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612 E 5 St 07-601 SFR
PERMIT ADDRESS ADDRESS PHONE NUMBER I. &=10 31, I PROPERTY OWNER CAMZ&II ADDRESS U I E _ 5rL1 PHONE NUMBER ELECTRICAL CONTRACTOR MECHANICAL CONTRACTO PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE SUBDIVISION PERMIT # DATE /o PERMIT DESCRIPTION �� �G�T 1:? PERMIT VALUATION Vft-V . ddMX. UV SQUARE FOOTAGE S City of Sanford Certificate of Occupancy ISSUED May 03, 2007 PARCEL NUMBER 25.19.30.5AG-060C-0030 PROPERTY ADDRESS 612 E 51h St PROPERTY ZONING MR3 OWNER Tewana Campbell 2529 Daffodil Terr Sanford, A 32771 CONTRACTOR Tewana Campbell PERMIT NUMBER 07-601 DESCRIPTION OF WORK New Single Family -Detached CONSTRUCTION TYPE . VB OCCUPANCY USE GROUP. R3-Detached OCCUPANT LOAD n/a SPECIAL CONDITIONS. n/a In accordance with this Certificate of Occupancy, all inspections for compliance with Florida Building Code 2004 for occupancy and use have been performed and approved. If the construction project was permitted and built under the owner/builder contractor exemption of Florida State statute 489.103; refer to state statute regarding limitations on renting, lease or sale of this property. Approved �ge yv-\ Building Official CITY OF SANFORD BUILDING DIVISION P.O. BOX 1788 SANFORD, FLORIDA 32772-1788 w � ' City of Sanford Certificate of Occupancy ISSUED May 03, 2007 PARCEL NUMBER 25.19.30.5AG-060C-0030 PROPERTY ADDRESS 612 E 51h. St PROPERTY ZONING MR3' OWNER Tewanatampbell 2529 Daffodil Terr Sanford, F1 32771 CONTRACTOR'S Tewana Campbell PERMIT --NUMBER 07-601 DESCRIPTION OF WORK New Single 'Family -Detached CONSTRUCTION TYPE OCCUPANCY USE GROUP. R3-2Detached ,. - OCCUPANT LOAD n/.a SPECIAL CONDITIONS. h1a In accordance with, this ; Certificates of - Occupancy, all inspections for compliance with Florida Building Code;2004 for occupancy and use have been performed and approved. If the construction project was permitted and built under the owner/builder contractor exemption of Florida State statute 489.103; refer to state statute regarding limitations on renting, lease or sale of this property. Approved .r,,,Q�....�� v Building Official BP210U01 CITY OF SANFORD 5/03/07 Application Miscellaneous Information Maintenance 8:30:38 Application number . . . . 07 00000601 Parcel Number . . . . . . 25.19.30.5AG-060C-0030 Address . . . . . . . . . 612 E 5TH Type information, press Enter. 2=Change 4=Delete 5=Display Opt Code Date Print Miscellaneous Information HISB 12/08/06 Y 1.2 STORY/3 BATHS. _ HISB 12/13/06 Y noc on file ,expires on 09/27/07 _ HISB 3/05/07 Y plumber is no longer doing work.the _ HISB 3/05/07 Y only work performed was the under slab HISB 3/05/07 Y . we did not do the second rough(tub HISB 3/05/07 Y set) or the sewer. HISB 3/05/07 Y Letter rec'd from Lamar Stokes Plumbing HISB 3/05/07 Y 03/05/07 removing his company from this HISB 3/05/07 Y permit. _ HISB 4/24/07 Y CO Sign Offs: HISB 4/24/07 Y P & Z: MR 04.30.07 More... F3=Exit F6=Add F12=Cancel BP210U01 CITY OF,SANF'ORD 5/03/07 Application Miscellaneous Information Maintenance 8:30:38 Application number . . . . . 07 00000601 Parcel Number . . . . . . . 25.19.30.5AG-060C-0030 Address . . . . . . . . . . 612 E 5TH Type information, press Enter. 2=Change 4=Delete 5=Display Opt Code Date Print Miscellaneous Information HISB 4/24/07 Y PW: MW 04.27.07 HISB 4/24/07 Y UTIL: RB 04.27.07 HISB 5/03/07 Y final f/s on file Bottom F3=Exit F6=Add F12=Cancel ... _ - ONA o� Sanford. fijo,,(,,, - Building Department P.O. Box 1788 - 32772-1788 Telephone (407) 330-5656 Fax (407) 330-5677 ti January 8, 1998 ATTENTION TO ALL BUILDING CONTRACTORS: The City of Sanford Building Division shall require builder to provide a certification of elevation to make sure that finished floor meets city code or has been engineered to prevent possibility of flooding. Proof shall be required at final inspection. Sincerely, Dais M. FlonMn Acting Building Official dmf/ar ! fiF friendly C(ty„ LAND SURVEYORS LETTERHEAD Date City of Sanford Building Division PO Box 1788 Sanford, FL 32772-1788 RE: (LOT NUMBER & LOCATION ADDRESS) ADDRESS TO BUILDING OFFICIAL: a J2 / o f 3 /3/e� g c Te jr �r The finish floor elevation of the structure located at (ADDRESS & LEGAL DESCRIPTION) meets or exceeds the requirements set forth in the City of Sanford Code, Chapter 18, sections 18- 4-(a), Sincerely, Surveyors Name (SEALED) DRAFT, COPY 6-4 BUILDINGS § 6-7 /jl rSec.6-4.. Adoption of SSTD 10-97-Standard for Hurricane Resistant Residential Construction. Adoption of 1997 edition of the SSTD 10-97-Standard for Hurricane Resistant Residential Construction. The 1997 edition as prepared by Standard Building Code Congress is hereby adopted by the city, and a copy of same is filed in the office of the city clerk as a matter of permanent record of the city, and the matters and contents therein are made a part of this section by reference as fully and completely as if set forth herein, and such copy shall remain on file in said office available for public inspection. (Ord. No. 3366, § 4, 10-27-97) Sec. 6-5. Adoption of Standard Unsafe Building Abatement Code. Adoption of 1985 edition. The 1985 edition of Standard Unsafe Building Abatement Code as prepared by the Standard Building Code Congress is hereby adopted by the city, and a copy of same is filed in the office of the city clerk as a matter of permanent record of the city, and the matters and contents therein are made a part of this section by reference as fully and completely as if set forth herein, and such copy shall remain on file in said office available for public inspection. (Ord. No. 3366, § 5, 10-27-97) Sec. 6-6.1. Reserved. Editor's note Former § 6-6.1, relative to amendments to the energy efficiency code previously adopted in § 6-6, has been deleted at the discretion of the editor pursuant to the repeal of § 6-6 by Ord. No. 3045, adopted Jan. 14, 1991. Sec. 6-7. Finish floor elevations. (a) On building sites which are reasonably level or slope toward a street, road or right-of-way, the minimum finish floor elevation shall not be less than sixteen (16) inches above the crown of said adjacent street, road or right-of-way. On building sites which slope away from a street, road or right-of-way toward a lake, stream or water collection area and positive drainage exists, the finish floor elevation of any structure shall be not less than eight (8) inches above finished site grade. Swales shall be constructed to divert runoff water around any structure. (b) Finish floor elevations, if approved by the building official, may be set below finished site grade if provisions are made to protect the structure against water damage or water intrusion. (c) In approving such protection measures, the building official shall consider as general guidelines and criteria, methods for providing adequate subsurface drainage, soil types on site, and past and present drainage conditions within the general area. (Ord. No. 1520, § 1, 9-8-80) Editor's note Ord. No. 1520, §§ 1-3, enacted Sept. 8, 1980, amended Ch. 6 with the addition of new §§ 6-7.1-6-7.3. However, the editor has redesignated said provisions §§ 6-7-6-9 in order to maintain Code format. Supp. No. 38 391 Flood. Insurance National Flood Insurance Program Elevation Certificate New EC Available FEMA's new Elevation Certificate (EC) was approved for use, effective February 13, 2006, through February 28. 2009. The new form has been revised and now requires the certifier to provide the square footage of the enclosed area below the elevated floor and at least two photographs of the building, if the EC is being used to obtain flood insurance. The new EC will be phased in on a voluntary basis until December 31, 2006. An electronic version of the form and instructions is available on the FEMA website(www.fema.gov/pdf/nfip/elvcert.pdo. Although the old version of the form is no longer available for distribution, existing copies may be used until the end of 2006. Elevations certified on or after January 1, 2007, must be submitted on the new form and must include photographs. What's New? The format of the EC has been modified slightly to include all building description related items in Section A, dedicating Section C to building elevation information. ■ The instructions of the new form have been modified to reflect the changes and to provide better guidance for completing the form. ■ Two pages have been added for attaching two or more color photographs of the building. Photographs must be a minimum of 3" x 5" and may be digital or analog. i - Elevation Certificate (includes 8 building type diagrams for determining reference levels) -- 229 KB, text version — 41 KB ®Elevation Certificate MS Word Template -- 153 KB The EC form and instruction packet are available from the FEMA Distribution Center at 800-480-2520 (ask for FEMA Form 81-31). It will aso be reproduced in the May 1, 2006 NFIP Flood Insurance Manual. Many of the PDF documents available on the FEMA web site require the most recent version of the Adobe Acrobat Reader, you may download it free from the Adobe® web site. U.S'DEPARTMENT OF HOMELAND SECURITY ELEVATION CERTIFICATE OMB NO. 1660-0008 Exoires February 28. 2009 Federal Emergency Management Agency National Flood Insurance Program Important: Read the instructions on pages 1-8. SECTION A - PROPERTY INFORMATION For Insurance Company Use: Al. Building Owner's Name ` D N _/D/ W PgA// Policy Number A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Company NAIC Number 6/Z E-ay7 57h $Ti«;t City ) State ZIP Code -7 .5.4 Al loll Yr/ lCL 7 7 A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) Lot -3 /c -r d V/ o 5.9.f1-lo/Z 0 1;71.,, f /�< v !� I n-P-y t .� to A4. Building Use (e.g., esidenti , Non -Residential, Addition, Accessory, etc.) A5. Latitude/Longitude: Lat. Long. P8 L'4g' bid N 65 lD/S�Z3? Horizontal Datum: ❑ NAD 1927 ❑ NAD 1983 A6. Attach at least 2 photographs of the building if the Certificate is being used to obtain flood insurance. A7. Building Diagram Number f A8. For a building with a crawl space or enclosure(s), provide A9. For a building with an attached garage, provide: a) Square footage of crawl space or enclosure(s) NA sq ft a) Square footage of attached garage sq ft b) No. of permanent flood openings in the crawl space or / b) No. of permanent flood openings in the attached garage enclosure(s) walls within 1.0 foot above adjacent grade walls within 1.0 foot above adjacent grade Aia c) Total net area of flood openings in A8.b 6ZA sq in c) Total net area of flood openings in A9.b //l sq in SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP Community Name 8 Community Number B2. County Name B3. State G',-T J-f 41I/fO/ZD /ZUZC//LODJSLdSE.rI//VOle B4. Map/Panel Number B5. Suffix B6. FIRM Index B7. FIRM Panel B8. Flood B9. Base Flood Elevation(s) (Zone Date Effective/Revised Date Zone(s) AO, use base flood depth) I f / 7 qS A14 y AbQ B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in Item B9. ❑ FIS Profile ❑ FIRM 060mmunity Determined ❑ Other (Describe) B11. Indicate elevation datum used for BFE in Item B9: OR NGVD 1929 ❑ NAVD 1988 ❑ Other (Describe) B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑Yes �o Designation Date A,,,4 ❑ CBRS ❑ OPA SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) Cl. Building elevations are based on: ❑ Construction Drawings' ❑ Building Under Construction' 011nished Construction 'A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations -Zones Al-A30, AE, AH, A (with BFE), VE, V1430, V (with BFE), AR, AR/A, AR/AE, AR/Al-A30, AR/AH, AR/AO. Complete Items C2.a-g below according to the building diagram specified in Item AT Benchmark Utilized CuuNt*ertical Datum N6&/42 g Conversion/Comments a) Top of bottom floor (including basement, crawl space, or enclosure floor)_ b) Top of the next higher floor c) Bottom of the lowest horizontal structural member (V Zones only) d) Attached garage (top of slab) e) Lowest elevation of machinery or equipment servicing the building (Describe type of equipment in Comments) f) Lowest adjacent (finished) grade (LAG) g) Highest adjacent (finished) grade (HAG) Check the measurement used. Z �. t✓ (-feet ❑'meters (Puerto Rico only) _ S [3 eet ❑ meters (Puerto Rico only) 2 C [IJ'feet ❑ meters (Puerto Rico only) _. 5 04et ❑ meters (Puerto Rico only) Z []-feet ❑ meters (Puerto Rico only) 25 . / [feet ❑ meters (Puerto Rico only) �. r [J feet ❑ meters (Puerto Rico only) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. ! certify that the information 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. [Check here if comments are provided on back of form. 1-5 /9- ZZs—f Certifier's Name Z--144- #4 � '!!2 o,,�/Q �r License Number Title E Company Name /+o vG�o� SUvyCyi^/9 Address ft'City fog / StFc- ZIP Code 7 7 7 Signature �p� q D s/Z/O' Telephone4'G 7 5 Z J 5 2 t7 PLACE SEAL HERE FEMA Form 81-31, February 2006 See reverse side for continuation. Replaces all previous editions CITY OF SANFORD PERMIT APPLICATION Application # : / 0f -7—b_O/ _' � Submittal Date: Job Address: 4 ` F_ • 5 �� -S� rl (`rt�U F (� Value of Work: S /60. C) Parcel m: Zoning: Historic District: Description of Work: %1 -C wit S- O'Lkcnr\ Square Footage: ........................................................................................... 0............................ Permit Type: Building ❑ Electrical ❑ Mechanical ❑ Plumbing O--fire Sprinkler/Alarm ❑ Pool ❑ Sign ❑ 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 _ Plumbin ew Residential• of Water Closets # of Water & Sewer Lines # of Gas Lines Occupancy Type: Residential G-1 Commercial ❑ Plumbing Repair - Residential E3--Commercial ❑ Industrial ❑ Occupancy Use Group(s): Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required) .........................�.((.............................7............................9............................r........... Property Owner: / 0 n �i0VL C k\-JAP4 it A M A hP I� Contractor: Address: �ZI 23 A-ve Address:14 ✓1-�.M Phone: y� ` 3� �6'l mail: �c.Jnha-�A+w) (gtW . (btM Phone: State License Numbere4.J$/!r-Q/2?46Mc Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Tf, - 00 (A-^ C4 Phone: Address: Plan Review Contact Person: Phone: Fax: Fax: E-mail: Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: 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 rmit is verification that I will notify the owner of the property of the requ' mcnts of Florida Lien Law, F 713//,�, 5ip��aturef Owner/, gent Date Signature of Con for/Agent Date 1 4w, 4I/ 41e /i Print Owner/Agent's Name Print Contractor/Age is Nam 2,4 Signature of Notary -State of Florida Date Sign toe of Wa6&ate ofJWA&A JOHNSON Date * * MY COMM r&N # DD 285622 EXPIRES: March 23, 2008 �A4r`�OF 11-111, Bonded Thru Budd Notary Services Owner/Agent is _ Personally Known to Me or _ Produced ID APPROVALS: ZONING: Special Conditions: Rev 02/2007 UTI L: FD: Contractor/Agent is — Reronally Known to Me or Produced ID ENG: BLDG: City -off Sanford Owner/ Builder Affidavit Construction Contracting State law requires construction to be done by licensed contractors. You have applied for a permit under an exemption to that law. The exemption allows you, as the owner of your property, to act as your own contractor with certain restrictions even though you do not have a license. You must provide direct, onsite supervision of the construction yourself. You may build or improve a one -family or two-family residence or a farm outbuilding. You may also build or improve a commercial building, provided your costs do not exceed $75,000. The building or residence must be for your own use or occupancy. It may not be built or substantially improved for sale or lease. If you sell or lease a building you have built or substantially improved yourself within 1 year after the construction is complete, the law will presume that you built or substantially improved it for sale or lease, which is a violation of this exemption. You may not hire an unlicensed person to act as your contractor or to supervise people working on your building. It is your responsibility to make sure that people employed by you have licenses required by state law and by county or municipal licensing ordinances. You may not delegate the responsibility for supervising work to a licensed contractor who is not licensed to perform the work being done. Any person working on your building who is not licensed must work under your direct supervision and must be employed by you, which means that you must deduct F.I.C.A. and withholding tax and provide workers' compensation for that employee, all as prescribed by law. Your construction must comply with all applicable laws, ordinances, building codes, and zoning regulations. I, o f ` , do hereby state that I am qualified and capable of performing the requested construction involved with the permit application filed. I will assume full responsibility as an Owner/Builder Contractor, and will personally supervise all work all law on he permitted structure. _74 IL - , 41� 4 er/Builder Sig' ature Date Owner isl` a K PerSo nown to Me or has Produced ID Signature of Notary —State of Florida Date My Commission Expires: Mar 02 07 04:56p Buddy 407 349 5734 p.1 �a,� LamarStokes,Jr. �uene�aj- . It Phone:f4`17`34,9-5734 / C r � �L, ldI n9 Date: q u a- O Z_ Fax Nurribe 1 0%- 3;�o - 3359 From:�nll�a _S-O/,6os 5-2 07 iNum5erof pages. including cover sheet: M.-ssage: Plose 6-e Q d V r s� ?�Pr-(Vr��� wGs of A? G„�S pr�ve� gtveuhd, la- ice-D6, ;e-6oKe CrrY OF SANFORD PERMrI- APPLICATION :rmit N : 07 1'% Address: pL- ,;Wiption of Work: N E1,J < l istoric District: Date: _.9— / 2- / 0 % Total Square Footage Zoning: Value of Work: S winit Type: Building Electrical _Lzl"' Mechanical Z Plumbing Fire Sprinkler/Alarm fool ectrical: New Service — N of AMPS Addi(ion/Alteration C .urge of Service Temporal-). Pole echanical: Kcsidential Non-Resideotial Replacement New (Duct 1_avout & Energy Cale. Required) umbing/ New mmercial: k of Fixtures _P N of Water & Sewer Lines a of Gas Lines umbing/New Residential: q of Water Closets Plumbing Repair -- Residential or Commercial :cupancy Type: Residential Commercial Industrial instruction Type: N of Stories: 10 of Dwelling Units: Flood 'Zone: (FEMA form required ) vmers Name & Address: -- -wtractor Namc & Address: one & Fa1: ading Company (dress: trtgagc Lender: dress: chitectfragincer dress: p•.t State License Number: Contact Person: Phone: Phone. Fax plication is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has con ntenced prior to the ranee 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 scparetc mit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS. WELLS, POOLS, FURNACES, BOILERS, BEATERS, TANKS, and t CONDITIONERS, ctc. ' INER'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 tstruction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMM I NC17MFNT MAY RESULT IN YOUR PAYING rICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT- WITI I YOUR LENDER Olt AN TORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. ,TICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this properly that may be found in the public records of : county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. xptancc ofViltis ion that operiy 01 ter lorida Licn Law, PS 713. Sign Signature of Contractor/Agent Date Print�((i ner/Agent's N�j g o" sI 1 Print Contractor/Agent's Narne �1 n A �`L • �� f� tiri� 2.1• Stgnature of Nob Owner/Agent is Produced ID 'ROVALS: ZONING: vial Conditions: 03/2006 `vu507298 cs. O�yro'rd,rn'� q�1 41 s. n yQp:r • De UI'IL: FD: Signature of Notary -Slate of Florida Date Contractor/Agent is _ Personally Known to Me or Ploduccd ID ENG: BLDG: CITY OF SANFORD BUILDING DIVISION OWNER/BUILDER AFFIDAVIT ELECTRICAL & FIRE ALARM SYSTEMS An owner of property making application for permit, supervising, and doing the work in connection with the construction, maintenance, repair, and alteration of and addition to a single-family or duplex residence for his or her own use and occupancy and not intended for sale or an owner of property when acting as his or her own electrical contractor and providing all material supervision himself or herself, when building or improving a farm outbuilding or a single-family or duplex residence on such property for the occupancy or use of such owner and not offered for sale or lease, or building or improving a commercial building with aggregate construction costs of under $75,000 on such property for the occupancy or use of such owner and not offered for sale or lease. In an action brought under this subsection, proof of the sale or lease, or offering for sale or lease, of more than one such structure by the owner -builder within 1 year after completion of same is prima facie evidence that the construction was undertaken for purposes of sale or lease. This subsection does not exempt any person who is employed by such owner and who acts in the capacity of a contractor. For the purpose of this subsection, the term "owner of property" includes the owner of a mobile home situated on a leased lot. To qualify for exemption under this subsection, an owner shall personally appear and sign the building permit application. State law requires electrical contracting to be done by licensed electrical contractors. You have applied for a permit under an exemption to that law. The exemption allows you, as the owner of your property, to act as your own electrical contractor even though you do not have a license. You may install electrical wiring for a farm outbuilding or a single-family or duplex residence. You may install electrical wiring in a commercial building the aggregate construction costs of which are under $75,000. The home or building must be for your own use and occupancy. It may not be built for sale or lease. If you sell or lease more than one building you have wired yourself within 1 year after the construction is complete, the law will presume that you built it for sale or lease, which is a violation of this exemption. You may not hire an unlicensed person as your electrical contractor. Your construction shall be done according to building codes and zoning regulations. It is your responsibility to make sure that people employed by you have licenses r quired by state law and by county or municipal licensing ordinances. I, GO Ldo hereby state that I am qualified and capable of performing the requested construction involy d with the permit application filed. I will assume full responsibility as an Owner/Builder Contractor, and will personally supervise all work allowed by law on the permitted structure. OwnerBuild r Signature j datff )(Print Owner/Builder Name cure of No fate o orida a �e Z, Owner is Pe onally Known to Me or has Produced ID VC10( I JO ANN M. JOHNSON * t MY COMMISSION 8 DO 285622 EXPIRES: March 23, 2008 Sj OP '�oF FLO Bonded Thru Budget Notery Services Florida Building Code Online1-4 ate.. `"'. �'•�"`..-=s''�,K,,tS�,�.�w ' • •- - �ra.� ��.�'s•'^-.?t_ r- :.._�..-<� Zr -tr I j �t.n; 1ta:J ?rceu� Sea }� Orcaniza: or Product User: Public User - Not Associated with Organization - Paz i of ._.-. n T:> Need Help.? Application #: FL663 Date Submitted: 10/21/2003 Product Manufacturer. BetterBilt Address/Phone/email: 650 W Market St Gratz, PA 17030 (717) 365-3300 Category: Windows Subcategory: Single Hung r Evaluation Method: Certification Mark or Listin; Referenced Standards from the Florida Building Section and Year Code: AAIStan 1997 101 /IS 2 Certification Agency: American Architectural Manufacturers Association Quality Assurance Entity: Validation Entity: Authorized Signature: ANDREW BRILL ABRILL@MII?..COM Evaluation/Test Reports Uploaded: Installation Documents. Uploaded: Product Approval Method: Method 1 Option A Application Status: Approved Date Validated: Florida Building Code Online ?age 2 of 3 Page: Page 1 / Z E . F�l Ap IS,q Product Model # or Dame Model Description Limits of Use Per manufacturer"s Flarr;e Frame installation instructions. 663.1 165 53x 3 R-35 Vore information available P+35.3/-47.2 at: V/WW.mihp.com Per manufacturer"s Fin Frame Oriel installation instructions. 663.2 165 7x89.R-30 ore information available P+33.4/-42.7 at: www.mihp.com Per manufacturer's Fin Frame Oriel installation instructions. 663.3 165 Ox90 R-35 ore information available P+35.3/-47.2 at: www.mih .com Per manufacturer's Flange Frame installation instructions. 89 R 25 663.4 165/3000 One7 available 9 1 :owenformation ww.mih .com er manufacturer'sP Flange Frame installation instructions. 663.5 165/3000 Oriel 36x88 R-35 ore information available P+35.3/47.2 at: www.mih .com Per manufacturer's Fin Frame 5202 installation instructions. 663.8 165/3000 -15 DP+35.3/-43.1 qore information available at: , ww.mih .com Flange Frame in Per manufacturer's Beveled Buck installation instructions: 663.6 165/3000 5302 R-35 ore information available P+35.3/-47.2 at: www.mihp.com Triple with Per manufacturer's Continuous Head installation instructions. 663.7 165/3000 and Sill 10602 R- More information available 20 DP+24.2/-31.4 at: www.mihp.com Per manufacturer's Fin Frame 4808 installation instructions. 663.9 3240/4250HP -40 DP+47/-47 More information available at: www.mihp.com Per manufacturer's Flange Frame installation instructions. 663.10 3240/4250HP 53x.63 R-35 ore information available P+35.3/-47.2 at: www.mfl'P.com Triple with Per manufacturer's Continuous Head installation instructions. 663.11 740/3740 and Sill 10601 R- Aore information available 30 DP+31.5/-39.7 at: www.mihp.com Per manufacturer"s Flange Frame ' installation instructions. 663.22 740/3740 Oriel 5201 R-35 ore information available P35.3/472 at: www.mihp.com. Per manufacturer"s Fin Frame Oriel . installation instructions. 663.23 740/3740 5201 R-35 Zpre information available P+35.3/-47.2 at: www.mihD.com ' Per manufacturer"s Florida Building Code Online Page 3 .of 3 18 740/3740 19 740/3740 1663.20 h40/3740 .21 1740/3740 '44 d! 740/3740 ,,; ` . . ($0 740/3740 us-e 4�rj��' 663.13 740/3740 installation instructions. Fin Frame 39x90 ore information available -35 DP+35.3/-47.2 at: www.mih .com Per manufacturers Flange Frame installation instructions. M89 R-35 ore information available )P+35.3/-42.7 at: www.mihp.com Per manufacturers Flange Frame installation instructions. Orie147x89 R-35 ore information available DP+35.3/-42.7 at: w,ww.mih .com Per manufacturers Flange Frame installation instructions. Oriel 36x88 R-35 ore information available P+35.3/-47.2 at: www.mih .com Per manufacturet"s Flange Frame installation instructions. 52x71 R-45 ore information available P+45/47.2 t: www.mihi).com Per manufacturer's Fin Frame 52x71 installation instructions. information available -45 DP+45/-45 ore at: www.mih .com Per manufacturei"s Fin Frame 5202 ' stallation instructions. -45 DP+45/-45 ore information available at: www.mihp.com Next Copyright and Disclaimer ; @2000 The State of Florida. All rights reserved. a e -r-) o-n'AI=nRrfm=ROSrch 1 / 13Y2005 ,f Concrete M:sonry Opening 0 c •: • Z 0 7a, V D La e Perimeter Caulk, By Others Also between honge and buck r X v —f N Flange Type' Wimlo. /lead Head 0 E c.ls,khr o i r3 C1037 os Reuuixed :'erimeter C."11 I Sill By other, -� a Ire -Coil Su • By Ulhefs ��� ° . ° o n a lapcor 'C Q Coro Bel.— Gx% on: Wo3orr,.Dve ; Waad Buc■ by atne-s I. Shim as required et each installation anchor as shown. 2. Anchor muss. be of c length to hove 1 1/4" penetrelior. into M OSOn'y or COnc•ete. 3. Caulk •be:w'een winaow flange ono bu•k. f Caulk fu:: .rr-eler " r::ndow a. If exact wi^d•ow size 'is not even. use ancno- quon;i:.. ,c• next large, wi•,daw i- chart. 6. Glass th,ck-ess wit' von• with w;noow size and design 7. Letter des:gno,ions or. the topcon location chart indicate wncre anchors ore to be ir,stelied using the elevation as o key'. 6. All foclory applied holes not designated for topcon anchor should be filled with 88 screws of sufficient length to provi_e min. 5/E." embedment into wood buck. rod oil IT A, ol.r 7APCON . LOCATION CHART CODE WINDOW ID FASTENED LOCATIONS • Concrete or Mbsonry Opening SIZE SIZE VO TO DP35 OP35.1 10 OP50 outside Dimen tion Perimeter Caulk. Ili MIN. PENETRA710N 12 13 18 1/8 x 25 18 1/8 x 37 3/8 C. D C. D C. D C. D 14 16 1/8 x 49 5/8 ' C, D C. D Cou1k Flange and Bel.een� Buck 15 16 18 1/8-62 18 1/B x 71 1/4 C. D C D C. D d d 1/2 32 25 1/2 x,25 C. D C. D e 1/2 33 25 1/2 x 37 3/8 C. D C. D 1/2 J4 25 t/2 x 49 5/8 C. D C. 0 1/2 35 •25 1/2 x 62 C. D C. D v d I/2 36 25 1/2 x 71 1/4 C, D B. C. D d Jamb d c 22 36 x 25 C, D C. D 23 36 x 37 3/8 C, D C. D E B}lg, d 24 36 ■ 49 5/8 C. D C. D E 245 36 x 55 1/4 C. D B, C. D 25 36'x 62 C. D B. C. D c lit+ u 26' 36 x 71 I/4 B. C. 0 B. C. U 32 52 I/8 x 25 C. D C, D. 3i4 SHIM BUCK d c 33 52 1/6 x 37 3/8 C. D C, D ° 34 52 1/8 x 49 5/8 C. D B. C. D 345 52 1/8 x 55 1/4 B, C,'U B, C, D 35' 52 1/8 x 62 B, C. D B. C. D Topeon 36 52 1/8 x 71 1/4 B. C. U A. B. C. D A�Flange Type Inside Dimension Wood Buck By Others Wlndo. rrome Sill / 2050 24 1/4 x 60 1/4. C. D C. D Caulk Bel.een 3040 36 1/4 x•48 1/4 C. D C. D Buck one Openk,g 3050 6 1/4 x 60 1/4 C. D 6, C. 0 _D D UiN'I'IEAL i�LUItIIl 3 D e •1/4 x 60 1/4 B C D B C D v I Stool By Others I A Coulk Bel.een Flange and Pre -Cos: Sit, •a C- -TAMP OCON` TYPE IIARDENED M..Sonry SCREWS INCLUDE TAaCON, P.A1H, d SIMPSON U- V 4i90 52 1/8 x 71 1/4 B. C. D B, C. D 1�7YUI�t�,G"I'IJIiCdI; 1VA117[I;: DIASTER FILL, e •��� r'ti� , `xr INSTALLATION INSTRUCTIONS s.w. 1/15/02 T -DTP IC;{ �; crco-:w o,nh ': & FASTENER SCHEDULE , fq •}C ` �•• y t�" .4 0 `-7 `C 4 S' HUNG .' NONE j 1 c• I I r\I S a "/ 40 Flo<<ida Building Code Online Page I of 3 n •.�.,� A � .:p .-.. ..� fir,• The Flor, De artment of Communit ' P Y Afla�rs sF Buildin Co��le Inlfarmaton:= S M item ���` `� Vey PRODUCT APPROVAL Product Type Detail OrganizationSearch User: Public User Not Associated with Application #: Date Submitted: Product Manufacturer: Address/Phone/email: Category: Subcategory: Evaluation Method: Referenced Standards from the Florida Building Code: Certification Agency: Quality Assurance Entity: Validation Entity: Authorized Signature: Evaluation/Test Reports Uploaded: Installation Documents Uploaded: Product Approval Method: Application Status: Date Validated: Need Held `' FL676 10/21/2003 BetterBilt 650 W Market St Gratz, PA 17030 (717) 365-3300 Windows Fixed Certification Mark or Listing Section Standard Year AAMA/NWWDA 1997 101/IS2 American Architectural Manufacturers Association ANDREW BRILL ABRILL@MIHP,COM Method I Option A Approved Florida Building Code Online Page 2 of 3 Page: C agr- l / 1 App/Seq Product Model # or Name Model Description Limits of Use Per manufacturer"s 676.2 165/3000 Fin Frame 7202 installation instructions. C-35 DP+35.3/47.2 More information available at: www.mih .com Flange Frame in Per manufacturer's 676.1 165/3000 Beveled Buck installation instructions. 7202 C-45 More information available P+45/47.2 at: a-.vw.mih .com Per manufacturer's 676.4 165/3000 Fin Frame 71x71 installation instructions. R-45 DP+45/-47.2 d:Ore ir, vi..,,a":--i aUaiiBuic at: www.mih .com Per manufacturer"s 676.5 165/3000 Fin Frame 5902 installation instructions. -45 DP+45/-47.2 More information available at: www.milip.com Flange Frame Per manufacturer's 676.6 165/3000 71x71 R-35 installation instructions. P+35.3/45.3 ore information available at: www.m►h .com Flan a Fr Flange Frame Per manufacturer's 676.3 165/3000 5Flan 5 installation instructions. P+45R4 More information available t: www.mih .com Per manufacturer"s 676.7 3240/4250HP Fin Frame 65x84 installation instructions. C-50 DP+50/-50 More information available at: www.mih .com Per manufacturer"s 676.8 3240/4250HP Fin Frame 72x96 installation instructions. -35 DP+39/42 More information available at: www.mihp.com Per manufacturer"s 676.9 3340/4550HP Fin Frame 72x96 installation instructions. -35 DP+39/-42 More information available i at: www.mihp.com Per manufacturer's 676.10 3340/4550HP Fin Frame 65x84 installation instructions. C-50 DP+50/-50 More information available j at: www.mihp.com Flange Frame Per manufacturer's 676.11 680 60x80 R-4$ installation instructions. P+45R-45 ore information available at: www.mih .com Flange Frame Per manufacturer"s 676.12 740/3740 109x53 R-40 installation instructions. DP+40/-40 More information available at: www.mih .com Per manufacturer's 676.17. 40/3740 Fin Frame,108x52 installation instructions. -40 DP+40/-40 m ore inforation available at: www.mili .com Flange Frame Per manufacturer"s I,+#--//........, i-I--.'A - .,,:1 l:. /. _/__ 1 �1 - ..nTT1T_/^IC O_"AT—n 0 c. F•lorida'BuiIding Code Online Page 3 of 3 5902 R-45 installation instructions. 676.13 740/3740 - P+45/-47.2 More information available' at: www.mih .com F e Fr Flange Per manufacturer"s 676.14 740/3740 71x7l 71 x71 installation instructions. ore information mailable 3/-45.3 at: www.mih .com Per manufacturer"s 676.15 740%3740 Fin Frame 59x72 installation instructions. R-45 DP+45/-47.2 More information available at: w,,vw.mih .com Per manufacturer"s 676.16 7.40/3740 Fin Frame 7lx71 installation instructions. R-45 DP+45/-47.2 More information available at: wunv.mih .com I i�cXi cyright and Disclaimer ; 02000 The State of Florida. All rights reserved. i7ot httn•//wwxu florirlahnilrlino, nro/nr/nr r1Ptl . t /t Z _ I Series 185/31-85 Sin le Hun & Picture Wi 9 g ndow Self -.Stacking Sills for Transoms/Specialties stacked on Single Units Fin NOTE: This stacking condition' is allowable when. lower Design Pressures do not require the use of supplemental Units its 20 structural pe mullion. On the .transom, circletop, or other specialty, always specify "stacking sill" whether a le Is used or not horizontal Step 1. Strip fin from head of the window to be mounted below tronsom/specialty. Scoring the fin with a utility. knife helps. . Step 2. Before- stacking •the upper unit on the lower unit, drill 3/16" holes through head of the lower unit as follows: NOTE: Place one fastener location at each end of of head a maximum of 3" from each jamb. On units with on inside jamb to jamb dimension over 34", place an additional fastener location in the head centered between the jambs. Step 3. Before stacking upper unit, apply a full length bead of caulk on the underside of stacking sill. Set windows in place as shown. Step 4. With an 1/8" bit, re —drill upward through the 3/16" holes into the sill of the transom/specialty. . Step 5. On transom type units, apply seamsealer or caulk on the tip end of the screws before driving them into place. Step 6. Llifting the unit into the opening and follow the standard FIN installation instructions using screw spacing as if it was a single unit. NOTE: To ensure against water infiltration it is the installers responsibility to "cap off" or otherwise seal the exposed' cavity in each end of the sill to head joint. Pay particular attention to the void between the nail fins. Since the installotion does not utilize a mullion, there are no auxiliary anchor brackets required. These stacking sills overlap the head by 1/4"; when CM-18520 Is used to stack over TWINS/TRIPLES, it .will increase the height of the unit by 13/16". �NSOM ANGULAR) _L CM-18512 NOTE: SEE REVERSE SIDE FOR MULLION DESIGN PRESSURE LIMITATIONS. (SEE TEST REPORTS FOR INDIVIDUAL UNIT SIZE AND APPLICABLE DESIGN PRESSURE LIMITATIONS) #8 X 1" PANHEAD by others) NOTE ! M.I. Home Products (Better.Bilt ' & Capitol Brands) www.mihp.com • `I %�3 _ Eric1 Nidiseh 47 v �y . Florjd ^ P. E. Nq. 4,.t3233: roduct'• edtaali;ijY Aor3�� on 11.6U`'gQ lVane �e 6 Winter Rre o2 89 SPECIALTY (CIRCLE TOP, ARCHTOP, ETC.) `- SILL CM-16554 Caulk #8 X 1j" PANHEAD (by others) -4 NOTE ! MI HOME PRODUCTS GRATZ, PENNSYLVANIA SERIES 185 3158 SH & PW SELF STACKING SILLS FOR TRANSOMS/SPECIALTIES INSTALLATION FSEPARm in: DRN: DR[ �� 06/21/04 SCAU: DWG. No- �a r �,� N.T.S. MIHP0063 anon. KV +o7.62Z&U4 Fait 407.62ZGM SHEET: 1 OF 1 V Series 185/3185 Single Hun shown & Picture Window ' HOME PRODUCTS CM=18520 STRUCTUR . AL HORIZONTAL MULLION'- Fin Type NOTE: This mullion Is typically needed for stacking a Hansom, cirde top, etc. over twins and triple units. Dependirequirements, some narrow twins and most singles may not need this mullion and th6 transom or�on the Desi � Pressure On the transom, c-top, etc. always specify'stacking sill' whether this mull Is used or not Assn spe �alN can be stacktbd directly on the unit(s) below. & overall mull length when ordering. Step 1. Strip (ins from head of windows to be mounted below transom/specialty. Scoring the fin with a utility knife helps. Step 2. Temporarily place the mull only on top of the lower units and drill 3/16" holes through head. of lower units and mullion. NOTE: Place one fastener location at each end of head a maximum of 3" from each jamb. On units with an inside Jamb to Jamb dimension over 34'. place an additional fastener location in the head centered between the Jambs. Step 3. 'Before stacking upper unit, apply a full length bead of caulk on underside of stacking sill. :let windows In place as shown. Step 4. with an 1/8' bit, re —drill upward through the 3/16" holes Into the sill of the transom/speclalty. Step 5. On transom type units, apply 'seamseoler or caulk on the tip-endof" the screws before driving them Into. place. Step 6. Place anchor brackets (Included) Into each end of mullion before lifting the entire unit Into the opening. Step7. Mullion must be anchored to substrate with clip number 5768 using two #10 x 1 1/2" screw:s In wood or two 3/16" dla. 1 1/2" Rowl Toppers or approved equal In masonry or concrete. NOTES: To ensure against water infiltration it Is the Installers responsibility to "cap off' or otherwise seal the large exposed cavities in each end of the mullion/sunits be ill. Pay particular attention to the void between the nail fins. For best results, we recommend that the twin or triple 1taiIordered 'continuous as ead and sill" (with intermediate f the lower units are field twinned or tripled(w(thCM18514)thooughlyseal the top mull to �indowJoinbefore adding horizontal mull. TRANSOM (RECTANGULAR) --I I— #8 X 2" PANHEAD - � (by others) NOTE I M.1.. Home Products .(BetterBilt & Capitol Brands) www:mihp.com NOTE: SEE SHEET 2 OF 2 FOR DESIGN PRESSURE LIMITATIONS ErIc , S: Nielsen f'Iorido;,17:_c£. o. 4 Pro,duct -;rach 49 Co ;1 50 4auislano Ave., ..ritpr. Park,.F,loricto; vr./AL t,1� c SPECIALITY ANCHOR TOP, BRACKET ARCHTOP, 'EX.) 5768� --I " �- - #8 X 2 j- HEAD y others) NOTE "there) _2� MI HOME. PRODUCTS GRATZ, PA ' ""E-' SERIES 185 3185 SH & PW CM-18520 STRUCTURAL HORIZONTAL MULLION FIN PRFPARED eY: RN: DATE: i423 _,� DRL 06/14/04 prat arl ` awt:. No: "it Product r'1Om'ct Tedwdogr co,ao.or! n N/A MIHP0057 7�9 Phone � 17.622.6JJ♦ Fa■ 401.622.6JJ5 SHEET: 1 OF 2 MI HOME PRODUCTS HORIZONTAL MULLION DESIGN LOAD CAPACITIES FOR SERIES 185/ 3185 STACKING SILL IN FIN FRAME APPLICATION FIN WHEN USED FOR STACKING TRANSOM OR SPECIALTIES Fs ACKING CHART APPLIES ONLY TO EXTRUDED ALUMINUM STACKING SILL (SECTION NUMBER CM-16554 6 CM-18512). CALCULATED DESIGN PRESSURE VALUES ON THIS CHART APPLY WHERE TRANSOM HEIGHT IS ONE HALF MULLION SPAN OR LESS. WINDOW HEIGHTS SHOWN ON'r AXIS OF CHART DESIGNATE HEIGHT OF WINDOWS BELOW MULLION AND DO NOT INCLUDE TRAMSOM HEIGHT. READ MULLION SPAN AND WINDOW HEIGHT IN INCHES. DESIGN PRESSURE VALUES ON THIS CHART ARE POSITIVE AND NEGATIVE IN PSF. INSTALLATION OF MULLION: MULLION MUST BE ANCHORED TO SUBSTRATE. CONNECTION MUST BE DESIGNED TO ADEOUATELY TRANSFER LOAD TO THE STRUCTURE. SEE MANUFACTURER'S MULLION INSTALLATION DETAILS. '-.Dmax - L 1175 PREPARED BY: r PRODUCT TECHNOLOGY CORPORATION 1150 LOUISIANA AVENUE. SUITE 6 FRIG S. NIELSETF, WINTER PARK, FLORIDA 32789 _ CAMI04.05 PHONE 407 622-6334 / FAX 407 622-6335 FLORIDA RE N0. 