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106 Wheatfield Cir - BR04-001805 (CELERY LAKES) (SFR) (A) DOCUMENTSI Lo (4P Wh e4ewa d PERMIT ADDRESS --- CONTRACTOR ADDRESS PHONE NUMBER PROPERT ' OWNER 1DDRESS PHONE NUMBER Maronda Homes Inc. of Florida 1101 N Keller Rd. Ste. F Orlando, FL 32810 CRC058496 407-475-9112 ELECTRICAL CONTRACTOR MECHANICAL CONTRACTOR PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE C SUBDIVISION PERMIT 4 PERMIT DESCRIPTION PERMIT VALUATION , DATE / v v S / /- y&c'r SQUARE FOOTAGE — 7 c' A, Z i i City of Sanforty Certificate of Occupancy This is to certify that the building located at 106 Wheatfield Circle for which permit number 04-1805 was issued has been completed according to the plans and specifications filed in the permit, to wit as a Single Family Residence complies with all the building, plumbing, electrical, mechanical, as well as City of Sanford codes and ordinances and with the provisions of these regulations. Staff Approval Date Conditions (if blank, no conditions apply) Building: F. Ortiz Engineering: D Richards Public Works: 09/17/04 09/10/04 J. Crumpton 09/20/04 Utilities: R. Blake 09/20/04 Fire Department: Zoning: Maronda HomesQ a yv Q 09/20/04 Property Owner Building Official Date CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION SINGLE FAMILY RESIDENCE"" DATE: 09/08/04 b'd PERMIT #: 04-1805 t ` u ADDRESS: 106 Wheatfield Cir \ c1 CONTRACTOR: Maronda PHONE #: . Jason 321-436-1020 The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. IzEngmeer' 9 , a a ublic Wor cc 1 / Utilities Fire N/A Zoning N/A Licensing N/A CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) DATE: PERMIT #: ADDRESS: 8 1 I 9 I I 0 CERTIFCATE. OF OCCUPANCY REQUEST FOR FINAL, INSPEC*1 L, IV r SINGLE FAMILY RESIDENCE** -m r ori i 09/08/04 04-1805 1 106 Wheatfield Cir o CONTRACTOR: Maronda PHONE #: , Jason 321-436-1020 The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. Engineering Public Works Fire N/A Zoning N/A Zftilit es Licensing N/A 6l 2- oy CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) LMBC1001 CITY OF SANFORD 9/14/04 Address Misc. Information Inquiry 15:37:51 i Location ID . . . . 254835 Parcel Number . . . . 32.19.31.515-0000-0670 Alternate location ID . . Location address . . . . . 106 WHEATFIELD CIR Primary related party . . Type options, press Enter. 5 View detail Opt Description PLANNING & ZONING COMMENT CUSTOMER SERVICE NOTES CUSTOMER SERVICE NOTES CUSTOMER SERVICE NOTES CUSTOMER SERVICE NOTES CUSTOMER SERVICE NOTES Free -form information CELERY LAKES, PHASE I LOT 67 ***************** SW DEV FEE $1700.00 WA DEV $650.00 BP04-1805 PD 5-4-04 SEE REC#6706 3/4"WA METER SET FEE $190.00 PD 5-4-04 REC#6706 F2 Address F3=Exit F5=Special Notes F9=Parcel Notes F12=Cancel LMBC1001 CITY OF SANFORD Address Misc. Information Inquiry Location ID . . . . Parcel Number Alternate location ID Location address . . . . . Primary related party . . Type options, press Enter. 5 View detail Opt Description CUSTOMER SERVICE NOTES CUSTOMER SERVICE NOTES 266645 106 WHEATFIELD CIR Free -form information 3/4"RC METER SET FEE $190.00 PD 5-4-04 REC#6706 F2 Address F3=Exit F5=Special Notes F12=Cancel 9/14/04 15:38:02 30 August 2004 City of Sanford Building Department 300 North Park Avenue Sanford, Florida 32771 Re: 106 Wheatfield Circle To Whom It May Concern: This is to certify that the finished floor elevation of the new building constructed at the above site meets or exceeds the requirements of Section 6- 7 of the City of Sanford Building Code. Should you have any questions or need additional information, please do not hesitate to call. Sincerely, l 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 s on aaaes 1-7. i 0. M.B. No: 3067-0077 Expires December 31,200E SECTION A - PROPERTY OWNER INFORMATION For Insurance Car+pery Use: BUILDING OWNER'S NAME Policy Number MARONDA HOMES BUILDING STREET ADDRESS (krduding Apt, Uni( Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. Company NAIC Number 106 WHEATFIEID CIRCLE CITY I STATE ZIP CODE SANFORD FL 32771 PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) LOT 67,' CELERY LAKES PHASE 1 PLAT BOOK 62, 75 - 76 BUILDING USE (e.g., Residential, Non-residential, Addition, Accessory, etc. Use a Comments area, if necessary.) RESIDENTIAL LATITUDE/LONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: Ll GPS (Type): - IIS' or 3 NAD 1927 NAD 1983 USGS Quad Map Other: SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NAP COMMUNITY NAME& COMMUNITY NUMBER 62. COUNTY NAME B3. STATE CrrY OF SANFORD 120294 SEMNOLE FLORIDA NA. _ft(m) c) Botlom of bwest horizontal structural member (V zones only) B4. MAP AND PANEL d) Attached garage (top of slab) B7. FIRM PANEL E Do B9. BASE ROOD ELEVATION(S) NUMBER B5. SUFFIX B6: FIRM INDEX DATE EFFECTNEFEVISED DATE BB. FLOOD ZONE(S) Zane AO, use depth of iloodrg) 1211700065 E APR1995 APR1995 X NA B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in B9. . FIS Prole ® FIRM Community Determined Other(Descrbe): B11. Indicate the elevation datum used for the BFE in B9: ® NGVD 1929. NAVD 1986 "[1 Other (Describe). B12 Is the building bated in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area( El Yes ® No Designation Date_ SECTION C - BUILDING ELEVATION INFORMATION(SURVEY REQUIRED) C1. Building elevations are based on: F Construction Drawing Building Under Consfixclion' ® Fnisied Construction A new Elevation Certificate will be required when construction of the building is complete. C2 Building Diagram Number 1'(Select the building diagram most similar to the building for which this oeftate is being completed - see pages 6 and 7. If no diagram accurately represents the building, provide a'skebh or photograph.) C3. Elevations -ZonesAl-A , AE, AH, A (with BFE), VE, V1 430, V (with BFE), AR, ARIA, ARIAE, ARIA1-A30, ARIAH, ARIAO Complete Items C3. -ami below according b the building diagram specified in Irom C2 State the datum used. ff the datum is different from the datum used for the BFE in Section B, coned 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 0 a) Top of bottom tkror (including basement or enclosure) 22 851t(m) b) Top of red higher floor. NA. _ft(m) c) Botlom of bwest horizontal structural member (V zones only) d) Attached garage (top of slab) 21. 40 i N E Do e) I o estelevation of machinery andiorequpment w va L servicing the building (Describe it a Comments area) 71.7 ft(m) c i Lam adjacent (firi shed) grade (LAG) 22 21(m) z g) Highest adjacent (finished) grade (HAG) 2L 5 ft(m} h) No. of permanent openings (flood vents) within l It, above adjacent grade J Q ) Total area of all permanent openings (flood vents) in C3.h _sq. in. (sq. an) SECTION D -SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be sgned and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. I certify that the information in Sections A, 8, and C on this certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. CERTIFIERS NAME R BLAIR KITNER LICENSE NUMBER P.S.M. 3382 TITLE PRESIDENT COMPANY NAME KITNER SURVEYING, INC. ADDRESS CITY STATE ZIP CODE 2597 SANFORD AVENUE / SANFORD FL 32772 SIGNATURE d & DATE TELEPHONE 30AUG2004 407-2000 IMPORTANT: In these spaces, copy the carespondng irtfomtation from Section A For hazame Carp" Use: BUQDING STREET ADDRESS (Irndxfng Apt, UrA Sude, wdror Bldg_ No.) OR P.O. ROUTE AND BOX NO. Poky Number 106 WHEATFIELD CIRCLE CITY STATE ZIP CODE - CaTffy NAIC Nurber SANFORD FL 32771 SECTION D - SURVEYOR, ENGINEER, ORARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Cerf tate for (1) ocmmunity official, (2) insurance agenVoomparry, and (3) building owner. Check here if attachments SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zone AO and Zone A (without BFE), complete Items Et through E4. If the Elevation CerthCate is intended for use as supporting information for a LOMA or LOMR-F, Section C must be completed. Et. Building Diagram Number_(Seled the building diagram most simiarfo the building forwhidn this certificate is being completed –seepages 6 and 7. If no diagram accurately represents the building, provide a *etch or photograph.) E2. The top of the bottom floor (nduding basement or endosure) of the building is _ fL(m) _i n.(an) above or below (check one) the highest adjacent grade. (Use natural grade, it available). B. For Building Diagrams 68 vvttn openitngs (seepage 4 the next higher floororelevated floor (elevation b) of the building 's _fL(m) in cm) above the highest adjacent grade. Complete items C3.h and C3.i on front of form. E4. The top of the plaUorm of machtinery andlor equipment servicing the building is _ fL(m) _i n.(an) above or below (deck one) the highest adjacent grade. (Use natural grade, if available). E5. For Zone AO only. ff no flood depth number is available, is the top of the bottom floor elevated in accordance with the oommuniVs floodplain management ordinance? Yes No UnknoMm. The local official must oe* this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner orowner's authorized representative who completes Sections A, B, C (Items C3.h and C3.i only), and E for Zone A (without a FEMA -issued or communty- issued BFE) or Zone AO must sign here. The statements in Sections A, B, Q and E are correct to ft best of my Ivwledge. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME ADDRESS CITY STATE ZIP CODE SIGNATURE DATE TELEPHONE a Check here 9 attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local cffri4 who is authormed bylaw or ordinance to administer the oommunity's floodplain management ordinance cern complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the,app!icable items) and sign below. G1. The nfo ma m in Section C was taken from other documentation that has been signed and embossed by a licensed surveyor, engineer, or architect who is authorized by state or locaI lain eerti<y elevjtan information. (Indicate the source and date of the elevation data in the Comments area below.) G2 A cornmunty'6frraal completed Section E for a building located in Zone A (without a FEMA --sued or community-imued BFE) or Zone A0. G3. The fo(low 90 itrformation (Items G4 -G9) is provided for community floodplain management purposes G4_ PERW NUMBER C5. DATE PERMIT ISSUED OF COMPLIANCEAOCCUPANCY ISSUED G7. This permit has been issued for: New Construction Substantial Impimement G8. Elevation of as -built lowest floor(nduding basement) of the building is: _fL(m) Datum: G9. BFE or (m Zone AO) depth of flooding at the building site is: — _ fL(m) Datum: LOCAL OFFICIAL'S NAME TITLE COMMUNITY NAME TELEPHONE SIGNATURE DATE COMMENTS I COUNTY OF SEMlNOLE IMPACT FEE STATEMENT ISSUED BY CITY OF SANFORD STATEMENT NUMBER 104-76006 DATE: BUILDING PERMIT c/COUNTY NUMBER: UNIT ADDRESS: y ` TRAFFIC ZONEJURISDICTION: GRYTENOURR 1) SEC: T ~~°~^ PARCEL: ~+ v/ SUBDlVISION: TRACTx PLAT BOOK: ---':u Bna- n/ cuu^ . Aoc w, 1 CA:x^____ u/. OWNER NAME: /r ------ ADDRESS: APPLICANT NAME: « _~ ADDRESSa LAND^ LAND USE CATEGORY: 001 - Single Family Detached House TYPE USE: Residential WORK DESCRIPTION: Single Family Houses Detached - Construction FEE BENEFIT RATE FEE UNIT RATE PER # & TYPE TOTAL DUE TYPE DIST. SCHEDULE DESC UNIT OF UNITS ROADS ARTERIALS CO -WIDE O dwl unit 705.00 1 705.00 ROADS COLLECTORS NORTH O dwl unit 142.00 1 142.00 . | LIBRARY CO -WIDE O dwl unit $ 54,00 1 $ 54.00 SCHOOLS CO -WIDE O dwl unit $1,384.00 1 $ 1,384.0O AMOUNT DUE $ 2,285.00 STATEMENT RECEIVED BY: SIGNATUR _______ PEASE PRINT NAME) 0 - / DATE:: NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. **** ^ DISTRIBUTION: 1 -COUNTY 3 -CITY 2-AP1::11..;ICANT 4 -COUNTY NOTE** PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES WHICH ARE DUE AND PAYABLE PRIOR TO ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATIONS OF THE ROAD, LIBRARY SYSTEM AND/OR EDUCATIONAL (SCHOOL) IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF THE RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 [AST FIRST STREET, SANFORD, FLORIDA 32771; (407) 665-7474. PAYMENT SHOULD BE MADE TO: CITY OF SANFORD BUILDING DEPARTMENT 3OO NORTH PARK AVENUE SANFORD. FL 32771 PAYMENT SHOULD BE BY CHECK OR VONEY ORDER, AND SHOULD REFERENCE THE STATEMENT NUMBER AND CITY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THE NOTICE. THIS STATEMENT IS VALID ONLY IN CONJUNCTION WITH ISSUANCE OF A*** FAMILY BUILDING PERMIT******************** c O \\/ o~/ u 7U CITY OF SANFORD PERMIT APPLICATION Permit # : 04-1265 Date: February 18, 2004 Job,Address: 106 WHEATFIELD CIRCLE LOT 67 CELERY LAKES Description of Work: Single Family Residence Historic District: Zoning: Value of Work: $128,488.00 Permit Type: Building _X_ Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: 3,422 Construction Type: VI # of Stories: 2 # of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X) Parcel #: 32-19-31-515-0000-0670 (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 1101: N. Keller Road, S S,,uite F Orlando -,-FL 32810 State License Number: CRC058496 Phone & Fax: (407) 475-9112 Contac P o rlei rind' Phone:: (407) 659-3715 Bonding Company: I y Address: 6 t I l Mortgage Lender: Address Architect/Engineer: Tomas Ponce Phone: (407)321-0064 Address: 4005 Maronda Way Sanford FL 327717:1 ,'. rr Fax: (407) 321-3913 1@ 9 A . 3 - Application is hereby made to obtain a permit to do the work and instal t s inteti. y c ' if} tno worstallation has commenced prior to the issuance of a permit and that all work will be performed to meet standards;of all aws r u' tiOnsrue this Iunpdi: I understand that a separate permit must be i_.• . , o secured for ELECTRICAL WORK, PLUMBING,SIGNS,. WELLS, POOLS, FURNACES, BOILERS, HEAT -Ek ANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. q 2/18/04 Signature o Owne ent Date Russell Keith Summers Print Owner/Agent's Name 18/04 Signature of Notary -State of Fo da Date psap..................... o.:................r LAURIE PELLEGRINO o"0 PUY Comm# DD0232804 Expires 7/18/2007 Iplrc Bonded thru (800)432-4254: Florida Notary nc X_ Owner/Agent is Personally Known to Me or Produced ID 1 2/18/04 Signature ofCo ntr act&/Agent Date Russell Keith Summers Print Contractor/Agent's Name 2/ 8/04 Signature of Notary -State of F o da Date prep LAURIE PELLEGRINO Jo OY P&Ie .,, - Comm# DD0232804 ar`£' Expires 7/16/2007 k,_` Bonded thru (800)432.4254: Florida Notary Assn., Incw..................... ...nuu............ls Contractor/Agent is _X_ Personally Known to Me or Produced ID APPLICATION APPROVED BY; Bld b Zoning: Utilities: FD: Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: V5dy(0,03 C, Permit # : y 1 ^ I Job Address: 16(9 (U PT CITY OF SANFORD PERMIT APPLICATION b Date:J7 _qlot[. Description of Work: Single Family Residence Historic District: Zoning: Value of Work: Permit Type: Building _ Electrical Mechanical _ Plumbing 'X Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS _ Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # 9f Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water ClosetsZ77 I Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: Construction Type: VI # of Stories: # of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X) Parcel #: (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes Inc. of Florida 955 Keller Rd. Ste. 1500 Altamonte Sarines, FL 32714 .Phone: 407475-9112 Contractor Name & Address: WILLIAM T SELF 4005 MARONDA WAY SANFORD, FL 32771 State License Number: CFC057039 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 pennit and that all work will be perfonned to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this pennit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. Signature o, f Omer/Agent Date Russell Keith Summers Print Owner/Agent's Name Signature of Notary -State lorida Date s........................................ p LAURIE PELLEGRINO Oro\ Comm#DD0232804 Expires 7/18/2007 Bonded arra (800)432-4254; OFF Florida Notary Assn., Inc - nnnn+ Owner/ AgM' "'T" VFKZ(011j'IMUVA'f9M or Produced ID lG 3 of Signature of Contractor/A nt Date WILLIAM T. SELF Print Contractor/Agent's Name off Signature of Notary-Statef lorida Date LAURIE PELLEG--`-'F 10 u',y Comm/` D'002328M - flk Expires 7/16/2007 Bonded thru (8W)M-4 Florida Notary Assn., Inc un.•.0...........................W .....6 Contractor/Agent is _X_ Personally Known to Me or Produced ID APPLICATION APPROVED BY: Bldg: t ` `l) Zoning: Utilities: FD: Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: i CITY OF SANFORD PERMIT APPLICATION Permit #: `I 1 O / i + i Date: d Job Address: w u wy\Pa Iaby-de Lo Lo -q-, Description of Work: SINGLE FAMILY RESIDENCE Historic District: Zoning`' Value of Work: Permit Type: Building Electrical Mechanical X Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential X Non -Residential Replacement New. X (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair—Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: Construction Type: VI # of Stories: # of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X) Parcel #: (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes, Inc. of Florida 1101 N. Keller Road, Suite F Orlando, FL 32810 Phone: 407-475-9112 Contractor Name & Address: GARY CARMACK 4005 MARONDA WAY SANFORD, FL State License Number: CAC043900 Phone & Fax: (407) 321-0064 Contact Person: Laurie Pellegrino Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Tomas Ponce Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford, FL 32771 Fax: (407) 321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I 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 ap licable 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 a4water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the regtlirehents of Florida Lien Law, FS 713 d -I aq Signature o Own ent Date Russell Keith Summers Print Owner/Agent's Name 84 Signature of Notary -State o onda Date p'o:7nn nn............. o .................. LAURIE PELLEGRINO P(' y4 Comm# DD0232804 Expirm 7/182007 Bonded Mru (8pp){32+4254 Forid Notary Assn. Inc d Owner/Agent is _X Personally Known to Me or Produced ID, of Contractor/Agent GARY CARMACK Print Contractor/Agent's Name Aad Date Signature of Notary -State ofF da Date nn...un...............................a LAURIE PELLEGRINO Comm# ' FAW007Expires7/1&2007 bonded gm ODD)4=- 4254 Fkvida Note AWL, I.n.a.: Contractor/Agent is _X_ Personally Known to Me or Produced ID APPLICATION APPROVED BY: BI I Zoning: Utilities: Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: Initial & Date) 99 l `- CITY OF SANFORD PERMIT APPLICATION Permit # : L-1 l 2S of / - I i Date: i0g-1*6 Job Address: IMM ell Uvrif Description of Work: Single Family Residence Historic District: Zoning: Value of Work: Permit Type: Building Electrical 'Mechanical _ Plumbing _ Fire Sprinkler/Alarm Pool Electrical: New Service - # of AMPSc-40 Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair - Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: Construction Type: VI # of Stories: # of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X) Parcel #: Owners Name & Address: Contractor Name & Addr Attach Proof of Ownership & Legal Description) License Number: FGct/ta 3 Phone & Fax: (407) 475-9112 Contact Person: Laurie Pellegrino Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Tomas Ponce Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford FL 32771 Fax: (4071.321-3913 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 L f 0 ent Date Russell Keith Summers Print Owner/Agent's Name q4u4, - 03 Signature of Notary -S of Florida Date r.ninLAURon.IE......PE......LLEG.. R.IINO ........ aS pump Comm#DD0232804 Expires 7/16/2007 Bonded ON (800)432-4254: i Notary Assn., Inc Owner/Agent is _X_ Personally Known to Me or Produced ID APPLICATION APPROVED BY: Bldg Zon Initial & Date) Special Conditions: rgna r f Contractor/Agent Date J n ej 6, lrv!tlt`si Print Contractor/Agent's Na Signature of Notary -State 4horidn Date oq.a.......................•............ LAURIE PELLEGRINO Hplll/N itpr v a Comm# Dp0232804 Expires 7/18/2007 Bonded tbru (800)432.4254: Florlda NotaryAssn., Inc ! H....... N... N..... S Contractor/Agent is _X Personally Known to Me or Produced ID Utilities: FD: Initial & Date) (Initial & Date) (Initial & Date) MRRYANI r.-,ARSE] CLERK OF CIRCUIT COURT SEMINOLE COUNTY PK 05203 PG 1300 CLERK'S # 2004025609 RECORDED Q4°_/tN/2ii+64 :@6:11 PH REDIRDIN6 FEES 6.0 RECORDED BY L McKinley NOTICE J/'F COMMENCEMENT c "'RED OPT MARYANNE )MORSE I URK OF CIRCUIT CUf)''P TAX FOLIO NO. 25-133-6949 =LEF RIDS PERMIT NO. STATE OF FLORIDA COUNTY OF SEMDOLE The UNDERSIGNED hereby gives notice that improvement will be made to certain agg 2 o 2004 real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. DESCRIPTION OF PROPERTY (Legal Description and Street Address) Lot 67 106 WHEATFIELD CIRCLE: Subdivision: CELERY LAKES General Description of Improvement Construct a Single Family Residence OWNER INFORMATION Name and Address Maronda Homes, 1101 North Keller Road, Suite F, Orlando, FL 32810 Interest in Property (Fee Simple, Partnership, etc.) Owner NAME AND ADDRESS OF FEE SIMPLE TITLEHOLDERS (If other than owner) CONTRACTOR Maronda Homes, 1101 North Keller Road, Suite F. Orlando FL 32810 Name and address) c I. SURETY (Bonding Company) Uj Name and Address N/A oAmount of Bond iU. 0 LENDER U W o E W o Name and address Bank of America, NA, 750 S. Orlando Ave., #102 Winter Park FL 32789 UJI W M ATTN: DAN FINNEGAN Phone (407) 646-6304 Fax (407) 644-2388 Y J U. W a Ce c Persons within the State of Florida designated by owner upon whom notice or otherW °z Z Z documents may be served as provided by Section 713.13(1), (a), 7., Florida Statutes. ce G Kampf Title, 200 W. 1st St., Sanford, FL 32771 Fax: 407-330-5062 Phone: (407) 322-9484 Name and address) In addition to himself, Owner designates or a 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.) Russ LL XEITI' SUM ERS Maronda Homes;`Inc. of Florida Vice President - Construction Sworn to and subscribed before me this 18TH day of FEBRUARY, 2004. OO...., w/1,w 11offary Public F,o.s LAURIE PELLEGRINO pWnn,, vP a,, Ccmm#DD0232804 U7-ires 7/16/2007 PC+yf-n? thru (Corj 432-4254: 11ii...,a.s.r.. . F. ^' sAInc E CITV:OF SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 67 Subdivision: CELERY-tLAKES Property Address: 106 WHEATFIELD CIRCLE 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: FX -1 a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. 7 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. EX -1 h. Square footage table showing footages: Garages/Carports 402 S.F. Porch(s)/Entry(s) 16 S.F. Patio(s) S.F. Conditioned structure 3,004 S.F. Total (Gross Area) 3,422S.F. x 3. Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97). x 4. Soil analysis and/or soil compaction report. If soils appear to be unstable or if structure to be built To FOLLOW on fill, a report may be requested by the Building Official or his representative. N/A 5. Other submittal Documents: N/A a. Utility letter or approval when public water supply and/or sewer system connection to be made. N/A b. Septic tank permit to be obtained from Seminole County Health Department at: 400 West Airport Boulevard, Sanford, FL (407) 665-3600. N/A c. Arbor permit when trees to be removed from property. Contact the City Engineer for details regarding the arbor ordinance and permit. x 6. Application to be completed thoroughly and signatures provided by a licensed and insured contractor. OWNER/BUILDER MUST APPEAR IN PERSONS TO SIGN APPLICATION AS PER FLORIDA STATE STATUTE 489. Subcontractor license numbers must be included on the application. If electrical, mechanical or plumbing permits have not been issued, inspections will not be scheduled or made and subcontractors will be subject to penalty under the City Ordinances REQUIRED INSPECTIONS DURING AND UPON COMPLETION OF CONSTRUCTION 1. Footer 2. Underground, electrical, mechanical and plumbing 3. Foundation elevation survey 4. Slab 5. Lintel — tie beams — columns — cells 6. Rough electrical 7. Rough mechanical 8. Rough plumbing 9. Tub Set 10. Framing 11. Tenant Separation/firewall 12. Insulation, walls and/or ceilings 13. Electrical final, mechanical final and plumbing final 14. Building Final 15. Other DATE: Wednesday, February 18, 2004 SIGNATURE: By Owner oru rued Agent) PLAT OF BOUNDARY SURVEY for MARONDA HOMES Legal Description LOT 67, CELERY LAKES PHASE 1, according tolthe Plat thereof as recorded in Plat Book 62, Pages 75 and 76, of the Public Records of Seminole County, Florida. I W I— O Z N czW JQ U Ln IVY OF SA NFO ,; 73 66 N 89'38'17" E 120.00' 5.00' 5' DRAINAGE ESM'T O O fV 7 2 P.,o C j 0 0 o PROPOSED o WINCHESTER B 4 BEDROOM. M UPROP. FF = 22:52 CPCP 110.00 O O 51.00' 44.00' 5' DRAINAGE ESM'T N 89'3817 E 120.00 71 i 68 SCALE: 1"=30' I 7 :ECONC.1 o DRIVE; CPIP 25.00' SURVEY NOTES: 1) The street address of the above-described property is 106 WHEATFIELD CIRCLE. 2) The above-described property lies in a Flood Zone X per FIRM 12117C 0065E dated APRIL 1995. SURVEYOR'S CERTIFICATE This is to certify that I have made a Survey of 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 pursuanttoSection 427.027 of the Florida Statutes. REVISIONS: / >, CERTIFIED CORRECT TO.: PROJECT NO: QtE_ 199N KITNER SURVEYING, INC. R. BLAIR KITNEWP.L.S. NO. 3382 Post Office"Box 823; Sariford, F1. 32772-0823 407) '322.-21DOO SURVEY DATE: LA aronda omes AN EASILY OBSERVABLE BETTER VALUE! 1101 NORTH KEGLER ROAD, SuirE F • ORLANDO, FLORIDA 32810 407-475-9112 • Fi1x: 407-475-9115 LETTER OF AUTHORIZATION CITY OF DELTONA p CITY OF SANFORDEl 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 67, 106 WHEATFIELD CIRCLE at CELERY LAKES. RUSSELL KEIT SU A'MERS, CRC058496 MARONDA HOMES, INC. OF FLORIDA STATE OF FLORIDA COUNTY OF ORANGE Sworn and subscribed before me this 18TH day of FEBRUARY, 2004 by RUSSELL KEITH SUMMERS who is personally known to me. Of NOTARY s :. ..................................... LAURIE F LLEGRINO .... aam,q, Comm# DD0232804 r E)Vms 7/1W007 fio c S -W d th- (800)432-4254: Sunu:i.. umonI- ida Notary Assn., Inc FORM 60OA-2001 FL ENERGY EFFICIE'NCY CODE FOR BUILDING CONSTRUCTION' Florida Department of Community Affairs Residential Whole Building Performance Method A roject Name: WINB43&'= 67CL Bulder:(,D/G@ P Address: 106 Wheatfield Circle Permitting Office: S'Q 7v oti City`; State: Sanford, FL Permit Number: (fa. S" owner: Maronda Homes Inc., of FL Jurisdiction Number: Climate; Zone: Central, (0 1. New construction or existing New _ 2. Single family or multi -family Single family 3. Number of units, if multi -family 1 _ 4. Number of Bedrooms 4 5. Is this a worst case? Yes _ 6. Conditioned floor area (ftZ) 3004 ftZ 7. Glass area & type Single Pane Double Pane a. Clear glass, default U -factor 276.0 ftZ 0.0 ft, b. Default tint 0.0 ftZ 0.0 ftZ _ c. Labeled U or SHGC 0.0 ftZ 0.0 ftZ 8. Floor types a. Slab -On -Grade Edge Insulation R 0.0, 167.0(p) ft _ b. Raised Wood, Adjacent ft, _ c. N/A Cap: 50.0 gallons„ _ 9. Wall types a. Concrete, Int Insul, Exterior R=4.1, 869.0 ff b. Frame, Wood, Exterior R=11.0, 1194.0 ftZ _ c. Fame, Wood, Adjacent R=11.0, 278.0 ft' _ d. N/A e. N/A PT, _ 10. Ceiling types a. Under Attic R=19.0, 1663.0 ftZ b. N/A c. N/A 11. Ducts a. Sup: Unc: Ret: Con. AH(Sealed):Interior Sup. R=6.0, 150.0 ft b. Sup: Unc. Ret: Con. AH(Sealed):Interior Sup. R=6.0, 140.0 ft 12. Cooling systems Review of the plans and srgrTM= a. Central Unit Cap: 34.0 kBtu/hr _ Energy Code. SEER: 12.00 _ b. Central Unit Cap: 28.8 kBtu/hr _ SEER:12.00 _ c. N/A DATE: _al 13. Heating systems a. Electric Heat Pump Cap: 35.4 kBtu/hr ith S ti 553.908complianceweconcompeoD. HSPF: 7.40 b. Electric Heat Pump Cap: 28.8 kBtu/hr _ BUILDING OFFICIAL = ... uld HSPF: 7.50 _ c. N/A DATE: CiP; 14. Hot water systems a. Electric Resistance Cap: 50.0 gallons„ _ EF: 0.92 - b. N/A c. Conservation credits HR -Heat recovery, Solar DHP-Dedicated heat pump) 15. HVAC credits PT, _ CF -Ceiling fan, CV -Cross ventilation, HF -Whole house fan, PT -Programmable Thermostat, MZ -C -Multizone cooling, MZ -H -Multizone heating) Glass/Floor Area: 0.09 Total as -built points: 32833 PASSASc Total base points: 39935 r /-1 7 I hereby certify that the plans and specifications covered Review of the plans and srgrTM= by this calculation are in compliance with the Florida specifications covered by this o ; `6o indicates complianceEnergyCode. calculation PREPARED BY: with the Florida Energy Code. Before construction is completed J, a DATE: _al 21[i4 this building will be inspected for i 1 hereby certify that this building, as designed, is in ith S ti 553.908complianceweconcompeoD. compliance with the Florida En rgy Code. . Florida Statutes. < tat=J c 'v 7 Fi OWNER/AGENT: IQ 1 BUILDING OFFICIAL = ... uld DATE: - i DATE: CiP; EnergyGaugeV (Version: F-LKUHb V3.31J) FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , PERMIT #: EnergyGaugeO DCA Form 60OA-2001 EnergyGauge@/FlaRES'2001 FLRCPB v3.30 BASE AS -BUILT GLASS TYPES 18 X Conditioned X BSPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X SPM X SOF Points 18 3004.0 25.78 13939.8 Single, Clear W 1.0 13.0 10.0 57.68 1.00 574.3 Single, Clear W 1.0 16.0 40.0 57.68 1.00 2299.7 Single, Clear W , 1.0 15,0 20.0 57.68 1.00 1149.4 Single, Clear E 1.0 15.0 20.0 63.97 1.00 1274.5 Single, Clear E 2.0 14.0 10.0 63.97 0.98 629.1 Single, Clear W 1.0 6.0 16.0 57.68 0.97 893.8 Single, Clear W 1.0 6.0 20.0 57.68 0.97 1119.2 Single, Clear W 1.0 6.0 16.0 57.68 0.97 893.8 Single, Clear S 1.0 6.0 16.0 48.22 0.94 728.4 Single, Clear E 1.0 6.0 20.0 63.97 0.97 1241.6 Single, Clear E 2.0 7.0 36.0 63.97 0.89 2044.4 Single, Clear" N 1.0 6.0 16.0 30.19 0.97 470.7 Single, Clear E 1.0 6.0 20:0 63.97 0.97 1241.6 Single, Clear S 1.0 16.0 16.0 48.22 0.99 766.8 As -Built Total: 276.0 15327.3 WALL TYPES Area X BSPM Points Type R -Value Area X SPM Points Adjacent 278.0 0.70 194.6 Concrete, Int Insul, Exterior 4.1 869.0 1.18 1025.4 Exterior 2063.0 1.90 3919.7 Frame, Wood, Exterior 11.0 1194.0 1.90 2268.6 Frame, Wood, Adjacent 11.0 278.0 0.70 194.6 Base Total: 2341.0 4114.3 As -Built Total: 2341.0 3488.6 DOOR TYPES Area X BSPM Points Type Area X SPM Points Adjacent 18.0 1.60 28.8 Exterior Insulated 20.0 4.80 96.0 Exterior 20.0 4.80 96.0 Adjacent Wood 18.0 2.40 43.2 Base Total: 38.0 124.8 As -Built Total: 38.0 139.2 CEILING TYPES Area X BSPM Points Type R -Value Area X SPM X SCM = Points Under Attic 1663.0 2.13 3542.2 Under Attic 19.0 1663.0 2.82 X 1.00 4689.7 Base Total: 1663.0 3542.2 As -Built Total: 1663.0 4689.7 FLOOR TYPES Area X BSPM Points Type R -Value Area X SPM Points Slab 167.0(p) 31.8 5310.6 Slab -On -Grade Edge Insulation 0.0 167.0(p 31.90 5327.3 Raised 378.0 3.43 1296.5 Raised Wood, Adjacent 11.0 378.0 1.80 680.4 Base Total: 6607.1 1 As -Built Total: 545.0 4646.9 EnergyGaugeO DCA Form 60OA-2001 EnergyGauge@/FlaRES'2001 FLRCPB v3.30 FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: EnergyGaugeTm DCA Form 60OA-2001 EnergyGaugeWlaRES'2001 FLRCPB v3.30 BASE AS -BUILT INFILTRATION Area X BSPM Points Area X SPM Points 3004.0 14.31 42987.2 3004.0 14.31 42987.2 Summer Base Points: 58101.2 Summer As -Built Points: 61985.2 Total Summer X System = Cooling Total X . Cap X Duct X System X Credit Cooling Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points. DM x DSM x AHU) 61985.2 0.541 1.079x 1.150 x 0.85) 0.284 0.950 9611.5 61985.2 0.459 1.079 x 1.150 x 0.85) 0.284 0.950 8141.5 58101.2 0.4266 24786.0 61985.2 1.00 1.061 0.284 0.950 17752.9 EnergyGaugeTm DCA Form 60OA-2001 EnergyGaugeWlaRES'2001 FLRCPB v3.30 FORM 60OA-2001 INTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS:, , , PERMIT #: EnergyGauge® DCA Form 60OA-2001 EnergyGauge&FIaRES'2001 FLRCPB v3.30 BASE AS -BUILT GLASS TYPES 18 X Conditioned X BWPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X WPM X WOF = Point 18 3004.0 5.86 3168.6 Single, Clear W 1.0 13.0 10.0 13.25 1.00 132.4 Single, Clear W 1.0 16.0 40.0 13.25 1.00 529.7 Single, Clear W 1.0 15.0 20.0 13.25 1.00 264:8 Single, Clear E 1.0 15.0 20.0 12.37 1.00 248.1 Single, Clear E 2;0 14.0 10.0 12.37 1.01 124.5 Single, Clear W 1.0 6.0 16.0 13.25 1.00 212.5 Single, Clear W 1.0 6.0 20.0 13.25 1.00 265.6 Single, Clear W 1.0 6.0 16.0 13.25 1.00 212.5 Single, Clear S 1.0 6.0 16.0 9.90 1.01 159.7 Single, Clear E 1.0 6.0 20.0 12.37 1.01 249.5 Single, Clear E 2.0 7.0 36,0 12.37 1.02 455.9 Single, Clear N 1.0 6.0 16.0 15.07 1.00 240.5 Single, Clear E 1.0 6.0 20:0 12.37 1.01 " 249.5 Single, Clear S 1.0 16.0 16.0 9.90 1A0 157.9 As -Built Total: 276.0 3503.2 WALL TYPES Area X BWPM Points Type R -Value Area X WPM Points Adjacent 278.0 1.80 500.4 Concrete, Int Insul, Exterior 4.1 869.0 3.31 2872.0 Exterior 2063.0 2.00 4126.0 Frame, Wood, Exterior 11.0 1194.0 2.00 2388.0 Frame, Wood, Adjacent 11.0 278.0 1.80 500.4 Base Total: 2341.0 4626.4 As -Built Total: 2341.0 5760.4 DOOR TYPES Area X BWPM Points Type Area X WPM Points Adjacent 18.0 4.00 72.0 Exterior Insulated 20.0 5.10 102.0 Exterior 20.0 5.10 102.0 Adjacent Wood 18.0 5.90 106.2 Base Total: 38.0 174.0 As -Built Total: 38.0 208.2 CEILING TYPES Area X BWPM Points Type R -Value Area X WPM X WCM = Points Under Attic 1663.0 0.64 1064.3 Under Attic 19.0 1663.0 0.87 X 1.00 1446.8 Base Total: 1663.0 1064.3 As -Built Total: 1663.0 1446.8 FLOOR"TYPES Area X BWPM Points Type R -Value Area X WPM Points Slab 167.0(p) 1.9 317.3 Slab -On -Grade Edge Insulation 0.0 167.0(p 2.50 417.5 Raised 378.0 0.20 75.6 Raised Wood Adjacent 11.0 378.0 1.80 680.4 Base Total: 392.9 As -Built Total: 545.0 1097.9 EnergyGauge® DCA Form 60OA-2001 EnergyGauge&FIaRES'2001 FLRCPB v3.30 FORM 60OA-2001 INTERALC LATIO Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: EnergyGauge'"" DCA Form 60OA-2001 EnergyGauge®/FIaRES'2001 FLRCPB v3.30 BASE AS -BUILT INFILTRATION Area X BWPM Points Area X WPM lHeating3004.0 -0.28 841.1 3004.0 0.28 Winter Base Points: 7799.3 Winter As -Built Points: Total Winter X System =, Heating Total X Cap X Duct X System X Credit Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points DM x DSM x AHU) 11175.4 0.551 1.068 x 1.160 x 0.87) 0.461 0.950 2923.5 11175.4 0.449 1.068 x 1.160 x 0.87) 0.455 0.950 2346.7 7799.3 0.6274 4893.3 11175.4 1.00 1.083 0.458 0.950 5270.0 EnergyGauge'"" DCA Form 60OA-2001 EnergyGauge®/FIaRES'2001 FLRCPB v3.30 i FORM 60OA-2001 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE CODE COMPLIANCE AS -BUILT WATER HEATING Number of X Multiplier Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Heating + Hot Water = Total Points Points Points Volume Bedrooms Ratio Multiplier 4 2564.00 10256.0 50.0 0.92 4 1.00 2452.52 1.00 9810.1 As -Built Total: 9810.1 y0, 1' fiiE STgl o EnergyGaugeTm DCA Form 60OA-2001 EnergyGauge®/FIaRES'2001 FLRCPB v3.30 CODE COMPLIANCE ST'AT'US BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points Total Points Cooling Points Heating + Hot Water = Total Points Points Points 24786 4893 10256 39935 17753 5270 9810 32833 y0, 1' fiiE STgl o EnergyGaugeTm DCA Form 60OA-2001 EnergyGauge®/FIaRES'2001 FLRCPB v3.30 FORM 60OA-2001 Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors 606.1.ABC.1.1 Maximum:.3 cfm/s .ft. window area• .5 cfm/s .ft. door area. Exterior & Adjacent Walls 606.1.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wall; Swimming Pools & Spas 612.1 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 Shower heads 612.1 from and is sealed to the foundation to the top plate. Floors 606.1.ABC.1.2.2 Penetration s/openirigs >1/8" sealed unless backed by truss orjoint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed to the perimeter, penetrations and seams. Ceilings 606.1.ABC.1.2.3 Between walls & ceilings; penetrations of ceiling plane of top floor; around shafts, chases, Insulation 604.1, 602.1 soffits, chimneys, cabinets sealed to continuous air barrier; gaps in gyp board & top plate; attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is sealed at the perimeter, at penetrations and seams. Recessed Lighting Fixtures 606.1.ABC.