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HomeMy WebLinkAbout510 Valencia St 04-3284 COb d • 1V ` SUBDIVISION PERMIT ADDRESS � CONTRACTOR PERMIT #C�k' 2� DATE ADDRESS PERMIT DESCRIPTION 77N � PERMIT VALUATION PHONE NUMBER SQUARE FOOTAGE • PROPERTY OWNERC ADDRESS PHONE NUMBER ELECTRICAL CONTRACTOR n MECHANICAL CONTRACTOR o d. PLUMBING CONTRACTOR y [=i MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE CITY OF SANFORD �J P.O. BOX11788 SANFORD FL 327721788 C E R T I F I C A T E O F O C C U P A N C Y P E R M A N E N T Issue Date . . . . . . 6/04/07 Parcel Number . . . . . 31.19.31.507-0800-0170 Property Address . . . 510 VALENCIA ST SANFORD FL 32771 Subdivision Name . . . Legal Description . . . Property Zoning . . . . SINGLE FAMILY Owner . . . . . . . . . DOUG MC DUFFEE Contractor . . . . . . Application number 04-00003284 000 000 Description of Work NEW SINGLE FAMILY HOME - DETACHED Construction type . . . CONCRETE BLK WITH FRM EXT Occupancy type . . . . SINGLE FAMILY Flood Zone . . . . . . NONE Approved . . . . . . . 0 Building Official VOID UNLESS SIGNED BY BUILDING OFFICIAL 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. U.S. DEPARTMENT OF HOMELAND SECURITY ELEVATION rE,RTIFICATE OMB No. 1660-0008 Federal Emergency Management Agency Expires February 28. 2009 National Flood Insurance Program Important: Read the instructions on pages 1-8. — SECTION A - PROPERTY INFORMATION For Insurance G:ompanyUse: Al. Building Owner's Name Policy Number. Doug Mcduffee A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Company NAIC','Number 510 Valencia Street City State ZIP Code Sanford FL 32771 A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc. Lot 17, Block 8, SANLANTA, according to the Plat thereof, as recorded in Plat Book 3, Page 80, of the Public Records of Seminole County, Florida. A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.) Residential A5. Latitude/Longitude: Lat. Long. 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_i_ 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) 0 sq ft a) Square footage of attached garage 320 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 0 walls within 1.0 foot above adjacent grade 0 c) Total net area of flood openings in A8.b 0 sq in c) Total net area of flood openings in A9.b 0 sq in SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP Community Name & Community Number B2. County Name B3. State 120294 Seminole Count Seminole 7 Florida B4. Map/Panel Number B5. Suffix B6. FIRM Index B7. FIRM Panel B8. Flood B9. Base Flood Elevations) one 12117C 0045 E Date Effective/Revised Date Zone(s) AO, use base flood depth) 04/17/1995 04/17/1995 X 1310. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in Item B9. ❑ FIS Profile ® FIRM ❑ Community Determined ❑ Other (Describe) B11. Indicate elevation datum used for BFE in Item B9: ® NGVD 1929 ❑ NAVD 1988 ❑ Other (Describe) B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? Designation Date ❑ CBRS ❑ OPA ❑ Yes ® No SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) Cl. Building elevations are based on: ❑ Construction Drawings* ❑ Building Under Construction* ® Finished 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, V1-V30, V (with BFE), AR, AR/A, AR/AE, AR/A1-A30, AR/AH, AR/AO. Complete Items C2.a-g below according to the building diagram specified in Item AT Benchmark Utilized Seminole County #3605901 Vertical Datum NAVD 1988 Conversion/Comments a) Top of bottom floor (including basement, crawl space, or enclosure floor) 31 .53M feet b) Top of the next higher floor n/a —M feet c) Bottom of the lowest horizontal structural member (V Zones only) n/a _Il feet d) Attached garage (top of slab) 30 .89M feet e) Lowest elevation of machinery or equipment servicing the building 30 .72M feet (Describe type of equipment in Comments) f) Lowest adjacent (finished) grade (LAG) 29 .92M feet g) Highest adjacent (finished) grade (HAG) 30 .62_0 feet 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. 1 certify that the information on this Certificate represents my best efforts to interpret the data available. l 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. Certifier's Name License Number Garland L. Harman . Leon L. Hampton #3947 State of Florida, #5910 State of Florida Title Company Name Professional Land Survevor Residential Survevinq Specialists. Inc. FFAAA Fnrm R1-'Al Fahriianr 90r1R Caa ravarca circa fnr rnntimintinn RanlacaC all nravini is artitinnc IMPORTANT: In these spaces, copy the corresponding information from Section A. For' Insurance Company Use: Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy. Number 510 Valencia Street City State ZIP Code Company NA IC Number Sanford FL 32771 SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. Comments 0-169339 of fho r 4 - 90 d7 fcof SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zones AO and A (without BFE), complete Items E1-E5. If the Certificate is intended to support a LOMA or LOMR-F request, complete Sections A, B, and C. For Items El-E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters. El. Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent grade (HAG) and the lowest adjacent grade (LAG). a) Top of bottom floor (including basement, crawl space, or enclosure) is ❑ feet ❑ above or ❑ below the HAG. b) Top of bottom floor (including basement, crawl space, or enclosure) is ❑ feet ❑ above or ❑ below the LAG. E2. For Building Diagrams 6-8 with permanent flood openings provided in Section A Items 8 and/or 9 (see page 8 of Instructions), the next higher floor (elevation C2.b in the diagrams) of the building is ❑ feet ❑ above or ❑ below the HAG. E3. Attached garage (top of slab) is ❑ feet ❑ above or ❑ below the HAG. E4. Top of platform of machinery and/or equipment servicing the building is ❑ feet ❑ above or ❑ below the HAG. E5. Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without a FEMA-issued or community -issued BFE) or Zone AO must sign here. The statements in Sections A, B, and E are correct to the best of my knowledge. Property Owner's or Owner's Authorized Representative's Name Address City State ZIP Code Date Telephone Comments Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) the local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. Check the measurement used in Items G8. and G9. 31. ❑ The information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect who is authorized by law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) 32. ❑ A community official completed Section E for a building located in Zone A (without a FEMA-issued or community -issued BFE) or Zone AO. 33. ❑ The following information (Items G4.-G9.) is provided for community floodplain management purposes. Permit Number G5. Date Permit Issued G6. Date Certificate Of Compliance/Occupancy Issued W. This permit has been issued for: ❑ New Construction ❑ Substantial Improvement 38. Elevation of as -built lowest floor (including basement) of the building: ❑ feet Datum 39. BFE or (in Zone AO) depth of flooding at the building site: ❑ feet Datum Local Official's Name Title Community Name,.., Telephone Signature.