41323 • "- ;` . PRODUCT CHNOLO Rp 24-JU"4 04-0621, Florida Building Code Online ctrr of f/Aritla Depart�nt of Comm Community-t Affairs :fsA�atir� PIUDMiJ`CTPPRtY User: Public User - Not Associated with Organization - Application #: Date Submitted: Product Manufacturer- Address/Phone/email: 0 Category: Subcategory: FL3275 08/31 /2004 BetterBilt 650 W Market St Gratz, PA 17030 (717) 365-3300 Windows Mullions 3 i`Eie f�AliiM^ ��l W Need.Help Evaluation Method: Evaluation Report from a Florida Registered Architect or Florida Professional Engineer Referenced Standards from the Florida Building Code: Section Standard Year 1707.4.5 Engineering 2001 Calculations Florida Engineer or Architect. Name: Eric S. Nielsen Florida License: PE-41323 . Quality Assurance Entity: Architectural Testing, Inc. Validation Entity: Architectural Testing, Inc Authorized Signatwe: ANDREW BRILL ABRILL@MIHP.COM Evaluation/Test Reports Uploaded: PTID 3275 T 185 BetterBilt - Mullion and Installation Submittals.pdf PTID 3275 T 185-3185 Letter of lndependencepdf PTID 3275 T Certificate of In&p.e dencepdf http://www. floridabuilding. org/pr/pr_detl.asp?IPT=3275 &RV=O&fin=ROSrch 1/13/2005 Florida Building Code Online w Page 2 of 3 Installation Documents Uploaded: Product Approval Method: Application Status: Date Validated: Page: Method 1 Option D Validated 01/11/2005 13- -... 1 i arc 1 / L Go pp/Seq Product Model # or Name Model DescriptionF36x9O=IDP+/-3 Limits of Use es of: 24x90=DP+/- 0=DP+/-35, Vertical Flange 1, rube Aluminum 37x90=DP+/-30, ullion - Non- 2x84=DP+/-35, 3275.1 5764 Reinforced. 8x84=DP+/-32, 53- easuring 1/8" x 2- 1/8x84=DP+/-30. 1/8" max=L/175. Performance varies- See attached design Pressure chart CAMMP04.08 / 04-0627. Max sizes of 37x90=DP+/- Vertical Flange 70, 42x90=DP+/-67, Tube Aluminum 8x90=DP+/-61, 53- 3275.2 S764 ullion - 1/8x90=DP+/-57. Reinforced. max=L/175. Performance Measuring 1/8" x 2- varies. See attached design 1/8". pressure chart #CA1VI11PO4.08 / 04-0627. Max sizes of: 74x90=DP+/- 70, 84x90=DP+/-68.8, Horizontal Flange 90x90=DP+/-52.2, Tube Aluminum 96x90=1DP+/-40.4, 106- 3275.3 576S Mullion. Measuring 1/4x63=DP+/-29.7. 1/8" x 3-13/16". max=L/175. Performance vanes . See attached design Pressure chart AMIHPO4.09 / 04-0626. Max sizes of 24x90=DP+/- 0, 30x90=DP+/-69, 6x90=DP+/-60, Vertical Flange 37x90=DP+/-50, Tube Aluminum 2x90=DP+/-53, 275.4 576S Mullion. Measuring 8x90=DP+/-49, 53- 1/8" x 3-13/16". 1/8x90=DP+/-31. max=L/175. Performance cries. See attached design Pressure chart CAMrRP04.11 /03-1012. Max sizes of 48x90=DP+/- 70, 53-1/8x36=DP+/-S8, 53- Specialty Window 1/8x42=DP+/-S6, 53- 3275.5 CM-16554 Self -Stacking Sill 1/8x90=DP+/-5S. max =L/175. Performance vanes. See attached design pressure chart 9CAM104.0S / lift„.//xxnxnu•flmirlah,iiHinu.nru_/nr/nr detl:ast)?IPT=3275&RV=O&fm=ROSrch c Florida Building Code Online Page 3 of 3 -0621. Max sizes of. 48x90=DP+/- 70, 53-1/8x36=DP+/-58, 53- 1/8x42=1DP+/-56, 53- 3275.6 CM-18512 Transom Window 1/8x90=DP+/-55. Self -Stacking Sill max=L/175. Performance aries. See attached design pressure chart 9CAM104.05 / 04-0621. Max sizes of. 24x90=DP+/- 1, 30x90=DP+/-34, 36x84=DP+/-37, Vertical Fin Tube 37x84=DP+/-36, luminum Mullion 2x84=DP+/-33, 3275.7 CM-18514 Non -Reinforced. 8x84=DP+/-30, 53- easuring 2-3/16" 1/8x72=DP+/49. 1-1/4". max=U175. Performance cries. See attached design pressure chart MIHPCA041.05 / 04-0601. Max sizes of. 37x90=DP+/- 70, 42x90=DP+/-64, Vertical Fin Tube 8x84=bP+/-70, Aluminum Mullion 8x90=DP+/-59, 53- 3275.8 CM-18514 Reinforced. 1/8x90=DP+/-55. Measuring 2-3/16" max=U175. Performance 1-1/4". varies. See attached design pressure chart MII-IPCA041.05 / 04-0601. Max sizes of. 84x90=DP+/- 70, 90x90=DP+/-62, Horizontal Fin o 96x90=DP+/-48, 106- Aluminum TubMullion. 1/4x90=DP+/-32, 108- 3275.9 CM-18520 ullio . Measuring Measuring 5/8x90=DP+/-30. max=U175. Performance cries. See attached design pressure chart MIHPCA04.01 / 04-0601. .;•..:!-'aut,C. � ..;t :_.i: ..> >f � a�'c .i�:'�. � .. .�'cr�^:*-'" . � "�.. �ii-"n'?S.:i _ _•''2nl�ci' ' � ". vP f,. �v:'�k -9r'x: R'.'Il>_, - Cqpyriyht and Disclaimer.; 02000 The State of Florida. All rights reserved. art r htti)://www.floridabuilding.org/pr/pr_detl.asp?IPT=3275&&RV=O&f-n=ROSrch 1/13/2005' Series H83 "STRUCTURAL" HORIZONTAL MULLION - Florida Flange NOTES: elf you are stacking a single unit over another single unit, such as a roundhead over a single hung, the Series V83 Mull Kit (which is the vertical mull normally used to twin units) is sufficient and can be used horizontally. Specify length when ordering. Overall length of horizontal mull is to be the same length as the overall flange to flange width of ' the mulled units below, including the vertical mull.. EXAMPLE: For twin "Two Wide", Mull will be 37" + 1/8" + 37" = 74 1/8" Step 1. On lower units, follow twinning instructions shown on sheet # MULLV83A. Step 2. Position horizontal mull on top of twinned units as shown below. With 1/8" drill, drill up through pre —punched holes in the single hung heads into the mull. Before attaching with #8 x 3/4" screws (not included), run a full length bead of caulk in area shown. Step 3. Position top unit on top of mull and drill 1/8" holes, in position shown, on some centers as lower unit. With 3/16" drill, re —drill holes in sill only and fasten with screws. Step 4. For fastening ' the vertical mull to the horizontal mull, "face screws" can be added to the 1/2" tab on the vertical mull. Use 1/8" drill bit as described above. For best appearance, countersink the holes and use flatheod screws. Step 5. Before lifting into rough opening, Drill two holes in each clip and insert into each end of mull as shown below with tabs pointing to up and down. -Fasten each clip tab to construction with two #10 x 1 1/2" screws for structural integrity. `LJE1 V TLLLAIL !1 LJOto MAN Exterior UFACT 1 0/744 ~I V116�� -e" CLEARANCE HOLES IN SILL (DRILLED) o M.AS /e" DRIVE HOLES (DRILLED) ' i 0 1/8 > > L Sect5765 CAULK (reference) o i ii i FACE SCREW . i u Va" DRIVE HOLES u �- (DRILLED) `f ' Series V83 9 00 / Z VERTICAL MULL. "' PRE —PUNCHED HOLES o 3/16" Clearance Hole I IN SINGLE HUNG HEADS (Field Drilled) 6rZ_?7 � J NOTE: SEE REVERSE SIDE FOR FASTENING REQUIREMENTS. 0 Ml HOME PRODUCTS / BETTER-BILT HORIZONTAL MULLION DESIGN LOAD CAPACITIES' FOR EXTRUDED ALUMINUM TUBE MULLIONS H43•(#5767 FIN) & H83 (#5765 FLANGE). WHEN USED FOR MULLING A SINGLE TRANSOM H43 / H83- CA990163-A 07-Feb-2002 .99-0219 MULL SPAN> WOW. HGT. V 60.000 66.000 72.000 74.000 84.000 90.000 96.000 106.250 36.000 96.6 82.3 71.1 67.9 • 55.0 49.1 44.1 37.3 42.000 92.5 78.5 67.7 64.6 52.2 46.6 41.9 34.7 48.000 89.8 75.8 65.1 61.4 50.0 44.6 40.0 33.1 50.625 89.0 74.9 64.2 61.2 49.2 43.8 39.3 32.5 54.000 88.3 73.9 63.2 60.2 48.3 42.9 38.5 31.8 60.000 87.8 72.9 61.9 58.9 47.0 41.7 37.3 30.8 63.000 87.8 72.6 61.5 58.4 46.4 41.1 36.8 30.3 72.000 87.8 72.5 61.0 57.7 45.3 39.9 35.6 29.2 NOTES: • 1 CHART APPLIES ONLY TO EXTRUDED ALUMINUM MULLIONS (H43 S H83) USED HORIZONTALLY. CHART ASSUMES TRANSOM HEIGHT TO BE ONE HALF MULLION SPAN. WINDOW HEIGHTS SHOWN ON 'r AXIS OF CHART DESIGNATE HEIGHT OF WINDOWS BELOW MULLION AND DO NOT INCLUDE TRAMSOM HEIGHT. READ MULLION SPAN AND WINDOW HEIGHT IN INCHES. DESIGN PRESSURE VALUES ON THIS CHART ARE POSITIVE AND NEGATIVE IN PSF. DESIGN LOAD CAPACITIES SHOWN ON THIS CHART DO NOT CONSIDER ANY STRENGTH WHICH MAY BE OBTAINED FROM FRAME MEMBERS OF WINDOWS BELOW THE MULLION. Dmax - L/175 MULLION AND FRAME ANCHORS SHOULD BE CHECKED IN EACH SPECIFIC CONDITION. MULLION MUST BE ANCHORED TO SUBSTRATE WITH CLIP NUMBER SECT5795 USING TWO 910 X 1-1/2 SCREWS IN WOOD OR TWO 3/16 IN DIA. X 1-1/2 RAWL TAPPERS OR APPROVED EQUAL IN MASONRY OR CONCRETE. PREPARED BY: DA PRODUCT 6 APPLICA170AI ENGINEERING, INC. (CIEI��' ID �:t�I ID 250 INTERNATIONAL PARKWAY SUITE 250 A�.y�^r HEATHROW. FLORIDA 32746 MANU�.•��uuILL PHONE 407 805.0365/ FAX 407 805-0366�/ / F /C I��CT/ MASTER IFILE # 9 .Yl 0 ■ S e r I e S V43 "ST•RUCTURAL" VERTICAL - MULLION Nall fin typ® NOTE: If adding o (ransom, roundhead, etc., saw 1/4" off the top of the mull before joining units and refer to horizontal mug instruction sheet JMULLH43A. 'Cl Step 1. Strip fins from windows where mulls are to be used. Stop Z. Apply o bead of caulk in the mull to seal against window jambs. . � � � � / � � � / StOp 3. Place windows and mullions together as shown below. -744) Step 4. The single hung jamb has an exterior track (screen area — bottom half of window) and on interior track (operating sash — upper half of window). In these areas only, drill 1/8" pilot holes through the jombs into the mullion, then re —drill the jambs only with 3/16" clearance holes. Holes should be spaced evenly on approximately 12" to 16" centers. Step S. Attach windows to mullion using #8 x 3/4" sheet metal screws (not included) through drilled holes as shown below. To ovoid jamb distortion, do not overtighten screws. Step 6. The gap between window jambs at the top.must be flashed• and caulked and preferably be covered by construction / overhang to prevent water leakage. A 3" long black plastic flashing clip which clips on the top edge of the nail fin is provided to help close this gap. Use ample sealant under and on the edges of this clip. Stop %. Before lifting into rough opening, drill two holes in each clip and insert into each end of mull as shown below with tab pointing to inside. Fasten each clip tab to construction. with two #10 x 1 1./2" screws for structural integrity. NOTE: FACTORY TWINNED UNITS ARE FURNISHED WITH A FULL LENGTH DRIP CAP. THIS IS AVAILABLE AS AN OPTION — SPECIFY "SECT5769" AND LENGTH SHOWN ON INSTRUCTION SHEET # MULLV43B. CAUTION, This mullion Is one Inch wider than the Series 543 mull. which took up 1/4' between units. ADJUST THE WIDTH OF ROUGH OPENINGS AND STACK -ON SERIES No. 05X WINDOWS ACCORDINGLY 1 8 x 3/4" chppf ma4^1 orim f xlerior IA" DRIVE HOLES (MULLION) [--- 1 1 /4" --1 -vraaancavan CGvrncun aC- ac o- vi L• .a v r' G Y: / •L 1% •G •C ,u C SecI5766 G a' (reference) S C t: •n _ •n _t. ?v ai �s' v a /-- Caulk full length (2 places) liLlr•1\AIYI..L I a�LES (JAMBS) 3/16" ClCnrnnrP 41niam NOTE: SEE REVERSE SIDE FOR FASTENING REOUIREMENTS. Ml HOME PRODUCTS / BETTER B/LT VERTICAL MULLION DESIGN LOAD CAPACITIES FOR ALUMINUM V43 TUBE MULLION (DIE # 5766; APROX- SIZE: 1 518" X 2 1/8" X 118") WHEN USED TO MULL FIN FRAME WINDOWS (D_�) V43 Cra98OW2-A 05Sep-2001 98-1012 WDW. WTH. > MULL SPAN V 24.000 30.000 36.000 37.000 42.000 48.000 53.125 36.000 240.0 218.2 213.3 213.3 213.3 213.3 213.3 42.000 192-0 171.4 160.0 160.0 157.4 157.4 157.4 48.ODO 160.0 139.1 128.0 126.3 121.5 120.0 120.0 50.625 150.0 129.7 117.1 115.7 111.6 107.9 107.9 54.000 137.1 118.5 106.7 105.5 100.0 96.0 95.0 60.000 110.0 93.8 83.8 825 77.3 73.3 71.3 63.ODD 93.9 79.8 70.9 69.8 65.1 61.4 59.4 72.000 61.1 51.4 45.2 44.4 41.1 38.2 36.4 NOTES: CHART APPLIES ONLY TUBE MULLION #5766 WHEN USED TO VERTICAL MULL SERIES 542/05X PW AND / OR SERIES 700/704/740644 SH WINDOWS READ WINDOW WIDTH AND MULL SPAN IN INCHES WINDOW WIDTH DIMENSIONS REPRESENT THE WIDTH OF -EACH WINDOW IN A SINGLE OPENING, NOT THE OVERALL WIDTH OF THE OPENING. DESIGN PRESSURE VALUES ARE NOT LIMITED TO TWO WINDOWS IN A SINGLE OPENING, AND APPLY WHERE ANY NUMBER OF MULLIONS ARE EMPLOYED IN A SINGLE OPENING. • DESIGN PRESSURE VALUES ON THIS CHART ARE IN PSF. • Dmax = U175 • MULLION MUST BE ANCHORED TO SUBSTRATE WITH CLIP NUMBER SECT5795 USING TWO #10 X 1-1/2 SCREWS IN WOOD OR TWO 3116 IN DIA. X 1-12 RAWL TAPPERS OR APPROVED EQUAL IN MASONRY OR CONCRETE PRODUCT 6 APPLICA. TION ENGINEERING, INC. 250 INTERNATIONAL PARKWAY SUITE 250 HEATHROW. FLORIDA 32746 PHONE 407 8054365/ FAX 407 805M% yy G 9-e9-D/ Z'jN-14-2005 11: O6 :CifiUa DU11ULLlb' I VUG %J1111110 717 3 2 7025 P.02 M! HOtE PRODUCTS P• f L 1-.�41�. F.+vn•I;1?Un�iY � t � .ti Yu t :ihi - i PRODUCT APPROVAL Frociu tType Detail _ . User: Public User - Not Associated with Organization - �J " Need felR; Application #: FL3319 Date Submitted: 09/14/2004 Code Version: "cVV 1 Product Manufacturer: MI Home Products INC Address/Phone/email: 650 W Market St Gratz, PA 17030 (717) 365-3300 Category: Exterior Doors Subcategory: Sliding Evaluation Method: Referenced Standards from the Florida Building Code: Certification Agency: Quality Assurance Entity: Validation Entity: Authorized Signature: Evaluation/Test Reports Uploaded: Installation Documents Uploaded: Product Approval Method: Application Status:. Date Validated: Date Approved: Date Certified to the 2004 Code: Certification Mark or Listing Section Standard Year AAMA/NWWDA 1997 101/I.S.2 American Architectural Manufacturers Association Andrew Brill abrill@mihp.com Method 1 Option A Approved 09/14/2004 10/21/2004 6/14/2005 http://www. floridabuilding.org/pr/pr_detl.asp?IPT. 3319&RV=0&fm=R0Srch JUN— 14-2005 11:07 M1 fOME PRODUCTS ;`lurlud 15ulluing uOut; VnllllC • Page: F— -Go 714 352 7025 P.23 Page 1 / 1 CA pp/Serq Product Model.# or Model Limits of Use €# Name Description Per manufacturers Aluminum Patio installation instructions. Door 162x80 R- Comparative analysis 3319.1 20/430/440 (OXX) 35 No charts and additional Reinforcement product information DP+35/-35 available at: www.miwd.com. Aluminum Patio Per manufacturers Door 144,06 R- installation instructions. 0 with Steel and Comparative analysis 3319.2 20/430/440 (XOX) charts and additional uminum product information Reinforcement available at: DP+40.0/-40.1 miwd.com. Per manufacturers Aluminum Patio installation instructions. Door 182x96 R- Comparative analysis 3319.3 20/430/440 (XXO) 25 with Steel charts and additional , Reinforcement product information P+25/-25 available at: miwd.com. eP-3Tti_,. Inricw' mm.— , an ..m:..-_r_ .—_ r_.rr:-•,••.. •.� ..... err-r.!n::c7... r •"�,�u....,f�v!;.:i� ' rr' r. Gua��Sa___.� �!'° ' L 'k�a��::_::.t�si!a;:_34:,.d.H:.��,�."'�A,�"�.�3z�s_d<",�.^.i!iu'"�'t� � �'ixd!�e�iliiliG:�lit •...,.....�. .C,C,=� .ri.,."..;dIIE.J� L.. p- _----- w., -. - - s:_, r^v.r.r,.-,-,,,:, � a _� ..rrt e':. _ , n r...: ;.� . r., r. . ^t q • ... fir.:. _. r ._._ , , Yrs,F M..-..a, -^ w ,. _.u._�s�Jtf-3�,.:.....::«"..:_::3rcm!•_u=,._-F.c.:.:..�.«.uu.,ua.�•�•-trH LTi1Ww�:.. �a::!'z«,¢ac:_:-r�•�J?ft !1. a - u!� s��rad " Copyright and Disclalmer ; 02000 The State of Florida. All rights reserved. MWN yanaFa> ppi:117�fItt ...-� •,--••--rn• Ir•I„r= r.,tr.... �...y.. r ;..._ t..�PJ ' r�agr •^?t:9C °J;: `_^_.TI ^C.._ E,....�-.l,'�+wGl'uG'�15•. fla93�•G.:..=�ilK..:.e:,ar_:SLtt^It:u..::r��.�uu°n._Ut2.:._..:.�iiuuw=-.n._�I.'f� �.... «'��`uiElfin, ._. �iit::..'..'.'•�t9l�tu"in°,°:lk`;7".l-i 'ell a /�nnr. TOTAL P.03 . 3.064 24" tyP. 24" fB 562 � I -- 1.562 .687 .687 BetterBift r n - u COUNTERSINK FOR p8 FLAT HEAD SCREW (NOT THROUGH) 1 tYP O O O ryp lil• I ' i n ail I I I I •i� 3.000 �:_:_= I I I I =_: __� 2.871 iq h .230 DIA. (4) .839 rn I _ _ lgg T"• 24" MAX 24" MAX �— 6" I SECT. 4209 6„ SQUARE SAW CUT TO LENGTH TOOL # 420-T04 SWEEP CUT 1.875 ® EACH END TOOL y 420-TO5 PIERCE .230 DIA• ® EACH'END XX, OX OR XO O-XO OR OX-0 A OXXO OR XXXX B TOOL # 420-TT06 C'SINK FOR Q 8 PFH 2 TRACK (2 PANEL) 2 TRACK (3 PANEL) 2 TRACK (4 PANEL) A NOM. M9DTH "L" q WEEPS 5'-0" 60" 2 6'-0` 72" 2 8'-0" 96" 3 lo'—O" 120" 4 NOM. WIDTH "L" # WEEPS 7'-6" 91 3/4" 3 9'-0" 109 3/4" 4 12'-0" 145 3/4" 5 . 15'-0" 181 3/4" 7 NOM. WIDTH "L" (/ WEEPS 10'-0" 120 5/8" 4 12'-0" 144 5/8" 5 16'-0" 192 5/8" 7 B DATE ECN DESCRIPTION BY mO C °`9OO FABRICATION ° "•" °" TC 25 /98 o2/T.r, — 02/25/98 015-98 INITIAL RELEASE 10 A 04/09/98 026-98 LENCTHS REV. TOOLf> AWED. 1.875 WAS LOW TC °A B 3/24/99 031-99 4—PANEL CUT LENGTHS INCREASED 1/4' TC ant• FRAME SILL C 08/01/W 022-00 REVSED JAMB SECTION 4210 SHOMTI TC scNt 1 I S.M. 1 D 07/13/LV 025-00 WEEPS AWED, END NOTCHES REVISED iC E m/27/o. 010-04 h•L. na• loc. r•.L•a. 6' •°. e' xxOR 420 n0.sERIES FAB�i209 AAE 6" I I-- 24" MAX --I 24" Max I 6- .198 Typ ! f �-- -•- .427 T �.. ------� 'j i .188 Dia. C'Sink for 3/16" Flathead Topcon I I I i.903 ( I I I :a----•-- ---•—•—•---•—•-----•---- ---•---- i {})i� cc=cc=; 3.000 Typ 1.525 -•—•sa- — — —•---•---•—•-------------.—•--- — —•—.—.—•—•— —.—.— v� .230 Dio. (4) .170 Typ - - "L" Dim (Cut Length) XX, OX OR XO . OX-0 OR 0—XO Series 420 Series 420 2 Panel 2 Track 3 Panel 2 Track NOM. "L" Width DIM. 5'0 60" 6'0 '72" 8'0 96" 10'0 1120" NOM. Width "L" DIM. 7'6 91 3 4" 9'0 109 3 4" 12'0 145 3 4" 15'0 • 181 3 4" OXXO OR XXXX SQUARE SAW CUT TO LENGTH Series 42O TOOL # 420-TOI SWEEP CUT .170 DIMENSION ® EACH END TOOL # 420-TO2 PIERCE .230 DIA. ® EACH END 4 Panel 2 Track TOOL # 420-TO3 PIERCE .171 DIA. HOLES NOM. Width 1" DIM. 10'0 120 5 8" 12'0 144 5 8" 16'0 192 5 8" A B B DATE ECN DESCRIPTION BY FABRICATION DRAWING SFB 2/24/98 - 02/25/93 015-98 INn1AL RELEASE r.c. A 4/6/98 026-98 Rd- 6. P.ddn% Od Wo M.41W JX -13/32 SiB .nt. 2 TRACK FRAME HEAD aEOdR o.rt, B 3/2499 031-99 4-PANEL CUT LENCIHS INCREASED 1/4- TC C 05/01/00 022-00 NEW JAMB (SECT4210) SHOWN TC FULL I Cr 1 0 05/c6/02 011-02 I..L Ha., .And t. c'.kk . J71 ma TC E 91/22/04 010-04 Inst. Hol. loc. r.As.d. 6' -oa 8' rc FA001t° SERIES 420 PATIO DOORS FAB4208A E TPA ®® . E a� OFFIC ll- .. NOTE: SEE* INDIVIDUAL TEST REPORT(S) FOR DP RATINGS AND MAXIMUM ALLOWABLE SIZES. INSTALLATION INSTRUCTIONS FOR "APPROVED FOR FLORIDA" ALUMINUM FIN WINDOWS Capitol Windows & Doors appreciates your recent purchase of a maintenance free prime window, which will not rust, rot, mildew, or warp. This is a quality product that left our factory in good condition — proper handling and installation are just as important as good design and workmanship. Please follow these recommendations to allow this product to complete its function. 1. Handle units one at a time in the closed and locked position and take care not to scratch frame or glass or to bend the nailing fin. Place a continuous bead of caulk on the backside of nail fin (mounting flange). 2. Set unit plumb and square into opening and make sure that there is 3/16" ± 1/16" clearance around the .J frame. Fasten unit into opening in the closed and locked position, making sure that fasteners are screwed in straight in order to avoid twisting or bowing of the frame. Make sure that sill is straight and level. Check operation of unit frequently as fasteners are set. 3. Use # 8 sheet metal or wood screws with a minimum of 1" penetration into the framing (stud). Place first screws (two at each corner) 3" from end of fin. For positive and negative DPs (design pressures) up to 35, do not exceed 24" spacing of additional screws. For DPs from 35.1 to 50, do not exceed 18" spacing. 4. Caulk entire perimeter of fin to mounting surface joint and caulk over screw heads. Note: this step can be eliminated if 4" wide adhesive type flashing is used (sill 151., jambs 2"d., head 3`d ) 5. Fill voids between frame and construction with loose batten type insulation or non -expanding aerosol foam specifically formulated for windows and doors to eliminate drafts. The use of expanding aerosol type insulating foam, which can bow the frame, waives all stated warranties. 6. Remove plaster, mortar, paint, and debris that has collected on the unit and make sure that sash/vent tracks and interlocks are also clean. Do not use abrasives, solvents, ammonia, vinegar, alkaline, or acid solutions for clean-up, especially with insulated glass units as their use could cause chemical breakdown of the glass seal. Take care not to scratch glass; scratches severely weaken glass and it could eventually break from thermal expansion and contraction. Clean units with water and mild detergent. - CAUTION - MI Windows & Doors or its representatives are -unable to control and cannot assume responsibility for the selection and placement of their products in a building or structure in a manner required by laws, statutes, and/or building codes. The purchaser is solely responsible for knowledge of and adherence to the. same. BetterBilt window products are not provided with safety glazing unless specifically ordered with such. Many laws and codes require safety glazing (tempered glass) near doors, bathtubs, and shower enclosures. Also be aware. of other code requirements such as emergency egress and structural / energy performance. Corporate Headquarters: MI Windows and Doors, Inc. 650 West Market St. Gratz, PA 17030-0370 (717) 365-3300 www.miwd.com Rev. 7-24-03 UNITY OF TITLE Property Owner: Tewana Chisholm Property Address: 612 5th Street East Tax Parcel Numbers: 25-19-30-5AG-06OC-0030 & 30-19-31-511-OF00-0090 The undersigned property owner agrees to restrict the use of the properties legally described as follows: In consideration of the issuance of a variance to Tewana Chisholm to allow fer the construction of a single family residence, with related amenities and facilities in the City of Sanford, Florida, the undersigned property owner agrees to restrict the use of the properties legally described on "Exhibit A" attached hereto in the following manner: I.Said property shall be considered as one plot and parcel of land, and that no portion of said plot and parcel of land shall be sold, transferred, devised or assigned separately, except in its entirety as one plot or parcel of land. 27he undersigned agrees that this condition, restriction and limitation shall be deemed a covenant running with the land, and shall remain in full force and effect, and be binding upon the undersigned, their heirs and assigns. The agreement shall continue in effect until released by the authority of the administrative official of the City of Sanford or by the City of Sanford Mayor. 37he undersigned further agrees that this instrument may be recorded in the Public Records of Seminole County. Signed, sealed, executed and acknowledged on this 3 day of -1:�\'R _ 20c� Sign Name Here Print Name Here Property Owner STATE OF FLORIDA COUNTY OF SEMINOLE L"a (1146dwJ Sign Name Here Print Name Here Property Owner I HEREBY CERTIFY that on this day, before me, an officer�,c�ulX th rued in the State and'County aforesaid to take acknowledgments, e onally appeare�y� (�Q (J0. ��_ who is personally known to me or who has produced as identification and who did take an oathh,�' WITNESS my hand and official seal in the C n nd State last of said this day of J�iY-� , 200_U DEBORAH W. CARTER Notary Public - State of Florida do Notary Public, in and for the County an St aforementioned. Commission DD 283925 My commission expires: :: ,w; ;,•O'� Boruded By National Notary Owne1'k5 C W CITY OF SANFORD DEVELOPMENT ORDER No. 05-0032 On December 12, 2005, City of Sanford issued this Development Order relating to and touching and concerning the following described property: LOT 3 BLK 6 TR C TOWN OF SANFORD PB 1 PG 56 LEG E 33 FT OF LOT 9 BLK F NEAVES ADD PB 1 PG 123 With an street address of 612 51h Street East, (The aforesaid legal description has been provided to the City of Sanford by the owner of the afore described property) N t- M FINDINGS OF FACT N tC (� 'L7 n o M Property Owner: Tewana Chisholm w v wProject Address: 612 5`h Street East o Tax Parcel Number: 25-19-30-5 AG-060C-0030, 30-19-31-511-0F00-0090 00 00 g x 0 Requested Approval: Setback Variances to allow construction of a single family residence 0 00 GO � p c The development approval sought is consistent with the City of Sanford Comprehensive Plan and 0 will be developed consistent with and in compliance to applicable land development regulations and all U x other applicable regulations and ordinances. b � w U The owner of the property has expressly agreed to be bound by and subject to the development r9b 0, � conditions and commitments stated below and has covenanted and agreed to have such conditions and U c �; commitments run with, follow and perpetually burden the afore described property. CA pU ORDER �o n NOW, THEREFORE, it is ORDERED AND AGREED THAT: it 0. rn (1) The aforementioned application for development approval is GRANTED. 0 [ > a� (2) All development shall fully comply with all of the codes and ordinances in effect in the City of Ca o > W Sanford, Florida at the time of issuance of permits including all impact fee ordinances. .5 v (3) The conditions upon this development approval and the commitment made as to this development a .5 - approval, all of which have been accepted by and agreed to by the owner of the property are as a v g follows: � E rx (a) All development shall comply with the conditions applied to the variance as granted by the Development Review Team as well as any additional conditions applied by this Development Order; (b) The proposed single family residence shall comply with all building, fire and life safety code requirements; FASHA_ENG\Development Review\08-Development Orders\2005\05-0032 - 612 5th Street E. - single family variance.doe Page I of 3 (c) The garage at the residence shall be maintained as a functional garage and may not be remodeled into additional living space; (d) A unity of title must be recorded linking the two parcels; (e) The owner agrees to provide a 25 foot wide easement across the northern portion of the property (parcel # 30-19-31-511-OF00-0090), at a mutually agreed upon location, to the City of Sanford with the following stipulations: 1. The easement shall be provided at no charge; and 2. The easement shall be provided to the City within 30 days of the City providing a written request and a survey indicating the location of the easement. (4) This Development Order touches and concerns the afore described property and the conditions, commitments and provisions of this Development Order shall perpetually burden, run with and follow the said property and be a servitude upon and binding upon said property unless released in whole or part by action of the City of Sanford by virtue of a document of equal dignity herewith. The owner of the said property has expressly covenanted and agreed to this provision and all other terms and provisions of this Development Order. (5) The terms and provisions of this Order are not severable and in the event any portion of this Order shall be found to be invalid or illegal then the entire order shall be null and void. Done and Ordered on the date first above. As approved and authorized for execution by the Director of Planning and Development Services on December 12 Z), By: Date: . fJ . 0 Russ L. Gibson, A1CP Director of Planning and Development Services STATE OF FLORIDA COUNTY OF SEMINOLE I HEREBY CERTIFY that on this day, before me, an officer duly authorized in the State and County aforesaid to take acknowledgments, personally appeared Russ Gibson who is personally known to me and who did take an oath. WITNESS my hand and official seal in the County and State last aforesaid this tom` day of J�M CA t" , 2006. TjOOWryL Mine Notaryubli , in and for the County tiN �n DD211344 and State afor mentioned. Expires August 04. 2007 F:\SHA_ENG\Development Review\08-Development Orders\2005\05-0032 - 612 5th Street E. - single family variance.doc Page 2 of 3 PROPERTY OWNER'S CONSENT AND COVENANT COMES NOW, the owner(s) of the afore described property in this Development Order, on behalf of itself and its heirs, successors, assigns or transferees of any nature whatsoever and consents to, agrees with and covenants to performa and fully abide by the provisions, terms, conditions and commitments set forth in this Sign Name Here 7 Print Name Here �Itness Owner SI n Name ere c Print Name Here Witness STATE OF FLORIDA COUNTY OF SEMINOLE I HEREBY CERTIFY that on this day, before me, an officer dU4"a Ithorized in t tate 4z_ and County aforesaid to take acknowledgments, personall appeafec� I who is personally known to me or who has produced rho U ( as identification and who did take an oath. I WI S my hand a9d,official seal in the C my a State 1 s aforesaid thi day of P Notary Public, in and for the Coun£�and _ State aforementioned. Notary Public - �,� orld of FI a • ZSfft eSMoy23.2008 Co#�DD 283925nal NotaryAun. FASHA_ENG\Development Revie nt Orders12005\05-0032 - 612 5th Street E. - single family variance.doc Page 3 of 3 City of Sanford Development Review Team Variance - Staff Recommendations FLegalcription of the Property: 2 5 1 9 3 0 5 A G 0 6 0 C 0 0 3 0 Address of Property: 612 E. Zoning District: MR-3 Name and Address of Owner as shown In the Public Records of Seminole County, Florida: Tewana Chisholm 2529 Daffodil Terrace Sanford Florida 32771 Application Submitted By - Applicant: Name: Tewana chtahoi,,, Address: 2529 Daffodil Terrace Sanford Florida 3277� Phone: 407.302-5330 Fax: 407-3232.9805 E-Mall: Tewana CamobCitaol. om Standards for Consideration for Variances. Before any variance may be granted, the Planning and Zoning Commission or Administrati Official shall find that the variance would relieve a practical difficulty or unve due hardship caused by a strict application of the regulations provided that the variance is occasioned by: • Special conditions and circumstances exist which are peculiar to the land, structure or building involved and which are not applicable to other lands, structures or buildings in the same district. • The literal interpretation of the provisions ofthe land development regulations would deprive the applicant ofrights commonly enjoyed by other properties in the same district under the terms of the land development regulations. • The special conditions and circumstances do not result from the actions of the applicant. • Granting the variance will not confer on the applicant any special privilege that is denied by the land development regulations to other lands, structures, or buildings in the same district. • The reasons set forth in the application justify granting the variance, and that the variance is the minimum variance that will make possible the reasonable use of the land, building, or structure. • The granting of the variance will be in harmony with the generalpurpose and intent of the land development regulations and will not be injurious to the neighborhood, or otherwise detrimental to the public welfare. Variance Requested: Request to reduce the required front yard setback from 30 feet to 15 feet the rear and from 20 feet to 10 feet and the side and from 20 fee to 6 feet to allow for the construction of a new sin le -family home on an Irregular lot Does this Request meet the Standards for Consideration? 1;J Yes ❑ No Site Specific Conditions: The roe has Irregular er 52.66' and a m nimum lot de th o 70.17' and an verall lot size of alons with a oxlmatelnl91176 slo a�redth feetf Staff Recommendations: Recommend to a rove the ues to reduce the front and setback from 30 to 15 feet the rea and ro 20 to 10 ee and the sld and o 2 0 6 ee to allow for the construction of a new sin le-famll ho e b sed on he re mest being co sis en w th the ad to the execution of a Unitv of Title and the use of Stem Wall Constructacen homes and sublect setbacks lon on the home due to the reduced The Development Review Team held a Public Meeting at 9:30 AM on Tuesday, November 22, 2005 to consider the Variance request for 612 E. 5`h Street. As the project/request was reviewed at the November 15, 2005 meeting, a motion was made and an action taken as follows: Motion to approve per staff recommendation was made by Larry Robertson. A Second to the motion was made by Ofc. Mike Bemosky. Discussion: None Those in favor: David Richards Dan Florian Tim Robles Eileen Hinson Ofc. Mike Bernosky Larry Robertson Those opposed: None No public was present in favor or opposed to the request. r M Property Owner: Property Address Tewana Chisholm 612 5th Street East UNITY OF TITLE corl- Tax Parcel Numbers: 25-19-30-5AG-06OC-0030 & 30-19-31-511-OF00-0090 J LL O The undersigned property owner agrees to restrict the use of the properties legally described as M follows: U) aQ In consideration of the issuance of a variance to Tewana Chisholm to allow for the construction of a single family residence, with related amenities and facilities in the City of Sanford, Florida, the z undersigned property owner agrees to restrict the use of the properties legally described on "Exhibit o A" attached hereto in the following manner: M fa ,.Said property shall be considered as one plot and parcel of land, and that no portion of said plot and parcel of v land shall be sold, transferred, devised or assigned separately, except in its entirety as one plot or parcel of land. 0 27he undersigned agrees that this condition, restriction and limitation shall be deemed a covenant running with w �m the land, and shall remain in full force and effect, and be binding upon the undersigned, their heirs and assigns. o The agreement shall continue in effect until released by the authority of the administrative official of the City of U Sanford or by the City of Sanford Mayor. � C 3.The undersigned further agrees that this instrument may be recorded in the Public Records of Seminole County. a) Signed, sealed, executed and acknowledged on this day of 2005. a " a v Sign Name Here Sign Name Here c ` / o Print Name Here /�'u.J4�iQ �l/liJGt D�r� Property Owner Print Name Here Property Owner CU CM C STATE OF FLORIDA ii COUNTY OF SEMINOLE w I HEREBY CERTIFY that on this day, before me, an officer, ul th rized in the State and County aforesaid to o take acknowledgments, personally appeare�Z(� who is personally known to me or who has produced ��t as identification and who did take an oath., WITNESS my hand and official seal in the C n nd State last of esaid this cc day of �Ci't-� 200� ' D BORAH W. CARTER m` 'o`' °;'• NotaryPublic - State of Florida a ; •:MyCc m WonEpimlVlay23,2008 Notary Public, in and for the County an St aforementioned. a �?' Commission # DD 283925 My commission expires: Bonded By NatlonalNotaryagsn. CITY OF SANFORD DEVELOPMENT ORDER No. 05-0032 On December 12 2005, City of Sanford issued this Development Order relating to and touching and concerning the following described property: LOT 3 BLK 6 TR C TOWN OF SANFORD PB 1 PG 56 LEG E 33 FT OF LOT 9 BLK F NEAVES ADD PB 1 PG 123 With an street address of 612 5th Street East, (The aforesaid legal description has been provided to the City of Sanford by the owner of the afore c� N described property) D n C N y M FINDINGS OF FACT w Property Owner: Tewana Chisholm ni Project Address: 612 5th Street East n r Tax Parcel Number: 25-19-30-5AG-06OC-0030, 30-19-31-511-OFOO-0090 w Requested Approval: Setback Variances to allow construction of a single family z 0 x a: residence RX The development approval sought is consistent with the City of Sanford Comprehensive o r nb Plan and will be developed consistent with and in compliance to applicable land development 0 0 En regulations and all other applicable regulations and ordinances. J0 0 aThe owner of the property has expressly agreed to be bound by and subject to the N z o development conditions and commitments stated below and has covenanted and agreed to have ,r U such conditions and commitments run with, follow and perpetually burden the afore described E a property. ao D d ORDER �Q A NOW, THEREFORE, it is ORDERED AND AGREED THAT: (1) The aforementioned application for development approval is GRANTED. na (2) All development shall fully comply with all of the codes and ordinances in effect in the a- City of Sanford, Florida at the time of -issuance of permits including all impact fee ordinances. (3) The conditions upon this development approval and the commitment made as to this FASHA_EN00evelopment Reviewk08-13eve1opment Orders\2005105-0032 - 612 5th Street E. - single family variance.doc Page 1 of 3 PROPERTY OWNER'S CONSENT AND COVENANT COMES NOW, the owner(s) of the afore described property in this Development Order, on behalf of itself and its heirs, successors, assigns or transferees of any nature whatsoever and consents to, agrees with and covenants to performa and fully abide by the provisions, terms, conditions and commitments set forth in this Sign Name Here Print Name Here tness Owner C):7 Si n Name ere Ike Print Name Here Witness STATE OF FLORIDA COUNTY OF SEMINOLE I HEREBY CERTIFY that on this day, before me, an officeruly-authorized in t tate 4�— and County aforesaid to take acknowledgments, personall appea who is personally known to me or who has produced U� as identification and who did take an oath. I WI S my hand a9d �official seal in the day of 0(--/ State aforementioned. o"ar aye,, DEBORAH W. C �_ . .