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3" from insulation; or Type IC rated with < 2.0 cfm from conditioned space, tested. Multi -story Houses 606.1.ABC.1.2.5 Air barrier on perimeter of floor cavity between floors. Additional Infiltration reqts 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. RA -99 nTHFR PRFSCRIPTIVF MFASl1RFS /mnct ha mat nr aYcaarlarl by all racirlannac 1 COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements in Table 6-12. Switch or clearly marked circuit breaker electric or cutoff as must be provided. External or built-in heat trap required. Swimming Pools & Spas 612.1 Spas & heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficient of 78%. Shower heads 612.1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and installed in accordance with the criteria of Section 610. Ducts in unconditioned attics: R-6 min. insulation. HVAC Controls 607.1 Separate readily accessible manual or automatic thermostat for each system. Insulation 604.1, 602.1 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. EnergyGaugeTm DCA Form 600A-2001 EnergyGauge®/FlaRES'2001 FLRCPB v3.30 I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Date: Address of New Home: City/FL Zip: o6zaE sr4 i, oi/ O 0D WE NOTE: The home's estimated energy performance score is only available through the FLA/RES computer program. This is not a Building Energy Rating. If your score is 80 or greater (or 86 for a US EPA/DOE EnergyStarTmdesignation), your home may qualify for energy efficiency mortgage (EEM) incentives if you obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 321/638-1492 or see the Energy Gauge web site at www.fsec. ucfedu for information and a list of certified Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of Community Affai, gwWUAt&-eMersion: FLRCPB v3.30) ESTIMATED ENERGY PERFORMANCE SCORE* = 86.6 The higher the score, the more efficient the home. ELECTRIC, , , , 1. New construction or existing New _ 12. Cooling systems 2. Single family or multi -family Single family _ a. Central.Umt Cap: 34.0 kBtu/hr _ 3. Number of units, if multi -family 1 _ SEER: 12.00 4. Number of Bedrooms 4 _ b. Central Unit Cap: 28.8 kBtu/hr _ 5. Is this a worst case? Yes _ SEER: 12.00 _ 6. Conditioned floor area (ft2) 3004 ff c. N/A 7. Glass area & type Single Pane Double Pane a. Clear - single pane 276.0 ft' 0.0 ftp _ 13. Heating systems b. Clear - double pane 0.0 fe 0.0 f? _ a. Electric Heat Pump Cap: 35.4 kBtu/hr _ c. Tintlother SHGC - single pane 0.0 f? 0.0 ff _ HSPF: 7.40 _ d. Tintlother SHGC - double pane b. Electric Heat Pump Cap: 28.8 kBtu/hr _ 8. Floor types HSPF: 7.50 _ a. Slab -On -Grade Edge Insulation R=0.0, 167.0(p) ft _ c. N/A b. Raised Wood, Adjacent R=11.0, 378.0W c. N/A 14. Hot water systems 9. Wall types a. Electric Resistance Cap: 50.0 gallons _ a. Concrete, Int Insul, Exterior R=4.1, 869.0 ff _ EF: 0.92 _ b. Frame, Wood, Exterior R=11.0, 1194.0 ftp b. N/A c. Frame, Wood, Adjacent R=11.0, 278.0 112 d. N/A c. Conservation credits e. N/A HR -Heat recovery, Solar 10. Ceiling types DHP-Dedicated heat pump) a. Under Attic R=19.0, 1663.0 ftp _ 15. HVAC credits PT, _ b. N/A CF -Ceiling fan, CV -Cross ventilation, c. N/A HF -Whole house fan, 11. Ducts PT -Programmable Thermostat, a. Sup: Unc. Ret: Con. AH(Sealed):Interior Sup. R=6.0, 150.0 ft _ MZ -C -Multizone cooling, b. Sup: Unc. Ret: Con. AH(Sealed):Iuterior Sup. R=6.0, 140.0 ft MZ -H -Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Date: Address of New Home: City/FL Zip: o6zaE sr4 i, oi/ O 0D WE NOTE: The home's estimated energy performance score is only available through the FLA/RES computer program. This is not a Building Energy Rating. If your score is 80 or greater (or 86 for a US EPA/DOE EnergyStarTmdesignation), your home may qualify for energy efficiency mortgage (EEM) incentives if you obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 321/638-1492 or see the Energy Gauge web site at www.fsec. ucfedu for information and a list of certified Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of Community Affai, gwWUAt&-eMersion: FLRCPB v3.30) Master File #7 Central Florida B.O.A.F Exterior Window and Door Master Filing Checklist L Sufficiency Review Manufacturer Name: Norandex/Revnolds Distribution Model Number(s): 1 'x4" and 1 "x3" Aluminum Mullions Contact Name & Number: Chrlstopher M Fuertsch — (407) 667-9390 Please ensure the following are contained in your submittal: X Two (2) signed and sealed engineered installation details. One (1) signed and sealed test report. One (1) signed and sealed engineered calculations for alternate fasteningmethod, if applicable. ll. Governmental Product Approval: Agency Initials/Date Lq2nc Initials/Date Brevard, County of Melbourne, City of Cape Canaveral Mt. Dora, City of Cocoa Beach, City of Orange, County of ACP 3/15/02 Eustis, City of Port Orange, City of Indialantic, City of Rockledge, City of Indian Harbour, City of Satellite Beach,. City of Lake, County of SN 3/26/02 Seminole, County of Lake Mary, City of RJ 4/05/02 Tavares, City of Leesburg, City of SS 3/26/02 Titusville, City of Maitland, City of West Melbourne, City of Malabar, City of Winter Park, City of LP 3/26/02 Melbourne Beach, City of C OF SAX, Scan Date 4-4-02 Created on 02/04/02 Page 1 of 2 NORANDEX PAGE 29 e e a e a e SEE CHART FORas4 °a " a ' a d° FASTENERS CAULK TOP OF MULL 10 X 3/4" TEK SCREW - WINDOW JAM 1x3 MULLION (XFLA-26-1) 1x4 MULLION (XFLA_39) WINDOW JAMB 10 x 3/4" TEX SCREW CAULK BOTTOM OF MULL PRECASTED SILL FLA -45 MULLION ANCHOR CLIP 16 GA- GALV. SHEET METAL 800 LB. MAX CAPACITY 1x3 MULLION (XFLA-26-1) 1x4 MULLION (XFLA-39) 3/4"MAX SEE CHART FOR FASTENERS CHARLES 'A, PA FL. REG. ENG.. # 49121 DATE: 3/21/02 NOTES: 1) ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063 T6, OR 6063 T5. 2) WHEN THERE IS ONE TAPCON (1/40- X 1-1/2') ON EACH ANGLE LEG, THE TAPCON SHALL BE PLACED ON MULLfON CLIP CENTERLINE. 3) CONCRETE COMPRESSIVE STRENGTH = 3,000 PSIAT28DAYS. q 0 v k 4 VERTICAL MULLION SCHEDULE SINGLE UNIT TYPE OF' MI]I LION TYPE OF CLIPWINDOWWINDOWDESIGNPRESSUREWIDTHHEIGHTNUMBER AND INCH INCH 35'PSF FLA -45 TYPE OF FASTENERS 26 3_8-1 4` x 3.0.--- 3 16v1 x 1-1 2 T EAPCON 19-1/13" 5T8y' 1-0 1.0 ]c 30 OK- 4 3f16.-x `2, TA_ 63' -. 1_ x OK-- 4 it16 a 1_- J2 T_APCON 76-3 4' 3._0--- 1.0 x 3.0 OIC --4) 3 16` x 1-J2" TAPCONE1--.---- L_0 x 3.0 OIC 4 3 164 x 1-1 2 fAPCONS 3826" 1%4"` 1-0 x 3_.0 -------------- 0_K__- 4 3 160 x 1-y2 1.0 x_3_.0--- OR-- 4 z--__ 3 16 s' x tel_ J2 T_APC_ONS TAPCONS 63" 1.0 x 3.0--- i66' x 1-J2'TAPCONS 76-3 4'" OK___-_ LO x 3.0----__-- 4_J6a1 x_1 J2 CONS x 3-0 OK 4 3 160' x 1-1 2 TAPCONS 31i_ 1T4 1:0 x 3.0 -_ 0_K---- 4 3 16_0_' x1_-1 21 T_APCONS 37" 50-5 8' 1.0 x_3_.0 OK--=-` 3J6" x 1-1 2" T-- TAPCONS 63" - 1.0_ x 3.0--- i-.6 OK-- - 1-3J164 x i_ -!7 TAPCONS OI_C_- 4 3 160" x 1-1 2' TAPCONS 1.0 x 3.0 OK 4 1 4i'I- x 1-1/2'-TAPCONS 38-17e 53-1/8" 50_5M, o OK_ --- K_ 4 _3 160 x__1 -L 2 1_1 2" TAPCONS T_A_PC_O_NS 63 1.0 3.- 1:0 x 3.0 OK____ 2 _ 3J16¢"_x 2 -1j4 x-1_ 1 2''-TAPCONS 76=3 e 1.0 x: 4,0 OK__ 2 _1/47' x_1-1/2" TAPCONS OK 2 1 40'`- X 1-1 f' TAPCONS MANi 1 %'ACTURER• NAME 1 ` N MASTER------ CHARLES 'A, PA FL. REG. ENG.. # 49121 DATE: 3/21/02 NOTES: 1) ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063 T6, OR 6063 T5. 2) WHEN THERE IS ONE TAPCON (1/40- X 1-1/2') ON EACH ANGLE LEG, THE TAPCON SHALL BE PLACED ON MULLfON CLIP CENTERLINE. 3) CONCRETE COMPRESSIVE STRENGTH = 3,000 PSIAT28DAYS. q 0 v k 4 IORANDEX PAGE 30 MOTES: 1) ALL Al OR 6m Z) WffEN ON EAI PLACEI 3) CONCR] AT 28 CHARGES FL, REG. DATE DW srLL SH HEAD DW SILL a A 4 T7 SH HEAD hE. K g h q o 4 NORANDEX PAGE 24- e - . 4 c' MA FACTUREE Pim rte'-n lel #10 x 1-3/4" P11 SMS INTO 2 x BUC OR3/18"0 x 2-3/4" TAPCON THRU 1 BY BUCK, (SHOWN) WITH A 1-1/4" MIN. EMBEDMENT INTO MASONRY. SEE ELEVATION FOR ANCHOR SPACING. 2) #10 x 1-3/4" FfI-SMS INTO .2 x BUCK SEE ELEVATION FOR ANCHOR SPACING. 1 I ul 2) # TO10x13/4" PH -SMS IN2 BYBUCKWI'I'FI 1-1/2" MIN. EMBEDMENT. SEE ELEVATION FOR ANCHOR SPACING. WOOD Bucx STEEL REINF. ALL 10" PANELS 60.0 D.P.., Oz TIIOY AL WOOD BUCK No. OF I No. OF ANCHORS JAHCHORS 147.975' a 0" 46 30 a 4) da 48 24 8 09.6' a 6d64816g152.760' j 57.6 57.5 24 ZI 111-376' 60 67.6 57.5 18 g 76.5• 3) 67.6 57.5 IB 6 66.7 71.3 Is 3) 60' S6.7 68.7 6 89.625 2.5) 66.6 68.8 10 10 201'8 D8" 46 45 5p IO 1147.375' 4) 45 45 24 10 66.5. Z 46 45 18 10 162.750' 46.9 48.9 24 10 IL1:376' 96 3) 63.5 63.6 16 10 75.5 w 53.4 66.4 16 10 128' 98' 64.5 64.fi ZO 10 83.825 2.5) 64.6 84.5 10 0 Nag 1N PAREN mms INDICATES PANELSIZEWMTFi 4 ME IN FEET. STEEL REINF. ALL !0' PANELS 60.0 D. P•. SHIMAS RE UIRED ILWOODSHIMSHOWN TYP. JAMB. SECTION 1/4" SHIM -. IORMUDDTRACKASREQUIRED1By213YBUCK MAx 2) 3/16"0 x 2-1/4" TAPCON OR MIAMI DADE APPROVED CONC. FASTENER SEE ELEVATION FOR ANCHOR SPACING. NOTES: "° "• J.IR'1"` sHfLf As D,. MAX SHIM 2} ALL ALUMINUM 16o63EXTRUSIONSONS ARRESALLOYTACK T5• OR T6 WITH TYPICAL .WALL THICKNESS OF -0.62" P. 3 USE HIGH UQ ALITY CAULK BEHIND y WINDOW FLANGE4; GLASS THICKNESS BASED ON TABLE E1300 GLASS 13 r CHARTS, AND MAY VARY DEPENDING ON SIZE. e bl[ X PANF, X PANEL 5) THE RESPONSIBILTTy FOR SELECTION OF NORANDEXPRODUCTSToMEETANYAPPLICABLE'LOCAL.LAWS, a 6 yf 88.7 77.4 24 so - 3 BUILDING CODES, ORDINANCES OR OTHER SAFETY/j REST SOLELYDEADERANDSILLSECTIONDUTLDrNG THE ARCHITECT, C5 Ci7d jOWNERORCONTRACTOR. UIREUENTS TYP• 1 BY BUCK 7) CONCRETE COMPRESSIVE STRENGTH - 3000 PSI 1 6 ZI AT 28 DAYS. ra V;. 2BY2) TTPIcAL imAmj Y. 16ur"EO CLASS I SLMTI4G CLASS DOOR r, RATIVs ANALYSIS CHART No. OF IOR DESIGN TOAD ANCHORS NO: OF ANCHORS tiSIONSCAPACITY_P3F DHEIGHTT POSITIVE NMATfW 19 & FRAMs qr E" SILT. JAMB a 66.7 99.4 50 80' 69.7 68.4 z¢ 4) 68.7 69.4 Ifi a 6 N Q_') r J 88.7 77.4 24 so - 3 6 g C5 Ci7d 66-7 835 _ _ Is 8 Z3 Ek4 80' 88.7. 78.3 gp 6 ZI 2.5) 66.7 78.3 10 a Q 0 06' 90 s0 30 80 60 10 r^ r[ti, (z) 1 v1 ` 4) R4 60 80 18 1-0 to 65.3 66.3 24 98' 10 66.7 71.3 Is 3) t0 a66.7 738 IB 10 96' 65.9 65.0 20 2-6) 60.7 86.2 10 b 4y 2) 3/16"0 x 2-3/4" 10 w A k, TAPCON OR MIAMI W h g 7 DADE APPROVED CONC. FASTENERS. SEE ELEVATION FOR o Z ANCHOR SPACING. Iq a zea Gi a 0 W, H Wx eN 0. r 6 a w y e xn .Orn, 4 ti 1 X X X Awla X PANEL PANEL PANEL PANEL NdI 0 ANN 4BY2) mjgAL E1i7ATIDN U n O C c T (2). X10 x i-3/4" PH -SMS INTO 2 BY BUCK OR 3/i6"0 z 2-3/4" TAPCON THRU 1 BY BUCKS (SHOWN) WITH A 1-1/4" MIN. EMBEDMENT INTO MASONRYSEEELEVATIONFORANCHORSPACING. 2) #10 z 1-3/4" FH -SMS INTO 2 x BUCK SEE ELEVATION FOR ANCHOR SPACING. L OPTIONAL 2 BY WOOD BUCK 2} glo z 1 9/4" PH—SMS INTO 2 BY BUCK WITH 1-1/2" MIN. EMBEDMENT. SEE ELEVATG FOR ANCHOR SPACING. z Woon Arrru 3/16" TEMPERED GLASS t PANEL .SIZE :DESIGN LOAD NO. OF ANCHOR SCREWS IN FRAMEINCHESPACITY-PSF HEAD AND SILL JAMB q WIDTH/HEIGHT EXTERNAL INTERNAL } Cxl `C WXXXXXXXALLq.o 301/1x" x 591/ " 53.3 55.8 10 ig 18 6 cr1 361/16" x 591/ o o. z 49. B 49.8 12 18 22 6 E~ W301hs" x ,791/2" 49.7 49.7 10q 36146" x 791/2 " 4.5 16 20 8 4 5 12. .18 22 e oSERIES500ALUMINUMSLIDINc) G CLASS DOORALL OPERABLE PANELS may. FASTENER R. CHART k13 C LQ (2) 3/16"p x 2_3/4" oMMAR.O'"A.IE" . TAPCON OR MIAMI GMAi'tT1T'ACTr.TMTMS p y. 1 x WOOD BUCK DADE APPROVED CONC. SIZE WIDTH ui1P NAAM, j FAS'PENERS- • y c C. S. W-) SEE ELEVATION FOR ", b ANCHOR SPACING. °' e UIQ O qac. SHIM AS RE UIREDJL, '1' YY. HORKWOODSHIMgSHOWN) OR MUDD TRACK AS REQUIRED 1 BY / O (2) 3/18"0 a 2-1/4" TAPCON OR MIAMI DADS APPROVED CONC- FASTENER SEE ELEVATION FOR ANCHOR SPACING. c NOTES: 1 SHRAMdASREQUIRED; MAX SISTACK 1/4". 2) ALLALUMINUMEXTRUSIONSAREALLOY6063-T5dORTOWITHTYPICALWALLTHICKNESSOF0:B2" e n 3) USE HIGH :QUALITY CAULK BEHIND WINDOW FLANGE: a 4) GLASS THICKNESS BASED ON -TABLE B130o GLASS CHARTS; AND `MAY VARY DEPENDING ON SIZ&- . 6) THE RESPONSIBILITY FOR SELECTION .OF N9RANDEXPRODUCTSTO: MEET ANY APPLICABLE LOGAL:;LAWS; HEADER AND SILL SECTION BUILDING CODES, ORDINANCES OR OTHER,SAFET.YREQUIREMENTS `REST :SOLELY WITH THE.ARCHITECT, P. 1 BY BUCK 6) CONCRETE COUP RESS[ VEN AT 28 DAYS. TRACTGa STRENGTII 3,Q'p0 PSI 2BY2)Tx&. Pd nn,m MAX —••^ t..--- 4BY2) Tmtcit, Etavxnox NDRANDEX PAGE 22 r 1 10 X 1-3/4." P. 11. S.M.S W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. 7-"J bp r afllr''i.A q iu x 1-3/4" P.H. S.m.s: 2" MIN. EMBEDMENT- NOTES: SEESEE EELEVATION FOR ANCHOR SPACING. 1) :SHIM AS REQUIRED, MAR SHIM STACK 1/4", 2) ALL ALUMINUM;;EXTRUSIONS ARE ALLOY 6063—T5 09 T6, WITH TYPICAL WAL4 THICKNESS OF 0.62" 3 5 5 tF. USE HIGH QVALITY CAULK BEHIND WINDOW FLANGE. 4 GLASS. THICItAT1:;SS )3ASED ON TABLE E1300 M DIMENSIONS oouecs GLASSCHARTS, AND ;MAY VARY DEPENDING ON SIZE. 5) THE RESP0NSI8I6ITY POR SELECTION OF z PRODUCTS TU: ; NORANDEXMEET. ;ANY APPLICABLE LOCAL LAWS, BUILDING COi)ES OVDINANCIES OR OTHER SAFETY C3pa REQUU'EMENTS $OST. 'SOLELY WITH THE ARCHITECT, BUTI.DTNG OWNER 'OFt'CONT1tACTOR. a SE 6) NOTE `+ INDICATES THAT E jjUAL.FASTENERS ATHEAD' AND ARE REQUIRED.. 6 SILL t- 0E+ E- 0 35 45 60 PSF 35 PSF 45 PSF 60 PSF q ALT. FIN ATTACHMENT i UNDER SHEATHING 10 X 1-3/4" CENTRAL ,FLORMA moa, f- W/1-1/2" MIN. EMBEDMENT SEEELEVATION FOR ACTURER NAKH: aRgvD X ANCHOR SPACING. ITER FILE :k S fJ Aau eLg 1. _ I HEADER AND SILL SECTION w/i01X 1 N4' P. H. S.lL . WOOD FR A uw SEE, ELEVATION FOR ATTE, ELf nn ON .. Lj] L__ 1. 4" MAX - S I& TOP AND BOTTOM) CHARLES' A -EN, P E. FL REG: ENG^ 49- ?I F tlilk® ITM 4 2 2* 3 4 4 5 ti 01 wb 4 91 3+ 3 4 5 5 tF. k -• M DIMENSIONSNS WINDOW FASTENER -SCHEDULE NWIDTHHEIGHT N0. HORSNOANCHORS JAMB INCHES),'INCHES) SE NOTE 6 35 45 60 PSF 35 PSF 45 PSF 60 PSF 2* 2 2 225" T22 2 2 th q g*2--22 clo22222* 2 3 3 W E- GYy 37-1/4° 2 2 2+ 2 3.3 0033 6" ! 2" 49-5/8 2 2 2 2 2+ 2* 3 3 3 3 3 3 3 3* g 3 i 2-1 6,. 3-3_ 3 3_tLg" 62" 2 2 2 2 2* 3 4. 4 4 4 6_ 3 g* F tlilk® ITM 4 2 2* 3 4 4 5 ti 01 wb 4 91 3+ 3 4 5 5 tF. k -• it 34+' 4 5— a off. tmR vmmWada DETAIL-'C DETAIL -B /// NORANDEX PAGE 10 J # 10 X 1-3/4" P.H. S.M.S. W/1-1/2" MIN. EMBEDMENT t SEE ELEVATION FOR ANCHOR SPACING. l A zx4 En 1A. j ' I 415416 1.500 N x N . U 2.437 10 X 1-3/4" P.H. S.M.S. W/1-1/2" WIT. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACIC(- -- . UF NAME: c: rrn. ALT. FIN ATTACHMENT # 10 X 1-3/4" P.H. S.M.s. W/1-1/2" MIN. EMBEDMENT UNDER SHEATHING SEE ELEVATION FOR FOR ANCHOR SPACING. 1/4" MAX--]J-.- SHIM (BOTH JAMBS) CALL SIZE WIDTH: TYP. JAMB SECTION WOOD FRAIviE HAZ OMT :DTH TYP. AT HEAD SR, DETAIL-C SASH 11 DETAIL=D I NOTES: 750TW 1) SKIM AS REQUIRED,. MAX SHIM STACK 1/4". 2) ALI. ALUMINUM EXTRUSIONS ARE 10 X 1-3/4" P.H. S.M.S, ALLAY 6063-T5 OR T6 WITH TYPICAL WALL, THICKNESS OF 0.62" , 3) USE- HIGH -QUALITY .CAULK ;BEHIND WINDOW,FLANGE. mu&tE x MIN. EMBEDMENT SEE. ELEVATION FOR 4) GLASS THICKNESS ..BASED ON TABLE EMOO GLASSCHARTS. AND MAY VARY DEPENDING ON SIZE. 5} THEANCHORSPACING. RESPONSIBILI` -Y FOW SELECTION OF NORANDEXPRODUCTSTOMEETANYAPPLICABLELOCAL HEADER AND SILL SECTION LAWS, BUILDING .CODCS `ORDINANCES OR OTHER SAFETY REQUIREMENTS REST SOLELY WITH THE ARCHITECT, BUILDING OWNER CHARLES A .PA WOOD FL REG. ENG. p,1• OR CONTRACTOR. 6) NOTE + INDICATES -:THAT EQUAL FASTENERS ATHEADFRAME6.,4912L AND SILL ARE REQUIRED. DATE-. 3/27/02 HAZ OMT :DTH TYP. AT HEAD SR, DETAIL-C SASH 11 DETAIL=D I gORANDEX PAGE 21 anri Vj+[ YY1T11 A. - - - N. 1-1/4" MIN. EMBEDMENT Of 10 F.H. S.M.S. SEE ELEVATION FOR W/I-1/2" MIN. EMBEDMENT NOTES: ANCHOR SPACING. SEE ELEVATION FOR 1) SHIM AS REQUIRED, MAX. SHIM STACK 1/4". ANCHOR SPACING. 2) ALL ALUMINUM EXTRUSIONS ARE ALLAY 6063-T5 o OR T6 WITH TYPICAL, WALL THICKNESS OF 0.62" a ° ° ° 3 USE HIGH QUAIdTY CAULK. BEHIND WINDOW FLANGEA4 GLASS THICKNESS BASED ON TABLE E1300 GLASSaa ° d ' o , CHARTS; AND MAY VARY DEPENATNG ON WW x U U M HSAb S7L u 1 BY BUCK Q 2 BY BUCK ° ETAM-A SHIM— TYP. JAMB SECTION TH JAMBS) - 1 BY / 2 BY BUCK I D D D D D SEE NOTE 6 HEADER AND SILL SECTION Ti'P. 1 BY BUCK OF 10 F.H. S. M S. n W/1-1/2" MIN. EMBEDMENTCAMSEEELEVATIONFOR _ ANCHOR SPACING_ CHARLES * A. P FL. REG. ENG. #.491;21 o DATE: 12/11j01 ' e- uAx DETAIL -C DETAIL -H 5) THE 'RESPONSIBILITY FOR SELECTION OF NO A14DEXPRODUCTSTOMEETANYAPPLICABLELOCALLAWS, BUILDING CODES. ORDINANCES OR`OTHER SAFETYREQUIREMENTSRESTSOLELYWM4THEARCHITECT, BUIIAING OWNER OR CONTRACTOR. 6) A PRESSURE TREATED WOODEN BUCK 'OR`MARBLESILLSHALLBEADDEDUNDERTHEPRODUCTTOFULLYSUPPORT'UNIT 'THIS SUPPORT SHALL BEFIRMLYATTACHEDINTOMASONARYANDSUPPORTTHEPRODUCTOVERITSFULL w LENGTH (SUPPLIED. BY OTHERS).' 7) CONCRETE COMPRESSIVE STRENGTH .= 3,000 PSIATEBDAYS. ALT. HEADER SE CT + + 7 B) NOTE +INDICATES THAT EQUAL FASTENERSATBMW,E R UIRLDTYP. 2 BY BUCK 3/16" TAPCON li'ltsl`Y lJi' AC 1 U ER NAMW/i-1/4" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING) 1% ANi7r Y MASTER FHXi # a ' d I CALL .SIZE WIDTH M HSAb S7L u 1 BY BUCK Q 2 BY BUCK ° ETAM-A SHIM— TYP. JAMB SECTION TH JAMBS) - 1 BY / 2 BY BUCK I D D D D D SEE NOTE 6 HEADER AND SILL SECTION Ti'P. 1 BY BUCK OF 10 F.H. S. M S. n W/1-1/2" MIN. EMBEDMENTCAMSEEELEVATIONFOR _ ANCHOR SPACING_ CHARLES * A. P FL. REG. ENG. #.491;21 o DATE: 12/11j01 ' e- uAx DETAIL -C DETAIL -H NORANDEX PAGE 9 10 F.H. S.M.S. WITH A NOTES: 3/16" TAPCON WITH A SEE ELE ATION FOR EMBEDMENT 2) ALL MALUMIINUMAS IEXTRIfAx USIONSSHIM STACK 1/4MIN. 1-1/4" MIN. EMBEDMENT ANCHOR SPACING. ALLOY 6063—T5ASEEELEVATIONFOReORT6IVITHTYPICALWALL, THICK -NESS OF 0.62" ANCHOR SPACING. 3 USE HIGH QUALITY CAULK BEHIND WINDOW FLANGE. d o 4 GLASS THICKNESS BASED ON. TABLE E1300 GLASSCHARTS, AND MAY VARY DEPENDING ON SIZEeee5) THE RESPONSIBILITY FOR SELECTION OF NORMIDEXaPRODUCTSTOMEETANYAPPLI a U BUILDING CODES, ORDINANCES ORAM LOCAL LAWS OTHER SAFETYREQUIREMENTSRESTSOLELYWITHTHEARcHiTECT, BUILDING OWNER OR CONTRACTOR6) SILPRL SMALLHALL UNDERWOODEN THE CPK OR RODU OFULLYSUPPORTUNIT. THIS SUPPORT SHALL BEFIRMLYATTACHEDINTOMASONARYANDSUPPORTNTHEPRODUCTOVERITSFULLLENGTH (SUPPLIEDBYOTHERS). rjl 7) CONCRETE COMPRESSIVE STRENGTH - 3,000 PSIAT26DAYS. ALT. HEADER SECTION TYP. 2 BY BUCK '- I"ITRAL FL® Lp B• O.A.r. 1.500 ACS' R NAME: 3/16" TAPCON O E MIN. EMBEDMENT AUSTERSEEELEVATIONFOR FOR ANCHOR SPACING. CAL SIZE WIDTH P 1 13Y BUCK O TYP. l/4" SHIM--- B LSAX (BOTH JAMBS) SEE NOTE 6 40 E CHARLES A. PAG 'p. E. FL REG. ENC.• Vit' 49121 DATE: 3/21/02 2 BY BUCK P SECTION BY BUCK 10 F.H. W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. MAX VNIT Nm1f[ TYRro stu llli CA[L-A ti Q E.. O N DETAIL—C oSASH7 a DETAIL- D w U1qh9 q M I A M !•DADS PRODUCT CONTROL NOTICE OF ACCEPTANCE. Prenidor Entry Systems 911 E. Jefer'soll, P.O. Box 76 Pittsburgh ,KS 66762 i11lAh'II-DARE COUNTY. FLORIDA METRO-DADE FLAGLER BUILDING BUILDING CODE COIII'LIANCE OFFICE MHDRO-I)ADII:I'I.AGIJ:It 13UII.1)ING 140 WIST FLAG}I.L•'It S'1'ltl?li'I', SI11'I3i I (i()3 MIAMI, FLOItll)A 331330-156 3 305).175-2901 FAX (305)375-2t)os C:U\'I'ILIC.'I'OR L1CI:`51tiC: til:C_"1'IU\ JUS) 375.2527 I :l1(JUS) 375-'S. 5 DI Vlsl O N 3U5}.175.2')GC, FAX (305) 375-290,N I!ItUI)I:C:I' C:O:•r12C)(. ])It"Iti[O\ Your application for Notice of Acceptance (NOA) of'. pus>37s.2t)u pu5)372•6-339 Entergy 6-8 S-W/E InspF•Illa Of),Ique Double ti4/sidcfite5 iZesicicntial Ilisul,Itcd Steel Doar under Chapter 8 of the Code of Miami -Dade County govcrnin the use ofAlternate Materials and Types ofConstruction, and completely described herein, has been recommended for acceptance by the Miami -DadeCountyBuildingCodeComplianceOff7ce (I3CC0) 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 anytime from a jobsite or manufacturer's plant for quality control testing. If this product or material fails to perform in the approved manner, BCCO may revoke, modify, or suspend the use of such product or material immediately. BCCO reserves the right to revoke this approval; if it is determined by BCCO that this product or material fails to meet the requirements of the South FloridaBuildingCode. The expense of such testing will be incurred by the manufacturer. 1CCEi'TrlNCE NO.: 0.1-0314.24 EXPIRES: 04/02/2006 Raul lcpanq;ucz Chief Product Control Division THIS IS THE C0'ERSFiEET, SEE ADD.I-FI0N:1L PAGES I,O1t SPECIFIC AND GENERAL CONDi"I'IONS BUILDING CODE &TRODUCT REVIE.VV COrMMITTEF, This application for Product Approval has been reviewed by the BCCO and approved by the BuildingCodeandProductReviewCommitteetobeusedinNliami-Dade County, Florida under the conditions setforthabove. APPROVED: 06/05/2001 lSO4500011pc2000\Itemplateslnotice acceptance cover pagn.dot F-MlIcisco 1, Quintana, R.A. Director Nlia.mi-Dads: County I311ilding Cock co, nlplianc; Ofilcc Intcrnct nulil adt7ress: I)ostm;tstcru buil(Jinhcoticnnlinc.caro "L"f Ifanlcpahc: litdUonline.conl Prcmdor Entry Systems r ACCEPTANCE No.: —.01-0314.24 APPROVED JUN 5 2001 EXPIRES 4t ril U2 2006 NOTICE OF 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 -'Acceptance, designed to comply with the South. Florida Building Code (SFBC.), 1994 Edition for Miami -Dade County, for the locations where the pressure requirements, as determined by SFBC Chapter 23, do not exceed the Design Pressure Rating values indicated in the approved drawings. 2. PRO DUCT. DESCRIPTION 2.1 The Series Entergy 6-8 S-W/E Inswing Opaque Double Residential Insulated Stccl Doors with Sidelites-Impact Resistant Door Slab Onty and its components shall be constructed in strict compliance with the following dOetlnlcnts: Drawing No 31 -1029 -ESV -I, Sheets I ihrough 6 or 6, titled Prcmdor (Entergy Brand) Double Door with Sidclites in Wood Frames with BumperThreshold (Inswing)," prepared by manufacturer, dated 7/29/97 with revision C dated0I/I1 00, bearing the Miami -Dade County Product Control approval stamp with the Notice of Acccptancc number and approval date by'thc Miami -Dade County Product Control Division.. These documents shall hereinafter be referred to as the approved drawings. 3. LIMITATIONS 3.1 This approval applies to single unit applicatiogs of pair of doors and single door onl y, as shovm inapproveddrawings. Single door -units shall int;ludc all components described in Llic active Icaf of this approval. 3.2 Unit shall be in only at locations protected by a canopy or overhang such that the angle between the edge of canopy or overhang to sill is less than 4.) degrees. Unless unit is installed in non-liabitablc areas where the unit and the arca arc designed to accept water intiltnitioti. 4. ItNSTALLATION 4.1 The residential insulated steel door and its cornponents shall be installed in strict compliance with the approved drawings. 4.2 Hurricane protection system (shutters): 4.2.1 Door: the installation of this unit will not require a hurricane protection systcni. 4.2,2 Sidelite: the installation of this unit gill require a hurricane protection system. 6- LABELING 5.1 Each unit shall bear a permanent label with the man Li facturcr"s" name or logo, city, state andfollowingstatement: "Miami -Dade County Product Control Approved". 6. BUILDING PERN-11T REQUIRENJENTS 6.1 Application for building permit shah be accompanied by copies of the Following: 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 Acccptancc, clearly marked to show the components selected for the proposed insttillaiion. 6.I.3 Any other documents required by the Building O icital or the South Florid' 31.1ilding Codc SFBC) in order to properly cvaluatc the installationq ii s stent. Manuel crcz, P.E. Product Con tit- xamincr Product. ntrol Division Prcmdor Entry Systems ACCEPTANCE No.: 01-0314.24 APPROVED : JUN 0 2001 EXPIRES A ri102.2006 NOTICE OF ACCEPTANCE: STANDARD CONI)ITIOiI'S 1. Renewal of this Acceptance (approval) shall be considered after a renewal application has been filed and the original submitted documentation, including test supporting data, engineering documents, arc no older than eight (8) years. Any and all approved products shall be pernianently labeled with [lie manufacturer's nam.c, city, state, and the following statement: "Miami-Dadc County Product Control Approved", or ns specifically stated in the specific conditions of this Acceptance. 3. Renewals of Acceptance will not be considered if: a. There has been a change in the South Florida Building Code affecting the evaluation of this product and the product is not in compliance with the code changes. b. The product is no longer the same product (identical) as the one originally a.p.pmwed. C. If the Acceptance holder has not complied with all the requirements of this acceptance, including the correct installation of the product. d. The engineer who originally prepared, signed and scaled the required documentation initiallysubmitted, is no longer practicing the cilgincering profession. 4. Any revision or change in Clic materials, use, and/or manufacture of the product or process shall automatically be cause for termination of this Acccptancc, unless prior written approval has been requested (through the Filing of a revisio office. n application with appropriate fee) and granted by this S. Any of the following shall also be grounds for removal of this Acccptancc: a. Unsatisfactory performance of this product or process. b. Misuse of this Acceptance as an endorsement of any product, for sales, adi,crtising or anyOtherpurposes. C. The Notice of Acceptance number preceded by the words Miami-Dadc Co.unly,. Florida, andfollo%vcd by the expiration date may be displayed in advertising literature. Ifany portion of the Notice of Acceptance is displayed, then it shall be done in its entirety. 7. A copy of this Acceptance as wc11 as approved drawings and other documdents, ~ere it applies, shall be provided to the user by the manufacturer or its distributors and shah be avai.lablc forinspectionatthejabsiteatalltime. The engineer needs not reseal tale copies. 8. Failure to comply with any section of this Acccptancc shall be cause for termination and removal ofAcccptancc. 9. This Notice of Acccptancc consists of pages 1, 2 and this last page 3. Ei\D OF THIS ACCEPT NCE Manuelcrcz, P.E., Product Contro - . arnincr Prod uc Control Division 3 PREMDOR (ENTERGY BRAND) DOUBLE DOOR WITH SIDELITES IN WOOD -FRAMES WITH A BUMPER THRESHOLD (INSWING) f16 . 1 S/e' MININUN Cn![a'.ENf L121 PCA I(Ap L SIL . (51 iCt yY6 1 lie, It, /MSN EDMEkf 17 I/f' MAX CIC.. SPACINC 17 1/ ' MAX 0.0 SPACING 17 O.C. SPACING te'ac. IB IaG B'T 148 1/2' MAX 74. MA MAX 5' MAX 15' O.0 IS- O.C. t5' O.C— 15' 0 MAX MAX MAX IIAX S I9' O.G 43 1 /16' rt0 r 2' hl v,STDPOFDOORINEACHINSIDE .PAI TO i Qi LOCK 37 1/a• MAX 4' MAX 15' aC. 15' a.0 MAX MAX C or d Nn4:t H lP OI O)N ll,Cf 2i" X 64' l HA% OLO I _ BO j H I I%2'WxiNill (nlC IGN ' I,,,_I S' S' O.C. IS' OC15• C. I5• DCIS' OC_JOC IS' O.C,J. J1 HAX 4. N X MAX MAX M. I I NAX MAX \.". MAXVC' r - TEC NOTE 7 ATTACH ASTRAGAL THROW BOLT IS x V LONG STRIKE PLATE TO THE HEADER IN ALL REMAINING AND THRESHOLD WITH 610 x 13/4' HOLES FLATHEAD SCREVS' NOTES: L) WOOD SUCKS BY OTHERS. MUST BE ANCHORED XB X 1 3/4" LONG PROPERLY,.TO'.TRANSFER.LOADS TO THE STRUCTURE. FLATHEAD SCREWS 2.) THE'PRECEDING DRAWINGS ARE INTENDED TO Lx INSWING R.H. INSWINGQUALIFYTHEFOLLOWINGINSTALLATIONS. A. WOOD FRAME CONSTRUCTION WHERE DOOR SYSTEM IS ANCHORED TO A MINIMUM TWO BY WOOD' OPENING. ASTRAGAL B. MASONRY OR CONCRETE CONSTRUCTION WHERE DOOR SYSTEM IS ANCHORED TO A MINIMUM TWO BY 4 APPROVED ASCCV11,,!w^^ ,7h, r. STRUCTURAL WOOD BUCK, SOUTl1FL': NG CGDEC. MASONRY OR CONCRETE CONSTRUCTION WHERE N U. A N C;- ' U°'Llrl DOOR SYSTEM IS ANCHORED DIRECTLY TO CONCRETE VFfERE VhTER NTFILTRAIIDN VHERE TER (NFILIRA(ION ByORMASONRYWITHORWITHOUTANON-STRUCTURAL EOU[REMENi lS NEEDED D REWI %r IS NOT NEEDED ONE BY WOOD BUCK. it o x + PMODU C.ONrROL OP/tSION 3. ALL ANCHORING SCREWS TO BE D10 WITH p _ sUICOe,.cocEC^saualcEOF "_ MINIMUM 1 1/2' EMBEDMENT INTO WOOD SUBSTRATE ACCEPrANCE NO. D 1 V311:•Z4 OR 3/16' PFH TAPCONS WITH ! 1/2' MINIMUM EMBEDMENT X UNITS SHALL BE WSr4LLED ONLY AT LOCArIM PROFECrEU BY A CANOPY ORINTOMASONRY, OVERHANG SUCH THAT THE ANGLE BETWEEN THE EDGE OF CANOPY OR OVERHANG4. UNIT MUST BE INSTALLED WITH 'MIAMI -DARE COUNTY TO SILL IS LESS THAN 45 DEGREES UNLESS UNIT IS INSTALLED INAPPROVED' SHUTTERS NON -HABITABLE AREAS WHERE THE UNIT AND [HE AREA ARE DESIGNED TO5. THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES ACCEPT VATER INFILTRATION. AND DOOR, .THREE STAPLES PER JAMB INTO THRESHOLD 'ON SIDELITES AND DOOR. c DACE CCa1[T MIIpWILAfIDYS nl m6. LATEX SEALANT TO BE APPLIED AT SIDE BY SIDE CwrslMCssw1[o r7x ¢e Al P Rr N , JAMBS AND SIDELITES. U106I04ttl[SS wIC7, SI6 NIL. Td2 A ADD niER vam cu rlwuNLxTS znvtl 7. DOOR/SIDELITE HEADER, DOOR/SIDELITE JAMBS, AND SIDELT.TE BASE' Ik PI S DAi 1` CORNERS ARE COPED AND BUTT JOINED: DR 31 - I ' """"'`.'''"°a"" ` 1:N.T.S. uB. DOORS SHALL BE PRE -PAINTED WITH A WATER-BASED EPDXY RUST P, MD WRY MIA 3I -1029 -EW-[ INHIBITIVE PRIMER PAINT WITH A DRY FILM THICKNESS OF TO L. MIL. 9. FRAMES SHALL BE PREPAINTED WITH AN ACRYLIC LATEX VATER-BASED/ P11 C• 11 T SHEET 1 OF 5VATER-REDUCIBLE WHITE PRIMER VITH A DRY FILM THICKNESS OF 0.8 TO 1.2 MIL. k(Y1S.'3 1Ti 37 va• NA% I/e' X e' LONG DtAPtES ME NOtC D NAs 4- HAX 15' CLC. 15' a MAX — MAX I e' l7 IJP' HAX 51 IN [ACX INSIDE J4KB D.C.O.SPACING 17 I/f' MAX CIC.. SPACINC 17 1/ ' MAX 0.0 SPACING 17 O.C. SPACING te'ac. IB IaG B'T 148 1/2' MAX 74. MA MAX 5' MAX 15' O.0 IS- O.C. t5' O.C— 15' 0 MAX MAX MAX IIAXS I9' O.G 43 1 /16' rt0 r 2' hl v,STDPOFDOORINEACH INSIDE .PAI TO i Qi LOCK 37 1/a• MAX 4' MAX 15' aC. 15' a.0 MAX MAXC or d Nn4:t H lP OI O)N ll,Cf 2i" X 64' l HA% OLO I _ BO j H I I%2'WxiNill (nlC IGN ' I,,,_I S' S' O.C. IS' OC15• C. I5• DCIS' OC_JOC IS' O.C,J. J1 HAX 4. N X MAX MAX M. I I NAX MAX \.". MAXVC' r - TEC NOTE 7 ATTACH ASTRAGAL THROW BOLT IS x V LONG STRIKE PLATE TO THE HEADER IN ALL REMAINING AND THRESHOLD WITH 610 x 13/4' HOLES FLATHEAD SCREVS' NOTES: L) WOOD SUCKS BY OTHERS. MUST BE ANCHORED XB X 1 3/4" LONG PROPERLY,.TO'.TRANSFER.LOADS TO THE STRUCTURE. FLATHEAD SCREWS 2.) THE'PRECEDING DRAWINGS ARE INTENDED TO Lx INSWING R.H. INSWINGQUALIFYTHEFOLLOWINGINSTALLATIONS. A. WOOD FRAME CONSTRUCTION WHERE DOOR SYSTEM IS ANCHORED TO A MINIMUM TWO BY WOOD' OPENING. ASTRAGAL B. MASONRY OR CONCRETE CONSTRUCTION WHERE DOOR SYSTEM IS ANCHORED TO A MINIMUM TWO BY 4 APPROVED ASCCV11,,!w^^ ,7h, r. STRUCTURAL WOOD BUCK, SOUTl1FL': NG CGDEC. MASONRY OR CONCRETE CONSTRUCTION WHERE N U. A N C;- ' U°'Llrl DOOR SYSTEM IS ANCHORED DIRECTLY TO CONCRETE VFfERE VhTER NTFILTRAIIDN VHERE TER (NFILIRA(ION ByORMASONRYWITHORWITHOUTANON-STRUCTURAL EOU[REMENi lS NEEDED D REWI %r IS NOT NEEDED ONE BY WOOD BUCK. it o x + PMODU C.ONrROL OP/tSION 3. ALL ANCHORING SCREWS TO BE D10 WITH p _ sUICOe,.cocEC^saualcEOF "_ MINIMUM 1 1/2' EMBEDMENT INTO WOOD SUBSTRATE ACCEPrANCE NO. D 1 V311:•Z4 OR 3/16' PFH TAPCONS WITH ! 1/2' MINIMUM EMBEDMENT X UNITS SHALL BE WSr4LLED ONLY AT LOCArIM PROFECrEU BY A CANOPY ORINTOMASONRY, OVERHANG SUCH THAT THE ANGLE BETWEEN THE EDGE OF CANOPY OR OVERHANG4. UNIT MUST BE INSTALLED WITH 'MIAMI -DARE COUNTY TO SILL IS LESS THAN 45 DEGREES UNLESS UNIT IS INSTALLED INAPPROVED' SHUTTERS NON -HABITABLE AREAS WHERE THE UNIT AND [HE AREA ARE DESIGNED TO5. THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES ACCEPT VATER INFILTRATION. AND DOOR, .THREE STAPLES PER JAMB INTO THRESHOLD 'ON SIDELITES AND DOOR. c DACE CCa1[T MIIpWILAfIDYS nl m6. LATEX SEALANT TO BE APPLIED AT SIDE BY SIDE CwrslMCssw1[o r7x ¢e Al P Rr N , JAMBS AND SIDELITES. U106I04ttl[SS wIC7, SI6 NIL. Td2 A ADD niER vam cu rlwuNLxTS znvtl 7. DOOR/SIDELITE HEADER, DOOR/SIDELITE JAMBS, AND SIDELT.TE BASE' Ik PI S DAi 1` CORNERS ARE COPED AND BUTT JOINED: DR 31 - I ' """"'`.'''"°a"" ` 1:N.T.S. uB. DOORS SHALL BE PRE -PAINTED WITH A WATER-BASED EPDXY RUST P, MD WRY MIA 3I -1029 -EW-[ INHIBITIVE PRIMER PAINT WITH A DRY FILM THICKNESS OF TO L. MIL. 9. FRAMES SHALL BE PREPAINTED WITH AN ACRYLIC LATEX VATER-BASED/ P11 C• 11 T SHEET 1 OF 5VATER-REDUCIBLE WHITE PRIMER VITH A DRY FILM THICKNESS OF 0.8 TO 1.2 MIL. k(Y1S.'3 1Ti I I GLASS BITE 3 GLAZING DETAIL 1/8' TEMPERED GLASS INTERIOR t-- 711' i INSWING °--' OTHER CONFIGURATIONS , 71 14. MAX 111 i/1' ^I MAX _"—'_----moi lil 1/1• NAX 74. MAX 71 7/1• I 7q 3M• 4 MAX Il• c— HBX- I 112' MAX MAX Ilk X11: nxp APPROVEDASCOIdPLYiNGSi.THTHE E DAVE CUM;r r°OIr1EA111113 M SOUTH FL 1P015 UL[ST wi[t IZE - U AUOEU PA t U'IIms) QoTt BUILDIN13 CODE tslgbp 1Aml If = RG •ot icn[vs r° WE rX,rrs tDAT' . r _ AUI UIILI WW Ell-U:Ng11U1IS a -sr r• BYr1R P PROW. ` "AOL DIVISION ~ AUILOING CODE M IpLWtCE OFFICE UIL D N Y Y $ 31—IU29—EW-1 ACCUD..NCENO01-°3ly,21( nl n UIR SHEET 2 U G scvtsiw tciX4 C I GLASS BITE 3 GLAZING DETAIL 1/8' TEMPERED GLASS INTERIOR t-- 711' i INSWING °--' OTHER CONFIGURATIONS , 71 14. MAX 111 i/1' ^I MAX _"—'_----moi lil 1/1• NAX 74. MAX 71 7/1• I 7q 3M• 4 MAX Il• c— HBX- I 112' MAX MAX Ilk X11: nxp APPROVEDASCOIdPLYiNGSi.THTHE E DAVE CUM;r r°OIr1EA111113 M SOUTH FL 1P015 UL[ST wi[t IZE - U AUOEU PA t U'IIms) QoTt BUILDIN13 CODE tslgbp 1Aml If = RG •ot icn[vs r° WE rX,rrs tDAT' . r _ AUI UIILI WW Ell-U:Ng11U1IS a -sr r• BYr1R P PROW. ` "AOL DIVISION ~ AUILOING CODE M IpLWtCE OFFICE UIL D N Y Y $ 31—IU29—EW-1 ACCUD..NCENO01-°3ly,21( nl n UIR SHEET 2 U G scvtsiw tciX4 C I •, n 80 11/16` Max INTERIOR 79 5/16' , MAX ro FIN. F 4 9/16' SECTION B -B 1 1 I 1 I 1 HALUMINUM ASTRAC OUR BRAND OR EDUIVALENT - I 1/4'.x 4 9/16' 1 1 / 4.` 5 TOP CHANNEL EV -DB . PREMDOR BRAND — 111!16' — 20 GA STEEL ST KIN 26 Ba tD17 1034 -DDD) >a4 T911 fl)L m171 POI YURFTHANFAM R IBBOCfI t II159(1[111THRI R IT - BASF FOAM - DENSITY 2.0 To 2.5 IbS./Ft' BOTTOM CHANNEL EW -07 PREMOOR BRAND - 111/16' - 20 GA STEEL12J ® WOOD LOCK BLOCK EW -04 4' X 9 I/2' NIL. TO BE PIN[ OR EQUIVALENT1USTRIKESTILEEW -0615/16' X 1 11/16' NTL. TO BE PINE OR EQUIVALENT11HINGESTILEEV -OS 15/16' X 1 II/16' HTL. TO BE PINE OR EQUIVALENT12. LOCK PREP FILLER PLATE 1 EV -10 PREMDOR BRAND - .050' THICK- MIL. TU BE POLYETHYLE 2 13 4'x4' HINGE EV -16 HAGER BRAND. HINGE OR EQUIVALENT - .097 THICK (STET14WOODHINGEJAMB L,/- 1 1/4' X 4 9/16' MIL. TO BE PINE OR EQUIVALENTl5910x3/4' F.H.W,$. ( 4) SCREWS PER HINGE INTO DOOR16910X2' FYLV•S• )s VS 7MR000M H NEE JAN INTO SI L IE JAR , D v RMAXIO' b.G THEREAFTER ID)SCREVS tHRDl STRIKE JAHB INTO SIDELITE JAMB. 4' DI IX8' OC. THEREAFTER 6) SCII THROUGH EACH SInEL11E JAMB INTO SIDELITF, (` uJvu rape EXTERIOR TDP• HAX IS' OC TIIEREArT£R . 17 T B )L . YINI'INPt I IR XT A6' Pat TA'W VMINIH%I Ite [glirnrut ; TER TO ELEVATIBN VIEW rOR 9 _--- 16 410 X 3/4' F.H.V.S- U) SCREVS USED AND LOCATIONS 2) SCREWS PER HINGE INTO JAMB199Bx2' F-KV.S. MA. I LI IA(_S LIST ITEM NO. DESCRIPTION PART NUMBER COMMENTS 2 BY W DOB BUCK (IO 1/4' SHIM MAX VOOD HEAD JAMB EW -14 1 1/4' X 4 9/16' MTL. TO BE PINE DR EQUIVAICNTLl 17W' COMPRESSION WEATHERSTRIP ALUMINUM 2) SCREVS PER HINGE INTO JAMB CK REEN BRAND XS AL 9650 (BRON7F) 3/4' Q ASTRAGAL V_ PREMDOR BRAND OR EQUIVALENT- 5/8', ALUMINUM -BUMPER THRE$HOIp EW -15 PRE I •, n 80 11/16` Max INTERIOR 79 5/16' , MAX ro FIN. F 4 9/16' SECTION B -B 1 1 I 1 I 1 HALUMINUM ASTRAC OUR BRAND OR EDUIVALENT - I 1/4'.x 4 9/16' 1 1 / 4.` 5 TOP CHANNEL EV -DB . PREMDOR BRAND — 111!16' — 20 GA STEEL ST KIN 26 Ba tD17 1034 -DDD) >a4 T911 fl)L m171 POI YURFTHANFAM R IBBOCfI t II159(1[111THRI R IT - BASF FOAM - DENSITY 2.0 To 2.5 IbS./Ft' BOTTOM CHANNEL EW -07 PREMOOR BRAND - 111/16' - 20 GA STEEL12J ® WOOD LOCK BLOCK EW -04 4' X 9 I/2' NIL. TO BE PIN[ OR EQUIVALENT1USTRIKESTILEEW -0615/16' X 1 11/16' NTL. TO BE PINE OR EQUIVALENT11HINGESTILEEV -OS 15/16' X 1 II/16' HTL. TO BE PINE OR EQUIVALENT12. LOCK PREP FILLER PLATE 1 EV -10 PREMDOR BRAND - .050' THICK- MIL. TU BE POLYETHYLE 2 13 4'x4' HINGE EV -16 HAGER BRAND. HINGE OR EQUIVALENT - .097 THICK (STET14WOODHINGEJAMB L,/- 1 1/4' X 4 9/16' MIL. TO BE PINE OR EQUIVALENTl5910x3/4' F.H.W,$. ( 4) SCREWS PER HINGE INTO DOOR16910X2' FYLV•S• )s VS 7MR000M H NEE JAN INTO SI L IE JAR , D v RMAXIO' b.G THEREAFTER ID)SCREVS tHRDl STRIKE JAHB INTO SIDELITE JAMB. 4' DI IX8' OC. THEREAFTER 6) SCII THROUGH EACH SInEL11E JAMB INTO SIDELITF, (` uJvu rape EXTERIOR TDP• HAX IS' OC TIIEREArT£R . 17 T B )L . YINI'INPt I IR XT A6' Pat TA'W VMINIH%I Ite [glirnrut ; TER TO ELEVATIBN VIEW rOR 9 _--- 16 410 X 3/4' F.H.V.S- U) SCREVS USED AND LOCATIONS 2) SCREWS PER HINGE INTO JAMB199Bx2' F-KV.S. REVISION LEITER g LOCKSE7 2) SCREVS AT EACH STRIKE PLATE 410 X ! 3/4' F.I{W,$, KWIKSET BRAND 200 LOCK OR HARLQC BRAND 100 LOCK VOOD SIDELITE JAMB 2) SCREVS PER HINGE INTO JAMB 22X' 64' SINGLE PANEL GLASS EW -19 EW40 - 1 1/4' X 4 9/16' HTL. TO BE PINE OR EQUIVALENT T HP RED'GLASS N POLYPROPYLEN FRAM - DC -1647 - (O LSIDELITETRIMCWppD> VOOD CASING EV -21 iLQ_LL£AR TrMPrarn n AcS 5/16 x 1/2' HTL. TO BE PINE OR EQl11VALEN11/4' WOOD SIDELITE HEAD JAMB EV -22 i/8' x I' NIL. TO BE PINE OR EBINVAL[N)-_jiEMS ARC HOLDINGS UrBR 'SIDE BY SIDE J•HBS' AS MULLIONS WOOD SIDELITE BASE EV -23 1 1/4' X 4 9/16' HIL. TO BE PINE OR EQUIVALENT EV -24 1 1/4' X 4.9/16' MTL. TO BE PINE OR EQUIVALENTPOLYPROPYLENELITEFRAMEIllODL-2 HP PDtypropylene by DL96X1112' `PAN HEAD SCREWS 18 PER FRAMEs[R v SPA 1 H A H A ) 11 Ig 1 SIDELITE STILES PIN NAIL EV -26 70 0CIED 14 I ArtCR. 