- Date Comments ✓. ❑Check here if attachments =FMA Fnrm R1_11 Fohninry gnnr, Ranlacac all nravinim ariitinnc t - 927 Fern Street Altamonte Springs FL 32701 Ph (321) 397-2243 Fax (321)397-2222 June 14, 2007 City of Sanford Building Division PO Box 1788 Sanford, FL 32772-1788 Re: Lot 17, 510 Valencia Street, Sanford FL 32771 Dan M. Florian Acting Building Official The finished Floor Elevation for the above referenced property is 31.53 feet. North American Vertical Datum 1988. ( N.A.V.D 1988) The crown of road elevation of the adjacent street is 29.47 feet N.A.V.D. 1988. The difference in elevation between the floor and the street is 2.06 feet or 24 3/ ". PLS # 3947 Garland L. Harman :t ` n — ^k` �...,, l�-r�7 CERTIFICATE OF OCCUPANCY REQUEST PERMIT NUMBER: ADDRESS: CONTRACTOR: CONTACT: New Single Family 04-3284 510 Valencia St DOUG MC DUFFEE 407-687-5114 If you have any condition: please note them below — if Groupwise Server comes back up before you respond, please send e-mail to Building Division contact. on �ublric Works: �`1 Ping & Dev Svcs: Utilities: Fire: CITY OF SANFORD PERMIT APPLICATION Permit #: VDate: AJ " 00 Job Address: _ �/� {/ �}/ f.ti1 (D / Description of Work: 1 0 J ,u C'N _ Historic District: Zoning: Value of Work: Permit Type: Building Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool _ Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole _ Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Cale.. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential Commercial Industrial Total Square Footage: Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required for other than X) Parcel #: 21 `/�✓ "_ 3 / — (Attach Proof of Ownership & Legal Description) Owners Name & Address: �� 3L7'7) Phone: Contractor Name & Address: Ci(-93^3 IK State License Number. Phone & Fax: Bonding Company: Address: Mortgage Lender: Address: Contact Person: Phone: Architect/Engineer: Phone: Address: Fax. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work win be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate pennit 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 rcgulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR, PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will non the owner of the property of the requirements of Florida Lien Law, FS 713. O �Signat.wner/Agent Date Signature of Contractor/Agent �Onr/Agent'sR.Name n c Print Contractor/Agent's Name Si aofNotDE691t BLAANTON MY COlAIGSION # DD 188491 ST EXPIRES: February 25, 2007 &WACriAgent'is Et PV"90A1J* GuclWACb l or _'Proditce CB /v-6, u Date Signature of Notary -State of Florida Date Date Contractor/Agent is _ Personally Known to Me or Produced ID APPLICATION APPROVED BY: Bid : c O 0� � Zodin g� es: (Initial & Date) (Initi Date (Initial & Date) Special Conditions: FD: (Initial & Date) Letter of permission 10-6-04 I Brian and Lorain Nash give Doug_ Mcduffee permission to place a temporary construction fence on 15' of lot 6 san lanta for up to 4 months to help facillatate and protect the construction site at 510 Valencia st . lo�c�ti� Brian Nash Lorain Na y G,} LOT2 LOT3 LOT4 BLOCK 8 BLOCK 8 BLOCK 8 pp. M1 I" I.R. FD. 28'-5 NOTE BASIS OF ELEVA DON SEYM/O'LE t TY, FLORIOA .• 8000WARK U29720f - IAIICjabl ELEVATION — 46.218 Ar` SET P.K. NAIL k SEW.. CO DISK STAM 329-72—01 AT THE N.E. CORNER OF A CONC. PAD I CORNER OF THE FIRST UNION BANK PRO EAR 7W SMC IERTY AND �;•'/ / , NE OF SANFORD UDDLE SCHOOL OT 16 I % / v LOT 18 LOCK 8 I '% BLOCK 8 cs �1 YAK SW CORNER OF LOT 16 FLOCK 8 (U e la 1.5 aA P.C. 55.00 P. 55.4 M. FD. 55.00' P. 55.03 M. 5/B" LR. O O r7 O 7 � ............ .......... _....................................... ..... _.............. _..... ......... ..... 1�'Y.... _............ ..... ........ _............... .....e`.................... VALENC/A STREET (IMPROVED) 60' RIW D/ 11 T DI A Al a �2(Lv►ttf v�( - 3zsy e wx?o Q n n �, coo nj sipoLL-E VACANT LOT LOT 17 t cn��o NLe� BLOCK a Utz � -I-� �py(L. vVl i � I o.•v / e iI{ � /L Permit # Job Addi CN- Ia1�A Description of Work: N Pit Q Irt Historic District: Zoning: CITY OF SANFORD PERMIT APPLICATION Date: Value of Work: m Permit Type: Building Electrical C,"- Mechanical tf Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPSAddition/Alteration Change of Service Temporary Pole Mechanical: Residential _Non -Residential Replacement New _ (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets _ Plumbing Repair — Residential or Co�lmmercial Occupancy Type: Residential V Commercial Industrial Total Square Footage: gl A' -jW Construction Type: 02AWML12�6Stories: # of Dwelling Units: —�— Flood Zone: (FEMA form required for other than X) Parcel #: (Attach Proof of Ownership &Legal Description) Owners Nacre & Address: P#`one:- Contractor Name & Address: State License Number: Phone & Fax: Con`tacVPerson /c • Phone:_ Bonding Company: _ _'® yy t a I Address: / 0 r itd-„ 4 -Mortgage Lender: t0/19— V10 iV1 V1 till Address: �cfiitect/En 'ineer: r is --� -- � - Address: - -- Fax: _ Application is hereby made to obtain a permit to do the work and installations as indica d' c°ertt t�a iio wptrk o "ns Ilario�has G imenced prior to the 6 ` 99 N issuance of a permit and that all work will be performed to meet standards of ti,�l laws re �a tng on I i i29 jpri diction I un"stand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS WELLS, P BLS FU I E EATERS T IKS, 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 zw,F, regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR LAYING 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. cepta,re or permit is en on at � will otify th er oQf the property of the requirements of Florida Lien Law, FS 713. na a of Owner/Agent Date Signature of Contractor/Agent Date DO - L P "nf Owner/Agent's a Print Contractor/Agent's Name ._ psi aiur ro* ty;atatgi8�rtte���4280 Date Signature of Notary -State of Florida Date EXPIRES: November 12, 2006 �<..rEOF.FC�P\O,r Bonded Thru Budget Notary Services Owner/Agent is _ Personally Known to Me or Contractor/Agent is _ Personally Known to Me or Produced ID lc4 A M - %-l7 -S U, \ 3 k Z( � _ Produced ID APPLICATION APPROVED BY: Bldg: �W ��a- ® / O/Utilities: r! C Gfi FD: (Initial & atef (Initial & at (Initial & Date) Special Conditions: (Initial & Date) 13-5x 273.- 371,7 3 7 - 5 + 24 1 - 37 5 - 20" Fj 7 5 ", VA-\ 24 1-x 0 5 7 5,, cl 2 7 13 7 7 -7 27, DEVELOPMENT FEE WORKSHEET CITY OF SANFORD. UTILITY — ADMIN. P.O. BOX 1788 SANFORD, FL 32772-1788 Project Name: Owner/Contact Person: Address: Type of Development: 1) RESIDENTIAL Type of Units (single family or multi -family): Total Number of Units: Type of Utility Connection (individual connections or central water meter & common sewer tap): Water Meter Size (3/4", 1", 2", etc.): REMARKS: 2) NON-RESIDENTIAL Type of Units (commercial, .Industrial, etc.): Total Number of Buildings: Number of Fixture Units (each building): Type of Utility Connection (individual connections or central water meter & common sewer tap): Water Meter Size (3/4", 1 ", 2", etc.) REMARKS: CONNECTION FEE CAL CULAT70N.' 2�J Date Phone: V07 Nam - Signature - Date vsrnccn »in2 z 'r -.at' y a, CITY OF SANFORD BUILDING DIVISIO 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 unifier 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 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 zlla.y not hire an unlicensed person to act as your contractor or to supervise people working on your buildiri . I1 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, eteo Cif en e t� , 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 allowed by law on the permitted structure. Own uilder Signature Date Print Own Builder Name ignature ;o€1 tart' Lok b�"E Date * MY COMMISSION # DD 164280 NTgr a\a, EXPIRES: November 12, 2006 TOFF a. sonde T Owner is PersdIS i'l 9fMWA"wMe or has Produced ID (V) a 31 -117 Slo - t CITY OF SANFORD BUQ,DING DIVISION OWNER/ULLDER 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 $25.000 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 stricture by the o«iier-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 lacy 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 $25.000. 