`� No Public . CARTER _ . State of Florida �'bY23,2 MY ''FOF,�oP;.r Commission # DD 283925� Bonded By Noflo nal NotaryAssn F:\SHA_ENG\Development Revie nt Orders\2005\05-0032 - 612 5th Street E. - single family variance.doc Page 3 of 3 t development approval, all of which have been accepted by and agreed to by the owner of the property are as follows: (a) All development shall comply with the conditions applied to the variance as granted by the Development Review Team as well as any additional conditions applied by this Development Order; (b) The proposed single family residence shall comply with all building, fire and life safety code requirements; (c) The garage at the residence shall be maintained as a functional garage and may not be remodeled into additional living space; (d) A unity of title must be recorded linking the two parcels; (e) The owner agrees to provide a 25 foot wide easement across the northern portion of the property (parcel # 30-19-31-511-OF00-0090), at a mutually agreed upon location, to the City of Sanford with the following stipulations: 1. The easement shall be provided at no charge; and 2. The easement shall be provided to the City within 30 days of the City providing a written request and a survey indicating the location of the -easement. (2) This Development Order touches and concerns the afore described property and the conditions, commitments and provisions of this Development Order shall perpetually burden, run with and follow the said property and be a servitude upon and binding upon said property unless released in whole or part by action of the City of Sanford by virtue of a document of equal dignity herewith. The owner of the said property has expressly covenanted and agreed to this provision and all other terms and provisions of this Development Order. (3) The terms and provisions of this Order are not severable and in the event any portion of this Order shall be found to be invalid or illegal then the entire order shall be null and void. Done and Ordered on the date first above. As approved and authorized for execution by the Director of Planning and Devel on December 12, 2005. opment Services By. Date: Russ L. Gibson, AICP Director of Planning and Development Services FASNA_ENG\Development Review\08-Development Orders\2005\05-0032 - 612 5th Street E. - single family variance.doc Page 2 of 3 CITY OF SANFORD BUILDING DIVISION OWNER/BUILDER AFFIDAVIT CONSTRUCTION CONTRACTING Owners of property when acting as their own contractor and providing direct, onsite supervision themselves of all work not performed by licensed contractors, when building or improving farm outbuildings or one -family or two-family residences on such property for the occupancy or use of such owners and not offered for sale or lease, or building or improving commercial buildings, at a cost not to exceed $25,000, on such property for the occupancy or use of such owners and not offered for sale or lease. In an action brought under this part, proof of sale or lease, or offering for sale or lease, of any such structure by the owner -builder within 1 year after completion of same creates a presumption that the construction was undertaken for purposes of sale or lease. This subsection does not exempt any person who is employed by or has a contract with such owner and who acts in the capacity of a contractor. The owner may not delegate the owner's responsibility to directly supervise all work to any other person unless that person is registered or certified under this part and the work being performed is within the scope of that person's license. For the purposes of this subsection, the term "owners of property" includes the owner of a mobile home situated on a leased lot. To qualify for exemption under this subsection, an owner must personally appear and sign the building permit application. State law requires construction to be done by licensed contractors. You have applied for a permit under an exemption to that law. The exemption allows you, as the owner of your property, to act as your own contractor with certain restrictions even though you do not have a license. You must provide direct, onsite supervision of the construction yourself. You may build or improve a one -family or two-family residence or a farm outbuilding. You may also build or improve a commercial building, provided your costs do not exceed $25,000. The building or residence must be for your own use or occupancy. It may not be built or substantially improved for sale or lease. If you sell or lease a building you have built or substantially improved yourself within I year after the construction is complete, the law will presume that you built or substantially improved it for sale or lease, which is a violation of this exemption. You may not hire an unlicensed person to act as your contractor or to supervise people working on your building. li is your responsibility to make sure that people employed by you have licenses required by state law and by county or municipal licensing ordinances. You may not delegate the responsibility for supervising work to a licensed contractor who is not licensed to perform the work being done. Any person working on your building who is not licensed must work under your direct supervision and must be employed by you, which means that you must deduct F.I.C.A. and withholding tax and provide workers' compensation for that employee, all as prescribed by law. Your construction must comply with all applicable laws, ordinances, buildilg codes, and zoning regulations. I, , do hereby state that I am qualified and capable of performing the r quested constructs involved with the permit application filed. I will assume full responsibility as an Owner/Builder Contractor, and will personally supervise all work allowed by law on the permitted structure. ��\\\11111I I IIIII���� ESC i/i/ 0 wner uild r Signature O' #L05p7293 . Q Print OwnerBuilder Nfne i'�:'� t h �',:; ••o ZO Signature of Notary —State of Florida Date Owner is er�to Me or has Produced ID e' , , r FORM 60OA-2004 OFFICE EnergyGauge® 4.0 FLORIDA ENERGY -EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: CAMPBELLRES Builder: LONDON CAMPBELL Address: Permitting Office: S)% City, State: Permit Number. (>-7_ to O Owner. Jurisdiction Number: 10CI ( 500 Climate Zone: Central 1. New construction or existing New - 2. Single family or multi -family Single family - 3. Number of units, if multi -family 1 - 4. Number of Bedrooms 5 _ 5. Is this a worst case? No _ 6. Conditioned floor area (ft') 2327 ft' - 7. Glass type and area: (Label reqd. by 13-104.4.5 if not default) a. U-factor: Description Area (or Single or Double DEFAULT) 7a(Snglc Dcfault)280.0 ft' - b. SHGC: (or Clear or Tint DEFAULT) 7b. (Clear)280.0 ft' - 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 168.0(p) R - b. Raised Wood, Adjacent R=1 L0, 427.011' _ c. N/A _ 9. Wall types a. Concrete, Int Insul, Exterior R=4.1, 924.6 ft' _ b. Frame, Wood, Adjacent R=1 1.0, 344.0 ft' _ c. Frame, Wood, Exterior R=11.0, 893.0 ft' - d Frame, Wood, Adjacent R=1 I.0, 131.0 ft' - c. N/A _ 10. Ceiling types - a. Under Attic R=30.0, 1837.0 ft' b. N/A - c. N/A _ II. Ducts _ a. Sup: Unc. Ret: Unc. Atl(Scaled):Interior Sup. R=6.0, 1.0 It b. N/A 12. Cooling systems a. Central Unit Cap: 41.5 kBtu/hr _ SEER:13.00 - b. N/A PLANS REVIEWED - c. N/A CITY OF SANFORD = 13. Heating systems a. Electric Heat Pump Cap: 41.5 kBtu/hr _ IISPF:7.70 _ b. N/A c. N/A 14. I lot water systems a. Electric Resistance b. N/A c. Conservation credits (HR-Heat recovery, Solar DHP-Dedicated heat pump) 15. HVAC credits (CF-Ceiling fan, CV -Cross ventilation, HF-Whole house fan, PT -Programmable Thermostat, MZ-C-Multizone cooling, MZ-11-Multizone heating) Glass/Floor Area: 0.12 Total as -built points: 30961 PASS Total base points: 35833 1 hereby certify that the plans this calculation are in com 1- Code. PREPARE BY: DATE: ZI Ail I OI tions covered by Florida Energy I hereby certify that this building, as designed, is in compliance with the Florida Energy Code. OWNER/AGENT: DATE: Review of the plans and specifications covered by this calculation indicates compliance with the Florida Energy Code. Before construction is completed this building will be inspected for compliance with Section 553.908 Florida Statutes. BUILDING OFFICIAL: DATE: 1 Predominant glass type. For actual glass type and areas, see Summer & Winter Glass output on pages 2&4. EnergyGauge® (Version: FLRCSB v4.0) Cap: 50.0 gallons - EF: 0.90 _ FORM 60OA-2004 EnergyGauge® 4.0 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: 7-71 BASE AS -BUILT GLASS TYPES .18 X Conditioned X BSPM = Points Overhang Floor Area Type/SC Omt Len Hgt Area X SPM X SOF = Points .18 2327.0 25.78 10798.2 Single, Clear S 7.0 7.8 7.0 48.22 0.58 1957 Single, Clear S 7.0 7.8 20.0 48.22 0.58 559.0 Single, Clear S 4.0 7.0 38.0 48.22 0.66 1216.3 Single, Clear E 1.0 7.0 28.0 63.97 0.98 1761.4 Single, Clear E 1.0 4.0 10.0 63.97 0.92 586.3 Single, Clear N 8.0 7.8 53.0 30.19 0.72 1151.0 Single, Clear N 1.0 6.0 32.0 30.19 0.97 941.3 Single, Clear N 1.0 7.8 17.0 30.19 0.99 507.5 Single, Clear S 1.0 6.0 30.0 48.22 0.94 1365.8 Single, Clear W 1.0 6.0 15.0 57.68 0.97 838.0 Single, Clear N 1.0 6.0 15.0 30.19 0.97 441.2 Single, Clear N 1.0 6.0 15.0 30.19 0.97 441.2 As -Built Total: 280.0 10004.7 WALL TYPES Area X BSPM = Points" Type R-Value Area X SPM = Points Adjacent 475.0 0.70 332.5 Concrete, Int Insul, Exterior 4.1 924.6 1.18 1091.0 Exterior 1817.6 1.90 3453.4 Frame, Wood, Adjacent 11.0 344.0 0.70 240.8 Frame, Wood, Exterior 11.0 893.0 1.90 1696.7 Frame, Wood, Adjacent 11.0 131.0 0.70 91.7 Base Total: 2292.6 3785.9 As -Built Total: 2292.6 3120.2 DOOR TYPES Area X BSPM = Points Type Area X SPM = Points Adjacent 18.0 1.60 28.8 Adjacent Wood 18.0 2.40 43.2 Exterior 0.0 0.00 0.0 Base Total: 18.0 28.8 As -Built Total: 18.0 43.2 CEILING TYPES Area X BSPM = Points Type R-Value Area X SPM X SCM = Points Under Attic 1723.2 2.13 3670.4 Under Attic 30.0 1837.0 2.13 X 1.00 3912.8 Base Total: 1723.2 3670.4 As -Built Total: 1837.0 3912.8 FLOOR TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Slab 168.0(p) -31.8 -5342.4 Slab -On -Grade Edge Insulation 0:0 168.0(p -31.90 -5359.2 Raised 427.0 -3.43 -1464.6 Raised Wood, Adjacent 11.0 427.0 1.80 768.6 Base Total: -6807.0 As -Built Total: 595.0 -4590.6 EnergyGauge® DCA Form 60OA-2004 EnergyGauge&FIaRES'2004 FLRCSB v4.0 FORM 60OA-2004 EnergyGauge® 4.0 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS:... PERMIT #: BASE AS -BUILT INFILTRATION Area X BSPM = Points Area X SPM = Points 2327.0 14.31 33299.4 2327.0 14.31 33299.4 Summer Base Points: 44775.7 Summer As -Built Points: 45789.7 Total Summer X System = Cooling Total X Cap X Duct X System X Credit = Cooling Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (System - Points) (DM x DSM x AHU) (Sys 1: Central Unit 41500 btuh .SEER/EFF(13.0) Ducts:Unc(S).Unc(R),Int(AH),R6.0(INS) 45790 1.00 (1.09 x 1.150 x 0.85) 0.262 1.000 12837.3 44775.7 0.4266 19101.3 45789.7 1.00 1.069 0.262 1.000 12837.3 EnergyGaugerm DCA Form 60OA-2004 EnergyGaugeG/RaRES'2004 FLRCSB A.0 FORM 60OA-2004 EnergyGauge® 4.0 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned X BWPM = Points Overhang Floor Area Type/SC Omt Len Hgt Area X WPM X WOF = Point .18 2327.0 5.86 2454.5 Single, Clear S 7.0 7.8 7.0 9.90 1.76 121.8 Single, Clear S 7.0 7.8 20.0 9.90 1.76 347.9 Single, Clear S 4.0 7.0 38.0 9.90 1.39 521.8 Single, Clear E 1.0 7.0 28.0 12.37 1.01 348.6 Single, Clear E 1.0 4.0 10.0 12.37 1.02 125.9 Single, Clear N 8.0 7.8 53.0 15.07 0.99 790.0 Single, Clear N 1.0 6.0 32.0 15.07 1.00 481.1 Single, Clear N 1.0 7.8 17.0 15.07 1.00 255.7 Single, Clear S 1.0 6.0 30.0 9.90 1.01 299.4 Single, Clear W 1.0 6.0 15.0 13.25 1.00 199.2 Single, Clear N 1.0 6.0 15.0 15.07 1.00 225.5 Single, Clear N 1.0 6.0 15.0 15.07 1.00 225.5 As -Built Total: 280.0 3942.4 WALL TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Adjacent 475.0 1.80 855.0 Concrete, Int Insul, Exterior 4.1 924.6 3.31 3055.8 Exterior 1817.6 2.00 3635.2 Frame, Wood, Adjacent 11.0 344.0 1.80 619.2 Frame, Wood, Exterior 11.0 893.0 2.00 1786.0 Frame, Wood, Adjacent 11.0 131.0 1.80 235.8 Base Total: 2292.6 4490.2 As -Built Total: 2292.6 5696.8 DOOR TYPES Area X BWPM = Points Type Area X WPM = Points Adjacent 18.0 4.00 72.0 Adjacent Wood 18.0 5.90 106.2 Exterior 0.0 0.00 0.0 Base Total: 18.0 72.0 As -Built Total: 18.0 106.2 CEILING TYPES Area X BWPM = Points Type R-Value Area X WPM X WCM = Points Under Attic 1723.2 0.64 1102.8 Under Attic 30.0 1837.0 0.64 X 1.00 1175.7 Base Total: 1723.2 1102.8 As -Built Total: 1837.0 1175.7 FLOOR TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Slab 168.0(p) -1.9 -319.2 Slab -On -Grade Edge Insulation 0.0 168.0(p 2.50 420.0 Raised 427.0 -0.20 -85.4 Raised Wood, Adjacent 11.0 427.0 1.80 768.6 Base Total: -404.6 As -Built Total: 595.0 1188.6 EnergyGauge® DCA Form 60OA-2004 EnergyGauge®/FIaRES2004 FLRCSB v4.0 FORM 60OA-2004 EnergyGauge® 4.0 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT INFILTRATION Area X BWPM = Points Area X WPM = Points 2327.0 -0.28 -651.6 2327.0 -0.28 -651.6 Winter Base Points: 7063.4 Winter As -Built Points: 11458.2 Total Winter X System = Heating Total X Cap X Duct X System X Credit = Heating Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (System - Points) (DM x DSM x AHU) (sys 1: Electric Heat Pump 41500 btuh ,EFF(7.7) Ducts:Unc(S),Unc(R),Int(AH),R6.0 11458.2 1.000 (1.078 x 1.160 x0.87) 0.443 1.000 5550.7 7063.4 .0.6274 4431.6 11458.2 1.00 1.093 0.443 1.000 5550.7 EnergyGauge'" DCA Form 60OA-2004 EnergyGauge@IFIaRES2004 FLRCSB A.0 FORM 60OA-2004 EnergyGauge® 4.0 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: —7771 BASE AS -BUILT WATER HEATING Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 5 2460.00 12300.0 50.0 0.90 5 1.00 2514.67 1.00 12573.3 As -Built Total: 12573.3 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points = Total Points Cooling Points + Heating + Hot Water = Total Points Points Points 19101 4432 12300 35833 12837 5551 12573 30961 PASS _I ,CttE ST47�0 o� EnergyGaugel" DCA Form 60OA-2004 EnergyGauge@)/FIaRES'2004 FLRCSB v4.0 FORM 60OA-2004 EnergyGauge® 4.0 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 wa foundation & wall sole or sill plate; joints between exterior wall panels at corners; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from and is sealed to the foundation to the top plate. Floors 606.1.ABC.1.2.2 Penetrations/openings >1/8" sealed unless backed by truss or joint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed to the perimeter, penetrations and seams. Ceilings 606.1.ABC.1.2.3 Between walls & ceilings; penetrations of ceiling plane of top floor; around shafts, chas soffits, chimneys, cabinets sealed to continuous air barrier; gaps in gyp board & top plat 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 NFP have combustion air. 6A-22 OTHER PRESCRIPTIVE MEASURES must be met or exceeded bv all residences. COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements in Table 612.1.ABC.3.2. Switch or dearly marked ci 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. Duds in unconditioned attics: R-6 min. insulation. HVAC Controls 1607.1 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. EnergyGauge T" DCA Forth 60OA-2004 EnergyGauge&FIaRES'2004 FLRCS13 v4.0 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 86.3 The higher the score, the more efficient the home. I. New construction or existing New _ 2. Single family or multi -family Single family _ 3. Number of units, if multi -family I _ 4. Number of Bedrooms 5 5. Is this a worst case? No _ 6. Conditioned floor area (W) 2327 ft' _ 7. Glass type) and area: (Label reqd. by 13-104.4.5 if not default) a. U-factor: Description Area (or Single or Double DEFAULT) 7a(Sngle Default)280.0 ft' b. SHGC: (or Clear or Tint DEFAULT) 7b. (Clear)280.0 ft' _ 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 168.0(p) ft _ b. Raised Wood, Adjacent R=11.0. 427.Oft' c. N/A _ 9. Wall types a. Concrete, Int Insul, Exterior R=4.1, 924.6 ft' b. Frame, Wood, Adjacent R=11.0, 344.0 ft' _ c. Frame, Wood, Exterior R=11.0, 893.0 ft' _ d Frame, Wood, Adjacent R=11.0, 131.0 ft' _ e. N/A _ 10. Ceiling types a. Under Attic R=30.0, 1837.0 ft' _ b. N/A _ c. N/A _ IL Ducts a. Sup: Unc. Ret: Unc. AH (Scaled): Interior Sup. R=6.0, 1.0 ft _ b. N/A 12. Cooling systems a. Central Unit b. N/A c. N/A 13. Heating systems a. Electric Fleat Pump h. N/A c. N/A 14. liot water systems a. Electric Resistance b. N/A c. Conservation credits (HR-licat recovery, Solar DHP-Dedicated heat pump) 15. HVAC credits (CF-Ceiling fan, CV -Cross ventilation, IiF-Whole house fan, PT -Programmable Thermostat, MZ-C-Multizone cooling, MZ-Ii-Multizone heating) 1 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 "Lip: Cap: 41.5 kBtu/hr _ SEER: 13.00 Cap: 41.5 kBtu/hr _ HSPF: 7.70 Cap: 50.0 gallons _ EF: 0.90 *NOTE: The home's estimated energy performance score is only available through the FLARES computer program. This is not a Building Energy Rating. If your score is 80 or greater (or 86 for a US EPA/DOE EnergySiar 'designation), your !tome may qualify for energy efficiency mortgage (EEM) incentives if you obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge web site at wtvw.fsec. ucf edu for information and a list of certified Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of Community Affairs at 8501487-1824. I Predominant glass type. For actual glass type and areas, see Summer & Wintef Glass out ut onpages 2&4. EnergyGauge® (Version: FLUM v4. P) I PROJECT SUMMARY Entire House DEL AIR HEATING,AIR CONDITIONING,R Job: CAMPBEIJ_ MS t3 N06 109 COMMERCE STREET. LAKE MARY. FL 32746.6206 Phone: (407) 831-2665 Project• • Weather: Orbrdo AP, FL, US Winter Design Conditions • 11 • - all . - all 1111- 0 9 Heating Summary 38 °F Outside db 70 °F Inside db 32 °F Desi31TD Daily range Building heat loss 36099 Bhdi Ventilation air 0 cfm Vuh entilation loss�badd 36� B Infiltration Method Sirr>plifled Construction Replacesquality Average Area W Hea9 g Coo21r3ng Volume(fN) 19865Z7 19865 Equiv.Air AVF (dm) 232 132 Heating Equipment Summary Malmo TPANE Trade Model Efficiency HealigVpA Temperature rise Actual air flaw Air flow factor Static 7.7 FISFF 0 Bhd1 @ 47-F 0 °F 1400 cfm 0.039 dm8tuh 020 in H2O fi4 RIVfEWED d 8f 3ANFORD Summer Design Conditions Moisture difference 93 °F 75 °F 18 °F M 50 % 43 grub Sensible Cooling Equipment Load Sizing Structure 25013 Bhlh Ventilation 1485 Bluh jnnttemperdbire swing 3. °F . Rate/swi V multiplier 1.00 Total sens. equip. bad 26498 Bhlh Latent Cooling Equipment Load Sizing Internal gains 1610 Bhdi Ventilation 2212 Btib Infiltration 3905 Bhth Total latent equip. bad 7727 Bhfi Total equipment bad 34225 Bhd1 Req. ti>1a1 c padlr at 0.80 SHR 2.8 ton Cooling Equipment Summary Make TRADE Trade Cond Coil Efficiency Sensible ootug 33200 Btuh Latent cooling 8300 B1Lrh Total coofug 41500 BtLih Actual air flaw 1400 cfm Air flow factor 0.056 drnBtuh Static pressure 020 in H2O Load sensible heat ratio 77 % Bold/italic values have boon manually overridden Printout certified by ACCA to meet all requrerrelts of Manual J 7th Ed. �+�• WI"14ght50fC Right -Suite Residential 5.5.17 RSR26014 2006-Aug-28 16:13:33 /9C.C.A E:\Files\LONDONCAMPBELL\CAMPBELLRES\CAMPBELLRES.rsr Page 1 4 RIGHT-J CALCULATION PROCEDURES A, B, C, D Entire House C DEL AIR HEATING,AIR CONDITIONING,R Job: CAMPBELL RES 8/28106 109 COMMERCE STREET. LAKE MARY. FL 32746-6206 Phone: (407) 831-2665 Procedure A - Winter Infiltration HTM Calculation* 1. Winter infiltration AVF 0.70 ach x 19865 ft3 x 0.0167 = 232 cfm 2 Winter infiltration bad 1.1 x232 Cfm x 32 °F Wr>berTD = 8158 Btuh 3. Winter infiltration HTM 8158 Btuh / 298 ft2 Total window = 27.4 BtuhW and door area Procedure B - Summer Infiltration HTM Calculation 1. Summer infltraton AVF 0.40 ach x 19865 ft3 x 0.0167 = 132 cfm 2 Summer hfahation bad 1.1 x 132 cfm x 18 °F SuTn- lD = 2622 Btuh 3. Summer iriffhation HTM 2622 Btuh / 298 ft2 Total window = 8.8 Btuh/ft2 and door area Procedure C - Latent Infiltration Gain 0.68 x 43 grAb moistdiff. x 132 cfm = 3905 Btuh rroceoure u - t:quipment bizing Loaas 1. Sensible stung bad Sensible ventilation bad 1.1 x 75 cfm vent x 18 °F Su n-erTD = 1485 Btuh Sensible bad for structure (Line 19) + 25013 Btuh Sum of ventilation and structure bads = 26498 Btuh Equipment stung -bad sensible 26498 Btuh 2 Latent sizing bad Latent ventilation bad 0.68 x 75 cfm vent x 43 grAb, moistdii f. = 2212 Btuh Internal bads = 230 Bblh x 7 people + 1610 Btuh Infitbatlon bad from Procedure C + 3905 Btuh Equipment stung bad - latent = 7727 Btuh 'Const u ctim Quality is: a No. of Fmglaoes is: 0 Bold/italic values have been manually overridden Printout certified by ACCA to meet all repkernents of Manual J 7th Ed. 4-- wrightsoft Right -Suite Residential 5.5.17 RSR26014 E:1FilesILONDONCAMPBELL%CAMPBELLRES%CAMPBELLRES.rsr 2006-Aug-28 16:13:33 Page 1 14 RIGHT-J WINDOW DATA t DEL AIR HEATING,AIR CONDITIONING,R Job: CAMPBELL RES 8/28106 109 COMMERCE STREET. LAKE MARY. FL 32746.6206 Phone: (407) 831-2665 W S D W G L S S O N A S O O W C W S N K I A L O T H V G N H V V H H N H D Y R L A W R A H L G C R R G T A A W L Z E M D G Z L O X Y T M R R LIVINGRM a n S b c n 0 n 1 1 90 1.0 7.0 1.0 6.8 46.4 7.0 7.0 a n S a C n 0 d 1 1 90 1.0 4.0 1.0 6.0 30.4 38.0 38.0 c n S b c n 0 n 1 1 90 1.0 7.0 1.0 6.8 46.4 20.0 20.0 DINING a n E a c n 0 d 1 1 90 1.0 1.0 1.0 6.0 54.4 28.0 0.0 KITCHEN a n E a c n 0 d 1 1 90 1.0 1.0 1.0 3.0 54.4 10.0 0.0 FAMILY b n N a C n 0 d 1 1 90 1.0 8.0 1.0 6.8 20.4 53.0 0.0 MASTERBDRM a n N a c n 0 d 1 1 90 1.0 1.0 1.0 5.0 20.4 32.0 0.0 MASTERBATH c n N a c n 0 d 1 1 90 1.0 1.0 1.0 6.8 20.4 17.0 0.0 MASTERWIC LAUNDRY BATH BDRM4 a n S c c n 0 d 1 1 90 1.0 BDRM4WIC BDRM5WIC 1.0 1.0 5.0 30.4 30.0 26.4 � + WrIghtsoft Right -Suite Residential 5.5.17 RSR26014 2006-Aug-28 16:13:33 ACCA E:\Files\LONDONCAMPBELL\CAMPBELLRES\CAMPSELLRES.rsr Page 1 BDRM5 a n W c c n 0 d 1 1 90 1.0 1.0 1.0 5.0 54.4 15.0 0.0 BATH2 BDRM3 a n N c c n 0 d 1 1 90 1.0 1.0 1.0 5.0 20.4 15.0 0.0 BDRM2 a n N c c n 0 d 1 1 90 1.0 1.0 1.0 5.0 20.4 15.0 0.0 BDRM2WIC LOFT � y+ r, wrightsoft Right -Suite Residential 5.5.17 RSR26014 2006-Aug-28 16:13:33 o4CA:; 1 E:\Files\LONDONCAMPBELL\CAMPBELLRES\CAMPBELLRES.rsr Page 2 RIGjiT-J WORKSHEET Enure House DEL AIR HEATING,AIR CONDITIONING,R Job: CAMPBELL RES 8128106 109 COMMERCE STREET. LAKE MARY. FL 32746-6206 Phone: (407) 831-2665 rwvwr�.c mra 1 Namedroom &ftHouse LMNCT" DINM WCFEN 2 La Cfe"osedva 289D It 47A ft 9.0 ft 19.0 ft 3 fmandnams 20A x 10A ft 9.0 x 210 ft 22D x 12.0 ft 4 Cedngs Cmdi Option 85 ft ha�lvd d 9A ft hmtbod 9A ft heabod 9.4 ltertbod TYFEa= CSf WM Area Laed(B11tJ I Area I Load (B1h) Arm Lmd(Bth) Area I Lmd@W DWCS1_FE I I Na I Htg I Gag I (f1l) I Htg Cog (W) Fftg Clg (fe) Fttg Gg (W) I ► IG C19 5 Gn- a 1,0 4.6 21 1103 "" "" 2 - - - "'- 1 Epased b 13C I O.O 12 383 "" "" 1 "" '-' 0 "" wand c 12C 29 19 "" "" 0 "'- "'- 0 "'- - ° °� l0 I DA0.0 I 0AI 01 .... I .... I DI .� I _ I 01 -- I �- I �.. f 0.0 0.0 0 _ - O .. - 0 - - 6 Wltdansad a I 1C 37.0 190 7= - 16a3 " 1035 " 1 TO Icl 138AI I I 9C -_ I 371 1433 -_ I 2� 7741 OI 01 OI -_ _ _- 'I IeI1F �I I 01 OI"" I 0I OI" I OI 01- I 01"" If 19F 1 3WI 1 0 "" 1 0 0 0 '"" I 1 0 7 WYdansad North 1 21.5 ""1 4800 1 64""1 15MI 011 01 d 1 0 16w 154.41 5031 I 23631 01 I 01 A... I ,SZ31 A- I 5441 SEbW 0.0 0 0 0 0 0 0 0 Safi 30 4 "" 103 0 0 0 0 0 Hoe OD 0 0 0 "" 0 0 "" 0 0 8 00.d. a 11A 1 189 127 0 0 0 0 0 0 0 0 0 0 0 b 101D 14.7 99 18 179 0 0 0 0 0 0 1 265 1 c 0.0 1 0.0 0 0 0 0 0 0 0 0 0 0 0 9 NEt a 148 4.6 21 4261 1�4 964 42i 261 117 11 521 eposai b 13C 0.0 12 0 432 170 0 199 0 0 0 0 44 col 17361 t IdI'xI of 0.0 01 01 01 01 01 01 01 01 e OA 0.0 0 0 0 0 0 0 0 0 0 0 0 f I 0.0 01) 0 0 0 0 0 0 0 0 0 0 0 10 Cewgs I a 16G 1.1 1A 1837 191D 2546 200 211 277 1 190 M 279 b 16C 28 3S 131 393 457 105 76 94 113 139 Idl'�I 0.01 0A1 01 01 01 01 01 01 01 01 01 01 01 e 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 f 1 0.0 0.0 0 0 0 0 0 0 0 0 0 1 0 0 11 Fbors I a 224 1 259 OA 168 4355 0 1218 0 9 233 0 1 4 2 0 (NoOx roam b 19G 1.1 OD 0 0 0 0 0 0 0 0 0 ( I 0� (j isd'ispl. d 1 OA1 0 AI 01 0� 01 01 01 01 01 01 01 Cj 01 01 for stab a 0.0 0.0 0 0 0 0 0 0 0 0 0 tbors) f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 12 Intfhatiort a 1 27.4 8b 8158 222 1779 572 28 766 246 A 766 246 13 Stbbtalbss=6+&+11+12 32817 ..- 61115 - .-. 2T2 .-. - M .-. Lew excnr ha*V .... ..- «» 0 - - 0 - - 0 - Less tarts "' 0 «-. '-' 0 - - 0 ...- - 0 - 1141 Fleabrg I -..10°/d �..10'A ...10%� I _10°q Duct loss 3282I - I 6681 "" 1 2561 "" 1 z" - 151 Tod Ims =13+14 "" I 3M - I""I 7353 I "" I "" 1 2818 '"" I "" I 3066 '-" 16 Ird �s f1eQ 300 7 2100 0 "" 0 1 "" 300 "" 0 Appt Qa 127D 3 300D 0 0 0 - 0 - 1200 17 StbtutRSHgait=7- +12+16 ••« .... �� «» ... 3148 .... ..» 25� «.. .... 2952 g I I Le�,cssildLemeftna �.. _ 1 OI _ 1 _ 1 OI 1 1 OI -- 1 -- 1 01 Coofrlg redS0lbtrtion "" "" 0 0 0 0 18 Duct gain 10° "-- 2274 10° 315 10° "" 10' 19 12D ToIaIRSHc j17+18)Rf 1A0 "" Z= .0D "" 3463 1A0 '-' j Z783 1A0 32Q7 AirmgAed (dm) "" 1 1400 "" 194 156 RYW oeftified by ACCA to meet all mquremenLs of Manual J Th Ed. wrraghtsoFt Right -Suite Residential 5.5.17 RSR26014 2006-Aug-28 16:13:33 �� E:\Files\LONDON CAM PBELUCAMPSELLRES\CAMPBELLRES.rsr Page 1 131GjiT-J WORKSHEET nt�re House DEL AIR HEATING,AIR CONDITIONING,R Job: CAMPBELL RES 8n8106 109 COMMERCE STREET. LAKE MARY. FL 32746-6206 Phone: (407) 831-2665 mta FTN4-T4JAL.[ i Namdroom FAMILY MA4TEmDRN Mra5f6ZVNC 2 M 30O ft 14D ft 22.0 ft 18D ft 3 Fdlarndlersors 15A x 15.0 ft 14.0 x 15D ft 9.0 x 12D ft 10D x 8A ft 4 Ceings Cm&Cption 9.4 111 8.0 ft I halbod 8D ftj flerbbod 80 ft hmtbod TYFE a= I ICSTIIITM Area Load (BW Area Load W) Area Laid W) Area Load (Btit) D1P0 UE I I Na I Ftlg I Cig (f) HlU Cg (fe) Fftg Cg (ft� ►ttg Clg Hg Clg 5 Goss 148 4.6 4.0 21 "" ""' 1102"' "" 1 Bled b 14B 1.1 12 0 "" 0 oust, and c 12C 2.9 19 0 0 0 0.0 I I"" 11 Iel i 0.0 1 001 OI"" I"" I OI"" I I OI I f I 1 0.01 0.01 0 - - 0 - I .. 1 0 - - 6 1Mba�sa d a I I I 37A 0 0 "" 1183 "" 1 0 0- I d 0 "" d00f5 'col 1�19C 138.7 - I 01 - I 01 01 - I °� 6E1 -- I 01 �.. I IelF 3232 143-I 01 01=1 01 01-1 01 01-I 01 If 19F I 320 01 01 01 0 _ 01 0 -- 1 0 7 V\k daysa d North 1 21.51 5311 1081 ""1 fist 1 ""I 34d d 1 0 l,d°°� 01 01 1= I 01 I I�.41 I 01 01 I 01001 I S66W 0.0 0 D 0 D 0 0 0 Safi 30.4 0 "" D 0 D 0 0 1 1 "" 0 1 Harz OD 0 0 0 0 0 0 "' 0 8 OQrerdaxs I a 11A 1 189 127 0 0 0 0 0 0 0 0 0 4 0 0 b 10D 14.7 99 01 0 0 0 0 0 0 0 0 0 0 1 c 0.0 1 0.0 0 0 0 0 0 0 0 0 0 0 0 9 Net a 1C 1 4.6 21 10% 4n2 369 165 159 733 309 1 eased b 13C 0.0 12 0 0 0 0 0 0 0 0 0 0 YA& and 29 IdI12C1 0.0 1 001 01 01 01 01 01 01 01 01 01 01 01 e OA 0 0 0 0 0 0 0 0 0 0 0 0 f 1 OD 0.0 0 0 0 0 0 0 0 0 0 0 0 10 - Cedrgs a 16G 1.1 1.4 238 312 0 0 0 0 0 0 0 0 b 16C 28 35 37 119 0 0 0 0 0 0 0 0 I I I d11631 0.01 001 01 01 01 01 01 01 01 01 01 01 01 e OA 0.0 0 0 0 0 0 0 0 0 0 0 0 f 1 0.0 0.0 0 0 0 0 0 0 0 0 0 1 0 0 11 Fbars 1 a ZLA 1 25.9 OA 30 778 0 14 363 0 570 0 1 467 0 (Nob roan b 19G 1.1 OA 0 0 0 0 0 0 0 0 0 0 Idl I 1 is dispL DAI DAI DI al of 01 DI DI 01 01 01 01 DI for slab a 0.0 OA 0 0 0 0 0 0 0 0 0 0 0 floors) f 1 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 12 Ir6tration a 27.4 8B 53 1451 485 32 876 282 17 465 19D c 0 0 13 Srbtltal bss=6a8_+11+12 .••• 5M - •.•. ZW - - 2427 - - W5 ... Lem ederrd he&g "" 0 - "" 0 - - 0 - - 0 Less liaida 0 - 0 "" - 0 - - 0 1141 fe` `b°r' I �' 1 �" 10/1 S6g1 - 1�� Z>sI - 1 10� 243I - i tad 841- 15 Tdalloss =1314 1 6134 I "" I "" I 30M "" I "" I 2830 I "" I "" 1 919 16 IrltWkns: PeopbQ 300 5 - 15D0 1 300 0 0 jo Appl. Q 12b 0- 0 0 "" 0 0 "" 0 "" 17�+12N6 3948 ...1333 �....824 ........ Less eMn-d 01 001 1" I"" 1 0I . 1"" I I OI_ 0 Cooing redstrixbon "" "" 0 0 0 "" 0 18 Duct gRSHain Duct gain 335 10°/ "" 140 10 "" 82 2 19 F(17O )'PLF 4244 1D0 "" 1533 100 "" 906 1D0 �4 20 Airngied On) "" 243 "" 119 86 101 51 "" 36 1 Printout owWW by ACCA to meet aS retpwaits of Manual J 7th Ed. w tf^�g�'71CSOfC Right -Suite Residential 5.5.17 RSR26014 2006-Aug-28 16:13:33 E:\Files\LON DON CAMPBELL\CAMPBELLRES\CAMPBELLRES.rsr Page 2 RIGHTWORKSHEET Entire House DEL AIR HEATING,AIR CONDITIONING,R Job: CAMPBELL RES 8/28106 109 COMMERCE STREET. LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 U: 7h Ed. FTMANUAL i mmdmom L/Yl w I BATH BOfdv14 v14NAC 2 Ur= de7rosedva 9.0 ft 0.0 ft 25A ft 120 ft 3 RmndrrlamtS 6.0 x 10A ft 6.0 x 6.0 ft 11A x 14D ft 6.6 x 6A ft 4 C VUS QYMOpton 8.0 ft Iflea<bod 8A ft I1leetbool 8A 111 heakmol 8A he�Alod TYPE (3F I I CSrj WM Arm Load (BW I Arm L.W @1 h) I Arm I Lcad W) Area Load OW BMS-FE I I Na I Hg I Clg (W) FN I Cg I (n Hg I Cg (ft') Ht9 I Cg (ft) Ht8 Cg 5 Gross a UB 4.6 2.1 0 - - 0 - - 0 • • 6gloeed b 13C 1 OD 1 12 -n I 0 1 "" I 0 1 •' I "" "" Nelsand c 12C 29 19 0 - - 0 - - 200 - "" "'• "" f OD I I I I i e l I OA0.0 I 0.0 IOI I I OI OI •"' f 0.0 OA 01 «« - 0 •' - 0 •"' - 6 V1h1d>Nsa1d a 1C 1 37,0 0 0 '"• 0 0 '" • 1108 - 0 - doss I I I cI 1 I 171 - I OI OI -_ I OI OI -- 01 OI -- OI -_ I IalF �I- I OI 01 I OI 01- I OI OI'•" OI"" f I 9F I 32A 01 0 1 01 - 1 01 0- 1 0 "" 7 IA1r1d>rvsad Norte 215 0 • 0 0 - 0 a9 "" 0 dons I � I I EW I 540.01 A OI - I OI OI - I OI 01 _ OI � OI S6SW 0.0 0 0 0 0 0 •' 0 0 Safi 30.4 0 "" 0 0 0 4 '• 109 0 Harz 0.0 0 "'• 0 0 •" 0 0 "•• 0 0 8 Old. a 11A 189 127 0 0 0 0 0 0 0 0 0 0 0 b 10D 14.7 99 0 0 0 0 0 0 0 0 0 0 c 0.00.0 1 0 0 0 0 0 0 0 0 0 0 0 9 Na a 14B 1 4.6 21 0 0 0 0 0 0 0 0 0 0 ePosed b 13C OA 12 -' 0 84 0 0 0 0 0 0 0 112+r I I ) 1.91 I I I 170 01 20I 1 807� per66ors d O OD O OI OI O OI O 0I 0 C( 0 0� e OA OA 0 0 0 0 0 0 0 0 0 0 0 f OA 1 OD 0 0 0 0 0 0 0 0 0 0 0 10 Ca-p 1 a 16G 1.1 1.4 0 0 0 0 0 0 154 163 38 b 16C 2.8 3S 0 0 0 0 0 0 0 0 0 0 0 1.1 1 iI d 11BG I OA I 0DI OI OI OI OI OI OI OI OI OI OI OI e 0.0 0.0 0 0 0 0 0 0 0 0 0 f 0 1 OD 0 0 0 0 0 0 0 0 0 1.0 11 Fbas a 2ZA 259 OA 9 233 0 0 0 0 0 0 0 H10 (Nam man b 19G 1.1 OA 0 0 0 0 0 0 154 175 0 I I � Idi I 0.0I 0.0I OI OI OI OI OI OI OI OI OI OI OI for slab a 0.0 O.0 0 0 0 0 0 0 0 0 0 0 (bars) f OD 0.00 0 0 0 0 0 0 • 0 0 0 12 h2bation a 27.4 8b 0 0 0 0 0 0 821 254 c 0 0 13 Stbbbl bss 6+&.+l l+12 .... .... .... 0 .... .... 2757 .«. «.. 366 .... Less e&rrd heaft "" 0 "'• "" 0 "" 0 "'• "" 0 Less kaki "•• 0 '• •'•• 0 • ' 0 "" "" 0 1141 Duct loss I _ 101/J A -• I - lod 0 _ 1-101a 2761 _ I � 10°A 36 w- 151 Tod loss =13+14 - - I • •• 1 01 1 - =1 I - 1 391 "' 16 lit gains: Pw*@ 300 0 "" 0 0 0 0 0 0 Appl. Q 1210 1 600 0 - 0 0 "" 0 0 17 +12+16 SSe�d "'• "" 684 - - "" 0Less0 '• 1466 "" "" m�ofr7g I I - I 1 I 1 1 0 I Lessbarder _ _ I 0I -- OI _- �.. OI _ _ OI CoaFg red�sb41' •••• • •• 0 - - 0 - •••• 0 •••• •••• 0 18 Duct gart 1�/ "" 68 10'/ •"' 0 10° "" 1 10' "" 19 120 TotaIRSHgair{17+18)'PLF 1A0 "" 753 1A0 '• 0 1A0 "'• 1601 1A0 "" 2� Airmgtied (cin) "" 1 42 ••'• 0 0 "" 118 90 - 15 1 Pry W certified by ACCA tD meet ad mglafermits of Manual J 7th Ed. wr-'<0Hts4c>ft Right -Suite Residential 5.5.17 RSR26014 2006-Aug-28 16:13:33 E:1Files\LONDONCAMPBELL%CAMPBELLRES\CAMPBELLRES.rsr Page 3 RIG)iTd WORKSHEET Entire ouse DEL AIR HEATING ,AIR CONDITIONING,R Job: CAMPBELL RES 8/28106 109 COMMERCE STREET. LAKE MARY. FL 32746-6206 Phone: (407) 831.2665 .x�,r. m m 1 NxwmwTodmvom wvvHIVIC I Bum BATW BCRM3 2 L deposedvnel 6.0 ft 12A ft 6.0 ft 26D ft 3 Roandhv�s 6,0 x 6.0 ft 120 x 11.0 ft 6.0 x 11.0 ft 140 x 120 ft 4 CekVS ConAOpfal 8.0 111 8A It I heefbod 8.0 ftj 8.0 111 hea<6od TYPE CF I I CSTJ WM Area Load (BW Area Load PW Area Load (B►I1) Arm Lead (B►tt) E)GUL)RE I I Na I F1tg I CIg I (fil) Fftg I Clg (W) Filg CIg (ft) Hg CIg (111) F G9 5 Goes 4.6 21 0 "" - - 6 oesd b 13C 1.1$01 OA 12 0 - - JO - - 0 - - - � and c 12C 29 1.9 48 - - - - - - - '�' el 10.0 0.0 O 1 I- I- I OI- I- I OI- I- I - I - f I 1 0.01 0.01 0 - - 0 - «« 0 - - - - 6 V*dwza,d a 1C 37A 0 0 "" 1 554 "" 0 0 "" 1 5b4 - I 0 i I gdOers c 19C I 38.71 �_ I OI37,0 0I - I 01 OI - I 01 0 - I OI -- I I lalIF 3431- I OI 01- 1 OI - I OI OI- I OI- I f 19F 1 3201 1 01 0 "" 1 0 0 "" 1 01 01 "" 0- 71 Vlbndward North 21-5 01 01 011 01 011 01 1 c doors Cooix� I ENV 154.41 OI 1 OI A 81061 OI 1 OI � 1 OI SESW 0.0 0 0 0 0 0 0 0 So�1 30. 0 0 0 0 0 0 "" 0 Fbrz 0.0 0 "" 0 0 0 0 0 "" 0 8 OO doas I a 11A I 189 I 127 0 0 0 0 0 0 0 0 0 0 0 b 10D 14.7 99 0 0 0 0 0 0 0 0 0 0 0 c 0.0 1 OD 0 0 0 0 0 0 0 0 0 0 0 9 w a 14B 4.6 21 0 0 0 0 0 0 0 0 0 0 0 exposed b 13C O.0 12 0 0 0 0 00 0 0 0 0 12C 1 801 1 40 1 1 �01 3F00 1 i pafbus I d1 I 0.01 0AI 01 01 01 0� 01 0� 01 0) (j 0� e 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 If 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 10 Ceduxfs a 16G 1.1 1.4 36 50 132 139 183 70 91 1 177 b 16C Z8 3S 0 0 0 0 0 0 0 0 0 0 0 dI'�I 00I 0.0 01 01 01 01 01 01 01 01 01 01 01 e 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 f 0.0 OA 0 0 0 0 0 0 0 0 0 0 0 11 Floors a 22A 1 259 OA 0 0 0 0 0 0 0 0 0 0 0 (Nola man to 19G 1.1 0.0 33 41 0 1� 135 0 0 0 0 0 0 is dispLdi I 0AI 0.0 01 01 01 01 01 01 01 01 01 01 01 for slab a 0.0 OA 0 0 0 0 0 0 0 0 0 0 0 boas)) f 1 OA 010 0 0 0 0 0 0 0 0 0 0 12 IrQtbatim a 77A 8$ 0 0 1 411 132 0 0 0 ill 411 132 13 SulobWbss=G +11+12 21 1474 - 208 - - 1W8 - Less aclemal healkg 0 0 - 0 - - 0 - Less taskr M O0� 0 - "" 0 - - 0 - 1 I "m°" 1 ._ I I I J I J I 14 ol,d I�r 10'/� 71J - 10°/d 1471 - 10 YJ 21 - 10°R 17001 - 151 Tofal bss =13 14 "" 1 239 - I I 1621 I " "" I 7& "" I "" 1 1868 - 16 Kgak. People@ 311 0 0 0 0 0 0 0 Appl @ 12A 0 0 0 0 0 0 "" 0 17 SIhU RSH gair=7+8_+12+16 "" 143 12% "" "" 1 "" "" 1016 °°° I I Lessb�r`'0 "' I OI �' 1 '-' 1 01- 1 I 01 �-- I I 01 Coofgred'strblAm 0 0 0 0 18 Duclgain 10'/ 14 10' 1209 1 18 10' "" 1 19 Tell RSI-Igai>=(17+18)'PLF I'm "" 15B 1A0 1417 1001A0 1151 in Airecpied (611) 9 9 "" 79 9 11 72 Pfinbut oeffified by ACCA to meet all axpirements of Manual J -M Ed. C wr4ghtsoft Right -Suite Residential 5.5.17 RSR26014 2006-Aug-28 16:13:33 EAFilesILON DON CAM PBELLICAMPBELLRES%CAMPBELLRES.rsr Page 4 RIG�-IN ORKSHEET Ent re c%e DEL AIR HEATING,AIR CONDITIONING,R Job: CAMPBELL RES 8128106 109 COMMERCE STREET. LAKE MARY. FL 32746.6206 Phone: (407) 831-2665 (�j� Nv aV VRL.E mcma 1( Nwudmorn BORtiQ BORNQWIC LOFT 2 L jt deposed M 26D ft 8D ft OD ft 3 Rnalldns®rs 120 x 14D ft 8.0 x 8.0 ft 12A x 12D ft 4 Ce31gs Cora Cp w 8.0 ftj ttadllod 8D ft I heetbod 8D ft ttee-1 TYFEOF I I CST WM Arm I Loed(Blft) Arm I Loed(BW Arm I Lmd@W Am DFC6URE I INa 111tq ICIg (ft) I Hg Cl9 I (W) I HOB I Cg I (ft'1 I Htg I Clg I I Htg I Clg 5 Goss a 146 46 21 '• "' — `••• 0 •••• — '•" b 13C I I 0.0 1 12 j "" j "•• — 0 — •••• •"• "" 1neG and c 1, " 19 '•' "'• '•" "" 0 "" "" "'• par` I I l e i I ODI OD OI — I— I Ol w- I— I 01 -- I -- I I I -- t I 1 0.0 ODI 0 — I — 1 0 — — O .. — '•'• — I 1 61 Aln±,mard jal 1C 1 37.01 1 151 564 — 1 01 0 — 1 01 0 '•" I I I •••• Ic9c 1 I l l37D 3.7 I O I 01-0-0 I I O I 1 0 1— I I — X = = I 181 1 � I I of I SI 01 I of 0=of I I I=i If 9F 320 O 0 —0 0 - O 01 _ -- 7 Wi�nsard North 1 215 15 _ 306 0 "" O 0 -• 0 "" gfassdoas NEM I Coofrx� I ew 154A OI — I OI OI -• I OI 01 — I OI I �- SEbW 0.0 0 • •• 0 0 0 0 '•" 0 Salt 30.4 0 •••• 0 0 • •' 1 0 1 0 •••• 1 0 1 Horz OD 0 — 0 0 ••'• 0 0 •••• 0 "'• 8 00.doors a 11A I 189 I 127 0 0 0 0 0 0 0 0 0 b 10D 14.7 9.9 0 0 0 0 0 0 0 0 0 c 0.0 1 OD 0 0 0 0 0 0 0 0 0 9 NY I a 148 1 4.6 21 0 0 0 0 0 0 0 0 epoeed b 13C 0, 12 0 0 0 0 0 0 0 0 '1 'OI 'OI t Idl'xI 0.00 I OI �i OI 01 OI i e OD 011 0 0 0 0 0 0 0 0 0 f OD I 0.0 0 0 0 0 0 0 0 0 0 10 Ceiutgs a 16G 1.1 1.4 168 1 233 89 144 152 200 b 16C 28 35 0 0 0 0 0 0 0 0 0 d I'� I O11 DI ODI OI OI 01 01 01 01 01 01 01 1 1 1 e 0.0 OA 0 0 0 0 0 0 0 0 0 f OD 0.0 0 0 0 0 0 0 0 0 0 11 Floors 1 a 22A 1 25.9 OA 0 0 0 0 0 0 0 0 0 (Now rnorn b 19G 1.1 O0 0 0 0 0 0 81 92 0 I dl O.OI ODI OI OI 01 01 01 01 01 01 01 forsbb a OA OD 0 0 0 0 0 0 0 0 0 floors) f 1 OA 0.0 0 0 0 0 0 0 0 0 12 kililbatbn a 27.4 8b 15 411 132 0 0 0 0 0 0 13 Srbbtal loss;* 8&+11+12 •" t6gg ... .••• 252 — .... 244 — — .« Less extardhetlitg • •• 0 •••• ••» 0 •••• •••• 0 •••• — Lm lalsier ... 0 .« ..» 0 •••• •••• 0 •••• «•• .... 1141 loss °r' I - 1 "" A 1 - 1 4 1= ,�j ,701 10111 10*1 41 151 Total loss =13+14 '•' 1868 — — •'•• — � — — 01 Appl. Q 12J0 0 •••• 0 0 •••• 0 1 1 1200 ,7 &bURSHgert=7+8.+12+16 ... _ ' ._ _ '400 _ Lessadamomiing I I I i I I �- OI -• .w Coofngredsbibtbort •••• •••• 0 •••• •••• 0 •••• •••• 0 •••• •••• 18 Duct gnat 10'/ •••' 105 1()" "" 21 21 10 "" 4 140 19 Tc�IRSHgair(17+18)FLF 1DO '••' 1151 ,DO •"' 234 1A0 •"' j 1540 20 A'vregried (cfn) •• 64 "•1 11 "•1 "•' RvYl d ouffed by ACCA to meet a0 feglifmmts of MalM J 71h Ed. Aft wrr�ghtsoft Right -Suite Residential 5.5.17 RSR26014 2006-Aug-28 16:13:33 EAFiles\LONDON CAMPBELL\CAMP BELLRES\CAMPBELLRES.rsr Page 5 DUCT TREE DIAGRAM Entire House DEL AIR HEATING,AIR CONDITIONING,R Job: CAMPBELL RES 8/28106 109 COMMERCE STREET. LAKE MARY. FL 32746-6206 Phone: (407) 831-2665 Project• • hEATIdCSng occw hg Uerrxg -tatic ire: 020 i1 H2O 020 in H2O Presque basses 0.06 i1 H2O 0.06 i1 H2O AvaNAe Static Pressure: 0.14 n H2O 0.14 in H2O 6d*# flown available pressure 0.07 / 0.07 in H2O 0.07 / 0.07 in H2O bcWah &bon rate 0.359 in/100ft 0.359 in/100ft Actual air flow 1400 cfm 1400 cfm Total Eiedw begq1f(jEF4): 39 ft Atfi: fines indicate brandies and trunks, numbers incicate AVFs SIPRY TRL NG NO -ES - SCf EMATIC TFEE CIAO 181. FAMILY —243. MASTS —86. MASTEFEATH —50. MAS'TERMC —14. LA143 Y —42. BATH —0. LANGW —193. 2 349. CM1G —155. a]:&" —89. < —NJTRLN( M*AVVIC —14. < —NJTR M BCE4vl9W —8 < —NJTRM eCRVG —79. < —ND-M W BATH2 —11. < —NJTR-W eCRV13 —64. < —NJTTaM ecRV12 —64. < —NJTRL W BORIRM —13. < —NJTR -W L CFT —86. < —NC TRLW ��,�wr-jghtsoft Right -Suite Residential 5.5.17 RSR26014 ACCh E:\Files\LONDONCAMPBELL\CAMPBELLRES\CAMPBELLRES.rsr 2006-Aug-28 16:13:56 Page 1 Duct System Summary Entire House DEL AIR HEATING,AIR CONDITIONING,R Job: CAMPBELL KS 8/28/06 109 COMMERCE STREET. LAKE MARY. FL 32746-6206 Phone: (407) 831-2665 Project• • For. LCNDCN CAA4:e L External static pressure Available static pressure Supply / return available pressure Lowest friction rate Actual air flow Total effective Zeno (TEL) Heating 020 in H2O 0.06 in H2O 0.14 in H2O 0.07 / 0.07 in H2O 0.359 in/100ft 1400 cfm COOIingg 020 i1 H2O 0.06 in H2O 0.14 in H2O 0.07 / 0.07 in H2O 0.359 in/100ft 1400 cfm Nave Design (Btuh) Htg (dm) Clg I(dm) D1 gr I FIR Diam I (n) Red Size(in)l I Dud Mad I Actual I Ln (ft) Ftg cp 1 Ln (ft) 1 LIVINGRM h 7353 285 194 0.519 9 NO VIFx 27.0 0.0 121DINING C 2783 109 156 0636 7 Ox0 VIFx 22.0 0.0 KITCHEN C 32471 120I 182 0.737 7 Ox 0 VFx 19.0 0.0 1 FAMILY ( C 4344 238 243 I 0438I 8 I OXO Vex 32.0 0.0 1 MASTERBDRM h 3069 119 86 0.667 6 Ox0 VFx 21.0 0.0 1 MASTERBATH h 2669 104 51 0.359 6 OXO VIFX 39.0 0.0 1 MASTERWIC h 919 36 15 0.538 4 Ox0 VIFx 26.0 0.0 1 LAUNDRY C 753I 10 42 0.609 4 OXO VIFx 23.0 0.0 1 BATH C 0 O 0 1.077 0 OX 0 MR 13.0 0.0 1 BDRM4 h 3033 118 90 0.933 6 OXO VIFx 15.0 0.0 BDRM4WIC h 391 15 15 0.538 4 0x0 VIFx 26.0 0.0 BDRM5WIC h 239 9 9 0.700 4 Ox0 MR 20.0 0.0 BDRM5 C 1417 63 79 1.400 5 Ox0 VIFx 10.0 0.0 BATH2 I C 203I 9I 11 I 1.556I 4 I Ox0 I VIFx I 9.0 0.0 BDRM3 h 1868 72 64 0.875 5 Ox 0 VFx 16.0 0.0 BDRM2 h 1868 72 64 2.333 5 NO VIFx 6.0 0.0 BDRM2WIC C 234 11 13 3.500 4 OXO VFx 4.0 0.0 LOFT C 1540 10 86 1.750 5 OXO WX 8.0 0.0 Trunk Htg Clg Design Veloc Diam Red Duct Duct Nxrie Type (dm) (dm) FIR (on) (n) Siae (n) Material Trunk 2 Peck AVF 394 350 0.519 502 12 0 x 0 V"Fb( 1 1 Peak AVF 1020 968 0.359 577 18 0 x 0 Vinift 1 WPlghtS(:) t Right -Suite Residential 5.5.17 RSR26014 2006-Aug-28 16:13:56 E:\Files\LONDONCAMPBELL\CAMPBELLRES\CAMPBELLRES.rsr Page 1 f � i Wu - woo !r� UP1.WES w 111 a M 8RAR DUAIL 181R.6gj4T) 3' bath auc1 to root cap w/fon Nutone 69GRI 16' 4 a. cep ing lhu a w MOM Ig110O18 S ru7my FL,C m mm 9= LAP ojw HS REd�EW RD P1�►. ot SAHFO T bath duct to roof cap w/fan ^ Nutone o96RNB F 1 /. 1 Mai 50 --------------------LAMM Ku I I 1 1 FAMLY X 14.91 lwcd ^ lOx.0 rag l 8' Ali 10-6 I»Cd 18a13 pier, 4_ — Ct 6- aR alCtFcrm by aldr wom A t 24xl4 rad 15 n r 1 VC 7' nl2x6 1.cd 18o R scote i/E'=l'G' 8x4 lwcd j xa1. 4 _ B'xl2 a1L� 1 a/C 4 4C� PAD Ca' D 42X42 A/C SLAB 4" dryer duct ' BY BLDR MIN to root cop 12• 2' FROM WALL 12x61. t��` 14x8lJ.Cd 195 oral" Pkitchen vent to rocF Cap s2LS *8 -Uj v 4 i � WALL o2S 0 L N CC) tt1 FS 0 i� MILL � SL M 1L .td w�owr u1L �.en.or.Y+i e� S SA50MMAILPlel nttls�n�rra� �W7?br AN YOJ•�Iw ML�O i � i tii•�i MAO IC M am M fa z a" 140VI 1R o w UJ AREA urm F"T FLOOR MAN not&w-W& 71 Must have o minimum c4eorarsc�of 4 inches around the air handler per the State Energy Code. All duct has an r=6 insulation value. W_ Q_ V) Z W Q � U J J � � Z W o u \ J Q n CC) O <C \ _1 U a z o 15� N m w " > z oz QF-m�a owe D J O D Q of i OFFIC LOT 3. BLOCK 8. TIER C TOWN OF OF SANFORD AS RECORDED IN PLAT BOOK I. PAGE Sr, OF THE PUBLIC RECORDS OF SEMINOLE COUNTY FLORIDA. PARCEL 2 THE EAST 33.00 FEET OF LOT 9 BI...00K F. NEP,'VES ADDITION AS RECORD IN PLAT BOOK I. PAGE 123 OF THE PUBLIC RECORDS OF SEMINOLE COUNTY. FLORIDA. 1-1--IIS PROPEI--�-f Y LIES IN IONE___X _— ACCORDING 1-0 FIRM MAP t--._.12117C — _--0045 F DATE Z1i17i9`.>_ LEGEND: w r• 7 S 82°14 << 3�•00 —i LOT 9 PNS REVIE�ED CTY OF SAN •ORd N 8 '58'59' E 52.66 -o lana 24 i ao 40 _ r\ �n d I LI LOT 4 in 40 6 0 Iporch z S 89'33.32- E FI EV - ELEVATUiN NSD IIAII. AND DISK FD - FOUND POB - POINT OF BEGINNING E'aI iT - EASEMENT POC - Poor OF CONMEN(>11ENT STY - S'FORY CB - CHORD BEARiNG (L - CENTERLINE R/W - RIGHT OF WAY X--X-X - FENCE PL - PROPERTY LINE RES - RESIDENCE PC - POIFJT OF CURVE BLDG - BUILDING CONIC - CONCRETE WD FRM - WOOD FRAME MON - MONUMENT UTII- - UTILITY RD - ROAD Co, • FD REbAR o 0 - SET REBAR #2259 T61-I - 'FEMPORY BENCH MARK M. EDWARD GORDON SURVEYING ------- -........... REc)ISTERM- I -MD SURVEYOR 02259 PO Box 657 SAl`IFGRD . FLl RJDA 32772 R-ICAIE 324 5720 LOT 2 S TH ST (66' R/W ) PAVED -I '[1 OF ROAD MOTES. I NO'r VALID WITHOUT THE SIGNATURE AND THE ORIGINAL RAISED SEAT. OF A FLORIDA LICENSED SURVEYOR AND MAPPER 2 TFUS SURVEY WAS PREPARED FROM TITLE INFOI'MA'(IOJI F'URN;SHED TO THE SURVEYOR. THERE MAY Or OTHER RESTRIf'TtONS OR UNRECOROLD EASL'I.IEtJTS THAT EFFECT THIS PROPERTY. 3 NO UNDER GROUND IMPROVEMENTS HAVE BEEN LOCATED UNLESS OTIIER WISE SI IOWt I 1 4 DIMEIISIONS SHOWN FOR THE LOCATION OF IMPROVEMENTS HEREON SHOULD NOl' BE USED TO RECONSTRUCT BOUIJDARY LINES 5 BEARIHOS ARE BASED ON ASSUMED DATUM AND ON THr LINES OWN AS BASE BEARING (BB). 6 VERTICAL CONTROL (NATtON/d- GEODETIC VERTICAL DATUM 1029) 7. ASSUMED ELEVATION 25.0 t X Uv E OF ROAD TrFE StRVEY DA TE SCALE A10' 9EET..