15/16' X 1 11/16' HTL. TO BE PINE OR EQUIVALENT 7/1' LONG NAIL, (' III I El HAY 8' O.0 OCRAr I£R, BSCD ON mum /dip 1 DOW SILICONE 4995 UNITS I9,1[SS ROICD, FRAC DEC. CT1RUSl(9i5 l9d.ES5 WIED, STB 01. IIL'S A7ID I/I! RSIMAUNS) 10-1 PART NAHG Dh SWO,IJTTI rL oR, 9VIT a 11177 DL BY 6A C _ _ N R SCALE: ) BY PREMDOR ENTRY SYSTEMS PNDDu irTt¢oL q 112 911 L ETF[RSNI 31 -1029 -EW -I BUILDING CODE COMPLI OFFICE PRISM, Ki 66762 A SHEET 3 OF 6 ACCEPTANCE NO.[-p 7Y.Zy REVISION LEITER g 2 BY WOOD Buci< 1/4" SHIM MAX iz 3/4" 1 1/4° 5 26 s. 28 INTERIOR 9 3/16" MAX_ BO 11/16" MAX 64"23 EXTERIORMAXDLO PLEASE SEE "GLAZING DETAIL' DRAWING #.31-1039—EW—I 29 SHEET 2 OF 6 1 3/4" e 1 1/4 24 DOW SILICONE ##995 2 BY WOOD BUC1< 4 9%16" UNITS IIMLSS PSITCO, fRAC tEC, Al 17 CYIRUSIONS: UFdCSS HRICp, ST0. fOH'L. fl><'S, SECTInNC—C APPROVED AS COASPLY11tG 417TH THE saunlF nOABUILDINGCO f1R. BT OA1C PREMDOR ENTRY SY- S al 4li E FfERi@ PdOU' T t71TOl0MSION n!ALQIRC C0 e C015PLANGE OFr{ PITiSBURG, M 56762 ACCE-TAUCE 110. 01-o3Y:yy - E FRAH[ L N4 (ERI.y. I$( 2-I0 9) R. . VIS17U OSiE BY IlEI.[7E t 5 SCAE6. 31 -1029 -EW -I SHEET.4 OF 6 REVISION LETTER D CHER DOOR CH IUUR TIH 1S r ir H r M•r iW.• 4 n c. ) 1 IIn n s• w _ ••• w a. a°L a nc. f• w r w cc v.cac I pylar a 1. Kvu I'VY W a r W a w L.• wr .'. r -1-11a OXXoYY VV f_ I1 I Ynw n INI yna lam w.i wa 11 vv a IYtiL la` vG a ,• a u oclvac p \ _ i — nL1V.4G 11 lrroa.tic(, w unr il••cic t_ W_l,[.p n w IY oL pYnc H4ww +-.,. f a ..: c-I-•wa , .. r a.,iL :;,,nCEla nL 1 ,„ -. r 1 X0 nyn L(R1IS: t ILCSS HOI[B• f AL K(RUSIOl6: Wd.ESi MllCp, 514•C[Pti. APPPucD AS COMPLYING 117TH THE SOUfN FL pP,IRA BUILDING CODE a,Tz N PROD, T . NTFiOLDPASION PREMB EN I RY SYSTEMS DLHIDINGCODECottPLIANCEOFF PII1SBI , K911 L i66)6Z ACLEFfANCE 1,10. 01- 0031y, ZU X 91 31 -1029 -EW -I SHEET 5 OF 6 IRYUIIW LLIILR HTIdER DOOR PANEL STYLES36" 1 rMAx 79 /16' QQ Lndn6 000 101AXQQQ® n 4 000 p aaa I BLANK TOP 6 -PANEL 4 -PANEL 9 -PANEL 10 -PANEL -PANEL4 -PANEL 18 OTHER SIDELITE STYLE S 36" MAX 79 SL -10 SL -20 SL -30 SL -60 SL -50 ' SL -50B SL -69A SL -690 O QQ aaQan99oQno ®Q PD -1 P11-2 PD -3 PD -4 PD -5 PO -6 PD -7 PD -8 a dna o 1313 DQ ua do 013 asFLUSH8 -PANEL 013 12 -PANEL 4 -PANEL S -PANEL 5 -PANE EYEBROWW/SCROLL EYEBROL 5 -PANEL 5 PANEL v/SCROLL CYEDROW 0 u SL -69C SL -25 SL -55 SL -30D SL -SD SL -90A SL -9D$ SL -90C PD -9 Pb-IO PO-11 PD42 PD -13 PD -14 PD -15 PD -10 PD -19 PD -2D PD -21 PD -22 PD -23 PD -24 PO -25 PD -26 PO -27 PD -28 PD -29 PO -30 Pp -31 PO -32 LIH Ty UU[SS IUICD, FRAC ; N • a 8 (j jj j CXI IIlLESStUtCp,Sf9[Dq f[L(ECS 1111 Illi JLj ¢ GINEERNFFR- Q 000 !% U RENTR YSYS EMSPp -35 PO -36 PD -37 PD -30 PO -39 PD -40 PO -41 PO -42911 L .LCfERsTKPO -43 Pp -43A PO -439 PIff1m CS 66761 InII U H I SL -30D SL -30C SL' -70 SL -00 II .1PD -16 v w r 0 0 U u q § 0 U U U S PO -33 PD -34 < a m a a 31 -1029 -EW -1 SHEET 6 OF 6 RCVISID9 LEIIER MIA M I•DADE PRODUCT CONTROL NOTICE OF ACCEPTANCE Pr•erllcior Entry Systcnl.s 911 E. Jeferson, P.O. Bos 76 Pittsburgh ,KS 66762 1tiII 11II-D SDE COUNTY, FLORIDA NIETRO-DADS FLAGLER BUILDING BUILDING CODE CONIPLIANCE OFFICE MI;1R0-DADr FLAGLER I3UII.I)ING 140 SVIiS'r FI.AC,i.I:R S'I1tEH I', SUITH I G0 3 MIAMI, VI.oltll)n 331 +a-1563 305).375-2901 VAX(305)375-2908 t:a.\'t'IZaC'rc)tt t.tc ENSi,NC; 1(r5) 175.2$37 l:l.\ (.lU$)37i.s tti ca) rtz•Lt~t'ott t:t ortc:r:au•a r I)r•rs)c)v 1083175-2'c r:.(.us)17.-crus t:OSTItUi. I)I'I51OY Your application for Notice of Acceptance (NOA) of: ( 105)375-2')U2 FAX (105)172.63.17 Entergy G -S S-'/E Outs ving OI)aque Single F'Isidelitcs Resicirrlti.ii Insulrtted Steel Door under Chapter 5 of the Code of Miami -Dade County governing the use of Alternate Materials and Types ofConstruction, and completely described herein, has been recontmcnded.for acceptance by the 'Nliami-DadeCountyBuildingCodeCompiianceOffice (BCCO) under the conditions specified herein. This NOA shall not b.e valid after the expiration date stated below, BCCO reserves the right to secure thisproductormaterialatanytimefromajobsiteormanufacturer's plant for quality contra. testing. re this product or material fails to 'perforni in the approved manner, BCCO- nay revoke, modify, or suspend the use of such product or material immediately. BCCO reserC'es the right to revoke this .approval, if it isdeterminedbyBCCOthattaisproductormaterial- Fails to meet the requirements of the South FloridaBuildingCode. The expense ofsuch testing will be incurred by tl e manufacturer. Z: tCC}IT:INCE NO.: 01-03I4.2I ; EXPIRES: 04/02/2.006 Racli Ka(1ngdcz Ch1cf Product Control Divisicrl TI•IIS IS TME COVERSIIEET. SEE ,1I)DITIONAI, PACES F01Z SPECIFIC. -%tit? GE.NERA1, CON DFTIOiNS BUILDING CODE C PRODUCT REt'IE`' C011 I[TTEE This application for Product Approval has been reviewed by the BCCO and approved by the BuildingCodeand. Product Review Committee to be used in Miami -Dade County, Florida udder the conditions setforthabove. A PPIZOVED: 06105/2001 t\-04S000Ilpc20001\templates!nooce acceptance cover page.dot Francisco J. Quintana, R,A, Director MialllI-Dadc Comity Building Codc Compliance OfTcc 111ternet nihil addruss: l)USt(ilaStCrfJl)U11(llll tCUtICOn(1rIC.CU111 h 1 II(lfllf`Ila,j!`,t .{1(in /(ttu•ti• h, l f:, ....1......lf.,. Prenidor Entry Systems 2. 2.1 ACCEPTANCE No.: 01-0314.21 APPROVED JUN 0 5 EXPIRESPIRES _ April 02, 2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS. SCOPE This renews the Notice of Acceptance No. 00-0321.23 which was issued on April 29, 2000. It approves a residential insulated door, as described in Section 2 of [Hs Noticc of Acceptance, designed to comply with the South Florida Building Code (SFBC), 1994 Edition for Miami-DadcCounty, for the locations where the pressure requirements, as determined by SFBC Chapter ?;, do not exceed the Design Pressure Rating values indicated in the approved dra%vings. PRODUCT DESCRIPTION The Series Entergy 6-8 S-W/E Outswing Opaque Singld Residential Insulated Steel Door withSidelites- 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, tilled "Premdor (Entergy Brand) Wood Edge Single Door with Sidclites in a Wood- Frames ,•ithBumperThreshold (Outswing)," prepared by manufacturcr, dated' 7/29/97 with revision C dated01115/01, bearing the Miami -Dade County Product Control approval stamp with the Noticc of Acccptancc. number and approval date by the Miarni-Dade County Product Control Division. Thcsc documents shall hereinafter be referred to as the approved drawings. 3. LII1.11TATIOiNS 3.1 This approval applies to single unit applications ofsingic door only, as shown in approveddrawings. 4. INSTALLATION 4.I The residential insulated steel door and its components shall be installed in strict compliance with the approved drawings. . 4.2 Hurricane protection system (situtters): ' 4.2.1 Door: the installation of this unit Nvift not require a hurricane protection system. 4.2.2 Sidelite: the installation of this unit will regttirc a hurricane protection system. 5. LABELING 5.1 Each unit shall bear a permanent label with the manufacturer's name or logo, city, state andfollowingstatement: "Miami -Dade County Product Control Approved", 6. BUILDING PERMIT REQUIREMENTS 6.1 Application for building permit shall be accompanied by co'Pies of the following: 6.1.1 This Noticc of Acccptancc 6.1.2 Duplicate copies ofthe approved drawings, as idcntiCcd in Section 2 of this Noticc of Acccptancc, clearly marked. to show the components selected for the proposed installation. 6.1.3 Any other documents required by the Building Official or the South Florida Building CodeSFBC) in order to properly evaluate the installati n of this system. Manuel Perez, P.E. Product Con •rol •xamincr Product ontrol Division i Prcmdor Entry Ss,stems ACCEPTA 'CE Na.: O I-0314:21 APPROVED JUH EXPIRES April 02 2006 NOTICE OF ACCEPTANCE: STANDARD CONDITIONS Renewal of this.Acceptancc (approval) shall be considered after a renewal application has been 51cdandtheoriginalsubmitteddocumentation, including test supporting data, engineering documents, are no older than eight (S) years. 2, Any and all approved products shall be permanently Iabelcd with the manufacturer's name, city, state, and the following statement: "Miami -Dade County Product Control Approved", or as specifically stated in the specific conditions of this Acceptance, 3. Renewals of Acceptance will not be considered if: a. There has been a change in the South Florida Building Code affecting the evaluation of this product and the product is not in compliance with the code changes. b. The product is no longer the same product (identical) as the one originally approved. I C. If the Acceptance holder has not'complied with all rhe requiremcrits of. this acceptance, including the correct installation of the product. d. The engineer who originally prepared, signed and scaled the required documentation initiallysubmitted, is. no longer practicing the engineering profession. 4. Any revision or change in tlic materials, use, and/or manufacture of the product or process small automatically be cause for termination of thitips Acceptance, unless prior written approval has been requested (through the filing ofa revision application with appropriate [cc) and granted by thisoffice. 5. Any of the following shall also be grounds for rcmoval of this Acccptancc: a. Unsatisfactory performance of this product or process. b. Misuse` of this Acceptance as an endorsement of any product, for sales, advertising or anyotherpurposes. 6. The Notice of Acceptance number preceded by the words Miami -Dade County, Florida, andfollowedbytheexpirationdatemaybedisplayedinadvcrtisim, literature. If any portion of theNoticeofAcceptanceisdisplayed, then it shall be donc 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 availablc forinspectionatthejobsiteatalltime. The engineer needs not reseal the copies. S. Failure to comply with any section of this Acccptancc shall be cause for teriiiination and rcmoval ofAccclitancc. 9. This Notice of Acccptancc consists of pages 1, 2 and this last page 3. END OF'I HIS ACCEPT NCE Manucl crez, P.E., Product Co tro Examiner Produc ntrol Division 3' 4' MAX F4 IS' MAS O.C. 15' MAX O 15- MAX! O.C. A 15"e o.c. 15' MAX rKtMliut; (LN t LMU Y MANU) VUDD EDGE SINGLE DOOR VITH-SIDELITES IN WOOD FRAME' WITH BUMPER ,THRESHOLD i 1)REDStRE(OUTSWING) PExvxvLTERNATET3/16' PNH bTAPCONS 00' MAX. x/1 1/2' MINIMUM EMBEDMENT 4' MAX I MAX 3' MAX 4 4' MAX- - r MAX3- MAX 14 3'MAX- MAXI . 4. 8 TII6' 14 IN I;L C I -MAx is, M Kom 6 0 SERIrlNODCL6b0SERI[S OR HARLDC DEADDOLI MODCL 820' 22' x 64' MAX DLO KVIKSET LOCKSET: MODEL BL200 SERIES OR HARLOC LOCKSCt 31 J11i. NDnEt Toa l5' 15' _ _MAX I MAX 43 I /16' TOP OF DOOR TO 4 OF LOCK 6' AX 14 MAX I MAX' MAX MAXItt[Ap254' MAX RA 3' MAX 3' MNOiEST3' MAXwoDDBUOYSBYOTHERSHLIST E ANCHORED 4 MAX --IMAX 4' t1R-4' MAX 3' ROPERLT TO TRANSFER LOADS TO 714E STRUCTURE. THE PRECEDING DRAWINGS ARE INTENDED TO UALIFY THE FOLLOWING INSTALLATIONS, V000 FRAME CONSTRUCTION WHERE DOOR = %— YSTEH IS ANCHORED TO A MINIMUM iV0 BY WOOD L/ PENING. HASONP.Y OR CONCRETE CONSTRUCTION WHERE R.N. OUTSVIND LH DUTSVING 113R SYSTEM iS ANCHORED 10 A MiNIMUM TWO BY tRUCTURAL WOOD BUCK. MASONRY OR CONCRETE CONSTRUCTION WHERE L N Z I UTORSYSTEMISANCHOREDDIRECTLYiOCONCRETE YFfRC VAR 116(Llkhflipt vHERE VA TER INTI` IRATIONIMASONRYWITHORWITHOUTANON -STRUCTURAL COUtRCNCNI IS NE DED = REDUIRENENI IS NO NEEDEDIE ,BY WOOD SUCK. ALL ANCHORING SCREVS TO BE 110 WITH ItIV ' NIMUH 1 1/2' EMBEDMENT INTO WOOD SUBSTRATE X 3/16' PFH TAPCONS'VITH 1 1/2' MINIMUM EMBEDMENT TO MASONRY, I UMTS SHALL BC INSTALLED ONLY AT LOCATIONS PROTECiCD BY A CANRIPY ORUNITMUSTBEINSTALLEDWITH 'MIAMI -BADE COUNTY OVERHANG A1CM iHAi TIE AKLE BETWEEN THE EDOC iY. CANOPY OR EIVCRIUNGPROVED' SHUTTERS 10 SILL IS LESSTHAN 45 1~CRCES. L'TLCSS UNIT iS INSTALLED IN THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES 10-HARITABLE AREAS VKRE IPr Ufll AND IK AREA ARE DESIDNED't0 0 DOOR, THREE STAPLES PER JAMB INTO BASE ON SIDELITES. ACCEPT VATER IWILTRATIOK LATEX SEALANT TO -BE APPLIED AT SIDE BY SIDC tBS AND SIDELITES. DOOR/SIDELITE HEADER, DGOR/SiOELITE JANBS, AND SIDELiTE BASEmisuul;al¢f x sc INERS ARE COPED AND BUTT JOINED. Df2-61 L!II Iu RS OTL Z DOORS SHALL BE PRE-PAINIED. WiTH A VATCR-BASCD EPDXY RUST fBITIVE PRIMER PAINT VITH A OPT FILM THICKNESS OF OB TO 1.2 MiL. =` SysRAPESSHALLBEPRE -PAINTED WiTH aN ACRYLIC LATEX VATER-BASED/ TER -REDUCIBLE WHITE PRIMER VITH A DRY FiLM THICKNESS OF D.B TO I2 MiL. ``- ti TET5)LES A QD 11/16' MAX MAX D8 x 1 3/4' F.H.W-S C3) PER SIDE FROM JAMB INTO THRESHOLD APPROVED AD CO`I LYlY,g p l i i i r -c 5. TH J (J f1' A DWLDING CCGt OAT= (JN PROMTC ITROLCI'.1S:J:! U SUILIW7 COD=_ CONIPLIAN'CE CFFiC= AC:C6`TIJNCEH0.01- o31y.at 1 -1020 -EW -E. SHEET I Or". 31'DA lint -, GLAZING DETAIL S14ERVIN VILLIANS U50A EXTERIUR GRAVE LA Er CAULK( ENPERED EXTERIOR 1 ERIOR 112' LASS $ITE GLASS id O–' 1 /T i 1 U T S W 1 N 6OTHER CONFIGURATIONS 68 3/t• I NL 6B 7/A• MAX .—`^ jI }thX 77 1'/2• HAX illl XQ. fix_ x hPPRD'.-D A13 COWLYING rA-iH THE - C- QLDE W-mlt 10vu1GIX n ,nmSOISTHFlIir174r / nODCO PAGE IOBOR 1 @ 57 i. WT- J V 11 U JL' ninJ [11860. 611LISirH71 Sll-ML 10.1 xG Loll ICR[vi -IB UrE -frtrcES i aY OrKR mwmvlanAtakq t-,.,. .:. 8Y PROEM T ITAOL UPAS1011 /// rA • t BQILORNGCOOECOgPUnnCEOP f unties Y I 1-1020— Ew-11ACCEPTANCENO. 0 iJy L r nln Mag jg . SHEET. Z W 6 HtI1M1UR c 80 11/16" Max EXTERIOR 79 5/16" MAX SECTION B -B U2 WUpOHEADI/q' X4 9/16'Mi[, iQ BE PINE UR EdUIVAI[Ni 1 1/4 " 33 CUMPRESSIUN WEATHERSTRIP --[W-14 WOOD STRIKE JAMB D IOCKSRNRANb OXS A 50 (BRONZE 4 ALUMINUM -BUMPER THRESHOLD W- EW -13 I 1/q' X 4 9/16 HTE_ TO DE PINE OR EDUIVALENT INE1 5Q TOP CHANNEL PREMUOR BRAND OR EQUIVALENT - 1 I/4' x 4 9/16, ST EW -05 PEMBOR BRAND I lSTEEL E EL6SKIN am1t1II/ rt16 26 goC017 r.Wf -,a) xut4aYCi2110141G11RAIHANFABASFFOAMDENS1iY2.0 TO 2.5 lbs_/f t' 9O BOTTOM CHANNEL WOOD LUCK. BLOCK EW -04 PREMDOR BRAND - 1 11/)6' - 20 GQ STEEL IB STRIKE STILE Eu -00 4' x 9 I/2_TIiL TO BE PINE OR EQUIVALENT HINGE STILE EW -07 EW -06 15/16' X 1 II/16' MiL. TO BE PiNE OR EDIIiVALENT 15/16' X12LOCKPREPFILLER. PLATE 1 II/t6' MiL. TO BE PINE OR EDUiVALENT 13 4'x4' HINGE EW -09 PRE140OR BRAND - .050' THICK- MTL TU BE POLYETHYLENE 14 WOOD JAMB EW -15 HAGER BRANU HINGE OR EOUIVALEN T - 097 THICK (C iEEU I5. 4' 1N}D x 3/4' F.1 LW S, r- 1 1/4' X 4 9/16' MiL. TO BE PINE.TIR EQUIVAI ENi INTERIOR 16 R10 X 2' F.H.W.S. o IHvi v/NIHIttM I U KBEiQEHI IR 4) SCREVS PER HINGE INTO DOOR 6) SCREVS 1197 ,EACH SIDELITE JAHO INTO SIDEIIIE, 4' OOVN fRONiB' )Inx IS' QC TIiEREAFIERmr,, J/t6' Prx 1/a[ro) vnitHlu I U2 tRg Ri STDEL.ITE WOOD STILE REFER TO ELEVATION VIEV, FOR D OF SCREVS USCB AND IDCniIONS N8' x 2' F.FLW.$. EV D7 15/16' X 1 11/16' MiL TO BE PiNE UR;EDUIVALENt LOCKSET 2).SCREWS AT EACH STRIKE PLATE 1110 x 1 3/4' F}LV.S• KWIKSET BRAND 200 LOCK OR HARLOC BRAND.100 LUCK5) SCREVS INROuGfi BINGEHAXIB' O.0 THEREAFTER JAMB INTO S(OEUTC JAMB, B' DOVN fRTR{ TDP 10) SCREVS TIDTW1iN STRIKE JAMB '"IllSIOELITE JAMB. 4. ODYN rROM IOPMAXO' D.C. THEREAFTER WOOD 4) SCREWS THRDUGII EACH HINGE 11110 MM JAMB 1 1/4' S SIUELITE JAMB 22' X 64' SINGLE PANEL GLASS EW -18 EV -19 1/4 'X 4 9/16' MTL. i0 BE PINE OR EOUIvr1LCNTrEHPEEGLASINPDLYPROV—DYLI- j— 4 Q SIDELiTE TRIM (WOOD) WOOD CASING ' EV-20 EV -21 A P q FR C-1643 - TUOL- 5/16 x 1/2' MTL. TO BE PINE OR EQUIVALENTIIB' x T' niL D E PINE R EnUT VALENT - TENS AREfUR 'SIDE BT SItlEWOODSIDELITEHEADJAMB RJAMBS' AS: M R I jrNS =r= DLBINGS USC WUOO S1DElITE BASE EV -22 11/4' X 4 9/16' Mil. TO BE PiNE UR EQUIVALENT POLYPROPYLENE LITE FRAME ' DC NG EV -23 1643, OUL-2 1 1/4' X 4 9/16' MTL. TO BE PINE OR EQUIVALENTHPPolypropylenebyUDLX11/2' PAN HEAD SCREWS 18 PER FRAME ER W SPA 3 n plDPINNAIL10EXCEED14' bC THER AF1ER R N DOW SILICONE 4995 A' LDIN NAIL. 4' in r- CNN, ITAX R' QC. HKRArl[R, USED Ri NtLRA,S Nip TRui lINI1S i@iILSS Nf11LB, iRAC BEG CXIRUSIBNS: ONLESS N9111), SiA OIHI,.iITi'S ANG. B RADE COUNTT MODIFICATIONS, 17 A ppEb PAGE 5 CRUOR OPTIONS) mll 9e11R' RSJ APPRLricCi AS CO4IFLYING YATTI I -,M S0WHFt { NIGC E zap BR. BT - --BHC _ REViSla4S RAI[ BTPARC.1&= r BATE: - ) NY PUB ENTRY SYS EMS PROD ,4TRDL DlYISION BUILDM CODE COMP.LMCE OFFICE 9111, JErTERSIRI PINSM, Ki 66762 n 31 -1020 -EW -0 . 1- 031 Y. SHEET OF 6ACCEPTANCEMO; O z l REVISIIW LEITER B 1/4- .SHIM MAX 3/4' 79 3/16". TERIUR MAX Bo 11/16" IMAX 2 BY WOOD BUCK--- SECTIDN C -c EXTERIOR PLEASE SEE "GLAZING DETAIL' DRAWING 431 -1020 -EW -O SHEET 2 E 6 5 r- 1 1/4" DOW SILICONE 4995 AP iipyCU.'a"COt,IP!YING INTH IHE _ Tu;TE JUf1 OF E ox Iuo• MAX MAX i• MAx T MAX MA 15 T MAX MAx 13• MAX II 15' 1 1: MAXD. kA 13" MAXdC 13' MAX 6C 15•MAXOL 13• MAX - O.0 1 IL13' 15" 11 IL u' MAX 6" MAX i' MAX 7 MAX i" nex NAX HAX oxo VLJI NI IUIN3 AU wut: RPi:_.TuYJ.:5 C(YA%.LYIHCydTH THEH4X - MAx Z:GVT:1 Fl ij M31MAX{') A ) IT MAX• II.DL L••/( / PREh(D FrRaouT^ ,ITROL OIVISIOW 911 G JEF(LRSUI 6• x 31 -1020 -EW -Q SKEET 5 OF 6 Tklyls lI[IIER u i .nLIJuuK STYLES__ 36° MAX 19 r/ 16 0 0o1100 M all BLANK TOP 4 -PANEL 90 0 Ll p 4 -PANEL -PANEL 10 -PANEL 18-PANE L FLUSH OTHER SID ELITE STYLESP 30" 1 -MAX Q 8 -PANEL CR03SBUCK Q Q 11012 -PANEL 4 -PANEL 5 -PANEL 5 -PANELEYEBROWW/SCROLL EYEBROW 5 -PANEL 5 -PANEL W/SCROLL EYEBROW SL -10 SL -20 SL -30 SL -60 SL -30 5L-500 SL -69A SL 690 SL -69C SL -25 SL -55 PD -1 PD -2 PD -3 PD -4 PD -5- . PD -6 PD -7 PO -8 PO -9 PD -11 9. 9 DHD I - I, #I 'IPD -10 PO -19 PO -20' PO -21 PO -22 PD -23 PD -24 P8-25 o oog D Qp auo ooQ G f7 PO -35 PD -36 PD -37 , PO -38 PD -39 PD -49 PD -41 PO -42 D SL -30D SL -40 SL -90A SL -90B SL -90t: 9 910 PO -12 PO -13 PD -14 PO -15 sem. 111 111 F;a=:, PD -27 PD -2.B PD -29 PD -30 I I PD'1 32 PRII' r 911 I SL -30B SL -30C SL -70 SL -DO D fl PD -16 PD -17 ri 4 o v M corntt Q ooCivi ie 31 -1020 -EW -0 SHEET 6 OF 6 VISI(D! t[f f(R N U) r) rn N CL WaWINDL OAD SPECIFICATION 0108 alton APPROVED SIZES: MODEL: WAYNEMARK 8000 & 8100 9'-0" MAX W10TH 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: 13 GA HORIZ ANGLE 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR I INADEQUACY OF THE GLASS IN ° THE TEST SPECIMEN MAY BE 054" HORIZ TRACK-, DRAWN FROM THE TEST." (1993 ASTM E330). 2. GLAZING OPTIONS — TOP OR INTERMEDIATE SECTION, .090 SSG TRACK BOLT x9/16" TRA & (2) GLASS WITH OPTIONAL INSERTS. 1/4-20 HEX NUT j 3. VINYL OR WOOD DOOR STOP NAILED ON 6" CENTERS) MUST I ' OVERLAP TOP AND BOTH ENDS OF q PANELS MINIMUM 7/16" TO MEET` '~ NEGATIVE PRESSURES. rZ N4. U—BAP, TO HAVE A MINIMUM DRILL OR 9/32"4 ; HOLE IN TRACK FOR YIELD OF 80 KSI JB -US BRACKET E_ ATTACHMENT 5. TRACK, AND DOOR STEEL TO f " c HAVE A MINIMUM YIELD OF 33,000 PSI. (1) J6 -US BRACKET LOCATED =' AT EACH ROLLER LOCATION • 6. OPTIONAL — .080" (MIN) EXCEPT TOP BRACKET ROLLER q P/N 125139). ALUMINUM LOUVERS WITH HIGH IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF r I . - Q. THE BOTTOM SECTION. 7. LOCK OR OPERATOR IS -' REQUIRED. a 5/16x1-5/8" 8. THE OF -SIGN OF THE LAG SCREW AT EACH O .. SUPPORTING STRUCTURAL JB -US q r' ELEMENTS SHALL BE THE BRACKET RESPONSIBILITY OF THE PROFESSIONAL OF RECORD .FOR THE BUILDING OR STRIJO'TURE AND 054" VERT TRACK IN ACCORDANCEWI T H.'TPI RREN T _ 1 BUILDING CODES -FOR J T' E AAEbDS LISTED ON :TI-t1'S AI Cy 1 /4-20x9/16" TRACK ! t r: :- BOLT & 1/4-20 HEX NUT AT EACH JB -US Approved:'_ - BRACKET 1 WS Wilson ' P.E... I . (,-'. ; : • . -- 3195 wasoN Ok P£NSACOLI' R 42514 FLORIDA' CERn1 1&60NI O': 0048489 :Z7 s:+ CFORGU F FiiTJFlCIPON NO_ Oj8519 i,!%' = NORTIi G1,mj( ;A,cunnw`iON'NCS`O Safi Date: 3'75=45). OP riON CODE -...0:1'08 R ' P WM 9' x 14' MAX 44 PSF 1 OF 4 TRA CK, END HINGE TOP BRA CI -(ET REQUIREMENTS 1 /4-20x9/16" TRACK \ BOLT & 1/4-20 HEX NUT THROUGH ANY iTWOALIGNINGHOLES TOP BRACKET P/N 108077) . 5) 1/4-20x5/8' \ TEK SCREWS P/N 141668) 14 GA WIDE BODY HINGE a0° O 4) 1/4-20x5/8" SELF—THREADING SCREWS (P/N 100320) 2) 1 /4-20x5/8" TEKSCREWS qo L END HINGES r. 9 . r=0fl—• 31' 20 CA U—BAR WIDE BODY HINGE P/N SEE BILL OF MAT'L) LH ENO H114GE P,H END HINGE i NYLOV.-ROLLER PfN 270791) BOTT f BRACJ<ET P/ H-27054 LH -203`55) Y 3' 2 x7/8" TEK CREWS 100507 Approved: W.S. VM son, P.E. 3395 ADDISON OR, PENSACOLA. FL 32514 FLORIDA CERTIFICATION N0. 0048489 GEORGIA CERTIFICATION N0. 018519 NORTH CAROLINA CERTIFICATION NO. 023830 Do te: 3 - 5-- c t OP TION CODE- 0108 I RE V:_ P l 1 m m I I o f .(20 GA CENTER 16 GA END STILES STILES) WM9'x 14' MAX 44PSF 2OF4 NOTE: MAXIMUM SECTION WIDTH IS 21" U -BAR L OCATONS 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 1• 9'-0" THRU 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: - ' 3395 AQ015 07'OR.', Pf11S',dtj 325,j-+;:eF;. FLORIDA CERTiFlCAT10N NO. 0048489 CEoQa CERTI 7CATION;?IC10i8514 ; i ,.;.". rORTH'.f u2DUNA CERTIFlCAIION NO ; Date: - .. . rr, OPTION CODE' ( REV. P WM 9'x 74' MAX44 OF 4 8'—q CENTER 5 TlL E & INTERMEDIA TE- HINGE L OCA TIONS Approved: <(Z W.S. Milson, P.E 3395 ADDISON DR., PENSACOLA. FL 32514 FLORIDA CERTIFICATION NO. 004-8489 GEORGIA CERTIFICATION No. 018519 NORTH CAROLINA CERTIFICATION NO. 023836 Date: OPTION CODE- 0108 REV. . p L W" 9' x 74' MAX 44 PSF 4 OF 94111 Wind Load Test Report Report E# 0108P February 1, 2001 ; TES "i 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. 1 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 speci6catiTs outlined in the attached drawing. Two 518" 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 t0 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 secods 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 t0 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 1 l%. 3) Upon inspection after test procedure, the intermediate section had creased at the hinge location. The door was shown to be safely operable. DRAWTNG NUMBER: 0108 P TEST DATE: January 25, 2001. Temp 64° F. PRODUCT DESCRIPTION: 1. WayneMark Model 8000, 9x7, 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 JT3-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•OP`IdOhiStl.L Based on ofher`tests Eta- aleFi.tc:'Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. Name: -. i dC3O 93 rT6.7$.I _ Dkr i-)1ON son,;Es.:-"..6(:=: 3395:Addisocr•Dr.; PArlsacoka;:•Ft; 4;.,.,,: f- ti '•,7 Florida Cer`t.:N&..0048: Georgia Cert'No t8SI North CarolinN6) a Cyrr 63 36' zqw, rq rn CN no aeon: MODEL: STYLE: DESIGN PRESSURE: DESIGN PRESSURE: WINOL OA SPECIFICA TION 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. 13 GA HORIZ ANGLE 067" HORIZ TRACK 2) 1/4"-20x9/16" TRACK BOLT & (2) 1/4"-20 HEX NUT 5/16"xt -5/8" LAG SCREW AT EACH JB -US BRACKET DRILL .281 OR 9/32"0 - HOLE IN TRACK FOR JB -US BRACKET ATTACHMENT 1 /4"-20x9/16" - TRACK BOLT & 1/4"-20 HEX NUT AT EACH J9 -US 6RACKE-T 1) JB—US BRACKET LOCATED AT THE MIDDLE OF EACH SECTION EXCEPT TOP SECTION. 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE 067" VERT TRACK— PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN , ACCORDANCE WITH CURRENT BUILDING CODES FOR''TH-E LOADS LISTED ON THIS,.{`vRPW1N,,,..:'' 1) JB -US BRACKET LOCATED— Approved:—, AT EACH ROLLER LOCATION EXCEPT TOP BRACKET ROLLErR piPE%COX Fl X2514' 2,4Ftib ..r; P/N 125!39).iaSADQI GMRGA 't{0: 018519 NCT} - OUNSZr1mncAT1ON 1 ER>FlG(ION N0. •92:P r. Date: Q` APPROVED SIZES: 16'-0" MAX WIDTH x 14'-0" MAX HEIGHT MAXIMUM SECTION WIDTH 21" Y 1 OPTION COU '`:r ,, REV.' P1 WM 16' x 14' MAX, +27 -29 PSF 5W r - 1/4"-20x9/16" TRACK BOLT & 1/4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET P/N 108077) 5) 1 x5/b TEK SCREWS P/N 141668) TRA Cf END HINGE TOP SRA CffET RECUIREMEN TS A PSG :{•, „ ,,,, ?,,, ARROW BODY HINGE F v i 4) 1/4"-20x5/8" SELF—THREADING SCREWS ti.. 2) 1 /4^-20x5/8" 2" NYLON ROLL — W/ 4 1/2- STE TEK SCREWS ALL / (P/N) 108135 i © END HINGES 1 O a \ WIDE BODY 07/16" PUSH NUT AT EACH. HINGE (P/N SEE APROLLER (P/N 243341) BILL OF MAT'L) LOCATED .25 MAX BETWEEN PUSHNUTS AND BRACKETS 3" 20 GA OR HINGES U -BAR LH END HIN RH ENO HINQF 3) 1/4"-20x7/8" TEK SCREWS P/N 100507) Approved: WS. Wilson, P.E. = 3395 AOOISON OR, PUCACOLA, FL 32514 : FLORCA CERTI-9CAT10N . NO. 0048489 1 g GEORC,A COMFCATION NO. 018519 NORTH wouNA CEt'TTIF1CATlON N0. 023838 j Date: 4—Z8—or B0 ._. P/N RH-270354 LH -270355) 20 GA CENTER STILES 16 GA END STILES OPTION CODE 0710 1 REV PI I U/b:/ 15'. x 14' MAX, _r'27 — 29 PSFI 2 OF 4 U -BAR L OCA TIONS 12'-6" THRU 14' HIGH DOORS NOTE: W/ (16) 3 20 GA 80 KSI U—BARS MAXIMUM SECTION WIDTH IS 21" LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (14) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 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 s 2) 1/4"-20x5/8" TEK SCREWS ATTACH AT EACH STILE Approved: PP r.:?=. 1 t F w waw; 3y9 ,,'nol N DR P 1S+CDt FG`325.ti FhORIDA.0 Q048 .; _ - NCRTry tj C U1 & CfRi1fMMNc 021- Date. } o ' a# r ,';.. ti ' , ^17.. r, OPTION G'b6 ,,;' P,Q'; WM 15 x 14 MAX, r'-27 729 PSF 3 Of 4 CENTER S TlC E &- IN TLER-1WED 1A - TLE - HINGE L OCA T1 ONS 14' 12' TO' Approved: I . ORANGE COUNTY BUHDHPtVq Did'. W -S. Wilson, P. -I 3395 ADDISON OR., PEW-ACOL.A, FL 32514 FLORIDA CEnFr-kTION NO. 0048489 GEORGLA CER PrATION NO. 018519 NORTH CAROLINA CERTIMATION NO. 023836 Date: OP TION COOS- 0110 REV- Pi1411V 15', x 14' PAX -27 -2-9 PSF 4 OF 4T Wind Load Test Report9 Reporti# 0110P 1 February 22, 2001 TEST REQUIREMENT: The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM -E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola; FL. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 5/8" thick blocks were placed under the door at the edge, centered under the end stilet, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows 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 ma.-cimum deflection was recorded at 5.77. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .34 or 6%. 2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 5.07. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .I1 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. PRODUCT DESCRIPTION• 1. WayneMark Model 8000, 16x7, 4 section. 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. 3. Standard bottom;astragal and retainer. 4. 2" nylon roller with 4 1/2" stems. 5. 14 gauge end hinges and 18 gauge center hinges. 6. Eight 3" 20 gauge u -bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and five 20 ga center stiles per section. S. .067 vertical and horizontal track. 9. Seven 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 dcr)rs 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, Questiotr nd A s d s;/GA18(Q127). APPRCVEa OPTJO -:.. Based on o_ er trs b uiGi11'a .t. Aluminum Louvers and Shrrene Window Frame Assembly per test number 020501. fame: _t?? ry y°" W.S. Wilsdn,- I 3395 AddisonI3r,, Penn(e)sofa FL,25I4 Florida Cert N&,r)r 8 ,G'' t :ra J Ei,? d d r Georgia Cert No. n E w CV lr] rr1 rn CN 6 z aa Wayne Dalton MODEL: STYLE: DESIGN PRESSURE: WINOL OAC SPECIF/CA TION 0/08 WAYNEMARK 8000 & 8100 RAISED PANEL APPROVED SIZES: 9'-Q" MAX WIDTH x 14'-0" MAX HEIGHT MAXIMUM SECTION WIDTH 21" POS./NEG. 29.3 PSF SCC NO S: 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 807H 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 KS1 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. Approved: W.S. Wilson, P.E 3395 ADDISON DR., PENSACOLA, FL 32514 FLORIDA CERTIFICATION NO. 0048489 GEORGIA CERTmcAnoN N0. 018519 NORTH CAROUNA CERIIFlCATION NO. 023836 Date: 9'-' R .a I FASTER PLAN 13 GA HORIZ ANGLES 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) J8 -US BRACKET LOCATED AT EACH ROLLER LOCATION EXCEPT TOP BRACKET ROLLER P/N 125139). 5/16x1-5/8" LAG SCREW AT EACH JB -US BRACKET 054" VERT TRACK 1/4720x9/16" TRACK BOLT & 1/4-20 HEX NUT AT EACH J6 -US BRACKET oP rioN cooE D 108 REV.. pi W&I 9' x 14' W X 44 PSF 1 OF 4 TRACK END HINGE—TDP a BRACKET REQUIRE—iVEi1iTS 1/4-20x9/16' TRACK SGC yi'_ D,, BOLT & 1./4-20 HEX NUT THROUGH ANY MAiTWOALIGNINGHOLES { i 1l TOP BRACKET i P/N 108077) ° \ 5) 1/4-20x5/8" ` QL.I TEK SCREWS P/N 141668) c0; 14 GA WIDE BODY m• { e HINGE 60 O o • 4) 1/4-20x5/8" SELF—THREADING SCREWS (P/N 100320) 1 •(D• 2) 1 /4-20x5/8" TEK SCREWS 4 ALL END HINGES D 9• WIDE BODY HINGE Q o P/N SEE BILL lo; OF MAT'L) LH END HINGE RH END HINGE m. i NYLON ROLLER ° P/N 270791) l o 0, BOTTOM BRACKET \• • IP/N RH-270354 LH -27035) j 3) 1 /4-20x7/8" m TEK SCREWS P/N 100507 1Approved: W.S. Wilson, P.E. I 6 3395 ADDISON DR., PENSACOLA` FL 32514 FLORICA , CERTIFICATION NO. 0048489 GEORGIA CERTIFICATION N0. 018519 NORTH CAROLINA CERTIFICATION NO. 023836' 20 GA CENTER Date: 16 GA END STILES STILES) OP TION c00E- 0108 REV.' P 1 WM 9 ' x 14' MAX 44` PSF 2 OF 4 U -SA R L OCA TIONS NOTE: 12'76" THRU 14' HIGH DOORS GA 80 KSI MAXIMUM SECTION WIDTH IS 21" W/ (7) 20 LOCATED ASU - BARS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (6) 20 GA 80 KSI U -BARS LOCATED AS SHOWN 0' LJ 10'-6- HIGH DOORS W/ (5) 20 GA 80 KSI U—BARS LOCATED AS SHOWN D D 7'-6" THRU 8'-9" HIGH DOORS-\ D D W1 (4) 20 GA 80 KSI U—BARS -w LOCATED AS SHOWN D 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.1 Wban, P.E. 3395 ADOISON OR., PeCAMLA, FL 32514 FLORIOA CEFMFICQON NO. 0048489 GEORGIA CERTIFICATION No. 019519 NORTH WOUNA =FlCXnON NO. 023836 Date: T--V-(g -0( OP TION CODE- 0108 REV P1 WIV 9' x 14' MAX 44 PISF 3 OF 4 CENTER STALE &INTERMEDIATE HINGE L OCA TIONS SCG # MASTEFJ PLA 8'-9' r Approved: ws. Wilson, P.E 1 3395 AOOISON OR., PENSACOLA, FL 32514 FLORIDA CERTIFICATION NO. 0048499 GEORGIA CER IF1CAT10N NO. 018519 NORTH CAROUNA CERTiFrAT10N NO. 023836 Date: 28 _61 a OP TION CODE. 0108 REV 07 CWA MA WM 9' x 14' MAX 44 PSF4 OF 4 s r Approved: ws. Wilson, P.E 1 3395 AOOISON OR., PENSACOLA, FL 32514 FLORIDA CERTIFICATION NO. 0048499 GEORGIA CER IF1CAT10N NO. 018519 NORTH CAROUNA CERTiFrAT10N NO. 023836 Date: 28 _61 a OP TION CODE. 0108 REV 07 CWA MA WM 9' x 14' MAX 44 PSF4 OF 4 Wind Load Test Report Report # 0108P I February 1, 2001 TEST REQUIREMENT: le 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 %a. 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. cOUCT DESCRIPTION: 1. WayneMark Model 8000, 9x7, 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. S GC, - MSS-f'ER PLAN WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. _- — APPROVAL BY'SIMILARITY• Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have less loading at equivalent pressures due to the decrease in area. Doors heights are approved to 3 times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Question and Answers, GAI8(Q127). APPROVED OPTIONS i Based on other tests b . e uivale t. Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. Ame: W.S. Wilson, P.E. 2Q-0 3395 Addison Dr—Pensacola, FL 32514 Florida Cert No. 0048489 i Georgia Cert No. 018519 North Carolina Cert No. 023836 U2 W-01 rn CV a a agnC ton MODEL: STYLE: DESIGN PRESSURE: DESIGN PRESSURE: WINOL OA SPECIFICA TION 0110 APPROVED SIZES: WAYNEMARK 8000 & 8100 RAISED PANEL 16'-0" MAX WIOTH X 14'-0" MAX HEIGHT POS. 27 PSFSCC MAXIMUM SECTION WIOTH 21" O -nolo NEG. 29 PSF Mk,r$TzF, ,RL-AN NOTES: 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY.KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE .067" HORIZ T TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). (2) 1/4"-Zoxs TRACK BOLT & 2. GLAZING OPTIONS - TOP OR 1/4"-20 HEX INTERMEDIATE SECTION, .090 SSB GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP NAILED ON 6" CENTERS) MUST 5/16"xI-5/8" L OVERLAP TOP AND BOTH ENDS OF SCREW Ea JB—US BREA PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 4. U -BAR TO HAVE A MINIMUM YIELD OF 80 KSI A653 G-40 DRILL .281 OR 9/3: HOLE IN TRACK F 5.. TRACK TO HAVE A MINIMUM JE3—US BRAC ATTACHME YIELD OF 33 KSI A653 G-40 6. 26 GA ..,,DOOR FACER STEEL TO 1/4"-20x9/16" HAVE A MINIMUM YIELD OF 57 KSI- TRACK BOLT & 1/4-"-20 HEX 7. OPTIONAL - .080" (MIN) NUT AT EACH ALUMINUM LOUVERS WITH HIGH J87US BRACKET IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF THE BOTTOM SECTION. (1) JS -US BRACKE LOCATED AT THE MIDDLE ( 8_ LOCK OR OPERATOR IS EACH SECTION EXCEPT TC REQUIRED. SECTIO 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE .067" VE'r2T TRA PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CURRENT BUILDING CODES FOR THE LOADS LISTED ON THIS DRAWING. r 1) JS—US BRACKET ILOCAT Approved: - AT EACH ROLLER L OCATI W.S. Wilson, P.E EXCEPT TOP BRACKET ROLL 3795 ADOISON DR., PENSACOLA, FC 3251+ (P/N ';12513 FLORIDA CERTIFICATION N0. 0048489 GEORGIA CERTIFICATION N0. 018519 NORTH CAROLINA CERTIFICAT10N N0. 023836 Date: f- 2 8 -o OPTION CODE.- 0110 1 REV.' P1 I WM 16' x 7 MAX, ->L27 -29 PSF11 1 OF 4 FTRA CK END HINGE TCP BRA CKET REQUIREMENTS 1/4"-20x9/16" TRACK BOLT & 1/4-20 HEX NUT THROUGH ANY TWO AUGNING HOLES TOP BRACKET P/N 108077) 5) 1IA" -20x5/b TEK SCREWS P/N 141668) Scc # o2-0.64 MASTER PLAN NARROW BODY HINGE 4) 1/4 20x5/8" SELF -THREADING SCREWS Nglm Approved: % 1/2" A CENTEPW.S. Wilson, P.E. STILES3395ADOISONOR.. PENSACOLA, FL 32514 FLORIDA CERTIFICATION N0. 0048489 GEORGIA CERTIFICATION NO. 018519 \ BOTTOM BRACKET 16 GA END STILES NORTH CAROUNA CERTIFICATION N0. 023836 , (P/N RH-270354 Date: 4 - z g_ p & LH -270355) itOP TION CODE-. 017 P1 WiV 16, x 14' MAX, f27 -29 PSF 2 OF 4 2) 1/4"-20x5/8" 2" NYLON ROLLER W/ 4 1/2" STEM i TEK SCREWS ALL / ENO HINGES P/N) 108135 b 0 WIDE BODY 7/16" PUSH NUT AT EACH HINGE (P/N SEE 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 ENO HINGE 3) 1/4"-20x7/8" TEK SCREWS P/N 100507) Nglm Approved: % 1/2" A CENTEPW.S. Wilson, P.E. STILES3395ADOISONOR.. PENSACOLA, FL 32514 FLORIDA CERTIFICATION N0. 0048489 GEORGIA CERTIFICATION NO. 018519 \ BOTTOM BRACKET 16 GA END STILES NORTH CAROUNA CERTIFICATION N0. 023836 , (P/N RH-270354 Date: 4 - z g_ p & LH -270355) itOP TION CODE-. 017 P1 WiV 16, x 14' MAX, f27 -29 PSF 2 OF 4 a A. U -BAR OCA TIONS NOTE: 12'-6" THRU 14' HIGH DOORS W/ (16) 3" 20 GA 80 KSI U—BARSMAXIMUMSECTIONWIDTHIS21' LOCATED AS SHOWN 10'-9" THRU 12'-3" . HIGH DOORS W/ (14) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN MAS -)TERER 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 2) 1 /4"-20x5/8" TEK SCREWS ATTACH AT EACH STILE Approved: f-- W.S. Wilmn, P.E. 3395 ADDISON DR., PENSACO" FL 32514 FLORIDA CERTIFICATION. N0. 0448489 GEORGIA CEFMFICA71ON NO. 018519 NCM CAROLINA CERTIFICATION NO. 023836 Date: 4 -.28'- 01 OP77ON CODE. 0110 1 REV.. P1 FWM 16' x 14' MA,X f27 -29 PSF 3 OF 4 CENTER ST/LEINTERMEDIA TE- HINGE L OCA TIONS Oi ASTER PLA[ i 12' Approved: W.S. Wilson, P.E 3395 ADDISON OR., PENSACOU, FL 7251+ FLORIDA CERTIFICATION NO. 0048489 GEORGIA CERTIFICATION NO, 018519 NORTH CAROLINA CEcZi1FICAMON NO. 023836 Date: ?-Z,0-01 OPTION CODE- 0110 1 REV- F/ I WM 76' x 74' MAX, -,L27 -29 PSF 1 4 OF 4 i Wind Load Test Report Report # 0110P1 February 22, 2001 TEST REQUIREMENT The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM -E330-96. Tests were performed at Wayne -Dalton, 3395 .Addison Drive, Pensacola, FL. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 5/8" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. 1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 5.77. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .34 or 6%. 2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 5.07. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .l l 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 i TEST DATE: February 22, 2001. Temp 71° F. 0 . RODUCT DESCRIPTION: SCC # ®,2 — 1. WayneMark Model 8000, 16x7, 4 section. A ,gISTER P LAN2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. IVl 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 ection. 