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 required by state law and by county or municipal licensing ordinances. I, % eeU.c, .f�Jy p�e,---. , 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 allowed by law on the permitted structure. / er/ uilder Signature Date CFCs e� C9 Print Own r/Builder Name <—S.i ,hure� Irv_ fWRE0I0kNrMVE Date * MY COMMISSION # DD 164280 EXPIRES: November 12, 2006 Owner is4r"),GFf�a Perk° :Y k*n f,oNv Illov T4e or has Produced ID M 92A - 1 77 ' S - I 1_- C) Seminole County Property Appraiser Get Information by Parcel Number Page I of I PARCEL DETAIL _ M Back UP, S 3 �s 2004 WORKING VALUE SUMMARY Value Method: Market GENERAL Number of Buildings: 0 Parcel Id: 31-19-31-507-0800-0170 Tax District: Sl-SANFORD Depreciated Bldg Value: $0 Owner: MC DUFFEE DOUG Exemptions: Depreciated EXFT Value: $0 Address: 751 SEMINOLA BLVD Land Value (Market): $13,030 City,State,ZipCode: CASSELBERRY FL 32707 Land Value Ag: $0 Property Address: Just/Market Value: $13,030 Subdivision Name: SAN LANTA Assessed Value (SOH): $13,030 Dor: 00-VACANT RESIDENTIAL Exempt Value: $0 Taxable Value: $13,030 2004 Notice of Proposed Property Tax SALES 2003 VALUE SUMMARY Deed Date Book Page Amount Vaclimp 2003 Tax Bill Amount: $201 WARRANTY DEED 07/2003 04945 1065 $22,5W Vacant 2003 Taxable Value: $9,631 DOES NOT INCLUDE NON -AD VALOREM Find Comparable Sales within this Subdivision ASSESSMENTS LAND Land Unit Land LEGAL DESCRIPTION PLAT Land Assess Method Frontage Depth Units Price Value LOT 17 BLK 8 SAN LANTA FRONT FOOT & 55 150 .000 230,00 $13,030 PB 3 PG 80 DEPTH I I NOTE: Assessed values shown are NOT certified values and therefore are subject to change before being finalized for ad valorem tax purposes. *** If you recently purchased a homesteaded property your next years property tax will be based on JustlMarket value. http-Hwww.scpafl.org/pis/web/re web. semi nolecounty-titl e'?PARCEL=311931507080001... 9/27/2004 This instrument prepared by: STEPHEN H. COOVER `/HUTCHISON, MAMELE & COOVER, P.A. - 230 North Park Avenue Sanford, FL 32771 Permit No. STATE OF FLORIDA COUNTY OF SEMINOLE MARYANNE MORSE, CLERK OF CIRCUIT COURT SEMINOLE COUNTY AK 05249 PGS 1729-173m CLERK'S # 2004049301 RECORDED 04/W/eW 01; 5811@ pM RECORDING FEIS 10.5@ RECORD0 BY L McKinley Tax Folio No. 30-19-525-0000-0360-2 NOTICE OF COMMENCEMENT The undersigned hereby gives notice that improvements 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. Description of property: Lot 17, Block 8, SAN LANTA, according to the Plat thereof, as recorded in Plat Book 3, Page 80, Public Records of Seminole County, Florida. 2. General description of improvement: residential dwelling 3. Owner information: a. Name and address: Douglas S. McDuffee b. Interest in property: Fee Simple Owner 4. Contractor: Douglas S. McDuffee Address: 1005 S. Sanford Avenue Sanford, FL 32771 5. Surety: N/A a. Name and address: b. Amount of bond: 6. Lender: Joseph A. Ruggieri and Cindy L. Ruggieri, his wife, c/o Stephen H. Coover, Hutchison, Mamele & Coover, P.A., 230 North Park Avenue, Sanford, FL 32771. 7. Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as provided by § 713.13(1)(a)(7), Florida Statutes: Stephen H. Coover, Hutchison, Mamele & Coover, P.A., P.O. Box 1149, Sanford, FL 32771. 8. In addition to himself, Owner designates Joseph A. Ruggieri and Cindy L. Ruggieri, 1961 Lake Emma Road, Longwood, FL 32750 to receive a copy of the Lienor's Notice as provided in § 713.13(1)(b), Florida Statutes. 9. Expiration date of notice of co encement: N/A �&W 6 �dini OU LA S. McDUF E CERTIFIED COPYY-., MARYANNE MORN CLERK OF CIRCUIT COU SEMI LE 00""T1G BD DB STATE OF FLORIDA COUNTY OF SEMINOLE The foregoing instrument was acknowledged before me this day of March, 2004, by DOUGLAS S. McDUFFEE [ ] who is personally known to me, or [ who has produced Florida drivers license as identification, 4Y,4��� Ptoftt,Stephen H CwW Notary Public, State of Florida ` My CommissionDD176799 Print Name:•,, EVires January 9,2007 My Commission Expires: FORM 60OA-2001 FLORIDA I CODE FOR BUILDINGCONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: MCDUFFEE Builder: Ise=ro-r4 Address: S d ' VALENCIA ST Permitting Office: City, State: SANFORD, FL 32771- Permit Number: (mil(. 3a 0 Owner: DOUG MCDUFFEE Jurisdiction Numb r: Climate Zone: Central OCA `szc I. New construction or existing 2. Single family or multi -family 3. Number of units, if multi -family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft) 7. Glass area & type a. Clear glass, default U-factor b. Default tint c. Labeled U or SHGC 8. Floor types a. Slab -On -Grade Edge Insulation b. N/A c. N/A 9. Wall types a. Concrete, Int Insul, Exterior b. N/A c. N/A d. N/A e. N/A 10. Ceiling types (IRCC) a. Under Attic b. N/A c. N/A 11. Ducts(IRCC) a. Sup: Unc. Ret: Unc. AH: Interior b. N/A New _ 12. Cooling systems Single family _ a. Central Unit Cap: 36.0 kBtu/hr - I _ SEER:12.00 - 3 _ b. N/A - No _ - 2339 ft' c. N/A _ Single Pane Double Pane _ - 297.0 112 0.0 ft2 _ 13. Heating systems 0.0 ft2 0.0 ftz _ a. Natural Gas Cap: 40.0 kBtu/hr 0.0 fF 0.0 if AFUE: 0.80 - _ b. N/A �g _ R=0.0, 249.0(p) ft - 6"!4&g - C11i 14. Hot water systems OF ��� �AF® R�8.0, 2146.0 ft = a. Electric Resistance pORD 40.0 gallons _ _ EF: 0.88 b. N/A - c. Conservation credits (HR-Heat recovery, Solar R=30.0, 2339.0 W _ DHP-Dedicated heat pump) _ 15. HVAC credits - (CF-Ceiling fan, CV -Cross ventilation, _ HF-Whole house fan, Sup. R=6.0, 40.0 ft _ PT -Programmable Thermostat, MZ-C-Multizone cooling, MZ-H-Multizone heating) Glass/Floor Area: 0.13 Total as -built points: 26200 PASS SS Total base points: 31807 /�► I hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code. PREPARED BY:��, G� DATE: 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: EnergyGauge® (Version: FLRCSB v3.30) * ResmanuJ(c) Version 3 * RESIDENTIAL HEAT GAIN / HEAT LOSS CALCULATION (BASED ON A.C.C.A. MANUAL J - SEVENTH EDITION (c) 1986 by A.C.C.A.) --------------------------------------------------------------------------------------------- Project MCDUFFEE IPrepaired by: Address 1517 VALENCIA ST IBARNES A/C & HEATING City SANFORD 1915 W. 2ND ST. State/Zip FL 32771- ISANFORD , FL. Owner DOUG MCDUFFEE ITEL:1-407-323-3517 Builder OWNER IFAX:1-407-321-5579 HVAC Contr ]email: --------------------------------------------------------------------------------------------- Cond Floor Area = 2339 (Total Glass Area = 297 Conditioned Floor Area to Total Glass Area Ratio = 12.7% --------------------------------------------------------------------------------------------- * USA Climatic Conditions & Design Conditions * --------------------------------------------------------------------------------------------- Geographical Location I Sanford, Florida North Latitude / Elevation 1 28' 14Ft. Above Sea Level Outdoor Winter Dry Bulb 1 380 Indoor Winter Dry Bulb 1 700 Winter Temperature Diff. (wTd) 1 320 Outdoor Summer Dry Bulb 1 930 Outdoor Summer Wet Bulb 1 760 Outdoor Summer Hum. Ratio Gr/Lb 137 Indoor Summer Relaltive Hum. 150% Indoor Summer Design Gr/Lb. 144 Indoor Summer Dry Bulb 1750 Summer Temperature Diff.(sTd) 1180 Summer Daily Range ] 170 (Medium Deviation) --------------------------------------------------------------------------------------------- * HEATING SUMMARY * MCDUFFEE.enb * COOLING SUMMARY * -------------------------------------------------=------------------------------------------- SUBTOTAL 34220.9 1 STRUCTURE SENSIBLE = 24390.5 1 OCCUPANTS + 1800.0 1 APPLIANCES + 1200.0 1 SUBTOTAL SENSIBLE = 27390.5 DUCT LOSS + 1711.0 1 DUCT GAIN + 2739.1 TOTAL LOSS = 35931.9 1 TOTAL SENSIBLE = 30129.6 MECHANICAL VENT.- 50 CFM = 1760.0 1 MECHANICAL VENT.