- J OF. - THE SURVEY DEPICTED HERE IS NOT COVERED BY PROFESSIONAL LIABILITY INSURANCE LOT 3. BLOCK 8. TIER C TOWN OF OF SANFORD AS RECORDED IN PLAT BOOK I. PAGE 56 OF THE PUBLIC RECORDS OF SEMINOLE COUNTY FLORIDA. PARCEL 2 THE EAST 33.00 FEET OF LOT 9 BLOCK F. NEAVES ADDITION AS RECORD IN PLAT BOOK I. PAGE 123 OF THE PUBLIC RECORDS OF SEMINOLE COUNTY. FLORIDA. THIS PROPERTY LIES IN ZONE X ACCORDING TO FIRM MAP f 12117C 0045 F DATE 4/17/95 LOT 4 LEGEND: 9 11 `tI% S 82'14'22- E 33.00 ► LOT 9 w � cp N _ z N w _1 PLANS REVIEWED �117Y OF SANFORD � ��- N 8 °58'59- E o 52.66 1 PROPOSED Ln HOUSE In "'F.F ELEV � 26.5 40 Ln v- w 6 in TM (n O N S 89*33*32" E z 52.71 LOT 2 5 TH ST (66' R/W ) PAVED T.B. OF ROAD ELEV - ELEVATION N&D - NAIL AND DISK ASSUMED ELEV. 25.0 FD - FOUND POB - POINT OF BEGINNING NOTES: ESMT - EASEMENT POC - POINT OF COMMENCMENT ( NOT VALID WITHOUT THE SIGNATURE AND THE ORIGINAL RAISED SEAL. STY - STORY CB -CHORD BEARING OF A FLORIDA LICENSED SURVEYOR AND MAPPER -CENTERLINE R/W - RIGHT OF WAY 2 THIS SURVEY WAS PREPARED FROM TITLE INFORMATION FURNISHED TO THE SURVEYOR. THERE MAY BE OTHER RESTRICTIONS OR UNRECORDED X-X-X - FENCE PL - PROPERTY LINE EASEMENTS THAT EFFECT THIS PROPERTY. RES - RESIDENCE PC -POINT OF CURVE 3 NO UNDER GROUND IMPROVEMENTS HAVE BEEN LOCATED UNLESS OTHER WISE SHOWN BLDG - BUILDING CONC - CONCRETE 4 DIMENSIONS SHOWN FOR THE LOCATION OF IMPROVEMENTS HEREON SHOULD WD FRM -WOOD FRAME MON - MONUMENT NOT BE USED TO RECONSTRUCT BOUNDARY LINES. s BEARINGS ARE BASED ON ASSUMED DATUM AND ON THE LINE SHOWN AS UTIL - UTILITY RD - ROAD BASE BEARING Q - FD REBAR • 0 - SET REBAR s2259 8 VERTICAL CONTROL (NATIONAL GEODETIC VERTICAL DATUM 1920) TBM - TEMPORY BENCH MARK 7. ASSUMED ELEVATION 25.0 ( X INC OF HOAO M. EDWARD GORDON SURVEYING .ram _1 �• REGISTERED At�D SL92VEYOR 02259- PO Box 1557 SAAFOR) , FLORDA 32772 R0E 324 5720 T>PE SURVEY ELEVA TION DA TE- 81301200 SCALE I" = 30' "All• MEET- / a- / THE SURVEY DEPICTED HERE IS NOT COVERED BY PROFESSIONAL LIABILITY INSURANCE TRUSS INDEX COVER SHEET �Qo Job Ident><ficahon. 06 0948 OFFIM 3874 Church Street Builder : London Campbell Sanford, FL 32771 Location : 612 E 5Th St., Sanford 407-323-6990 County : Seminole Building Code: Florida Building Code(FBQ2004/TPI2002 This package contains 39 truss design drawings. Wind Design: ASCE 7-02 per FBC 2004 Truss Design Software: MiTek 2000 SS With my embossed seal affixed to this sheet, I hereby certify that this serves as an index sheet in conformance with Rules 61 G 15-31.003 and 61 G 15-23.002(2) of the Florida Board of Professional Regulation. The embossed seal on this index sheet indicates acceptance of professional engineering responsibility solely for the Truss Design Drawings listed below and attached. Refer to the individual truss drawings for the design loads applied. The suitability and use of each component for any particular building is the responsibility of the building designer, per ANSI/TPI 1-1995 Sec. 2 and ANSI/TPUWTCA 4 Section 24. Truss ID's 1B 3C C5 FG10 1C 3D C5A FG11 1D 3E E2 FG19 1E 3F E3 GE01 1F 4A E39 H39 1G 5A E4 H4 2A C1 E7 H5 A CIA F-19 H9 pLAH!; REVIEWED CITY OF SANFORD IIIt.lt/���', .�`�pP� L A. B �•,, 23451 , STATE OF'' : �v AL 11111 Sept ber11 2006 Randall Byrd, P.E. 9?34F I MiTek Industries, In # 6634 2235 Jason Street Merritt Island, FL 32952 Engineer of Record Michael burden F.L. # tilb2d 14118 Colonial 5pring Way Urlando, FL 32621i MiTek Industries, Inc. 14515 N. Outer Forty Chesterfield, MO 63017 Note: Each individual truss design drawing is valid only if printed on MiTek paper (MiTek title block with notes on the back) and must contain a copy of the engineer's ink stamp signifying the review of each individual truss design drawing. Job TrvsS Truss Type Qty Ply London Campbell 06-0948 1A ROOF TRUSS 4 1 Job Reference(optional) COX (55)/ Randall Gyro, vt VZ_$gS1/ vt.-), Jason be memcc uraro, rur i3cil •. I n -14-0 6-14 11.8.0 17-2-13 23.4.0 14-0 6-14 5-0.12 5-6-12 6-13 Scale = 1:43.3 46 = tx4 It 5x8 = 1x4 II 6-1.4 11.8-0 1 17-2-13 23-4-0 6-1-4 58-12 5-6-12 6.13 LOADIN(jpsf) SPACING 2-0-0 CSI DEFL In (loc) Vdefl L/d PLATES GRIP TOLL 20.0 Plates Increase 1.00 TC 0.26 Vert(LL) 0.06 6-7 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.36 VertM) -0.13 6-7 >999 240 BCLL 10.0 • Rep Stress Ina YES WB 0.36 Horz(TL) 0.05 6 n/a n/a F)CDL 10.0 Code FBC2004/TPI2002 (Matrbc) Weight: 111 lb LUMBER TOP CHORD 2 X 4 SYP No.21) SOT CHORD 2 X 4 SYP No.21) WEBS 2 X 4 SYP No.3 REACTIONS(lb/size) 6=848/0-4-0, 2=935/0-4-0 Max Harz 2=118(load case 4) Max Upllft6=-339(load case 8), 2=-413(load case 7) BRACING TOP CHORD Structural wood sheathing directly applied or 5-0-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 9-3-13 oc bracing. FORCES (lb) - Maximum Compression/Maximum Tension 1,ntt",Al601CBfs/ TOP CHORD 1-2=0/31, 2-3=-1498/574, 3-4=-1028/470, 4-5=-1028/466, 5-6=-1511/593 Q`=%e40. 82 BO B�O� 3-9=0/24713-8= 89/ 02/ 4-8g 2 3/5 6,3518B2506/309, 5/7=0/249 �o�� NOTES (7) o 1) Unbalanced roof live loads have been considered for this design. m y 2) Wind: ASCE 7-02; 120mph (3-second gust); h=15ft; TCDL=4.2psf; BCDL=5.Opsf; Category II; Exp B; partially; MWFRS gaFe.end•zone; Lumber DOL=1.33 plate grip DOL=1.33. e 3) This truss requires plate Inspection per the Tooth Count Method when this truss is chosen for quality assurance Inspection. 4) 'This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 339 Ib uplift at Joint 6 and 413 Ib uplift t joint 2. ^ 6) This truss design conforms with Florida Building Code 2001, based on parameters Indicated. 7) Designed by SS %d�eB gIN09Be LOAD CASE(S) Standard A WARNING - Veryt, design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, Design valid for use only with MfTek connectors. This design Is based only upon parameters shown, and is for an Individual building component. Suite #300 Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 Is for lateral support of IndMdual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delNery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component M iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, WI 53719. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/4 *Center plate on joint unless x,y Damage or Personal Injury offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths _ Dimensions are in ff-in-sixteenths. A I later to both Sides Of truss pp y p 1. Additional stability bracing for truss system, e.g. diagonal and securely seat. or X-bracing, is always required. See BCSI1. 1 1 TOP CHORDS 3 2. Never exceed the design loading shown and never stack C1-2 C2.3 materials on inadequately braced trusses. WEBS 4 3. Provide copies of this truss design to the building pr designer, erection supervisor, property owner and all * For 4 x 2 orientation, locate o �,•� 3 , ` 9 � other interested parties. plates 0 - 1/16" from outside 0 a0 4. Cut members to bear tightly against each other. edge of truss. rL 5. Place plates on each face of truss at each joint and c's c6-7 O5 G embed fully. Knots and wane at joint locations are BOTTOM CHORDS *This symbol indicates the regulated by ANSI/TPII I. required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPII I. 7. Unless otherwise noted, moisture content of lumber shall * Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 X 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ft. spacing, BEARING SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. Indicates location where bearings 14. Connections not shown are the responsibility of others. (supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior EV reaction section indicates joint approval of a professional engineer. number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. M ITeke DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, 16A , Installing & Bracing of Metal Plate Lei © 2004 Mitek® Connected Wood Trusses. Job Truss Truss Type Qty London Campbell 06-648 113 ROOF TRUSS 7 �Plv 1 Job Reference I COX (SS)/ Randall Byrd, PE #73451/ 2325, Jason SL Merritt Island, K / (311) 4S.1-b504 b.zuu s reo G1 twD mi im mausmes, uc. man pep 11 1v;ui;11 [uuo rage 1 -1-4-0 i 6-1-4 11$ 0 1 15-6-0 194-0 19-f(-0 140 6-14 51r12 3.10-0 3-10-0 0-4-0 4x5 = Scale - 1:41.7 1x4 II 5x8 = 3x4 = 1.5x4 II 6-1-4 1 11-8-0 1 15-0.0 1 19.4-0 19-$-0 6.1.4 5-6-12 3-10-0 3-10-0 0-" LOADINQpsf) SPACING 2-" CSI DEFL In (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.24 Vert(LL) 0.05 2-12 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.28 Vert(n) -0.09 2-12 >999 240 BCLL 10.0 * Rep Stress Incr YES WB 0.35 Horz(TL) 0.02 7 n/a n/a kDL 10.0 Code FBC2004/TPI2002 (Matrix) Weight: 108 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.21D TOP CHORD Structural wood sheathing directly applied or 5-8-6 oc purllns. SOT CHORD 2 X 4 SYP No.2D *Except* BOT CHORD Rigid ceiling directly applied or 9-6-8 oc bracing. B32X4SYP No.3 WEBS 2 X 4 SYP No.3 REACTIONS(lb/size) 7=714/0-3-0, 2=801/0-" Max Harz 2=172(load case 4) Max Uplift7=-281(load case 8), 2=-360(load case 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/31, 2-3=-1213/460, 3-4=-732/346, 4-5=-700/359, 5-6=-707/305, 6-7=-555/189 BOT CHORD 2-12=-440/1015, 11-12=-040/1015, 10-11=-204/591, 9-10=-28/47, 8-9=0/75, 6-8=-42/106, 7-8=-152/410 WEBS 3-12=0/253, 3-11=-495/305, 4-11=-125/364, 5-11=-84/105, 5-10=-182/121, 8-10=-198/597 NOTES (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 120mph (3-second gust); h=15ft; TCDL=4.2psf; BCDL=5.Opsf; Category II; Exp B; partially; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss requires plate Inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) *This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 281 lb uplift at joint 7 and 360 lb uplift at joint 2. 6) This truss design conforms with Florida Building Code 2001, based on parameters Indicated. 7) Designed by SS LOAD CASE(S) Standard b WARNING - VerVy design parameters and BEAD NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, Design valid for use only with MfTek connectors. This design is based only upon parameters shown, and Is for an individual building component. Suite N300 Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DS"9 and BCSI1 Building Component M iTek® Safely Information available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, WI 53719. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/a *Center plate on joint unless x,y Damage or Personal Injury offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. diagonal and securely seat. or X-bracing, is always required. See BCSII . 0-'/�d' t 3 TOP CHORDS 2. Never exceed the design loading shown and never stack c,-z c2-3 materials on inadequately braced trusses. WEBS, 4 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all *For 4 x 2 orientation, locate �,� 3 ,s�' 3 cc O other interested parties. plates 0 - 1/16" from outside a0 T v 4. Cut members to bear tightly against each other. edge of truss. rL 5. Place plates on each face of truss at each joint and O7-8 `rW ° embed fully Knots and wane at joint locations are BOTTOM CHORDS _ *This symbol indicates the regulated by ANSI/TPI1. _ required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall * Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 x 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ft. spacing, SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 14. Connections not shown are the responsibility of others. U10 (supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior lip reaction section indicates joint approval of a professional engineer. number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. M ITeke DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate a �, © 2004 Mitek® Connected Wood Trusses. Job Truss Truss Type Qty PH London Campbell 06-0948 1C ROOF TRUSS 3 1 Job Reference I COX (SS)/ Randall Byrd, PE #23451/ 2325, Jason St. Merritt Island, FL / (321) 453-6564 6.200 s Feb a 2005 MI iex urousRres, inc- Mori Sep 1a a4:07;11 cuuo rage 1 -14-0 6-1-0 11-8-0 15-6-4 19-8-0 1-0 0 6.1-4 5812 3.10-0 4-1-12 45 = Scale = 1:41.1 12 9 3x4 I- - 1x4 II 5x8 = 3x4 = 1.5x4 II 6-1 A 11. 3-0 15-" 1941-0 6-1 A 58-12 3-10-4 4-1-12 LOADINQpSf) SPACING 2-" CSI DEFT. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.24 vert(LL) 0.05 2-10 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.28 Vert(TL) -0.09 2-10 >999 240 BCLL 10.0 Rep Stress Incr YES WB 0.35 Horz(fL) 0.02 7 n/a n/a bCDL 10.0 Code FBC20D4/TPI2002 (Matrix) Weight: 108 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD BOT CHORD 2 X 4 SYP No.2D WEBS 2 X 4 SYP No.3 *Except* BOT CHORD W7 2 X 4 SYP No.2D REACTIONS(lb/slze) 2=800/0-4-0, 7=713/0-" Max Harz 2=181(load case 4) Max Uplift2=-359(load case 7), 7=-282(load case 8) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/31, 2-3=-1211/457, 3-4=-730/343, 4-5=-699/356, 5-6=-709/296, 6-7=-666/297 BOT CHORD 2-10=-447/1014, 9-10=-447/1014, 8-9=-211/589, 7-8=-30/56 WEBS 3-10=0/253, 3-9=-496/305, 4-9=-123/364, 5-9=-83/100, 5-8=-194/133, 6-8=-204/593 Structural wood sheathing directly applied or 5-8-7 oc purlins, except end verticals. Rigid ceiling directly applied or 9-5-9 oc bracing. NOTES (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 120mph (3-second gust); h=15ft; TCDL=4.2psf; BCDL=S.Opsf; Category II; Exp B; partially; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss requires plate Inspection per the Tooth Count Method when this truss Is chosen for quality assurance Inspection. 4) *This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 359 lb uplift at joint 2 and 282 lb uplift at joint 7. 6) This truss design conforms with Florida Building Code 2001, based on parameters indicated. 7) Designed by SS LOAD CASE(S) Standard A WARNING • Ver(M design parameters and READ NOTES ON THIS AND REVERSE BIDE BEFORE USE. 14515 N. Outer Forty, Design valid for use only with MfTek connectors. This design Is based only upon parameters shown, and Is for an individual building component. Suite #300 Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Chesterfield. MO 63017 Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery erection and bracing, consult ANSI/TPI1 Quality Criteria, DSM9 and BCSI1 Building Component A Safety Information available from Truss Plate Institute. 583 D'Onofrlo Drive, Madison, WI 53719. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/d *Center plate on joint unless x,y Damage or Personal Injury offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. diagonal and Securely Seat. or X-bracing, is always required. See BCSII I. 1 TOP CHORDS 3 2. Never exceed the design loading shown and never stack —� C1.2 C2.3 materials on inadequately braced trusses. WEBS �R 5,,, 4 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all * For 4 x 2 orientation, locate �,� 3 � o other interested parties. plates 0 - r/ie' from outside O °� U 4. Cut members to bear tightly against each other. edge of truss. rL 5. Place plates on each face of truss at each joint and O7-8 C6'' °� embed fully. Knots and wane at joint locations are BOTTOM CHORDS *This symbol indicates the regulated by ANSI/TPI1. required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall * Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 x 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ft. spacing, SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 14. Connections not shown are the responsibility of others. (supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior EV reaction section indicates joint approval of a professional engineer. number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. M iTeko DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, , Installing & Bracing of Metal Plate © 2004 Mitek® Connected Wood Trusses. Job Truss Truss Type Qty Ply London Campbell 06-0948 1D ROOF TRUSS 1 1 Job Reference I COX (SS)/ Randall Byrd, PE #23451/ 2325, Jason SL Merritt island, FL / (321) 4S3-6564 6.200 s Feb 212005 Mrrek Industries, Inc, Mon Sep 11 14:07:12 2006 Page 1 -14-0S-94 1 11-0-0 1 12-" W-6-12 234-0 14-0 5-94 52-12 14-0 5-2-12 5-94 Scale - 1:50.9 08 = 4x5 = n Ia 3x5 i 1Z 11 lU to o 1x4 II 3x4 = 3x4 = US = 1x4 II i 5-9-4 1 11-0-0 1124-0. 17-6-12 1 23-4-0 5-9-4 5-2-12 14-0 5-2-12 5.9-4 LOADINQpsf) SPACING 2-" CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates increase 1.00 TC 0.25 Vert(LL) 0.06 7-8 >999 360 M-I20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.34 Vert(1'L) -0.1211-12 >999 240 BCLL 10.0 ' Rep Stress Incr YES WB 0.31 Horz(fL) 0.05 7 n/a n/a BCDL 10.0 Code FBC2004/TPI2002 (Matrix) Weight: 125 lb LUMBER TOP CHORD 2 X 4 SYP No.2D DOT CHORD 2 X 4 SYP No.2D WEBS 2 X 4 SYP No.3 REACTIONS(ib/size) 7=848/0-4-0, 2=935/0-4-0 Max Harz 2=112(load case 4) Max Uplift7=-340(load case 8), 2=-409(load case 7) BRACING TOP CHORD Structural wood sheathing directly applied or 5-0-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-11-9 oc bracing. FORCES (lb) - Maximum Compresslon/Maximum Tension TOP CHORD 1-2=0/31, 2-3=-1514/571, 3-4=-1059/477, 4-5=-897/480, 5-6=-1064/477, 6-7=-1528/601 BOT CHORD 2-12=-505/1285, 11-12=-505/1285, 10-11=-258/892, 9-10=-258/892, 8-9=-455/1300, 7-8=-455/1300 WEBS 3-12=0/242, 3-11=-463/284, 4-11=-96/272, 4-9=-125/160, 5-9=-115/303, 6-9=-475/292, 6-8=0/240 NOTES (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 120mph (3-second gust); h=15ft; TCDL=4.2psf, BCDL=5.Opsf; Category II; Exp B; partially; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss requires plate inspection per the Tooth Count Method when this truss Is chosen for quality assurance Inspection. 5) *This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 340 lb uplift at joint 7 and 409 lb uplift at joint 2. 7) This truss design conforms with Florida Building Code 2001, based on parameters Indicated. 8) Designed by SS LOAD CASE(S) Standard e WARNING - VerWy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, �® Design valid for use only with Mrfek connectors. This design is based only upon parameters shown, and is for an Individual building component. Suite #300 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Crlterlo, DSB-89 and BCSI1 Building Component M iTek® Safety Information available from Truss Plate Insiltute, 58ofrio 3 D'OnDrive, Madison, WI 53719. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/ 1< *Center plate on joint unless x,y Damage or Personal Injury offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. diagonal and securely seat. or X-bracing, is always required. See SCSI 1. 1/16� 1 3 TOP CHORDS 2. Never exceed the design loading shown and never stack C1-2 C2-3 materials on inadequately braced trusses. WEBS �, 4 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all * For 4 x 2 orientation, locate �,� 3` 3 0 other interested parties. plates 0 - 1/16" from Outside 0- v 4. Cut members to bear tightly against each other. edge of truss. rL 5. Place plates on each face of truss at each joint and 07-8 C6-7 c5-6 embed fully. Knots and wane at joint locations are BOTTOM CHORDS _ *This symbol indicates the regulated by ANSI/TPI1. — required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPII . 7. Unless otherwise noted, moisture content of lumber shall * Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 x 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ft. spacing, SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 14. Connections not shown are the responsibility of others. Uk (Supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior reaction section indicates joint approval of a professional engineer. 9F number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. MiTek® DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, , Installing & Bracing of Metal Plate © 2004 Mitek® Connected Wood Trusses. Job IT. Truss Type Qty Ply London Campbell 06-0948 lE ROOF TRUSS 1 1 Job Reference tonal COX (SS)/ Randall Byrd, PE #23451/ 2325, Jason St Merritt Istand, R / (321) 453-6564 b.ZW S FEa zi Luub Mltex rnaustnes, rnc. Merl Sep Il muji z LUW Page i -1-4-0 4-94 9-0.0 14-" 1 18.6.12 1 23.4-0 1.4-0 4-9-4 4-2-12 54-0 4-2-12 4-9-4 Seale = 1:41.7 4x6 = 4x8 = 2 4 M �g 4x5 - 4x5 a 3x8 = 3x4 = 3x4 = 9.0-0 I 14-4-0 I 23-4-0 9-0-0 5.4-0 9.0.0 LOADINQpsf) SPACING 2-0-0 CSI DEFL In (loc) 1/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.00 TIC 0.30 Vert(LL) -0.14 7-8 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.46 Verl:M) -0.38 7$ >724 240 BCLL 10.0 ' Rep Stress Incr YES WB 0.12 Horz(TL) 0.05 7 n/a n/a 6CDL 10.0 Code FBC2004fM12002 (Matrix) Weight: 112 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.21) TOP CHORD Structural wood sheathing directly applied or 5-0-4 oc puriins. SOT CHORD 2 X 4 SYP No.21) BOT CHORD Rigid ceiling directly applied or 8-0-10 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS(lb/size) 7=848/0-4-0, 2=935/0-4-0 Max Horz 2=95(load case 4) Max Uplift7=-379(load case 3), 2=-408(load case 4) FORCES(lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/31, 2-3=-1471/719, 3-4=-1225/608, 4-5=-1057/597, 5-6=-1230/610, 6-7=-1485/724 BOT CHORD 2-10=-645/1272, 9-10=-404/1061, 8-9=-404/1061, 7-8=-572/1289 WEBS 3-10=-253/234, 4-10=-42/333, 5-10=-116/110, 5-8=-50/336, 6-8=-268/249 NOTES (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 120mph (3-second gust); h=15ft; TCDL=4.2psf; BCDL=S.Opsf, Category II; Exp B; partially; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss requires plate inspection per the Tooth Count Method when this truss Is chosen for quality assurance Inspection. 5) *This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 379 lb uplift at joint 7 and 408 lb uplift at joint 2. 7) This truss design conforms with Florida Building Cade 2001, based on parameters Indicated. 8) Designed by SS LOAD CASE(S) Standard e WARNING - Veryr design parameters and READ NOTES ON THIS AND REVERSE BIDE BEFORE USE. 14515 N. Outer Forty, Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and is for an Individual building component. Suite #300 Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery erection and bracing, consult ANSI/TPI1 Quality Crlterlo, DSB-89 and BCSI1 Building Component M iTek® Safety Information available from Truss Plate Institute. 5B3 D'Onofrio Drive, Madison, WI 53719. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/, *Center plate on joint unless x,y Damage or Personal Injury offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss l . Additional stability bracing for truss system, e.g. diagonal and securely seat. or X bracing, is always required. See BCSII I. t 3 TOP CHORDS 2. Never exceed the design loading shown and never stack c,•z C2.3 materials on inadequately braced trusses. WEBS cz, 4 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all *For 4 x 2 orientation, locate �,3 ,t�' 3 cc other interested parties. plates 0 - /i6" from outside O O �,a 12 U 4. Cut members to bear tightly against each other. edge of truss. EL 5. Place plates on each face of truss at each joint and O7$ C6-' ° embed fully Knots and wane at joint locations are BOTTOM CHORDS _ *This symbol indicates the regulated by ANSI/TPI1. required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall * Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 X 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ft. spacing, SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 14. Connections not shown are the responsibility of others. (supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior IV reaction section indicates joint approval of a professional engineer. number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. M iTeko DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate _ © 2004 MitekO Connected Wood Trusses. Job Truss Truss Type QtY Ply London Campbell 06=0948 1F ROOF TRUSS 1 1 Job Reference tlorlal COX (SS)/ Randall Byrd, PE #23451/ 2325, Jason 5L Merritt Island, FL / (321) 453-b5b4 b.LW s FeD L1 tW5 Mr ieK inaustnes, mC. mon Sep ii iv:ufa.s cunt rage i -1.4-0 3-9-4 7-0-0 11-" 164-0 19-6-12 23-4-0 14-0 3-0, 4 3-2-12 4-8-0 4-8-0 3-2-12 3-94 ZkxD = 6x6 = 3x4 = 2x6 It 6x6 = Sx8 = 3x4 = 7-0-0 17 8 0 164-0 23-4-0 7-0-0 4.8.0 7-0-0 Scale = 1:41.8 Plate Offsets MY): [2:0-1-11 Edoel [4:0-3-0,0-2-71, [6:0-3-0,0-2-71, [8:0-1-11,Edoe1, [10:0-4-0,0-3-01 LOADIN((pSf) SPACING 2-" CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.00 TIC 0.64 Vert(L-) 0.23 10 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.62 Vert(1L) -0.2810-11 >984 240 BCLL 10.0 * Rep Stress Inv NO WB 0.39 Horz(TL) 0.11 B n/a n/a BCDL 10.0 Code FBC2004/TPI2002 (Matrix) Weight: 123 lb LUMBER TOP CHORD 2 X 4 SYP No.21) *Except* T22X6SYP No.2 SOT CHORD 2 X 4 SYP No.21) WEBS 2 X 4 SYP No.3 REACTIONS(lb/size) 8=1729/0-4-0, 2=1816/0-" Max Harz 2=77(load Case 4) Max Uplift8=-1280(load case 3), 2=-1309(load case 4) BRACING TOP CHORD Structural wood sheathing directly applied or 3-4-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-3-3 oc bracing. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/31, 2-3=-3372/2601, 3-4=-3273/2605, 4-5=-3459/2836, 5-6=-3459/2836, 6-7=-3284/2609, 7-8=-3384/2608 BOT CHORD 2-11=-2292/2929, 10-11=-2261/2896, 9-10=-2202/2904, 8-9=-2240/2954 WEBS 3-11=-71/124,4-11=-384/677, 4-10=-660/777, S-10=-635/844, 6-10=-655/771, 6-9=-400/681, 7-9=-61/119 NOTES (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 120mph (3-second gust); h=15ft; TCDL=4.2psf; BCDL=S.Opsf, Category II; Exp B; partially; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss requires plate inspecdon per the Tooth Count Method when this truss Is chosen for quality assurance Inspection. 5) *This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1280 lb uplift at joint 8 and 1309 lb uplift at joint 2. 7) This truss design conforms with Florida Building Code 2001, based on parameters Indicated. 8) Girder carries hip end with 7-" end setback. 9) Hanger(s) or other connection devlce(s) shall be provided sufficient to support concentrated load(s) 475 lb down and 461 lb up at 16-", and 475 lb down and 461 lb up at 7-" on bottom chord. The design/selecdon of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) Designed by SS LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-4=-54, 4-6=-117(F=-63), 6-8=-54, 2-11=-20, 9-11=-43(F=-23), 8-9=-20 Continued on page 2 to WARNING - VerVy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, Design valid for use only with Mffek connectors. This design is based only upon parameters shown. and Is for an Individual building component. Suite #300 Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield. MO 63017 Is for lateral support of IndMdual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI1 Building Component M iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/4 *Center plate on joint unless x,y Damage or Personal Injury offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. diagonal and Securely Seat. or X-bracing, is always required. See BCSI 1. 0 -'/�d' 1 2 3 TOP CHORDS 2. Never exceed the design loading shown and never stack ci•z cza materials on inadequately braced trusses. WEBS c�, 4 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all * For 4 x 2 orientation, locate '�,� 3^ 3 other interested parties. plates 0 -/ie" from outside O aO v 4. Cut members to bear tightly against each other. edge of truss. EL 5. Place plates on each face of truss at each joint and O7-8 CX,' ° embed fully Knots and wane at joint locations are BOTTOM CHORDS *This symbol indicates the regulated by ANSI/TPI1. required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall * Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 X 4 perpendicular t0 slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated b symbol shown and/Or Y Y BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ff. spacing, SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 14. Connections not shown are the responsibility of others. (supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior reaction section indicates joint approval of a professional engineer. number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. M iTeko DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate ©2004 Mitek® Connected Wood Trusses. Job Truss Truss Type Qty Ply London Campbell 06-0948 IF ROOF TRUSS 1 1 Job Reference I COX (SS)/ Randall Byrd, PE #23451/ 2325, Jason SL Merritt Island, FL / (3Z1) 9S3-bSb4 b.zuu s reo [i 20G5 ru iek industries, urc Huai xy •i 14:07:13 cuw royc c LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 11=-475(F) 9=-475(F) e WARNING - VerVy design parameters and READ NOTES ON THIS AND REVERSE BIDE BEFORE USE. 14515 N.Outer Forty, Design valid for use only with Mtfek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Suite #300 Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component M iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure t0 Follow Could Cause Property *Center plate on joint unless x,y Damage or Personal Injury offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. diagonal and securely seat, or X-bracing, is always required. See BCSI1. Q �/16 1 3 TOP CHORDS 2. Never exceed the design loading shown and never stack c1-2 c2-3 materials on inadequately braced trusses. WEBS cq 4 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all FP * For 4 x 2 orientation, locate I �3 ,' 3 O other interested parties. 0 - 1/16" from outside v 4. Cut members to bear tightly against each other. edge of truss. rl 5. Place plates on each face of truss at each joint and c7"8 Cr1' c embed fully. Knots and wane at joint locations are BOTTOM CHORDS _ *This symbol indicates the regulated by ANSI/TPI1. required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from connector plates, the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall * Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 x 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ft. spacing, SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 14. Connections not shown are the responsibility of others. Uk (supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior lip reaction section indicates joint approval of a professional engineer. number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. M iTek® DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate © 2004 Mitek® Connected Wood Trusses. Job Truss Truss Type Qty Ply London Campbell 06-0948 1G ROOF TRUSS 1 I 1 Job Reference (optional) COX (SS)/ Randall Byrd, PE tt23451/ 2325, Jason St. Merritt Island, FL / (321) 453-6564 6.200 s Feb 212005 MTek Industries, Inc Mon Sep 11 14:07:13 2006 Page 1 -1.4-0 i 3-0.0 SJ3-0 7-8-0 941-0 1141.0 13-8.0 158.0 1741-0 20-4-1 23-" i f I I I I I 1 i 1-4-0 3.0.0 2.8.0 2-0-0 2.0.0 2-0.0 2-0.0 2-0-0 2-0-0 2-8.0 2-11-15 Scale = 1:44.4 4x4 = 11 9 13 15 8x9 5 17 7x10 600 F12 II 1 to --II 1 0= II 1 0= 3 18 19RI d 2 �1 �g 3x4 = 3x5 i 25 24 23 22 21 20 3x4 = 5x8 = 3x5 = 3-0.0 I 5.8-0 I 7-8-0 I 9-8-0 I 1141-0 1341-0 15-8-0 17.8-0 19.8-0 30-0-11 23.4-0 I I i i i 3-" 243-0 2.0-0 2-0.0 2-0.0 2-0-0 2-0.0 2-0.0 2.0.0 0.8-1 2-11-15 Plate Offsets MY): [2:0-2-10,0-1-8], [6:0-5-0,0-3-01, [14:0-5-0,0-2-81, [23:0-4-0,0-3-01 LOADINQpsf) SPACING 2-" CSI DEFL In (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.24 Vert(LL) 0.04 24 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.33 Vert(L) -0.1124-25 >999 240 BCLL 10.0 * Rep Stress Ina NO WB 0.29 Horz(TL) 0.03 21 n/a n/a @CDL 10.0 Code FBC2004/TPI2002 (Matrix) Weight: 176 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.21) *Except* TOP CHORD Structural wood sheathing directly applied or 5-3-3 oc purilns. T2 2 X 6 SYP No.2, T2 2 X 6 SYP No.2 BOT CHORD Rlgid ceiling directly applied or 10-" oc bracing, Except: BOT CHORD 2 X 4 SYP No.2D 6-" oc bracing: 20-21,19-20. WEBS 2 X 4 SYP No.3 JOINTS 1 Brace at Jqs): 6, 10, 14, 8, 16 REACTIONS(lb/size) 2=907/0-4-0, 21=1210/0-4-0 Max Harz 2=45(load case 7) Max Uplift2=-270(load case 7), 21=-288(load case 8) FORCES(lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/31, 2-3=-1538/321, 3-4=-769/249, 4-6=-773/251, 6-8=0/79, 8-10=0/79, 10-12=0/79, 12-14=0/79, 14-16=-152/1086, 16-18=-155/1091, 18-19=-81/239, 3-5=-792/101, 5-7=-764/136, 7-9=-781/180, 9-11=-756/211, 11-13=-756/211, 13-15=-781/181, 15-17=-777/137, 17-18=-789/101 BOT CHORD 2-25=-267/1318, 24-25=-269/1288, 23-24=-254/1406, 22-23=-57/383, 21-22=-57/383,20-21=-173/110, 19-20=-166/104 WEBS 3-25=0/227, 3-24=-30/146, 6-24=0/173, 6-23=-892/247, 10-23=-57/351, 14-23=-1/280, 14-22=0/171, 18-20=-30/50, 18-21=-808/261, 14-21=-853/190, 10-11=-116/474, 4-5=-102/56, 6-7=-154/82, 8-9=-88/49, 12-13=-81/49, 14-1S=-136/79,16-17=-127/61 NOTES (14) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 120mph (3-second gust); h=15ft; TCDL=4.2psf; BCDL=5.Opsf; Category II; Exp B; partially; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss is not designed to support a ceiling and Is not Intended for use where aesthetics are a consideration. 4) Provide adequate drainage to prevent water ponding. 5) All plates are lx4 MT20 unless otherwise indicated. 6) This truss requires plate Inspection per the Tooth Count Method when this truss is chosen for quality assurance Inspection. 7) *This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 270 lb uplift at joint 2 and 288 lb uplift at joint 21. 9) This truss design conforms with Florida Building Code 2001, based on parameters Indicated. 10) Girder carries hip end with 3-" end setbadc- 11) Design assumes 4x2 (flat orientation) purlins at oc spacing Indicated, fastened to truss TC w/ 2-10d nails. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 56 lb down and 34 lb up at 20-4-0, and 56 lb down and 34 lb up at 3-" on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). d&W49r8VA§S2 A WARNING - Ver(& design parameters and READ NOTES ON THIS AND REVERSE BIDE BEFORE USE. 14515 N. Outer Forty, Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Suite #300 Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSIi Building Component M iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/ 14 *Center plate on joint unless x,y Damage or Personal Injury offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. diagonal and securely seat. or X-bracing, is always required. See BCSII . 0 1/16 t 3 TOP CHORDS 2. Never exceed the design loading shown and never stack c1-2 c2-3 materials on inadequately braced trusses. WEBS C7, 4 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all * For 4 x 2 orientation, locate X o other interested parties. plates 0 - 1/16" from outside O v 4. Cut members to bear tightly against each other. edge of truss. a 5. Place plates on each face of truss at each joint and O7-8 `6-7 cs s embed fully Knots and wane at joint locations are BOTTOM CHORDS _ *This symbol indicates the regulated by ANSI/TPI1. required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall * Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication, software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 X 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ff. spacing, SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 14. Connections not shown are the responsibility of others. Uk (supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior lip reaction Section indicates joint approval of a professional engineer. number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. M iTek® DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate © 2004 Mitek® Connected Wood Trusses. Job Truss Truss Type Qty Ply London Campbell 06-0948 iG ROOF TRUSS 1 1 Job Reference tonal COX (SS)/ Randall Byrd, PE #23451/ 2325, Jason 5L Merritt 151and, FL / (321) 9S.S-bSb4 o.cW 5 Feb 2i 2W5 ru ie K uwusUits, us. 19wI Bey as 44:Vi:u 4v rayc < LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.00 Uniform Loads (pif) Vert: 1-3=-54, 18-19=-54, 2-25=-20, 20-25=-23(F=-3), 19-20=-20, 3-11=-63(F=-9), 11-18=-63(F=-9) Concentrated Loads (lb) Vert: 25=-56(F) 20=-56(F) e WARN/NG - Ver{fYj design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, Design valid for use only with MfTek connectors. This design is based only upon parameters shown, and Is for on Individual building component. Suite k300 Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Crlterlo, DSB-89 and BCSI1 Building Component M iTek® Safety Information ovalloble from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, WI 53719. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/ l< *Center plate on joint unless x,y Damage or Personal Injury offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. diagonal and securely seat. or X bracing, is always required. See BCSII . 3 TOP CHORDS 2. Never exceed the design loading shown and never stack c,-z -, materials on inadequately braced trusses. WEBS ca, 4 3. Provide copies of this truss design to the building (r designer, erection supervisor, property owner and all *For 4 x 2 orientation, locate �,31 3 O other interested parties. plates 0 - 1/16" from outside O �,a V 4. Cut members to bear tightly against each other. edge of truss. a 5. Place plates on each face of truss at each joint and °7-8 C6-7 ° OR embed fully. Knots and wane at joint locations are BOTTOM CHORDS _ *This symbol indicates the regulated by ANSI/TPII I. required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall * Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 X 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ff. spacing, SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 14. Connections not shown are the responsibility of others. Uk (Supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior reaction section indicates joint approval of a professional engineer. 9F number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. M iTeko DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate © 2004 Mitek® Connected Wood Trusses. Job Truss Tn ss Type QtY London Campbell 06-0948 2A ROOF TRUSS 1 �Ptv 1 Job Reference(optional) COX (SS)/ Randall Byrd, PE #Z3451/ 2325, Jason St. Merritt Island, FL / (321) 453-6564 6200 s Feb 212005 MiTek Industries, Inc. Mon Sep 11 14:07:14 2006 Page 1 64)-0 22-" .1-4-0 4-0-0 6-0.0 6- -0 848-0 1 a8-0 1241-0 14-" 17-0-0 21-3-0 21 I i 4-0-0 I a 2.0-0 0-1-0i 2-0-0 I 2-0-0 I 4x7 =2-0-0 2-0-0 2.8-0 3.11-0 a1-0 i i i T- 1-4-0 Scale - 1:47.0 ix4 a7-0 14-0 4x8 = 8x8 = 10x10 = 1x4 II 1.5x4 11 1.Sx4 II 1x4 II 1x4 II 7xS = 44)-0 I 6-0.0 6-I1-0 10$0 I 14$0 I 17-4-0 1 213-0 21 -0 i 4-0-0 2-0.0 0-1-0 4-7-0 4-0-0 2.8.0 3-11-0 0.1-0 LOADINQpsf) SPACING 2-" CSI DEFL In (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.39 Vert(LL) 0.01 2-20 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.22 Vert(TL) -0.0216-18 >999 240 BCLL 10.0 ' Rep Stress Incr NO WB 0.12 Horz(TL) -0.01 12 n/a n/a €1CDL 10.0 Code FBC2004/TP12002 (Matrix) Weight: 176 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D *Except* TOP CHORD Structural wood sheathing directly applied or 6-" oc pudins. T3 2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: BOT CHORD 2 X 4 SYP No.21) *Except* 10-" oc bracing: 2-20,19-20. B2 2 X 4 SYP No.3 2 Rows at 1/3 pts 9-19 WEBS 2 X 4 SYP No.3 *Except* JOINTS 1 Brace at Jt(s): 4, 6, 7 W11 2 X 6 SYP No.2 REACTIONS(lb/slze) 2=343/0-8-0, 18=575/15-4-0, 12=181/15-4-0, 16=661/15-4-0, 15=298/15-4-0, 13=599/15-4-0 Max Horz 2=-85(load case 3) Max Uplift2=-223(load case 7), 18=-297(load case 4), 12=-105(load case 8), 16=-222(load case 8), 15=-83(load case 3), 13=-234(load case 8) Max Grav 2=352(load case 9), 18=582(load case 9), 12=181(load case 1), 16=661(load case 1), 15=357(load case 2), 13=599(load case 1) FORCES (lb) - Maximum Compression/Maxlmum Tension TOP CHORD 1-2=0/32, 2-3=-303/200, 3-4=0/99, 4.6=0/82, 6-7=0/78, 7-8=0/98, 8-9=-4/173, 9-10=0/30, 3-5=-113/122, 5-8=-113/108 BOT CHORD 2-20=-142/224, 19-20=-127/195, 18-19=-530/326, 4-19=-137/149, 16-18=-78/62, 15-16=-89/70, 13-15=-89/70, 12-13=-89/70, 17-19=-48/84, 14-17=-30/55, 11-14=-35/50, 9-11=-51/11 WEBS 3-20=-88/206, 3-19=-408/295, 6-17=-426/316, 7-17=0/44, 7-14=-86/99, 8-14=-74/114, 8-11=-310/191, 16-17=-531/281, 14-15=-216/126, 11-13=-395/154, 4-17=-6/24, 9-12=-176/138, 5-6=-458/347 NOTES (13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 120mph (3-second gust); h=15ft; TCDL=4.2psf; BCDL=5.Opsf, Category 11; Exp B; partially; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Mrrek "Standard Gable End Detail" 4) Provide adequate drainage to prevent water ponding. 