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 SLAILARITY: 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 ono er test b uivalQ Ahuninum Louvers and Styrene Window Frame Assembly per test number 020501. Name: W.S. Wilson, P.E. -o/ 3395 Addison Dr., Pensacola., FL 32514 Florida Cert No. 0048489 Georzia Cert No. 018519 r I Maronda I Maronda Systems 4005 Maronda Way Sanford FL 32771 (407) 321-0064 Fax (407) 321-3913 I Engineer of Record: Tomas Ponce, P.E. 1005 Vannessa Dr. Oviedo, FL 32765 FL PE # 50068, j Design Criteria: TPI Design: Matrix Analysis TEE-LOK software PLAN JOB # LOT ADDRESS DIV/SUB MODEL 6CLO6701 67-1 106 WHEATFIELD Leap C I Ac( -67 ORO -CEL WIN134 LEFT This structure was designed in accordance with, and meets the requirements of TPI standards and the FLORIDA 2001 BUILDING CODE for 125 M.P.H. Wind Zone. Truss loading is in accordance with ASCE 7-98. These trusses are designed for an enclosed building. Truss ID Run Date Drawing Truss ID Run Date Drawing Reviewed LReviewed No. of Eng. Dwgs: 33 Truss Layout 3-21-03 Roof Loads - 4-1-03 VT 4-11-01 TC Live: TC Dead: BC Live: BC Dead: 16.0 psf 7.0 psf 0.0 psf 10.0 psf HIP 10-20-00 A 4-1-03 Al 4-1-03 A2 4-1-03 Total 33.0 psf A3 4-1-03 DurFac- Lbr: 1.25 DurFac- Plt: 1.25 O.C: Spacing: 24.0" A4 4-1-03 A5 4-1-03 A6 4-1-03 Floor Loads - A7 4-1-03 A8 4-1-03 TC Live: 40.0 psf TC Dead: 10.0 psf BC Live: 0.0 psf BC Dead: 5.0 psf A9 4-1-03 B 4-1-03 131 4-3-03 62 4-1-03 Total 55.0 psf H 4-1-03 DurFac- Lbr: 1.00 DurFac- Plt: 1.00 O.C. Spacing: 24.0" H1 4-1-03 J 10-9-03 11 1 10-9-03 0 J2 10-9-03 J2A l 0-9-03 J3 10-9-03 J3A 10-9-03 J313 10-9-03 J4 10-9-03 INV # DESC QNTY PEAR 0 9 X004 DATE: J4A 10-9-03 18331 THD26 J413 10-9-03 18330 THD28 P 4-1-03 .18360 SKH26R VT10 4-1-03 18361 SKH26L VT11 4-1.03 18363 JUS26 18370 THJ26 4 SEAT PLATES 4 IV O I r 40-0 17-8 8-4 14-0 JOB NUMBER: WINB4 DRAWN BY. t E: 1-27.03 7,s Q PITCH: 6/12 H: 12" JOB NAME: WINCHESTER B 4 BEARING: 3.5" LO_6D: 33# psf MAR 0 9 2004 HIB -91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES Itisfhresoonsibilitvoffheinstaller(builder bui/dinocontractor licensedcontractor. erectororerection contracforl to nrpoerlvrec9ive unload sfore handle install and brace metal plate connected wood trusses to brotecf life and orooerty. The installer must e111,.the same high degree of safety awareness as with any otherstructural material. TPI does not intend these recommendations to be interpreted as superior to the project Architect's or Engineer's design specification for handling, installing and bracing wood trusses for a particular roof or floor. These recommendations are based upon the collective experience of leading technical personnel in the wood TRUSS PLATE INSTITUTE 583 D'Onofrio Dr., Suite 200 Madison, Wisconsin 53719 608) 833-5900 truss industry, but must, due to the nature of responsibilities involved, be presented as a guide forthe use of a qualified building designer or installer. Thus, the Truss Plate Institute, Inc. expressly disclaims any responsibility for damages arising from the use, application or reliance on the recommendations and information contained herein by building designers, installers, and others. Copyright by Truss Plate Institute, Inc. All rights reserved. This document or any part thereof must not be reproduced in any form without written permission of the publisher. Printed in the United States of America. TRUSS STORAGE. woT usses;:snould`e otbe unloac9ed €ani'soqgh Terrain or unw. even surta eswhach'eot Id cause adarr arm to tle truss. -7 CA.UTI®N Trusses stored horizontail shouitl be CAUTION- Trusses stored vArtica{Iy sheu6tl be supported an b{ocking to prevent excessive {atera4 ; braced to prevent toppling or fii pinc , bending and. lesser moisture gain : _; _ WARMING Do not break l3andin*g until enstallation DANGER Do not storms buncifes upraght unless . begins Care should 'be =exercisetl in bantling re properly ijraced Da notbreai, bands anti{bua dles moV a{ to avoid siifEin, of,:.indivi'duat°:trusses ; . ..,:i ..,,.::,, Y aee:placed to a tabie h`orizor at; osition ;: .. alkintDANGEFZWg'onrtisses.whtch are'lymg flat o WARNING Donot3171ii,blinciled trusses by the r .4: 3 , z m stb,r< <I , bands Do'not use daanagetl trusses is extrenae{y' dangerous antl should be strictly d J4IJ Frame 1 Tag Line 7 60° or less I I Approximately Approximately Tag ztru.ss length '/ztruss length Line Truss spans less than 30'. Spreader Bar Toe In —\ Toe In Approxlmately a to 2/., truss lent9 h. Less than or equal to 60' Spreader Bar Toe In Approximately 1/2 to 21, truss length Less than or equal to 60' l_,, n i,o` r rr ( ; Fr,# 1nArA RN II'MGapDA,rltnillafi t g6eitrfu s s,w,lth s ane- , jrI''i y vn-xa4 IEk7 k. 'ryriSra-ti'AIv4!r(rl T'fl r DRi wni ukC1 ,R+I. u Y'lur trfi l!{xu u, t4 ' rlrl H t`Slr i+u^1 C i -1' I t u I) rtr Ir, hYlkM:i I'ft r, g eat r th,n'30,b the peak ( IIi'''MECi-#ANICAL`II{ 11lt STALl TI Bd' Lifting devices should be connected to the truss top chord with a closed-loop attachment utilizing materials such as slings, chains, cables, nylon strapping, etc, of sufficient strength to carry the weight of the truss. Each truss should be set in proper position per the building designer's framing plan and held with the lifting device until the ends of the truss are securely fastened and tempo- rary bracing is installed. strongback/ SpreaderBar Approximately i 3 to 3/J truss length Greater than 60' Tag / Line Tag Line. Strongback/ /' 1 0' _ -LO, SpreaderBar Toe fn At or aboveIT mid -height i Approximately7TTagTag !/., to '/,truss length Tag Tag Greater than 60' Line Line 1D. U[LDING To hord1 tacTypical vertical --- End WallcP j • LBr athment I Plan \ i 09 round braceI — ->• S \ _ G8 i Ground Brace vertical (GBVi I Top Cr ord V I .I i pert i.,als (GfiV) p p trutr T) \ Ital tie member with Hf) 5russ of bra, oup of trusse. EB) X10 Top braced can buckle togetherand cause g e ai gno diago nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topside of the IOP chord. 12 4 or greater 01 Ur, to 213, 2.5 7: 17 over 28'- 42' 3.0 6' Over 42'- 51 60' over 60' see a registered professional engineer DF - Douglas Fir -Larch Sp - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir T- 1.N. W 'A L1;BRACE; LATERAL CE: SPACING (DESS) PITCH SPACII G LBg} f# trussesMOVi7 si hip II /H F UD to 32'4/12 81 20 15 Over 32'- 48' 4/12 6' 10, 7 r. 6 1 4 Over 6o' See a registered professional engineer DF - Uouglas rif-Laf-Y, HF- Hem -Fir F -p,r,u* -c'e' - P, in, e_- F i r Continuous Top Chord All lateral braces Lateral Brace lapped at least. 2 Required trusses. 10, or Greater Z r Attachment Required 12 5 F--: 12 ` 4v,greater m Bottom sdeucV aoeon Sp' Southern Pine SPF 'ap,uue-pm'e'n, All lateral braces lapped edleast 2 trusses. Permanent continuous --?/` lateral bracing `9 aaspecified bythe truss engineering. Cross bracing repeated at eac hend ofthe ' building and ut20' DI GO AL 20 15 10 7 ssjonal engineer Sp' Southern Pine SPF 'ap,uue-pm'e'n, All lateral braces lapped edleast 2 trusses. Permanent continuous --?/` lateral bracing `9 aaspecified bythe truss engineering. Cross bracing repeated at eac hend ofthe ' building and ut20' L 441k? L t 'L CHORD TC- U -S. OP CFE0R6ij Top chords that are latera I ly ;raced n buckle B a log etherand cause collapse ifthere is no diago- ual bracing. Diagonalbracing should be nailed to Top underside of the top chord when purlinsi arete 'it -ch -d to the the Of the i -P chord, 4;11 L Continuous Top Chord Lateral Brace Reauired M 10" or Greater Attachment Required —" 7 S—r, @ Trusses must have lum- bar oriented in the hori. 1 ........... zontal direction to use this brace spacing, Oz OR% , . K. M g- 1*0'@ POR M , s are i§ A" End diagonal WdtF5 9'. " .. — No LL Q.I-r' f -ANstabilityandmustbedupticmajdadPri" f'Ft both ends of the truss system. . ...... Frame 5 DF - Douglas Fir -Larch SP - Southern Pine X11 FIF - Hem -Fir SPF - Spruce-Pifie-Fir 09* Diagonal brace also required on end verticals. Top chordr, that are laterally braced caribuckle tagotherand cause collapse ifthere,14nodiago- braring_ D ingonif bmalngshowid ky_ nailed to the: underside of ilia top chord when purlins r2tached to the topside of the top chord. U 12 3or /1;1` greaterZ S, All lateral braces lapped at least 2 trusses. Continuous Top Chord Lateral Brace A A 1 /4" 7 10' or Greater blAG0`NAL4:5R E Attachrrient MIWIMUMij LATERAL BFACrc SPACING J SPAN:11! ITCH :M;;, PACING LBS: trusses] 1-1 /2" SD DF SPF HF L02 _4' 3/112 a, 1 2 Over 24'- 42' 3/12 7' 11: 0:# 6 Over 42' - 54' 3/12 6' 6 4 Over 54' See a registered professional engineer DF - Douglas Fir -Larch SP - Southern Pine X11 FIF - Hem -Fir SPF - Spruce-Pifie-Fir 09* Diagonal brace also required on end verticals. Top chordr, that are laterally braced caribuckle tagotherand cause collapse ifthere,14nodiago- braring_ D ingonif bmalngshowid ky_ nailed to the: underside of ilia top chord when purlins r2tached to the topside of the top chord. U 12 3or /1;1` greaterZ S, All lateral braces lapped at least 2 trusses. Continuous Top Chord Lateral Brace A Required 1 /4" 7 10' or Greater 1122" 3/41, Attachrrient A -J Requit PLUMB Truss Depth_ D(in) Lesser of D/50 or 2" Maximum Plumb Misplacement Line i T, 141 i T NO BOW L(in) 0in20 11). E) Drtsj 4.2'_ 1 /4" 1/21, 24" 3611 1122" 3/41, 31 122.5' ISO" 1 -1, /4!' I S' 12" 1-1 /2" 1-V4" 7' v6' 2' 100 I 11 i T, 141 i T NO BOW L(in) 0in20 11). SO" 1/4" 4.2'_ 1001, 1/21, B.31 150" 3/4" 122.5' Length L(in) Lesser of LJ200 or 2" L(in) Lesser of 0200 or 2" Lj20O.:. L(f11) 200" V 16.7' 250" 1-1/4" 20.8' 300., 1-1/2', 25.0, CL roncta 4005 Maronda way date: .march 5, 2003 To: .-Bugldina Department t'orse: Mar-onda. Systems Tomas ponce Professional Engineer State of Florida #6050069 Subject: Valley Trusses Sanford, FL 32771 (4017) 321-0064 Fm-- (407) 321-39I3 All valley russes 12+beled VT -1 thru 100 are covered u nr£er 11je.-erneraf valley sheet providedinthetrusspast e signed arae sed ed by the engineer ofrecord. The connections are notedonthestrrrctara! Arrf sheet of the Plarns. All cr itergA oft yeener•gl sheet. e "alley trusses are noted on the 1f you h., rwe any questiorns please feel free to call at 407-321-00 64. ere'y, Tom 5 PCI nce., P.E. M 0@` 1 n Date. a r e tii. F N t i DESIGN INFORMATION Thls design is for an Individual building component and has been based on Information inovided by the client the designer di -1 -1 - any responsibility for damages as a result of faulty or IneorrecL lnfonn-atiun, specNmUons and/or designs furnished to the truss drsig.— by the client and the correctness or accuracy of Ihls Information as It may relate to a spe- eUlc pmject and accepts no responsibility or exercises no control with regard to fabrica- U n, handling, shipment. and Inst llaUan of trusses. This truss has been designed as an Individual building component in accordance with ANS1/lPI 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 aro 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 of occupancy loads- The design assumes compression chords Itop or bottom) are continu- usiybraced by sheathing unless otherwise spec[fled Where bottom chords in tension are not fully braced laterally by a properly applied rigid. ceiling. lhcy should be braced at a m ,hilum spacing of 101-W — Connector plates shall he manufacnued from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise sbawa FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In . conformance with the fabricator's plants and to realize a continuing responsibWty for such verl- Dcatiom Any disci epancles 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 woad to wood bearing. Con- nector plates shall be located on both faces of the tress with nabs fully Imbedded and shall be sym. about thefoint unless otherwise shown. A 5x4 plate Is 5' wide x 4" long. A 6x8 plate Is 6" wide x 8' long. Slats (holes) run parallel to the plate length specified. Double cuts on web member shall meet at the centrold of.the wets unless otherwise shown. Connector plate sizes are minimum stzes based on the forces shown and may need to be Increased for Sertain hand - hug and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown- for additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AB bracing and erection recommendations are to be followed is accord— with -Handling rastalling R Braclog', HIB -91. Trusses are to be handled with particular care during landing. and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a sualght and plumb pas- ttlon and for resisting lateral forces shall be designed and Installed by others. Careful band - ling is essential and erection bracing h always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and d -1-1.g. The supervision of erection of tresses shall be under the control of Panama. erpedenced in the installation of Cusses. - Professlonal advice shall be sought If needed. Concentration of construction loads greater than the design Inds shall not be applied to trusses at any time. No loads other than the wglght of the crectors shall be applied to trusses, until aner all fastening and bracing las completed MONO VAI LCV VALLEY TRUS! MARONDA SYSTEMS COMMON VALLEY Vi SUPPORTING TRUSS VALLEY TRUSSES (TYP.) - COMMON OR GIRDER 11 V COMMON TRUSSES (TYP.) VALLEY STRAPPING TO TRUSS BELOW USING MSTA12 @ 4' O.C. VALLEY TRUSSES CAN BE CANTILEVERED UP TO TWO FEET, WO: VALLEY SET DIAGONAL WEBS -- REQUIRED WITH SPANS \ GREATER THEN 28-0-0 3x6 2x4 , 0-0-4 2x4 IF LESS THEN 3-0-0 THEN MOVE DIAGONAL WEB T^O\NEXT PANEL 2x4 # 2x4 OR 5x6 OR 46 3X6 t 46 3x6 4x6 OR 2x4 TI: VT QTYA WHEN DIGAONAL WEB PRESENT USE 4X6 PLATE i) WHEN NO DIAGONAL WEB PRESENT USE 2X4 PLATE VALLEY MEMBERS AT t 4x6 24 - O.C. (TYPI OR 2x4 2x4 3x6 VARIES 2.4 UPT07 12 3x6 2x4 2X4 2x4 2X4 4x10 2x4 3X6 2x4 2X4 3x6 3x6 OR 3x6 nR 2x4 t 40 OR t 4x6 MAX. 6-0.0 O.C. (TYP) # 20 MAX. 6-0-0 O.C. (TYP) MAX. TRUSS SPACING BELOW a 48" O.C. I® - SPANS UP TO 60-0-0 I TOP CHORDS: 2X4 SP #2 IT IS NOT REQUIRED TO SHEATH TRUSSES BOT CHORDS: 2X4 SP #2 BELOW VALLEY SET. VALLEY MEMBERS WEBS: -2X4 SP #3 PROVIDE ALL NECESSARY TOP CHORD BRACING. VALLEY MEMBERS TO BE SET TIC MUST BE CONTINUOUSLY BRACED BY ROOF PERPENDICULAR TO TRUSSES BELOW. SHEATHING UNLESS NOTED OTHERWISE. WHEN VALLEY MEMBERS ARE NAILED DIRECTLY TO TRUSS TOP CHORDS USE (2) 16D NAILS PER INTERSECTION, OR TWO FEET ON CENTER. WHEN BELOW TRUSSES ARE SHEATHED FIRST USE (2) 10d NAILS OR (1) 16d NAIL PER INTERSECTION , OR TWO FEET ON CENTER, 2x4 BRACING NAILED FLAT TO EDGE OF WEB WITH 12d NAILS AT 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' D.C. SCAB OR TRANSVERSE BRACING TO EXTEND FOR 90% OF WEB LENGTH. ONE BRACE REQUIRED ON -WEBS GREATER THAN 8' LONG t. TWO 2X6 BRACES REQUIRED ON ANY WEB EXCEEDING 14'.tt EXCEPT AS SHOWN PLATES.ARE TL20 GA TESTED PER ANST/TPI 1-1995 Cont. Support Studs a 6-0-0 ox. Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBR00RCr.OV1ED0,FL32766 Desim: Matrix Anafvsfs VVAKJN1r4 c: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erection bracing, wind bracing. portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bmcing at ends and specified locations determined by the building designer. Additional bracing of the Overall structure may be required. (See -HIB -91 of TPI). rrruss Plata Institute, TPt, las located at 583 D'Onefrio Drtve. Madison, Wisconsin 53719). wiz pArm. r-mrp-i r)r'I rnPci-.IT1gwj nvi rnoc Eng. Job: Dwg: Dsgur: TLY Cbk: WO: VALLEY SET Truss ID: VT Date: 4-11-01 TC Live 16.0 psf DurFae - Lbr: 1.25 TC Dead 7.0 psf DurFae - Pit: 1.25 . BC Lfve 0.0 psf O.C. Spacing: 24.01, BC Dead 2.0 psf Design Criteria: TPI Code Desc: TOTAL 25.0 psf V:06.29.00- 8302- X i DESIGN INFORMATION This design is list an individual building y c,oufuus.ru and I s I—. Isnzcd nn informnll m pnsvld -d hy/be t:li"L The desi.—distil ns any r sp p 1 ific to da nagcs as a-resrdl ', t fat Try tor 1 icorreet mfomulirn, $peGlicatlan$ aiW/or designs f misheJ to die buss dasugnce by the client and bse euro se l ur accuracy of Itis mhsrmati s. as it may r.tat. to a spc- afie pnsjem and us-sxpls nu respunsihilily sac gtrreises no emrrol with mg aril us rabrica- Ii,m, LsnJling, shipment u.J hssmlladu sof. pusses. This truss has been designed as 3n Nrisidual building aunpdsuneminecctl]me with ANSUTPI 1-1995 amt NDS -91 In be i,u:arp,matcJ as luin of Ibe budding design by a huildine Desi ner (relslered aMhiteet or profssiunuf s en encu). Wlsen reviewad fur approval by the build g designer, sire 0e ign lendings shn n must he decked to bemre that if. data dfowll arc in gr comm --ill, she local hoildusg ..J-. . Inc 1 clissuatiC records hr wind m- snow loads,. Puim sfrcclfirali.nss or sp-i.1 appli.d loads. Unit. lbossn• ,mss has nm been designed fpr - tur g s .pmsrq hods. The dcngn —is— are is— are cmuinu- swsly lu-aeal by shend,iag unless u111cmise W.Mcd. Where (mums chords un reusirrn are not fully braced I'w"lly Ly a properly applied rigid ecrHng, they should he hraecd a1 a _ m l'in um spacing of 10'-0' a.c- ConaccWr phs a shall be nuol-knu-J trim 20 gauge has dipped garanittal sled minim ASTb4 A 653. Grade 40, unless od.-rise also.) FABRICATION NOTES Prior m fid"icalion, file f bricatm shill review IN. rhSwing to verily that this dnwing is I., cnnhmtnancc with tlIe (ahrinlnr's. plans anti to rtalize i austis uine Yespni. is lilyWWI—. I-. Airy Jiscsnlmnfs are m be put I., filing hcfwc euuing m iahrrcatiurs- Plases shall not be installed uner knusholcs_ knots or distorted grain. M.mhcrs shall -be cut Gtr tight flung M.., In -ow hearing. Coin- peear poses $ka" lie heated on bub faces of Ile muss -IW nails fully imtu:d&d and shall he " sym. sbuut'I. jaiof mslcn ulhcrscfsc shown.: A 5114 plate is 5' slide r 4' Img. A 6.8 plate is 6' tide z 9, lune- slags (hol") nun parallel 1u grepinc f.sth iii—ifed, Daobl -11 no weh mambas shall mcef as Ilse ccnhoid of 41..•cbs unless mbernise oh.—. Casnttlor pla be. are. a umum sloes based on ifrr¢es sho-, riot $nay$seed lu be 1nL ease) I., ecnain hau!- ting ultur crcctmn smcsscs_ -Tis truss Is not tr h lal rreatcd wish fir. renrda sl trued b.s.t.r onlcssud,ct.•iw Thown f=uratldilhusal itdu..diun tin Quality Canino! rcfcr to ANSIMPI I-1995. _ PRECAUTIONARY NOTES All t—bng mil erecllon rec-ammdsJmi,ms ars In be fulluytJ in aceaitla yids-1lasulling Installing Bran e,;H10-91. Trusses arc to be bmulieJnitlr. particular Urc during banding and Iwridling, rflivcry and,` .9allasion Io avoid dansae . Temporary mil J- .... eas htacing I. holding tm:z in a nraigh, and plumb I_ Dian oral for resisting lateral forces shall -be designed and fsrslallcd by tilers- Careful hand- If."IlIs cnemial and .—iso h—f.r is always- re,purcd. N,atnal preeautironry a lblu hrr tnusm,equires such 1-1.1"ry bracing during 11111311-6 n Iselucen ItastL 1 aurid Inppling and dnmMiuping. 'nw supt"ision .rection of Irums shall he under the control of pes sons cop cerin Ill. lioniflathm of buses. Prof sshnul aJricrshall he sought if needed. j . Gnecmrnhin id cunsirunion toads greater dant. design I—Is sisal) Mm he applied Id I trusses at lime. No f rids; nth" thandie. h ociglu of llm sam.fors shall I. applied to trusses until akar all fast ... ing arul bracing is eumpl.ted. HIP BLOCKING 1YIARONDII SYS'T'EMS 0•..es. r N0 0050068 ' o STATE OF sJ1 A' d,sl NAI~ •E > t 0~ y/11;tl1lMI1111t` 170: `IIIPDETAIL TI: HIP QTYJ 2x BLOCKING ADDED TO. TOP CHORD OF STEP HIP "TRUSSES 'TO SHORTEN PAN FOR OSB NOT TO EXCEED- 24"O.C.-- BLOCKING TO BE NAILED TO TRUSSES W/ 12d NAILS 12 ON CEN. STAGGERED i r Ir IIA I PRE-ENG'D TRUSS 0 HIP GIRDER TOP WALL OF BUILDING WARN IN G : READ ALL NOTES ON THIS SI3EL7'_ Ellg. Juh: WO: IIIPDETAIL arsonda Systems A COPY OF 'T'IM DRAIIfING TO BE GIVEN TO I IZECTINC Dwg: Truss II): x117' CONTRACTOR. BRACING WARNING: Dsgnr:. Ch1:. Date: 10-20-00 4005 MARONDA WAY TC Live 16.0 psf DUUMIC - LUr: 1.25; SANFORD, FL. 32771 - 9racing shrn... on dris drawing is nm erecti, hracung, n•inJ bracing, piu ml hladu ,.r similar bracing.: TIC Dead TO psf Durr3c — PIt: 1.25 407) 321-0064 Fax (407) 321-3913 which. is a pan of die building design and Much must he cunsideted by the huddmg Jesigw: frac in. shun•n is lar lamr.tl suppuit tri osis$ nmmbu s only In «IID a hurl Un, kn;lh. Illovlsiuns lie 13C Live 0.0 O.C. Spacing: 24.011Pg T,OMAS PONCE P.E. must mad,, ld.0 bm J.1c 1 bncmc r 1 :,rad y,ceilcd lncnitnnr 11-1111 ad by thebuilding designer: psf Design Criteria: TPI LICENSE #0050068, AJJiII Bial b,ncing m, Ibc 0ruull nrucmrc may he ,ayuued (see ole 9r rI TPl). Trussl'late InsumtcTI'1is hd 581 b'r BC HeadITOTAL 1(f -u p sf Code DeSr1890G_EnE OGKOFL32768 33-0 psr .MM 01.00-301.06-36 Deng.: _ Afairfs Analysis JOB PAM. C:ITEE-LO%IIOBSIHIPDET—1 - - .. HCS: 01.01.00 DESIGN INFORMATION This design Is for an individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect information. specifications and/or designs furnished to the Lmss 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 part of the building design by a Building Designer (registered architect or professions l engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local budding codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'.-0" o.c: Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain..Membem shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid or the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling, Installing & Bracing', HIB -91. Trusses are to. be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- itron and for resisting lateral forces shall be designed and installed by others. Careful hand- ling Is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary 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 Lmsses. Professional advicesdvice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at. any time. No loads other than the weight of the erectors shall be applied to rutsses until after all fastening and bracing Is completed. _ JB: WINCHESTER B 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #2 2x4 SP #3 1,9 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise: PROVIDE. UPLIFT CONNECTION PER SCHEDULE: Support 1 965# Support 2 922# MAX LIVE LOAD DEFLECTION: L/999 L=-0.13" D=-0.14" T=-0.27" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.10" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.05" RMB = 1.15 10-3-2 0-4-3 WO: WINB4 WE: Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T -brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.c Brace must extend at least 90% of web length 2x6 Brace required on any web over 141-011. WndLod per ASCE 7-98, C&C, V= 125niph, H= 23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 44.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC ... FORCE ... CSI 1- 2 -2768 0.48 2- 3 -2573 0.55 3- 4 -1912 0.50 4- 5 -1654 0.42 5- 6 -1908 0.51 6- 7 -2573 0.56 7- 8 -2768 0.55 BC ... FORCE ... CSI 14-13 2426 0.51 13-12 2045 0.41 12-11 1651 0.30 11-10 2046 0.41 10- 9 2426 0.51 TI: A QTY:2 Joint Locations=====_=========. 1) 0- 0- 0 6) 31- 0- 8 11) 25- 0- 0 2) 6-10-15 7) 37- 1- 1 12) 19- 0- 0 3) 12-11- 8 8) 44- 0- 0 13) 9-11- 4 I4) 19- 0- 0 9) 44- 0- 0 14) 0- 0- 0 5) 25- 0 0 10) 34- 0-12 MAX: REACTIONS PER BEARING LOCATION------- X-Loc Vert Horiz Uplift Y -Loc Type 0- 1-12 1497 44 -965 BOT PIN 43-10- 4 1451 0 -922 BOT H -ROLL 19-0-0 k 6-0-0 19-0-0Ilk 1 2 3 11 6 7 8 0 5X8 4X6 600 4Ao rixlU bX1U 4X6 8X10 4X6 44-0-0 9-10-3 0-4-3 14 13 12 11 10 91 1498# 3.50" 0- 1452# 3.50" 11-0- RO-11- 0 I le 44-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1489 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.0VIEDO.FL32766 Design: Matrix Analysis WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations detemrined by the building designer. Additional bracing of the overall structure may be required. (See HIB -91 of TPI). r Truss Plate Institute, TPI, is located at 583 D'Onofrlo Drive.. Madison, Wisconsin 53719). OB PATH: C:ITEE-L0KU0BSIIVlNB4V Eng. Job: Dwg: Dsenr: TLY Chk: TC Live 16.0 TC Dead 7.0 BC Live 0.0 BC Dead 10.0 TOTAL 33.0 Truss ID: A Date: 4-01-03 psf DurFac - Lbr: 1.25 psf DurFac - Pit: 1.25 psf psf O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA psf V:09.05.02- 20499 - HCS: 08 20.02 DESIGN INFORMATION This design is for an molMdual 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 fabrea I tion, handling, shipment and installation of trusses. This truss has been designedasan t 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 g engineer). When reviewed for approval by, the 9$ building.designer, the design lmdings shown i must be. checked to be sure that the data shown are In agreement with the local building codes, plocal climatic records for wind or snow loads, G project specifications or specialapplied loads. s 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 spmtfted. Where bottom chords in tension are 0 not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, p Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that thisdrawing is lq conformance with thedabrimtor's plans and to realize a'continuing responsibility for such veri- fication. Anv discrepancies are to be put in writing before cutting or fabrication. i. `Plates shall not be installedover 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 i the truss with nails fully imbedded and shall be sym.:about thejolnt unless otherwise shown. A I. 5x4 plate is 5" wide x 4" long. A 6x8 plate Is 6" wide. x B" long. Slots (holes) nm parallel to the plate length specified. Double cuts on web t members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown acid 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 a PRECAUTIONARY NOTES All bracing and erection recommendations are to be followedin 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 ina straight and plumb pos- Man and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for " trusses requires such temporary bracing during. installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall besought if needed. - Concentration of construction loads greater than the design loads shall not be applied to - trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. 9-3-2 0-4-3 TI: Al QTY:1 Joint Locations=====-======-== 1)0- 0- 0 7) 32- 4- 8 ' 13) 21- 2- 6 i2) 4- 3- 8, 8) 37- 9 1 14) 17- 2- 6 3) 10- 7-12 9) 44- 0- 0 15),10- 7-12, 4) 17 0- 0 10) 44 0- 0 16) 4- 3 8 5) 21-'2- 6 11) 35- 0-12 17) ,0- 0- D 6) 27- 0 0 12) 27- 0- 0 MAX. ,REACTIONS PER BEARING.LOCATION----- X-Loc Vert -Horiz Uplift Y -Loc Type 0- 1-12 1498 68 -1059 BOT PIN 43-10- 4 1497 0 -1089 BOT H -ROLL 17-0-0 10-0-0 17-0-0 1 2 3 5 7 8 9 0 5X8 3X4 4X6 0 8-10-3 0-4-3 3.00 3.00 JB: WINCHESTER B 4 AC: 10# UPLIFT D.L. WO: WINB4 WE: TOP CHORDS: 2x4 SP .#2 Continuous -lateral bracing attached to BOT CHORDS: 2x6 SP #2 either edge of web(s),shown. Bracing MUST be 2x4 SP #1 D 1 positioned to provide equal untraced. 2x4 SP#2 D 2 segments OR 2x4 T -brace nailed flat to edge WEBS: 2x4 SP #2 , of web with w/3"x 0.120" nails spaced 8" o.c 2x4 SP #3 1,3,12 Brace must extend at least 90% of web length MULTIPLE LOADS -- This design is the 2x6 Brace required on any web over 141-011. _ composite result of multiple loads. All COMPRESSION Chords are assumed to be 7 16 continuously braced unless noted otherwise. PROVIDE UPLIFT CONNECTION PER SCHEDULE: WndLod per ASCE 7-98, C&Cy V= 125mph, Support 1 1059# H= 23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Support 2 1089# Bid Type= Encl L= 40.0 ft W= 44.0 ft Truss MAX LIVE LOAD DEFLECTION: in END zone,.TCDL= 4.2 psf, BCDL= 6.0 psf L/999 Iztpact Resistant Covering and/or Glazing Req , L=-0.26" D=-0.27" T=-0.54" MAX HORIZONTAL TOTAL LOAD DEFLECTION: TC ... FORCE ... CSI ..BC ... FORCE...CSI T=.-0.28" 1- 2 -5063 0.82. 17-16 4588 0.96 MAX HORIZONTAL LIVE LOAD DEFLECTION: 2- 3 -3059 0.71 16-15` 4209 0.95 T= 0.14" 3-.4' -2290 0.63 15=14 2688 0.68 RMB = 1.15 4- 5 -1870 ,0.42 14-13 2051 0.45 5-'6 .-1784 D.42 13-12 . 1873 0.32 Eng. Jobe 6- 7 ,-2046 0.49 12-11 .2128. 0.38 WO: WI B4 7- 8 -2628 0.54 11-10 2460 0.48 A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING 8- 9 -2500 0.50 9-3-2 0-4-3 TI: Al QTY:1 Joint Locations=====-======-== 1)0- 0- 0 7) 32- 4- 8 ' 13) 21- 2- 6 i2) 4- 3- 8, 8) 37- 9 1 14) 17- 2- 6 3) 10- 7-12 9) 44- 0- 0 15),10- 7-12, 4) 17 0- 0 10) 44 0- 0 16) 4- 3 8 5) 21-'2- 6 11) 35- 0-12 17) ,0- 0- D 6) 27- 0 0 12) 27- 0- 0 MAX. ,REACTIONS PER BEARING.LOCATION----- X-Loc Vert -Horiz Uplift Y -Loc Type 0- 1-12 1498 68 -1059 BOT PIN 43-10- 4 1497 0 -1089 BOT H -ROLL 17-0-0 10-0-0 17-0-0 1 2 3 5 7 8 9 0 5X8 3X4 4X6 0 8-10-3 0-4-3 3.00 3.00 0-3 w 4-0=0 12-10-14 1, 4-0-0 22-9-10 11 7 16 15 14 13 12 11 1 1498# 3.50" 1498# 3.50" 1-0-0 RO-1141) 44-0-0 1h 1 0-0 RO-11-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1457 WARNiNG: , READ ALL NOTES ON THIS SHEET. Eng. Jobe WO: WI B4 Maronda $ stems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: Ai . y CONTRACTOR.` BRACING WARNING: Dsgnr; TLY Ct;k: Date: 4-01-03 TC Live 16.0 psf DurFac - Lbr: 1:25 4005 MARON DA WAY Bracing shown on this drawing Is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead 7:0 psf DurFac - PIt: 1.25 SANFORD, FL. 32771 Fax 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 to buckling length. Provislons be BC Live 0.0 O.C. Spacing: 24.0n407) 321-0064 (407) 321-3913 TOMAS PONCE.P.E. only reduce must made to anchor lateral bracing at ends and specified locations determined by the building, designer: Additional bracing the be HIB of BC Dead Psf P100psf Design Criteria: TPI of overall structure may required. (See -9l TPI). Plate Institute, TPI,.Is located at 583 D'Onofrlo Drive, Madison,' Wisconsin 53719). Code Desc..FLALICENSE #0050068 loos VANNE9.SA DR.OIAEDo.FL.1276 . Truss TOTAL ' 33.0 Psf V:09.05.02- 20500- l Design: Afodr Analysis JOB PATH: C.ITEE-L0KU0BSI1V1NB4V HCS: 08:20.02 fJB: WINCHESTER B 4 AC: 10# UPLIFT D.L. WO: WINB4 WE: TI: A2 _ 6ZTY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 Continuous lateral bracing attached to Joint Locations=====-=========, This design Is for an Individual building BOT CHORDS: 2X6 SP ;#2 - either edge of web(s) shown. Bracing MUST be 1) 0- 0- 0 6) 27- 0- 0 11) 35- 0-12 component and has been based on information WEBS: 2X4 SP #2 positioned to provide equal unbraced 2) '6- 2-15 7) 32- 4- 8 12) 27- 0- 0 provided by the client. The designer disclaims 2x4 SP #3 1,10 segments OR 2x4 T -brace nailed flattoedge 3) 11- 7- 8 8) 37- 9- 1 13) 17- 0- 0anyresponsibilityfordamagesasaresultofMULTIPLELOADS -- This design is the of web with w/3"x 0.120" nails spaced 8" o.c 4 17- 0- 0 9 44- 0- 0 14 8-11- 4faultyorincorred[nformatlon,spedflcations and/or designs furnished to the truss designer composite result of multipleP loads. Brace must extend at least 90% of web lengthg 5) 22- 0- 0 10) 44- 0- 0 15) 0- 0- 0 by the client and the correctness or accuracy All COMPRESSION Chords are assumed to be 2x6 Brace required on any web over 141-0". MAX. REACTIONS PER BEARING LOCATION ----- orthis Information as It may relate to a spe- continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, X -Loc Vert Horiz Uplift Y -Loc Type cific project and accepts no responsibility or H= 23.0 ft,- I= 1.00, Exp.Cat. B, Kzt= 1.0 0- 1-12 1498 44 -979 BOT PIN exercises no control with regard to fabrics- trusses. his shipmentanddsigneda of PROVIDE UPLIFT CONNECTION PER SCHEDULE: Bld e= Encl L= 40.0 ft W= 44.0 £t Truss 43-10- 4 1452 0 -936 BOT H -ROLL trusses. This truss has been designed as an - Support 1 979# - PPo in END zone, TCDL= 4.2 psf, BCDL= 6.0p psf Individual building component in accordance with Support 2 936# Impact Resistant .Covering and/or Glazing Req ANSI/TPI 1-1995 and NDS -97 to be incorporated MAX LIVE LOAD DEFLECTION: as part of the building design by a Building L/999 BC. TC .:. FORCE.. _CSI .. BC... FORCE... CSI Designer (registered architect or professional engineer). when reviewed for bywn L=-0.13" D=-0.14" T=-0.27" 1- 2 -2797 0.46 2457 0.48 shoval budding designer. the design loadings shownloadingsn MAX HORIZONTAL TOTAL LOAD DEFLECTION: 2- 3 -2625 0.51 14-13 2130 0.40 must be checked to be sure that the data shown T= 0.10" 3- 4 -2053 0.47 13-12 1858 0.37 are In agreement with the local budding codes. MAX HORIZONTAL LIVE LOAD DEFLECTION: 4- 5 -1790 0.39 12-11 2130 0.40 local climatic records for wind or snow loads, T= 0.05" 5- 6 -1790 0.39 11-10 2457 0.48projectspecificationsorspecialappliedloads. 6- 7 -2053 0.48Unlessshown, truss has not been designed for storage or occupancy loads. The design assumes RMB- 1.15 7- 8 -2625 0.52 compression chords (top or bottom) are contlnu. 8- 9 -2797. 0.52 ously braced by sheathing unless otherwise spccihed. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. 17-0-0 10-0-0 k 17-0-0 1 2 3 5 7 8 9FABRICATIONNOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Is N 0 conformance with the fabdcator's plans and to realize a continuing responsibility for such veri- 4X6 - 3X4 4X6 fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut Tfortightfittingwoodtowoodbearing. Con -3X4 3X4- nector plates shall be located on both faces of the tress with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A 6x6 plate Is 6" 9-3-2 6X8 6X8 8-10-3widex8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes based 04-3 04-3areminimumsizesontheforcesshown and may need to be Increased for certain hand- ling and/or erection stresses. This tniss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional 4X6 8X10 8X10 8X10 8X10 - 4X6 information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling - 44_0_0 Installing & Bracing", HIB -91. Trusses are to 15 n 14 13 12 11behandledwithparticularcareduringbanding and bundling, delivery and installation to avoid 1498/t 3.50 1452# 3.50" mdaage. Temporary and permanent bracing for holding trusses in a straight and plumb pus- 10 a 44-0-0itlonandforresistinglateralforcesshallbeRO-11-11designedandInstalledbyothers. Careful hand- ling Is essential and erection bracing Is always EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPl 1-1995 Stale = 0.1489required. Normal premutlonary action for trusses ionbetweentr ssestarybraclng do pplin g installation between trusses to avoid toppling of erection ofanddomhallb. Ther thetrussesshallbeunderthe control of persons Maronda Systems WARNING: READALLNOTES ON THIS SHEET.. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. JOU: _ g• Dw W WINB4 Truss ID: A2 expertenced m the Installation of trusses. DSgnI': TLY Chk: Date: 4-01-03Professionaladviceshallbesoughttfneeded. CONTRACTOR. Concentration of construction toads greater than design be to BRACING WARNING: TC Live 16.0 psf DurFae - Lbr: 1.25theloadsshallnotapplied trusses at any time. No loads other than the 4005 MARON DA WAY Bracing shown on this drawing Is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead 7.0 " psf DurFae - Pit: 1.25 weight of the erectors shall be applied to trusses until after all fastening and bracing. SANFORD. FL. 32771 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 to buckling BC L1Ve 0.0. nO.C. Spacing: 24.0 ts completed. 407) 321-0064 F3X (4O7) 321-3913 TOMAS-PONCE P.E. only reduce length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing the be psf BC Dead 10.0 sf- p Design Criteria: TPI of overall structure may required. (See HIB -91 of TPI). Code Desc: LiCENSE #0050068 IT uss Plate Institute, TPI, is located at 583 D'Onofrto Drive, Madison, Wisconsin 53719). FLA 1005' VANNESSA DR.0V1ED0.FL32766 I TOTAL 33.0. 11 psf V:09.05.02- 20501- 2 Design: Matrix Analysis - !OB PATH: C:ITEE-L0KV0BSIL19NB4V HCS: 08.20.02 DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of - faulty or incorrect information, specifications and/or designs furnished to the truss -designer by the client and the correctness or accuracy of this information as it may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrim- tion, handling, shipment and installation of trusses. This truss has been designed as an individual building component in accordance with ANSI/TPI I-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 lvllh 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 flop or bottom) are continu- ously braced by sheathing unless otherwise . specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.c, Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with`the fabricator's plans and to realize a. continuing responsibility for such veri- fication. Any-:discrepanciesaretobeput,in writing before cutting _or fabrication. Plates shall not be installed over knotholes, _ knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate Is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web membersshall meet at the centroid of thewebs unless otherwise shown. Connector plate sizes aro minimum sizes based on the forces shown and may, need to be increasedfor certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated umber unless otherwise shown. For additional information an Quality Control refer to ANSI/TPI 1-1995 - - - PRECAUTIONARY NOTES All bracing and erection recommendations are. to be followed in accordance with "Handling Installing & Bracing', HIB -91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required.'Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervisionof erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to . trusses at any time. ' No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: WINCHESTER B 4 AC: 10# UPLIFT D.L.- TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4, .-SP #2 2x4 SP #3 1,2,3,14,15 MULTIPLE LOADS -- This design is the composite°result of multiple loads. All"COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1051# Support 2' 1094# MAX LIVE LOAD DEFLECTION: L/999 L=-0.24" D= -0.25" -Te: -0.491l MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.26" MAX HORIZONTAL LIVE LOAD DEFLECTION:, T= 0.13" RMB = 1.15 8-3-2 0-4-3 1 WO: WINB4 WE: Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal untraced segments OR 2x4 T -brace nailed flat to edge of web with w/3"x 0.120" nails spaced 811 o.d Brace must extend at least 90% of web length 2x6 Brace required on any web over 141-011. WndLod per ASCE 7-98, C&C, V= 125mph, H= 23.0 ft, I= 1.00, Exp".Cat. B, Kzt= 1.0' Bld Type= Encl L= 40.0 ft'W= 44.0 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 -5364 "0.71 20-19 4902 0.78, 2- 3 -3264 0.65 19-18 4776 0.75 3- 4 -2522 0.58 18-17 2875 0.42 4- 5 -2325 0.43 17-16 2195 0.31 5- 6 -2117 0.35 16-15 2406 0.37 6- 7-2120 0.35 15-14 2061 -0.37 7- 8 -1920 0.37 14-13 2211 0.39 8-, 9 -2189 0.46 13-12 2489 0.46 9-10 -2679' `0.50 10-11 -2827 0.48 TI: A3 QTY:1 Joint Locations========== =-f - 1) 0- 0- 0 8) 29- 0- 0 15) 21-.2 6 2) '4- 3- 8 9) 33-`8- 8 16) 17- 2- 6 3) 9- 7-12 10) 3'8- 5- 1 17) 15- 0- 0 4) 15- 0-'0 11) 44- 0- 0 18) 9- 2 4 5) 17_- 2- 6 12) 44- D- 0 19) 4-'3- 8 6) 21- 2- 6 13) 36- 0-12 20)-.-0- 0- 0 7) 25- 1- 3 14) 29- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y -Loc Type 0- 1-12 1498 92 -1051 BOT PIN 43-10- 4 1498 0 -1094. BOT H -ROLL 15-0-0 14-0-0 15-0-0 1 2 3 5 6 7 9 10 11 0 5X8 3X4 2X4 3X4 4X6 ozav -+amu 4AD 7-10-3 0-4-3 3.00 0-3-8 4-0-0 3.00 12-10-14 4-0-0 22-9-10 0 19 18 17 16 15 14 13 12 1498# 3.50" 1498# 3.50" 1-0-0 RO-11-11) 44-0-0 10-0 I R0-11-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED -PER ANSI/TPI 1-1995 scale 0.1457 WARNING. READ ALL NOTES ON THIS SHEET. Eng. Job: 75: WINB4 tit'®IlC d A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: A3S/S$E S CONTRACTOR. Dsgnr: TLY Chk: Date: 4-01,-03 BRACING WARNING: TC Live 16.0 psf DurFac - Lbr. 1.25 4005 MARONDA WAY Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 SANFORD, FL'. 32771 321-0064 Fax 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 membersonlyto bucklinglength. BC Live 0.0ufO.C. Spacing:aC1lg' 24.011407) (407) 321-3913 TOMASA C P.E. de PONCE f reduce Provisions must be to anchor lateral bracing at ends and specifled locations determined by the budding designer. Additional bracing of the overall structure may be required: (See HIB -91 of TPI). BC Dead 10.0 Sf . h Design Criteria: TPI LICENSE #0050068 Truss Plate Institute, TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). tCede DesC: FLA 1005 VANNESSA DR.DVIEDO.FL.32766 TOTAL 33.0 psf V:09.05.02- 20502- Design: Matric Analysis JOB PATH: CJTEE-L0XU0BSIN7N84VHCS. 03:20.02 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 exerclses no control with regard to fabrica- tion, handling, shipment and installation of trusses.This truss has been designed as an indivldual building component In accordance with ANSI/TPI 1-1995 and NDS -97 to be Incorporated as part of the building design by a Building Designer (registered -architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads. project speclflealions or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceaing, they should be braced at a maximum spacing of l0'-0" o.e. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Is In conformance with the fabricator's plans and to realize o continuing responsibility for such verl- ficatlon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for tight filling wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate Is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand - Ung and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing',.H IB -91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bmcing for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shall be designed and installed by others. Careful hand- ling Is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dommoing. The supervision of erection of trusses shall be under the control of persons experienced In the installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No Toads other than the - weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. JB: WINCHESTER B 4 AC: 10# UPLIFT D.L. WO: W TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #2 2x4 SP #3 1,2,10,11 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 984# Support 2 940# MAX LIVE LOAD DEFLECTION: t/999 L=-0.14" D=-0.15" T=-0.29" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.10" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.0511 RMS = 1.15 8-3-2 0-4-3 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= 23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 44.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC ... FORCE ... CSI 1- 2 -2828 0.44 2 - 3 -2680 0.46 3- 4 -2190 6.42 4- 5 -2144 0.54 5- 6 -2144 0.54 6- 7 -2190 0.43 7- 8 -2680 0.47 8- 9 -2828 0.49 BC ... FORCE ... CSI 16-15 2489 0.46 15-14 2209 0.36 14-13 1915 0.33 13-12 1915 0.33 12-11 2209 0.36 11-10 2489 0.46 TI: A4 QTY: l Joint Locations=============== 1) 0- 0- 0 7) 33- 8- 8 13) 22- 0- 0 I 2) 5- 6-15 8) 38- 5- 1 14) 15- 0- 0 3) 10- 3- 8 9) 44- 0- 0 15) 7-11- 4 34) 15- 0- 0 10) 44- 0- 0 16) 0- 0- 0 i 5) 22- 0- 0 11) 36- 0-12 6) 29- 0- 0 12) 29- 0- 0 ; MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y -Loc Type 0- 1-12 1497 44 -984 BOT PIN 43-10- 4 1451 0 -940 BOT H -ROLL 15-0-0 14-0-0 15-0-0 1 2 3 5. 7 8 9 0 5X8 2X4 5X8 AD 5A1V aA1u 4X6 . 8X10 8X10 4X6 44-0-0 7-10-3 0-4-3 16 15 14 13 12 11 1a 498# 3.50" 11 0-0 1141452N 3.50" RO-11-11) 1 e 44-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1489 Ma ron.dA Systelms 4005 MARONDA WAY SANFORD, FL. 32771 407)321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.OVIEDO.FL32766 Design: Matra Analysis WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erecdon bracing, wind bmcing, portal bracing or similar bracing which Is apart of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions most be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB -91 of TPI). flYuss Plate Institute, TPI, Is located at 583 D'Onofrto Dnve, Madison, Wisconsin 53719). JOB PATH: C:ITEE-LOK1108SIW/N84V Eng. Job: Dwg: Dsgnr: TLY Cllk: TC. Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 nsf YYV. VV114D4 Truss ID: A4 Date: 4-01-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.01' Design Criteria: TPI Code Desc: FLA HCS: 0310.02 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 d-tgner by the client and the correctness or accuracy Of this information as It relate to a spe- cific project and accepts no responsibility or exercises no'conLrol with regard to fabric=-, tion, handling, shipment and Installation of trusses. This truss has been designed as an Individual building component to accordance with. ANSI/TPI 1-1995 and NDS -97 to be Incorporated- asparf 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 datashown are in agreement with the local building codes, local climatic records for windor snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage oroccupancy loads. The design assumes compression chords (top'orbottom) are conLinu- ously braced. by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by properly applied rigid ceiling, they should tie braced at a ma,ximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. . FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with-lhe'fabricator's plans and to realize a continuing responsibility for such veri- fleation. 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 bearing.Con- nector plates shall be located on bothfaces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6xB plate is 6" wide x 8" long. Slots (holes)run parallel to the plate length specified. Double cuts onweb members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to beincreased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erectionrecommendations are to be followed in accordance with "Handling installing -& Bracing'. HIB -91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent: bracing for holding. trusses in a straight and plumb pos- Won and for resisting lateral forces shall be designed and installed by othersCareful hand- ing is essential and erectionbracing isalways required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and domtnoing.. The supervision of erection of trusses shallbe under the control of persons _ experienced in the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the. weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. JB: WINCHESTER BA AC:' 10# UPLIFT D.L. . TOP CHORDS:.2x4 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: .2x4 SP #2 2x4 SP #3 1,2,3,4,6 13 MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-98, C&C, V= 125mph, H= 23.0 ft, I= 1.00, Exp.Cat.'B, Kzt= 1.0 Bld Type= Encl'L= 40.0 ft We: 44.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL=-6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: - L/999 L=-0.28" D= -0.29"'T=-0.56" MAX HORIZONTAL TOTAL LOAD DEFLECTION:: T= 0.291, MAX HORIZONTAL LIVE LOAD'DEFLECTION: T= 0.141, RMB = 1.15 1 7.3-2 0-4-3 WO: WINB4 WE: Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments.OR 2x4 T -brace nailed flat to edge of web with.w/3"x 0.120" nails spaced 8"'o.c Brace must extend at least 90% of web length 2x6 Brace required on,any web over 14'-011., All COMPRESSION Chords are assumed to be continuously braced unless noted'otherwise. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 978# Support 2 1039# TC ... FORCE ... CSI ..BC ... FORCE._ CSI 1- 2 -5380 0.73 18-17 4907 0.71 2- 3. -5324 0.85 17-16 2980 0.64 3- 4 .-2785 0.54 16-15 2435 0:51 4- 5' -2753 '0.42 15-14 2846 0.45 5 6 -2448 0.36 14-13 2339 0.45 6- 7 --2452 0.38 13-12 2457 0:46 7- 8 -2062 0.42 12-11 2460 0.47 8- 9 -2368 0.60 9-10 -2808 0.63 TI: A5 9TY:I ! Joint Locations== I 1) 0- 0- 0. 7) 26- 1- 3 13) 31- 0- 0 € 2) 4- 3- 8. 8) 31- 0 0 14) 21 2- 6 3) - 8- 7-12 9) 37- 0-12 15) 17- 2- 6 4) 13- 0- 0, 10)'44- 0- 0 16) 13- 0- 0 5) 17- 2- 6 11) 44- 0-..0 17) 4- 3- 8 6) 21- 2 6 12)'37 0-12 18) 0 0- 0 MAX. REACTIONS PER BEARING LOCATION---- X-Loc Vert Horiz',Uplift Y -Loc Type 0- 1-12 1497. 119 -978 :BOT PIN 43-10- 4 1498 0 -1039. BOT H -ROLL 13-0-0 18-0-0 13-0-0 1 2 3 5 6 7 9 1 0 0 5X8 3X4 2X4 6X8 11yr 3.00 1 3.00 u iv 4110 6-10-3 0-4-3 0-3-8 4-0-0 12-10-14 4-0-0 22-9-10 8 17 16 15 14 13 12 111498# 3.50" 1-000 1498# 3.550" R0 11-11) ' 44-0-0 10-010-11-11) R EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-19950-11-11) 0.1457 WAKNINIG; READ ALL NOTES ON THIS SHEET. MarOnda Sys teMS A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 4005 MARONDA WAY Bracing shown on. this drawing Is not erection bracing, wind bracing. portal bracing or similar bracingSANFORD, FL. 32771 which is a part of the building design and'which most be considered by the building designer. Bracing407) 321-0064 Fax (407) 321-3913 shown Is for lateral support of truss members only to reduce buckling length.Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer., TOMAS PONCE P.E. Additional bracing of the overall structure may be required. (See HIB -91 of TPI). LICENSE #0050068 "ITruss Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin. 53719).. 1005 %' N ESSA DR.6w1ED0.FL3276G 1 - Design: ,Mafrtr Analysis JOB PATH: ''C:ITEE-L0KU0BS197NB4V Eng. Job: Dwg: Dsgnr: TLY Clik: TC Live . 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 osf Truss ID: AS Date: 4-01-03 DurFac - Lbr: 1.25 DurFac - Pit: 1-.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 08.20.02 DESIGN INFORMATION This design is for an individual building - i component and has been based on Information provided by the client. The designer disclaims anyresponsibility for damages as a result of faultyor incorrect Information, specifications and/or designs fumished to the truss designer iby 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 contr I with regard to fabrica- tion, handling, shipment and Installation of i 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 butldmg designer, the design loadings shown musLbe checked to be sure that the data shown are In agreement with the local building codes, local climatic records for wind or snow loads, - project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads.- The design _assumes compression chords (top or bottom) are conLinu- ously braced by sheathing unless oLhenvise , specified. Where bottom. chords In tension are not fully braced laterally by, a properly applied - rigid telling: they should be braced at a maximum spacing of 10'-0" o.c. Connector platesshall be manufactured from 20 gauge hot dipped galvantzed steel meeting ASTM A653, Grade 40, .unless otherwise shown. r FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing ism - conformance with the fabricator's plans and to realize a continuing responsibility for such veri- I Bcatlon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Membersshallbe cut far tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of i the truss with nails fully Imbedded and shall be sym. about Lhe Jomt unless otherwise shown. A 5x4 -plate Is 5" wide x 4" long. A. GxS plate Is 6" ' wide x.8" long. Slots (}roles) run parallel to the plate length specified. Double cutsonweb members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated .with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 I PRECAUTIONARY NOTES All bracing and erectlom recommendations are to be followed in accordance with "Handling Installing & Bracing",. HIB -91. Trusses are to be handled with particular care during banding and trundling, delivery and installation to avoid damage. Temporary and permanent bracing efor 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 I required. Normal precautionaryaction for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominomg. The supenision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice'shall be sought if needed. Concentration or constructionloads greater than the design loads shall not be applied to tru-s at any time. No loads other than the weight of the erectors shall be applied to trusses until atter all fastening and bracing is completed. - - JB: WINCHESTER B 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x6 SP #2" WEBS: 2x4 SP #2 2x4 SP #3 1,10 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1000#, Support 2 943# MAX LIVE LOAD DEFLECTION: L/999 L=-0.15" D=-0:16" T=-0'.32", MAX HORIZONTAL TOTAL LOAD DEFLECTION: T 0.11 MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.05" RMB '= 1.15 7-3-2 0-4-3 1 6 WO: WINB4 WE: Continuous lateral bracingattachedto either edge.of web(s) shown. Bracing MUST be positioned to provide equal untraced segments OR 2x4 T -brace nailed flat to edge of web with w/3"x 0-1201.' nails spaced 81, o,c Brace must extend at least 90% of weblength 2x6 Brace required on anyweb over 14'--0". WndLod per ASCE 7-98, C&C, V='125mph, H= 23.0 £t, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W=44.0 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 -2811 0.62 15-14 2462 0.47 2-,3 -2360' 0.58 14.13 2459 0.41 3-"4- -2057 0.44 13-12 2399 0.43 4- 5 =2442 0:45 12-11 _2399 0.43 57 6 =2057 0.44 11-10 2459 0.41 6- 7 -2360 0.59 10- 9 2462 0.47 7-'8 -2811 0.63 TI: A6 QTY 1 Joint Locations== ---_ - ---,t 1) 0- 0- 0 6) 31- 0- 0 11) 31- 0- 0 2) 6-11- 4 7) 37- 0-12 12) 22- 0- 0 3) 13- 0-'0 8) 44- 0- D 13) 13- 0- 0 4)' 19- 0- 0 9) 44- 0- 0 14) 6-11- 4 5) 25-.,0-.-0 10) "37- 0-12 - 15) '07 0- 0 MAX. REACTIONS PER BEARING LOCATION--'- X-Loc Vert Hor'iz Uplift Y -Lor Type 0-.1-12 14,98 76 -1000 BOT PIN 43-10- 4 1452 0 -943 BOT H -ROLL 4X6 3X4 6X8 4X6 Q UIIIIIIIIIII 44 -U -U 15 14 13 12 1498# 3.50" 10 1-0-0-0 9 110-11-11) I 44-0-0 EXCEPT AS SHOWN'PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 1452# 3.50" WARNING:. READ ALL NOTES ON THIS SHEET. MaC®n(id S}/S1CeAi1S A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING scale 0.1489 CONTRACTOR. . 4005 MARONDA WAY BRACING WARNING: SANFORD, FL. 32771 Bracing shovm on this drawing Is not erection brachng, wind bracing, portal bracing or similar bracingwhichisapartofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bracing407) 321-0064 Fax (407) 321-3913 shown Is for lateral support of Lruss members only to reduce buckling length. Provisions must be TOMAS PONCE P.E. made toanchorlateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB' -91 of TPI)! - LICENSE #0050068 _ Truss Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). 1005 VANNESSA DR.OVIEDOXI-32766 Design:. Mairtr Analysis JOB PATH: C.ITEE-LOKUOBSIIVINBaV OAiv 3X4 4X6 6-10-3 0-4-3 M 11 10 9 1452# 3.50" scale 0.1489 Eng. Job: WO. WINB4 Dwg: Truss ID: A6 Dsgnr: TLY . Clik:. Date: 4-01-03 TC Live 16.0 psi DurFac - Lbr: 1.25 TC Dead, 7.0 Psi' DurFac - Pit: 1.25 BC Live u 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- 20505- 050 - HCS: RCS: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 lnformallon,-specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Inlbrnallon as It may relate to a spe- cific project and accepts no responsibWty or eemises 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 ANS(/TPI 1-1995 and NDS -97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional - engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maxbnum spacing of 10'-0" o.c Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the joint witless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing &'Bracing", HIB -91. Trusses are to be handled with particular care during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Mon and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and domino ing. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses unit) after all fastening and bracing Is completed. JB: WINCHESTER B 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4,6,8,9 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1005# Support 2 1041# MAX LIVE LOAD DEFLECTION: L/999 L=-0.30" D=-0.'31" T=-0.62" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.28" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.14" RMB = 1.15 T 6-3-2 0-4-3 WO: WINB4 WE: Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T -brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.c Brace must extend at least 90% of web length 2x6 Brace required on any web over 141-011. WndLod per ASCE 7-98, C&C, V= 125mph, H= 23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 44.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC7:.FORCE... CSI ..BC ... FORCE ... CSI 1- 2 -5443 0.78 16-15 4985 0.77 2- 3. -3056 0.90 15-14 4534. 0.75 3- 4 -3379 0.68 14-13 2691 0.48 4- 5 -2901 0.41 13-12 3492 0.58 5- 6 -2906 0.50 12-11 2714 0.60 6- 7 -2224. 0.44 11-10 2456 0.57 7 8 -2532 0.52 8- 9 -2791 0.55 TI: A7 QTY:1 Joint Locations======= --===-e:=, 1) 0- 0- 0 7) 33- 0- 0 13).17- 2- 6 2) 4- 3- 8 8) 38- 0-12 14) 11- 0- 0 3) 11- 0- 0 9) 44- 0- 0 15) 4- 3- 8 4) 17- 2- 6 10) 44- 0- 0 16) 0- 0- 0 5) 21- 2-. 6 11) 33- 0- 0 6) 27- 1- 3 12) 21- 2- 6 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y -Loc Type 0- 1-12 1498 70 -1005 BOT PIN 43-10- 4 1498 0 -1041 BOT H -ROLL 11-0-0 22-0-0 11-0-0Ilk 1 2 4 5 6 8 9 0 5X8 3X4 6X8 3X4 4X6 YAu T 5-10-3 0-4-3 3'00 1 1 3.00 0-3 M 4-0-0 12-10-14 4-0-0 22-9-10 6 15 14 13 12 11 1 1498# 3.50"' 14981/ 3.50" 1-00- 44-0-0 I10-0 RO-11-11) I EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1457 WARMING: READ ALL NOTES ON THIS SHEET. Eng. Job- W IN94 Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D`vg: Truss ID: A7 CONTRACTOR. BRACING WARNING: Dsgnr; TLY Clik: Date: 4-01-03 TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARON DA WAY Bracing shown on this drawing Is not erection bracing, wind bracing, portal bracing or stmilar bracing TC Dead 7.0 psf DurFae - PIt: 1.25 SANFORD, FL. 32771 which Is a part of the building design and which must be considered by the building designer. Bracing shown,ts for lateral of truss to buckling length. Protfslons BC Live 0.0 sfP nO.C. Spacing: 24.0407) 321-0064 Fax (407) 321-3913 support members only reduce must bePP }' g gt made to anchor lateral bracing at ends and specified locations determined by the building designer.g(` Dead 10.0 Sf Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overall structure may be required. (See HIB -91 of TPI). P Code Dese: FLALICENSE #0050068 Truss Plate Institute, TPI, Is located at 563 D'Onofrio Drive, Madison, Wisconsin 53719). 1005 VANNESSA DR.OVIEDO.Fi.32766 TOTAL 33.0 psf I V:09.05.02- 20506- ' Design: Matrix Analysis JOB PATH: C:1TEE-L0KU0BSIWIN64V - 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 hncorect information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI I-1995 and NDS -97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, project speci0wtions 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 arc not fully braced laterally by properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In Conformance with the fabricators plans and to realize a continuing responsibility for such verl- rication. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nalls fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A 6.x8 plate is 6" wide x 8" long. Slots tholes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to beIncreased for certain hand- ling and/or erectlon stresses. This truss Is not to be fabricated with fire retardant treated lumber less otherwise shown. For arks lonal informatiounn on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling installing & Bracing', HIB -91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Ition and for resisting lateral forces shall be designed and installed by others. Careful hand- ling Is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought if needed. Concentration of -const -ruction Toads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is Completed. JB: WINCHESTER B 4 AC: 10#UPLIFT D. L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 3,4,6,7 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1003# Support 2 944# MAX LIVE LOAD DEFLECTION: L/999 L=-0.19" D=-0.19" T=-0.38" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.11" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.06" RMB = 1.15 T 6-3-2 0-4-3 WO: WINB4 WE: MULTIPLE LOADS -- This design is the cotl>posite 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= 23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 44.0 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 -2782 0.53 14-13 2449 0.52 2- 3 -2520 0.50 13-12 2697 0.55 3= 4 -2212 0.41 12-11 2697 .0.55 4- 5 -2924 0.47 11-10 2449 0.52 5- 6 -2924 0.47 6- 7 -2212 0.41 7- 8 -2520 0.52 8- 9 -2782 0.55 Joint Locations=====_==__=__==. 1) 0- 0- 0 6) 27- 6- 0 11) 33- 0- 0 2), 5-11- 4 7) 33- 0- 0 12) 22- 0- 0 3) 11- 0- 0 8) 38- 0-12 13) 11- 0- 0 4) 16- 6- 0 9) 44- 0- 0 14) 0- 0- 0 i 5) 22- 0- 0 10) 44- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y -Loc Type 0- 1-12 1498 74 -1003 BOT PIN 43-10- 4 1451 0 -944 BOT H -ROLL 11-0-0 22-0-0 11-0-0 Ik 1 2 4 5 6 8 9 00 0 4X6 3X4 6X8 3X4 I4X6 AD 8XIU - 8X10 8X10 0-4-3 4X6 T 5-10-3 1 n 44-0-0 14 13 12 11 11498# 3.50" 1-01 -0 145211 3.50" RO-11-11) I i.. 44-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1489 Maronda Systemis 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE t/0050068 - 1005 VANNESSA DR.OVIEDO.FL32766 Design: Marr& Analysis WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erection bracing, wind bracing, portal bracing or similar bracing which Is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional brachng of the overall structure may be. required. (See HIB -91 of TPI). flluss Plate Institute, TPI, Is located at 583 D'OnofHo Drive, Madison, Wisconsin 537191, JOB PATH: C.ITEE-LOKUOBSIWINB4V Eng. Job: Dwg: Dsgnr: TLY Chet: WO: WIN84 Truss ID: A8 Date: 4-01-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - PIt: 1.25 BC Live 0.0 psf O.C. Spacing: 24.01, BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 20507- 1 HCS.' 08.20.02 DESIGN INFORMATION I This design is for an Individual building component andhas been based on Information provided by the client. The designer disclaims any responsibility for damages as'a result of faulty or incorrect information, specifications and/or designs fumished to the truss designer by the client and the correctness or accuracy of this information as It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS -97 to be incorporated as part of the building design by a Budding Designer (registered architect or professional engineer). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown arc in agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless othervise specified. Where bottom chords In tension are not fully braced laterally by a property applied rigid ceWng, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot. dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this dmwtng to verify that this drawing is In conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Members shall be cut for tight filling wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A 6x8 plate Is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified.. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing 8t Bracing", HIB -91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shall be - designed and installed by others. Careful hand- ling Is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any lime. No loads olher than the woight.of theerectors shall be applied to trusses until after all fastening and bracing is completed. JB WINCHESTER B 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 9,11 MULTIPLE LOADS -- This design isthe composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 999# Support 2 1043#, MAX LIVE LOAD DEFLECTION: L/999 L=-0.37" D=-0.39" T=-0.76" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.30" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.15" RMB = 1.15 T 5-3-2 0-4-3 WO: WI.NB4 WE: Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal untraced segments OR 2x4 T -brace nailed flat to edge of web with w/311x 0:i20° nails spaced 8" o.c Brace must extend at least 90% of web length 2x6 Brace required on any web over 141-0". WndLod per ASCE 7-98, C&C, V= 125mph, H= 23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 44.0.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 5382 0.66 19-18 4919 0.75 2- 3 3342 0.56 18-17 4480 0.71 3- 4 3041 0.46 17-16 3764 0.62 4- 5 4339 0.51 16-15 4489 0.69 5- 6 3538 0.52 15-14 3544 0.58 6- 7 3291 0.50 14-13 2307 0.40 7- 8 3291 0.58 13-12 2507 0.46 8- 9 3291 0.58 9-10 2632 0.45 Eng. Job: WO: WINB4 10-11 2840 0.47 Truss ID: A9 TI: A9 QTY:1 joint Locations==============_ 1) 0- 0- 0 8) 28- 1- 3 15) 21- 2- 6 2) 4- 3- 8 9) 35- 0- 0 16) 17- 2- 6 3) 9- 0- 0 10) 39- 0-12 17) 9- 0- 0 4) 13- 1- 3 11) 44- 0- 0 18) 4- 3- 8 5) 17- 2- 6 12) 44- 0- 0 19) 0- 0- 0 6) 21- 2- 6 13) 35- 0- 0 7) 23- 2- 0 14) 28- 1- 3 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y -Loc Type 0- 1-12 1498 85 -999 BOT PIN 43-10- 4 1498 0 -1043 BOT H -ROLL Ilk 9-0-0 26-0-0 9-0-0 1 2 4 5 6 7 8 10 11 6.00 0 4X6 3X4 3X4 3X4 3X6 2X4 SXR s,av U111V VAV 4X6 T 0-4-3 4 T_ 3.00 3.00 0-3 A' 4-0-0 12-10-14 4-0-0 22-9-10 9 18 17 16 15 14 13 12 1498# 3.50" 14981/ 3.50" 1-0-0 44-0-0 01-0-0 RO-11-11) r' (RO-11-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1457 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: WINB4 Mag onda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: A9 CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 4-01-03 4005 MARONDA WAY TC Live 16.0 psf DurFac - Lbr: 1.25 SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing. portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 407) 321-0064 Fax (407) 321-3913 which is a part of the building design and which must be considered by the building designer. Bracing shoam is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C. Spacing: 24.0n TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building. designer. Additional bracing the be - BC Dead 10.0 psf Design Criteria: TPI LICENSE #0050068 of overall structure may required. (See HIB -91 of TPp. rr-ss Plate Institute, TPI, is located at 583 D'Onofro Drive. Madison. Wisconsin 53719). Code Desc: FLA 1005 VANNESSA DR.OVIEDO.Fl-32766 TOTAL 33.0 psf V:09.05.02- 20508-- 9 Design: Matrix Analysis JOB PATH: C:ITEE-L0KU0BSIWIN64V HCS: 03.20.02 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 ercises no control with regard to fabrlca- lion, handling, shipment and installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS -97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the budding designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceNng. they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or dlslorled grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are 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 lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling Installing & Bracmir', HIB -91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Itlon and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. JB: WINCHESTER B 4 TOP CHORDS: 2x4 SP BOT CHORDS: 2x6 SP WEBS: 2x4 SP 2x4 SP AC: 10# UPLIFT D. L. 2 2 3 2 3,5,7,9 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1005# Support 2 946# MAX LIVE LOAD DEFLECTION: L/999 L=-0.25" D=-0.27" T=-0.5211 MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.13" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.06" RMB = 1.15 T 5-3-2 0-4-3 WO: WINB4 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assurmd to be, continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125niph, H= 23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 44.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC.:.FORCE... CSI 1- 2 -2838 0.46 2- 3 -2630 0.43 3.- 4 -3228 '0.55 4- 5 -3558 0.58 5- 6 -3558 0.58 6- 7 -3228 0.55 7- 8 -2630 0.45 8- 9 -2838 0.47 BC ... FORCE ... CSI 16-15 2506 0.46 15-14 2305 0.40 14-13 3258 0.51 13-12 3258 0.51 12-11 2305 0.40 11-10 2506 0.46 TI: B QTY:1 Joint Locations===============, 1) 0- 0- 0 7) 35- 0- 0 13) 22- 0- 0 2) 4-11- 4 8) 39- 0-12 14) 15- 6- 0 3) 9- 0- 0 9) 44- 0- 0 15) 9- 0- 0 4) 15- 6- 0 10) 44- 0- 0 16) 0- 0- 0 5) 22- 0- 0 11) 35- 0- 0 6) 28- 6- 0 12) 28- 6- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz .Uplift Y -Loc Type 0- 1-12 1498 74 -1005 BOT PIN 43-10- 4 1452 0 -946 BOT H -ROLL 9-0-0 26-0-0 9-0-0 1 2 4 5 6 8 9 5X8 3X4 6X8 3X4 5X8 42LO 4X6 I 8X1U 4X6 8X10 4X6 4X6. T 0-4-3 4-10-3 P9 R 44-0-0 16 15 14 13 12 11 1 1498# 3.50" 1452# 3.50" 1000 RO io 44-0-0 101 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1489 WARNING: READ ALL NOTES ON THIS SHEET. Maronda. Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. 4005 MARONDA WAY BRACING WARNING: Bracing shown on this dmwing is not erection bracing, wind bracing. portal bracing or stni lar bracingSANFORD, FL. 32771 which Is a part of the building design and which must be considered by the building designer. Bracing 407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. TOMAS PONCE P.E. Additional bracing of the overall stricture may be required. (See HIB -91 of TPI]. LICENSE #0050068 (Truss Plate Institute, TPI, Is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719) 1005 VANNESSA DR.OVIEDO.1'1_327GG Design: Matrix Analysis JOB PATH: - C:l TEE-LOKUOBSIW/NB4V Eng. Job: Dwg: Dsgnr: TLY Chk: WO: WIN64 Truss ID: B Date: 4-01-03 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: 24.011 BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09 05.02- 20509- 1 HCS: 08.20.02 ' DESIGN INFORMATION This design is for an Individual building component and has been based on information 1 provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS -97 to be incorporated li¢ as part of the beading design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. f 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 j specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTMA 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Is in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted gram. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about thejoint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated mluber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing" , HIB -91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Ition and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: WINCHESTER B 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x8 SP #1'D 2x4 SP #1 D 1,6 BOT CHORDS:2x6 SP #1 D WEBS: 2x4 SP #3 2x4 SP #2 10,12 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 1364# Support 2 1364# MAX LIVE LOAD DEFLECTION: L/999 L=-0.49" D=-0.51" T=-0.99" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.33" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.16" RMB = 1.00 WO: WINB4 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 2 -PLY Hip Master designed to carry 7' Or' open jacks (no webs) across center and Hip Jack Truss framed to BC WndLod per ASCE.7-98, C&C, V= 125mllph, H= 23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0. Bld Type= Encl L= 40.0 ft W= 44.0 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 -11813 0.60 18-17 10785 0.63 2- 3 8935 0.42 17-16 9919 0.59 3- 4 12580 0.27 16-15 8086 0.52 4- 5 12601 0.27 15-14 14188 0.81 5-.6 14332 0.30 14-13 11206 0.68 6- 7 9730 0.22 13-12 10784 0.63 7- 8 9732 0.22 12-11 5697 0.37 8- 9 6371 0.28 11-10 5648 0.32 2-PLYS REQUIRED TI:, B 1 9TY:2 Joint Locations======== --=-- 1) 0- 0- 0 7) 29- 1- 3 13) 21- 2- 6 2) 4- 3- 8 8) 37- 0- 0 14) 17- 2- 6 3) 7- 0- 0 9) 44- 0- 0 15) 13- 1- 3 4) 13- 1- 3 10) 44- 0- 0 16) 7-0- 0 5) 17- 2- 6 11) 37- 0- 0 17) 4- 3- 8 I 6) 21- 2- 6 12) 29- 1- 3 18) 0- 0- 0 TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 0- 0 -46 7- 0- 0 TC Vert L+D -100 7- 0- 0 -100 37- 0- 0 TC Vert L+D -46 37- 0- 0 -46 45- 0- 0 BC Vert L+D -20 0- 0- 0 -20 7- 0- 0 BC Vert L+D -43 7- 0- 0 -43 37- 0- 0 BC Vert L+D -20 37- 0- 0 -20 44- 0- 0 Concentrated LBS Location BC Vert L+D -429 7- 0- 0 BC Vert L+D -429 37- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y -Loc Type 0- 1-12 3095 0 -1364 BOT PIN 43-10- 4 3091 0 -1364 BOT H -ROLL 7-0-0 30-0-0 7-0-0 1 2 4 5 6 7 9 Q -6.00 10X10 10X10 3X6 0-4_3 8X10 UX6 4X10 4X10 1-0-0 3.00 I 12X12 10X10 3.00 OA.LU OA.LU T 04-3 3-10-3 T_ 038 R 4-0-0 12-10-14 4-0-0 L, 22-9-10 8 17 16 15 14 13 12 3096# 3.50" 309111 3.50" 1-0-0 1-0-0 RO-1111-11)j 44-0 0 430# J 430# 1 (R0 -11-I1) EXCEPT AS SHOWN PLATES NJ TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1457 Mdl"011da s Ste MSy WAKNINU: READ ALL NOTES ON THIS SHEET. A 1011 01 THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Eng. Jon: Dwg` Dsgnr: TLY Chk: TC Live 16.0 psf 4005 MARONDA WAY Bracing shown on this drawing Is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead 7.0 psf SANFORD, FL.. 32771 which is a part of the building design and which must be considered by the building designer. Bracing be BC Live 0.0 psf407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB -91 of TPI). BC Dead 10.0 PS f LICENSE #0050068 Truss Plate Institute, TPI, Is located at 583 D'OnoMo Drive. Madison, Wisconsin 53719). 1005 VANNESSA DR.OVIEDO.FL32766 TOTAL 33.0 psf Design: Matrix Analysis OB PATH: C:ITEE-L0KV08SIW/NB4V Truss ID: B1 Date: 4-03-03 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA i 57 EI HCS: 08.20.02 DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information. specifications and/or designs (umished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- - lion, handling, shipment and installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS -97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads; project specifications or special applied loads. Unless shown. tnhss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise. shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Is In conformance with the fabricator's plans and to - realize a continuing responsibility for such veri- fication. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted gram. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) nm parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes arc minimum sizes based on the forces shown and may need to be increased for certainhand- Ung and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling Installing & Bracing', HIB -91. Trusses are to be handled with particular care during banding and bundling. delivery and installation to avoid damage. Temporaryand 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 dommomg. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Profess lonal advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. JB: WINCHESTER B 4 . AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 2x6 SP #2 2,3 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2. 3,5,7,9 2 -PLY TRUSS! fasten w/3"X 0.120" 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 1364# Support 2 1372# MAX LIVE LOAD DEFLECTION: L/999 L=-0.36" D=-0.38" T=-0.73" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.15" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.07" RMB = 1.00 T 4-3-2 0-4-3 WO: WINB4 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 2 -PLY Hip Master designed to carry 7' 0" open jacks (no webs) across center and Hip Jack Truss framed to BC WndLod per ASCE 7-98, C&C, V= 1251rph, H= 23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 54.0 ft We: 44.0 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 -6375 0.29 16-15 5653 0.42 2- 3 -6290 0.27 15-14 5620 0.48 3-.4 9291 0.39 14-13 9438 0.75 4- 5 -10551 0.41 13-12 9438 0.75 5- 6 -10551 0.41 12-11 5620 0.48 6- 7 -9291 0.39 11-10 5653 0.42 7- 8 -6290 0.27 8- 9 -6375 0.29 TI: B2 QTY:2 Joint Locations======= -======e:, 1) 0- 0- 0 7) 37- 0- 0 13) 22- 0- 0 2) 3-11- 4 8) 40- 0-12 14) 14- 6- 0 3) 7- 0- 0 9) 44- 0- 0 15) 7- 0- 0 4) 14- 6- 0 101 44- 0- 0 16) 0- 0- 0 5) 22- 0- 0 11) 37- 0- 0 6) 29- 6-20 12) 29- 6- 0 TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 0- 0 -46 7- 0- 0 TC Vert L+D -100 7- 0- 0 -100 37- 0- 0 TC Vert L+D -46 37- 0- 0 -46 44- 0- 0 BC Vert L+D -20 0- 0-: 0 -20 7- 0- 0 BC Vert L+D -43 7- 0- 0 -43 37- 0- 0 BC Vert L+D -20 37- 0- 0 -20 44- 0- 0 Concentrated LBS Location BC Vert L+D -429 7- 0- 0 BC Vert L+D -429 37- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift -Y-Loc Type 0- 1-12 3093 0 -1364 BOT PIN 43-10- 4 3047 0 -1372 BOT H -ROLL 2-PLYS REQUIRED 7-0-0 30-0-0 7-0-0 1 2 4 5 6 8 9 F-6.00 - 0 6X12 4X6 8X10 4X6 6Y17 4A0 - 47.6 8X1U 4X6 8X10 4X6 . 4X6 T 0-4-3 3-10-3 M n 44-0-0 16 15 14 13 12 11 1 3093# 3.50" 1 30471/ 3.50" 0U ---II 44-0-0 RO 11-11) 430# 430# EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1489 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.O gED0.1`1_32766 Design: MaIrLy Andlpsis WAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the budding 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 must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB -91 of TPP. Truss. Plate Institute, TPI. Is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719). - JOB PATH: C-'ITEE-L0KU0BSIIV/N84V Eng. Job: Dwg: Dsgnr: TLY Chk: WO: W1NB-4-- Truss ID: B2 Date: 4-01-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 20511 - 1 HCS: 08.20.02 - DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of INS information as it may relate to a spe- cine project and accepts no responsibility or exercises no control with regard to fabrica- tion• handling, shipment and installation of trusses. This tnmss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS -97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords. (top or -bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.e. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such verl- Bcalion. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are mnimium sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing', HIB -91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shall be designed and installed by others. Careful hand- ling Is essential and erection bracing is always required. Normal precautionary action for trusses requires suchtemporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice sha.8 be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: WINCHESTER B TOP CHORDS: 2x4 BOT CHORDS: 2x4 WEBS: 2x4 C: 10# UPLIFTD.L. SP #2 SP #2 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 580# Support 2 340# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 275# MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" D= 0.0011 T=-0.0211 MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" RMB = 1.00 3-5 0-3-15 4 WO: WINB4 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= 23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 9.9 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC:::FORCE... CSI ..BC ... FORCE ... CSI 1- 2 635 0.54 5- 4 -782 0.42 2. 3 -55 0.42 TI: H QTY:3 Joint Locations=========_====_,. 1) 0- 0- 0 3) 9-10-13 5) 0- 0- 0 2) 5- 4- 1 4) 9-10-13 TOTAL DESIGN LOADS ------------ Uniform PLF. From PLF To TC Vert L+D 0 0- 0- 0 -88 9-10-13 BC Vert L+D 0 0- 0- 0 -38 9-10-13 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y -Loc Type 0- 2- 8 208 275 -.580 BOT PIN 9- 9- 0 423 0 -340 BOT H -ROLL 9-10-13 1 2 3 44 3-9-15 H 9-10-13 11 5 4 209# 4.95" 423# 2.50" 1-5-0 7.0 eke 9-10-13 DurFac - PIt: 1.25 R1-4-12) 0.0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.4912 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. ` LICENSE #0050068 1005 VANNESSA DR.OVIEDO.FL32766 Design: Matrix Analysis WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building. designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the buildhmg designer. Additional bracing of the overall structure may be required. (See HIB -91 of TPI). rlYuss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). JOB PATH: C:l7EE-L0KU0BSIIV11VB4V Eng. Jobs Dwg: Dsgnr: TLY Chit: W0_-'WINV84 Truss ID: H Date: 4-01-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - PIt: 1.25 BC Live 0.0 psf O.C. Spacing: 24.011 BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 20512- 1 NCS: 03.20.02 JB: WINCHESTER DESIGN INFORMATION This design is for an individual budding component and has been based on Information provided by the client. The designer disclaims any responsl6Wty for damages as a result of faulty or Incorrect Information, specifications and/or designs furnished to the truss designer by the client and the coaectness or accuracy of this Information as it may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and installation of trusses.This truss has been designed as an individual building component In accordance with ANSI/TPI 1-1995 and NDS -97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy Toads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Is In conformance with the fabricators plans and to realize a continuing responsibility for such verl- ficatlon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with na11s fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate Is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown, Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand - dog and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling Installing & Bracing", HIB -91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- ition and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the controlof persons experienced In the installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed: TOP CHORDS: 2x4 BOT CHORDS: 2x4 WEBS: 2x4 B4 SP SP SP AC: 10# UPLIFT D.L. 2 2 3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 581# Support 2 341# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 267# MAX LIVE'LOAD DEFLECTION:. L/999 L=-0:06" D= 0.0011 T=-0.06" MAX HORIZONTAL TOTAL LOAD DEFLECTION:' T= 0.0511 MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.05" RMB = 1.00 4-3-5 0-3-15 WO: WINB4 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= 125niph, H= 23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 9.9 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf_ Impact Resistant Covering and/or Glazing Reg TC ... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 1164 '0.71 6- 5 -1283 0.49 2- 3 1431 0.62 5- 4 0 0.16 TI: HI QTY:1 Joint Locations======_=======_ 1) 0- 0- 0 3) 9-10-13 5) 6- 0-13 2) 6- 0-13 4) 9-10-13 6) 0- 0- 0 TOTAL DESIGN LOADS ------------ ' Uniform PLF From PLF To TC Vert L+D 0 0- 0- 0 -88 9-10-13 BC Vert L+D 0 0- 0- 0 -38 9-10-13 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y -Loc Type 0- 2- 8 208 267 -581 BOT PIN 9- 9- 0 423 0 -341 BOT H -ROLL 9-10-13 11 1 2 3 2 2'12 0-4-15 e III 5-7-14 I 3-9-15 6 4 209# 4.95" 42311 2.50" 9-10-13 RI -4-12) 2) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.4912 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WVVINB4 Marr da SystemJ1 A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: I Truss ID: H 1 CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 4-01-03 TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARON DA WAY Bracing shown on this dmwirhg is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25SANFORD, FL. 32771 321-0064 Fax 321-3913 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. BC Live 0.0 O.C. Spacing: 24.0n407) (407) TOMAS PONCE P.E. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additlonal. bracing of the overall structure may be BC Dead psf 10.0 sf p Design Criteria: TPI LICENSE #0050068 required. (See HIB -91 of TPq. Truss Plate Institute, TPI, Is located at 583 D'Onofilo Drive, Madison, Wisconsin 53719). Code Dese: FLA 1005 VANNESSA DR.OVIEDO.Fl-32766 TOTAL 33.0 psf V:09.05.02- 20513- 1 Design: Afafrit Analysis JOB PATH: CJTEE-L0KUOBSH97NB4V HCS: 08.20.02 Design: Matrix Analysis JOB, PATH: CATEE-LOKIHOMEDIR . HCS: 08.20.02 JB: WINCHESTERB 4 AC: 10# UPLIFT D.L. WO:. WINB4 WE: TI: J 9TY:25 DESIGN INFORMATION TOP CHORDS: 2.4 SP #2 D Analysis based on Simplified Analog Model. Joint Locations= =__ 0- This design Is for an individual building BOT CHORDS: 2x4 _ SP #2 - Field Connection at Support 1 must be able 1) - 6- 7 3) 7- 0- 0 component and has been based on information- transfer 168 pounds of horizontal reaction 2) 7- - 0- 0 4) 0- 6- 7 provided by the client. The designer disclaims PROVIDE UPLIFT CONNECTION PER .SCHEDULE: WndLod per ASCE 7-98, C&C, V= 125mph, _ MAX. REACTIONS PER BEARING LOCATION----- anyresponsibility for damages as a result of faulty or incorrect Information, specifications Support 1 . 433# ppo - H= 23.0 ft, 2= 1.00, Exp.Cat. B, Kzt= 1.0 X -Loc Vert Horiz Uplift Y -Loc Type and/or designs furnished to the truss designer Support 2 355# Bld Type= Enel L= 44.0 ft W= 7.0 ft Truss 6-10-12 151 168 -355 TOP PIN by the client and the correctness or accuracy Support 3 51# in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf 0- 1-.12 .274 198 -433 BOT PIN Of this Information as it may relate to a spe- MAX LIVE. LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req 6-10-12 81 0 -51 BOT H -ROLL clic protect and accepts no responsibility or L/257 at Mid -panel # 1 exemisesnocontrolwithregardtofabrka- truss handling, shipment and installation of L=-0.33" D= 0.05" T=-0.28" TC...FORCE... CSI BC ... FORCE ... CSI trusses. This truss has been designeddlgrted aas an MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -69 0.99 4- 3 -2" 0.84 Individual building component in accordance with T- 0.00" ANSI/TPI 1.1995 and NDS -97 to be Incorporated MAX HORIZONTAL LIVE LOAD DEFLECTION: as part of the building design by a Building Designer (registered architect or professional - T= 00" -_ engineerl. When reviewed for approval by the RMB - 1.15 building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes, local climatic records for wind or snowloads, project specifications or special applied loads. Unless shown, Criss has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) are continu- 7-0-0 ously, braced by sheathing unless otherwise Ilk I specified. Where bottom chords in tension are 1 2 not fully braced laterally by a property applied rigid ceiling, they should be braced at a 6.00 maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Attach With (4) Grade 40, unless otherwise shown. 16t1 Toe -Nails FABRICATION NOTES Pilar to fabrication, the fabricator shall review this drawing to verify that this drawing is In, conformance with the fabrlcators plans and to realize a continuing responsibility for such vert- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Members shall be cut 3-10-3 for light fitting wood to wood bearing. Con- 4-3-2 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 04-3 the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown to be Incrclsed for hand- Attach with (2) and may need certain I and/or erection siresses. This truss is not 3X4 lOd Toe -Nails to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TP] 1-1995 PRECAUTIONARY NOTES CEKI CK All bracing and erection recommendations are to be followed In accordance with "Handling 7-0-0 installing & Bracing', HIB -91. Trusses are to be handled with particular care during banding 4 3 and bundling, delivery and installation to avoid . 2751/ 3.50" 151# 2.SOri damage. Temporary and permanent bracing 1-0-0 82/i 1.50n for holding trusses In a straight and plumb pos- 1. %-O-O ition and for resisting lateral forces shall be RO-11-11designedandInstalledbyothers. Careful hand- C/L: 6-10-12 ling Is essential and erection bracing Is always EXCEPT AS SHOWN PLATES ARE T120 GA TESTED- PER ANSI/TPI 1-1995 Over 3 Supports Scale = 0.4929 required. Normal precautionary action for tory brnem piingduring trussesrequiresbetweenInstallationbetween trusses to avoid toppling and dominomg. The supervision of erection of trusses shall be under the control of persons Marronda Systems WARMING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: _ DWg: INB Truss ID: J . experienced In the installation of trusses. be CONTRACTOR. Dsgiw: TLY Chk: Date: 10-09-03 Profs lonal advice shall sought if needed. Concentration of construction loads greaterBRACING WARNING: - TC Live 16.0 psf DurFae - Lbr. 1.25 bethedesignloadsshallnot applied to trusses at any time. No loads other than the 4005 MARON DA WAY Bracing shown on this drawing is not emotion bracing, wind bracing, portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 weight of the erectors shall be applied to SANFORD, FL. 32771 which Is a part of the building design and which must be considered by the building designer. Bracing BC Live 0.0 f rrO.C. Spacing: 24.0trussesuntilafterallfasteningandbracing is completed. - - 407) 321-00(vl Fax (407) 321-3913 shown is for lateral support of truss members only to reduce bucklingPPovkung length. Provisions must be made to anchor lateral bracing at ends and specifled locations determined by the building deslgtec Ps Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overall sUvcture may be required. (See HIB -91 of TPI). BC Dead 10.0sfP Truss Plate Institute. TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin Code Dese: FLALICENSE //0050068 1005 VANNESSA Da.ovIEDO.FL32766 53719) TOTAL 33.0 psf V:09.05.02-30533-15 Design: Matrix Analysis JOB, PATH: CATEE-LOKIHOMEDIR . HCS: 08.20.02 JB: WINCHESTERB 4 AC: 10# UPLIFT D.L. WO: WINB4 WE: TI: J1 QTY:7 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 WndLod per ASCE 7-98, C&C, V= 125BIph, = _ == __=====Joint Locatio_ ns============== This design is for an Individual building BOT CHORDS: 2x4 'SP #2 H= 23.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 1)0- 0- 0 3) 7- 0- 0 5) 4- 3- 8' component and has been based on Information WEBS: 2x4 SP #3 Bld Type= Enel L= 44.0 ft W= 7.0 ft Truss 2) 4- 3- 8 4) 7- 0- 0 6) 0- 0- 0 Provided by the client. The designer disclaims in INT zone, TCDL= 4.2. psf, BCDL= 6.0 psf ----MAX. REACTIONS PER BEARING LOCATION ----- any responsibility for damages as a result of PROVIDE UPLIFT. CONNECTION PER SCHEDULE: act Resistant Covering and/or Glazing Re X -Loc Vert HorizfaultyorIncorrectinformation, specifications ., g g Q Uplift Y -Loc Type and/or designs furnished to the truss designer Support 1 230# 0- 1-12 276 240 -230 BOT PIN by the client and the correctness or accuracy Support 2 273# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE 6-10-12 2300 -273 BOT H -ROLL of this Information as It may relate to a spe- MAX LIVE LOAD DEFLECTION: Support 1 240# cific project and accepts no responsibility or L/704 at JOINT # 2 exercises ring, shim entith regard tofationo L=-0.11" D=-0.11" T=-0.22" :.TC... FORCE... CSI ..BC ... FORCE -... CSI brica- tics, es. his shipment and Installation of y1AX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -165 0.51 6- 5 24 0.31trusses. This truss hes been designed as an - - Individual building component In accordance with T= 0.17" 2- 3 -105 0.44 5- 4- 0 0.27 ANSI/TPI 1-1995 and NDS -97 to be incorporated MAX HORIZONTAL LIVE LOAD DEFLECTION: as part of the building design by a Building Ta 0.09" - Designer (registered architect or professional - engineer)- When reviewed for approval by the RMB = 1.15 - building designer, the design loadings shown - must be checked to be sure that the data shown arc In agreement with the local building codes, - local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for - storage or occupancy loads. The design assumes compression chords Itop or bottom) are continu- ously braced by sheathing unless otherwise - specified. Where bottom chords In tension are 1 2 - 3 not fully braced laterally by a properly applied . rigid ceWng, they should be braced at a - — maximum spacing of W -W o.c. Connector 6.00- - plates shall be manufactured from 20 gauge hot Attach with (4) dipped galvanized steel meeting ASTM A 653: 2X4 lOd Toe -NailsGmde40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing 1s in conformance with the fabricator's plans and to 2X4 - realize a continuing responslbIDty for such vert- .. fixation. Any discrepancies are to be put In 2-10-3 - writing before cutting or fabrication. - Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut - for tight fitting wood to wood bearing. Con- 4-3-2 - nector plates shall be located on both faces of the truss with nalls fully Imbedded and shah be sym. about the joint unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A 6x8 plate is 6" - - - Attach with- (2) - - - wide x 8" long. Slots (holes) run parallel to 04_3 . 5X6 2X4 10d Toe -Nails the plate length specified. Double cuts on web I members shall meet at the centroid of the webs _ unless otherwise shown. Connector plate sizes 1-0-0 are minimum sizes based on the forces shown and may need to be Increased for certain hand- j T - ling and/or erection stresses. This truss is not - - T 3X4 1-0-0 to be fabricated with fire retardant treated - - lumber unless otherwise shown. For additional - Information on (duality Control refer to - - ANSI/TPI 1-1995 - PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling Installing & Bracing", HIB -91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shah be designed and Installed by others. Careful hand - Ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominomg. The supervision of erection of trusses shah be under the control of persons experienced in the installation of trusses. Professional advice shall be sought If needed. Concentration of mnsiructlon loads greater than the design loads 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. 3.00 0-3 4-0-0 2-8-8 6 114 277# 3.50" 231# 2.50" 1-0-0 7-0-0 RO-11-11 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.4929 Imaronda Systems WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Eng. Job: Dwg: Dsgnr: TLY Chk: WO: WINB4 Truss ID: J1 Date: 10-09-03 TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARONDA WAY Bracing shown on this drawing Is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 SANFORD, FL. 32771 which is a part of the budding design and which must be considered by the building designer. Bracing b for lateral of truss members only to buckling length. Provisions be BC Live 0.0 psf actsO.C. S 24.0" Spacing: 407) 321-0064 Fax (407) 321-3913 shown support reduce must made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overall structure. may be required. (See HIB -91 of TPI). 100 PS f tCode Desc: FLALICENSE- #0050068 Truss Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). 1005 VANNESSA DR.OVIEDO.FI.32766 TOTAL 33.0 psi V:09.05.02- 30534- 1 Design: Matrix Aimlysis OB PATH: C.ITEE-LOKIHOMEDIR HCS: 08.20.01 JB:-WINCHESTERB 4 AC: 10# UPLIFT D.L. WO: WINB4 WE: TI: J1A QTY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 WndLod per ASCE 7-98, C&C, V= 125>nph, ___=- _=====Joint Locations=====_=___====_ This designis for an individual building BOT CHORDS: 2x4 SP #2 H=23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 - 1) 0 0- 0 3)- 7- 0- 0 5) 2- 5- 0' component and has been based on information WEBS:_ 2x4 SP' #3 Bld Type= Eacl L= 44.0 ft W= 7.0 ft Truss 2) 2- 5- 0 4) 7- 0- 0 6) 0- 0- 0 provided by the client. The designer disclaims in INT zone, TCDL= 4.2sf, BCDL= 6.0 any responslbitty for damages as a result of p psf ----MAX. REACTIONS PER BEARING LOCATION----- faulty orincorrect information, specifications PROVIDE UPLIFT CONNECTION PER SCHEDULE: Impact Resistant Covering and/or Glazing Req X -Loc Vert Horiz Uplift Y -Loc Type and/or designs furnished to the truss designer Support 1 231# 0- 1-12 277 236 -231 BOT PIN by the client and the correctness or accuracy. Support 2 272# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE 6-10-12 231 0 -272 BOT H -ROLL of this Information as it may relate to a spe- MAX LIVE LOAD DEFLECTION: Support 1 236# cite protect and accepts no responsibility or L/707 at JOINT # 2 exercises ) mons rol with regard ipmentandofabrIca- o L=-0.11" D=-0.11" T--0.22" ..TC ... FORCE ... CSI BC ... FORCE ...CSItion, handling, shipment and designed Installation a MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -221 0.40 6- 5 55 0.35misses. This truss has been designed as an Individual building component in accordance with T- 0.18" 2- 3 -122 0..55 5- 4 0 0.33 - ANSI/TPI I-1995 and NDS -97 to be indorporated MAX HORIZONTAL LIVE LOAD DEFLECTION: as part of the building design by a Building T= 0.09" - Designer (registered architect or professional _ engineer). When reviewed for approval by -the RMB a 1..15 - - building designer, the design loadings shown must be checked to be sure that the data shown - - - are in agreement with the local building codes, local climatic records for wind or snow loads, _ Project specifications or special applied loads. Unless shown, truss has riot been designed for storage or occupancy loads. The design assumes - compression chords (top or bottom] are continu-7-Q-Q L ously braced by sheathing unless otherwise— — specified. Where bottom chords In tension are - 1 2 - 3 not fully braced laterally by a properly appliedrigid - J - max cedinmum s they should 0" braced at a - 6.00 - Attach Wi[h (4) maximum spacing of 10b" do. c. from Connector Att Toe -Nailsplatesshallbemanufacturedfrom20gaugeho[ _ dipped galvanized steel meeting ASTM A 653. 2X4 10d_ - Grade 40, unless otherwise shown) FABRICATION NOTES Prior to fabrication, the fabricator shall review - - this drawing to verify that this drawing Is in - - conformance with the fabricators plans and to - realize a continuing responsibility for such verl- - - BmUon. Any discrepancies are to be put In writing before cutting or fabrication. -3-3-13Platesshallnotbeinstalledoverknotholes, knots or distorted grain. Members shall be cut 2X4 for tight fitting wood to wood bearing. Con- - 4-3-2 - nector plates shall be located on both faces of the truss with nabs fully Imbedded and shall be - sym. about the joint unless otherwise shown. A - - 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6" - - wide x 8" long. Slots (holes) run parallel to 04-3 the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes A -5X6 2X4 Attach with (2) are minimum sizes based on the forces shown 10d Toe -Nails and may need to be increased for certain hand- - ling and/or erection stresses. This truss Is not 3X4 0-6-6 - - to be fabricated with fire retardant treated - lumber unless otherwise shown. For additional - information on Quality Control refer to ANSI/TPI 1-1995 3.00 I PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling Installing & Bracing", HIB -91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing . for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling h essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. 0-3 ( III Plate Height 2-1-84-7-0 = 0-6-6 6 4 277# 3.50" 231# 2.50" 1-0-0 0, 1. 3 7-0-0 RO-11-11 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Maronda Systems 4005 MARONDA WAY SAN'FORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.OVIEDO,FL32766 Design: Matrix Analysis WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing h not erection bracing, wind bracing, portal bracing or similar bracing which Is a part of the building design and which must be considered by the building designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB -91 of TPI). frruss Plate Institute, TPI, Is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). - OB PATH: CATE6-LOKIHOMEOIR Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 . psf BC Dead 10.0 psf TOTAL 33.0 psf scale = 0.4929 Truss ID: J 1 A Date: 10-09-03 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FIA HCS: 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 responsibWty for damages as a result of faulty or incorrect information, specifications and/or designs furnished to the miss designer by the client and the correctness or accuracy of this information as It may relate to a ape- elflc project and accepts no responsibility or exercises no control with regard to fabnca- lion, handling, shipment and installation of trusses. This truss has been designed as an individual building component in accordance with ANSI/TPI 1-1995 and NDS -97 to be Incorporated as part of the building design by a Building Designer (registeredarchitect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied. loads. Unless shown, truss beenhasnot deslgned 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 rigld ceding, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabrtcator's plans and to realize a continuing responsibility for such ved- fleation. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss withnails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A 6x8 plate 1s 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sins based on the forces shown and may need to be increased for certain hand- Wg and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995. PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing", HIB -91. Trusses are to be handled with particular care during banding and bundling, delivery and installation *to avoid damage. Temporary and permanent bracing for holding muses in a straight and plumb pos- ition and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and -tion bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation betweentrusses to avoid toppling - and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. JB: WINCHESTER B 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 399# Support 2 278# Support 3 43#' MAX LIVE LOAD DEFLECTION: L/643 at Mid -panel # 1 L=-0.10" D= 0.0111 T--0.08" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 3-3-14 0-4-3 WO: WINB4 WE: TI: J2 QTY:5 Analysis based on Simplified Analog Model. __=_ = =====Joint Locations============ Field Connection at Support 1 must be able 1) 0Locations=====- 6- 7 3) 5- 1- 8 transfer 141 pounds of horizontal reaction 2) 5- 1- 8 4) 0- 6- 7 WndLod per ASCE 7-98, C&C, V= 125mph, ----MAX. REACTIONS PER BEARING LOCATION ---- H= 23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 X -Loc Vert Horiz Uplift Y -Loc Type Bld Type= Encl L= 40.0 ft W= 5.1 ft Truss 5- 0- 4 110 141 7278 TOP PIN s in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf 0- 1-12 213 184 -399 BOT PIN Impact Resistant Covering and/or Glazing Req 5- 0- 4 60 0 -43 BOT H -ROLL TC ... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -50 0.65 4- 3 -2 0.50 Il 1 5-1- 8F6.00 L 2 2-10-15 Il 3 5-1-8 I, 4 213# 3.50" 110# 2.50" 1. 1-0-0 5-1-8 61# 50" r(RO-11-11)I- C/L: -04 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports . Attach with (4) 10d Toe -Nails Attach with (2) 10d Toe -Nails scale = 0.6319 Truss ID: J2 Date: 10-09-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 08.20.02 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: Maronda 5 stems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: i CONTRACTOR. Dsgnr: TLY Chk: BRACING WARNING: TC Live 16.0 psf 4005 MARON DA WAY Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead 7.0 psf SANFORD, FL. 32771 which is a part of the building design and which must be considered by the budding designer. Bracing is for lateral truss only to buckling Imgth. BC Live 0.0407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. shown support of members reduce Provisions bemust made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. )See HTB -91 of TPI). BC Dead 10.0 psf ps f LICENSE #0050068 frruss Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). 1005 VANNESSA DROVIED0,F1.32766 TOTAL 33.0 psf Design: Matrix Analysis JOB PATH: CATEE-LOKIHOMEOIR scale = 0.6319 Truss ID: J2 Date: 10-09-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 08.20.02 DESIGN INFORMATION This design 1s 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- cine project and accepts no responsibility or exemises no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This truss has been designed as an individual building component in accordance with ANSI/TPI 1-1995 and NDS -97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the budding designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes, local climatic records for wind or snow loads, 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 arc not fully braced laterally by a properly applied rigid ceding, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such verl- nation. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Members shall be cut for light fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be 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 shad meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection. stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are - to be followed in accordance with "Handling Installing & Bracing", HIB -91. Trusses are to be handled with particular are during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Rion and for resisting laterad forces shall be designed and installed by others. Careful hand- dngis essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and demining. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses - Professional advice shad be sought if needed. Concentration of construction lads greater than the design lads shall not be applied to trusses at any time, No lads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. . JB: WINCHESTER B 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 312# Support 2 287# Support 3 45# MAX LIVE LOAD DEFLECTION: L/640 at Mid -panel # 1 L=-0.10" D= 0.01" T--0.08" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 2-10-15 0-4-3 WO: WIN64 WE: Analysis based on Simplified Analog Model. Field Connection at Support 1 natst be able transfer 145 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V= 125irph, H= 23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L=.40.0 ft W= 5.1 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC ... FORCE ... CSI -BC ... FORCE ... CSI 1- 2 -50 0.67 4- 3 -2 0.52 TI: J2A BTY:1 Joint Locations=========-=---- 1) 0-6- 7 3) 5- 1- 8 2) 5- 1- 8 4) 0- 6- 7 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y -Loc Type 5- 0- 4 110 145 -287 TOP PIN 0- 1-12 167 189 -312 BOT PIN 5- 0- 4 60 0 -45 HOT H -ROLL 5-1-8 1 2 F 6.00 3X4 2-10-15 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.OVIEDO.FL32766 Design: Matrix Analysis WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the budding designer. Bracing - shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bracing of the overall structure may be required. (See HIB -91 of TPI). Truss Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719). JOB PATH: C.ITEE-LOKIHOMEDIR Attach with (4) 10d Toe -Nails Attach with (2) 10d Toe -Nails scale = 0.7213 Eng. Job:- Dwg: Dsgnr: TLY M I I TC Live 5-1-8 psf DurFac - Lbr: 1.25 TC Dead - 4 3 DurFac - Pit: 1.25 167# 3.50" 110# 2.50" ia 5-1-8 61# Y011 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports C/L: -0-4 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.OVIEDO.FL32766 Design: Matrix Analysis WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the budding designer. Bracing - shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bracing of the overall structure may be required. (See HIB -91 of TPI). Truss Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719). JOB PATH: C.ITEE-LOKIHOMEDIR Attach with (4) 10d Toe -Nails Attach with (2) 10d Toe -Nails scale = 0.7213 Eng. Job:- Dwg: Dsgnr: TLY Chk: WO: WINB4. Truss ID: J2A Date: 10-09-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead - 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 30538- 1 HCS: 08.20.02 DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the cllent. 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- - cNc project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS -97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise - specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceWng, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responslbWty for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise. shown. A. 5x4 plate Is 5" wide x'4" long. A 6x8 plate Is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations 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 InstaIta0on to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Itlon and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling Is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling . and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing b completed. JB: WINCHESTERB 4 TOP CHORDS: 2x4 SP BOT CHORDS: 2x4 SP WEBS- 2x4 SP AC: 10# UPLIFT D.L. 2 2 3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 299# Support 2 408# MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" D= 0.00" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.05" 1 RMB = 1.15 3-3-2 0-4-3 I WO: WINB4 WE: WndLod per. -ASCE 7-98, C&C, V= 125mph, H=''23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Eacl L. 44.0 ft W= 5.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 333# TC ... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -191 0.55' 6- 5 18 0.46 2- 3 -137 0.17 5- 4 0 0.09 TI: J213 6QTY:2 Joint Locations========- 1) 0- 0- 0 3) 5- 0- 0 5) 4- 3- 8 2) 4- 3- 8 4) 5- 0- 0 6) 0- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y -Loc Type 0- 1-12 211 333 -299 BOT PIN 4-10-12 164 0 -408 BOT H -ROLL L 5-0-0 : L 1 ?3 Attach with '(3) 10d Toe -Nails 3.00j 16.0 0-3-8 TC Dead 4-0-0 0-8-8 6 114 211# 3.50" 165# 2.50" 1-0-0 psf Le 5-0-0 I r (RO-11-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Maronda Systemsi 4005 MARONDA WAY SANFORD, FL. 32771 407)321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR01AED0,FL32766 Design: Matrix Analysis WARWIIV(i: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer: Additional bracing of the overall structure may be required. (See HIB -91 of TPf). . Truss Plate Institute. TPI, is located at 583 D'Onofrlo Drive. Madison. Wisconsin 53719). JOB PATH. CATEE-LOKIHOMEDIR Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 psf Attach with (2) 10d Toe -Nails scale = 0.6440 Truss ID: J26 Date: 10-09-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Dose: FLA 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 res PonslbWty for damages as a result of faulty or incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe. cific proJect and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and installation of - trusses. This truss has been designed as an individual building component m accordance with ANSI/TPI i-1995 and NDS -97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, . local climatic records for wind or snow loads, 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 are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown: FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricators plans and to realize a -continuing responsibility for such verl- ficatlon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grail. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about lhe)oint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6' wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing', HIB -91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Ition and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling Is essential and erection bmctng Is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dommntng. The supervision of erection of trusses shall be under the control of persons experienced In the installation of trusses. Professional advice shall he sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at nanytime. No loads other thathe weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. JB: WINCHESTER B 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 288# Support 2 176# . Support 3 26# MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D= 0.00" T=-0.01" MAX HORIZONTAL TOTAL. LOAD DEFLECTION- T='0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB = 1.15 . 2-3-14 0-4-3 WO: WINB4 WE: Analysis based on,Simplified Analog Model. Field Connection at Support l must be able transfer 86 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V= 125mph,, H= 23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 3.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC ... FORCE ... CSI ..BC....FORCE... CSI 1- 2 29 0.25 4- 3 -2 0.19 TI: J3 9TY:5 Joint Locations======___=====q 1) 0- 6- 7 3) 3- 1- 8 2) 3- 1- 8 4) 0- 6- 7 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y -Loc Type 3- 0- 4 67 86 -176 TOP PIN 0- 1-12 148 111 -288 BOT PIN j 3- 0- 4 36 0 -26 BOT H -ROLL L 3-1-8 k 1 2 F 6.00 3-1-8 4 3 148# 3.50" 67# 2.50" le1-0-0 a} 3-1-8 37# 2850" RO-11-11) C/L: 3-04 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports irlaron a SysteMS WARNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 4005 MARONDA WAY SANFORD, FL. 32771 Bracing shown on this drawing Is not erection bracing, wind bracing, poral bracing or similar bracing which Is a part of the building design and which must be considered by the building designer. Bracing 407) 321-0064 Fax (407) 321-3913 shown Is for lateral support of truss members only to reduce buckling length. Provisions must be TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB -91 of TPI). LICENSE #0050068 Truss Plate Institute, TPI. is located at 583 D'Onofrio Drive, Madison, wisconstn 53719). 1005 VANNESSA D20VIEDO,FL32766 Design: Matrix Analysis JOB PATH: CATEE-LOKIHOMEDIR Attach with (3) 10d Toe -Nails Attach with (2) 10d Toe -Nails scale = 0.9039 Eng. Job:. Dwg: Dsgur: TLY Chic: WO: WINB4 Truss ID: J3 Date: 10-09-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 30540- 2 HCS: 08.20.02 JB: WINCHESTER B 4 AC: 10# UPLIFT D.L. WO: WINB4 WE:TI: J3A QTY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 Analysis based on Simplified Analog Model. Joint Locations== -___====== _ This design is for an Indlvldual building BOT CHORDS: 2x4 SP - #2 Field -Connection at Support 1 must be able 1) 0- 6- 7 3) 3- 1- 8 i - component andhas been based on information transfer 86 pounds of horizontal reaction 2) 3- 1- 8 4) 0- 6- 7 provided by the client. Tlxdesigner disclaims PROVIDE UPLIFT CONNECTION PER SCHEDULE: WndLod per ASCE 7-98, C&C, V= 125mph, MAX. REACTIONS PER BEARING LOCATION ----- ior nform ages as a resultmit ofany y or InsibilitycorrectfaultyorIncorrect Information, specifications Support 1 191# pp° H= 23.0 ft, .I= 1.00, Cat. B, Kzt- 1.0P • X -Loc Vert Horiz Uplift Y -LocP 'Pe and/or designs furnished to the truss designer Support 2 176# Bld Type= Enel L=- 40.0 ft W= 3.1 ft Truss 3- 0- 4 67 86 -176 TOP PIN by the client and the correctness or accuracy Support 3 26# in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf 0- 1712 102 111 -191 BOT PIN 9tl of this information as it may relate to a spe- MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or . Glazing Req 3- 0- 4 36 0 -26 BOT H -ROLL 1 cific project and accepts no responsibWty or t L/999 exemisesnocontrol with regard tofabrira- lion, handling, shipment and installation of L=-0.01" D= 0.00" T=-0.01" TC...FORCE...CSI ..BC...FORCE ...CSI trusses. This truss has been designed as an MAX HORIZONTAL TOTAL LOAD . DEFLECTION:. 1- 2 29. 0.25 4- 3 -2 0.19 individual building component In accordance with T= 0.00" ANSI/TPl 1-1995 and NDS -97 to be Incorporated MAX HORIZONTAL LIVE LOAD DEFLECTION: as part of the building design by a Building T- 0.00" Designer (registered architect or professional engineer). When reviewed for approval by the building designer. the design loadings shown j must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, project speclfirations or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are conUnu-_ 3_1-8 L ously braced by sheathing unless otherwise i I specified. Where bottom chords in tension are 1 2 not fully braced laterally by a properly applied rigid ceiling, they should be braced at a O d maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653,Attach 3) Grade 40, unless otherwise shown. 10d Toe- Nailswith FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's plans and to realize a continuing responsibility for such vera- fication. Any discmpancles 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- 1-10-15 1-10_15 nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6' wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shalt 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- 04-3lingand/or erection stresses. This truss is not to be fabricated with fire retardant treated Attach whit (2) lumber unless otherwise shown. For additional 3X4 10d Toe -Nails information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AR bracing and erection recommendations are to be followed in accordance with "Handling 3-1-8 Installing & Bracing", HIB -91. Trusses are to be handled with particular care during banding 4 3 and bundling, delivery and installation to avoid 102# 3.50" - 67# 2,50" damage. Temporary and permanent bracing 37# 2forholdingtrussesinastraightandplumbpos-- 3_1_8 0" ition and for resisting lateral forces shall be designed and Installed by others. Careful hand- C/L: 3_0-4 ling is essential and erection bracing Is always EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports Scale = 1.0986 required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid topplingWARNING: and dominoing. The supervision of erection of trusses shall be under the control of persons Q QMarondaSystems READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: Dwg: - WIN94 Truss ID: J3A 0 experienced in the Installation of trusses. Dsgnr: TLY Chk: Date: 10-09-03 Professional advice shall be sought needed. tiI CONTRACTOR. Concentration of construction loads greater 1 . than the design loads shall not be applied to BRACING WARNING: TC Live 16.0 psf DurFae - Lbr: 1.25 to ses at any time. No loads ower than the 4005 MARON DA WAY Brac ng shown on this drawing Is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 weight of the erectors shall be applied to trusses until after all fastening and bracing SANFORD, FL. 32771 which is a part of the building design and which must be considered by the building designer. BracingO.C, BC Live 0.0 psf S 24.OrrSpacing: i 407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be Is completed. TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing the be (See HIB TPI(. BC Dead 10.0 PSf Design Criteria: TPI of overall structure may required. -91 of Plate Institute. TPI, located 583 D'Onofrio Drive, Madison, Wisconsin rCode Desc: FLALICENSE #0050068 1005 VANNESSA DR.OVIEDO.FL32766 Truss is at 537191• TOTAL 33.0 psf V:09.05.02- 30541- 22 Design: Matrix Analysis JOB PATH: C:ITEE-LOKIHOMEDlR HCS: 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 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 fabrim- tion, handling, shipment and Installation of trusses. This truss has beendesigned 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 (registered architect or professional engineer). When reviewed for approval by the budding designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local budding codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced latemdy by a properly applied rigid ceiling. they should be braced at a maximum spacing of 10'-(" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized -steel meeting 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 fabrimtor's plans and to man e a continuing responsibility for such verl- nmtion. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shad be located on both faces of the truss with nails fully Imbedded and shad be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6" wide x 6" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shad meet at the centroid of the webs unless otherwise shown. Connector plate 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 Ad bracing and erection recommendations aro to be followed in accordance with "Handling Installing & Bracing', HIB -91. Trusses are to be handled with particular rare during banding and bundling, delivery and installation to avold 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 - ng Is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shad not be applied to trusses at any time. No loads other than the weight of the erectors shad be applied to trusses until after all fastening and bracing - Is completed. - JB: WINCHESTER B 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 284# Support 2 176# Support 3 27# MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D= 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00 RMB = 1.15 2-3-14 0-4-3 WO: WINB4 WE: Analysis based on Simplified Analog Model. Field Connection at Support 1 must be able transfer 88 pounds of horizontal reaction WndLod per ASCE 7-98, - C&C, V= 125mph, H= 23.0 ft, In 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 3.1 ft Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC ... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -30 0.25 4- 3 -17 0.19 TI: J3B QTY:2 Joint Locations=============== 1) 0- 9-13 3) 3- 1- 8 2) 3- 1- 8 4) 0- 9-13 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y -Loc Type 3- 0- 4 67 88 -176 TOP PIN 0- 1-12 148 119 -284 BOT PIN 3- 0- 4 36 0 -27 BOT H -ROLL 3-1-8 11. 121 00 1-2-7 0-8-8 3.00 I 0-3-8 2-10-0 4 3 148# 3.50" 68# 2.50" 1-0-0 3-1-8 37# 2j50" R0-11-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports C/L• 3-04 Chk: 16.0 7.0 0.0 10.0 33.0 Attach with (3) 10d Toe -Nails Attach with (2) 10d Toe -Nails scale = 0.9039 Truss ID: J3B Date: 10-09-03 psf WAKNIING: READ ALL NOTES ON THIS SHEET. Eng, Job: Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING g - psf CONTRACTOR. DS gnr: TLYIBRACINGWARNING: TC Live 4005 MARON DA WAY Bracing shown on this drawMg is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead SANFORD, FL. 32771 - which is a part of the budding design and which must be considered by the building designer. Bracing for BC Live407) 321-0064 Fax (407) 321-3913 shown Is lateral support of truss members only to reduce buckling length. Provisions must be TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bracing of the overall structure may be required. (See HIB -91 of TPI). BC Dead LICENSE #0050068 rrruss Plate Institute. TPI. Is to=ted at 583 D'Onofrio Drive, Madison. Wisconsin 53719). 1005 VANNESSA DR.OVIEDO,FL32766 TOTAL Design: Matrix Analysis JOB PATH: C.ITEE-LOKIHOMED7R Chk: 16.0 7.0 0.0 10.0 33.0 Attach with (3) 10d Toe -Nails Attach with (2) 10d Toe -Nails scale = 0.9039 Truss ID: J3B Date: 10-09-03 psf DurFac - Lbr: 1.25 psf DurFac - Pit: 1.25 psf O.C. Spacing: 24.0" psf Design Criteria: TPI Code Desc: FLA HCS: 08.20.02 42- 23 I DESIGN INFORMATION This design B 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. 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 fabrim- tlon, handling, shipment and installation of trusses. This truss has been designed as an individual building component in accordance with ANSI/7P1 I-1995 and NDS -97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the budding designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local budding codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) are continu- ously braced by sheathing unless otherwise _ specified. Where bottom chords In tension are not fully braced laterally by a property applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured fmm 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to mall a continuing responsibility for such verl- fintion. 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 ruing wood to wood bearing. Con- nectorplatesshall be located on both faces of the truss with nails fully imbedded and shall be syn. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are mf ftnum sizes based on the forces shown. and may need to be increased for certain hand- dng and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling WInstang & Bmctng", HIB -91. 'trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shall be designed and installed by others. Careful hand - Ung is essential and erection bracing is ahvays required. Normal precautionary action for trusses requires such temporary bracing during Installation betweentrusses to avoid toppling and doniummg. The supervision of erection of trusses shall he under the control of persons experienced in the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at anytime. No loads other than the weigh[ of the erectors shall be applied W trusses until after all fastening and bracing is completed. JB: WINCHESTER B 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 166# Support 2 65# Support 3 6# MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D= 0.00" T= 0.0011 MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.0011 MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB a 1.15 1-3-14T 0-4-3 WO: WINB4 WE: Analysis based on Simplified Analog Model. Field Connection at Support, 1 must be able transfer 26 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V= 125mph, H= 23.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 B1d Type= Encl L= 40.0 ft W. 1.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req TC ... FORCE ... CSI .,BC ... FORCE ... CSI 1- 2 -9 0.03 4- 3 -2 0.02 TI: J4 QTY:5 Joint Locations=====___======= 1) 0- 6- 7 3). 1- 1- 8 2) 1- 1- 8 4) 0- 6- 7 MAX. REACTIONS PER BEARING.LOCATION----- X-Loc Vert Horiz Uplift Y -Loc Type 1- 0- 4 24 26 -65 TOP PIN 0--'1-12 82 32 -166 BOT PIN 1- 0- 4 12 0 -6 BOT H -ROLL 1-1-8 L 1 2 Q Attach with (2) 10d Toe -Nails 0-10-15 Attach with (2) 10d Toe -Nails L 1-1-8 L 4 3 83# 3.50" 25# 2.50" I 1- 1-1-8 2. RO-11-11-11) C/L/L: 1-- 4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995. Over 3 Supports scale = 1.5869 WARNINUS: READ ALL NOTES ON THIS SHEET. Eng. Job: I B A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: J4IarolldaSystems CONTRACTOR. Dsgnr: TLY Chk: Date: 10-09-03 BRACING WARNING: TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARON DA WAY Bracing shown on this drawing is not erection baring, wind bracing, portal bracing or similar bracing TC Dead 7.0 psf DurFae - PIt: .1.25 SANFORD, FL. 32771 which is a part of the building design and which must be considered by the building designer. Bracing $( O.C. Spacing: 24.011407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be Live 0.0 psf p g: made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dd 100 f Design Criteria: TPIea . TOMAS PONCE P.E. Additional bracing of the overall structure may be required. (See HIB -91 of TR). lS LICENSE #0050068 (Truss Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719)- Code Desc: FLA 1005 VANNESSA DR.OVIEDO,M32766 - TOTAL 33.0 psf V:09.05.02- 30543- 2 Design: Matrix Analysis _ JOB PATH: CATEE-LOKIHOMED/R HCS: 08.20 02 DESIGN INFORMATION This design Is for an individual building component and has been based on information Provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as R 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/TPl f-1995 and NDS -97 to be incorpomted as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise . specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceWng, they should be braced at a maximum spacing of 10'-W o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies arc to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted gram. Members shall be cut - for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nabs fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes arc minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling InstaWng & 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 Irises In a straight and plumb pos- ltlon and for resisting lateral forces shall be ' designed and Installed by others. Careful hand- ling is essential and erection bracing Is always required. Norval precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. JB: WINCHESTER B 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 70# Support 2 65# Support 3 6# 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" RMS - 1.15 0-10-15 WO: WINB4 WE: Analysis based on Simplified Analog Model Field Connection at Support 1 must be able transfer 26 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V= 125mph, H= 23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 1.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC...FORCE ... CSI .BC ... FORCE...CSI 1- 2 -9 0.03 4- 3 -2 0.02 T 0-4-3 1 1 2 0 3X4 1-1-8 4 3 37# 3.50" 25# 2.50" 1-1-8 13# 2.50' C/L: 1-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.OVIEDO,FL32766 Design: Matrix Analysis WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which Is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bmcing of the overall structure may be required. (See HIB -91 of TPU. Truss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). OB PATH: CATEE-LOKIHOMEDIR 0-10-15 1Na2)0d ToToe-Nails Attach with (2) 10d Toe -Nails TI: J4A 9TY:1 Joint Locations============___ 1) 0- 6- 7 3) 1- 1- 8 2) 1- 1- 8 4) 0- 6- 7 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y -Loc Type 1- 0- 4 24 26 -65 TOP PIN 0- 1-12 36 32 -70 BOT PIN ; 1- 0- 4 12 0 -6 BOT H -ROLL 0-10-15 1Na2)0d ToToe-Nails Attach with (2) 10d Toe -Nails scale = 2.3040 Eng. Job: 4 Dwg: Truss ID: J4A Dsgnr: TLY Chk: Date: 10-09-03 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- 30544- 2 HCS: 08.20.02 Design: Manic Analysis JOB PATH: CATEE-LOKIHOMEDIR HCS: 08.20.02 JB: WINCHESTER B 4 AC: 10# UPLIFT D.L. WO: WINB4 WE: TI: J46 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 Field Connection at Support 1 must. be able 1) 0-=9- 5 3) 1- 1- 8 _ component and has been based on Information transfer 28 pounds of horizontal reaction 2) 1- 1- 8 4) 0- 9- 5 provided bythecll-t. Th. designer disclaims PROVIDE UPLIFT CONNECTION PER SCHEDULE: WndLod per ASCE 7-98, C&C, V= 125mph, MAX. REACTIONS PER BEARING LOCATION ----- any ares alt Support 1 163# H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 X -Loc Vert Horiz Uplift Y -Loc Type ultyoronslblhtyforinages formation, tiofsfrIncorrect nshedtonetrusicesignonsfain/ or designsand/or designs furnished to the truss designer Support 2 65# Bld Type= Encl L= 40.0 ft W= 1.1 ft Truss 1- 0- 4 24 28 -65 TOP PIN by the client and the correctness or a" cy Support 3 6# in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf 0- 1-12 88 37 -163 BOT PIN of this infornauon as it may relate to a spe- MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req 1- 0- 4 12 0 -6 BOT H -ROLL cific project and accepts no responsibility or L/999 exercises no control with regard to fabrics- L= O0O^ D= O rO0" T= 0.00" TC ... FORCE' .. CSI ..BC ... FORCE CSItion, handling, shipment and Installation of trusses. This truss has been designed as an MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -9 0.03 4- 3 -6 0.02 individual building component In accordance with T= 0.00^ ANSI/'IPI 1-1995 and NDS -97 to be incorporated MAX HORIZONTAL LIVE LOAD DEFLECTION: as part of the building design by a Building T= - 0.00" Designer (registered architect or professional englneed. When reviewed for approval by the RMB = 1.15. building designer, the design loadings shown must be checked to be sure that the data shown arc 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 (lop or bottom) are continu- 1-1-8 ously braced by sheathing unless otherwise specified. Where bottom chords in tendon are 1 - 2 not fully braced laterally bya properly applied rigid ceiling, they should be braced at a maxhnum spacing of 19-9' o.c. Connector plates shall be manufactured from 20 gaugehot 653, AttachdippedgalvanizedsteelmeetingASTMA Grade 40, unless otherwise shown. ltd TONails2) 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 0-8-9 realize a continuing responsibility for such vert- UcaUon..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- 14-11 nector plates shall be located on both faces of 04-5 0thetrusswithnailsfullyImbeddedandshallbe sym. about the joint unless otherwise shown. A 0-2-8 5x4 Is 5" wide x 4" long. A 6x8 1s 6" I _ Attach With (2) - plate plate wide x 8" long. Slots (holes) run parallel to 3X4 ltd Toe -Nails - the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise.shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or emcUon stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995. 3.00 J PRECAUTIONARY NOTES 0-3-8 All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing", HTB -9 L Trusses are to be handled with particular care during banding 4 and bundling, delivery and installation to avoid n91{ 3.SO 2$?i 2.SCltlrtdamage. Temporary and permanent bracing and plumb pos- for balding trusses In a feral forcesItlonandforresistinglateralfnreesshall be(RI 1-1-9 13 2•.s BJ( O- r -i-7) designed and Installed by others. Careful hand- C/L' 1- -4 ling Is essential and erection bracing Is always EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = - 1.5123 required. Normal precautionary action for trussInstallation bet eensuctrumpoto ..Id int] during installation between trusses to avoid toppling and dominol be 'hesupervisioner .. of trusses shall be he control po / yy aronda System Rjy ING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: DWg' WIN64 Truss ID: J4B trussesexperiencedintheInstallationoftrusses. a Inst 6 OiY ri I CONTRACTOR. - Dsgnr: TLY Ct><tt: - Date: 10-09-03 Professional advice shall be sought if needed. Concentration of construction loads greater be BRACING WARNING: TC Live 16.0 psf DurFae - Lbr: 1.25 than the design loads shall not applied to trusses at any time. No loads other than the 4005 MARONDA WAY Bracing shown on this drawing Is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 . weight of the erectors shall be applied to I-- all fastening and bracing SANFORD, FL. 32771 which is a part of the building design and which must be considered by the building designer. Bracing Is for lateral support truss buckling length. Provisions BC Live O.O psf O.C.S pacing: 24.0" pdegunit] after 407) 321-0064 Fax (407) 321-3913 shown of members only to reduce must be is completed. TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of me be HIB TPI). BC Dead 1tt fps Design Criteria: TPI overall structure may required. (See -91 of Plate Institute, TPI. is located Wisconsin 53719). Code Desc: FLALICENSE #0050068- 1005 varmEssA DRovleOo.FI32766 ri7uss at 583 D'Onofrio Drive, Madison, 1 TOTAL 33.0 psf V:09.05.02- 30545- 26 Design: Manic Analysis JOB PATH: CATEE-LOKIHOMEDIR HCS: 08.20.02 DESIGN INFORMATION This design Is for an Individual building component and has been based on Information provided by the dent. The designer cit-latms any responsibility for damages as a result of faulty or Incorrect Information, specifications and/or designs furnished Lo 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 xereises no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS -97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown arc in agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for light lilting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be syr. about the joint unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with -fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling Installing & Bracing, HIB -91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- 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 toppl'uIg and dominoing. The supervision of erectlon of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought U needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. JB: WINCHESTER B 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 - SP #2 GABLE STUD: 2x4SP #3 MULTIPLE LOADS - This design is the composite result of multiple loads. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 2 3# TC ... FORCE...CSI ..BC...FORCE... CSI 2-10-2 0-4-3 7- WO: WINB4 WE: 2X4 TRANSVERSE BRACING nailed flat to edge of web with 12d nails at 811 o.c. TRANSVERSE BRACING to extend for center 80% of length. Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, H= 23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Part L= 46.0 ft W= 8.3 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf TI: P QTY:1 Joint Locations==============_ 1) -0- 0- 0 5) 8- 4- 0 9) 2- 2- 0 2) 2- 2- 0 6) 8- 4- 0 10) 0- 0- 0 3) 4- 2- 0 7) 6- 2- 0 4) 6- 2- 0 8) 4- 2- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y -Loc Type 0- 1-12 0 0 0 BOT PIN 8- 2-12 0 0 -3 BOT H -ROLL 4-2-0 4-2-0Ilk 1 2 4 5 6 - 0 4X6 0# 3.50" 1-0-0 t RO-11-11) le 8-4-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 1ijarond I a Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNFSSA DR.OVIEDO.FL32766 Design: Molar Analysis WAKNINIU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or sim lar bracing which is apart of the building design and which must be considered by the building designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. _ Additional bracing of the overall structure may be required. (See HIS -91 of TPI). . Truss Plate Institute, TPI, is located at 583 D'Onofrlo Drive. Madison. Wisconsin 53719). JOB PATH: CATEE-L0KU0BSIIVINB4V 2-5-3 0-4-3 6 ON 2.50" 1-0-0 RO-11-11) Studs a 2-0-0 o.c. scale = 6.6484 Eng. Job: Dwg: Dsgnr: TLY Clic: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 psf Truss ID: P Date: 4-01-03 uufruu - QUI. I.La DurFac - PIt: 1.25 O.C. Spacing: 24.011 Design Criteria: TPI Code— c: FLA HCS: 08.20.02 uesign: Marra Analysis JOB PATH: C.ITEE-LOKIHOMEDIR HCS: 08.20.02 JB: WINCHESTER B 4 AC: 10# UPLIFT D.L. WO: WINB4 WE: TI: VT10 QTY:1DESIGNINFORMATION- This design is for an Individual building TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WndLod per ASCE 7-98, C&C, V= 1251rph, suint Locations==========__ = component and has been based on information WEBS: 2x4 SP #3 H= 23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 1) 0- 0- 0 3) 4- 0- 0 5) 2- 077=0= 0_ provided theiclient.Thedesipy Bld e= Encl- L= 44.0 f t W= T'P 4.0 ft Truss 2) 2- 0- 0 4) 4- 0- 0 6) 0- 0-. 0 anyresponsfbilltyfor r mages as a result ofas faulty or Incorrect information, specifications PROVIDE UPLIFT CONNECTION PER in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf SCHEDULE: Impact Resistant Covering and/or Glazing Req MAX. REACTIONS PER BEARING LOCATION----- X Vert Horiz and/or designs furnished to the truss designer Support 1 71# Loc 0- 0-12 - 41 Uplift Y -Loc Type by the client and the correctness or accuracy of this information as it may relate to a spe- Support 2 210# TC ... FORCE ... CSI ..BC...FORCE... CSI 2- 0- 0 131 0 -71 BOT PIN 0 -210 BOT H -ROLL prosectand accepts neresponsibility Support 3 71# MAX LIVE LOAD DEFLECTION: 1- 2 35 0.02 6- 5 84 0.04 2- 3 3-11- 4 41 0 -71 BOT H -ROLL execifi exercises control regard fabrics- ric - L/999 35 0.02 5- 4 84 0.04 lition, handling, shipment and installation ofshipmentt trusses. This truss has been designed as an L= 0..00" D= 0.00" T= 0.00" Individual building component in accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: ANSI/TPI 1-1995 and NDS -97 to be incorporated T= 0.00" as part of the tiuildingered a design or a Budding Designer (registered or professional MAX HORIZONTAL LIVE LOAD DEFLECTION: engineer). When reviewed for approval by thesewedfor T= 0.00" building designer, the design loadings shown must be checked to be sure that the data shown RMB = 1 • I5 are in agreement with the local building codes, local climatic records for wind or snow loads, pmsect specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a - Maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, 1 Grade 40, unless otherwise shown. 3 0 FABRICATION NOTES 6.00 Prior to fabrfation, the fabricator shall review 4X6 this drawing to verify that this drawing is in conformance with the fabrfcatoes plans and to realize a continuing responsibility for such ver[- ftcatlon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be tnsta0ed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be 1-0-0sym. 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 1-0-0 the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are mimmuin sizes based on the forces shown andmay 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 V\j 3X4 2X4 3X4 F71 information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling l4-(1-0Installing & Bracing', HIB -91. Trusses are to 6 5behandledwithparticularareduringbanding and bundling, delivery and installation to avoid mcarnage. Temporary and permanent bracing 4211 1.50" 131/ 1.50" 4 42# 1.50" - for holding trusses in a straight and plumb pos- Ition and for resisting lateral forces shall beio 4-0-0 designed and Installed by others. Careful hand- CSL: 2_0_0lingisessentialanderectionbracingIsalways required. Normal precautionary ac for EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 1.675action trussesion bets entruch saes tory bracing during lrrossestreq between trusses temporary avoid toppling W/.1\N NG: Eng. and dominotng. The supervision of erection of trusses shall be under the control of persons egpertenced in the installation of trusses. MaC011(id S)i'StEit11S READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING dub: D"' g: WI TT .7tTrussID: 'Y,'1,1 U Professional advice shall be sought If needed. CONTRACTOR. Dsgnr' TLY Chk: Date: 4-01-03 Concentration of construction loads greater wthan the design loads shall not be applied to trusses time. No loads BRACING WARNING: 4005 MARON DA WAY TC Live 16.0 psf DurFae - Lbr: 1.25 at any other than the weight of the erectors shall be applied to SANFORD, FL. 32771 Bracing shown on this drawing Is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead 7.0 psf DurFae - PIT: 1.25 trusses, until atter all fastening and bracing 407) 321-0064 Fax (407) 321-3913 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 must be BC Live 0.0 psf O.C. Spacing: 24.Ottpgvcompleted. TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the be HIB BC Dead 2.0 f Design Criteria: TPI LICENSE #0050068 overall structure may required. (See -91 of TPI) Truss Plate Institute, TP), is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). ps Code Dese: FLA 1005 VANNESSA DR.OVIEDO.FL32766 TOTAL 25.0 psf V:09.05.02- 31204- 60 uesign: Marra Analysis JOB PATH: C.ITEE-LOKIHOMEDIR HCS: 08.20.02 I DESIGN INFORMATION This design is for an Individual building - component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of i 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- elfle project and accepts no responsibility or exemises no control with regard to fabric' - 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 1 Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic nrecordsforwindorsow loads. Project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assurnes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Is in conformance with the fabricators plans and to realize a. continuing responsibility for such ven- flcatlon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym.. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate Is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise `shown. Connector plate sizes are minLnum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to - ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing", HIB -91. Trusses are to be handled with particular care during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Itlon and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing Is always required. Nor mal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominotng. The supervision of erection of tnisses shall be under the control of persoas experienced In the installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to I- at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: WINCHESTER B 4 TOP CHORDS: 2x4 SP BOT CHORDS: 2x4 SP WEBS: 2x4 SP AC: 10# UPLIFT D.L. 2 2 3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 71# Support 2 159# Support 3 256# Support 4 161#. Support 5 74# 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 2-0-0 WO: WINB4 WE: WndLod per ASCE 7-98, C&C, V= 125rrph, H= 23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 44.0 ft W= 8.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 1.2 psf Impact Resistant Covering -and/or Glazing Req TC...FORCE...CSI ..BC ... FORCE ... CSI 1- 2 66 0.10 6- 5 126 0.15 2- 3 66 0.10 5- 4 126 0.15 TI:-VTII QTY:1 Joint Locations===========_ =,x:_ 1) 0- 0- 0 3) 8- 0- 0 5) 4- 0- 0 2) 4- 0- 0 4) 8- 0- 0 6) 0- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y -Loc Type 0- 0-12 42 3 -71 BOT PIN 2- 0- 0 78 0 -159 BOT H -ROLL 4- 0- 0 159 0 -256 BOT H -ROLL 6- 0- 0 78 0 -161 BOT H -ROLL 7-11- 4 42 0 -74 BOT H -ROLL 4-0-0 4-0-0 Ilk 1 3 Q Q 4X6 L 11 3X4 2X4 3X4 16 5 42# 1.50" 78# 1.50" 159# 1.50" 8-0-0 Eng. Job: C/L: 2-0-0 C/L: 4-0-0 EXCEPT AS SHOWN PLATES ARE TL20 SGA TESTED PER ANSI/TPI 1-1995 Over 5 Supports Dwg: WARNING: READ ALL NOTES ON THIS SHEET. Truss ID: VTI 1 MarOnda S)/SteMS A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Date: 4-01-03 CONTRACTOR. 16.0 psf BRACING WARNING: 4005 MARONDA WAY Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing SANFORD, FL. 32771 which is a part of the building design and which must be considered by the building designer. Bracing 407) 321-0064 Fax (407) 321-3913 shown Is for lateral support of truss members only to reduce buckling length. ProvHsions must be BC Deadmadetoanchorlateralbracingatendsandspecifiedlocationsdeterminedbythebuildingdesigner. TOMAS PONCE P.E. Additional bracing of the overall stricture may he required. (See HfB-91 of TPI). LICENSE #0050068 1005 VANNESSA DR.0VIFDOYI-32766 rrniss Plate Institute. TPI, Is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719). Design: Marric Analysis JOB PATH: CATEE-LOKIHOMEDIR 78# 1.50" 42# 1.50" C/L: 6-0-0 l scale = 0.8375 Eng. Job: WINB4 Dwg: Truss ID: VTI 1 Dsgfv: TLY Chk: Date: 4-01-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - PIt: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 2.