- 50 CFM = 990.0 1 TEMP.SWING 3.0°@ 95° x 1.0 MINIMUM EQUIPMENT LOSS = 37691.9 1 MINIMUM EQUIPMENT SENSIBLE = 31119.6 ------------------------------------------------ 20% OVERSIZE -------------------------------------------- LOSS = 7538.4 ] 20% OVERSIZE SENSIBLE = 6223.9 EQUIPMENT LOSS + 37691.9 1 EQUIPMENT SENSIBLE + 31119.6 MAXIMUM EQUIPMENT LOSS = 45230.3 1 MAXIMUM EQUIPMENT SENSIBLE = 37343.5 ------------------------------------------------]-------------------------------------------- 1 TOTAL LATENT = 7550.9 1 EQUIPMENT SENSIBLE + 31119.6 1 EQT.SENSIBLE + LATENT = 38670.5 --------------------------------------------------------------------------------------------- * AIR FLOW FACTORS * --------------------------------------------------------------------------------------------- HEATING FACTOR (BTUH/CFM) = 29.1 ] COOLING FACTOR (BTUH/CFM) = 16.4 HRATTMa CFM = 1295.7 COOLING CFM = 1718.4 EQT. MANUF CU MOD # AHU MOD # HEATING INPUT HEATING OUTPUT HEATING CFM AFUE/HSPF ------------------------------------------ * EQUIPMENT SELECTION ------------------------------------------ I SENSIBLE CLG_ ] LATENT CLG _ TOTAL CLG _ (BTUH) I TONAGE (BTUH) I (S)EER (BTUH) I COOLING CFM_ I TYPE ----------------------- (BTUH) (BTUH) (BTUH) i 901JFro I 6 w L-10;'f (WofL-) 4-o7-33c;,- 5G75 Ci-foMF) 4-07- 3a 1-3-r(,Z ESTIMATING THE FRESH AIR REQUIRED FOR A POLYSTEEL HOME This method is to be used only as a guideline for estimating purposes. Please follow your HVAC specialists recommendation for providing air make up to your Polysteel® Form home. Also note that the example shown below assumes that the three people remain in the house 24 hours per day. GIVEN: Fresh air required per person: 900 ft3/hr. (15 cfm per ANSI/ASHRAE 62-1985) Air leakage into Polysteel Home: 0.10* ACH (Air changes per hour) V= total air volume in house AL= air leakage per hour due to air infiltration FAR = fresh air required per hour Step 1• Calculate V: V (ft-3) - FLOOR AREA (ft') x CEILING HEIGHT (ft) Step 2• Estimate the AL in the Polysteel® house: AL-0.10*xV Step 3• Estimate FAR based upon the number of people living in the house. FAR = NUMBER OF PEOPLE x 900 ft3/hr. (note: Double 900 to 1800 ft' if a smoker lives in the house) Step 4• Estimate additional fresh air required: ADDITIONAL FRESH AIR REQUIRED = FAR - AL Step 5• Select the method you will use to provide the additional fresh air from one of the following: a. open windows, doors, etc. b. add fresh air side duct to add small amount of fresh air to HVAC air intake c. utilize ventilation fan d. install an air -to -air -exchanger Example: Your Polysteel house is 2,100 ft'- in floor area with 8 ft. ceilings. There are two adults and one child in the house and no one smokes. Estimate the fresh air requirement. Step 1• V = 2100 x 8 = 16,800 ft' Step-2- AL = 0.10 x 16,800 = 1,600 ft' per hour Step 3• FAR = 3 x 900 = 2,700 ft' per hour Step 4• ADDITIONAL FRESH AIR REQUIRED = 2700 -1600 = 1100 ft3 per hour Step 5• Since 1100 ft' per hour is only 18 ft' per minute, opening a window periodically or running a vent fan periodically may provide the fresh air needed. Alternatively, a small fresh air exchanger could be installed with a timer so that it runs at intervals throughout the day. NOTE: We recommend that you do not use the often quoted guideline of 0.35 air changes per hour. This number does not take into consideration the number of people living in the house in relation to the size of the house. If you use 0.35 ACH, the fresh air added to the house will be excessive in many cases and the result will be an unnecessary increase in the heating and air conditioning cost. *0.10 ACH based on average of multiple blower door tests. Use actual test data on house if available. s SIZING HVAC EQUIPMENT IN POLYSTEEL FORM HOMES American Polysteel®, Inc. has established this design table to assist heating and air conditioning contractors in sizing their equipment for installation in houses built with our Polysteel® Forms. These guidelines assume that all exterior walls of the heated (and air conditioned) spaces are built with Polysteel® Forms filled with concrete from the foundation footing up to the Roof line (excluding windows, doors, etc.) This table establishes the "effective R-Value" for the Polysteel® Forms wall system when covered with standard interior and exterior wall coverings. This "effective R-Value" table is based upon accepted tests and calculations which include.the actual R-Value of the Polysteel® Forms, the effects of thermal mass and the effects of greatly reduced air infiltration. The thermal mass of our wall system filled with concrete is a minimum of 56 pounds per square foot and the air infiltration rate will range from 0.09 to 1.2 air changes per hour (less than half that of a wood frame home). The tests and calculations used have been established by ASTM, ASHRAE, the CABO 1995 Model Energy Code and/or accepted heat transfer calculations, however, American Polysteel®, Inc. hereby assumes full responsibility for this design table. WARNING: Failure to design HVAC systems using this effective R value can result in over -designed systems, inefficient operation, e1cessive humidity inside the home, excessive equipment costs and utility bills and will be the responsibility of the HVAC installer/designer. To demonstrate our commitment to our products and to the effective R-Value presented here, American Polysteel, Inc. now offers an Energy Warrantee through our factory direct Polysteel° Forms Distributors and Polysteel® Forms Certified Builders. Supporting documentation is available upon request at (800) 9PS-FORM. POLSTEEL®FORM EFFECTIVE R-VALUE TABLE (for above grade applications) HEATING DEGREE DAYS EFFECTIVE R-VALUE Ueff = 1 650F BASE FOR POLYSTEEL® R FORM WALLS eff 0 - 2,000 30 0.033 2,000 - 4,000 28 0.036 4,001- 5,500 26 0.038 5,501- 6,500 25 0.040 6,501 - 8,000 22 0.045 8,001 - 9,000 19 0.053 0 TABLE VIII MIMIMUM REINFORCEMENT FOR SHALLOW LINTELS (Less than one full 16 inch Pol steel® Form in hei .. Lintel Span (feet) of Polystee? Lintel AIQ .,,���'. Notes: 1. This table is for a :factored load of up to a maximum of 2,000 lbs. per linear foot of lintel. (U =1.4 X Dead,L oads + 1.7 X Live Loads) 2. Recreate the continuous horizontal concrete beam which has been cut off. Do this by removing a portion of the bi ilky parts of the expanded polystyrene and the expanded steel. (See sketch below ) 3. Center the requ-red horizontal rebar (as shown in Table VIII) in the bottom horizontal concrete beams of the lintel forms. 4. Shear reinforcement stirrups are required for all "shallow" Polysteel' Form lintels. Space the stirrups at 6 inches on center over the entire lintel span. 5. Table VIU is based on 3,000 psi concrete and 40,000 psi deformed steel rebar. 6. Refer to Table VII for Polysteel® Form lintels which are a full 16 inches in height. 7. See page 83 for placement of other rebar around windows. #3 rebar hooks Q 6" ^- -- Horizontal rebar top '® bottom as per table Cut back EPS and expanded steel 3" to recreate horizontal beam and provide concrete cover around rebar ►� 85 Double Car MODELS 84A B4 (24GAUGE MGDELS 7ti_ 75 (25 C-4UGE1 ONE MKNUEOOE SAC RE7REEN fAC- DOM LOCAIIDW AfTACKDL-LOC ((TTOP a B01)) AND AO[y.( (ALORa CbrtEA) avTION.. fro r-- A r gsa am-u ym-L ( _ ( )) TKK UP to r-o• MIGN CmmT Or�SH)&CCHDR& (Hlor��OE"SHroAnl "MS OVER r-o- W."coN9S'T Of SA,L RE ?K RRlESPONSIDIUIY mEOf MOTES"&* OF WS REC+M FOR rAE OWjW Q OR STIAICIURI N1D M ACCObNrtE MIN CV-041 BLILDIO CODES rOR NE LOADS LISTED Or rNs ORATHVA;. vlwl aA1wc :eM. RAS O.AAwA Pan rr[ ! ARe n[WRour] s AC IIeAA. TAR A. Ono[ �: +) M eop mf r.n NonrP FRDHIT MAE WON V.V. N /CA �voMu.irn M O�papMY MAIM OK WTVDE SWfKC IC to PAe0D1 IND SIRES ATTACHED 10 DOOM SKM "TH FATtWfD TOO-OC SVSILY (TOP. BOTTOM a Coam. TOP AM amem all SNAP uTc H EmcAas D T00-L-COC syslEY. ONTO vERllf AL TRACK. Oi'SNV IATpr ON EAD SD[ of DOOR NT". SMILE ON510C HEYED END 1s- MMa(E A( SOE •C• RHSEIE Iw1BOE =-- HA�� Amy OPTQI »rA Mbi:nrtEA1oR SHM wM`D-w CNVAN1zMC, ONtCD-ON FRYER NO A OArPLIED PLOU,V S FAINTED fop M ppppAA1 ATRRD ro WM VMS t>• S7fR TS tM. two Pow LO[IGO [ID LOCI" OMGAM MTO TRAGL. SIRE Mfo VpIE1l "MASH. ONE imm ON can or UCH ME "six KMO IDOL PoSnDH aNO n USED FOR La�Ex mI a M wn DOOR."'