5) This truss requires plate Inspection per the Tooth Count Method when this truss Is chosen for quality assurance Inspection. 6) Gable studs spaced at 2-" oc. 7) *This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 223 Ib uplift at joint 2, 297 Ib uplift at joint 18, 105 Ib uplift at joint 12, 222 Ib uplift at joint 16, 83 Ib uplift at joint 15 and 234 Ib uplift at joint 13. 9) This truss design conforms with Florida Building Code 2001, based on parameters Indicated. 10) Design assumes 4x2 (flat orientation) purllns at oc spacing Indicated, fastened to truss TC w/ 2-10d nails. Continued on page 2 e WARNING - VerVj design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, Design valid for use only with Mtfek connectors. This design is based only upon parameters shown, and Is for on Individual building component. Suite #300 Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield. MO 63017 Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component M iTe k Safety Information available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, WI 53719. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure t0 Follow Could Cause Property 3/ l4 *Center plate on joint unless x,y Damage Or Personal Injury offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. diagonal and securely seat. or X-bracing, is always required. See BCSI1. 0-1/0 t TOP CHORDS 3 2. Never exceed the design loading shown and never stack ci-x cza materials on inadequately braced trusses. WEBS, 4 3. Provide copies of this truss design to the building cr O ' designer, erection supervisor, property owner and all *For 4 x 2 orientation, locate 0 w,, 3 3 o other interested parties. p plates 0 - 1/16" from outside a = 0 4. Cut members to bear tightly against each other. edge of truss. o_ 5. Place plates on each face of truss at each joint and 07S Cr,' cs embed fully. Knots and wane at joint locations are BOTTOM CHORDS _ *This symbol indicates the regulated by ANSI/TPII. required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPII I. 7. Unless otherwise noted, moisture content of lumber shall * Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 X 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12, Top chords must be sheathed or purlins provided at output, Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ff. spacing, SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 14. Connections not shown are the responsibility of others. u1i (supports) Occur. Icons vary but 15. Do not cut or alter truss member or plate without prior reaction section indicates joint approval of a professional engineer. 9F number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. M ITek® DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate © 2004 Mitek® Connected Wood Trusses. Job Truss Truss Type Qty Ply London Campbell 06-0948 2A ROOF TRUSS 1 1 Job Reference I COX (55)/ Randall Byrd, Ft AL34:)1/ vv, Jason x. Mema MOM, ru / ksci/ v*r0304 o- a r .r &wa NOTES (13) 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 123 lb down and 120 lb up at 17-4-0, and 123 lb down and 120 lb up at 4-" on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 13) Designed by SS LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-3=-54, 8-10=-54, 2-20=-20, 19-20=-27(F=-7), 13-18=-27(F=-7), 12-13=-20, 11-19=-27(F=-7), 9-11=-20, 3-5=-72(F=-18), 5-8=-72(F=-18) Concentrated Loads (lb) Vert: 20=-123(F) 13=-123(F) A WARNINO - VerVy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, Design valid for use only with MITek connectors. This design is based only upon parameters shown. and Is for an Individual building component. Suite #300 Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding M I fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component M iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/4 *Center plate on joint unless x,y Damage or Personal Injury offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. diagonal and securely Seat. or X-bracing, is always required. See BCSII . TOP CHORDS 3 2. Never exceed the design loading shown and never stack -� c,-z c2-s materials on inadequately braced trusses. c�, 4 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all For 4 x 2 orientation, locate �,33 X other interested parties. plates 0 - 'N" from outside O a0 T v 4. Cut members to bear tightly against each other. edge of truss, 5. Place plates on each face of truss at each joint and c7_8 C6' cs-e embed fully. Knots and wane at joint locations are BOTTOM CHORDS _ *This symbol indicates the regulated by ANSI/TPI1. required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall * Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 x 4 perpendicular to slots, Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and In all Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ft. spacing, SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 14. Connections not shown are the responsibility of others. Uk (supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior lip reaction section indicates joint approval of a professional engineer. number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. M iTeke DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate © 2004 Mitek® Connected Wood Trusses. bb Truss Tens Type QtY Pb London Campbell 06-0948 3AG ROOF TRUSS 1 1 Job Reference I IIIC. f40r1 i ie•�e•io xfn� o�.,o � COX (SS)/ Randall Byrd, PE #23451/ 2325, 3ason SL Merritt Island, FL / (321) 453-6564 6.200 s Feb 21 2005 MTI m Industries, Sep 20-8-0 02-0-0 i 4.8:&,d 4.84 12-10-0 1 16-5-0 I 20-04 2R:7ila?:2: , 0.4.01-8dbc4 112-0-62xCf11-10 7-2-0 3-7-0 3-7-0 0-7-01. -0 4x6 = 5x9 = 0-1-0 125 2 26 2W tx4 II 1x4 II 6.00112 5x8 0 4 t x45I I 2 4 q Sx5 . c8 1 6 1 I 11 416 -- it 5x8 = 7 12 N 1 x4 I I 10 8 �q 1x4 II 44 C STUB 4" IF 14 MgD 2x4 11 15 13 600 12 dd 4x4 II 3x8 = I5x5 = 20-8-0 T" O2-0.0 1 4-0-6 5-0 0_ 12-10-0 1 16.5-0 20-00 3Q � 0-4-01-" 2.8.6 0.9001-0 7-1-0 3-7-0 3-7-0 0-7-0 0-2-0 0-1-0 LOADINC(psf) SPACING 2-0-0 CSI DEFL In (loc) Vdefl L/d TCLL 20.0 Plates Increase 1.00 TC 0.32 vert(LL) -0.0410-11 >999 360 TCDL 7.0 Lumber Increase 1.25 BC 0.21 vertCM) -0.0910-11 >999 240 BM 10.0 * Rep Stress Inv NO WB 0.41 Horz(TL) 0.07 9 n/a n/a $CDL 10.0 Code FBC20D4/TPI2002 (Matrix) LUMBER TOP CHORD 2 X 4 SYP No.2D *Except* T12X6SYP No.2 BOT CiiORD 2 X 4 SYP No.2D *Except* B32X6SYP No.2 WEBS 2 X 4 SYP No.3 *Except* W6 2 X 6 SYP No.2, W18 2 X 6 SYP No.2 REACTIONS(Ib/size) 17=-80/Mechanical, 9=436/0-8-0, 15=1874/0-4-0 Max Horz 17=-433(load case 8) Max Upliftl7=-470(load case 5), 9=-241(load case 8), 15=-569(load case 3) Max Grav, 17=255(load case 9), 9=436(load case 10), 15=1874(load case 1) PLATES MT20 Weight: 206 ib GRIP 244/190 Scale = 1:59.9 BRACING TOP CHORD Structural wood sheathing directly applied or 6-" oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-" oc bracing. WEBS 1 Row at midpt 1-17, 3-15 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-17=-166/384, 1-25=-5/67, 2-25=-5/67, 2-26=-10/64, 26-27=-5/68, 3-27=0/74, 3-0=-34/501, 4-5=-526/46, 5-6=-557/0 , 6-7=-891/312, 7-8=0/42 BOT CHORD 16-17=-5/425, 15-16=-261/345, 13-15=-55/220, 13-14=0/25, 12-13=-75/246, 11-12=-75/251, 10-11=-235/844, 9-10=-26/59 WEBS 4-11=-28/689, S-11=-129/139, 6-11=-295/400, 6-10=-110/102, 7-10=-196/739, 7-9=-415/264, 2-16=-361/261, 1-16=-348/0, 3-15=-1312/342, 3-16=0/608, 4-15=-480/208, 4-12=0/146 NOTES (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 120mph (3-second gust); h=15ft; TCDL=4.2psf; BCDL=S.Opsf; Category II; Exp B; partially; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss requires plate Inspection per the Tooth Count Method when this truss Is chosen for quality assurance inspection. 5) *This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 6) Bearing at joint(s) 9 considers parallel to grain value using ANSWRI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 470 lb uplift at joint 17, 241 lb uplift at joint 9 and 569 lb uplift at joint 15. 8) This truss design conforms with Florida Building Code 2001, based on parameters Indicated. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 205 lb down and 146 lb up at 0-11-0, and 167 lb down and 119 lb up at 2-11-0, and 277 lb down and 197 lb up at 3-11-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) Designed by SS 0 WARNING - Veryki design parameters and BEAD NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, ��vt Design valid for use only with MITek connectors. This design is based only upon parameters shown, and Is for an Individual bullding component. Suite #300 Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSII Building Component M iTe k Safety Information available from Truss Plate Institute, 563 D'Onofrlo Drive, Madison, WI 53719. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 131 *Center plate on joint unless x,y Damage or Personal Injury offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. diagonal and securely seat. or X bracing, is always required. See BCSII . 1 3 TOP CHORDS 2. Never exceed the design loading shown and never stack C1-2 C2-3 materials on inadequately braced trusses. WEBS c�, 4 3. Provide copies of this truss design to the building Cl designer, erection supervisor, property owner and all * For 4 x 2 orientation, locate �,3' 3 0 other interested parties. plates 0 -/ia" from outside a°a = � � 4. Cut members to bear tightly against each other. edge of truss. � o_ 5. Place plates on each face of truss at each joint and O7-8 Cr7 `s-6 embed fully. Knots and wane at joint locations are BOTTOM CHORDS _ *This symbol indicates the regulated by ANSI/TPI1. _ required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall * Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 X 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ft. spacing, SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 14. Connections not shown are the responsibility of others. Uk (supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior reaction section indicates joint approval of a professional engineer. 9F number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction, M iTeke DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate ©2004 Mitek® Connected Wood Trusses. Job Tens Truss Type Qtr London Campbell 00-0948 3AG ROOF TRUSS 1 Fy 1 Job Reference I COX (SS)/ Randall Byrd, PE #23451/ 2325, Jason St. Merritt Island, FL / (321) 453-6564 6.200 s Feb 21 2005 MITek Industries, Inc. Mon Sep 11 14:24:39 2006 Page 2 LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.00 Uniform Loads (pif) Vert: 1-3=-54, 3-8=-54, 13-17=-20, 13-14=-20, 11-13=-20, 9-11=-20 Concentrated Loads (lb) Vert: 2S=-205(F) 26=-167(F) 27=-277(F) A WARNING - Very)V design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, �® Design valid for use only with MfTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Suite #300 Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery erection and bracing, consult ANSI/TPI1 Quality Criteria. DSB-89 and BCSII Building Component M iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/ 1a *Center plate on joint unless x,y Damage or Personal Injury offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. diagonal and securely seat. or X bracing, is always required. See BCSII . 3 TOP CHORDS 2. Never exceed the design loading shown and never stack C1-2 C2-3 materials on inadequately braced trusses. 4 3. Provide copies of this truss design to the building O r designer, erection supervisor, property owner and all *For 4 x 2 orientation, locate � � �,33 o Z other interested arties. p plates 0 - 1/16" from outside o �,a v 4. Cut members to bear tightly against each other. edge of truss. rL 5. Place plates on each face of truss at each joint and O7-8 C6-7 C' embed fully. Knots and wane at joint locations are BOTTOM CHORDS _ *This symbol indicates the regulated by ANSI/TPII I. required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall * Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication. software or upon request. 6 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 X 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ft. spacing, SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 14. Connections not shown are the responsibility of others. (supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior EV reaction section indicates joint approval of a professional engineer. number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. M ITek® DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate © 2004 Mitek® Connected Wood Trusses. Job Truss Truss Type 0&0948 I 3A I ROOF TRUSS i lry COX (SS)/ Randall Byrd, PE #23451/ 2325, 3ason SL Merritt Island, FL / (321) Page 1 32-8-62�-0_00� 6 55-8_Oi 12-ta0 I 16-SO 20.0-0 2ai 7�2-0-0i 0-4 2-8-6 z6 all-10 7-2-0 37-0 37-0 a7-01�-0 1 2 3 q STUB 4" 1 2x4 11 3x8 = 541IR 5x5 = %0-8-0 0 4i0 2.0.0 1 4-" $ 6a 12.10-0 165-0 I 20-M 3K 0.4-0141-0 2-" 0-9-OM-0 7-1.0 3-7-0 3-7-0 0-7-0 a2-0 0.1-0 LOADINQpsf) SPACING 2-" CSI DEFL In (hoc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.0410-11 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.19 Vert(TL) -0.0910-11 >999 240 BCLL 10.0 • Rep Stress Incr YES WB 0.56 Horz(TL) 0.08 9 n/a n/a BMl- 10.0 Code FBC2004frPI2002 (Matrix) Weight: 172 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.21) *Except* TOP CHORD T32X6SYP No.2 BOTCHORD 2 X 4 SYP No.2D *Except* BOT CHORD B1 2 X 6 SYP No.2 WEBS WEBS 2 X 4 SYP No.3 *Except* W12 2 X 6 SYP No.2 REACTIONS(lb/size) 17=-420/Mechanical, 9=440/0-8-0, 15=1567/0-4-0 Max Harz 17=-433(load case 8) Max Upliftl7=-515(load case 10), 9=-240(load case 8), 15=-376(load case 3) Max Grav 9=442(load case 10), 15=1567(load case 1) Scale = 1:54.8 Structural wood sheathing directly applied or 6-" oc purlins, except end verticals. Rigid ceiling directly applied or 6-" oc bracing. 1 Row at midpt 3-15 FORCES(Ib) - Maximum Compresslon/Maximum Tension TOP CHORD 1-17=0/504, 1-2=0/103, 2-3=0/105, 3-4-38/496, 4-5=-561/34, 5-6=-594/0, 6-7=-914/307, 7-8=0/42 BOT CHORD 16-17=-5/432, 15-16=-285/359, 13-15=-39/221, 13-14=0/25, 12-13=-56/247, 11-12=-59/253, 10-11=-230/867, 9-10=-26/59 WEBS 4-11=-16/709, 5-11=-124/137, 6-11=-284/406, 6-10=-115/101, 7-10=-192/760, 7-9=-421/263, 2-16=-103/93, 1-16=-518/0, 3-15=-1029/158, 3-16=0/573, 4-15=-501/215, 4-12=0/150 NOTES (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 120mph (3-second gust); h=15ft; TCDL=4.2psf, BCDL=S.Opsf; Category II; Exp B; partially; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance Inspection. 5) *This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 515 Ib uplift at joint 17, 240 lb uplift at joint 9 and 376 lb uplift at joint 15. 8) This truss design conforms with Florida Building Code 2001, based on parameters Indicated. 9) Designed by SS LOAD CASE(S) Standard A WARNING - VerW y design parameters and READ NOTES ON THIS AND REVERSE BIDE BEFORE USE. 14515 N. Outer Forty, Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and is for an Individual building component. Suite #300 Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding .fabrication, quality control, storage, delNery, erection and bracing, consult ANSI/TPI1 Quality Criterla, DSB-89 and BCSI1 Building Component M iTek® > Safety Information available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, WI 53719. Symbols PLATE LOCATION AND ORIENTATION 131 *Center plate on joint unless x,y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and securely seat. 0 O * For 4 x 2 orientation, locate plates 0 - 1/16" from outside edge of truss. *This symbol indicates the required direction of slots in connector plates. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths 2 TOP CHORDS BOTTOM CHORDS 8 7 6 5 * Plate location details available in MiTek 20/20 software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. The first dimension is the width 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. CONNECTOR PLATE CODE APPROVALS LATERAL BRACING Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. ICBO 4922, 5243, 5363, 3907 SBCCI 9667, 9730, 9604B, 9511, 9432A BEARING Indicates location where bearings t��w (supports) occur. Icons vary but I_iF reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. M iTek® DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate „ Connected Wood Trusses. AGeneral Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building o designer, erection supervisor, property owner and all Cl other interested parties. 0 V 4. Cut members to bear tightly against each other. a 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPII I. 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI I. 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 8. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 9. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 10. Plate type, size, orientation and location dimensions shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 12. Top chords must be sheathed or purlins provided at spacing shown on design. 13. Bottom chords require lateral bracing at 10 ff. spacing, or less, if no ceiling is installed, unless otherwise noted. 14. Connections not shown are the responsibility of others. 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. 16. Install and load vertically unless indicated otherwise. © 2004 Mitek® Job Truss Taus Type Qb Ply London Campbell 01 -0948 35 ROOF TRUSS 1 1 Job Reference I COX (SS)/ Randall Byrd, PE #234511 2325, Jason St. Merritt Island, FL / (321) 453-6564 6.200 s Feb 21 2005 Mf7ek Industries, Inc Mon Sep 11 14.54.03 2006 Page 1 2-0-0 r�--r51 6-&D 11-0-0 15.8-0 1 20-0-0 22-0-0 2W i 4-" 4-0.0 1 4$0 4-0-0 t Qw121c t40 3 6.00112 04 4 15 1063 20 II 5xl2 = US 4x8 = 5 12 6.00 12 5x7 4x4 Q 6 11 44 Sx9 7 10 8 7x6 2-0.0 9 >> A 6.6.0 11-0-0 15-9-6 1 20-0 0 2R 9ro I 1-1-9 4-" 1 4-" 4-9-6 4-2-10 0-8-0 0-ID-7 LOADINQpsf) SPACING 2-0-0 CSI DEFL In (loc) Vdefl L/d TCLL 20.0 Plates Increase 1.00 TC 0.47 Vert(LL) 0.56 11 >431 360 TCDL 7.0 Lumber Increase 1.25 BC 0.93 Vert(TL) -0.9411-12 >260 240 BCLL 10.0 * Rep Stress Ina NO WB 0.91 Horz(TL) 0.23 9 n/a n/a $CDL 10.0 Code FBC2004[rPI2002 (Matrix) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D *Except* TOP CHORD r T12X6SYP No.2 BOT CHORD 2 X 4 SYP No.21) BOT CHORD WEBS 2 X 4 SYP No.3 *Except* W92X6SYP No.2 REACTIONS(lb/size) 15=1227/0-", 9=858/0-8-0 Max Harz 15=-522(load case 8) Max Upllft15=-551(load case 8), 9=-508(load case 8) Max Grdv 15=1264(load case 10), 9=861(load case 10) Scale = 1:68.5 10 PLATES GRIP MT20 244/190 Weight: 114 lb Structural wood sheathing directly applied or 2-10-3 oc puriins, except end verticals. Rigid ceiling directly applied or 4-5-9 oc bracing. FORCES (lb) - Maximum Compresslon/Maximum Tension TOP CHORD 1-15=-1063/449, 1-2=-847/339, 2-3=-1055/443, 3-4=-1970/700, 4-5=-3907/1918, 5-6=-4358/2296, 6-7=-3198/1706, 7-8=0/40 BOT CHORD 15-16=0/470, 14-16=0/470, 13-14=-236/1928, 12-13=-1565/3869, 11-12=-2063/4308, 10-11=-1620/3149, 9-10=-51/93 WEBS 1-14=-453/1190, 2-14=-290/595, 3-14=-1537/579, 3-13=-339/1319, 4-13=-178Z/1245, 4-12=-48/258, 5-12=-411/463, 5-11=-149/134, 6-11=-444/1082, 6-10=-482/358, 7-10=-1459/2850, 7-9=-842/543 NOTES (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 120mph (3-second gust); h=15ft; TCDL=4.2psf; BCDL=S.Opsf; Category II; Exp B; partially; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss requires plate inspection per the Tooth Count Method when this truss Is chosen for quality assurance inspection. 5) *This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Bearing at joint(s) 9 considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 551 lb uplift at joint 15 and 508 lb uplift at joint 9. 8) This truss design conforms with Florida Building Code 2001, based on parameters Indicated. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 72 lb down and 71 lb up at 1-1-9 on top chord, and 507 lb down and 286 lb up at D-11-5 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) Designed by SS LOAD CASE(S) Standard Continued on Dane 2 A WARNING - Vergy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, Design valid for use only with Mtfek connectors. This design is based only upon parameters shown, and Is for an individual building component. Suite #300 Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 563 D'Onofrio Drive, Madison, WI 53719. MiTek Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/ 14 *Center plate on joint unless x,y Damage or Personal Injury offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. diagonal and securely seat, or X-bracing, is always required. See BCSII . t 3 TOP CHORDS 2. Never exceed the design loading shown and never stack C1-2 C23 materials on inadequately braced trusses. WEBS �,, 4 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all *For4 x 2 orientation, locate M L �,-� 3 ' 3 0 other interested parties. plates 0 - 1/16" from outside a �,�19 = 0 4. Cut members to bear tightly against each other. edge of truss. o_ 5. Place plates on each face of truss at each joint and 07-8 Cr,' C embed fully. Knots and wane at joint locations are BOTTOM CHORDS _ *This symbol indicates the regulated by ANSI/TPI1. _ required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall * Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 X 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and In all Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ft. spacing, SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 14. Connections not shown are the responsibility of others. UJJ (supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior lip reaction section indicates joint approval of a professional engineer. number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. M iTek® DSB-89: Design Standard for Bracing. BCSII : Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate © 2004 Mitek® Connected Wood Trusses. Job Truss Truss Type QtY MY Landon Campbell 06-0948 35 ROOF TRUSS 1 1 Job Reference I COX (55)/ Randall Byrd, PE #Z3551/ ZJZ5, JaSOn bt. McR1O: MWM, M / ISZ1) 9W-0-o u- a r a LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-2=-54, 2-8=-54, 13-15=-20, 9-13=-20 Concentrated Loads (lb) Vert: 2=8(F) 16=-507(F) A WARNING - VerWy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, Design valid for use only with MITek connectors. This design is based only upon parameters shown, and Is for an Individual building component. Suite *300 Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component M iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, WI 53719. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/4 *Center plate on joint unless x,y Damage or Personal Injury offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. diagonal and securely seat. or X-bracing, is always required. See BCSII. 0 -1/14" 1 2 3 TOP CHORDS 2. Never exceed the design loading shown and never stack C1-2 C2-3 materials on inadequately braced trusses. 0 WEBS 4 3. Provide copies of this truss design to the building O' designer, erection supervisor, property owner and all * For 4 x 2 orientation, locate z h � � 3 , 3 0 other interested parties. plates 0 - 1/16" from outside a- v 4. Cut members to bear tightly against each other. edge of truss. � 5. Place plates on each face of truss at each joint and O7-8 Cr 7 cs s embed fully Knots and wane at joint locations are BOTTOM CHORDS _ *This symbol indicates the regulated by ANSI/TPI1. required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall * Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 X 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section Of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ff. spacing, SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 14. Connections not shown are the responsibility of others. (supports) occur, Icons vary but 15. Do not cut or alter truss member or plate without prior reaction section indicates joint approval of a professional engineer. number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPII : National Design Specification for Metal Plate Connected Wood Truss Construction. M ITek® DSB-89: Design Standard for Bracing. BCSII : Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate © 2004 Mitek® Connected Wood Trusses. Job Truss Type Qty London Campbell 06-0948 �Truss 3C ROOF TRUSS 4 Fy 1 Job Reference(optional) COX (55y Randall Byrd, vt FLf4�.1/ [JL�, Jason x. menna isww, rL / tsc./ v-U-o-'v'+ .V •• �•••••• . �+,� 20.722.0-0 1.5xbi�t 2 6-6-0 1 11-0.0 15-" 1 20.0-0 202-0 Scale = 1:68.2 1 2-0-0 4.6.0 4.6-0 4-" 4-" 0-IM-0 4x12� _ , rLcw.A-n 20B7-0 i 2-0.0 i 6-6-0 1 11.0.0 1 15-9.6 20-0-0 20RB 0 2-0-0 4-" 4-6-0 4-9-6 4-2-10 0-518-0 0.5-8 Plate Offsets (X Y)• r4.0-2-00-3.0] r6.0-1-12 0-2-01 rll:0-3-00-3-01 LOADINQpsf) SPACING 2-" CSI DEFL In (loc) 1/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.40 Vert(LL) 0.52 10 >464 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.80 Vert(TL) -0.8710-11 >278 240 BCLL 10.0 * Rep Stress Incr YES WB 0.86 Horz(TL) 0.21 8 n/a n/a 13CDL 10.0 Code FBC2004frPI2002 (Matrix) Weight: 112 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Structural wood sheathing directly applied or 2-11-8 oc purilns, except SOT CHORD 2 X 4 SYP No.2D end verticals. WEBS 2 X 4 SYP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 4-8-0 oc bracing. W82X6SYP No.2 REACTIONTb/size) 13=744/0-", 8=840/0-8-0 Max Harz 13=-549(load case 8) Max Upliftl3=-231(load case 3), 8=-495(load case 8) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-13=-4/4, 1-2=-51/0, 2-3=-1513/389, 3-4=-3527/1669, 4-5=-4094/2126, 5-6=-3023/1601, 6-7=0/42 BOT CHORD 12-13=0/1320, 11-12=-1340/3533, 10-11=-1896/4046, 9-10=-1515/2974, 8-9=-48/90 WEBS 2-13=-1505/518, 2-12=-244/1162, 3-12=-1885/1307, 3-11=-50/248, 4-11=-507/533, 4-10=-128/122, 5-10=-378/1000, 5A=-460/342, 6-9=-1363/2688, 6-8=-821/529 NOTES (7) 1) Wind: ASCE 7-02; 120mph (3-second gust); h=15ft; TCDL=4.2psf; BCDL=S.Opsf, Category II; Exp B; partially; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss requires plate Inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) *This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 231 It, uplift at Joint 13 and 495 lb uplift at Joint 8. 6) This truss design conforms with Florida Building Code 2001, based on parameters Indicated. 7) Designed by SS LOAD CASE(S) Standard e WARNING - Very); design parameters and READ NOTES ON THIS AND REVERSE SIDS BEFORE USE. 14515 N.Outer Forty, Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Suite 4'300 Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DS"9 and BCSI1 Building Component M iTe k Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property *Center plate on joint unless x,y Damage or Personal Injury offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. diagonal and securely Seat. or X-bracing, is always required. See BCSII. 0 '/,d' t TOP CHORDS 3 2. Never exceed the design loading shown and never stack c,•z cz.3 materials on inadequately braced trusses. 0 WEBS c�, 4 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all FP * For 4 x 2 orientation, locate �,� 3 ,t�' 3 ¢ 0 other interested parties. 0 -/ia" from outside 4. Cut members to bear tightly against each other. edge of truss, o 5. Place plates on each face of truss at each joint and c7-8 C6'' cs s embed fully. Knots and wane at joint locations are BOTTOM CHORDS _ *This symbol indicates the regulated by ANSI/TPI1. required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPI I. 7. Unless otherwise noted, moisture content of lumber shall * Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 X 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ff. spacing, SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 14. Connections not shown are the responsibility of others. u1i (supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior lip reaction section indicates joint approval of a professional engineer. number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. M ITeke DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate © 2004 Mitek® Connected Wood Trusses. Job Truss Truss Type Qty London Campbell 06-0948 3D ROOF TRUSS 6 Fy 1 Job Reference tonal COX (SS)/ Randall Byrd, PE #23451/ 2325, Jason St. Merritt Island, FL / (321) 453-6564 6.200 s Feb 21 2W5 m1-eK UR7USQIeS, Bw- Mun wp 11 ii;u/:10 4vvo roye a 20-30-8-0 6-3-2 10-104 1� SS6 1 1950 1 1 1 1-8.0 , ` 4.7-2 4-7-2 4-7-2 4-0-10 0—IM-0 2&.4-0 1-8-0 1 6-3-2 1 10.10-4 1 15-5-6 1 19-9-0 21 1$-0 4-7-2 4-7-2 4-7.2 4.4-2 0-5-8 LOADINQpsf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.00 TC 0.40 TCDL 7.0 Lumber Increase 1.25 BC 0.78 BCLL 10.0 • Rep Stress Ina YES WB 0.81 `BCDL 10.0 Code FBC20D4/TPI2002 (Matrix) 0-1-0 DEFL In (loc) I/defl L/d PLATES GRIP Vert(LL) 0.5010-11 >479 360 MT20 244/190 Vert(TL) -0.8210-11 >291 240 Horz(TL) 0.18 8 n/a n/a Weight: III lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD SOT CHORD 2 X 4 SYP No.2D WEBS 2 X 4 SYP No.3 *Except* BOT CHORD W82X6SYP No.2 REACTIONS(lb/size) 13=732/1viechanical, 8=828/0-8-0 Max Horz 13=-541(load case 8) Max Upliftl3=-223(load case 3), 8=-491(load case 8) Scale = 1:67.2 Structural wood sheathing directly applied or 2-11-13 oc purilns, except end verticals. Rigid ceiling directly applied or 4-8-3 oc bracing. FORCES(lb) - Maximum Compression/Maximum Tension TOP CHORD 1-13=-31/28, 1-2=-51/5, 2-3=-1302/340, 3-4=-3374/1642, 4-5=-3968/2101, 5-6=-2799/1506, 6-7=0/38, 6-8=-827/522 BOT CHORD 12-13=0/1131, 11-12=-1314/3381, 10-11=-1878/3931, 9-10=-1413/2744, 8-9=-130/221 WEBS 2-13=-1368/490, 2-12=-228/1087, 3-12=-1940/1331, 3-11=-46/250, 4-11=-S46/537, 4-10=-135/134, 5-10=-445/1114, 5-9=-445/320, 6-9=-1182/2326 NOTES (7) 1) Wind: ASCE 7-02; 120mph (3-second gust); h=15ft; TCDL=4.2psf, BCDL=S.Opsf, Category II; Exp B; partially; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss requires plate Inspection per the Tooth Count Method when this truss Is chosen for quality assurance Inspection. 3) *This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 223 lb uplift at joint 13 and 491 lb uplift at joint 8. 6) This truss design conforms with Florida Building Code 2001, based on parameters Indicated. 7) Designed by SS LOAD CASE(S) Standard e WARNING - Ver(fy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, Design valid for use only with MITek connectors. This design is based only upon parameters shown. and Is for an IndMdual building component. Suite #300 Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria. DSB-89 and BCSI1 Building Component M iTek® Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/a *Center plate on joint unless x,y Damage or Personal Injury offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. diagonal and securely seat. or X-bracing, is always required. See BCSI1. 0 1/" 1 3 TOP CHORDS 2. Never exceed the design loading shown and never stack C1.2 C2-3 materials on inadequately braced trusses. 0 WEBS cx, 4 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all *For 4 x 2 orientation, locate 3 ,' 3 other interested parties. plates 0 - /ra" from outside 0 o � � 4. Cut members to bear tightly against each other. edge of truss. � a 5. Place plates on each face of truss at each joint and O7-8 `6•' C embed fully. Knots and wane at joint locations are BOTTOM CHORDS *This symbol indicates the regulated by ANSI/TPll. required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from Connector plates. the environment in accord with ANSI/TPII I. 7. Unless otherwise noted, moisture content of lumber shall * Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 X 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ft. spacing, SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 14. Connections not shown are the responsibility of others. (supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior reaction section indicates joint approval of a professional engineer. number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. M ITeke DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate © 2004 Mitek® Connected Wood Trusses. Job Truss Truss Type Qty Ply London Campbell 06-0948 3E ROOF TRUSS 10 1 Job Reference floral COX (55Y Randall Byrd, PE #234511 Z3L5, Jason SG Merntt 15lana, rL / b.luu 5 reD La 4w7 i9r i ac u1Uu5uu5, ux- rwn xy a i •ti:vi: ao two royc i 0-9-8 17-0.0 ii 4-4-0 8.4-0 124-0 16-" 1 lj r28--01 ZIP5 3 6.8 4-0-0 4-0.0 4-0-0 0-7-0 14-0 Orjj,'2. 4-4-0-1 84-0 i- 12-7-6 1 16-4-0 1$r8TA 0-4-0 3-0.8 4-0.0 436 3-8-10 0.7-0 0-5.8 0.1-0 LOADINQpSf) SPACING 2-" CSI DEFL In (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.57 Vert(LL) 0.27 10 >711 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.56 Vert(TL) -0.40 10 >481 240 BCLL 10.0 * Rep Stress Incr YES WB 0.59 Horz(TL) 0.03 8 n/a n/a 13CDL 10.0 Code FBC2004/TPI2002 (Matrix) Weight: 90 lb LUMBER TOP CHORD 2 X 4 SYP No.3 60T CHORD 2 X 4 SYP No.2D *Except* Bl 2 X 6 SYP No.2 WEBS 2 X 4 SYP No.3 *Except* W52X6SYP No.2 REACTIONS(lb/size) 8=689/0-8-0, 14=616/0-3-0 Max Horz 14=-454(load case 8) Max UpIIft8=-W(load case 8), 14=-188(load case 3) BRACING TOP CHORD Structural wood sheathing directly applied or 3-3-4 oc purlins. BOT CHORD Rigid telling directly applied or 5-5-10 oc bracing. JOINTS 1 Brace at lt(s): 13 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-15/0, 2-3=-39Z/368, 3-4=-1883/1219, 4-5=-2629/1601, 5-6=-2092/1238, 6-7=0/42 BOT CHORD 12-13=-225/627, 13-14=0/253, 2-13=-174/137, 2-14=-110/112, 11-12=-909/1893, 10-11=-1401/2594, 9-10=-1138/2025 , 8-9=-43/76 WEBS 3-11=-60/243, 4-11=-686/465, 4-10=-51/108, 5-10=-269/523, 5-9=-330/284, 6-9=-1030/1829, 3-12=-1380/886, 6-8=-670/474 NOTES (7) 1) Wind: ASCE 7-02; 120mph (3-second gust); h=15ft; TCDL=4.2psf; BCDL=5.Opsf; Category II; Exp 8; partially; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss requires plate Inspection per the Tooth Count Method when this truss Is chosen for quality assurance inspection. 3) *This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Bearing at joint(s) 8, 14 considers parallel to grain value using ANSI/TMI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 444 lb uplift at joint 8 and 188 lb uplift at joint 14. 6) This truss design conforms with Florida Building Code 2001, based on parameters Indicated. 7) Designed by SS LOAD CASE(S) Standard Scale = 1:56.1 e WARNING - Verb design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and is for an Individual building component. Suite /7300 Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 Is for lateral support of Individual web members only. Additlonal temporary bracing to insure stability during constructlon is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fobricatlon, quality control, storage, delNery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component M iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrlo Drive. Madison, WI 53719. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/< *Center plate on joint unless x,y Damage or Personal Injury offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. diagonal and securely seat. or X-bracing, is always required. See BCSII . 3 TOP CHORDS 2. Never exceed the design loading shown and never stack c,-2. c2-3 materials on inadequately braced trusses. WEBS Cz, 4 3. Provide copies of this truss design to the building O ' designer, erection supervisor, property owner and all *For 4 x 2 orientation, locate m �,3 3 a:p other interested parties. plates 0 - 1/16" from outside v 4. Cut members to bear tightly against each other. edge of truss. 5. Place plates on each face of truss at each joint and 07-8 Cr1' ° embed fully. Knots and wane at joint locations are BOTTOM CHORDS _ *This symbol indicates the regulated by ANSI/TPI1. required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall * Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 X 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ft. spacing, SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 14. Connections not shown are the responsibility of others. Uk (supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior L�p reaction section indicates joint approval of a professional engineer. number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. M iTeko DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate © 2004 Mitek® Connected Wood Trusses. Job Truss Thus Type QtY London Campbell 06-0948 3F ROOF TRUSS 1 �Pty I. Job Reference I COX (SS)/ Randall ByrC, PE #23451/ ZJZ5, Jason 5Z. Merritt MW, M / (SZI) 95.3-b5b4 o.zuu s reo t1 two MI IeK UxrUWreS, US. Mon cep 11 i4:u/:17 Luuo rage 1 1 B-0-0 16-7-0 1.S161E 0 x 16-7-0 0-1-0 Scale = 1:56.9 1.4-0 0') I¢ 21 2019 18 17 16 15 14 13 12 11 1.5x4 11 3x4 - 3x4 = 1.5x4 11 16-7-0 16r8-0 16-7-0 0.1-0 Plate Offsets MY): F6:0-2-8,0-3-01 LOADINQpsf) SPACING 2-" CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.13 Vert(LL) 0.00 9 n/r 180 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.08 Vert(TL) -0.01 SO r1/r 80 BCLL 10.0 • Rep Stress Inc* YES WB 0.15 Horz(TL) 0.01 13 n/a n/a 8CDL 10.0 Code FBC2004/TPI2002 (Matrix) Weight: 121 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Structural wood sheathing directly applied or 6-" oc pudins, except DOT CHORD 2 X 4 SYP No.2D end verticals. WEBS 2 X 4 SYP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. W3 2 X 6 SYP No.2 WEBS 1 Row at midpt 1-21 OTHERS 2 X 4 SYP No.3 REACTIONS(lb/size) 21=69/16-8-0, 20=166/16-8-0, 18=145/16-8-0, 17=148/16-8-0, 16=151/16-8-0, 15=145/16-8-0, 14=155/16-8-0, 13=109/16-8-0, 11=-17/16-8-0, 12=223/16-8-0 Max Harz 21=-450(load case 8) Max Uplift21=-46(load case 8), 20=-91(load case 3), 18=-88(load case 8), 17=-87(load case 3), 16=-90(load case 8), 15=-87(load case 3), 14=-97(load case 8), 13=-255(load case 3), 11=-33(load case 2) Max Grav 21=69(load case 1), 20=166(load case 1), 18=145(load case 1), 17=148(load case 1), 16=151(load case 1), 15=145(load case 1), 14=155(load case 1), 13=109(load case 1), 12=306(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-21=-50/51, 1-2=-30/21, 2-3=-90/24, 3-4=-145/23, 4-5=-201/23, 5-6=-258/24, 6-7=-312/20, 7-8=-370/24, 8-9=-419/7, 9-10=0/40 BOT CHORD 20-21=0/448, 19-20=0/448, 18-19=0/448, 17-18=0/448, 16-17=0/448, 15-16=0/448, 14-15=0/446, 13-14=0/446, 12-13=0/0, 11-12=0/0 WEBS 2-20=-121/119, 3-18=-106/106, 4-17=-108/108, 5-16=-111/110, 6-15=-105/108, 7-14=-115/117, 8-13=-09/100, 9-12=-284/0, 9-13=0/484 NOTES (11) 1) Wind: ASCE 7-02; 120mph (3-second gust); h=15ft; TCDL=4.2psf; BCDL=S.Opsf; Category II; Exp B; partially; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MITek "Standard Gable End Detail" 3) All plates are Ix4 MT20 unless otherwise Indicated. 4) This truss requires plate inspection per the Tooth Count Method when this truss Is chosen for quality assurance inspection. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 2-" oc. 8) *This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 46 lb uplift at joint 21, 91 lb uplift at joint 20, 88 lb uplift at joint 18, 87 lb uplift at joint 17, 90 lb uplift at joint 16, 87 lb uplift at joint 15, 97 lb uplift at joint 14, 255 lb uplift at joint 13 and 33 lb uplift at joint 11. SO) This truss design conforms with Florida Building Code 2001, based on parameters Indicated. &W98"VAR A WARNING - Ver(f)) design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Suite #300 Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component M iTe k Safety Information available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, WI 53719. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/a *Center plate on joint unless x,y Damage or Personal Injury offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. diagonal and securely seat. or X-bracing, is always required. See BCSII I. 0-'/ie" 1 TOP CHORDS 3 2. Never exceed the design loading shown and never stack C1-2 C2.3 materials on inadequately braced trusses. WEBS, 4 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all * For 4 x 2 orientation, locate �,� 3' 3 ¢ other interested parties. plates 0 - 1/16" from outside O a0 U 4. Cut members to bear tightly against each other. edge of truss. o 5. Place plates on each face of truss at each joint and O7-8 `6-7 Ca- embed fully. Knots and wane at joint locations are BOTTOM CHORDS _ *This symbol indicates the regulated by ANSI/TPI1. _ required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPII I. 7. Unless otherwise noted, moisture content of lumber shall * Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 x 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10, Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ft. spacing, SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 14. Connections not shown are the responsibility of others. u1i (supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior Lip reaction section indicates joint approval of a professional engineer, number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. M iTeke DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate © 2004 Mitek® ' Connected Wood Trusses. Job Truss Tens Type I Qty PN London Campbell 01 -0948 3F ROOF TRUSS 1 1 Job Refererroe tonal COX (Sby Randall Byra, f t 81,54SI/ L74, JaSon bL MemA uiano, rL ) tJ4L) 9-J'0-V4 v.a.w a rcu a.a -1 .... , ,..., ....r •• •-,••••• • ,•v - LOAD CASE(S) Standard A WARNING - Verb design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, Design valid for use only with MfTek connectors. This design is based only upon parameters shown, and is for an Individual building component. Suite #300 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component M iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, Un 53719. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/< *Center plate on joint unless x,y Damage or Personal Injury offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. diagonal and securely seat. or X-bracing, is always required. See BCSII . 1/16 1 3 TOP CHORDS 2. Never exceed the design loading shown and never stack C14 C2 materials on inadequately braced trusses. WZn 3. Provide copies ofthis truss design to the building designer, erection supervisor, property owner and all * For 4 x 2 orientation, locate M�,30other interested parties. plates 0 - 1/16" from outside 0- 2 o 4. Cut members to bear tightly against each other. edge of truss. o_ 5. Place plates on each face of truss at each joint and O7-8 C embed fully. Knots and wane at joint locations are BOTTOM CHORDS _ *This symbol indicates the regulated by ANSI/TPII I. _ required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall * Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is o non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 X 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ff. spacing, SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 14. Connections not shown are the responsibility of others. Uk (supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior Lip reaction section indicates joint approval of a professional engineer. number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. M iTeka DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate r © 2004 Mitek® Connected Wood Trusses. Job Truss Truss Type QH Ply London Campbell 0610948 4A ROOF TRUSS 1 1 Job Reference I COX (SS)/ Randall Byrd, PE #23451/ 2325, Jason St. Merritt Island, FL / (321) 453-6564 0.[W s reo zi 2005 mi iex industries, inc. Man xy ii i-c57;iv cwo rdye , -1-4-0 3-94 7-0-0 1 9.0-1 12-243 16-0-0 174-0 1-" 3-9.4 3-2-12 2-0-1 3-2-12 3.9.3 1.4-0 Scale = 1:31.0 5x5 = 6x6 = 4x5 = US = 3x4 = 7-0-0 1 9.0-1 164-0 7-0-0 2.0-1 6-11-15 LOADINQpsf) SPACING 2-" CSI DEFL In (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.36 Vert(L-) 0.08 9-10 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.42 Vert(TL) -0.14 7-9 >999 240 BCLL 10.0 Rep Stress Incr NO WB 0.20 Horz(TL) 0.04 7 n/a n/a $CDL 10.0 Code FBC2004/TPI2002 (Matrix) Weight: 82 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.21) *Except* TOP CHORD Structural wood sheathing directly applied or 4-6-9 oc purlins. T2 2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 5-9-13 oc bracing. SOT CHORD 2 X 4 SYP No.21) WEBS 2 X 4 SYP No.3 REACTIONS(lb/size) 2=1215/0-8-0, 7=1216/0-8-0 Max Harz 2=53(load case 4) Max Upiift2=-839(load case 7), 7=-839(load case 8) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/32, 2-3=-2022/1473, 3-4=-1910/1450, 4-5=-1659/1327, 5-6=-1905/1447, 6-7=-2021/1472, 7-8=0/32 BOT CHORD 2-10=-1261/1723, 9-10=-1157/1651, 7-9=-1209/1723 WEBS 3-10=-55/71, 4-10=-434/618, 5-10=-08/96, 5-9=-440/610, 6-9=-63/71 NOTES (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 120mph (3-second gust); h=15ft; TCDL=4.2psf; BCDL=5.Opsf; Category II; Exp B; partially; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss requires plate Inspection per the Tooth Count Method when this truss is chosen for quality assurance Inspection. 5)'This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 839 lb uplift at joint 2 and 839 lb uplift at joint 7. 7) This truss design conforms with Florida Building Code 2001, based on parameters Indicated. 8) Girder carries hip end with 6-11-15 right side setback, 7-" left side setback, and 7-" end setback. 9) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 474 lb down and 461 lb up at 9-0-1, and 475 lb down and 461 lb up at 7-" on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) Designed by SS LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-4=-54, 4-5=-113(F=-58), 5-8=-54, 2-10=-20, 9-10=-42(F=-22), 7-9=-20 e WARNING - Verytp design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, Design valid for use only with MfTek connectors. This design is based only upon parameters shown, and Is for an individual bullding component. Suite #300 Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component M iTek® Safety Information available from Truss Plate Instltute. 583 D'Onofrlo Drive, Madison, WI 53719. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property *Center plate on joint unless x,y Damage or Personal Injury offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss l . Additional stability bracing for truss system, e.g. diagonal and securely seat. or X-bracing, is always required. See BCSI 1. 0 1/16 1 3 TOP CHORDS 2. Never exceed the design loading shown and never stack c,-z cz-a materials on inadequately braced trusses. WEBS � 4 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all * For 4 x 2 Orientation, locate 7 3 � 3 Er other interested parties. plates 0 - 1/16" from outside O a0 �,a V 4. Cut members to bear tightly against each other. edge of truss. 5. Place plates on each face of truss at each joint and c7-8 C6 cs-6 embed fully. Knots and wane at joint locations are BOTTOM CHORDS _ *This symbol indicates the regulated by ANSI/TPI1. required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall * Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 X 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ft. spacing, BEARING SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. Indicates location where bearings 14. Connections not shown are the responsibility of others. (supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior reaction section indicates joint approval of a professional engineer. number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. M iTeke DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate © 2004 Mitek® Connected Wood Trusses. Campbell 4A IROOF TRUSS s Feb 212005 MTek Industries, Inc Mon Sep 11 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 10=-475(F) 9=-474(F) e WARNING • Verb design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an Individual building component. Suite #300 Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding M I fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSII Building Component M iTek® Safety Information available from Truss Plate Institute, 5a3 D'Onofrlo Drive. Madison, WI 53719. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/ l< *Center plate on joint unless x,y Damage or Personal Injury offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. diagonal and securely seat. or X bracing, is always required. See BCSII . 1 3 TOP CHORDS 2. Never exceed the design loading shown and never stack c, z c2-3 materials on inadequately braced trusses. WEBS c7, 4 3. Provide copies of this truss design to the building O designer, erection supervisor, property owner and all * For 4 x 2 orientation, locate m m `�,., 3 �" 3 a: other interested parties. plates 0 - 1/16" from outside a0 �,a U 4. Cut members to bear tightly against each other. edge of truss. o_ 5. Place plates on each face of truss at each joint and O7"8 `6-7 cs s embed fully. Knots and wane at joint locations are BOTTOM CHORDS _ *This symbol indicates the regulated by ANSI/TPI1. _ required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall * Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 X Q perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section Of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ff. spacing, SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 14. Connections not shown are the responsibility of others. (supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior EV reaction section indicates joint approval of a professional engineer. number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. M iTeko DSB-89: Design Standard for Bracing. BCSI I : Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate © 2004 Mitek® ' Connected Wood Trusses. Sob Thus Truss Type Qty Ply London Campbell 06-0948 i 5A ROOF TRUSS 1 1 )ob Reference tonal COX (SS)/ Randall Byrd, PE #23451/ 2325, 3ason St. Merritt Island, FL / (3Z1) 453-b5b4 o.tuu s rtw u cwi ru 4uw -1-" i 3.6-0 64-0 1 A-0 3-" 2-10-0 1x4 II Scale = 1:23.6 0-" 3-6-0 6-4-0 0-0-0 2-10-0 2-10-0 LOADINQpsf) SPACING 2-" CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.14 Vert(LL) -0.00 2.6 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.19 Vert(TL) -0.01 2-6 >999 240 BCLL 10.0 • Rep Stress Incr YES WB 0.05 Horz(rL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2004fMI2002 (Matrix) Weight: 34 lb LUMBER TOP CHORD 2 X 4 SYP No.21) bOT CHORD 2 X 4 SYP No.21) WEBS 2 X 4 SYP No.3 WEDGE Left: 2 X 4 SYP No.21) REACTIONS(lb/size) 5=213/0-4-0, 2=314/0-4-0 Max Harz 2=191(load case 7) Max Uplift5=-131(load case 4), 2=-135(load case 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/31, 2-3=-275/25, 3-4=-39/19 BOT CHORD 2-6=-131/202, 5-6=-131/202 WEBS 4-5=-57/56, 3-6=0/148, 3-5=-243/158 BRACING TOP CHORD Structural wood sheathing directly applied or 6-" oc purlins. BOT CHORD Rigid ceiling directly applied or 10-" oc bracng. NOTES (6) 1) Wind: ASCE 7-02; 120mph (3-second gust); h=15ft; TCDL=4.2pSf; BCDL=S.Opsf; Category II; Exp B; partially; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss requires plate Inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) *This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 131 lb uplift at joint 5 and 135 lb uplift at joint 2. 5) This truss design conforms with Florida Building Code 2001, based on parameters Indicated. 6) Designed by SS LOAD CASE(S) Standard 0 WARNING - Very} design parameters and READ NOTES ON THIS AND REVERSE BIDE BEFORE USE. 14515 N. Outer Forty, Q0 Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Suite #300 Applicability of design parameters and proper Incorporation of component Is responsibilly of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DS"9 and BCSI1 Building Component M iTek® Safety Information available from Truss Plate Institute, 5153 D'Onofrio Drive, Madison, WI 53719. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/. *Center plate on joint unless x,y Damage or Personal Injury offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Dimensions are in ft-in-Sixteenths. Apply plates to both sides of truss l . Additional stability bracing for truss system, e.g. diagonal and securely seat. or X-bracing, is always required. See BCSII . 2 3 TOP CHORDS 2. Never exceed the design loading shown and never stack c,-z materials on inadequately braced trusses. WEBS, 4 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all * For 4 x 2 orientation, locate 5 �,,� 3 ,cr' 3 other interested parties. plates 0 - Vie' from outside O a. v 4. Cut members to bear tightly against each other. edge of truss. 0 o 5. Place plates on each face of truss at each joint and c' a csa °� O- embed fully Knots and wane at joint locations are BOTTOM CHORDS *This symbol indicates the regulated by ANSI/TPI1. required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPII I. 7. Unless otherwise noted, moisture content of lumber shall * Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 X 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ft. spacing, SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 14. Connections not shown are the responsibility of others. (supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior EV reaction section indicates joint approval of a professional engineer. number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. M ITe'k® DSB-89: Design Standard for Bracing, BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate © 2004 Mitek® Connected Wood Trusses. V\/\] Job Truss Truss Type Qty Pb London Campbell 06&0948 Cl ROOF TRUSS 14 1 Sob Reference I COX (SS)/ Randall Byrd, PE #23451/ 2325, Jason St. Merritt Island, FL / (321) 453-6-W 6.200 s Feb 21 Z005 MIT -ex Industries, Inc Mon Sep 11 14:0720 Z006 Page 1 Scale - 1:6.9 I 1-0-0 LOADINQpsf) SPACING 2-0-0 CSI DEFL In (loc) I/defl L/d TCLL 20.0 Plates Increase 1.00 TC 0.09 Vert(LL) -0.00 2 >999 360 TCDL 7.0 Lumber Increase 1.25 BC 0.01 Vert(lL) -0.00 2 >999 240 BCLL 10.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2004/TPI2002 (Matrix) LUMBER TOP CHORD 2 X 4 SYP No.21) BOT CHORD 2 X 4 SYP No.2D REACTIONS(lb/size) 2=167/0-8-0, 4=9/Mechanical, 3=-33/Mechanical Max Harz 2=61(load case 7) Max Uplift2=-135(load case 7), 3=-33(load case 1) Max Grav 2=167(load case 1), 4=18(load case 2), 3=35(load case 7) FORCES(Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/31, 2-3=-41/17 BOT CHORD 2-4=0/0 PLATES GRIP MT20 244/190 Weight: 6 lb BRACING TOP CHORD Structural wood sheathing directly applied or 1-" oc purlins. BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. NOTES (6) 1) Wind: ASCE 7-02; 120mph (3-second gust); h=15ft; TCDL=4.2psf, BCDL=5.Opsf; Category II; Exp 8; partially; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance Inspection. 3) *This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 135 lb uplift at Joint 2 and 33 lb uplift at joint 3. 5) This truss design conforms with Florida Building Code 2001, based on parameters indicated. 6) Designed by SS LOAD CASE(S) Standard A WARNING - Verb design parameters and READ NOTES ON THIS AND REVEJ 9E SIDE BEFORE USE. 14515 N. Outer Forty, Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for on Individual building component. Suite #300 Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Chesterfield. MO 63017 Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria. DSB-89 and BCSII Building Component M iTek® Safety Information available from Truss Plate Institute, SM D'Onofrlo Drive, Madison, WI 53719. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property -01 13/e *Center plate on joint unless x,y Damage or Personal Injury offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss l . Additional stability bracing for truss system, e.g. diagonal and securely seat. or X-bracing, is always required. See BCSII . 0-'/ia" 1 2 3 TOP CHORDS 2. Never exceed the design loading shown and never stack c1-2 materials on inadequately braced trusses. WEBS, 4 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all * For 4 x 2 orientation, locate �,� 3' 3 other interested parties. plates 0 - 1/16" from outside O a0 T v 4. Cut members to bear tightly against each other. edge of truss. a 5. Place plates on each face of truss at each joint and O7� C6-' c5- embed fully. Knots and wane at joint locations are BOTTOM CHORDS _ *This symbol indicates the regulated by ANSI/TPI1. required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPII I. 7. Unless otherwise noted, moisture content of lumber shall * Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 x 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ft. spacing, SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 14. Connections not shown are the responsibility of others. t��w (supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior E�F reaction section indicates joint approval of a professional engineer. number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. M ITeko DSB-89: Design Standard for Bracing. BCSII: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate © 2004 Mitek® Connected Wood Trusses. Job Truss Truss Type Qty Ply London Campbell 06-0948 CIA ROOF TRUSS 1 1 Job Reference I COX (SS)/ Randall Byrd, PE #Zj451/ z375, Jason SL Mema lsona, rL / local 4-"-030v Scale - 1:6.3 LOADINQpsf) SPACING 2 0 0 CSI TCLL 20.0 Plates Increase 1.00 TC 0.01 TCDL 7.0 Lumber Increase 1.25 BC 0.01 BCLL 10.0 " Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2004/TPI2002 (Matrix) LUMBER TOP CHORD 2 X 4 SYP No.2D SOT CHORD 2 X 4 SYP No.2D REACTIONS(lb/size) 1=35/0-4-0, 3=10/Mechanical, 2=26/Mechanical Max Harz 1=27(load case 4) Max Upliftl=-8(load case 4), 2=-27(load case 4) Max Grav 1=35(load case 1), 3=19(load case 2), 2=26(load case FORCES (lb) - Maximum Compresslon/Maximum Tension TOP CHORD 1-2=-17/10 BOT CHORD 1-3=0/0 1.11.0 2x4 = • n n DEFL In (loc) I/defl L/d PLATES GRIP Vert(LL) -0.00 1 >999 360 MT20 244/190 VertCR) -0.00 1 >999 240 Horz(TL) -0.00 2 n/a n/a Weight: 3 lb BRACING TOP CHORD Structural wood sheathing directly applied or 1-" oc pullins. BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. NOTES (6) 1) Wind: ASCE 7-02; 120mph (3-second gust); h=15ft, TCDL=4.2psf, BCDL=5.Opsf; Category II; Exp B; partially; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss requires plate Inspection per the Tooth Count Method when this truss is chosen for quality assurance Inspection. 3) *This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of thus to bearing plate capable of withstanding 8 lb uplift at joint 1 and 27 lb uplift at joint 2. 5) This truss design conforms with Florida Building Code 2001, based on parameters Indicated. 6) Designed by SS LOAD CASE(S) Standard e WARNING - VerTy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty. �® Design valid for use only with MITek connectors. This design is based only upon parameters shown, and Is for an Individual building component. Suite 0300 Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery erection and bracing, consult ANSI/TPII Quality Criteria, DS"9 and BCSI1 Building Component M iTek® Safety Information available from Truss Plate Institute. 5a3 D'Onofrlo Drive, Madison, WI 53719. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/< *Center plate on joint unless x,y Damage or Personal Injury offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. diagonal and securely seat, or X-bracing, is always required. See BCSII I. 0 �/16 1 3 TOP CHORDS 2. Never exceed the design loading shown and never stack c1-2 cz-3 materials on inadequately braced trusses. WEBS c;<, 4 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all FP *For 4 x 2 orientation, locate �,� 3 icy' 3 other interested parties. 0 - 1/16" from outside O P°m 2 3 0 4. Cut members to bear tightly against each other. edge of truss. a 5. Place plates on each face of truss at each joint and C7'8 `r css embed fully. Knots and wane at joint locations are BOTTOM CHORDS _ *This symbol indicates the regulated by ANSI/TPII . required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall * Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 x 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ft. spacing, BEARING SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. Indicates location where bearings u1i 14. Connections not shown are the responsibility of others. (Supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior L�F reaction section indicates joint approval of a professional engineer. number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. M iTeko DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate © 2004 Mitek® Connected Wood Trusses. Job Truss Truss Type Qty London Campbell 06 0948 C3 ROOF TRUSS it �Pty 1 Sob Reference(optional) COX (SS)/ Randall Byrd, PE #23451/ 2325, Jason St. Merritt Island, FL / (321) 453-6564 6.200 s Feb 212005 MITOc Industries, Inc. Mon Sep 11 14:07:20 2006 Page 1 Scale = 1:11.5 LOADINQpsf) SPACING 2-M CSI TCLL 20.0 Plates Increase 1.00 TC 0.13 TCDL 7.0 Lumber Increase 1.25 BC 0.06 BCLL 10.0 * Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2004/TPI2002 (Matrix) LUMBER TOP CHORD 2 X 4 SYP No.2D BOT CHORD 2 X 4 SYP No.2D REACTIONSti(Ib/size) 3=42/Mechanical, 2=215/0-8-0, 4=26/Mechanical Max Harz 2=110(load case 7) Max Uplift3=-65(load case 4), 2=-127(load case 7) Max Grav 3=42(load case 1), 2=215(load case 1), 4=52(load case 2) FORCES(lb) - Maximum Compresslon/Maximum Tension TOP CHORD 1-2=0/32, 2-3=-50/14 BOT CHORD 2-4=0/0 DEFL In (loc) I/defl Ud PLATES GRIP Vert(LL) -0.00 2-4 >999 360 MT20 244/190 Vert(TL) -0.01 2-4 >999 240 Horz(TL) -0.00 3 n/a n/a Weight: 12 lb BRACING TOP CHORD Structural wood sheathing directly applied or 3-" oc puriins. BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. NOTES (6) 1) Wind: ASCE 7-02; 120mph (3-second gust); h=15ft; TCDL=4.2psf; BCDL=5.Opsf; Category II; Exp B; partially; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss requires plate Inspection per the Tooth Count Method when this truss is chosen for quality assurance Inspection. 3) *This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 65 lb uplift at joint 3 and 127 lb uplift at joint 2. 5) This truss design conforms with Florida Building Code 2001, based on parameters Indicated. 6) Designed by SS LOAD CASE(S) Standard e WARNING - Ver(N design parameters and READ NOTES ON THIS AND REVERSE BIDE BEFORE USE. 14515 N. Outer Forty, W Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an Individual building component, Suite #300 Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 Is for lateral support of Individual web members only Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component M iTek® Safety Information available from Truss Plate Institute, 583 D'Onoftlo Drive, Madison, WI o53719. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure t0 Follow Could Cause Property 13/4 *Center plate on joint unless x,y Damage or Personal Injury offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. diagonal and securely seat. or X-bracing, is always required. See BCSI 1. 0-'/ld' 1 3 TOP CHORDS 2. Never exceed the design loading shown and never stack c,•z C2.3 materials on inadequately braced trusses. WEBS c�, 4 3. Provide copies of this truss design to the building Er designer, erection supervisor, property owner and all For 4 x 2 orientation, locate 0 ! �,� 3` 3 ¢ 0 other interested parties. plates 0 - lh6' from outside (L U 4. Cut members to bear tightly against each other. edge of truss. R a 5. Place plates on each face of truss at each joint and O7-8 `6"7 ` embed fully. Knots and wane at joint locations are BOTTOM CHORDS _ *This symbol indicates the regulated by ANSI/TPI1. required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPII I. 7. Unless otherwise noted, moisture content of lumber shall * Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 x 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ft. spacing, SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 14. Connections not shown are the responsibility of others. U14 (supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior reaction section indicates joint approval of a professional engineer. 9F number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. M iTek® DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate © 2004 Mitek® Connected Wood Trusses. Job Thus Truss Type Qty Ply London Campbell Oe-0948 C3A ROOF TRUSS 1 1 aa COX (SS)/ Randall Byrd, PE #Z3451/ z3z5, Jason tit- Memtt Island, rL I (3[1) 45Yb504 D.Luu 5 reu [1 LUuj mi I M UA UbuR ' Im. MI § —'qj 11 —V-1 — rgjc a Scale = 1:10.9 LOADINQpsf) SPACING 2-0-0 CSI DEFL In (loc) I/defl Ud TCLL 20.0 Plates Increase 1.00 TC 0.08 Vert(LL) -0.00 1-3 >999 360 TCDL 7.0 Lumber Increase 1.25 BC 0.06 Vert(TL) -0.01 1-3 >999 240 BCLL 10.0 * Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC20G4/TP12002 (Matrix) LUMBER TOP CHORD 2 X 4 SYP No.2D BOT CHORD 2 X 4 SYP No.2D REACTIONS(lb/slze) 1=103/0-4-0, 2=75/Mechanical, 3=28/Mechanical Max Harz 1=75(load case 4) Max Upliftl=-23(load case 4), 2=-78(load case 4) Max Grav 1=103(load case 1), 2=75(load case 1), 3=55(load case 2) FORCES(lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-47/29 BOT CHORD 1-3=0/0 PLATES GRIP MT20 244/190 Weight: 10 lb BRACING TOP CHORD Structural wood sheathing directly applied or 3-" oc purlins. BOT CHORD Rigid telling directly applied or 10-" oc bracing. NOTES (6) 1) Wind: ASCE 7-02; 120mph (3-second gust); h=15ft; TCDL=4.2psf, BCDL=5.Opsf; Category II; Exp B; partially; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance Inspection. 3) *This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 23 It, uplift at Joint 1 and 78 lb uplift at joint 2. 5) This truss design conforms with Florida Building Code 2001, based on parameters indicated. 6) Designed by SS LOAD CASE(S) Standard A WARNING - Ver(M design parameters and READ NOTES ON TBJS AND REVERSE HIDE BEFORE USE. 14515 N.Outer Forty, Design valid for use only with MRek connectors. This design Is based only upon parameters shown, and Is for on Individual building component. Suite #300 Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Crlterlo. DSB-89 and BCSII Building Component M iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrlo Drive. Madison, WI 53719. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/< *Center plate on joint unless x,y Damage or Personal Injury offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. diagonal and securely seat. or X-bracing, is always required. See BCSII . t 3 TOP CHORDS 2. Never exceed the design loading shown and never stack ci-z cza materials on inadequately braced trusses. WEBS cz, 4 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all For4 x 2 orientation, locate �,3° 3 other interested parties. plates 0 - 1/16" from outside 0 O_ = 4. Cut members to bear tightly against each other. edge of truss. R o_ 5. Place plates on each face of truss at each joint and 07-8 C6-' ° embed fully Knots and wane at joint locations are BOTTOM CHORDS _ *This symbol indicates the regulated by ANSI/TPII. required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPII I. 7. Unless otherwise noted, moisture content of lumber shall * Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 x 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ft. spacing, SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 14. Connections not shown are the responsibility of others. U14 (supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior reaction section indicates joint approval of a professional engineer. 9F number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. M iTeke DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate © 2004 Mitek® ' Connected Wood Trusses. Job Truss Truss Type Qty Ply London Campbell 06-0948 C5 ROOF TRUSS 7 1 Job Reference I COX (SS)/ Randall Byrd, PE #23451/ 2325, Jason St. Merritt ISland, FL / (321) 4s3-bSb4 6.LUU S Feb Li LW5 m lek 1ndusuies, us. imn xp ii i4;u/:Li Luuo rdge i Scale = 1:16.8 LOADINQpsf) SPACING 2-" CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.02 2-4 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.18 Vert(TL) -0.06 2-4 >996 240 BCLL 10.0 * Rep Stress Inc YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2004/TPI2002 (Matrix) Weight: 18 lb LUMBER TOP CHORD 2 X 4 SYP No.2D BOT CHORD 2 X 4 SYP No.2D REACTIONS(lb/size) 3=108/Mechanical, 2=277/0-8-0, 4=46/Mechanical Max Horz 2=160(load case 7) Max Upllft3=-123(load case 4), 2=-134(load case 7) Max Grav 3=108(load case 1), 2=277(load case 1), 4=92(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/32, 2-3=-77/40 BOT CHORD 2-4=0/0 BRACING TOP CHORD Structural wood sheathing directly applied or 5-" oc purlins. BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. NOTES (6) 1) Wind: ASCE 7-02; 120mph (3-second gust); h=15ft; TCDL=4.2psf, BCDL=5.Opsf; Category II; Exp B; partially; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss requires plate inspection per the Tooth Count Method when this truss Is chosen for quality assurance inspection. 3) *This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 123 lb uplift at joint 3 and 134 lb uplift at joint 2. 5) This truss design conforms with Florida Building Code 2001, based on parameters Indicated. 6) Designed by SS LOAD CASE(S) Standard e WARNING - Ver(J}/ design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Suite 0300 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component M iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, WI 53719. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/4 *Center plate on joint unless x,y Damage Or Personal Injury offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. diagonal and securely seat. or X-bracing, is always required. See BCSII . 3 TOP CHORDS 2. Never exceed the design loading shown and never stack c,•z cz•a materials on inadequately braced trusses. WEBS S7, 4 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all * For 4 x 2 orientation, locate 3' i other interested parties. plates 0 -'/0 from outside 0 (L 19 v 4. Cut members to bear tightly against each other. edge of truss. a 5. Place plates on each face of truss at each joint and O7-8 `6'7 ` embed fully. Knots and wane at joint locations are BOTTOM CHORDS *This symbol indicates the regulated by ANSI/TPI1. _ required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall * Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication. software Or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 x 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ft. spacing, SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 14. Connections not shown are the responsibility of others. Uk (supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior lip reaction section indicates joint approval of a professional engineer. number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. M ITeke DSB-89: Design Standard for Bracing. BCSII : Building Component Safety Information, Guide to Good Practice for Handling, , Installing & Bracing of Metal Plate © 2004 Mitek® Connected Wood Trusses. Job Truss Truss Type Qty Ply London Campbell 06-0948 C5A ROOF TRUSS 1 1 Job Refererme (optional) 11 140721 2006 COX (SS)/ Randall Byrd, PE #23451/ 2325, Jason St.Merritt Island, FL / (321) 453-6564 2x4 = 6.200 s Feb 21 ZOOS MITek Indusai—, Inc Mon Sep: . . Pad LOADINQpSf) SPACING 2-0-0 CSI DEFL In (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.03 1 3 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.19 Vert(TL) -0.06 1-3 >895 240 BCLL 10.0 * Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2004/TPI2002 ix) (Matrix) Weight: 16 lb LUMBER TOP CHORD 2 X 4 SYP No.21) BOT CHORD 2 X 4 SYP No.2D REACTIONS(lb/size) 1=177/0-4-0, 2=129/Mechanical, 3=48/Mechanical Max Harz 1=125(load case 4) Max Upliftl=-42(load case 4), 2=-132(load case 4) Max Grav 1=177(load case 1), 2=129(load case 1), 3=95(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-78/48 BOT CHORD 1-3=0/0 Scale - 1:16.6 BRACING TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. NOTES (6) 1) Wind: ASCE 7-02; 120mph (3-second gust); h=15ft; TCDL=4.2psf; BCDL=5.Opsf; Category II; Exp B; partially; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss requires plate Inspection per the Tooth Count Method when this truss Is chosen for quality assurance Inspection. 3) *This truss has been designed for a 10.0 psf bottom chord live load noneoncurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 42 lb uplift at joint 1 and 132 lb uplift at joint 2. 5) This truss design conforms with Florida Building Code 2001, based on parameters indicated. 6) Designed by SS LOAD CASE(S) Standard 6 WARNING - Verytj design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, Design valid for use only with Mfiek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Suite #300 Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of The erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria. DSB-89 and BCSII Building Component M iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, WI 53719. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/. *Center plate on joint unless x,y Damage or Personal Injury offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. diagonal and securely seat. or X bracing, is always required. See BCSII I. 2 3 TOP CHORDS 2. Never exceed the design loading shown and never stack c,-2-3 materials on inadequately braced trusses. WEBS c�, 4 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all For 4 x 2 orientation, locate �,� 3' 3 other interested parties. plates 0 -'/16" from outside O rL �,m 19 = 3 0 N. 4. Cut members to bear tightly against each other. edge of truss. a. 5. Place plates on each face of truss at each joint and `r-' ° � embed fully. Knots and wane at joint locations are BOTTOM CHORDS _ *This symbol indicates the regulated by ANSI/TPII I. _ required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall * Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 X 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section Of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ff. spacing, SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 14. Connections not shown are the responsibility of others. Uk (supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior E��F reaction section indicates joint approval of a professional engineer, number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. M iTeke DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate © 2004 Mitek® ' Connected Wood Trusses, Job Truss Type QtY London Campbell 06-0948 �Tnjss E2 ROOF TRUSS 11 JPIY 1 Sob Refererxa: I COX (SS)/ Randall Byrd, PE 823451/ 2325, Jason 5L Merna island, M / (scl) v5s-off+ Scale = 1:9.2 2-M LOADINQpsf) SPACING 2-0-0 CSI DEFL In (loc) Vdefl L/d TCLL 20.0 Plates Increase 1.00 TC 0.09 Vert(LL) -0.00 2 >999 360 TCDL 7.0 Lumber Increase 1.'2 BC 0.03 Verge) -0.00 2� >999 240 BCLL 10.0 • Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2004/TPI2002 (Matrix) LUMBER TOP CHORD 2 X 4 SYP No.2D BOT CHORD 2 X 4 SYP No.2D REACTIONS(Ib/size) 2=174/0-8-0, 4=19/Mechanical, 3=24/Mechanical Max Harz 2=86(load case 7) Max Uplift2=-112(load case 7), 3=-42(load case 4) Max Grav 2=174(load case 1), 4=38(load case 2), 3=24(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/31, 2-3=-38/7 BOT CHORD 2-4=0/0 PLATES GRIP MT20 244/190 Weight: 9 lb BRACING TOP CHORD Structural wood sheathing directly applied or 2-" oc purlins. BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. NOTES (6) 1) Wind: ASCE 7-02; 120mph (3-second gust); h=15ft, TCDL=4.2psf, BCDL=5.Opsf, Category II; Exp B; partially; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss requires plate Inspection per the Tooth Count Method when this truss is chosen for quality assurance Inspection. 3) *This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 112 lb uplift at joint 2 and 42 lb uplift at joint 3. S) This truss design conforms with Florida Building Code 2001, based on parameters Indicated. 6) Designed by SS LOAD CASE(S) Standard e WARNING - VerYtj design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an IndMdual building component, Suite #300 Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI1 Building Component M iTek® Safety Information avallabie from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 4 13/*Center plate on joint unless x,y Damage or Personal Injury offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Dimensions are in ft-in-Sixteenths. Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. diagonal and securely seat. or X bracing, is always required. See BCSII I. 1 3 TOP CHORDS 2. Never exceed the design loading shown and never stack c,-x C2.3 materials on inadequately braced trusses. WEBS c�, 4 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all *For4 x 2 orientation, locate o �,� 3 other interested parties. plates 0 - 1/16" from outside v 4. Cut members to bear tightly against each other. edge of truss. a 5. Place plates on each face of truss at each joint and 07-8 `r1' css OF- embed fully Knots and wane at joint locations are BOTTOM CHORDS _ *This symbol indicates the regulated by ANSI/TPI1. required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall * Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 X 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ff. spacing, SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 14. Connections not shown are the responsibility of others. Uk (supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior lip reaction section indicates joint approval of a professional engineer. number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. M iTeke DSB-89: Design Standard for Bracing. BCSII : Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate © 2004 Mitek® Connected Wood Trusses. Job Truss Truss Type Qty Ply London Campbell 06-0948 E3 ROOF TRUSS 9 1 Job Reference I COX (SS)/ Randall Byrd, PE #23451/ 7375, Jason 5L Merrnn lBiana, FL / (j21) 4S3-bSb4 o.cuu s reo [a [uua mi i eft urouscrxz, mv. mor zcp •• in;-- :cu cuuo rave i Seale - 1:11.5 LOADINQpSf) SPACING 2-" CSI DEFL In (loc) I/defi L/d PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.10 Vert(LL) -0.00 2-4 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.06 Vert(TL) -0.01 2-4 >999 240 BOLL 10.0 ` Rep Stress Inv YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2004/TPI2002 (Matrix) Weight: 12 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Structural wood sheathing directly applied or 3-" oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS(lb/size) 3=53/Mechanical, 2=205/D-4-0, 4=28/Mechanical Max Horz 2=110(load case 7) Max Uplift3=-69(load case 4), 2=-117(load case 7) Max Grav 3=53(load rase 1), 2=205(load case 1), 4=55(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/31, 2-3=-46/18 BOT CHORD 2-4=0/0 NOTES (6) 1) Wind: ASCE 7-02; 120mph (3-second gust); h=15ft; TCDL=4.2psf; BCDL=5.Opsf; Category II; Exp B; partially; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss requires plate Inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) *This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 69 lb uplift at joint 3 and 117 lb uplift at joint 2. 