rq rn CV ofa wAigne foaiton MODEL S TYLE DESIGN PRESSURE DESIGN PRESSURE ININDL OAD SPECIFICA TION 0110 WAYNEMARK 8000 & 8100 RAISED PANEL POS. 27 PSF NEG. 29 PSF NOTES: 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). 2. GLAZING OPTIONS — TOP OR INTERMEDIATE SECTION, .090 SSB GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP (NAILED ON 6" CENTERS) MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 4. U—BAR TO HAVE A MINIMUM YIELD OF 80 KSI A653 G-40 5. TRACK TO HAVE A MINIMUM YIELD OF 33 KSI A653 G-40 6. 26 GA DOOR FACER STEEL TO HAVE A MINIMUM YIELD OF 57 KSI 7. OPTIONAL — .080" (MIN) ALUMINUM LOUVERS WITH HIGH IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF THE BOTTOM SECTION. 8. LOCK OR OPERATOR IS REQUIRED. 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CURRENT BUILDING CODES FOR `THE LOADS LISTED ON i - 13 GA HORIZ ANGLE f 067" HORIZ TRACK (2) 1/4"-20x9/16" TRACK BOLT & (2) 1/4"-20 HEX NUT 5/16"xl-5/8" LAC SCREW AT EACH JB—US BRACKET DRILL .281 OR 9/32"o HOLE IN TRACK FOR JB—US BRACKET ATTACHMENT 1 /4"— 20x9/i 6" TRACK 50LT & 1 /4"-20 HEX NUT AT EACH J9—US 6RACKET (1) J8—US BRACKET LOCATED AT THE MIDDLE OF EACH SECTION EXCEPT TOP SECTION. 067" VERT TRACK (1) JB—US BRACKET LOCATED Approved: 11r :� =. AT EACH ROLLER LOCATION EXCEPT TOP BRACKET ROLLER ' 3M5 'AO��O,N�+CR: y F:N5A�0 FL'325'1 = ;_. (P/N 125i39). F;-jRiOA CEi:n➢t:,��tl)Ei1 riCU ��t89: C^ RCW L5TT1AGlT10N '}(0: O i 8519 HI Ti OUP++ EA FYGi,ION NO. •023P?z .�; . Date: APPROVED SIZES: 16'-0" MAX WIDTH x 14'-0" MAX HEIGHT MAXIMUM SECTION WIDTH 21" N C (Y E� Q IN AI OPTION coa.�,`:�• ' "„ REV. P1 wM 76' x 14' MAX, +27 -29 PSF 1 OF, 4 TRA CK END HINGE TOP SRA CKET REQVIREWE_/V TS 1/4"-20x9/16" TRACK BOLT & 1/4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET (P/N 108077) (5) 1 /4 20x5/� TEK SCREWS (P/N 141668) A U.'oAN y ARROW BODY HINGE i� -k •' I b I (4) 1 /4"-20x5/8" �j SELF —THREADING SCREWS 14 T �� (2) 1 /4"-20x5/8" NYLON ROLLE W/ 4 1 /2" STET W/ 4 TEK SCREWS ALL / END HINGES Q 108135 80 \ \ WIDE BODY PUSH NUT AT EACH. i HINGE (P/N SEE !, TROLLER (P/N 243341) BILL OF MAT'L) t• LOCATED .25 MAX BETWEEN ,., PUSHNUTS AND BRACKETS 3" 20 CA 'OR HINGES U—BAR HIN RH END HINGE (3) 1/4"-2Ox7/8" TEK SCREWS (P/N 100507) �• a Approved: ws. way,, P.E i 3395 ADDISON OR. PEWSACOLA, FL 32514 FLOR1C11 CER11FlCAT10N NO. 004& 9 A GEORGU CFRnF)C1T10N N0. 018519 \ NORTH CVMNA CUMFrAT1ON NO. OZ 36 Date: 801 (P/N RH-270354 & LH-270355) 20 GA CENTER STILES 6 GA ENO STILES OPTION CODE. 0170 1 REV.' P1 I WM 15' x 74' MAX, 4-27 -29 PSF 12 .OF 4 U-BAR L OCA .TIONS NOTE: MAXIMUM SECTION WIDTH IS 21" 12'-6" THRU 14' HIGH DOORS W/ (16) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (14) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 0 F 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 I I (2) 1/4"-20x5/8" TEK SCREWS ATTACH AT EACH STILE Approved:.,: 1395,401SON DR.:`M'3251i1'.: FEARIDA aj`f'p�{. -''..GZOROSA;� ICU. � Df83I9: i- _ NORTij�GRQPt,&�,CW i10N}NZ 02- 6 r Do to �'. �� too F:. oPrioN ebd��,,,�,�?1.Q,:,f �' REV. P1 WAi1.• 16 x 14 MAX, f27 -29 PSF 3 OF 4 CENTER STILE IN TERIVEDIA - TE HINGE L OCA ITIONS 110 15' 14' 12' 10, 16' Approved: C MG ORANGE' COUNTY BIJIMaiir. my W-S. Wilson, P.E. 3395 ADOISON OR., PENSAOLA, FL 32514 FLORiOA cvmFrAnoN No. 0048489 CEORCA MMMATION NO. OlaSig NORTH CAJMgk MMMUION NO. 02236 OPTION COOS' 0 7 10 1 REV.