- BOT7p_ D011el[ [IFO SIRE. lTM M 01.viam, S"RL 511U K%NW RANOIE LOCK dW M MASfIE HERO LOUIAALII 0" EACH SIDE OF 0". /1h5/I• SRR MnAL SCREWS e 0 0 i�1-. i silt IAPPMd SCRDL). M -Ir 0 M6AYOU[ EWIx VWX X7 11 DOOR OAORN (EAGr SOE) — FOP t1q , m DOOR ETSTMifK (ro SIM) 2.E nuaw PINE .NYB tE fA CKv. Si[Q PAMKD a0 SIRE IE 1k fARr. m7L OWILE 111D SIZE sRn, IHIa. &IRE > Am S/IE-.r-S/D- UAc sC,■IWs IOt TO ACRD 14 O.C. 11 l •-"("[ 1 On SW fall iID61{IRLQ q i• "-m I' PAM SR[L TiM[AI rASILFRO lO 11 CA CHIN. STEEL MAX VAAC-v&. V Als"D w O[YOa. /l�4/O HEfK sle ,�i�• s r�•t A) IETR IRACk A;ZT IO fXW BMG(ET MN/I Ot 1/413/0• OM a NUr P. 9Ri7 SAM PT) r/.e• All fAPPRC SORwS RA HID r11CC. DA no I/.• OM worm. 2• (U LONC STEM. 10 &U STEM AOELOI. P.BEPADSD{CiOf .ULI� M_� sfnHDH t-a JAMB TQ SUPPORTING STRUCTURE ATTACHMENT aFrAw4w t0 VRTW LISTED / DSR GAS& A ASAOE1- 1 KL Tic tOAO r om rw mm IS mArsromm to DK wtK ND R rKOM WR IwIt ro M[ IA:;ro TDAAA P_K <GW[ /z O1 KTWV) .WWS. No LOAD fROW oK DOM 'UTE �RO[T�ER / 1/r K)O MNKKO) KAO SCREW bJ(BO l SECO M R-eso. 2) ALL 1WW fASTEMRS�MIW 0' (0Vr MOW COIMRRAM( TO FROME A nOSN MOUMNO Siff f(. SCREWS PER R) W000 FRAME 8UILDINGS STUD MALLS OF DOOR OR SAKL of MWED S" m AOT LESS THM11 (]CRUDE NOT LESSsS DO" 1700E E1gMINL (ETRpK TWOR STRESS M atM(F.) Sm WALLS TO K CORITRIOUS FROM MOTRM to TR TRAMS.1I a rxv. s1ED forR•q({}�p)� �g�AALKfT fir ASGRkIWADMTALLE' ubee C-90 BLOCK WALL OR 2000 PSI MIN. CONCRETE HAAR oC M""`eTKE` AnAUHco To TOP RRA V Y1M tl) 1/4•.1/Y SOLFS AND _�._ REPORT#9606C I.E ROOD ARAM SIYLL IC IVrCIBOACo ro G101R 110HEOREED BLaCR WAIL W CarH[R[R COITARB. HMrs PE" eAACKEL ]-I/]- BLOCK TMtL cols SIULL K /RSLD Mm COrIC14iC AID RMORC[D RIM RfAM0AOM6 tAR] pOE110RIG "TO THE FODOMO NO PWO TK DUMS. ALL RVS $PALL SE COrnAIM FROM WR 19 KWS IO FCOIMG PEA /LOCI" ML OR COHCREYE EOLOM. KO]T HALLS NM COCOM COLIIMR TO K -I •- S/e' lL1Y.) DESWAKD In Trrt MIRDMO of=dEW OR AACNTCCI Or RECORD W , C-CHAAMR 14 G OILY. SR(l 14 fA VAX molt H m. EACH H OGE fMRM To DID STIES M/(.) E14 5/e- SIKEI UVAL AIM U) A/id/A• &Elf TAT•rslf SCiTrS. (SEE VIEW In DOOR SECA0IL SCRIM FER SIRE LOCA71001. runPAa _ JINe Atmo-E,,fs, Oft of" 82/40 Cry wAs p) TRWR eons 1o0zm)L I*" SIPFOM of 0" WsuaU (ro 3tCf) DDaH wMrERaALAMa SKx]H - IS CA TKv. STIR FIAC eRA["WI. 1tMMow IS R AWAAKE AS Al OPTAM 2• fjLY. ST[fl 711AOL DIX 01. 2-1/z•.12 CA ORv. STEELn to MTAL IRH13 TWIT See no DOORS r 79 7-W mcq (r TOTAL wan PER DOE FM DOOR& UP TO rD• 16M). x q IrM'(W sUCKEI PoxIrORfORK rr n Lr..rtEm00L91'J1Pe MpIKEOMTAL (w AAYW (.0 LOW rmw ooOA) /MIENEA rwE INN. MA Of TASTINESS PER """CA" AUM � he KKru A.le 1 �wG JAM© TO SUPPQRT(q�q[tZRE ATTACHMENT I'l� T1 IMOT TO K USED TVA ATaCYpMi or r11AOT eRACKTS) +:� naew(nlcr� c;-rl-�+-+zT)ttt�lll tt><sal� l7llfi t 71t�"S iLlt..A .s 1Jif� '-.�1':(; �,^../.I[{l�)JI 1fM61 !'I :fiw..fl f .:■ l���ljal I-1/.• WIDE . IE aw UCV. StAAP, (]) PEN DOOM 3fCI1aNMR bw WE'S on SL IO ISE OaORA ERCw (R) STKAPS ON 7Hq ROCK) LOADS f0A TIE RAM SREOS LISTED BIIAW SICTIo1 (1/ M$IK nL1O1R0A). UCN SDHAP A/TACHT[0 ACCORDW TO Off 2001 naol 6ULOM MM ()) 1/r.!/. ttLl TAFnNc scRIVS nO CEDE A9G[T-9L)) roR nrt r0llowl0 SCRlxS t0 ODOIL ONE SCRCM ro C-t 1) 1M.l0. IRAIOflK,. II 000R HAS r Of ROm M ntp," -I EM0 Tara. ]) FACTOR or 1.0, 4 AM7 NOT SLOR- t1] C.L CKv, STEELIrOROY ORAC,IIR. AF�r .•+i ATIPOKO RTM (7) /103/E• SHm METAL SCRIRS. Tao SKID 12a 1130 1 IN 1.0 KkM FXIR1/510N a WM fEADKRSIRP uuvl IIOOt HRKa11 ]D• ]o' m' .To' ENGINEER: MARK WESTERrIELD, P.E. FLORIDA P.E. #49495 C4®p�y QOPAY HUT STREET. PRODUCES S MPANY �12 N/LHUT STiKET, SURE TE00 CRlC1NNATI, OH1O 45202 ng Products (513) 3e1-4800 Ile" - MAR 71617 DESIGN LOADS: 07.0 PS-F. R -37P P.S.E. 75-CI Inant• ♦SSA: PA:f A, _"". Pcr MODEL 7J w5 84A 94 MWW --.-. .� .� [1 Inl•1(� u( 1 DoorCraft® WOOD EDGE WOOD EDGE GLAZED INSULATED STEEL DOOR INSWING 6-8 UNTTS W/ & W1CUT SIDELITES I GENERAL NOTES I. THIS PRODUCT IS DESIGNED TO CCMPLY Wfrrl THE FILORIDA BUILDING CODE. 2. WOOD BUCKS BY OTHERS, MUST BE ANCHORED PROPERLY TO TRANSFER LOADS TO THE STRUCTURE. 3. PRODUCT ANCHORS SHALL BE AS LISTED AND SPACED AS SHOWN ON DETAILS. ANCHOR EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO. 4. DESIGNED PRESSURE RATING SEE TABLE PAGE 1, 5. THIS SYSTEM DOES NOT MEET THE WATER REQUIREMENTS FOP, 'HIGH VELOCITY HURRICANE ZONES'. (SEE NOTE DESIGN PRESSURE CHART) 6. THIS SYSTEM REQUIRES WINDBORNE DEBRIS EXTERNAL PROTECTION AS PRESCRIBED IN SECTION 1626.1 OF THE FLORIDA BUILDING CODE. 7. SIDELITES ARE AN OPTION AND CAN BE USED IN A SINGLE OR DOUBLE 11 CONFIGURATION. �' RESIDENTIAL INSUL4TED STEEL DOOR (Common to all frame conditions) Door Leof Construction Fore sheets• 24 go. (0.021) minimurl thickness, Galvanized steel A-525 commercial quality — AKDQ per ASTM 620 with yield strength Fy(ove.)=47,575 psi. r n Expanded polystyrene wah 1.0 to 1.25 lbs. density, by Jeld-Wen, �I" Panel ConsFn,rftan alozing: The active and inactive panels are constructer form 24GA. (0.021' min.) galvanized steel. The face sheet top and bottoms ore bent 90' over the top and bottom rails. The top rail consists of LVL measuring 1.67' x 7.042'. The bottom rail is roll formed 0.021' galvanized, steel measuring 1.67' x 1.21' The sides of the face sheet are roll formetf into the LVL latch stile and Ponderosa Pine hinge stile which measure x 1.0' The interior_.C.mvity is filled with polystyrene. The face sheet is glued to the polystyrene. The panels are routed to receive the ODL '(HP Polypropylene Thermah1-P6-3OFU039I) lite frame. The units are glazed with 0.125' tempered glass or 1.0 ins. glass. The lite frames ore sealed with QSD glazing compound on the exterior. Sash Construction dr glazina: The sash is constructed from 24GvL (0.021 min.) galvanized steel. The edges of the face sheet ore bent 90' over the pc;y- styrene core and and glued to it. The sashes are routed to receive the OOL (HP Polyyppropylene Thermofil-P6-30FU0391) rite frame. The units are glazed with 0.115' tempered glass or 1.0' ins. tempered glass. The lite frames are seated with OSD glazing compound on the exterior. Frame Construction: The frames ore constructed from Ponderosa Pine jambs measuring T363' z 1.25' The head lambs are mortised and butt joined to the side lambs and attached with (3) 16Gk 2' x 7/16' crown wire staples. The units use a slope adjustable aluminum threshold mecs. 4.562' x 1.173. Threshold is attached to the frame with (3) 169a. 2'.x 7/16' crown wire staple TABLE OF CONTERTS SH EE-T—T 1 DESCRIPTION GENERAL NOTNOTFS AND TYPICALA I N 2 VERTICAL-CROSSTI NS-& BILL QF MAT RIA 3 H RI ONTA ^ R Tt N 4 HORIZONTAL CR SECTIONS N T S 5 ANCHORING LOCATIONS & OETAILS 6 ANCHORING 'LOCATIONS & GLAZING OETAILS IINIT rnuPONENTS 74.5' OVERA ,�LL MAX. FR. 36.625 w MAX. PANEL WIDTH 3( W/ASTRAGAL PAN d 121.125' 2 MAX p D.L.O. WIDTH y 6 y N 31 cc lr yA t IN -ACTIVE INSWiNDOGEUN(T A , eSEE DETAIL ' 37.5" OVERALL SH7.3 MAX. FRAME WIDTH 36' MAX. " _-PANEL WIDTH D PA -*e 21.125� . ru 4 MAX. D.L.O. -J4 . W10TN j `z N co � Icc . 1 IN . INSWING UN NOTE- Wei LW w JoCH.vao=)IUMCkC ZONES* WM KV W ratxLo oar.N uxanma ►Rar = Or A cWor ce o�V to nt W IS U35D w .,T.. M= LW if M� It K-W-K twat ARE UNIT .. TYPE . SINGLE do DOUBLE W/OUT,.SURFACE BOLTS ON .ACi SINGLE * DOUBLE WITH SURFACE BOLTS ON ,ACTS ITN 70" OVERALL - MAX. FRAME WIDTH 15.5 " MAX. 36" MAX. FRAME WIDTH rH, I PANEL WIDTH 14" MAX. 4 D I PANEL WIDTH v � =0 �:J a X6 " LU MAX. o Q N w N co U . v w 2 0 i w a z 4 6" MAX. D.L.O. z = W N N • _o a AU_ UNITS ARE VIEWED ® G SINGLE SWING UNIT ITES FROM INTERIOR ] 07" ovERALL MAX. FRAME WIDTH 15.5" MAX. 36.625" MAX. . PANEL WIDTH 36" MAX- FRAME WIDTH W/ASTRAGAL PANEL WIDTH ] 4" MAX. IIDTH 4 f Q D D I PANEL WIDTH J/ y y2].125' MAX. D.L.O. y WIDTHvr ` 6 y y O 1 4 ` woe y fAie ci t y / Q. y21.125" y y21.i25" _ MAX. MAX. —i Li D. L.0_._... :. D. L.O. p Z WIDTH WIDTH yr a MAX. of ,r b" MAX. 8 . _ .. O ] in Q N 1 cc >i y "KIN —ACTIVE ACTIVE c co U QCCo �S O 2 s :e w ,r Zt-.. d r �0 LUMU� 00 1% a (A v WSUIIDING CONSULTANTS. INC G [� DOUBLE W/S10ELfTES EE DETAIL 'A v INSWING U 1T SHT.3 RATING x Nr of MU K',X TX rK = OF tQdPr OR OTC rtt .wrt+ is =00 M Acta►r wra WLM&Mw. POSITIVE NEGATIVE WEL +50.Opsf—50.Opsf iEL +65.Opsf—65.Opsf scm-L NTS Apprn�eJ as cuwlil�iny; ��ith thr OWG. BY: WLN F1uriJ:t luldlny►Oxf bite Z cmx. 6"r: R'W ... 