5) This truss design conforms with Florida Building Code 2001, based on parameters Indicated. 6) Designed by SS LOAD CASE(S) Standard A WARNING - Verytj design parameters and READ NOTES ON TBIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, Design valid for use only with MfTek connectors. This design is based only upon parameters shown, and Is for an Individual bullding component. Suite #300 Applicability of design parameters and proper incorporation of component is responsibility of bullding designer - not truss designer. Bracing shown Chesterfield, MO 63017 Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component M iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure t0 Follow Could Cause Property 3/ l4 *Center plate on joint unless x,y Damage or Personal Injury offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. diagonal and securely seat. or X-bracing, is always required. See SCSI 1. 1 TOP CHORDS 3 2. Never exceed the design loading shown and never stack �� x �� materials on inadequately braced trusses. 0 WEBS, 4 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all * For 4 x 2 orientation, locate �,� 3 ,' 3 Cl O other interested parties. plates 0 - 1/16" from outside a �,a 19 U 4. Cut members to bear tightly against each other. edge of truss. a 5. Place plates on each face of truss at each joint and C'� �' cs$ embed fully. Knots and wane at joint locations are BOTTOM CHORDS _ *This symbol indicates the regulated by ANSIAPI1. _ required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall * Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 x 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ft. spacing, SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 14. Connections not shown are the responsibility of others. U14 (supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior E�F reaction section indicates joint approval of a professional engineer. number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. M iTeke DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate © 2004 Mitek® Connected Wood Trusses. QH PM 06, 0948 1 E39 I ROOF TRUSS s Feb 212005 Mrrek Industries, Inc. Mon Sep 11 14:54:14 LOADINQpsf) SPACING 2-0-0 'I DEFL In (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.13 Vert(LL) -0.00 2.4 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.05 Vert(R) -0.00 2-4 >999 240 BCLL 10.0 * Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2004fMI2002 (Matrix) Weight: 11 lb LUMBER TOP CHORD 2 X 4 SYP No.2D BOT CHORD 2 X 4 SYP No.21) REACTIONS(lb/size) 3=37/Mechanical, 2=212/0-8-0, 4=25/Mechanical Max Harz 2=107(load case 7) Max Uplift3=-61(load case 4), 2=-127(load case 7) Max Grav 3=37(load case 1), 2=212(load case 1), 4=50(load case 2) FORCES(lb) - Maximum Compresslon/Maximum Tension TOP CHORD 1-2=0/32, 2-3=-49/12 BOT CHORD 2-4=0/0 Scale = 1:11.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-10-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. NOTES (6) 1) Wind: ASCE 7-02; 120mph (3-second gust); h=15ft; TCDL=4.2psf; BCDL=5.Opsf, Category II; Exp B; partially; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss requires plate inspection per the Tooth Count Method when this truss Is chosen for quality assurance Inspection. 3) *This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 61 lb uplift at joint 3 and 127 lb uplift at joint 2. 5) This truss design conforms with Florida Building Cade 2001, based on parameters Indicated. 6) Designed by SS LOAD CASE(S) Standard A WARNING - Verb design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, Design valid for use only with MfTek connectors. This design Is based only upon parameters shown, and is for on Individual building component. Suite N300 Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during constructlon Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component M iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrlo Drive. Madison. WI 53719. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/4 *Center plate on joint unless x,y Damage or Personal Injury offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. diagonal and securely Seat. or X-bracing, is always required. See BCSII . 0-'/ld' 3 TOP CHORDS 2. Never exceed the design loading shown and never stack c,•z c2•3 materials on inadequately braced trusses. 0 WEBS c�, 4 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all * For 4 x 2 orientation, locate 3' 3 other interested parties. Mr plates 0 - 16" from outside O a0 3 v 4. Cut members to bear tightly against each other. edge of truss. rL 5. Place plates on each face of truss at each joint and O7"8 Cr,' ° embed fully Knots and wane at joint locations are BOTTOM CHORDS _ *This symbol indicates the regulated by ANSI/TPI1. required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall * Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 X 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ff. spacing, SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 14. Connections not shown are the responsibility of others. U10 (supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior reaction section indicates joint approval of a professional engineer. 9F number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. M iTeke DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate © 2004 Mitek® Connected Wood Trusses. Job Truss Thus Type Qty Ply London Campbell 06-6948 E4 ROOF TRUSS 8 1 lob Reference I COX (SSY Randall 13yro, Pt azsgb1/ LJ/-5, Jason x. Mema lsrano, rL/ ls[i) 4arwa+ o.cw a rw ca cw� rn �o. u�w.w ica, ua.. - w .v..to. . Scale - 1:13.9 LOADINQpSf) SPACING 2-" CSI DEFL In (loc) I/defl L/d TCLL 20.0 Plates Increase 1.00 TC 0.13 Vert(LL) -0.01 2-4 >999 360 TCDL 7.0 Lumber Increase 1.25 BC 0.11 Vert(TL) -0.02 2-4 >999 240 BCLL 10.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2004/TP12002 (Matrix) LUMBER TOP CHORD 2 X 4 SYP No.2D BOT CHORD 2 X 4 SYP No.2D REACTIONS(lb/slze) 3=77/Mechanical, 2=245/0-8-0, 4=37/Mechanical Max Harz 2=135(load case 7) Max Upllft3=-94(load case 4), 2=-128(load case 7) Max Grav 3=77(load case 1), 2=245(load case 1), 4=73(load case 2) FORCES (lb) - Maximum Compresslon/Maximum Tension TOP CHORD 1-2=0/32, 2-3=-61/28 BOT CHORD 2-4=0/0 PLATES MT20 Weight: 15 lb GRIP 244/190 BRACING TOP CHORD Structural wood sheathing directly applied or 4-" oc purllns. BOT CHORD Rigid telling directly applied or 10-" oc bracing. NOTES (6) 1) Wind: ASCE 7-02; 120mph (3-second gust); h=15ft; TCDL=4.2psf, BCDL=5.0psf; Category II; Exp B; partially; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss requires plate Inspection per the Tooth Count Method when this truss Is chosen for quality assurance inspection. 3) *This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 94 lb uplift at joint 3 and 128 lb uplift at joint 2. 5) This truss design conforms with Florida Building Code 2001, based on parameters Indicated. 6) Designed by SS LOAD CASE(S) Standard WARNING - VerVy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, Design valid for use only with MRek connectors. This design is based only upon parameters shown, and is for an Individual building component. Suite #300 Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Crlterlo, DSB-89 and BCSII Building Component M iTe k Safety Information available from Truss Plate Institute, 583 D'Onofrlo Drive. Madison. WI 53719. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/d *Center plate on joint unless x,y Damage or Personal Injury offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. diagonal and securely seat. or X bracing, is always required. See BCSI 1. 3 TOP CHORDS 2. Never exceed the design loading shown and never stack �{ c,-z c2-3 materials on inadequately braced trusses. WEBS c;, 4 3. Provide copies of this truss design to the building a: designer, erection supervisor, property owner and all *For 4 x 2 orientation, locate 3' 3 other interested parties. plates 0 - IN!' from outside O O 4. Cut members to bear tightly against each other. edge of truss. 0 rL 5. Place plates on each face of truss at each joint and c' a �' cs s embed fully Knots and wane at joint locations are BOTTOM CHORDS _ *This symbol indicates the regulated by ANSI/TPII I. required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall * Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 X 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section Of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ft. spacing, SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 14. Connections not shown are the responsibility of others. (supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior EV reaction section indicates joint approval of a professional engineer. number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. M iTeke DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, , Installing & Bracing of Metal Plate _ © 2004 Mitek® Connected Wood Trusses. Truss Truss Type Qty London Campbell �Job 06=0948 E7 ROOF TRUSS B Fy 1 Job Reference tional COX (SS)/ Randall Byrd, PE #23451/ 2325, Jason St. Merritt Island, FL / (321) 453-6564 6.Z00 S Feb Zl ZUUS Mn1eK Industries, lnC. Mon bep 11 i4:ul:ZZ Zuub rage 1 -1.4-0 7-0.0 Scale - 1:21.7 LOADINIxpsf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.44 Vert(LL) -0.09 2.4 >843 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.37 Vert(TL) -0.23 2-4 >337 240 BCLL 10.0 * Rep Stress Incr YES WB 0.00 Hor2(11) -0.00 3 n/a n/a BCDL 10.0 Code FBC2004/TPI2002 (Matrix) Weight: 24 lb LUMBER -TOP CHORD 2 X 4 SYP No.21) BOT CHORD 2 X 4 SYP No.21) REACTIONS(Ib/size) 3=167/Mechanical, 2=346/0-8-0, 4=66/Mechanical Max Harz 2=230(load case 7) Max Uplift3=-179(load case 4), 2=-148(load case 7) Max Grav 3=167(load case 1), 2=346(load case 1), 4=132(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/32, 2-3=-107/62 BOT CHORD 2-4=0/0 BRACING TOP CHORD Structural wood sheathing directly applied or 6-" oc purllns. BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. NOTES (6) 1) Wind: ASCE 7-02; 120mph (3-second gust); h=15ft; TCDL=4.2psf; BCDL=S.Opsf; Category II; Exp B; partially; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) *This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 179 lb uplift at joint 3 and 148 lb uplift at joint 2. 5) This truss design conforms with Florida Building Code 2001, based on parameters Indicated. 6) Designed by SS LOAD CASE(S) Standard A WARNING - VerVy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, �® Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and Is for an individual building component. Suite #300 Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsiblilty of The building designer. For general guidance regarding fabrication, quality control, storage, dellvery. erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component M iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison. WI 53719. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property *Center plate on joint unless x,y Damage or Personal Injury offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. diagonal and securely seat. or X-bracing, is always required. See BCSII I. 2 3 TOP CHORDS 2. Never exceed the design loading shown and never stack -� c, 2 cza materials on inadequately braced trusses. WEBS c�, 4 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all * For 4 x 2 orientation, locate �,i 1 3 � O other interested parties. plates 0 - 1/16" from outside o �,a v 4. Cut members to bear tightly against each other. edge of truss. a 5. Place plates on each face of truss at each joint and O7 �' cs s embed fully Knots and wane at joint locations are BOTTOM CHORDS _ *This symbol indicates the regulated by ANSI/TPl1. required direction of slots in 8 7 6 5 b. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall * Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 X 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ft. spacing, SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 14. Connections not shown are the responsibility of others. (supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior IV reaction section indicates joint approval of a professional engineer. number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. MiTek® DSB-89: Design Standard for Bracing. BCSII : Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate 1141591© 2004 Mitek® Connected Wood Trusses. Job Truss COX (SS)/ Randall Byrd, PE #23451/ 2325, Jason St. Merritt Island, FL / (321) 453-6564 6.200 s Feb 212005 MTTek Industries, Dr- Mon Sep 11 14:07:23 2006 Page 1 0-1-8 H 1 130� 1 1-" ~i �le - 1:33.7 4x4 = 4x4 = 4x4 = 2x4 = 3x4 = 3x4 = 2x4 11 3x4 = 2x4 II 3x4 = 3x4 = 3x4 = 2x4 = 1 2 3 4 5 6 7 8 9 10 11 3 4 1 24 q 4 I Pi rq d 21 20 19 18 17 16 15 14 13 Us = 5x6 11 4x6 11 Sx6 11 US 11 US 11 3x6 11 US 11 4x6 11 Sx6 11 6x6 = 10-11-0 19-7-0 I 111-7:12:4 10-11-0 0$-0 0-8-0 7-4-0 Plate Offsets (X,Y): [1:Edae,0-1-81, [7:0-1-8,Edael, [8:0-1-8,Edoel, [11:0-1-8,Edgel, [36:0-3-0,0-0-01, [23:0-1-8,0-1-01, [24:0-1-8,0-1-01 LOADINQpsf) SPACING 2-" CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.46 Vert(LL) -0.3017-18 >769 480 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.67 Vert(TL) -0.4217-18 >559 240 BOLL 0.0 Rep Stress Ina YES WB 0.58 Horc(R) 0.04 12 n/a n/a BCDL 5.0 Cade FBC20011ANS195 (Matrix) Weight: 130lb LUMBER BRACING TOP CHORD 4 X 2 SYP No.2D TOP CHORD Sheathed or 6-" oc purlins, except end verticals. DOT CHORD 4 X 2 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. WEBS 4 X 2 SYP No.3 REACTIONS(lb/size) 22=1057/0-3-8, 12=1057/0-3-8 FORCES (lb) - Maximum Compresslon/Maximum Tension TOP CHORD 22-23=-1050/0, 1-23=-1048/0, 12-24=-1049/0, 11-24=-1048/0, 1-2=-1141/0, 2-3=-2846/0, 3-4=-3965/0, 4-5=-3965/0, 5-6=-4432/0, 6-7=-4303/0, 7-8=-4303/0, 8-9=-3942/0, 9-10=-2846/0, 10-11=-1141/0 BOT CHORD 21-22=0/57, 20-21=0/2153, 19-20=0/3507, 18-19=0/4328, 17-18=0/4448, 16-17=0/4303, 15-16=0/4303, 14-15=0/3500 , 13-14=0/2155, 12-13=0/57 WEBS 7-17=0/191, 8-16=0/268, 1-21=0/1438, 2-21--1374/0, 2-20=0/939, 3-20=-897/0, 3-19=0/608, 4-19=-67/0, 5-19=-482/0, 5-18=0/141, 6-18=-21/0, 6-17=-375/0, 11-13=0/1438, 10-13=-1376/0, 10-14=0/938, 9-14=-887/0, 9-15=0/600, 8-15=-647/0 NOTES (3) 1) This truss design conforms with Florida Building Code 2001, based on parameters Indicated. 2) Recommend 2x6 strongbacks, on edge, spaced at 10-" oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3) Designed by SS LOAD CASE(S) Standard A WARNING - Veryjj design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Suite #300 Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information avaliable from Truss Plate Institute, 683 D'Onofrio Drive, Madison, WI 53719. 1 Truss type Qry Ply London Campbell O6-ID94{8 F19 FLOOR 9 1 Job Reference tonal Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/4 *Center plate on joint unless x,y Damage or Personal Injury offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. diagonal and securely seat. or X-bracing, is always required. See BCSII . TOP CHORDS 3 2. Never exceed the design loading shown and never stack c,-2 cz_3 materials on inadequately braced trusses. WEBS Cz,, 4 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all FP *For 4 x 2 orientation, locate �,.� 3' 3 other interested parties. 0 - 1/16" from outside O a0 �,a 1 v 4. Cut members to bear tightly against each other. edge of truss. 5. Place plates on each face of truss at each joint and O7-8 `6, °� embed fully. Knots and wane at joint locations are BOTTOM CHORDS _ *This symbol indicates the regulated by ANSI/TPI1. required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall * Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 X 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ft. spacing, SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 14. Connections not shown are the responsibility of others. (supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior EV reaction section indicates joint approval of a professional engineer. number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. MiTek® DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate 9 © 2004 Mitek® Connected Wood Trusses. russ Truss Type Qty Ply London Campbell 06; 0948 F-22 FLOOR 5 1 Job Reference t COX (SS)/ Randall Byrd, PE t123451/ 2325, Jason SL Merritt Island, FL / (321) 453-6564 6.200 s Feb 212005 Mffek Industries, Inc Mon Sep 11 14:07:23 2006 Page 1 0-1.8 H 11 t 4-0 Orn3r0 Scale = 1:39.7 4x4 = 4x4 = 5x5 = 4x6 = 2x4 = 44 = 3x4 = 20 11 3x4 = 2x4 II 2x4 II 3x4 = 2x4 II 3x4 = US FP= 4x5 = 1 2 3 4 5 6 7 8 9 10 11 31 12 1314 15 1 1 W 1 9 4 IP28 r� d 27 26 25 24 23 22 21 20 19 18 17 16 US = 6x6 - US FP= 5x6 11 US II US 11 US 11 US 11 US II 5x6 11 6x6 = US 11 5x6 II US FP= 11-7-0 12-" 1 t �0 , 4.0.0 1 9-1.8 1 10-9-8 t 6111-012�3 , tit Q- 19-0.0 21 ii 0 23-0-0 1 1 16-0 2-6-0 5-1-8 1-8-0 0-1.8 0.8.0 1-" 5-1.8 2$0 16-0 0-M 0-1-8 _Plate Offsets (X,Y): f1:Edge,0-1-8], [7:0-1-8,Edgel, [8:0-1-8,0-"], [30:0-1-8,0-1-01 LOADINQpsf) SPACING 2-" CSI DEFL in (loc) Udell L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TIC 0.72 Vert(LL) -0.5222-23 >527 480 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.77 Vert(TL) -0.7422-23 >366 240 BCLL 0.0 Rep Stress Ina NO WB 0.53 Horz(TL) 0.08 16 n/a n/a BCDL 5.0 Code FBC2001/ANSI95 (Matrix) Weight: 159lb LUMBER BRACING TOP CHORD 4 X 2 SYP No.2D TOP CHORD Sheathed or 4-9-6 oc pudins, except end verticals. BOT CHORD 4 X 2 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 4 X 2 SYP No.3 *Except* W6 4 X 2 SYP No.2ND, W6 4 X 2 SYP No.2ND REACTIONS(lb/slze) 29=1271/0-7-0, 16=1325/Mechanical FORCES (lb) - Maximum Compresslon/Maxlmum Tension TOP CHORD 29-30=-1267/0, 1-30=-1265/0, 15-16=-1320/0, 1-2=-1349/0, 2-3=-3564/0, 3-4=-5163/0, 4-5=-5163/0, 5-6=-6086/0, 6-7=-6426/0, 7-8=-6426/0, 8-9=-6426/0, 9-10=-6196/0, 10-11=-5394/0, 11-31=-5394/0, 12-31=-5394/0, 12-13=-3730/0 ,13-14=-3730/0, 14-15=-1402/0 BOT CHORD 28-29=0/69, 27-28=0/2642, 26-27=0/2642, 25-26=0/4460, 24-25=0/5763, 23-24=0/6397, 22-23=0/6426, 21-22=0/6441 , 20-21=0/5924, 19-20=0/4680, 18-19=0/2754, 17-18=0/2754, 16-17=0/0 WEBS 7-23=-38/0, 8-22=0/54, 1-28=0/1730, 2-28=-1723/0, 2-26=0/1250, 3-26=-1216/0, 3-25=0/933, 4-25=-63/0, 5-25=-796/0, 5-24=0/438, 6-24=-421/0, 6-23=0/77, 14-17=-1800/0, 14-19=011324, 12-19=-1290/0, 12-20=0/947, 11-20=-134/0, 10-20=-704/0, 10-21=0/368, 9-21=-333/0, 9-22=-56/0, 15-17=0/1855 NOTES (7) 1) This truss design conforms with Florida Building Code 2001, based on parameters Indicated. 2) Load case(s) 1 has/have been modified. Building designer must review loads to verify that they are correct for the Intended use of this truss. 3) Recommend 2x6 strongbaccs, on edge, spaced at 30-" oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. 5) Hanger(s) or other connection device(s) shall be provided sufficent to support concentrated load(s) 100 lb down at 17-" on top chord. The design/selectIon of such connection device(s) Is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 7) Designed by SS LOAD CASE(S) Standard 1) Floor: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 16-29=-10, 1-15=-100 Concentrated Loads (Ib) Vert: 31=400(F) e WARNING - Vergq design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, �® Design valid for use only with Mffek connectors. This design is based only upon parameters shown, and Is for on Individual building component. Suite #300 Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrlo Drive, Madison, WI 53719. I Symbols PLATE LOCATION AND ORIENTATION 13/e *Center plate on joint unless x,y offsets are indicated. Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss and securely seat. 0 O * For 4 x 2 orientation, locate plates 0 - 1/16" from outside EL edge of truss. R *This symbol indicates the required direction of slots in connector plates. * Plate location details available in MiTek 20/20 Numbering System 6-4-8 dimensions shown in ft-in-sixteenths 2 3 TOP CHORDS BOTTOM CHORDS 8 7 6 5 software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. The first dimension is the width 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. CONNECTOR PLATE CODE APPROVALS LATERAL BRACING Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. ICBO 4922, 5243, 5363, 3907 SBCCI 9667, 9730, 9604B, 9511, 9432A BEARING Z��w Indicates location where bearings (supports) occur. Icons vary but L�F reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. MiTek® DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate , Connected Wood Trusses. AGeneral Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury l . Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building 0 designer, erection supervisor, property owner and all a: other interested parties. O = 4. Cut members to bear tightly against each other. 0 a. 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI1. 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 8. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 9. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 10. Plate type, size, orientation and location dimensions shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 12. Top chords must be sheathed or purlins provided at spacing shown on design. 13. Bottom chords require lateral bracing at 10 ff. spacing, or less, if no ceiling is installed, unless otherwise noted. 14. Connections not shown are the responsibility of others. 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. 16. Install and load vertically unless indicated otherwise. © 2004 Mitek® Job Truss Truss Type Qty Ply London Campbell 06-0948 F-23 FLOOR 7 1 Job Reference I LUX (bby rtanom gyro, rc 04>431/ &tv, jdswl �L mtsnu uwrw, rL r (.tu) 0-1-8 HI 1�� 1� i 4x6 = 4x4 = 3x4 = 2x4 = 4x6 = 3x4 = 2x4 II 3x4 = 2x4 II 2x4 II 4 1 3 A 5 R 7 R 9 3x4 = 2x4 II 3x4 = to it 12 Bale = 1:40.1 4x6 = 4x6 = 3x6 FP= 2x4 = 13 14 15 31 9 Y R d 6x6 = Us = US FP= 54 11 US II US 11 US 11 3x6 11 Sx6 11 5x6 11 6x6 _ US US It US FP= 123-0 10.11-0 11-7-9 1 23-3-0 i 10-11-0 0-am6"-0 it-" LOADINQpsf) SPACING 2-" CSI TCLL 40.0 Plates Increase 1.00 TC 0.66 TCDL 10.0 Lumber Increase 1.00 BC 0.73 BCLL 0.0 Rep Stress Ina YES WB 0.70 PCDL 5.0 Code FBC2001/ANSI9S (Matrtx) LUMBER TOP CHORD 4 X 2 SYP No.21) BOT CHORD 4 X 2 SYP No.21) WEBS 4 X 2 SYP No.3 DEFL In (loc) I/defl L/d PLATES GRIP Vert(LL) -0.5422-23 >508 480 MT20 244/190 Vert(TL) -0.7522-23 >369 240 Horz(TL) 0.07 16 n/a n/a Weight: 155 lb BRACING TOP CHORD Sheathed or 4-11-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS(lb/slze) 29=1259/0-3-8, 16=1259/0-3-8 FORCES(lb) - Maximum Compression/Maximum Tension TOP CHORD 29-30=-1251/0, 1-30=-1249/0, 16-31=-1251/0, 15-31=-1249/0, 1-2=-1382/0, 2-3=-3S24/0, 3-4=-5095/0, 4-5=-5095/0, 5-6=-5993/0, 6-7=-6305/0, 7-8=-6305/0, 8-9=-6305/0, 9-10=-5994/0, 10-11=-5095/0, 11-12=-5095/0, 12-13=-3524/0, 13-14=-3524/0, 14-15=-1382/0 SOT CHORD 28-29=0/68, 27-28=0/2613, 26-27=0/2613, 25-26=0/4407, 24-25=0/5682, 23-24=0/6285, 22-23=0/6305, 21-22=0/6283 , 20-21=0/5683, 19-20=0/4407, 18-19=0/2613, 17-18=0/2613, 16-17=0/68 WEBS 7-23=-27/0, 8-22=-30/0, 1-28=0/1744, 2-28=-1670/0, 2-26=0/1236, 3-26=-1198/0, 3-25=0/914, 4-25=-62/0, 5-25=-779/0, 5-24=0/422, 6-24=-396/0, 6-23=0/50, 15-17=0/1744, 14-17=-1670/0, 14-19=0/1236, 12-19=-1198/0, 12-20=0/913, 11-20=-62/0, 10-20=-780/0, 10-21=0/422, 9-21=-392/0, 9-22=0/49 NOTES (3) 1) This truss design conforms witlt Florida Building Code 2001, based on parameters Indicated. 2) Recommend 2x6 strongbacks, on edge, spaced at 10-" oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3) Designed by SS LOAD CASE(S) Standard A WARNING - VerVy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N.Outer Forty, Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Suite 4'300 Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 Is for lateral support of Individual web members ony. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSII Building Component M iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrlo Drive. Madison. WI 53719. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/. *Center plate on joint unless x,y Damage or Personal Injury offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. diagonal and securely Seat. or X-bracing, is always required. See BCSII . TOP CHORDS 2. Never exceed the design loading shown and never stack c,•z cz•s materials on inadequately braced trusses. WEBS c,, 4 3. Provide copies of this truss design to the building a: designer, erection supervisor, property owner and all * For 4 x 2 orientation, locate �,� 3' 0 other Interested parties. plates 0 - 1/16" from outside O spa T U 4. Cut members to bear tightly against each other. edge of truss. 5. Place plates on each face of truss at each joint and c7-8 `r'' css embed fully Knots and wane at joint locations are BOTTOM CHORDS *This symbol indicates the regulated by ANSI/TPI1. required direction of slots in 8 7 6 5 b. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall * Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 x 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ft. spacing, SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 14. Connections not shown are the responsibility of others. U14 (supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior lip reaction section indicates joint approval of a professional engineer. number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. M ITeke DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate © 2004 Mitek® Connected Wood Trusses. Job Truss Thus Type ()ty Ph London Campbell 06=3948 FG10 FLOOR I 1 2 Job Reference tonal COX (SS)/ Randall Byrd, PE #23451/ 2325, Jason St. Merritt Island, FL / (321) 453-6564 6.200 s Feb 212005 MTek Industries, Inc. Mon Sep 11 14:07:25 2006 Page 1 2.6-14 2.5.2 2-5.2 26-14 2x4 11 3x9 = 2x4 11 4x14 = 4x14 = Scale = 1:16.8 4x5 = 4x5 = 26-14 I 5-0.0 } 7S2 i 10.0-0 I 26-14 2-5.2 2$2 26-14 Plate Offsets (X,Y): [7:0-2-12,0-2-01, [9:0-6-4,0-2-01 LOADIN((PSf) SPACING 2-" CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.58 Vert(LL) -0.12 8 >930 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.61 Vert(TL) -0.13 8 >875 240 BCLL 10.0 s Rep Stress Incr NO WB 0.95 Horz(TL) 0.02 6 n/a n/a PCDL 5.0 Code FBC2004/TPI2002 (Matrix) Weight: 126 lb LUMBER BRACING TOP CHORD 2 X 6 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-" oc purlins, except POT CHORD 2 X 6 SYP SS end verticals. WEBS 2 X 4 SYP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. W1 2 X 6 SYP No.2, W12X6SYP No.2 REACTIONS(Ib/slze) 10=3507/0-4-0, 6=3507/0-4-0 FORCES (lb) - Maximum Compresslon/Maxlmum Tension TOP CHORD 1-10=-2272/0, 1-2=-6251/0, 2-3=-6251/0, 3-4=-6251/0, 4-5=-6251/0, 5-6=-227Z/0 BOT CHORD 9-10=0/1820, 8-9=0/8677, 7-8=0/8677, 6-7=0/1820 WEBS 1-9=0/4730, 2-9=-14/265, 3-8=0/1499, 4-7=-14/265, 5-7=0/4730, 3-9=-2579/0, 3-7=-2579/0 NOTES (8) 1) 2-ply truss to be connected together with 10d Common(.148"x3") Nails as follows: Top chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-7-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face In the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated. 3) Provide adequate drainage to prevent water ponding. 4) This truss requires plate inspection per the Tooth Count Method when this truss Is chosen for quality assurance Inspection. 5) *This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) This truss design conforms with Florida Building Code 2001, based on parameters Indicated. 7) Load case(s) 1 has/have been modified. Building designer must review loads to verify that they are correct for the Intended use of this truss. 8) Designed by SS LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-5=-100, 6-10=-635(F=-625) A WARNING - Verb design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, Design valid for use only with MITek connectors. This design is based only upon parameters shown, and Is for an Individual building component. Suite #300 Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component M iTek® Safety Information available from Truss Plate Institute. %3 D'Onofrlo Drive, Madison, WI 53719. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 131 *Center plate on joint unless x,y Damage or Personal Injury offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. diagonal and securely seat. or X-bracing, is always required. See BCSII . 2 3 TOP CHORDS 2. Never exceed the design loading shown and never stack c1-2 C2.3 materials on inadequately braced trusses. WEBS c�, 4 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all * For 4 x 2 orientation, locate �,� 3' 3 ¢ O other interested parties. plates 0 - 1/16" from outside O �,a T v 4. Cut members to bear tightly against each other. edge of truss. 5. Place plates on each face of truss at each joint and O7-8 `6-' ° embed fully Knots and wane at joint locations are BOTTOM CHORDS _ *This symbol indicates the regulated by ANSI/TPII I. required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from Connector plates. the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall * Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 x 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ff. spacing, BEARING SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. Indicates location where bearings 14. Connections not shown are the responsibility of others. (supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior IV reaction section indicates joint approval of a professional engineer. number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. M iTeko DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate © 2004 Mitek® Connected Wood Trusses. Job Truss. Truss Type Qty Ply London Campbell 06=0948 FG11 ROOF TRUSS I 1 2 Job Reference I cox (S5V Kandau Byrd, rat ri[34:)1/ l3LU, Jason X merna island, FL / (311) 4S3-6S64 6.200 s Feb 212005 Mrrek Industries, Inc Mon Sep 11 14:07:25 2006 Page 1 1 2-11.6 1 5.9-0 1 8-6-10 1 11-" 2-11-6 1 4x8 = 2 4x4 = 2-9-10 2x4 11 2310 4x4 = 2-11-6 Scale - 1:19.6 48 = 3x5 11 US 11 1 2-11-6 i 5-9-0 1 B-6-10 i 11-0 0 2-11-6 2-9-10 2-9.10 2-11.6 LOADINQpSf) SPACING 2-" CSI DEFL In (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.70 Vert(LL) 0.10 8 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.82 Vert(n) -0.20 8 >682 240 BCLL 10.0 * Rep Stress Inv NO WB 0.65 Horz(rL) 0.02 6 n/a n/a BCDL 10.0 Code FBC2004/TPI2002 (Matrix) Weight: 150 lb LUMBER BRACING TOP CHORD 2 X 6 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-2 oc purllns, except OOT CHORD 2 X 6 SYP No.2 end verticals. WEBS 2 X 4 SYP No.2ND *Except* BOT CHORD Rigid Ceiling directly applied or 10-" oc bracing. W3 2 X 4 SYP No.3, W3 2 X 4 SYP No.3, W32X4SYP No.3 REACTIONS[lb/slze) 10=4409/0-8-0, 6=5293/0-4-0 Max UpliftlO=-1610(load case 3), 6=-1900(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-10=-3721/1390, 1-11=-6909/2536, 2-11=-6909/2536, 2-12=-9394/3443, 3-12=-9394/3443, 3-13=-9394/3443, 4-13=-9394/3443, 4-14=-6956/2551, 5-14=-6956/2551, 5-6=-4080/1509 BOT GiORD 10-15=-321/869, 9-15=-321/869, 9-16=-2536/6909, 16-17=-2536/6909, 8-17=-2536/6909, 8-18=-2551/6956, 7-18=-2551/6956, 7-19=-336/913, 6-19=-336/913 WEBS 1-9=-2412/6577, 2-9=-1801/758, 2-8=-989/2706, 3-8=-1055/470, 4-8=-971/2655, 4-7=-1884/786, 5-7=-2413/6581 NOTES (10) 1) 2-ply truss to be connected together with SOd Common(.148"x3") Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc, 2 X 6 - 2 rows at 0-7-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except If noted as front (F) or back (B) face In the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-02; 120mph (3-second gust); h=15ft; TCDL=4.2psf, BCDL=S.Opsf; Category II; Exp B; partially; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 4) Provide adequate drainage to prevent water ponding. 5) This truss requires plate Inspection per the Tooth Count Method when this truss Is chosen for quality assurance Inspection. 6) *This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1610 lb uplift at joint 10 and 1900 lb uplift at joint 6. 8) This truss design conforms with Florida Building Code 2001, based on parameters Indicated. 9) Hanger(s) or other connection device(s) shall be provided sufflclent to support concentrated load(s) 657 lb down and 248 lb up at 0-1-12, 657 lb down and 248 lb up at 2-4-12, 657 lb down and 248 lb up at 4-4-12, 657 lb down and 248 lb up at 6-4-12, 657 lb down and 248 lb up at 8-4-12, and 657 Ib down and 248 lb up at 10-4-12, and 657 lb down and 248 lb up at 11-4-4 on top chord, and 712 lb down and 233 lb up at 1-4-12, 712 lb down and 233 lb up at 3-4-12, 712 lb down and 233 lb up at 5-4-12, 712 lb down and 233 lb up at 7-4-12, and 712 lb down and 233 lb up at 9-4-12, and 712 lb down and 233 lb up at 11-4-4 on bottom chord. The design/selecdon of such connection device(s) is the responsibility of others. 10) Designed by SS A WARNING - Very1f design parameters and READ NOTES ON THIS AND REVERSE BIDE BEFORE USE. 14515 N. Outer Forty, �® Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and Is for an Individual building component. Suite #300 Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria. DS"9 and BCSI1 Building Component M iTe k Safety Information available from Truss Plate Institute. 5113 D'Onofrlo Drive, Madison, WI 53719. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/ t< *Center plate on joint unless x,y Damage or Personal Injury offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. diagonal and securely seat. or X-bracing, is always required. See BCSI 1. 0-7ld' 1 2 3 TOP CHORDS 2. Never exceed the design loading shown and never stack C1.2 C2-3 materials on inadequately braced trusses. WEBS 4 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all *For 4 x 2 orientation, locate '�,.� 3 ,cy' 3 O other interested parties. plates 0 - 1/16" from outside a0 ^� T v 4. Cut members to bear tightly against each other. edge of truss. a 5. Place plates on each face of truss at each joint and O7� `�' cs s embed fully Knots and wane at joint locations are BOTTOM CHORDS _ *This symbol indicates the regulated by ANSI/TPI1. required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPII. 7. Unless otherwise noted, moisture content of lumber shall * Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 X 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ft. spacing, BEARING SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. Indicates location where bearings 14. Connections not shown are the responsibility of others. (supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior EV reaction section indicates joint approval of a professional engineer. number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. M iTeke DSB-89: Design Standard for Bracing, BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, 11,14 Installing & Bracing of Metal Plate © 2004 Mitek® Connected Wood Trusses. V\/\i V\WN - Job Truss Thus Type Qty Ply London Campbell 06-0948 FG11 ROOF TRUSS 1 2 lob Referenoe o bona COX (SS)/ Randall Byrd, PE 8Z3451/ Z3Z5, Jason 5L Merritt Island, I-L/ (3Z1) 453-bbb4 b.ZW S Fea Zl ZW5 MI IeK InaU501e5, IM. Men Sep 11 14:U/:Z5 ZWO rage L LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.00 Uniform Loads (pif) Vert: 1-5=-54, 6-10=-20 Concentrated Loads (lb) Vert: 1=-657(B) 6=-712(F) 4=-657(B) 5=-657(B) 11=-657(B) 12=-657(8) 13=-657(B) 14=-657(B) 15=-712(F)16=-712(F) 17=-712(F) 18=-712(F) 19=-712(F) WARNING - Veryly design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, Design valid for use only with MRek connectors. This design Is based only upon parameters shown, and is for on Individual building component. Suite #300 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Crlterlo. DSB-89 and BCSI1 Building Component M iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/a *Center plate on joint unless x,y Damage or Personal Injury offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. diagonal and securely seat, or X bracing, is always required. See BCSI1. /t6 1 3 TOP CHORDS 2. Never exceed the design loading shown and never stack C1-2 C2.3 materials on inadequately braced trusses. WEBS, 4 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all * For 4 x 2 orientation, locate w Cl � � ,, 3 � 3 other interested parties. plates 0 - 'N' from outside O a �,m = 4. Cut members to bear tightly against each other. edge of truss. a 5. Place plates on each face of truss at each joint and C7-8 �' ` embed fully. Knots and wane at joint locations are BOTTOM CHORDS _ *This symbol indicates the regulated by ANSI/TPI1. required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from Connector plates. the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall * Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 x 4 perpendicular to slots, Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ft. spacing, SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 14. Connections not shown are the responsibility of others. Uk (supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior reaction section indicates joint approval of a professional engineer. 9F number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. M iTek® DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, , Installing & Bracing of Metal Plate ©2004 Mitek® Connected Wood Trusses. ~ Job Truss Truss Type QH Ply London Campbell 06-0948 FG19 FLOOR 1 3 Job Reference(optional) COX (55)/ Randall Byrd, PE #Z3451/ Z325, Jason St Merritt Island, FL / (321) 453-6564 b.zw s reD 21 2W5 MI IeK inGusirles, 1nG Mort Sep 11 19:u/:Lb LWO rage 1 3.4-5 F 6-6-15 9-9.8 130-1 I 16-2-11 1 19.7.0 34.5 3-2-9 3-2-9 3-2-9 3-2-9 3-4-5 Scale = 1:33.5 2x4 11 7x6 = 10x10 = Us = 1 6x6 = 4x4 11 10x10 = 1 0x1 0 MT20H= 4x8 = 5x5 = 4x4 II 3-4-5 I 6515 i 9.9-8 1 13-0-1 1 16-2-11 1 19-7-0 34-5 32-9 3-2-9 3-2.9 3-2-9 3-4-5 LOADINQpsf) SPACING 2111 11 DEFL In (loc) I/defl L/d TCLL 40.0 Plates Increase 1.00 TC 0.50 Vert(LL) -0.22 11 >999 360 TCDL 10.0 Lumber Increase 1.00 BC 0.73 Vert(7L) -0.60 it >381 240 BCLL 10.0 * Rep Stress Ina NO WB 0.83 Hor2(TL) 0.05 8 n/a n/a PCDL 5.0 Code FBC20D4fTPI2G02 (Matrix) LUMBER BRACING TOP CHORD 2 X 6 SYP No.2 TOP CHORD fIOT CHORD 2 X 6 SYP No.2 *Except* B2 2 X 6 SYP SS BOT CHORD WEBS 2 X 4 SYP No.3 *Except* W4 2 X 6 SYP No.2, W42X6SYP No.2 REACTIONS(lb/size) 14=3001/0-7-0, 8=3001/0-4-0 PLATES GRIP MT20 244/190 MT20H 187/143 Weight: 367 lb Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-" oc bracing. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-14=-2553/0, 1-15=-7986/0, 2-15=-7986/0, 2-3=-13169/0, 3-4=-14677/0, 4-5=-14677/0, 5-6=-13122/0, 6-16=-7979/0, 7-16=-7979/0, 7-8=-2521/0 BOT CHORD 14-17=0/2033, 13-17=0/2033, 12-13=0/7986, 11-12=0/13169, 10-11=0/13122, 9-10=0/7979, 9-18=0/2101, 8-18=0/2101 WEBS 1-13=0/6181, 2-13=-2004/0, 2-12=0/5371, 3-12=-1375/0, 3-11=0/1563, 4-11=-903/0, 5-11=0/1612, 5-10=-1378/0, 6-10=0/5330, 6-9=-2014/0, 7-9=0/6104 NOTES (11) 1) 3-ply truss to be connected together with 10d Common(.148"x3") Nails as follows: Top chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face In the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated. 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss requires plate Inspection per the Tooth Count Method when this truss is chosen for quality assurance Inspection. 6) *This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) This truss design conforms with Florida Building Code 2001, based on parameters indicated. 8) Load case(s) 1, 2 has/have been modified. Building designer must review loads to verify that they are correct for the Intended use of this truss. 