- V- P I I WM 16' x 74' MAX, -/- 27 - 2-9 PSF 1 4 OF 4 Wind Load Test Report Report,# 0110P1 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 bout 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 518" duck blocks were placed under the door at the edge, centered under the end stilee, 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 maximtun deflection was recorded at 5.07. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .I 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 shies 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 SUvnAPJTY• 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 apprgvedto 3. times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Questiop•�rid Ansvery�,GA18(Q127). APPROVEL?'OP'I I� t f i r 7 „-, Based on o er tes b ui��lo Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. ii •.) � ..+, � 0 'a. P"' �'; (9' �• .`. 1 _l 7 �• 7 '�'',• F' � � �l'. c L �'° u E � �` '� =' ' Jt. f1 k1 t 4 C W.S. Wilson E',' '� .n � J .� 1' v't..st•. �F.:��n'. a ,�, L}•;Src � t<„ r -�;, to 3395 Addis �.-28-PG'y:-s on.Dr, "'en.-acoQ,.FL�o f4 Florida Cert Ncr.,'j64§43' �,��i' t t ram C u. i d T Georeia Ccrt'No. 6185. � •rtr. ; �- �ij E. c0 CN Ln M rn CV 0 z a Wagne Balton MODEL: S TYLE: DESIGN PRESSURE: WINDL OA0 SPECIFICA 770N 0108 APPROVED SIZES: WAYNEMARK 8000 & 8100 9'-0" MAX WIDTH x 14'-0" MAX HEIGHT RAISED PANEL MAXIMUM SECTION WIDTH 21" POS./NEC. 29.3 PSF SCC # OZ- a0[o NOTES: 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330) 2. GLAZING OPTIONS — TOP OR INTERMEDIATE SECTION, .090 SSB GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP (NAILED ON 6" CENTERS) MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 4. U—BAR TO HAVE A MINIMUM YIELD OF 80 KSI A653 G-40 5. TRACK TO HAVE A MINIMUM YIELD OF 33 KSI A653 G-40 6. 26 GA DOOR FACER STEEL TO HAVE A •MINIMUM YIELD OF 57 KSI. 7. OPTIONAL — .080" (MIN) ALUMINUM LOUVERS WITH HIGH IMPACT STYRENE FRAME MAY BE LOCATED IN' THE END PANELS OF THE .BOTTOM SECTION. S. 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 CURRENT BUILDING . CODES FOR THE LOADS LISTED ON THIS DRAWING. Approved: 5� '12:i� W.S. Wilson, P.E. 3395 AOOISON OR., PENSACOU, FL 32514. FLORIOA CERIFICATION NO. 0048489 GEORGIA CERTIF1CAnON NO. 018519 NORTH CAROU A CERTIFICAPON NO. 023836 Date: `T —.2 R -:�) l OPTION CODE 0108 I RE-V. P 1 MASTER PLAN 13 GA HORI Z ANGLE -% --� 054" HORIZ TRACK (2) 1/4-20x9/16" TRACK BOLT & (2) 1 /4-20 HEX NUT DRILL .281 OR 9/32"0 HOLE IN TRACK FOR JB—US BRACKET ATTACHMENT (1) JB—US BRACKET LOCATED AT EACH ROLLER LOCATION EXCEPT TOP BRACKET ROLLER (P/N 125139). 5/16x1-5/8" LAG SCREW AT EACH J8—US BRACKET 054" VERT TRACK 1/4-20x9/16" TRACK BOLT & 1/4-20 HEX NUT AT EACH J8—US BRACKET WM 9 ' x 14 ' MAX 44 PSF 1 OF 4 TRA CK END HINGE TOP SRACKET REECUIREME .TS 1/4-20x9/16" TRACK BOLT & 1./4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET (P/N 108077) (5) 1/4-20x5/8"— TEK SCREWS (P/N 141668) ` SCC # o -0 i MA I 14 GA WIDE BOGY HINGE b° i (4) 1/4-20x5/8" SELF —THREADING SCREWS (P/N •100320) (2) 1/4-2Ox5/8" TEK SCREWS . G ALL END HINGES 9 . 