1V OAN Aliaatl Uadt Prudu !iu! , GaawING NO.: Z Dl 1oa S-2195 . oy SHEET cr 4- C 4 ))SECTION i ;TEMI DESCRIPTION ( MATERIAL 1 t,c, rt N000 Ei^AE 1. 5 THK. 247,cA. (.021 STEEL 2 WEAD -lAma (1 1 4 x 4 9/16 PCN0EWS4 FINGER JOLN70 P"NE) PINE rl (1 1 4 zoo a- i"UN EROSA FINGS 40TR07FEF FINE 4. .v X /4 x 4 10- PCROPM FIRM-XINTO P-1110 PINE 5 4 x 4 LITT HINGE 12 a..09 HAG 6 #9 X t P H WOOD SCREW HINGE TO DOOR) --STEEL ICOOR 3 LATCH LVL SiCE SOLE 1.67 z I ow —PANS. BOTTOU RAIL 1.73 r 1.21 r .021THK. LVL STEEL 9 CLAZ!NG CCs KX� iD COW f i 99 TL;CCNE I 10 1 11 ImR cCuPRESWN WEATH IP SCH rat -LQN QQS 650 PANEL. 14000 TOP uL 1.67 x f FOAM LVL 12 13 /a'V11111nd rAP DOOR HINGE wCCO SIDE ST1Lr 1.67 I— WOOD 1 WOOD 14 Idio x t 3 4' Mi WOOD SCREW STEEL 15 !WOOD LOCK BLOCK 1.71 x 4.0 x 12.0 WOOD 16 11 BRAD TRW "L I L STEEL 17 JEXPANOED PCLYST VR E 1.0 to 1.25 lb. OF?1S<'TY 8'r JELD-WEq FOAM 18 INOT USED - 19 2x WOOD SU8 FUCK WOOD 20 SHim MATERIAL .25 MkX. THK. 21 1 KWIKSE-i 400 SERIES KNOB - 22 JKNIKSET THAN 700 SERIES DEA0@0LT - 23 INSWING ANUSTkt r' TNRESHCtD .051 WALL BY PE,uCO - 1)i I I{ 8 x 2' PH1LL. FLATHEAD WOOD SCREW 1. STEEL FL,4THEAD WOOD SCREW I STEEL 26 JASTRAGAL EXiRUOEO ALUM. 'NR68J fNa"9,,6f I ALUM. 27 fNSMNC 'lJ*L DXR SOTTON 5 £P I VINYL 29 INES SUR ACE BUT 454 8.0 L. x .25K. S -L - 29 1 SIUCONE CAULK CRL LAWRENCE C SILICONE 30 1 GLAZING CO>dPOUNO 50 BY OOL SILICONE t S r I PHILlPS PANhEAD AOX SCRf H ASVUA Mai TO WOO STEEL 32 0/8' x 3/8' 1 /4' ROUND SIDE TE STOP i WOOD 33 1 4-20 SEX BOLT w 1;-20 FEMALE ENO x I JIAT L I STEEL 34 ISCHLAGE KNOB SET #F51 - 35 ISCHLAGE 0 DEOLT #BJ50 I - 36 INSiVING SIC UTE BOTTOM SF -AL V1N 37 It /8' TEMPERED GLASS (BY PPG) GLASS 38 IL!7c r'R+JJE l $ aASS 001. HP FCLYFRCf. THERVOPL45-10NO39 t POLYPROP. 39 a0 STE"EL SIDEUITE PANEL 24GA. .02 t MIN. STEELIT.STEEL 1#8 x 1 1 2 PLASCREtY LITE F;!Mv STEEL 41 1 t INSULATED TEMPERED GLASS - .L2 IYALE KNOB HEFiITAUt ScRIES F- A3 jyAl-;'.-C-F-Ar)EjQLT HERITAGE SERIES I- Q.t 45 .46 I I c FRAUE t GL.tSS GOL HP POLYPROP. THENCF1L-P6-30TV0391 3 x 2 P14ILJPS FLAMEAD WCCO SCREAM 1 4 x 2 1 2 TAPCCN - 5TEEL STEEL 47 Q8 116Ck BRAD TRW NAIL 3 4 L 13 4 T'r.K. x 4 9 1 o DE? PRESSURE TRr T-ED REINFORCEMENT S7 . WOOD .tg g0 51 52 NOT USED LATCH Lib 1 1/4 z 4 9 16 PONDEROSA PNGER JOINTED PINE I iQ z 1 FHILIFS FLAirEr+O aC00 SCRfrV ;Q z ? FF!lL1PS FL�TNE?D iVCCO SCRfM I - PIN TSTEE L E L cc Z G7 � v¢CCo 3 CV. z=zcri N Q �coU0- o c- -- oz 2 o w� N� N Ui� uJ CO3O uJ Qo,CC a J` U a7. c O �i a O Q a r. w 3 a. TFI 0 0 in in J Z 0 .; . W W J �+ UV BUILOfNG CONSULTANTS. INC I 813.684.: 31 . Ikh 12/14/01 .. s rrrs _ �11t/r4Ci•l nt eurtiplyinL tiitA tl�c .., OwC. gy:... wt_rr �..: . Fluritl:r Rulding Cade CMK. BY: RW.,:. 140A.0 biiti181OascYrtx:uctCo ! ORAVANC NO.: Di itiuo S_2195 !Jy SHEET 2 CF % D — z ' � � Q N i SE 7 I w i SEE NOTE 2 SH7 41 I T� f.XT O � N Q '7 to SEE GLAZING p:CL OEWLS SHT. 6. (13 to 0 0 PANEL THK. ' PANEL THK.17 t 2 40 2 2 cc O v 1.265' MIN. Z cV EUB. f\ M C .25 WAX. SHr.0 rrtK. N Z 3 CC N vw .15' C_SINK = �. S`W T g 3 a , N J U 1 � CL RrOR 10 ,D C) _ N ^� yy V2 V1 U 13 • ' U��`n m �� w a 1NTE3iQ$ 17 6 0 t w aCi 2 CQ� `� N 2 RI 5N N SEE NOTE 7 HINGE JAMS TO BUCK SHT. s r. a _ CL 3 =co I a ►= zz a 33 _ Z O ACTIVE Li w N . p 28 w H o — z • AI A, OPi7Oi AL SURFACE SOUS SEE DESIGN PRESSURE CRARt CON SULTAN T$. INC 813.684.3831 oast 12 14 01 ..:; . : Appro. ed as 6viplytog iolik the . ,.:. SCAM- . NTS ' FluciJa iuWin6 C e owc. BY: WLN Vale:: : 5 KOA� Dt- cmx. BY. RW �� 10 S-2195 r SMIXT 3 Or 7 1 N W 0 L4 T INACTIVE" SEE NOTE 2 SHT. 4 zi 31 �- 15 SEE NOTE 1 7 1 38 44 W SHT. 4 f Q1ri i�1 ASTRAGAL R-FUNER BOLTS (4) BOLTS TOTAL, (2) 8.0" L x Z 1 34 42 .312' OLk 0 TOP do (2) 8.0' L. x .312' DI.. O BOTTOM 1 R ! Al C'RQSS SEP'TQN 3 AT ASTRAGAL. SEE DESIGN PRESSURE CPART XTf ,ERIOR 25 z SEE NOTE 5 sa 44 SHT. s tn 1 10 a U IN7FPfO� SEE NOTE 2 SHT. 4 i" MIN. - 20 IS' WIN. COUNTERSINK 4 Li p4. 29 17 a 4 47 SEE NO:,3 SHT. 4 . Z 5 " MAX SHIM THK. 32 SEE NOTE 6 SHr. 4 3 HORIZONTAL CROSS SECTION ai r ELITE_TO BUCK. TYP. SEE NOTE a SHr. 4 Fb 48 Z 4 14 fz Z N 29 z 38 to W Lj Q 37 ^ N ZZM WLo UJ 7. S� Q V 0. 14 13 39 40 12 In u 0% z � cn 32 SEE NOTE N � SEE NOTE 6 47 2 SHT. 4 0z jE a SHT. 4 SEE NOTE 3 �o z m '�j SHT. 4 to 2 HORIZONTAL R 4 AT SrOFUTE j0 Hi,,qrr JAMB, TYP, 9 0 3 �'` SEE DESIGN PRESSURE CHART a a � n 0 Z:0 3 (L 3a o Q 2 37 'nl R cx CX 2 O .; ti tV CV C]EI 0 y Z � - � 00 40 SEE NOTE 2 n N '" z SHT. 4 BUILDING CON SULTAN TS. INC 813,684.383, art 12 14 01 se,u.>: N.T.S. A ppruvwd as toniplpo"i N'illi the ilurids Bu1J1n C e owc. BY: WLN a 1 CNx. t Y: Rw hlt+iisii aJe 1'niiiuet 11 0AWNC Nos 0 bioa_...::.:.;::, _ S-2195 :Jy sNcrr 4 IsO SEE NOTE SHT. 4 SEE NOTE 8 SHT. 4 SEE NOTE SHT. 4 1 _HQRIZONTAL RQSa SECTION 4 AT SIDES ITE TO LATCH JAMB. TYP, SEE DESIGN PRESSURE CRART SEE NOTE 2 SHT. 4 • ... 25 NOTES: 1. SPACING FOR 18 x I' PFH SCREW ATTACHING THE WINDJA1.18ER ASTRAGAL TO THE INACTIVE DOOR .IS AS FOLLOWS: TOP DOWN: 1.0", 3.0 5.0 k 19.0'. FROM THE rig, BOTTOM UP; 1.0, 3.0 '5.0. 20.0" & 38.75': 2. SPACING FOR y8 x 1 1/2" PLASCREW IS AS FOLLOWS; TOP OTHE TOPP OM;THE FRAME DOWN SCREWS 3.0' IN FROM EACH HORIZONTAL OR ON THE SIDES; 3.0 , 13.0 26.0', 39.07, 52.0' & 63.0 3. SPACING FOR BRAD TRIM NAIL 3/4' L. ATTACHING THE . OUARTER ROUND TO THE SIOELITE IS AS FOLLOWS; TOP & BOTTOM; 1.25' IN FROM EACH HORIZONTAL CORNER WITH (1) MORE NAIL IN THE MIDDLE. SIDES; 1.25' FROM EACH END lr SIX MORE EQUALLY SPACED ON THE FIELD. 4. WHEN ATTACHING THE STRIKE PLATE TO THE JAMB AND BUCK USE g8 x 2 1/2' PFH WOOD SCREW. WHEN ATTACHING THE STRIKE PLATE TO THE. 'JAMS ANO SIOELITE JAMB AT THE MULLION USE 18 x 2.' PFH WOOD SCREW. 5, SPACING FOR 18 x 2.5" PFH WOOD SCREW ATTACHING THE MULLIONS TOGETHER r5 AS FOLLOWS; 6.0' FROh! EACH VERTICAL CORNER -WITH (4) MORE 'SCREWS EQUALLY.:SPACeD. A TOTAL OF (6) SCREWS PER EACH VERTICAL MULUQN. , 6. THE SIDELITE IS SECURED INTO THE SIOELITE JAMB WITH SILICONE CAUtx ON THREE SIDES do 3/8' x 3/8' `1/4 ROUND. do BRAD TRIM NAIL 7. WHEN .ATTACHING THE HINGE TO THE JAMB AND BUCK USE -110 x 2 PFH WOOD SCREW. WHEN ATTACHING THE HINGE TO THE JAMB AND SIOELITE JAMB AT THE MULLION USE JIO x 1 3/4' PFH WOOD SCREW. in-4 _t.T.EM.- -I A:::. SEE DETAIL ` G SHEET 5 .� 6.0". r 3 3" � . 6.0" cc 4 �r 3"� �3. Z cv rn~ 0 I—il li II II I �¢�� � 3�0 TYP. � � N 5 3.0" 3.a" r c TYP. TYR w z SEE — " 3Lo DETAIL ti --� - o J SHT Lu _ U X 5 _ SEE NOTE 5 SHT. 4 o o Ln az ) a� o TYP. C D TYP. �L E 46 46 ui N ?A o � cc C 4t, TY �J 03� ( pi 1 1 0a o •23 � w- 0 3 �--- 6.0" ...� }-- 3 a 3 a 3" r x y. • z • SINGLE DOOR Y//S10EL1TES ANCHORING LOCATIONS tA 0—,... zx,_S ASTRAGAL RETAINER BOLT O \ kn W Q a v HOLES MUST BE DRILLED THROUGH THE TNRESHOLO ❑ 5 . o & INTO THE MASONRY DEEP ENOUGH FOR A 2" THROW/ . I DETAIL H PLATE TO STRIKE CONSULTANTSHTS.. INC SURFACE BOLT ;YINDJAMBER ASTRAGAL 813,684.3831 STRIKE PLATE c oAh: !2/17 0f.:,:... scxE: N.T.S. DETAIL K SrLL A�pn»cd ai cnmplyine with ihC rt„Maw t Ia+ng C ac .. ;....._ . o+vc. eY: .. WLH . . 'NINOJAMBER ASTRAGAL N0 cNx. BY: RW RETAINER BOLT HOLES ,ttirntl u��e 1'rvduct o 0PAwtNc NO." 80L0T STRIKE PLATE E pi lots =. 5-2195 tlr SHEET 5 a 7 SEE OETAIL "r " SHEET 5 S.0" ---{ SEE DETAIL G SHEET 5 to i 0 I R TO JAMBS 6r DOOR SEE NOTE 7 SHT. 4 L SURI:'.