9) Girder carries hip end with 2-" end setback. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 18 lb down at 17-7-0, and 18 lb down at 2-" on bottom chord. The design/selection of such connection devices) Is the responsibility of others. 11) Designed by SS LOAD CASE(S) Standard Continued on page 2 A WARNING - VerVy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, Design valid for use only with MITek connectors. This design is based only upon parameters shown, and Is for an Individual building component. Suite #300 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI1 Building Component M iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/a *Center plate on joint unless x,y Damage or Personal Injury offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. diagonal and securely seat. or X-bracing, is always required. See BCSII . U �/16 1 3 TOP CHORDS 2. Never exceed the design loading shown and never stack C1-2 C2.3 materials on inadequately braced trusses. C,, 4 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all * For 4 x 2 orientation, locate �,� 33 a: X other interested parties. plates 0 - IN' from outside O d �,a " = � � 4. Cut members to bear tightly against each other. edge of truss. � a 5. Place plates on each face of truss at each joint and C7-8 Cr,' Cs-s embed fully Knots and wane at joint locations are BOTTOM CHORDS _ *This symbol indicates the regulated by ANSI/TP11. — required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall * Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 X 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ft. spacing, BEARING SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. Indicates location where bearings 14. Connections not shown are the responsibility of others. (supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior EV reaction section indicates joint approval of a professional engineer. number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. M iTeko DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, , Installing & Bracing of Metal Plate © 2004 Mitek® Connected Wood Trusses. ` Job Truss Tn,ss Type Qty vty London Campbell 06-8948 FG19 FLOOR 1 3 Job Reference I COX (SS)/ Randall Byrd, PE #23451/ 2325, Jason St. Merritt Island, Fl. / (321) 453-6564 6.200 s Feb 212005 MTek Industries, Inc. Mon Sep 11 14:07:26 2006 Page LOAD CASE(5) Standard 1) Regular: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pif) Vert: 1-15=-315(F=-215), 15-16=-300(F=-200), 7-16=-315(F=-215), 14-17=-10, 17-18=-9(F=1), 8-18=-10 Concentrated Loads (lb) Vert: 17=-18(F) 18=-18(F) 2) UBC: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-15=-178(F=-158), 15-16=-175(F=-155), 7-16=-178(F=-158), 14-17=-30, 17-18=-26(F=4), 8-18=-30 Concentrated Loads (lb) Vert: 17=-8(F) 18=-8(F) A WARNING - VerWy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, Design valid for use only with MfTek connectors. This design Is based only upon parameters shown, and is for an Individual bullding component. Suite #300 Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component M iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrlo Drive. Madison. WI 53719. Symbols PLATE LOCATION AND ORIENTATION 13/. *Center plate on joint unless x,y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and securely seat. * For 4 x 2 orientation, locate plates 0 - 1/16" from outside edge of truss. *This symbol indicates the required direction of slots in connector plates. * Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the width 4 X 4 perpendicular to slots, Second dimension is the length parallel to slots. LATERAL BRACING Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 0 O U O R Numbering System 6-4-8 dimensions shown in ft-in-sixteenths 1 2 3 TOP CHORDS BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. AGeneral Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all a: other interested parties. O = 4. Cut members to bear tightly against each other. U 0 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI1. 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 8. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 9. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 10. Plate type, size, orientation and location dimensions CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and in all BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. 12. Top chords must be sheathed or purlins provided at spacing shown on design. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ft. spacing, SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. 14. Connections not shown are the responsibility of others. 15. Do not cut or alter truss member or plate without prior 16. approval of a professional engineer. Install and load vertically unless indicated otherwise. WWI © 2004 Mitek® Job Truss Tens Type Qty London Campbell 06-0048 GE01 FLOOR 1 �Ptv 1 Job Reference I COX (SS)/ Randall Byrd, PE #23451/ 2325, Jason St. Merritt Island, FL / (321) 4S3-6564 6.200 s Feb 212005 MITek Industries, Inc. Mon Sep 11 14:07:26 2006 Page 1 Scale = 1:39.3 U6 FP= 1 2 3 4 5 6 7 8Tj 9 10 11 12 13 14 15 16 17 1 19 20 qj0 jjjj t t t 1 t t 1 1 1 1 1 1 1 1 1 1 1 414di U 3x4 = US FP= U6 = i 1-" 1 2-" 4-1-8I 5-5-8 i 6-9-8 I B-1-8 i 9-5-8 10-" 12-1-8 13-5-8 14-9-8 16-1-8 17-5-8 18-" 20-1-8 21.5-8 99� I I I F i I l I i I 10 138 1-" 1-4-0 1-4-0 1-0-0 1-4-0 1.4-0 1-0-0 14-0 14-0 14-0 1.4-0 14-0 14-0 1-4-0 14-0 14-0 0-5-8 Plate Offsets (X,Y): r20:0-1-8,Edge1, r40:0-1-8,0-1-01, f41:0-1-8,0-1-01 LOADINQpsf) SPACING 2-" CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.10 Vert(LL) n/a n/a 999 MT 20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.03 Vert(M) n/a n/a 999 BCLL 0.0 Rep Stress Inc NO WB 0.03 Horz(TL) 0.00 21 n/a n/a 6CDL 5.0 Code FBC2001/ANS195 (Matrix) Weight: 102lb LUMBER BRACING TOP CHORD 4 X 2 SYP No.2D TOP CHORD Sheathed or 6-" oc purlins, except end verticals. POT CHORD 4 X 2 SYP No.2D BOT CHORD Rigid telling directly applied or 10-" oc bradng. WEBS 4 X 2 SYP No.3 OTHERS 4 X 2 SYP No.3 REACT-IONS(lb/size) 39=69/23-3-0, 21=90/23-3-0, 38=144/23-3-0, 37=148/23-3-0, 35=146/23-3-0, 34=147/23-3-0, 33=147/23-3-0, 32=147/23-3-0, 31=147/23-3-0, 30=147/23-3-0, 29=147/23-3-0, 28=147/23-3-0, 27=147/23-3-0, 26=147/23-3-0, 25=146/23-3-0, 24=148/23-3-0, 23=142/23-3-0, 22=162/23-3-0 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 39-40=-60/0, 1-40=-60/0, 21-41=0/6, 20-41=0/6, 1-2=-15/0, 2-3=-15/0, 3-4=-15/0, 4-5=-15/0, 5-6=-15/0, 6-7=-15/0, 7-8=-15/0, 8-9=-15/0, 9-10=-15/0, 10-11=-15/0, 11-12=-15/0, 12-13=-15/0, 13-14=-15/0, 14-15=-15/0, 15-16=-15/0, 16-17=-15/0, 17-18=-15/0, 18-19=-15/0, 19-20=0/0 BOT CHORD 38-39=0/15, 37-38=0/15, 36-37=0/15, 35-36=0/15, 34-35=0/15, 33-34=0/15, 32-33=0/15, 31-32=0/15, 30-31=0/15, 29-30=0/15, 28-29=0/15, 27-28=0/15, 26-27=0/15, 25-26=0/15, 24-25=0/15, 23-24=0/15, 22-23=0/15, 21-22=0/15 WEBS 2-38=-134/0, 3-37=-133/0, 4-35=-133/0, 5-34=-133/0, 6-33=-133/0, 7-32=-133/0, 8-31=-133/0, 9-30=-133/0, . 10-29=-133/0, 11-28=-133/0, 12-27=-133/0, 13-26=-133/0, 14-25=-133/0, 15-24=-134/0, 17-23=-130/0, 18-22=-144/0, 19-21=-93/0 NOTES (7) 1) All plates are 2x4 MT20 unless otherwise Indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (Le. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) This truss design conforms with Florida Building Code 2001, based on parameters Indicated. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-" oc and fastened to each truss with 3-16d nails. Strongbadcs to be attached to walls at their outer ends or restrained by other means. 7) Designed by SS LOAD CASE(S) Standard e WARNING - Verb design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N.Outer Forty, Design valid for use only with Mfiek connectors. This design is based only upon parameters shown, and Is for an Individual building component. Suite #300 Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 Is for lateral support of IndMduol web members only. Additional temporary brocing to Insure stability during construction is the responsibility of the erector. Additional permanent brocing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criterla, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, WI 53719. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property N/< *Center plate on joint unless x,y Damage or Personal Injury offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. diagonal and securely seat. or X-bracing, is always required. See SCSI 1. t 3 TOP CHORDS 2. Never exceed the design loading shown and never stock C 1.2 C2-3 materials on inadequately braced trusses. 0 WEBS, 4 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all For4 x 2 Orientation, locate O other interested parties. plates 0 - �Ni ' from outside o �,� 9 v 4. Cut members to bear tightly against each other. edge of truss. a 5. Place plates on each face of truss at each joint and O7-8 C6-7 cs s embed fully. Knots and wane at joint locations are BOTTOM CHORDS *This symbol indicates the regulated by ANSI/TPI1. required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from Connector plates. the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall * Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 x 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ff. spacing, BEARING SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. Indicates location where bearings 14. Connections not shown are the responsibility of others. (supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior reaction section indicates joint approval of a professional engineer. number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. M iTeke DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, , Installing & Bracing of Metal Plate 0 © 2004 Mitek® Connected Wood Trusses. Job Truss TnasType Qb Pb London Campbell 06-0948 H39 ROOFTRUSS 1 1 Job Reference t COX (SS)/ Randall Byrd, PE #23451/ 2325, Jason SC Merritt Island, FL / (321) 453-6564 6.200 s Feb 212005 Mffek Industries, Inc. Mon Sep 11 15:06:03 2006 Page 1 1-10 10 4-0-13 1-10-10 4�13 Scale = 1:11.2 4.24 F12 5 a T1 Y 2 81 1 6 7 4 2x4 = 4-0.13 4�13 LOADINgpsf) SPACING 2-M CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.32 Vert(LL) 0.09 2-4 >482 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.65 Vert(TL) -0.14 2-4 >308 240 BCLL 10.0 * Rep Stress Incr NO WB 0.00 Horz(R) -0.00 3 n/a n/a BCDL 10.0 Code FBC2004/TPI2002 (Matrix) Weight: 16 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Structural wood sheathing directly applied or 4-0-13 oc purlins. SOT CHORD 2 X 4 SYP SS BOT CHORD Rigid ceiling directly applied or 9-2-3 oc bracing. REACTIONS(lb/size) 3=63/Mechanical, 2=507/0-8-0, 4=522/Mechanical Max Harz 2=152(load case 3) Max Uplift3=-74(load case 6), 2=-499(load case 3), 4=-276(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/33, 2-5=-54/0, 3-5=-34/16 BOT CHORD 2-0=0/0, 6-7=0/0, 4-7=0/0 NOTES (8) 1) Wind: ASCE 7-02; 120mph (3-second gust); h=15ft; TCDL=4.2psf; BCDL=5.Opsf, Category 11; Exp B; partially; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss requires plate Inspection per the Tooth Count Method when this truss Is chosen for quality assurance Inspection. 3) *This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 74 lb uplift at joint 3, 499 lb uplift at joint 2 and 276 lb uplift at joint 4. 5) This truss design conforms with Florida Building Code 2001, based on parameters Indicated. 6) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 46 lb down at 1-5-12 on top chord, and 22 lb up at 1-5-12, and 712 lb down and 331 Ib up at 2-10-4, and 215 Ib up at 1-3-2 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) Designed by SS LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.00 Uniform Loads (pit) Vert: 1-3=-54, 2-4=-20 Concentrated Loads (lb) Vert: 6=11(B) 7=-712(F) e WARNING - VerVy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, Design valid for use only with MRek connectors. This design is based only upon parameters shown, and Is for an Individual building component. Suite #300 Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, deliver)6 erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Informatlon available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, WI 53719. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/ 14 *Center plate on joint unless x,y Damage or Personal Injury offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. diagonal and securely seat. or X bracing, is always required. See BCSII I. 1/16 1 3 TOP CHORDS 2. Never exceed the design loading shown and never stack C14 C2.3 materials on inadequately braced trusses. WEBS C�, 4 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all * For 4 x 2 orientation, locate �,.� 3 ,� 3 other interested parties. plates 0 - 'Ni 'from outside 3 0 4. Cut members to bear tightly against each other. edge of truss. 5. Place plates on each face of truss at each joint and O7-8 C6-' C embed fully. Knots and wane at joint locations are BOTTOM CHORDS *This symbol indicates the regulated by ANSI/TPII. _ required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPII . 7. Unless otherwise noted, moisture content of lumber shall * Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 x 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ft. spacing, SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 14. Connections not shown are the responsibility of others. (supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior IV reaction section indicates joint approval of a professional engineer. number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. M ITe'ke DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, 11 ���� Installing & Bracing of Metal Plate ®is'J.14 © 2004 Mitek® Connected Wood Trusses. , Job Truss Truss Type Qty Ply London Campbell 06-0948 H4 ROOF TRUSS 1 1 Jab Reference I - GOx (55)/ Randall Byrd, PE #23451/ 2325, Jason St. Merritt Island, FL / (321) 453-6564 6.200 s Feb 212005 Mrrek Industries, Ir1G Mon Sep 11 14:54:35 2006 Page 1 -1-10-10 4-2-15 1-10.10 4.2-15 Scale = 1:11.5 4.24 F12 5 o_ T1 2 B1 1 6 4 2x4 = 4-2-15 4-2-15 LOADINQpsf) SPACING 2-" CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.30 Vert(LL) -0.01 2-4 >999 360 M720 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.10 VertM) -0.02 2-4 >999 240 BCLL 10.0 ' Rep Stress Inc NO WB 0.00 Horz(iL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2004[TPI2002 (Matrix) Weight: 16 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Structural wood sheathing directly applied or 4-2-15 oc pudins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. ,Z REACTIONS(lb/size) 3=76/Mechanical, 2=277/0-5-11, 4=33/Mechanical Max Harz 2=156(load case 3) Max Uplift3=-74(load case 6), 2=-209(load case 3) Max Grav 3=76(load case 1), 2=277(load case 1), 4=65(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/33, 2-5=-70/0, 3-5=-34/19 BOT CHORD 2-6=0/0, 4-6=0/0 NOTES (8) 1) Wind: ASCE 7-02; 120mph (3-second gust); h=15ft; TCDL=4.2psf; BCDL=S.Opsf, Category II; Exp B; partially; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss requires plate Inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) *This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 74 lb uplift at joint 3 and 209 lb uplift at Joint 2. 5) This truss design conforms with Florida Building Code 2001, based on parameters Indicated. 6) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 46 lb down at 1-5-12, and 46 lb down at 1-5-12 on top chord, and 22 lb up at 1-5-12, and 22 lb up at 1-5-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) Designed by SS LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.00 Uniform Loads (pif) Vert: 1-3=-54, 2-4=-20 Concentrated Loads (lb) Vert: 6=22(F=11, B=11) e WARNING - Veryl; design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, Design valid for use only with MfTek connectors. This design Is based only upon parameters shown, and is for an Individual building component. Suite #300 Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Chesterfield. MO 63017 Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPIi Quality Criteria, DSB-89 and BCSIi Building Component M iTek® Safety Information available from Truss Plate Institute. 583 D'Onofrlo Drive. Madison, WI 53719. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure t0 Follow Could Cause Property 3/ l4 *Center plate on joint unless x,y Damage or Personal Injury offsets are Indicated. 6-4-8 dimensions shown in ft-in-sixteenths Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss l . Additional stability bracing for truss system, e.g. diagonal and securely seat. or X bracing, is always required. See BCSII I. 1 3 TOP CHORDS 2. Never exceed the design loading shown and never stack —{ c, 2 cza materials on inadequately braced trusses. WEBS c,q 4 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all * FOr 4 x 2 Orientation, locate X �,� 3' 3 other interested parties. plates 0 - Vie' from outside O a- v 4.�,� 4. Cut members to bear tightly against each other. edge of truss. 0 5. Place plates on each face of truss at each joint and c7-8 C6-' °5-6 embed fully Knots and wane at joint locations are BOTTOM CHORDS *This symbol indicates the regulated by ANSI/TPII. required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall * Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 X 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ft. spacing, SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 14. Connections not shown are the responsibility of others. (supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior IV reaction section indicates joint approval of a professional engineer. number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPll : National Design Specification for Metal Plate Connected Wood Truss Construction. M iTeke DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate © 2004 Mitek® Connected Wood Trusses. - 106-0948 IH5 ROOFTRUSS Randall Byrd, PE Merritt Island, FL / MTek Industries, Inc Mon Sep 11 14:07:27 2006 Page 1 0 Q 1 3 0 14 I 5-7-14 Scale = 1:14.2 LOADIN((psf) SPACING 2-" CSI DEFL in (loc) I/defl Vd PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.32 Vert(LL) -0.03 2-4 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.24 VertCTL) -0.09 2-4 >722 240 BCLL 10.0 • ' Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2004/ rPI2002 (Matrix) Weight: 20 lb (LUMBER TOP CHORD 2 X 4 SYP No.21) BOT CHORD 2 X 4 SYP No.2D REACTIONS(lb/size) 3=98/Mechanical, 2=320/0-11-5, 4=57/Mechanical Max Horz 2=192(load case 3) Max Uplift3=-146(load case 6), 2=-228(load case 3) Max Grav 3=98(load case 1), 2=320(load case 1), 4=114(load case 2) FORCES(Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/33, 2-5=-97/0, 5-6=-54/0, 3-6=-56/25 BOT CHORD 2-7=0/0, 7-8=0/0, 4-8=0/0 BRACING TOP CHORD Structural wood sheathing directly applied or 5-7-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. NOTES (8) 1) Wind: ASCE 7-02; 120mph (3-second gust); h=15ft; TCDL=4.2psf; BCDL=5.Opsf; Category II; Exp B; partially; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss requires plate Inspection per the Tooth Count Method when this truss Is chosen for quality assurance Inspection. 3) *This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 146 lb uplift at Joint 3 and 228 lb uplift at joint 2. 5) This truss design conforms with Florida Building Code 2001, based on parameters Indicated. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 28 lb up at 4-3-12, 28 lb up at 4-3-12, and 46 lb down at 1-5-13, and 46 lb down at 1-5-13 on top chord, and 22 lb up at 1-5-13, 22 lb up at 1-5-13, and 12 lb down at 4-3-12, and 12 lb down at 4-3-12 on bottom chord. The design/selecdon of such connection device(s) Is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) Designed by SS LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.00 Uniform Loads (pit) Vert: 1-3=-54, 2-4=-20 Concentrated Loads (Ib) Vert: 6=25(F=12, B=12) 7=22(F=11, 8=11) 8=-12(F=-6, B=-6) A WARNING - Veryto design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, Design valid for use only with MlTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Suite #300 Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPI1 Quality Criterlo, DSB89 and BCSI1 Building Component M iTe k Safety Information available from Truss Plate Institute. 593 D'Onofrlo Drive, Madison, VVI 53719. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/4 *Center plate on joint unless x,y Damage or Personal Injury offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss l . Additional stability bracing for truss system, e.g. diagonal and securely seat. or X-bracing, is always required. See BCSI 1. 0-'/is 1 2 3 TOP CHORDS 2. Never exceed the design loading shown and never stack c1-2 c2-3 materials on inadequately braced trusses. WEBS �a,, 4 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all * For 4 x 2 orientation, locate X 7 �,3 , � % ¢ other interested parties. plates 0 - 1/16" from outside O o °� I � � 4. Cut members to bear tightly against each other. edge of truss. � d 5. Place plates on each face of truss at each joint and 07-8 �7 cs-s embed fully. Knots and wane at joint locations are BOTTOM CHORDS *This symbol indicates the regulated by ANSI/TPI1. required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall * Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 X 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated b symbol shown and/or y y BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section Of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ft. spacing, SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 14. Connections not shown are the responsibility of others. Uk (supports) occur, Icons vary but 15. Do not cut or alter truss member or plate without prior L�p reaction section indicates joint approval of a professional engineer. number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. M ITeko DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, ` Installing & Bracing of Metal Plate © 2004 MitekO Connected Wood Trusses. - c Job Truss T—T� Qty Ply London Campbell W0948 H9 ROOFTRUSS 4 1 COX (SS)/ Randall Byrd, PE it23451/ 2325, )asorl St.Merritt Island, FL / (321) 453 6564 6.b Job Reference I 200 s Fe212005 MTek Industries, Inc Mon Sep 11 14:07:27 2006 Page 1 -1-10-10 5-2-5 . 9-ia13 1-1a10 5-2-5 4.8-7 4 Is =1:21.6 4.24 12 3x4 3 1 A A W2 Wi 2 B 1 7 65 3x4 - lx4 II 3x4 = 5.25 9-10-13 5.25 4a7 LOADINQpsf) TCLL 20.0 SPACING 2-" Plates Increase 1.00 CSI TC 0.51 DEFL In (loc) I/defl L/d PLATES GRIP TCDL 7.0 Lumber Increase 1.25 BC 0.41 Vert(LL) 0.04 6-7 >999 360 Vert(TL) -0.10 6-7 >999 240 MT20 244/190 SCLL 10.0 ' Rep Stress Incr NO WB 0.32 Horz(TL) 0.01 5 r1/a n/a BCDL 10.0 Code FBC20D4/TPI2002 (Matrix) Weight: 43 lb ,UMBER BRACING 'WP CHORD 2 X 4 SYP No.2D TOP CHORD Structural wood sheathing directly applied or 6-" oc purlins. BOT CHORD 2 X 4 SYP No.21) BOT CHORD Rigid ceiling directly applied or 8-5-3 oc bracing. WEBS 2 X 4 SYP No.3 r REACTIONS(lb/size) 4=228/Mechanical, 2=428/0-11-5, 5=349/Mechanical Max Harz 2=363(load case 3) Max Uplift4=-323(load case 3), 2=-285(load case 3), 5=-185(load case 3) Max Grav4=228(load case 1), 2=428(load case 1), 5=368(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-8=0/28, 2-8=0/29, 2-3=-720/278, 3-4=-132/56 SOT CHORD 2-7=-555/657, 6-7=-555/657, 5-6=0/0 WEBS 3-7=0/305, 3-6=-711/601 NOTES (7) 1) Wind: ASCE 7-02; 120mph (3-second gust); h=15ft; TCDL=4.2psf; BCDL=S.Opsf, Category II; Exp B; partially; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss requires plate inspection per the Tooth Count Method when this truss Is chosen for quality assurance Inspection. 3) *This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 323 lb uplift at Joint 4, 285 lb uplift at Joint 2 and 185 lb uplift at Joint 5. 5) This truss design conforms with Florida Building Code 2001, based on parameters Indicated. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 7) Designed by SS LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.00 Uniform Loads (pit) Vert: 1-8=-54 Trapezoidal Loads (plf) Vert: 8=0(F=27, B=27)-to-4=-134(F=40, B=-40), 2=-2(F=9, B=9)-to-5=-49(F=-15, B=-15) e WARNING - Veryt, design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, �® Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for on Individual building component. Suite #300 Chesterfield, MO 63017 Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI1 Building Component MiTekA Safety information available from Truss Plate institute, 583 D'Onofrlo Drive, Madison, WI 53719. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/e *Center plate on joint unless x,y Damage or Personal Injury offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. diagonal and securely seat. or X bracing, is always required. See BCSII . 0 -'/ie" 1 2 3 TOP CHORDS 2. Never exceed the design loading shown and never stack C1-2 C2.3 materials on inadequately braced trusses. o WEBS �, 4 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all * For 4 x 2 orientation, locate 0 �,.� 3 tcY` ; other interested parties. plates 0 - 1/16" from outside O Q_ v 4. Cut members to bear tightly against each other. edge of truss. d 5. Place plates on each face of truss at each joint and C6-' C s embed fully Knots and wane at joint locations are BOTTOM CHORDS *This symbol indicates the regulated by ANSI/TPI1. required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall * Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 x 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ft. spacing, BEARING SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. Indicates location where bearings 14. Connections not shown are the responsibility of others. (supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior IV reaction section indicates joint approval of a professional engineer. number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. M iTeke DSB-89: Design Standard for Bracing. BCSII : Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate 9:41 © 2004 Mitek® Connected Wood Trusses. J. ALWAYS set trusses per the layout and engineering that accompany the trusses at delivery. 2-0-0 HANGERS 6 HUS 26 5 HHUS 46 1 THAC 422 rFnl b OD i ! 0 0.0 o -1l IV211 - - - 2 --- Q _ - ----- — - I 3-8-0 16-8-0 -- FG19 (3 PLY) L L 19-8-0 �§ OVIE)NED 1ST FLOOR Cj. OF SOORD 5-0-0 15-+0 Cl ci I. i Ii o o:. ` q r\ —_— w n LU — . L. __: o o 0 co 2340 T 15 ti9 _. �a cs orb I,o I II .I I! II ci •- .--- I I 6 'E7 I C3q C5A C3 C5 1F ^ Nf- f- N 6r LU - O.- J LLJ 2-0-0 ' In K oDo— SPACES'- 1�- `L2 — _ _ _ 19:8-0= a ^ ll _ODD f'- M _ Y 9T o i v a Z _ W. m -0d=IZ c:�ug= -- - --— --— I ;0 -- co . Uj Z -- i �_ Bo 00 j- — — --- - -'�_-- _- _- 19-8-0 u1 l -- : 3'-8" CANTILEVER --- _.— :--_ ---- —.- IG ---- _ X i I _C1. �/ �? _ 3A ODD_SPACE 8 io-_- I, c6 3AG , — — b 17-8" Brg. Hgt. —_ a I — _f ii II �0�����0\\� II C3 C, _ i l II (8i E4 Gci U- 18-8-0 1ST & 2ND STORY ROOF 21-4-0 9'-4" Brg. Hgt. LUMBER CO. 3874 Church Street, Sanford, FL 32771 Phone: 407 323-6990 Fax: 407 323-0014 I. Client to review overall placement plan Including dimensions, roof and Ceiling conditions, top chord six, overhang / cantilever lengths,heel heights, bearing & non4earuhg all locations and heights. 2. Client to review entry and / or other conditions that require centerlm of peals, overhangs or cantilevers to ensure proper truss design. 3. Client to review AMU conditions such as, hung from ceiling, re0es4ed into ceiling or attic mounted. It is the client's responsibility to inform truss plant of locations, six, and weights. 4. COmt to review special cOrdktlons; Such as beam bads, dropped soffit bads and WAte locations to ensure proper truss design / platernerhi 5. Ceiling drops and valleys not shown are to be field framed by client 6. Hip and comer Jacks not M are to be M in the field by others. 7. Overhangs are 2x4 or 2x6, no blocking is applied. 8. Overhangs are considered wild, ant to fit in field. 9. Temporary or permanent bracing is not included in tn6s package. 10. Erect musses per HIB-91 Summary Sheet Prim to erecting trusses C refer to sealed truss enginering Sheets for additional Important info. pre a 11. It's the client's responsibility to coordinate delivery dates with truss Q plant. Truss delivery will be on the agreed upon date with truss plant. 12. Client to provide a marked location for delivery. location must be W accessible, level and dear of materials and debris. In lieu of this, trusses wig be delivered in the best available location at our drivels u discretion. No charges will be accepted if above criteria is not met. 13. Ali toss repairs must be coordinated thru the truss pant. Do Not Cut Any Trusses before contacting truss plant with specifics of problem. 14. No bade charges or crane awrges of anry IdM wilt be accepted unless specifically approved in writing by truss pant management 15. Note: One approved Layout must be returned to truss plant before fabrication / scheduling. 16. "' Upon signing you agree that you have reviewed this placement pan In its Entirety. Approved By: Approval Date: Requested Delivery Date Loading: 47 PSF, Shingle; 20 TCLL, 7 TCDL,10 BOLL, 10 BCDL DOL=1.25 T.C. Pitch 6 / 12 Wind Code MWFRS / ASCE 7-02 C B.C. Pitch 6 / 12 � w Design Method FBC• 2001 / 7PI •2002 T.C. Size 2 x 4 j rr Wind Speed 120 mph / Exp. B \ U Heel HgL 2x4 Non Mean HgL IS Min. n 2 BWmq Block Building Cat II 2 Cantilever N/A Importance Faces 1.00 Overhang 1'4' Enclosure Partially Enclosed O O.H. Cut Plumb Enclosure lanai Partially Enclosed Spacing 24" O.C. Enclosure Entry Partially Enclosed Lumber SYP HUS26 = Typ. Single Ply Roof Truss THA422 = Typ. Floor Truss Lu ® MHUS28-2 ® LSU26 CO LTHIA26 Q SUL46 0 ® HGUS2B-2 m HHUS46 ® MTHM © SUR46 Z (0 HGUS28-3 (D HMUS48 :1; TM4C422 Q{, = Hangers are Manufactured by Simpson Strong Tie unless noted dhawise W J F— B'•D" Big. HgL C W ir4r Brg. V. V=Vi 74' Brg. HgL ® IT-r Brg. Hilt. _ _ _ _ Non -Brig. Wag m All Bearing Heights Above Finished Floor 1. 3AG MANGER ON 2ND STORY WALL SOLE PLATE 0 9.4- E39 & H39 TOE NAILS TO 3B 2. I HANGER/STRAPING TO LEDGER BY ENGR OF RECORD RECOMMENDED 2 1 3. SCAB 3AG FOLLOWING SA FOR ROOF Client : London Campbell Profea : Campbell Residence Model: ° Model w F Lot/ Subdivislorn/Stnxt Address W 612 E. 5Th St. Sanford,FL County : Seminole Date 09/11/06 Scale NTS Plan Date 08/31/06 Drawn By : SS Sleet 0 1 of 1 COX lob t W-0948 NOTICE OF COMMENCEMENT Permit No. State of Florida County of Seminole Tax Folio No. The undersigned hereby gives notice that improvement will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. _1. Dpscription of property: (legal description of the property and street address if available) � tv) F i-) ' LO.1- Gi Air- I- he ve7 �Ch f p� 2. Gencral_-lescription of improvement: Interest in property QV-'1LC( Name and address of fee simple titl - 4. Contractor a. Name and address b. Phone number _ 5. Surety a. Name and address Fax number U(J7� CERTIFIED W b. Phone number Fax number FL IDA c. Amount of bond 6. Lender , \ EPUTT CLERK a. Name and address Lj c rn n o nnn6 b. Phone number Fax number v�� L evv 7. Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as provided by Section 713.13(1)(a)7., Florida Statutes: a. Name and address b. Phone number Fax number 8. In addition to himself or herself, Owner designates of to receive a copy of the Lienor's Notice as provided in Section 713.130)(b), Florida Statutes. a. Phone number Fax number 9. Expiration date of notice of commencement (the expiration date is I year from the date of reco in T unless a•-di'fferent date is specified) �__ Signature o TwneN S vom to (or affirmed) and subscribed before me, �O 1 // �Y of , 206 �v by L` \ �. '' �,�i�� IloiloA11111nil1111111In1IIIt0f11f;7U(H®NIp�■1 -�' • �f) . Sid (1 % ■ ers�entiication OR Produced Ident$tbion a c r , �_ MARYANNE MORSE, CLERK OF CIRCUIT COURT Typduced cn : _ SEMINOLE COUNTY y ••`; v����,o AK 06427 Pq 148E; (1 ) p< '''�4'':a,�„9a1`� • \ CLER.x •E; �Qt i Ei.3 �(� ��i G�/• • ra N .. o. 0 RECORDED 09/29/2006 10: 42: 03 ON Signature of Notary Public, State of Florida ///�////� )WE pE F�\,�\\\� RECORDING FEES 10. Ea0 Commission Expires: (HIS INSTRBh N11iHpARED BY: RECORDED By G Hanford NAME ADDR. `;' � i i 1. lL C!r'i. i `_%1 t% CfTY OF SANFORD PERMIT APPLICATION RECEIVED Permit H :0- 6 t/ 1 h (late: -fob Address: —L4 1 ti( r. J,hyr(' / f, -Description of Work: T NS 1— 0 a yuare tge `�. �/ -56 i(istoric District: ZAlning: 1'alue of \\'ork: '\-•--L^—,�r Q5 ? 9'b• L C Permit "Type: Building i Electrical _ Mechanical _ Plumbing Fire Sprinkler/Alarm fool _ Electrical: New Service; - N of AMPS Addition/Alteration —_ Change of Service Temporary Pole Mechanical: Residential Non -Residential Plumbing/ New Commercial: H of Fixtures _ Plumbing/New Residential: N of Water CloseLs — ")ccupancy Type: Residential Commercial Coustruction Type: H of Stgries: Replaccmenl New (Duet layout & L'•ncrgy Calc. Required) H of Water & Sewer Lines H of<ias I.ines Plumbing Repair - Residential or Commercial Industrial N of Dwelling Units: Flood Zone: — (FERIA forut required ) '.)wuers Name &Address: -C L LQ !Mh L %i1 /9 �• 6� contractor Name & Address:_— _ Stale License Number: eQ_ 'hone C Fa:: �_��—�Z Z- 3 Contact Person: �et, .4,.4 /� �yj �f Phone: �� 3onding Company: \ddress: Norlgage Lender: —_-- —_--—_------ ►ddress: \rchitecl/Engineer: _ _— __- _ I'hone: _-- Wd ress: Fax: \pplication is hereby made to obtain a permit to do the work and installations as indicated. I cernfv that no Work or installation has commenced prior to lite ssuanec of a permit and that all work Will be performed to meet standards of all laws regulating construction in this jurisdiction. f understand that a separate ermil must be secured for HL.IiCI'RICAL WORK, PLUMBING, SIGNS, WELLS. 11001. S, FUI(NACI S, BOILERS, 111 A"fERS, "TANKS, and UR CONDI TIONIEWS, etc. )WN13R'S AFFIDAVIT: I c rtify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating onstruction and zoning. WARNING TO OWNER: YOUR FAILURI- TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT W1T11 YOUR UNDER Olt AN OTORNI Y BEFORE RECORDING YOUR NOTICE 01: COMMENCEMENT. JOTICL•: 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 his county, and there may be additional pennits required from other governmental entities such as water management districts, state agencies, or federal agencies. \ccep c of t i verlf catioll tat' will notif If owner of the property of the requirements of Florida Lien Law, FS 713. idnalureoPOwner/Agen - �111����������lte Signature of Contractor/Agent Date Print Owner/Agent's tj ne ` • • :"''" c' Print Contractor/Agent's Nalne KN _ 9¢ 9.ib - tip grmature of Notary -State of F ida • 1 .rr 15,1; = Signature of Notarv-Stale of Florida Date Owner/Agent is _ _ Produced ID .PPROVALS: pecial Conditions ;cv 0312006 • ar T Q `�•;..«n;arc. ��- �,d \\ sonally Kn • 3( \\\� Yw4rrl /lI_: I-D: Contractor/Agent is _ Personally Known to Me or Produced ID � <� 3, 78 ! r m i I d :--6') Q 2 - (, 0 / •b Address:_ O,a- (CtA 41�� CITY OF SANFORD PERMIT APPLICATION Dale: I.2 - eseriplion of Work:, - /— -b1 h J G—__ Total Square isloric District Value of Work: 10 i xuait Type: Building Electrical __— Nlechanical _'__ I'lufiffing V Firc Sprioklcr/Alarm --__ __ Vool ectrical: New Service - 4 of AMI'S Addition/Alteration Change of Service _- _ _ I-enrporary foie --_ _ echanical: Residential Non -Residential —_ Replacement Nc,.v (Duct I-avom A, Encrgy hale. Rcquircd) umbing/ New Commercial: N of Fixtures d of Watcr &, Sewer Lines— k of Gas Lines umbing/New Residential: tt of Water Closets -__ Plumbing Repair -- Rcsidcnli:rl err (,(lMMUCial -cupancy Type: Residential Commercial Industrial mstruclion Type: N of Stories: d of Dwelling Units: blood Lone: _ (FFAIA form raluived ) vuers Name & Address: ntca or-Name:&=Addrtsst' _rya_✓ • 64A 3 Z . e✓G=�/Gt_ 7 �_�.�i Statcl.iccusc Numbcr - _ C F�n�f.G 9 one & 1:31: _-- Contact Person: nding Company: - -- - - ---- - -- [dress. ]rtgage bender: dress: chilect/Engincer: dress --- Far plication is hereby made to obtain a permit to do the work and installations as indicated 1 ccaifv that no work m insuillaoun has conuncnecd prior u, the lance of a pemlit and Utat all work will be performed to meet standards of all laws regulating consinrclion in this luosdicliou. 1 understand dlat a separate mit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOIS, FURNACES, BOILERS. I II A"1'1-'1(S. TANKS, and t CONDITIONEILS, etc. /NER'S AFFIDAVIT: 1 ccitify [hat all oftllc foregoing infonnation is accurate and that all work will he dun: in compliance will] all applicable laws rcgulating rstnrction and zoning. WARNING TO OWNER: YOUR FAILURETO RECORD A NOTICE OF COMMENCEMENT MAY RI.SUET IN YOtJI( VA YIN(; fICE FOR IMPROVEMENTS TO YOUR PROI'I:RTY. IF YOU INTEND TO OBTAIN FINANCING. CONSI IL3" Wl"I"I l YOUR 1_1 NDI R Olt AN "FORNI Y 13EFORI: R17CORDING YOUR NOTICE OFCOMMENCEMENT. TICE: In addition to the requirements of this permil, there may be additional restrictions applicable to this property that may be lllund ill the public records of : county, and there may be additional perruits required from other govmuncntal entities such as water Management districts, stale agencies, err federal agencies. xptance of permit is verification that I will notify like owner of the property of the requireme s )f Florida I.. Law. FS 7I 3. Slgnalurc ofO%%v"/Agent Dale Sign err: of Contraclur/Ag:nt at: Print Owner/Agenl's Name I'rin�C.'ontractnj/A]�:nt; s Name - -- --- Signature of Notary -State of Florida Owner/Agent is _ Produced ID 'ROVAI S: ZONING: cial Cooditiolu: 03C2(X)G Personally Known to Mc or Uf I L: Date Signature of Notary -State of F o " DEBBIE BLANTON MY COMMISSION # DD 188491 EXPIRES: February 25, 2007 Contractor/A cytpyNOTlkrsunalYyt}?Y17Yc�liet4i'"M ..�- FD: E'NG: 131-06: COUNTY OF SEMINOLE IMPACT FEE STATEMENT ISSUED BY CITY OF SANFORD STATEMENT NUMBER 106-75196 BUILDING PERMIT NUMBER: 0:7 �41 (CITY) UNIT ADDRESS: TRAFFIC ZONE: JURISDICTION: 06 SEC: TWP: RNG: SUBDIVISION: PLAT BOOK: OWNER NAME: ADDRESS: APPLICANT NAME: ADDRESS: DATE: /�—�6 COUNTY NUMBER: CITY OF SANFORD PARCEL: TRACT: LAND USE CATEGORY: 001 - Single Family Detached House TYPE USE: Residential WORK DESCRIPTION: Single Family House: Detached - Construction FEE BENEFIT RATE FEE UNIT RATE PER # & TYPE TOTAL DUE TYPE DIST SCHEDULE DESC. UNIT OF UNITS ROADS -ARTERIALS CO -WIDE 0 dwl unit $ 705.00 1 S 705.00 ROADS -COLLECTORS NORTH 0 dwl unit $ 000.00 1 $ 000.00 LIBRARY CO -WIDE 0 dwl unit $ 54.00 1 $ 54.00 SCHOOLS CO -WIDE 0 dwl unit $1,384.00 1 $ 1,384.00 AMOUNT DUE _ S 2,143.00 STATEMENT RECEIVED BY: L-�i7 ion �y5�� SIGNATURE : (PLEASE PRINT 9AME) 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-APPLICANT 4-COUNTY **NOTE** PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES WHICH ARE DUE AND PAYABLE PRIOR TO ISSUANCE OF A BUILDING 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 EAST FIRST STREET, SANFORD, FLORIDA 32771; (407) 665-7474. ice, ;t:1Z'bd&3Uii *.: ." 1 _;� CITY OF SANFORD BUILDING DEPARTMENT 300 NORTH PARK AVENUE SANFORD. FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE THE STATEMENT NUMBER AND CITY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THE NOTICE. ***THIS STATEMENT IS VALID ONLY IN CONJUNCTION WITH ISSUANCE OF A*** *******************SINGLE FAMILY BUILDING PERMIT******************** 29327• + 405• + 226• + I iA 2,958• 0• * 29327• x 40• = 93t080• * 0• * 405• x 89100- 0• * 226• x 18• _ 49068- 0• * 0• * 939080• + 8o100• + 4s068• + VA 105P248• * 0• * 29958- 2• _ 19479- 19479• x 0.01 = 14.79 0• * 14.8 + 14.8 *