0' 3" 20 GA 0 0 • �.._. U—BAR WIDE BODY HINGE (P/N SEE BILL OF MAT'L) NYLON ROLLER (P/N 270791) ® i ® -Oil 0 � g o BOTTOM BRACKET ` (P/N RH-270354 & LH-270355) (3) 1/4-20x7/8" •� i TEK SCREWS (P/N 100507 Approved: W.S. Wilson, P.E. — 3395 ADDISON OR., PeWCOLA, FL 32514 FLORIDA CERTIFlCA71ON NO. 0048489 GEORGIA CERTIFICATION NO. 019519 NORM CAROLINA CERTIFICATION NO. 023UB Date: 4 -Zg -o/ �1 I 16 GA ENO STILES (20 GA CENTER STILES) E OP TION CODE 0108 1 REV. P 1 WM 9' x 74' MAX 44 PSF 1 2 OF 4 U-BAR L OCA TIONS NOTE: r ` MAXIMUM SECTION WIDTH IS 21" 12'-6" THRU 14' HIGH DOORS W/ (7) 20 GA 80 KSI U—BARS LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (6) 20 GA 80 KSI U—BARS LOCATED AS SHOWN 10'-6" HIGH DOORS W/ (5) 20 GA 80 KSI U—BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (4) 20 GA 80 KSI U—BARS LOCATED AS SHOWN 6' THRU 7" HIGH DOORS W/ (3) 20 GA 80 KSI U—BARS LOCATED AS SHOWN (2) 1/4-20x5/8" TEK SCREWS ATTACH AT EACH STILE Approved: W.S. Wilson, PZ 3395 AOOISON OR, PeiSACOLA. FL 32514 FLORIDA CFRTIFICATION No. 0048469 GEORCU CETMCATION NO. 016519 NORTH CAROUNA canF1CATICN NO. OM6 Date:—,z 8 - of OPTION CODE 0108 1 REV.- P 1 I WM 9 ' x 1-4' MAX 44 PSF I 3 OF 4 Wind Load Test Report Report # 0108P 1 ST REQUIREMENT: February 1, 2001 TE ie door must remain intact and safely operable after enduring static design pressures of both positive and negative 29.3 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola, FL. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 5/8" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. (1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 2.51. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .31 or 12%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for 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 1.59. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .10 or 11 %. (3) Upon inspection after test procedure, the intermediate section had creased at the hinge location. The door was shown to be safely operable. DRAWING NUMBER: 0108 P ®TEST DATE: January 25, 2001. Temp 64° F. 101)UCT DESCRIPTION: SSG 1. WayneMark Model 8000, 9x7, 4 section. 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. TCp ��� 3. Standard bottom astragal and retainer. W S l 4. 2" nylon roller with 5" stems. 5. 14 gauge end hinges and center hinges. 6. Three 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and three 20 ga center stiles per section. 8..054 vertical and horizontal track. 9. Four JB-US brackets per side as shown on drawing anchored with one lag per bracket. 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 �oLherests b �euivale t. Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. AM IF ime: W.S. Wilson, P.E. 9 28•01 - 73395 Addison Dr —Pensacola, FL 32514 Florida Cert No. 0048489 .•Georgia Cert No. 018519 North Carolina Cert No. 023836 t. �J We- cfl rn rn CV d z wagne Balton MODEL: S TYLE: DESIGN PRESSURE: DESIGN PRESSURE: WINDL OAD SFECIFICA TION 0110 APPROVED SIZES: WAYNEMARK 8000 & 8100 RAISED PANEL 16'-0" MAX WIDTH X 14'-0" MAX HEIGHT POS. 27 PSF SCC # 01 - Qp(o MAXIMUM SECTION WIDTH 21" NEG. 29 PSF 1 MAI$Tz� NOTES. 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). 