�tc SOLT STRIKE PLATC;:_; --_..: OFTAI DETAIL F HEAOtR STRIKE 'PLATES TO" JAMS WINOJAMBER ASTRAGAL SEE NOTE 4 SHT. 4 'RETAINER BOLTS HEADER STRIKE PLATE & OPTIONAL SI IRFAr'F Roo T CTAIKF' 01 AT17 f 6 I I un t� SEE TYP. � ,o DETAIL J SNT. _ 'v� 5 TYP. _ tin 1 D5 C° TYP. rj ;n N M • N _I 4c �TYP. }_ SEE DETAIL G SHEET 5 1 2 c¢ O v Z N co rn rn U C cc z3C �MV4 0 C� ow owe �- Wt- Z g W 3 y ca � V) o z W�a W z" �� a0 w\ x x U U o3, o z�i CL 3 d l I I i ��� SEE OETAIL "r - SHEET 5 El SEE 0EfA,L 3- G SHEET 5 _5- 3.. 5 � s l� n � o to u U�L of . NZ — SEE DETAIL V SHT. 5 OR 'N/ ►0 117 ANCHQPING t0 A7104S 44 30 ? 37 to v : XT RI P. SEE NOTE 3 40 SHT. 4 — 2.4375' --i FRA L- 00 DOLYPROPYLENE )FIL—P6-30FM0391) 3.0" f � f O �r N � ¢ c- DRILL o 38 TRU Z = Z FOR A f a ca PFH 111000 ORILL TRU FOR W N SCREW 2PLCS .357' 01A. ASTRAGAL s � *" RETAINER BOLTS 4 N ...r LU zz WINGJAME'ER 11 WR6$J STRIKE P A-T -7,,tn U CL STEEL PLATE r 7-7771 2.437.5 44 ' 1T- FRAME 00L POLYPROPYLENE u0r1L-P6-30FM0391) ' GLASS FRAME ASTRAGAf HAS . ' . (2) 8 :0�{" :Li x .312" OtA. r , BOLTS 6+BOTTOM �C to (2) .8 .0w L. x .312' DIA. �., N BOLTS ® 70P 1.767' --� 26 5Q_ EXTRUOEO ALUMINUM 6 L..] c� 1.45' �-- I �y ww 3 r t "' Q V. 0 KS WING DOOR BOTTOM v N O 2 7 WEEP EXTROEQ VINYL w� .060" 7HK WALL TYP. U 03 ^ o ►- 09 7 " a 5 v' 4 x s STEEL " OOOR HINGE 0 ej � .097' THK. STEEL ; BY HAGER CV (V 1 1.8 75 " 0 �"'� cl l��ButIDtNC CONSULTAws, tNc W rK QLQCK, 1. 71 " THK t 5 813.684.383.t : �" oArE: 12 14 O 1 NTS Apprmedsscumplym,wilb`the owc. ar: WLN Fb,rid-i NuidingCafs u.te�j CHK. 6'r: Rw ,. tiU.ut oawnr,c t4o.: Ml�atl Luse,1'ro�loct . ru . Di -i:ioo ' 5-2195 SHEr 8� E -� ------ 4. 5 6 2 5 " I- N L 1 'NOO D FRAm "' 2 4 - - 03(B 1 I m ADJUSTa LE INSWING THRESHO! 23 W/ADJUSTABLE CAP BY IMPERIAL .051 " WALL TLC. 2.063" ' ---- r. �-4 N N I 4.562" r ADJUST AA(_E INSWING THRE5H.OLD •30 W/.> t-II BOTTOM SEAL BY IMPERIAL .051 " WALL THX. 6• Ll I -�4-1 �. .. 1 �j LyL L ATCN STILE 1.67" r 'a c DOOR TOPS HINT STILE .. .25" ---j - I t N t O. 1.73- 7 DOOP STE=L EDGc CAP. 80_i-f0k>' i •r co to WR. n o cv \- .525' -.;.. - 10 COMPRESSION W THFRSRTIP Sr_Nr Frs:r. _n...t_t7rv_.O.OS_6.�0. b !=o 4 t5 p C)7:L - - "Youlz NTnucacco & VRL'C_;K, II Source„ )•'O, Box 4218. 1.i)L:111. (huli 8,1:123-42 8 1-888-57-Vr t.i(>, (578-21825) • 4,5.75?-845 - Vox 435-750-6948 e-111f1i1 vti@;vhi.ick.cotjt • www.vhuck.com Date: March 4, 2002 I'o: Florida Polysteel Inc. John & Doreen Seats Phone: 407-656-9494 Fax: 407-656-0082 From: Vinyl Technologies, Tnc. Justin I Anderson Phone: 435-755-3001 Fax: 435-750-6948 Pages: SubJeci: 'Testing information - I n n o v a t i o n s I n V i n C o n s t r u c t i o n M a t e r i a l s T e c h n o l o g i e s Geotechnical, Environmental, & Materials Engineering / Testing / Research 28 July 1998 Mr. Bruce Anderson Vinyl Technologies, Inc. 945 West 400 North Logan, Utah 84321 Dear Mr. Anderson: As per your request, CMT Engineering Laboratories has performed screw pull-out tests for your vinyl window blockout for concrete foundation walls. Please allow this letter to serve as a report of our findings. The purpose of our testing program was to determine an ultimate pull-out strength of your standard screw attachment system. The screw size is a #10-14 X1.5" pan head which is power driven through the exterior and an interior vinyl web. The vinyl web material appears to be about a 16-18 gage thickness. The vinyl frame and test screw was positioned securely into the test fixture and a slow, uniform, tensile load was applied until failure. This procedure was repeated three times to obtain an average pull-out strength. The tensile force was applied using our BP20K bolt puller modified for ultra small loads using a pressure gauge supplied by Vinyl Technologies. The BP20K is a tripod framed device with a central hydraulic cylinder to advance a single rod attached to the vinyl/screw specimen. The pressure gage, pump, and cylinder were calibrated using a proving ring. The result of our testing program indicates that the average ultimate tensile, or pull-out, strength of a single screw attached to the vinyl frame is 230 pounds. If you have questions, or require clarification, concerning this report, please contact me at 435- 753-6815. Respectfully submitted, DraigAl.artwright, PE 1 4 4 S o u t h 6 0 U W e S t L o g a n. U t a h 8 4 3 2 1 T e l 4 3 5/ 7 5 3- 6 8 1 5 F a x 4 3 5 i 7 5 3. 2 6 5 1 ENGINEERING LABORATORIES C o n s t r u c t i o n M a t e r i a l s T e c h n o l o g i e s Geotechnical, Environmental, & Materials Engineering / Testing / Research January 15, 1999 Vinyl Technologies Bruce Anderson 169 South 100 East Mendon, UT 84325 Subject: Pullout Testing fot Screw Anchors in Vinyl Window Bucks _ Mr. Anderson: On December 10, 1998, CMT Engineering tested 4 screws for pullout in vinyl window bucks. We used the Bolt Puller 20K apparatus to pull the screws to failure from the window bucks. Our results are tabulated as follows: ■ Pullout Test on V-Buck II (I -Beam type construction) 315 Ibf ■ Pullout Test on V-Buck II (I -Beam type construction) 250 Ibf Average = 282.5 Ibf ■ Pullout Test on V-Buck II (standard construction) 167 Ibf ® Pullout Test on V-Buck II (standard construction) 272 Ibf Average = 219.5 Ibf If you have any questions or require additional information in regards to these tests, please contact us at (435) 753-6815. Sincerely, CMT Engineering Phillip T. Pack, P.E. 1 4 4 S o u[ h G 0 0 W e s c L o g a n. U t a h 8 4 3 2 1 T e I i 4 3 5/ 7 5 3- 6 8 1 5 F a x 4 3 5 i 7 5 3- 2 8 5 1 Rar-04-02 03 : 88P vinyl -rechno I og i es 4�Sb /bU by4E CztT�,_ ENV INLI:KIN t- I AUORATORAS f n n s t r u r. t r ri M a t o I...`r I s r P n n o I h POtCChnkjh rnvni,r'imentak u kUtCrW F-ng&P—nn : Ieshng / Usudrr.Ir Justin Anderson ()ate.: February L. 2002 Vinyl Tochnologics, 1 160 Nest 200 Nortli I ugan t-ltah i> )21 , hear Test for t? 10 Screw in Vinyl %Vindo%v BLIck CortstructiOt1 Materials Technologies (C NI.1) lias been contr,lct.ed to conduct shear tests hr.ni•r_t)1' ml tonsion load to a metal strap Utaclicd tc) tlie, bucks with 0110, tWQ. rind three ~crews, The LzSls results arc shown below inTable 1, Tablc l . Shear '1 osts Nun1bt�r oI' Test 1 Screws Shur (lbs) 1 231 - 2 486 -.._. _.. 3 649 Image 1. Test,Pro$le 1 eSt 2 Shur (lbs) -l',t..,� ___ Shear (lhs) 242 - 493 IC7l Average. Shear (Ibs) 242 488 66(}... C.Rew:01Z- Inage 91 slums t w mcml strap attached \vith 3 scmvs to dic vinyl wiudow buck, The load vvas applied at location noted in image wing a cable attached tt; a hydraulic cylinder, P]'t;5t;l1ru rcudim..- in pounds her square inch wcrc rccurded anlcl Alen C n Trmd to pounds of tClrcc and recorded in the: nbovo table. Typictrlly tllc safety factor used in tested connections is approximately 3. 'hlu:rcCM tlic \vorking, lotul Und Or design for the scrrws tested would he 2421—SM7 Is Rw a single and 00a0/3 20 Is Rm the three -screw configumOun, Vinyl'rr.ciuio► gbi I'slge 2 4 l or a 90 mph exposure 1) NV•ind loot the componcm fi>rce her square ti_u1l is approximately 32 Ihs. Wltc-li applied to a h' square: window the vvind force trap mittcd to the windo\-�- bue.k, (perimeter of the, WiudOW) �,Vould be approximately' 48' Ibs per lineal 1i601, In this case, ifusi►lg a single screw, the strap xwould need to be hlace.d 2t. about 18" intervals, For a stralh connector with 3 screws, this interval could be greater. Ilowex-cr, A minimum of 3 connections per ecip is rccommended, In addition, the spacing, ol• these u 1111CUors m;ly be lir-,lited by Lhe c()Iltzcction W the vVinclehw itsc+lf; rather than the c011ncc6011 to the wilICION buck. These test results are troll' relevant tO R C01111(a'6011 LlSi li? O)is strap or a s-imi lar metal strilh connection. A comicclicnl using a metal or wochla .,top, will likely perliorm dificiviitly and should hC IC';ted as such before NVe would be able to offer recomili ;lldations, We appreckoed providing this service Or you. ICyou would Like us to recolm-i'i'.ud glide lines IQ other wind 10adiu,pscenariom or shecilic opening sizos