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 25.0 psf V:09.05.02- 31206- 6 HCS.' 08.20.02 ELQQR FRAMIN OT gi h IELVff GAGE STEEL S fNgN fLDNY CONNECTORS a MAX. NOLN/ ITIKIT GVAGE STEEL RIMTRACK (NipaJ * IPfA SEE DETNL E/wSSI IN •q EDGE dSTAMCE AND SPAC/AG ( WEB SrIFFNER r/ (J) •IO -15 r V SCREWS ik•AVD •RESPECTNEIY.THfSE DIMENSIONS IPd S -S 1.0. AARE YfASU D TO THE CENTERLINE OF THE SCR1:7. Q TYPIOAL ATTACN MT TO BEARING WALL r/ fJl•p#6 r SCREYSSEE OLTAII DIRK t I//' Sl DELJVESIGN LOM • AO:/d Y STEEL AYST AMD CDMf- //j•r //E•r AS f>a. S/ZfRIMTRACKCUTTOSIZERIMTRACKRIMTRACKRIMTRACK -CUT TODEADLOAD . l2 M SUPPORr CKAT PANE[ JIMNT, ATTAG/ w/ TOTAL LOAD • 52 •A} 6 Y' NY S r SCREW o 12oc SE£ fY7N( G2/WS-5/ - FLOOR DECK AO FLOOR DECK BO FLOOR DECK OC FLOOR DECK D rdLPrA a DEFLECTION, LL • LIJ60 - FB 50U0 wOlO FWE (M.OG(0C SEE DETAIL F/WS-SA TC • [/210Td 6d Id 6'd fd 6d 6•d LOCATION rd Td T Td Td Td Td Td Td E'd x OS RY ROOF LOADS ASSUMED TO BE BEARING ON RIM TRACK•21/p' LEG UPPERIMETERWALLSONLY. QV S S C2 OSB0FLOCK n} SNEAHYC X .KMST LOCVKWiG•TdC NVOO DECKING fxD£D AND SCREWED M T K RZ R S a N S- R R2 a `-L o. r/ •8 SCREWS 6.OL EDGES L Rr OL. FIELD C //E' A MY SUPPORT CUP LOCATION i ' e5 Sr w F OOR FRAMING• WN h y ia } LBl STU U > > LBI LBI - LBI 2 W a((C1= W alkS111 o 3y W a CD LBI hh N LBI OSB ON LBI Z -Z h A{I LBI m Sim 3q y yyya I o E ITEM DESCRIPTION MEMBER SIZING OUANRY LENGTH REMARK R2 RIM TRACK ITTD21160 .50 td J SEE PINCHED TABS a ItemDECK G/ GIRDER ITTDY5 Mg.PUACHED f G2 GIRDER ITTDY5 Npi POACHED t T2' -r GJ GIRDER re Tow5 NoW POACHED I C-YA' /RCAPTIT TSB rVaU2VW/25-SR. JJtsl G4 Z PLT GIRDER IT TONS No . PINCHED P PLY -I • It -/O%' / PLY -2 • ZT-//1• J/ +GIST ITTOY5 N9&PUACHEO IE IJ' -V%' Jp .g15r ITTD15 Mg.PUACHED I ti N LBI LADDER &KG IT TOPS A69 .UYP/NCHED BD r-AY/1• SBI SOLID BLW IT TONS; As^UNPUMCIED 5 VARIES Wl WEB STFNR I'TSB Flpo,fADOT125681 JJ ts! p 0-*%- SEE L.WOUT FOR LOCATION NESTED IT TOYS Npy UNPUNCIED 51 rd a LPTA CONNECTORS/RIY TRACK OsarRACK l2'r 8' 9 IT HIOH +PCS W I r B SREET (525 SHTSI C/ Cw. CLIP /fE•r //E•r16 Va-50 ka. J VARIES FIELD APPLIED e.H •E VP IK'Aro WAIL ri Ea1 a GAL" FVRWA: WAu rto+srRcrY+Au JTu05 • caW LTnIN i FAY OPEAENONYafIC. V IPJ TO mY 0. E45Ilq i0 PIM[ y 1= SEE A 'T Fpr LBl v BELOW r-/ q LB111LA ttPEJ11E AID smom _ p W Ln wl _Wl W/ Wl WI Wl WI w/ wl W/ WI- WI 4 N F / FB F SBI BI B f FB SB/ F B SBI B B truWALL LBI LBI - pal FR"E C.MJJ.WALL o ENTRY 5 Ra rxGK o oTO i / 5fU rE G3 R -CAP J sru WPE LBl j •A• O 4 Nz J LB N N O QO RIM m P e LBI 1 41U LBl jlp Ay N w > LB/ PONTPICK DYPI E 8 4 LBI N tp LBl TYPE TYPE N L IA, u' W ILEILW STU STU hh Q' C= It -A% G-51 18'+8• C7 9 a R2 R R2 a R2 R2 . a Q RRIIM TRACK O aR OPEN Cd td V -0,OrLPTA Cd L AT rd LPTA TNY C -5Y • T-8' LOCATIONS LT. IP'd-I Td I 8'd I 8'd 22 pi STLI OSB t•// R/YTRaTOSIZE IPd CN TORSI. Bd r -N SIZE d • OSB SHEET: FDO L • qd 7I L RIM TRKN -CUT TO SIZE RIM TRACK J9 -U' RIM TRACK RIM TRACK •CUT TO 51 SHEETS -Ir8 SHEATHING Od SECOND FLOOR SHEATHING LAYOUT S T E E L O 1 S T D E S I G N Floor Joist Span Tables (0" Minimum Knockout Offset) C, U. I D E Joist Member 10 sf Dead Load and 40 sf Live Load TL Deflection = L/240, LL Deflection = Ll360 TL Deflection = Ll240, LL Deflection = LI480 Single Span Single Span Spacing (in) o.c. Spacing (in) o.c. 12 16 19.2 24 12 16 19.2 24 7.25"TDJ18 16' 2" 14' 7" 13' 4" 11' 11" 14' 8" 13' 4" 12' 7" 11' 8" 7.25"TDJ16 17' 4" 15' 9" 14' 10" 13' 9" 15' 9" 14' 4" 13' 6" 12' 6" 7.25"TDJ14 18' 8" 16' 11" 15' 11" 14' 9" 16' 11" 15' 5" 14' 6" 13' 5" 8 TDJ:18: 16' 11" 15 4" 1':4 0 12' 6" 15'111" 14' 5" 13' 7" 12' 6" 8'TDJ1"6% 18' 10.:' 1.7. 4l 16 1 14' :.1'1" 17 1" 15' 6" 14' 7" 13' T 8'TDJ14- ., 20 2" . r 1;8' :4" 17. 3.1 16' 0" : 18' 4." 16' 8" 1'5' 8.. 1.4. 7.. 9.25"TDJ18 19' 3" 16' 8" 15' 2" 13' 3" 17' 11" 16' 3" 15' 2" 13' 3" 9.25"TDJ16 21' 2" 19' 3" 18' 1" 16' 10" 19' 3" 17' 6'" 16' 5" 15' 3" 9.25"TDJ14 22' 9" 20' 8" 19' 5" 18' 0" 20' 8" 18' 9" 17' 8" 16' 5" 1`1:25"T.DJ:16 24" 11" .< 22",7" t21., 3.. ,: 1V 9.. ;: 22' 7" 20, ,6.. 19. 4.. 17. 11,. 1T1s 25"TDJ44 . • `:26' 9" ,' 24' a4" .. 22' 1'0" <' 2.1'' 3'? 24' 4" 22' 1" 20' .8" . ; 19'. 3" 11.25"TWIT: 29' 10' Z7. ,,.. 25' 6. .;:. 23' 8" 2T '1" 24' 8" 23' 2" 21' 6.. 10"TDW16 23' 1" 20' 11" 19' 9.. 18' 4" 20' 11" 19' 0" 17' 11" 16' 7" 10"TDW14 24' 9" 22' 6" 21' 2" 19' 8" 22' 6" 20' 5" 19' 3" 17' 10" 10"TDW12 27' 8" 25' 2" 23' 8" 21' 11" 25' 2" 22' 10" 21' 6" 19' 11" 1.2' TDW:16 26' 9%,. 24' `0'` 2:1' -11" `> 19' :7"' 24' 4" ZZ' 1" 20' .1:0". ; 1;9` 4" 2"TDUW44` 28' 1D' ...: 26 2_'.'. 24' 7,' 22' 1'0" , 26. 2" 23 :9" 22' 4" 20' 9'' 12"TDW12 32' 2' 29 3'.';: 2T 6"' 25. 6" 29' 3'• . 26' .7' ': 25. 0,• 23. 2" 14"TDW14 32' 9" 29' 6" 26' 11" 24' 1" 29' 9" 27' 0" 25' 5" 23' 7" 14"TDW12 36' 7" 33' 3" 31' 4" 29' 1" 33' 3" 30' 3" 28' 5" 26' S" Please refer to span table notes on page 2.1 Floor Joist Span Tables (0" Minimum Knockout Offset) Joist Member 12 psf Dead Load and 40 psf Live Load TL Deflection = LI240, LL Deflection = Ll360 TL Deflection = L1240, LL Deflection = L/480 Single Span Single Span S acing (in) o.c. S acin in o.c. 12 16 19.2 24 12 16 19.2 24 7.25"TDJ18 16' 2" 14' 4" 13' 1" 11' 8" 14' 8" 13' 4" 12' 7" 11' 8" 7.25"TDJ16 17' 4" 15' 9" 14' 10" 13' 9" 15' 9" 14' 4" 13' 6'' 12' 6" 7.25"TDJ14 18' 8" . 16' 11" 15' 11" 14' 9" 16' 11" 15' S" 14' 6" 13' 5" 8"TDJ18, 17, 4.. 15, 0•': 13, 8.. 12' `i3''' .. 1.5':.1.1"• 14' .;5" 1:3' 7 12. ,3.. y6..1 , ; 14 1.1" 17. 1., 15.:6..: 14' 7.. 1,3. 7... 8"TD'J14.: 20':2: 18..4..: 17..3.. 16. 0" , 18'. 4" 1.6' :8" 15. 8.. 14. 7.. 9.25"TDJ18 18' 10" 16' 4" 14' 11" 12' 9" 17' 11" 16' 3" 14' 11" 12' 9" 9.25"TDJ16 21' 2" 19' 3" 18,:l" 16' 10" 19' 3" 17' 6" 16' 5" 15' 3" 9.25"TDJ14 22'`9" 20' 8". 19' 5" 18' 0" 20' 8" 18' 9" 1T 8" 16' 5" T.25 TWI 22 .7';: 21": 3', 19 9''._ 22'':7' . , .I: 20' 6"-, 19' 1:1:25"T.DJ:1'4 C26':; 9' .: 24' 4" 22': 1'0" 2V..1" -, 24' 4" 22'A" s. 20, 9' 1911" 11::26,TDJ1s2 29": 10 - 27.1" 25': 6' 23' 8" ;; 2T<'1. 24' B" .: 23' 2, 21' ,'6 10"TDW16 23' 1" 20' 11" 19' 9" 18' 4" 20' 11" 19' 0" 17' 11" 16' 7" 10"TDW14 24' 9" 22' 6" 21' 2" 19' 8"' 22' 6" 20' 5" 19' 3" 17' 10" 10"TDW12 27' 8" 25' 2" 23' 8" 21' 11" 25' 2" 22' 10" 21' 6" 19' 11" 177DIN16: 26' 9' 23' 6" 21:.6" 19' '3" :..;: 24. _4.. 22 1".: 20' 10" . 19-1.3" 17TDW14` 28'' 10•' 26 2• 24' 7", 22" 7.0" 26'.'T . ', i.23' '.9" ' 22'. ,q 20' .9" il 12"TDW12 32," 2.' . •' 1-29' 3"'a 2T : 6' 25' 6" .: 29' 3" . 26' :7" 25' 0 23 2'• 14"TDW14 32' 9" 28' 11" 26' 5" 23' 8" 29' 9" 27' 0" 25' 5" 23' 7" 14"TDW12 36' 7" 33' 3" 31' 4" 28' 10" 33' 3" 30' W 28' 5" 26' 5" 0 Please refer to span table notes on page 2.1 , MAR 0 9 2004 T H E S T R E N G T H T O S U P P O R T Y O U 2.2 tl Structural Properties of TradeReady® Rim Track i M SECTION DIMENSION FULLY EFFECTIVE GROSS SECTION PROPERTIES NET SECTION PROPERTIES CAPACITY C HOLE Ip--- A, in. C In_ Area, In' wal 9m InIB Ix, in' 1 in' Y• Sx , K? Sy, hr' X, in Xo, in J. In' Cw- In° Ro, in 0 Area'. In= W. in' Mpos, in -lbs. Mne Irt4bs. 9 va, itis TO 725 x 18 7.34 0.0451 DA93 1.612 3.550 0:196 0.868 0.092 0.350 0.738 0.00033d 0.822 3.509 1.060 0.312 3260 8829 9040 591 TO 7.25 X 16 7.36 0.0566 0.617 2019. 4A48 0.244 1.085 0.115 0.349 0.736 0.000659 1.020 3.503 1.060 0.391 4.083 17414 17861 1173 TO 7.25 x 14 7.39 0.0713 0.776 2.537 5.591 0.305 1.358 0.144 0.347 0.732 0.001314 1,265 3.506 1.060 OA90 5.131 26184 27334 2335 TO 7.25x 12 7.45 0. 10 17 1.103 3.610 7.974 OA27 1.921 0.203 0.343 0.722 0.003804 1.755 3.517 1.058 0.697 7.316 46644 51102 5875 TD 8 x 18 8.09 0.0451 0.526 1.722 4.506 0200 1.007 0.093 0.328 0.698 0.000357 1.028 3.824 1.048 0.346 4215 1 9754 9954 597 TD 8 x 16 8.11 0.0566 0.660 2.158 5.646 0.2d9 1.258 0,116 0.326 0.695 0.000704 1,276 3.827 1.047 OA33 5.280 19241 19671 1185 TO 8 x 14 8.14 0.0713 0.829 2.712. 7.097 0.311 1.575 0.145 0.325 0.692 O.DO1405 1.058 13.831 1.047 0.541d 6.635 29049 30211 2362 TD 8 x 12 - 8.20 0.1017 1.180 3.859 10.117 OA36 2.229 0.205 0.321 0.682 0.004067 2.194 3.843 1.046 0.773 9.456 52239 56911. 6588 TD9.25x1B 9.34 0.0451 0.583 1.907 6.434 0.205 1.257 0.094 0.296 0.640 0.000395 1.429 4.376 1.033 OA02 6,141 19230 11423 584 TO 9.25 x 16 9.36 0.0566 0.730 2.389 8.060 0.256 1.571 0.118 0295 0.637 0.000780 1.772 4.980 1.033 0.504 7.692 22157 22578 1161 TO 925 x 14 9.39 0.0713 0.918 3.004 10.131 0.320 1.968 0.147 0193 0.634 0.001556' 2.113 4.717 1.028 0.633 9.666 33594 34805 2317 TO 9.25 X 12 9.45 0.1017 1.307 4.275 14.435 0.448 2.786 0.207 0290 0.625 0.004505 3.047 4.399 1.032 0.900 13.770 61000 66079 - 6737 TO lox 16 10.11 0.0566 0.773 2.528- 9.779 0.260. 1.773 0.118 0279 0.607 0.000625 2.113 4.717 1.027 OA33 8.632 24471 25145 708 TO 10x 14 10.14 0.0713 0.972 3.179 12.291 0.324 2.221 0.148 0177 0.631 1 0.001647 2.621 4.722 1.028 0,544 10.844 36997 38669 1567 TO fox 12 10.20 1 0.1017 1.383 4.525 17.510 0454 3.146 0.209 0.274 1 -0.595 1 0.004768 3.631 4.738 1.026 0.773 15A44 66707 72999 4544 L9 1 9 C= O r- N, 7 9 N TO 12x 16 12.11 0.05661 0.886 1 2.899 15.457 0.267. 2.964 0.120 0243 -0.539 0.000946 1, 3.181 15.630 1.017 0.546 14.311 29181 1 29849- 61.1 to N TO 12X 14 12.14 0.0713 1.114 3.645 19.427 0.334 2.964 0.150 0242 •0.536 0.001688 3.946 5.637 1.017 0.666 17.982 44370 46135 1617 TO 12x 12 12.20 0.1017 1.586 5.190 27,667 OA67 4.201 0.211 0.239 -0.528 0.005469 5.462 5.657 1.016 0.976 25.603 81073 88046 4698 TO 14x 14 14.14 0:0713 1 1.257 1 4.112 -128.7911 0.341 1 3.803 1 0.152 10,214 1 -0.482 1 0.002130 5.561 6.567 1.011 0.829 27.346 1 51330 1 53261 1574 to TO 14x 12 114.201 0.1017 1 1.790 1 5.856 140.9961 OA78 1 5.392 1 0.214 1 0211 1 -0.474 1 0.006171 1 7.693 16.590 1.011 1.180 38.936 94430 102214 4577 C Z Notes Ix Fully Effective Moment of Interia about X axis 1.25 1.25 V - ly Fully Effective Moment of Interia about Y axis S( Fully EOecrNe Section Modulus about axis (small flange) b gy Fully Effective Section Modulus about Y axis (flange side) z - X X0 Distance Between Centroid and Web Centerline Distance Between Centrolo and Shear Center C J St: Venant Torsional Constard CIA; Warping Constant A TAB A lx' FulFullyEffecttve Moment of Inertia at Knockout about X axis DEPTH Mpos Fury Braced Allowable Moment at Hole when Small Flange Is in Compression 3 Q Mneg Fuly Braced Allowable Moment at Hole when Large Flange Is In Compression F m Va Allowable Shear at Hole s m Fy 33 ksi for 18 ga. and 50 ksi for 16,'14, 12, and 10 ga.. t It. C 3:, 4.00 inches (joist depth upto 9.25 inches) 5 - 2.5 - Tab depth 6.00 inches Qoist depth greater than 9.25 inches) CROSS SECTION NET Sanm L9 1 9 C= O r- N, 7 9 O C Structural Properties of TradeReady® Joist: 7 1/411 to 14" Web SECTION 111.251 DIMENSION 0.0566 0.882 2.886 14.182 0.280 2.521 0.197 Area', In' bd, in' GROSS SECTION PROPERTIES Ma,,,, In-Ibs Vaa„ 765 Va„., Ibs 0.372 3.797 t0 A, in. B. In. 1, in. Area• In' yy rofft bt in' ty, IM Sx, In' Sy, In' X. in Xo• in J. in' Cw, in` Ro, in g TDJ 7.25 x 1.75 x 18 7.25 1.75 0.0451 0.526 1.721 3.901 0.206 1.076 0.157 0.414 1.155 0.000356 1 2.228 3.025 0.854 TDJ 7.25 x 1.75 x 16 7.25 1.75 0.0566 0.656 2.146 4.832 0.252 1.333 0.192 4.080 1.146 0.000701 2.725 3.011 13.855 TDJ 7.25 x 1.75 x 14 7.25 1.75 0.0713 0.817 2.673 5.967 0.305 1.646 0.232 0.400 1.136 0.001384 3.313 1994 0.856 TDJ 725 x 1.75 x 12 7.25 1.75 0.1011 1.148 3.757 8.248 0.408 2.275 0.311 0.388 1.068 0.003959 4.183 2.946 0.089 TDJ 8 x 1.75 x 1 B 8.00 1.75 0.0451. 0.559 1.829 4.946 0.212 1.236 0.158 0.389 1.102 0.000378 2.766 3230 0.884 TDJ 8 x 1.75 x 16 8.00 1.75 0.0566 0.698 2.284 6.131 0.258 1.533. 0.193 0.383 1.093 0.000746 3.386 3,217 0.884 TDJ 8 x 1.75 x 14 8.00 1.75 0.0713 0.871 2.050 7.570 0.313 1.895 0.234 0.376 1.082 0.001474 4.120 3.199 0.886 TDJ 8 x 1.75 x 12 8.00 1.75 0.1017 1.225 4.007 10.491 0.419 2.623 0.313 0.362 1.017 D.004222 5.208 3.153 0.896 TDJ 9.25 x 1.75x 18 9.25 1.75 0.0451 0.616 2,015 7.042 0.219 1.523 0.160 0.353 1.024 0.000417 3.819 3.584 0.918 TDJ 9.25 x 1.75 x 16 9.25 1 J5 0.0566 0.769 2.516 0.738 0.268 1.089 0.195 0.348 1.018 0.000622 4.679 3.570 0.919 TDJ 9.25 x 1.75 x 14 9.25 1.75 0-0713 0.960 9.141 10.815 0.325 2.336 0.236 0.341 1.005 0.001625 5.700 3.552 0.92D TDJ 9.25 x 1.75 x 12 9.25 1.75 0.1017 1.352 4.422 15.006 0.434 3245 0.316 0.328 0.943 0.004660 7.215 3.509 0.928 NET SECTION PROPERTIES 111.251 CAPACITY 0.0566 0.882 2.886 14.182 0.280 2.521 0.197 Area', In' bd, in' Ma,,„ In-Ibs Ma,,,, In-Ibs Vaa„ 765 Va„., Ibs 0.372 3.797 21474 23216 651 1087 0.461 4.689 40295 43648 1266 2177 0.570 5.784 49745 55350 1909 4383 0.787 7.954 0.001866 4,132 0.952 0.712 4.843 23587 26676 722 982 r 5.987 44013 50418 1432 1965 0.880 1 7.396 57469 63703 2206 3953 23.144 10.197 1 679 1 2774 0372 6.514 27867 27867 651 846 0.461 8.050 53095 53208 1266 1691 0.578 9.937 1 65568 78627 1909 3397 0.787 13.689 0.210 0.398 1.153 0.000898 TDJ 11.25 x 1.75 x 16 111.251 1.75 0.0566 0.882 2.886 14.182 0.280 2.521 0.197 0.303 1 •0.914 1 0.000943 1 7.263 1 4.151[a.952 0.574 13.489 63598 63598 1383 TDJ 11.25 x 1:75 x 14 11.25 1.75 00713 1.102 .3.605 17.584 0.339 3.126 0.239 0.297 0.903 0.001866 8.860 4,132 0.952 0.712 16.707 81162 89141 1363 TDJ 11.25 x 1.75 x 12 1 11.251 1.75 1 0.1017 1.555 5.087 24.487 OA51 4.350 1 0.319 1 0.285 0.880 1 0.005359 111.865 1 4.099 0.954 0.991 23.144 1 679 1 2774 1 124635 152082 1 5541 1 8130 TDW 10 x 2x 16 10.00 2.00 0.0566 1 0.840 1 2.748 11.287 0.378 2.257 0.210 0.398 1.153 0.000898 7.598 3.901 0.913 0.531 10.597 54175 54175 1456 1561 TOW 10 x 2 x 14 1 D.00 2.00 0.0713 1.049 3.432 13.991 0.460 2.798 0.292 0.391 1.142 0.001776 9.286 3.883 0.911 0.659 13.114 77238 91103 2246 3133TDW10z2xt210.00 2.00 0.1017 1.479 4.838 19.459 0.616 3.892 0.392 0.378 1.117 D.005D96 12.490 3.850 0.916 0.914 18.138 111919 133745 4446 9195 TDW 12x2 z 16 1 12.00 2.00 1 0.0566 0.953 3.118 17.677 0.394 2.948 0243 0.351 1.047 0.001019 11.487 4.478 0.945 0.545 1 15.028 57817 64322 1323 1323TDW12x2x14112.001 2.00 1 0.0713 1.192 3.898 21.943 0.179 3.657 0296 0.3d4 1.036 1 0.002017 11.031 1.160 0.946 0.677 16.608 82699 97796 2580 2653 TDW 12 x 2 x i 2 1 12.00 2.00 1 0.1017 1.682 5,503 30.595 0.642 5.099 0.397 0.332 1 1,012 1 0.005797 18 913 4.IT7 0.9481 0 940 25.762 12165d 175234 4811 7773 TDW14x2xl4 1 14.001 2.00 1 0.0713 1 1.334 1 4.365 32279 0.491 4.611 0.298 0.308 0.919 13.002256 19.911 5.Od6 0.965 0.944 31.105 87401 1 112335 2264 2264 TDW 14 x 2 x 12 1114.00 1 2.00 1 0.10171 1.885 1 6.168 145,0971 0.662 6.442 0.400 0.296 0.926 0.006198 26-877 5.013 0.966 1 321 43.772 130051 1 221389 1 5026 6626 Notes Iz Full,- Effective 6Wmer¢ of Interia aoota X axis ty Fully Effective I•.toment of Interia about Y axis Sx Fulty Effective Section MD(ILAn about X ends SY Frlty Effective Section Modulus about Y axis X Distance bebreen centroid end web cenlerfine Xo Distance Between Centroid and Shear Center 0.6875 J St. Variant Torsional ConstantA C_ A KNOCKOUT Cw Warping Constant DEPTH V Moment of Inertia at Knockout about X aids Me- Fully Braced Allrnvabla Moment at Knockout t Ma.. Fully Braced Alloirablia Moment at Full Seim Val, A.11anwable Shear at Knockout 1].6ZFJ H13Va. Allan -able Shear at Full Section - 0:62 J FV 33 ksi lot 18 go and 50 ksr for 1ti. 14, 12. & 10 9a B' KnockouVHole Depth - 435 inches Doist depth upto 6.00") LO 6 25 inches (Dist depth Beater than 8 inch, excluding 12 & 14 inch) GROSS SECTION OC= mch round opening (joist depth= 12 inch). 10 inch round operan90oiSt depth= 14 inch) NET SECTION O A f File name: DADielrich JobsNAayK;umbeean0 (FL).dpr Dare: May 12, 2003 Tone: 11:00 Page 1 of 1 Job Location: WA Joist R-FradeReady® Joist J 1 Job ID: WA Page 1 ot.1 JOIST DESIGN REPORT TradeReady® Joist A 12.00in TDW 14ga 50ksi ® 24.00" ox Dietrich Infinity v5 9b l IV A] 22-0-0 22-0- 44-0- THE JOIST HAS FAILED ONE OR MORE OF THE SET DESIGN CRITERIA FOR THE LISTED LOADS Type . Joist Length Typical Spacing Member Inventory1 Joist Weight City (Joist) iE o(Plies Bracing Knodcouls TiadeReady® Joist 43-11-8 2-0-0 master 1172 (Ib) 1 1 Top Flange CcnL and Bracing, Urk)(MM Members Additional Loads Member interactions Jots( Load Type Start Live ria UV e Start Dead End Dead $Wrl Lcc. En oclActual ('eFb) Mowable ("I at Location 1200n TOW 14ga 50ied 0 24.0(' ox Linear Pohl 3520 3520 314.0 374.0 440 000 Moment(Solid) 74506 97798 0.762 22-40 flim rack Pit MomengKncdL) 72050 82143 0.877 22-1-12 A 12.00' TD 16ga 5oksl ® 440j [ Linear PoinL 3520 -3520 -374.0 •374.0 14-40 44-0-0 Marherd Stab. 74506 94371 0.790 22 40 C1 1200' TO t6ga 50W ® 4440 PH Shear Actual (b) Allowable Ib)CSS Lora8on Web Stiffener Pdnl, 0.0 0.0 -81.0 -81.0 0-0-0 0-0-0 Shear(So" 1421 2238 0.635 22-40 i 4' TSB 14ga 331ai ®22-0-0 pitppit point, Li Shaar(KnodL) 1405 2595 0.542 21-10-4. BracingPH 0.0 0.0 -81.0 -81.0 44-40 44-0-0 ShearlMoment chial Moveable CSI Loco . 25'TDSB 18ga 33kst vd Solid Block a'0' ac. Worst Case Support Reactions ShearMomenl(Solid) 0.983 ShearMamenl(Knor.IL) 1.063 1.000 1:000 0.983 22-40 1.063 22-1-12 Openings Support Width in GravityLoad (b) UoliR Load (b) Deflection AcW (LA Allowable (LA at Local Knockou A] 3.50 2576(DL+LLI) -109(1.12) Total Load 501 240 0.479 9-1412 Size: (h =8.00' x w=8.00') 181 3.50 2841(DL+LLI+LL2) 0 Live Load 590 360 0.610 9-1412 Location: Unknawn(Il a knockout occas over a support or point C) 3.50 2576 (DL+L12) .109 (LL1) Mwdnum Total Deflection 0.52 In. 9-1412 must be repaired) Designer Notes: MmdinumLive Deflection 0.44 In. 9-1412 FieldCFC Web Groothw Actual (bl Allowable (bl 01LocaB None WC 0440 2576 2822 0.913 440 WC 0 22-40 2841 2414 1.177 (ws re#) : 22-0-0 Drawing Notes: WC ® 44-0-0. 2576 2822 0.913 44.0-0 DN-1: The engineer's seal on tins design drawing applies any to the depicted individual Joist Web Moment Actual Allowable I-mation components lor be loads as provided by the customer and as shown on M drawing. The seal WC/M ® 22-40 2174 1-500 1.450 ws r 22-0-0 shat not be relied upon in arty other way. Web Stiffener Actual (b) Moweble (bl CSI Location Messages - WS 0 22-0-0 2841.072 5787.000 0.491 22-0.0 - Errors ERROR INFORMATION - Member 1 Check Bras t' l t"Y LWebCrlppting'Momenl la8ed Load CariMnation DL+Il1 OShearMomentAlHolerailed- Load Combinaton DL+LLt 1.06 S')' w/ W Size cid not pass all checks. Normal Loads Designed W-- WA 1. 3 Live: Dead 40ps1 12 psi Reviewed By. Isl Submltlal: WA WA V Concentrated O lb Revision l: WA C \ I. o'] 1, COL'• f' J i 1 L16A C71L i W WCij Deflection: Revised By Revision Dale:. WA WA MAR 0 9 2004. 5n>=r„7L ,4T Total: U240 Live: U360 File name: DADielrich JobsNAayK;umbeean0 (FL).dpr Dare: May 12, 2003 Tone: 11:00 Page 1 of 1 JOIST DESIGN REPOR mom Job Location: ITA Joist ID:TradeReady® Joist J2 TradeReady@ Joist J2: 12.00in TDW 14ga 50ksi @ 24.00" o.0 DN -1 ruc IneT not=r-rc nn I=XrFFn.c At I SFT nFgIrN CRITFRIA FOR THE LISTED LOADS Type Joist Length Typical Sparing Member Inventory Joist Weigh Qty(Joist) A d Plies Bracing Knockouts TradeReadye Joist 2941-0 1240 1 master 1115 (lb) 1 1 Top Flange Cont- and Bracing Unknown Members Additional Loads Member Interactions Joist Load Type Start Live End Live Start Dead End Dead Start Lce• End Loc. Momen Moment(Sold) Actual (6r -lb) 58013 Allowable forbl 97798 at 0,593 Loco i 22-0-14 12001n TDW 14ga 50ks10 24.00' o.c. Linear Point 90.D 90.0 29 4 8240.0 240.0 29 4 8 Moment(Knock-) 57116 82143 0.695 22-1-12 Rim Trac 1200' TO l6ga 50W 0 0-0.0 pll LiLinear Point, -3520 -3520 -374 -0 -374.0 0-0-0 0 -0-0 Moment Slab, 58013 85491 Allowable Ibl 0.679 22-0-14 LocationjG1200' TD 16ga 5Usl 0 29-4-8 pit Unear Point 0-0-0 00-0 Shear Shear(Solid) Actual Ihl 1358 2238 0.607 22-0-14 Web S'eener 0.0 0.0 -81.0 -81.0 pll Shear(Knock) 1335 2595 0.514 21-10.4 II 4' TSB 14ga 33ksi 0 22-014 Worst Case Support Reactions cNaf Allowable CSI Lpeauon 31-11V rMSheadMoment SheaanengSaOd) 0.720 1.000 0.720 22-0-14 25'TDSB 18ga 33ksl w/ Solid Block 9D' o.c, Sumart wiidih (in) Gravity Load Ibl UoOli Load Ib) Shear},AomenaKnpcIL) 0.705 1.000 0.705 21-10-4 openings 3.50 2535 (DL+LL1) -0(U2) B 3.50 0 e Actual M Mowabie RA CSI Location. ockou W( DLL+ LLI+LL2 Cj 3.50 864 (DL+LL2) X96 (l11) Total Load Live Load 575 743 240 360 0.417. 0.485 9-11-3 9-11.3 Size: (h = 8.00' x w= 8.00') Designer Notes: Mmd non Total Deflection 0.461n. 9-11-3 Location: Unknown(II a knockout access over a support or point Maxenxan rive Detection 0.35 in. 8-113 bad, it nxsibe repaked) Web Crooflna cY>al Ibl Allowable tint CSI Location Field CW Drawing Notes: We 0 0-0-0 2535 2822 0.898 0 NoneWCON -1: The engineer's seal on IhLs design drawing applies only to the depicted Individual Joist 0 22-0-14 WC 0 294.8 - 2402 864 2414 2822 0.995 0.306 22-014 29.4-8 components for the bads as provided by the cuslana and as shown on Ads draft The seal shall not be relied upon in any otter way. Web Manerd Actual Allowable CSl Location WGM 0 22-0-14 1.788 1-500 - 1.192 (ws regd). 22414- Messages Web Stiffener Actual Ibl Allowable Ibl CSI LocaloJr None - WS 0 22-414 2402283 5787.000 0.415 22-0-14 Normal Loads Designed BY: WA l Live: 40 psi Reviewed By: WA Dead: 12 psi 1st Submittal WA Concentateh Ob Revision A: WA Revised BY WA I Deflection: Revision Dale:, WA Total: U240 Live: L1360 y p p -4MA DM122003 11:D2 II File name: Ovietrich Jobs\May\Cumberland (FL).dpr ale: ay , 11me: Page 1 of 1 w Date: May 12. 2003 Time:10:59 JOIST DESIGN REPORT TradeReady(DR Girder G5:, 12.00in TDW 14ga 50ksi -1.00" o.c Dietrich Infinity v5.19b I'HEJOIST MEETS OR EXCEEDS ALL SET DESIGN CRITERIA FOR THE LISTED LOADS Type Joist Length I Typical Spacing Member inventory Joist Weight CAy (Joist) of Plies Bracing Imockouts TtadeReadyqD Joist 43-11-8 1-0-1-0 master 172 (lb) I Top Flange Cord. and Bracing Members Additional Loads Member Interactions Joist Load Type Start Live Frd W Start Dead Dd Dead Start Lm End Lm Motnen I Allowable I" 24.0 -24.0 0-0-0 44-0-0 Mornenl(ftlid) 62714 9TI98 22-0-0 Him Track Point lb 0.0 0.0 -162.0 -162.0 O -D-0 0-11-0 Mornent(Knock.) 60861 82M 0.741 22-1-12 Point b 0.0 0.0 -07.0 -87.0 4440 4440 Shear Actual 11b) Allowable 11b) at Locallorl Web Slitiener Point b -378.0 -378.0 401.0 -401.0 44-0-0 44-0-0 Shear(Solid) 1376 2238 U15 2.2-D 0 Worst Case Support Reactions 2-5*TDSB I Bga 33kst vd Solid Eflock 90' o.c. Support Vidth fini Gravity Load f1r) Uplift Load (b) ShearMornenl(Sofid) 6.78-9 1.000 0.789 2240 A) 3.50 2578(DL+LLI) -67(LL2) SheatMorrient(Knock.) 0.814 1.000 0.814 21-104 Location l(nockoul C) 3.50. 1700 (DL+LL2) .109 (LLI) Total Load 497 240 0.483 9-10-12 Location: Unknowrqll a knockout occurs over a support of Point Mw(knurn Total Deflection 0.53 In. 9-10-12 load, it rrust be tepaired) Mmdmum Live Deflection 0.44 in. 9-10-12 Field Cut Drawing Notes: Web CrIpplin Actual (b) Allowable 161 Pit None DN -l: The engineers seal an this design drawing applies only to the depicted Individual Ictst ING a 0-0-0 WC; 9 22-0-0 2578 2449 2822 2414 0,914 1.0151wsreqci) 00-0 22-0-0 components fir the loads as provided by The cushonrer and as shown an this &awhg. The seal WC 0 44-0-0 1700 28V 0.602 44 -0 -0 - shall not be relied upon in any other way. Web Mornen Actual Allowable 0 Locall Messages WGM 0 22-" 1.859 1.500 1239 (ws reoid.) 22-0-0 None Web Stiffene Actual (Th Pftwable (b) 9si Local 4 WS 0 22-0-0 2448-837 5757.000 0.423 22 -Go LjV 0 psi Reviewed Or. N/A Concenbratad Ob Revision 111: NIA Revised By: NtA 004 J Deflection: Revision Date: NIA Live: L/360 Date: May 12. 2003 Time:10:59 ST DESIGN REPORT 1 Job Location: WA Joist ID:TradeReady@ Girder G4 Job ID: WA 3adycD Girder G4: 12.00in TDW 16ga 50ksi @ -1.00" o, A] - * [ B] Page 1 of 1 I Infinity v5.19b File name: DADieldch Jobsllvlay\Cumberland (FL).dpr i May 12, 2003 Time: 10:58 Page 1 of l 3-6-12 3-6-12 THE JOIST MEETS OR EXCEEDS ALL SET DESIGN CRITERIA FOR THE LISTED. LOADS m Type Joist Length Typical Spacing Member Inventory Joist Weight oly (Jost) Of Plies Bracing Knockouts TradeReadyg) Joist 36-4 0-1-0. master 11 (lb) 1 1 Top Flange Cont. and &acing llrtlalovmMembersAdditionalLoadsMemberInteractions Joist 1200in TDW 16ga SOkst 0 -1.00' ox Load Tvoe Starr the - End Live . Slad Dead EndDead SW Loc. End Loc- line, pit 6.0 - 6.0 -58.0 moment Ac_tual Allowable ItrFbl CSIat LocaL tl 58.0 0 0 0 3 fr12 MomengSotid) 834 64322 Rim Track Worst Case Support Reactions Moment(Knock.) 834 57531 0.015 1-9-6IAI12.00' TD 16ga 50ksi 0 0-0-0 Moment Stab. 834 64322 0.013 1-9-6IBI1200' TD I6ga 5016! 0 36-12 1Supportwidth (in) Gravity Load 1@tmar Actual (ml Allowable Bra°°y A), 3.50 85(DL+LLt)-1Ul10((1L1) Sheat(Solid) 85 161 1116 CSI Locate 18ga 33W vd Solid Block 8'0' or. Bj 3.50 85(DL+Ul)-10(LL1) Shear(Knock.) 78 1294 0.076 0.060 0-0-025'TDSB 0.1.12 Openings Designer Notes: ShearlMomera foal Mriwable GSILocation Knockou ShearMoent(Solld) m ShearMornenl(Knock) 0.006 0.004 1.000 1.000 0.006 ciao. Size: (h =11-W x w = 8.00') Drawing Notes: 0.004 0-1-12 Location: unknownpl a knockout occuts over a support or point Ioad, it muslbe repaired) DN -1: The en ' eer's seal on this design drawing only to the depicted Individual loutw pt Uve DeflectionDeflTotaload foalAc U 152844 Allowable M 240 C51 0.002 Luca tion 1-9-6 components for the loam es provided the customer arid, as shown on Chis drawt4 The seat- Load 1324651132 360 0000 1-9-6 Field Cu shall not be relied upon in airy other Maxhrxom Total Deflection In. 1-9-6 None Messages Mmmdrrmm Live Deflection 0.00 in. 1-9-6 Web Cripp Actual (6)mwaUe IbI LocaryonNonaWC00-0-0 BS 2295 9.D37 0-0.0 WC 0 3-6-12 a5 2295 0.037 36-12 Web Morml Actual Alluwab! L=Uon Web tnerter Actual 161 Allowable Ibt j Location Normal Loads Designed By WA h 1-1: 0per Reviewed By: WA. Dead 0pst lslSubrrdPA WA Concentaled Ob Revision C: WA @@aAp ( n qn// MAR 0 a 2004 Deflection: Total: U240 Revised RevisimDla: WA r.. Live: U360 File name: DADieldch Jobsllvlay\Cumberland (FL).dpr i May 12, 2003 Time: 10:58 Page 1 of l a Job Location: WA Joist ID:TradeReady® Girder G3 Job ID: WA Page 1 of 1 JOIST DESIGN REPORT TradeReady®R Girder G3: 12,OOin TDW 16ya 50ksi @ -1.00" 0,c Dietrich Infinity v5.19b DN -1 B] A[ 8-3-8 8-3-8 THE JOIST MEETS OR EXCEEDS ALL SET DESIGN CRITERIA FOR THE LISTED LOADS Joist Length Typical Spacing Member Inventory Joist Weight cry (Joisl) O of Plies Bracing Krrot koala 8-3-0 0.1-0 master 26 (lb) 1 1 Top Flange Cont end &acing Unlmown Addillonal Loads Member Interactions oad T e SIar1 rive End Live Start D End Dead Start Loa nod L M WPcallin-11b) Allowable ("I CSI Location 4-1-12 uin TDW 16F 50ksi 0 -1.00' omr Line, rill 245.0 245.0 320 320 00-0 fi B Momerd(Solld) Momenl(Knock) 26592 26592 64322 57531 0-413 0.462 4-1-12 pdm Worst Case Support Reactions MmentStab. 26592, 40819 0.652 4'112 JAITD 16ga 501a14i 0-0-0 Sumort Width in Gravity Load Ibt Uplift Load Ibl ear Actual lbt Moveable 161 C1 Locati 0' TD 16ga 5010 0 8-3.8 Ai 350 0 -1108 (DL+111) Shear(Said) 1108 1116 0.993 Oa0 3.50 0 •1108 (DL+LL1) Shear(Knock) 1069 1294 0.626 6-1-12 TDSB 16ga 3310 wl Solid Dock 6'0' O.C. Designer Notes: Sheadh4onienl PcNal Mdnvable CSI .. Location SheaiMomenl(Sotid) ShearMoment(Knock) 0.985 D.684 1.000 LOW 0.985 0.684 00-0 8-1-12 Knockout Size: (h= HIT xw=6.00') Drawing Notes: Dellecti kbial Allowable fLA 240 CS1 0.122, Location 4-1.12 Location: Unknawn(tl a knockout oc=s over a support a point DN -1: The engineers seat on this design drawing applies only to be depicted InVdual t LiveTotal Load Load 2217 360 0.162 4-1-12 bad fl must be repaired c onenLs lor The toads as provided by the custgrrer and as shown m Oda trawtrdg. The sealonoP Maxkrnrtn Total DeflecflonMax 0.050.05 M. 4-1.12 Field shallml be relied upon in any other way. Maximan Live Deflection 0.04 In. 4-1-12 None Messages Web Crboraw Actual Ib) Allowable (lb1 CSI Local None Web M Actual A90Wa61e CSI Location Web Stiffener Actual Ib) Allowable (lb) Location Normal Loads Designed By: WA Live: 0 psi Reviewed By. NIA Dead: 0psi 1stSubrFdbt WA Concentrated: 0b Revision R: WA ReOsed By: WA Deaectlom Rmislon Date: WA 9 2004 1 1 - Net:; TotPSALave: U240 U360 Date: May 122003 Time: 10:57 Rie name: DADtetrich Jobs\May\Cumberland (FL).dpr Page T of 1 Filename: U:WIEEnc" jumvv[4Y—!uvj — - %, y -F, Date* May 12, 2003 Time: 10-56 Page 1 of I 7P9b Location: WA— 01st 1D:Tra.d9Ready(@ Girder G2J— Job R WA PagePagei of A JOIST DESIGN REPORT TradeReady®R Girder G2: 12.00in TDW Aga 5.0ksi @ -1,00" ox, Dietrich Infinity v5,19 A] B] 22-0-0 22-0-0 7 THE JOIST MEETS OR EXCEEDS ALL SET DESIGN CRITERIA FOR THE LISTED LOADS Type Joist Length Typical Spacing Member Inventory Joist Weight Qty (Joist) of Plies Bracing Knodmuts TradeReadyQD Joist 121-11-6 1-0-1-0 1 master 186 (lb) I 1 Top flange COnL and Bracing Unlgrown Members Additional Loads Member Interactions Joist Load Tym Start live. End Live Start Dea End Dead SW L= End L= M Actual ("I Allowable 8n -b1 CSI ocad 12001n TDW 14ga 5OW 0 -1.00" ox Una, pit -60.0, -80*0 '24.0 -24.0 440 22-40 Moment(Solid) 54418 97798 0.556 9-I412 Point b 0-0 0.0 -87-0 -87.0 00-0 0-0-0 MwwqKm&) 54418 82143 0.662 9-I0-12 Rim Track JAI 12.00' TD 16ga 5UW 0 0-0-0 Point b -370.0 -378-0 A01.0 401.0 040 040 Moment Stab. 1 1 54418 9a97796110.556 9-0,12 13] 1200' l6ga 50161 0 22-0-0 Point lb -222.0 -22?-0 -83.0 -83.0 17-6-017-6-0 Point b 1018.9 1018.0 73.0 73.0 17-7-0 17-7-0 Shear Actual (b) Allowable fib) CSI LocaBon Shear(SoUd) 1137 2238 0.508 17-7-0 Biacinq ox2.s'TDSB legs 33ksl vd Solid Black 90 Worst Case Support Reactions ShWJ CdL) Kn 1137 2595 0.438 -7-017 Openings Support Widthfin) , Gravity Load (b) unfift Load (b) Shear/Moment ShearMoment(Solid) Actual 0.310 Allowable 1.000 92 Locati A] 3.50 1838 (01-411) 0 0.310 9-10-12 Knockou Ell 3.50 499 (DL+U11) 0 SheatMomenl(Knock) 0.439 1.000 R439 9-10-12 Size: (h = B.UU' x w = 0.00') Designer Notes: Deflection Actual (LA Allowable (LA 9T Lobs Localun: Unknon(li a knockout ooctus over a support or point Total Load 474 240 0.507 9-1012 load, it must be repaired) Live Load 717 360 0.502 010-12 Madam Total Deflection 0.55 in. 9-10-12 Field Cu Drawing Notes: Madrmm Live Dellection 0.36 in. 9-1012 None DN -l: The angineees seal.m this design drawing applies only to Bre depicted lndvldual joist Web Crmogrw Actual (I)i Allowable libi Sj Locall components for the loads as provided by the customer and as shown an Oft drawing. The seal WC 0 40-0 1838 2022 0.651 0-0-0 shag not be tatted upon inany other way. WC a 17-60 305 2414 0.126 17-60 Messages WC 0 22-0-0 499 OAT7 22-0-0 Web Moment Actual Allowable Location None WG(M 0 17-6-0 0.3-09 1.500 0.206 17-6-0 Web Stiffener Actual fib) Allowable (lbi E51 Location Normal Loads Designed Or. NA Live: 0 pst Reviewed By: NIA Dead, 0 psi Ist Submittal: WA Concentrated 01b Revislon'll: NIA Revised By: NIA Denecuon: Revision Dale: NIA MAR 0 9 2004 Total Live: L/240 L/360 Filename: U:WIEEnc" jumvv[4Y—!uvj — - %, y -F, Date* May 12, 2003 Time: 10-56 Page 1 of I File name: DADietrich JobslMaylCumbedand (FL).dpr J Dale: May 12,.2003 Time: 10:52 Page 1 of 1 Job Location: N/A Joist ID:TradeReady® Girder Gt Job ID: N/A Page 1 of 1 JOIST DESIGN REPORT TradeReadyCR) Girder G1: 12.00in TDW 14ga 50ksi @ 24.00" a.c Dietrich Infinity v5.19b A] B]. C] 22-0-0 22-0-- 4-0-0 THE JOIST HAS FAILED ONE OR MORE OF THE SET DESIGN CRITERIA FOR THE LISTED LOADS CSS 13 zc Type Joist Length Typical Spacing Member Inventory Joist Weight Qty (Joist) 11 of Plies Bracing TradeReady® Joist 43-11-8 2-0-0 master 172 (Ib) 1 1 Top Flange Cont- and 8raiing Unknown Members Additional Loads Member Interactions Joist 1200in TDW 14ga 5UId 0 24.00' o.c Load Type Siad Live End live Start Dead End Dead Stan I= Endue Point, b -20.0 -20.0 -22.0 -220 0-H 040 Moment Actual 1") Moment(Sold) - 74506 Allowable 8n-bl Locatl Rim Track Point, lb 0.0 0.0 -81.0 -81.0 0-0-0 a0-0 Momenl(Knock) 72050 97798 82143 0.762 22-0-0 0.877 2Z-1-12 JAI 12.00'.70 16ga 50W 0 aa0 Pant b 20.0 20.0.. 22.0 22.0 44-a0 44-a0 Point, b 0.0 0.0 -81.0 -81.0 44-40 Moment Stab. 74506 94371 0.790 22.0-0 120(' TD I Gga 50 44-0-0JCI0ks1 444}0 shear Actual L61 Allowable 161 CSI Location Web Stillener Worst Case Support Reactions Shear(ScAd) 1421 2238 0.635 22410 I 4' TSB 14ga 331s1 0 2240 Support Width in Gravity Load 11b) Uplift Load (b) Shear(Knock-) 14' 2595 0.542 21-10-4 ratio JAI 3.50 1085(DL+LL1)-109(LL2) Shear/Momenl Actual Allowable CSI Locatlon 2.5'TDSB tega 331d wJ Sold Block 80' o.c JBI - 3.50 2841 (DL+LLI+LL2) 0 Shearldomenl(Sard) . 0.983 1.000 0.983 22-0-0 Openings ICj 3.50. 1085(DL+U2) .109(LLl) - ShearMo annt(Knock) 1.063 1.000 - 1.063 22-1-12 Designer Notes: Delleclon Actual A Allowable Dn C—sl Laceyp Knockout Total Load 501 240 0-479 910-12Size: (h = 8.00'x w = 8.00') Live Load 590 360 0.610 9-10-12Location: Unknown(II a knockout occurs over a support a point Drawing Notes Maximum Total Deflection 0.52 in. 9-10.12 load. 0 must be repaked) Mwdmu n Live Deflection 0.44 Irl. 9-10-12 Field Cut DN-1: The engineer's seal on this design drawing applies only to the depicted individualividual Joist components for the loads as provided by. the customer and as shown on Gds drawing. The seal Web Cdoo8n0 Actual Ibl VJC 0 0-P0 Allowable (lb) LocationNone not be relied upon in arty other way. 1085 WC 0 22410 2841 2822 2414 0.384 0-0-0shall Messages WC 0 44-040 1065 2822 1.1 T7 (ws read) 22-0-0 0.384 4440 Error Web Momerd Wal2174 AllLocation ERROR INFO RMATION-Memberl WCIM 0 22.041 1.500 qyp) were 22- Check Errors / Web 0ener Aclral (lb) Alowable fb) CSI LocationWebCrippfingMlomentlafledLoadCombinationDL+LL1 , 1.45 WS 0 22-M 2641.D42 5701.000 0.491 - 22-0-0 Shear Moment Al Hole laked Load Combination DL+111 1.06 , E Size cod not K Y, 3? I GFV rC 5a 41C__ r:,rpassallchecks. p ( {- ' I r Normal Loads Live Dead 40psf Designed By:. Reviewed By: WA. pyA 12 pst 1sl Submift NIA e / g"I`l t (. l l I c3`7 I ,' , I L I Csrq C) Y, W/ Concentrated 06 Revision G: Revised By: NIA NIA MA 9 2004 L ST7 J- C1vc 72 on: Total: Total. U240 RevisionDale: WA i I JV i?J'lt.F ti$iS Live: t/350 . nJG—YrrZrn-1 j File name: DADietrich JobslMaylCumbedand (FL).dpr J Dale: May 12,.2003 Time: 10:52 Page 1 of 1 I Joist ID:TradeReady@ Joist A Job ID: NA Page 1011 Job Location: NIA TradeReady@ Joist J3: 12.00in TDW 14ga 50ksi Q 16.00" o.c Dietrich Infinity v5.19b JOIST DESIGN REPORT 25 jil III Imp B] c] r[A] 4-2-4 1111 -- 22-0- 26-2-4— MEETS OR EXCEEDS ALL SET DESIGN CRITERIA FOR. THE LISTED LOADSTHEJOIST Joist Weight Qty (Joist) d Plies adng KrIDBlrem8 Joist Length Type Typical Sparing Member Inventory 1 Top Flange Cant. and Bracing Unknown TradeReady(l)Joisl 261-12 14-0 master 1D2(Ib) 1 Member Interactions Members Additional Loads Momen Lti¢I Allowable (1 Cwt Load Tvoe Live d Liv Smr Q d 1 $145x Moment(Sold) 421_ 42184 97798 0.431 22-1.3 Joist 120oin TDW 14ga Sold ® 16.00' ox Linear Poinl -240.0 -240.0 -90.0 -90.0 , 2G2 - 26.2-4 Moment(Knock) 41639 82143 07 22-1-12 22-1.3 pitMoment Stab. 42184 97798 0.431 Rim Track JAI 12.00' TD 16ga 50610 0-0-0 Unear Point 3520 352 0 -374-0 374.0 0 0 0 0-0 0 Shear Actual Ibl Allowable b COSI 0.451 3Location 22-1-3 12o0' TD t6ga 50161® 26-2-4 pit Li 0.0 0.0 -81.0 -81.0 0-010 0&0LinearPrint Shear(Sorrd) Shear(Knock) 1010 1007 2238 25.95 0.388 22-1-12 acing 25'TDSB 1Bga 33W vd Solid Block 80' o-0- Worst Case Support Reactions shhe Wal Imvahl 1.000 0.3900.3 22-1-32-1 Openings s Wift m Gral Load (bl Uorifl Load III Momenl(Sud) ShearMmren(Krwck) 0.390 0.407 1.000 0.407 22-1-12 Knock od 8,W) JAI 3.50 1674 (131-+1-1-1) -1Deflection(). JB1 3.50 1928 (DL+LL1+LL2) 0 Total Load 949 Allowable M 240 l 0.253 Locatlm 941-5 Size: (h = 8.w z w = Unknown(0 a knodkaA occws war a supporta point CI 3.501 424 (L12) -713 (1) 1111 Live Load 1232 360 0292 9-11-5 Location: load, d rnusi be repelled) Designer Notes: Maidnaan Total De8rc6on 0.29 in -. 9-11-5 9-11-5 Minds nLive DaBecvon 021 In Field Cul ne Web crippling Lbl Allowable Ibl CSI 0.593 L—acaB o 0-0-0 Drawing Notes: we a 0-130 1674 1928 2822 2414 0.799 72-1-3 DN -1: The engineers seal on this design drawing applies only to the depicted Individual Joist WC 0 22-1-3 WC 9 26-2-4 440 2822 0.156 26-24 for the loads as provided by III custom and as shown on lids drawing- The seat CSI Lacefiplcorponents shall not be tailed upon in airy otl ar way- Web Morn WCIM 0 22-1-3 chat 1.390 Movable 1.500 0.927 22.13 Messages web Segefe kC ual Ibl ' Avowable Ilbt 0 Local None Normal Loads Designed ey: WA Live: 40psh Reviewed By: WA Dead. 12 ps1 1 st Submittal: WA concentrated Ob Revislon is WA Revised By: WA Denectl n: RevlsiodDate: WA Total: U240 PEAR 0 9 2004 ova: Date: May 12, 2003 Time: 11:03 FL).dpr Page 1 of 1 Rte name D:Dieldch JobsWlaylCumbedand EVANS GEOTECHNICAL SERVICES. INC. GEOTECHNICAL & CONSTRUCTIQN MATERIALS TESTING FIELD REPORT ON IN-PLACE DENSITY TESTS: PROJEC : ( Ca lz CLIENT: DATE: S/oldy AREA TESTED: : 0'4TYPE OF TEST: ASTM D-2937 DRIVE CYLINDER METHOD SOIL COMPACTION REQUIREME : 95°/ / MEETS REQUIRED DENSITY--ITECHNICIAN: AWE TEST LOCATIONN PROCTOR PERCENT DRY FIELD BASE TEST' t — VALUE COMPACTION DENSITY MOISTURE - THICKNESS DEPTH d C c D lode o./ t % t — 7.7 or'.f 9.S REMARKS: 0 PO BOX 740805 ORANGE CITY, FLORIDA 32774-0805 • PHONE (386) 804-6958 • FAX (386) 774-2182 0