2. GLAZING OPTIONS — TOP OR INTERMEDIATE SECTION, .090 SSB GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP (NAILED ON 6" CENTERS) MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 4. U—BAR TO HAVE A MINIMUM YIELD OF 80 KSI A653 G-40 5_ TRACK TO HAVE A MINIMUM YIELD OF 33 KSI A653 G-40 6. 26 GA DOOR FACER STEEL TO HAVE A MINIMUM YIELD OF 57 KSI 7. OPTIONAL — .080" (MIN) ALUMINUM LOUVERS WITH HIGH IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF THE BOTTOM SECTION. 8. LOCK OR OPERATOR IS REQUIRED. 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CURRENT BUILDING CODES FOR THE LOADS LISTED ON THIS DRAWING. r Approved: W.S. Wilson, P.E. 3395 Ao01SON OR.. PENSACOIA, FL 32514 FLORIOA CERMICAMN NO. 0048489 GEORCIA CERTIFICATION NO. 018519 NORTH CAROUNA CERTIFICATION NO. 023836 Date: f- 219-01 06 7" HORI Z 1 (2) 1/4"-20x9 TRACK BOLT 8 1/4"-20 HEX 5/16"0-5/8" L SCREW AT EA JB—US BRACk DRILL .281 OR 9/3: HOLE IN TRACK F JB—US BRAC14 ATTACHME 1 /4"-20x9/16" TRACK BOLT & 1/4"-20 HEX NUT AT EACH J8—US BRACKET (1) JB—US BRACKE LOCATED AT THE MIDDLE ( EACH SECTION EXCEPT TC SEC T10 067" VERT TRA (1) JB—US BRACKET LOCA11 AT EACH ROLLER LOCATII EXCEPT TOP BRACKET ROLLI (P/N 12511 OPTION CODE.- 0110 1 REv.. P1 I WM 16' x 74' MAX, *27 -29 PSF I 1 OF 4 TRA CK ENO HINGE TAP BRACKET RE-01REMEN TS SCC# •.. 0:2-0-,4 MASTER PLAN 1 /4 20x9/16" TRACK BOLT & 1/4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET (P/N 108077) TEK SCREWS (P/N 141668) NARROW BODY HINGE 1 b 1 ti (4) 1/4"-20x5/8" SELF —THREADING SCREWS / \ (2) 1 /4"-20x5/8" / \ W/ 4Y 1 /2-RS / Q ® TEK SCREWS ALL / END HINGES 1 ! ®Q (P/N) 0813 d® ®b O WIDE BODY 7/16" PUSH NUT AT EACH HINGE (P/N Sf ROLLER (P/N 243341) BILL OF MAT L; LOCATED .25 MAX BETWEEN PUSHNUTS AND BRACKETS 3' 20 GA OR HINGES U-BAR LH END HINGE RH END HINGE (3) 1/4"-20x7/ TEK SCREWS (P/N 100507) r Approved: ws. Wilson, P.E. 3395 ADDISON DR.. PENSACOLA, FL 32514 1 FLORIDA CERTIFIr-AT10N N0. 0048489 CEOROIA CUMCATION N0. 018519 NORTH CAROUNA CERTIFICATION NO. 02-1 36 Date: 4'—.z 9— o ( (P/N RH-270354 & LH-270355) BIWA 11111111 MOW= Mujl� III 20 GA CENTER STILES 6 GA ENO STILES OPTION CODE.' 0770 1 REV- P 1 I A11V 16' x 14 ' MAX, - -27 —29 PSF I 2 OF 4 U-BAR L OCA TIONS lii]- NOTE: MAXIMUM SECTION WIDTH IS 21" 12'-6" THRU 14' HIGH DOORS W/ (16) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (14) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN SGc # _ooG MASTER PLAN 9'-0" THRU 10'-6" HIGH DOORS W/ (12) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (10) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (8) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN I � (2) 1 /4"-20x5/8" TEK SCREWS ATTACH AT EACH STILE Approved: WS. Wlzn. P.E. 3395 ADDISON OR, PENSACOLA. FL 32514 FLORIDA CE"FICATION. N0. 0048489 GEORGIA CERTIFICATION NO. 018519 _ - NORTH CAROLINA CERTMAMON NO. 023836 Date: 4--2-6'- o! OP77ON CODE-" 0170 1 REV' P1 I WM 16' x 14' MAX, 4-27 -29 PSF 3 OF 4 CENTER STIL E- IN TERMEDIA TE HINGE L OCA TIONS C # � V 16 ki,,STER PLAN 1 [:N7:1111 Approved: ws, Yn. P 3395 ADDISON OR„ PENSACOLI, FL 32514 FLORIDA CERTIMATION NO. 0048489 GEORGIA CERTIFI MON NO, o1 ES 19 NORTH CAROUNA CCMFICGTION NO. 023836 Date: OPTION CODE.- 0110 1 REV- P1 I WM 16' x 14' MAX, +27 -29 PSF I 4 OF 4 Wind Load Test Report Report # 0110P 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 ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola, FL. Product was installed with tools and bardware as normally done in the field and per specifications outlined in the attached drawing. Two 5/3" 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 m11.1"dmum 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. .'RODUCT DESCRION: S C PTIC # OZ - ap 6 1. WayneMark Model 8000, 160, 4 section. MASTER P 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. LAN 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 SIIv1ILARITY: 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, GAIS(Q127). APPROVED OPTIONS Eased ono er ter b ' uival Aluuninum Louvers and Styrene Window Frame Assembly per test number 020501. ilame: W.S. Wilson, P.E. 3395 Addison Dr., Pensacola, FL 32514 Florida Cert No. 0048489 Georgia Cert No. 018519 Al% ITNER \ S U R V E Y I N G 3 February 2004 City of Sanford Building Department 300 North Park Avenue Sanford, Florida 32771 Re: 140 Pinefield Drive 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, ��P' 1�15z_ & R. Blair Kitner P.S.M. No. 3382 P.O. BOX 823 • SANFORD, FLORIDA 32772-0823 • (407) 322-2000 FEDERAL EMERGENCY MANAGEMENT AGENCY NATIONAL FLOOD INSURANCE PROGRAM ELEVATION CERTIFICATE O.M.B. No. 3067-0077 Expires December 31, 200E Read the instructions on pages I.7. SECTION A - PROPERTY OWNER INFORMATION I For ha arxe CarM>y Use. I BUILDING OWNER'S NAME MARONDA HOMES BUILDING STREET ADDRESS (Including Apt, Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. I Company NAIC Number 140 PINEFIELD DRIVE CITY STATE ZJP CODE SANFORD FL 32771 PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) LOT 20, CELERY LAKES PHASE 1, PLAT BOOK 62, PAGES 75 AND 76 BUILDING USE (e.g., Residential, Non-residential, Addition, Accessory, etc. Use a Comments area, if necessary.) COMMERCIAL LATrrUDEILONGfrUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: GPS (Type)- ( Of - #►F - ##.#if' or ##.#ate ❑ NAD 1927 ❑ NAD 1983 ❑ USGS Quad Map ❑ Other: SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFTP COMMUNITY NAME & COMMUNITY NUMBER 82. COUNTY NAME B3. STATE CITY OF SANFORD 120294 SEMINOLE I FLORIDA B4. MAP AND PANEL B7. FIRM PANEL B9. BASE FLOOD ELEVATIONS) NUMBER B5. SUFFIX B6. FIRM INDEX DATE EFFECTIVEIRBASED DATE B8. FLOOD ZONE(S) (Zone AO, use depth oftlooft 12117CO065 E APRIL 1995 APRIL 1995 X NA B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in B9. ❑ AS Profile ® FIRM ❑ Community Determined ❑ Other(Descrbe): B11. Indicate the elevation datum used for the BFE in B9: ® NGVD 1929 ❑ NAVD 1988 ❑ Other (Describe): B12. Is fhe building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑ Yes ® No Designation Date SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: ❑ Constrxton Drawinge ❑ Building Under Consh dion' ® Finished Construction 'A new Elevation Certificate will be required when construction of the building is complete. C2. Building Diagram Number 1(Seled the building diagram most similar to the building for which this certificate is being completed - see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) C3. Elevations —Zones Al-A30, AE, AH, A (with BFE), VE, V1-V30, V (with BFE), AR, ARIA, AR/AE, AR/AI-AM, AR/AH, ARIAO Complete Items C3.-a-i below according to the building diagram specified in Item C2. State the datum used. If the datum is different from the datum used for the BFE in Section B, convert the datum to that used for the BFE. Show field measurements and datum conversion calculation. Use the space provided or the Comments area of Section D or Section G, as appropriate, to document the datum conversion. Datum NGVD 29 Conversion/Comments _ Elevation reference mark used Does the elevation reference mark used appear on the FIRM? ❑ Yes ® No O a) Top of bottom floor (including basement or enclosure) 22. 79 ft(m) 2 ❑ b) Top of next higher floor NA. _tL(m) U) v\ ❑ c) Bottom of bwest horizontal structural member (V zones only) NA . _fL(m) o �1 ❑ d) Attached garage (top of slab) 22. 29 fL(m) E'S ' U ❑ e) Lowest elevation of machinery arxllorequpment u, m servicing the building (Describe in a Comments area) 22.5 fl(m) �E (�(/ C) f) Lowest adjacent (finished) grade (LAG) 21. 9 fL(m) Z �( ❑ g) Highest adjacent (finished) grade (HAG) 22. 3 fL(m) O h) No. of permanent openings (flood vents) within 1 fL above adjacent grade NA U ) Total area of all permanent openings (food vents) in C3.h NA 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 may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. CERTJFIER'S NAME R BLAIR KITNER LICENSE NUMBER P.S.M. 3382 TITLE PRESIDENT COMPANY NAME KITNER SURVEYING, INC. ADDRESS CITY STATE ZIP CODE 2597 SANFORD AVE SANFORD FL 32772 SIGNATURE DATE TELEPHONE _ �-- 03 FEB2004 407-M-2000 IMPORTANT: In these spaces, copy the ewesponcing inlomrration Iran Section A. I ForIns„arne C«rpay Usa ' I BUILDING STRUT ADDRESS (hind d u ADL Unit SLib. axlbr Bldg. No.) OR P.O. ROUTE AND BOX NO. I Pcfar Number CITY STATE ZIP CODE I cam" NNC Number I SANFORD FL 32771 SEC11ON D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFCATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) tinsurance agenUcomparry, and (3) building owner. COMMENTS ❑ Check here if attachments SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (IMTHOUT BFE) For Zone AO and Zone A O tout BFE), complete Items E1 through E4. If the Elevation Certificate is intended for use as supporting infommatim for a LOMA or LOMR-F, Section C must be completed. Et. Building Diagram Number _(Seled the building diagram most similar to the buldi ng forwhicn this cerffcate Is being completed — see pages 6 and 7. If no diagram accurately represents the buidi ng, provide a sketch or photograph.) E2 The top of the bottom floor (including basement or enclosure) of the building is _ t(m) _in.(an) ❑ above or ❑ below (ch)ck one) the highest adjacent grade. (Use natural grade, I available). E3. For Building Diagrams 68 with openings (see page 7), the nerd htgher floor or elevated floor (elevation b) of the building is _ ft(m) _in.(cm) above the highest adjacent grade. Complete Items C3.h and C3J on front of form. E4. The top of the platform of machinery and/or equoment servicing the building is _ ft(m) _'un.(am) ❑ above or ❑ below (check one) the highest adjacent grade. (Use natural grade, If available)_ E5. For Zone AO only. If no flood depth number is available, is the top of the bottom floor elevated in accordance with the communVs floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, C (Items C3,h and C3.i only), and E for Zone A (without a FEMA-issnued orcommunity- issued BFE) or Zone AO must sign here. The statements ih Sections A. Q C, and E ere cared to the best of myknowfedge. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME ADDRESS CITY STATE ZIP CODE SIGNATURE DATE TELEPHONE COMMENTS ❑ Check here ff alfachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local of ial who is authamed by law or ordhanoe to administer the commundils f oodplain management ordinance can complete Sections A, B, C (or 4 and G of this Elevation Certiflxte. Complete the applicable items) and sign below. Gt. ❑ The information in Section C was taken from other documentation that has been signed and embossed by a licensed surveyor, engineer, or archW who is authorized by state or local law to certify elevation information. (Indicate the source and data of the elevation data in the Comments area below.) G2. ❑ A community official completed Section E for a building located in Zone A (without a FEMAissued orcommunfly-issued BFE) or Zone AO. G3. ❑ The fobwi ng information (Items G4 39) is provided for community floodplai n management purposes. I G4. PERMIT NUM3ER I G5. DATE PERMIT ISSUED I G6. DATE CERTIFICATE OF CONPLIANCEIDCCUPANCY ISSUED I G7. This permit has been issued for. ❑ New Con&uctbn ❑ SubstantialImprovement GB. Elevation of as-buit lowest floor (including basemerd) of the building is: _. _fL(m) Datum: G9. BFE or (h Zone AO) depth of flooding at the building site is: _ _ ft(m) Datum: LOCAL OFFICIAL'S NAME TITLE COMMUNITY NAME TELEPHONE SIGNATURE DATE COMMENTS CITY OF SANFORD REVISION (CHANGES TO BUILDING PLANS TO PERMITS ALREADY ISSUED) PERMIT NUMBER:03-00002884 ADDRESS:140 PINE�IEI,D DKIVE L-OT 20 CONTRACTOR: Marond a homes (me,., of Florida CONTRACTOR FAX: #07— 6 67-055 j DATE SUBMITTED: f"ridal, Januarl 16, 200# INFORMATION SUBMITTED (SHORT DESCRIPTION) PI -EASE SEA AfTiAGH-ED fOK Kf-VIF-W ArND AcPPROVA}L. CITY OF SANFORD JAN 16 zoo< RECEIVED J. NFfF PLANS REVIEWED CITY OF SANFORD MARONDA SYSTEMS INC., OF FLORIDA TAKEN BY: TERRY 1/13/2004 8:47 AM TYPE OF ORDER: TRUSS REPAIR I PERSON ORDER/NG:JASON APO#. PLAN JOB # LOT ADDRESS DIV/SUB MODEL 6CLO2001 20 140 PINEFIELD DR ORNW-CEL ROAK3 RIGHT PA GE 1 ICITY SHIPPED I ORDERED INV. ITEM DESCRIPTION I (2) COPIES OF RAISED SEALS ELIVERY OTES: EASON: oe 1V�aronda Systems MARONDA SYSTEMS 4005 Maronda Way To: Building Department Date: January 16, 2004 From: Maronda Systems Tomas Ponce Professional Engineer State of Florida #0050068 Subject: Truss S1 Lot# 20 ORLW-CEL Roanoke K3 Sanford, FL 32771 (407) 321.0064 Fax (407) 321-3913 For above referenced house, the S1 truss was not delivered. I t is acceptable to conventionally frame this truss in the field. If you have any questions please call me at your earliest convenience. Sincerel , Tomas Ponce, P.E. D,aite. � I � roh PLANS REVIEWED CITY OF SANFORD CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 140 PINEFIELD DR for which permit 03-00002884 has heretofore been issued on 9 24 03 has been completed according to plans and specifications filed in the office of the Building fficial prior to the issuance of said building permit, to wit as complies with all the building, plumbing, electricka, zoni g and subdivision regulations ordinances of the City of Sanford and with the provisions of these regulations. STAFF APPROVAL Subdivision Regulations Apply: Yes No DATE APPROVAL BUILDING: Finaled ZONING: Inspected UTILITIES: Water Lines In Meter Set Reclaimed Water ENGINEERING: FIRE: Inspected Sewer Lines In Sewer Tap Street Drainage Z l Paved Maintenance Bond PUBLIC WORKS: Street Name Signs Street Lights Storm Sewer Driveway Street Work DESCRIPTION WATER -SEWER IMPACT FEES 01-APPLCTN FEE -ELECTRIC 01-APPLCTN FEE -BUILDING 01-APPLCTN FEE -MECHANIC 01-APPLCTN FEE -PLUMBING 02-ENGNG DEVLPMT FEES 01-FIRE IMPACT - RESIDENT 01-LIBRARY IMPACT FEE 01-OPEN SPACE FEES PAID DATE APPROVAL DATE AMOUNT 9/25/03 9/25/03 9/25/03 9/25/03 9/25/03 9/25/03 9/25/03 9/25/03 10.00 10.00 10.00 10.00 10.00 59.27 54.Ob 279.61 PAGE: 2 CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 140 PINEFIELD DR for which permit 03-00002884 has heretofore been issued on 9 24 03 has been completed according to plans and specifications filed in the office of the Building Official prior to the issuance of said building permit, to wit as complies with all the building, plumbing, electrical, zoning and subdivision regulations ordinances of the City of Sanford and with the provisions of these regulations. STAFF APPROVAL Subdivision Regulations Apply: Yes No 01-PLAN ALTERATIONS 01-POLICE IMPACT - RESID 01-RADON GAS TAX FEE 01-ROAD IMPACT FEES 01-RECOVERY FD/CERT. PGM. 01-SCHOOL IMPACT FEE WD IMPACT:SINGLE FAMILY SD IMPACT:SINGLE FAMILY 1/27/04 9/25/03 9/25/03 9/25/03 9/25/03 9/25/03 9/25/03 9/25/03 35.00 91.93 9.46 847.00 9.46 1384.00 650.00 1700.00 C�)" rr\ T, �-O, Z,-6, OWNER BUILDING OFFICIAL DATE L&b4l'> CERTIFCATE OF�PANCY REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE**** DATE: Z • IZ. -CA4 PERMIT #: � 3 . Z88�' ADDRESS: CONTRACTOR: PHONE #: L\01- y`1 rj -Q\\a The building division has prepared a Certificate of Occupancy for the above location and 'is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. ngineering OPublic Works ❑ Utilities OFire OZoning OLicensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) �2u=lw�,f ��wID3�y98 pp-ouP�Q CERTIFCATE OF OCWA)PANCY I1aq REQUEST FOR FINAL INSPECTION?rRU(kp-rpm **** SINGLE FAMILY RESIDENCE**** • DATE: Z I Z _ o14 3 2g� PERMIT #: f ADDRES S: ?" 1 '�`Q Is ICONTRACTOR: Maro PHONE #: LC!)-)- Ln t, The building division has prepared a Certificate of Occupancy for they above location and'is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. ,Engineering ❑Fire _ 2 �I 3 /0 7 ublic Works 7),y1'�►'�h5 OZoning 7 Utilities OLicensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) 0*1 i i i I CERTIFCATE OF OC P ~if REQUEST FOR FINAL INSPgcilo ' **** SINGLE FAMILY RESIDEN& DATE: 'Z o14 PERMIT #: 10 36 u c a;i 'wm aR o a p ADDRESS: CONTRACTOR: (naro r1 V a = V l� LA' U a. tU C � c oj' ` �, U- n PHONE #: LAC�,i - yr) The building division has prepared a Certificate of Occupancy for the above location and 'is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. ❑Engineering ❑Public Works CONDITIO OFire OZoning OLicensing : hO BE COMPLETED k N, IIFVAPPROVAL IS CONDITIONAL) M .