let me knout. IF there are any yuesdons l)Icase cc}li au us at. (435) 71 ;-6H 15 . Philli % Pack, P.F. `' PHILL. P T. M p PACK � I / Nov-17-03 03=31P Vinyl Technologies 435 750 6948 P-02 'l Vinyl Techitokigics Page 2 These test results are only, relevaru to a conneetiori using this strap or a similar metal strap connection. A connection using a metal, wood, or vinyl stop, will likely perform differently and should be tested as such before we would be able to o1Ter recommendations. We appreciated providing this scrtri(;e for you. If you would like us to recommend guidelines for other wind loading scenarios or specific opening sizes Iet me know. If there are any questions please contact us at (435) 753-6815 Respectfully Submitted, Construction► Materials Tcchnologies Phillip T. Pack, P.E. V No. 1523 PHFLL P 'T. PACK: A') Nov-17-03 03.:31P Vinyl Technologies 435 750 6948 P.03 Test #1 MSteriabi and Preparation: • 36"x36" VBUCK II window Buck (Preconstructed) . • 12 lineal fZ of solid cellular PVC Trim -Board 1"x2" in dimension. • 16 ea. #10x2" flat Head Screw • 36"x36" bearing plate ( V 4" OS13 glued to '14" plywood } Cellular PVC board was cttt and installed following Vinyl Technologies rccommendations: 1. Cut cellular PVC. Board to fit on the inside of the window buck. 2. Center cellular PVC board in the inside of the window buck. 3. Using the it 10 screws, Casten the trim board, with first s from the crew trot more than 3" corner and using a spacing of I n" o.c. Load Testing: The window buck was placed on a level concrete surface and the bearing plate was placed on the . fastened trim -board inside of the buck window opening, The trim -board was instrwnented with two gauges, at the center of the window buck side and at the corner, to measure deflection. See brix,.P Bi Image #1 Layout for Test 41 and Test #2 2 Logan Utah 84321 Shear Test for #10 Screw in Vinyl 'Window Buck for lilonda Building Code-2001 conformance Construction Materials Technologies (CMT) has been contracted to conduct shear tests for 3/" long, #10 hex head zinc coated scrc%krs in the vinyl window buck product manufactured by Vinyl Technologies. Shear tests were conducted by applying a horizontal tension load to a metal strap attached to the bucks with one, two, and three screws. The tests results are shown below in Table 1. Table 1. Shear Tests (ultimate) Number of Screws Test 1 Shear (ibs) Test 2 Shear lbs Test 3 Shear (ibs) Average Shear (ibs) 1 � 231 253 242 242 2 486 484 ' 493 488 3 649 660 671 660 ., Image 1. ` tt 'x '4��95�r-:. �. n�..ie;a !^f,? ifi t��,�5.�� �5? ��+�'�, �o wrg •; i ...�:, �h�i-l�Aa t'�s,.�, ik�^�'����.�`s � TaM Nov-17-03 03,-32P V,inyl Technologies 435 750 6948 P.04 Test #Z Materials and Preparation: 36"x36" VBUCK 11 window Huck (Prcconstnicted) • 12 acal ft of l"x2" PVC Fencing profile, minimum wall thickness of 0,08" ("hollow PVC Profile") • 16 ca. #lOx2" Flat Head Screw • 36"06" bearing plate (%,, OS13 ,glued to 3/4" plywood) Cellular PVC: profile was cut and installed following Vinyl Technologies recommendation~_ 1. Cut hollow PVC: profile to fit on the inside of the window buck- 2. Center hollow PVC protilc in tine inside of -the window buck- 3, Using the #10 screws.,...f IL--withn firstscJew Otillore thazs 3" from the comer and using a spacing ol• 10" o.c- See linages #5 and t16. I mage #5 ��•..;� YA Bellow PVC profile installed in V90('Kll Load Testing: Image #6 •HollOW PVC profile cross section The window buck was placed on a level concrete surface and the bearing plate was placed on the fastened hollow PVC profile inside of the buck window opening. The hollow PVC Profie was instrumented with two gauges, at the center of the window buck side and at the comer, to 11ne:rsure. deflection. See Image 111. Sand bags of known mass were: placed on the bearing plate in a uniform pattern to produce a uniform load. Measurelnents were taken after each uniform load increase. When the design load (approximately 75 psf) was reached the load was Allowed to rest for an extended period of time (minimum of 1 hr,) to observe plastic deformation erects in the buck and or the hollow PV(: profile_ Then the loads were increased to approximately.3 times the design load, and the load was allowed to sit for an extended period of time (miaim,lm of 24 hr.) to observe plastic deformation effects. 4 Nav-17-03 03.:32P Vinyl Technologies 435 750 6948 P.05 • C"TrT I% i NGINEERING t LABORATORIES t" o n s t r u c t 1 n r1 M a t e r i a I s T e c h n o I o Geotechnicat, Enwronmeri(di. & Materials Engirtaaring ( Tcstinq / Itete.arr,P1 Vinyl Technologies, Inc. 1160 West 200 North Logan Utah 84321 Date: February 19, 2002 Shear Test for #10 Screw in Vinyl Window Buck ftbr Florida Building Code-2001 conformance - —Cons-fruc 1on 1 e pis T chnologies (CMT) has been contracted to conduct shear tests for 3/." long 910 hex head zinc coated screws in the vinyl window buck product manufactured by Vinyl Technologies. Slicar tests were conducted by applying a horizontal tension load to a metal strap attached to the bucks m ith one, two, and three screws. The tests results are shown below in Table 1. Table 1- Shur Teel a 6dt;mntnl Number of Screws Test 1 Shear (1bs) 233 Test 2 Shear Obs) 253 Test 3 Shear (lbs) 242 Average Shear (lbs) 242 1 2 486 484 '493 488 3 649 1 660 1671 660, Imago Appl�A 1"Ra MOIRE Image #I shows the metal strap attached vdth 3 screws to the vinyl window buck, The load was applied at location noted in image using a cable attached to a hydraulic cylinder. Pressure readings in pounds per square inch were recorded and then converted to pounds of force and recorded. 1 a e 5 h G L) r) W C n L L a g. A 11 ^� Ll! a h •© 4 W3 2 1 t e I. q .i 7 5 3- r, a 1 5 $' A x- 4 3 5// 5 3• 2 a , I Nov-17-03 O3,--32P Vinyl Technologies 435 150 6948 P_O6 Results of Test #2 The maximum deflection observed for the design load (75 pso was 0.04 inches with observed plastic deformation of more than 0.01 inches in 8 hours. At the full load applied (22.5 psf) a deflection of less than 0.12 inches was observed. After 40 hours, the deflection due to plastic deformation was calculated to be approximately 0.05 inches. After the load had been removed. The hollow PVC profile was, dismantled and the screw holes in the hollow PVC profile and the VBUCK 11 were examined. Deformation was visually noted in both the hollow -PVC profile and the buck. See Images #7 and #8. T1)e hollow PVC. profile appears to be much more deformed than that of the window buck. This would indicate that the: hollow PVC profile was the weaker material in the system. lrnagc #7 Hole in hollow PVC prof -tic imAge #8 Holc in buck using hollow I'VC profile 5 Nov-17-03 03,:33P Vinyl. Technologies . . -r 435 750 694E P_07 Test #3 Materials and Preparation: • 36"x36" VBUCK II window Buck (Preconstructed) • 38"x3g" bearing plate (2 pieces of/4" plywood glued together with construction adhcsivc) • 2" Foam board insulation s 2"xl2" concrete wood form The window buck was placed inside a woad linm ar 2" thick foam board was placed within the annular space as can be seen in Image #9. Concrcte was plm and compacted on top of the foam until flush with th window buck. Uuring the placement of concrete, specimens were taken and tested to determine the concrete strength a time of loading. (2500 psi required.). Imago 69 Concrete form and window buck Load Testing: When sufficient concrete strength was achieved, the form, concrete and window buck were carefully rotated and'placed on a level concrete surface. The bearing plate was placed and centered on the VBUCK II as shown in Figure 1. The loading setup is such that the forces applied to the VBUCKII are transferred, through shear, to the concrete. The VBUCK II was instrumented with two gauges, one at center and one at the corner, to measure deflection. Gauge L — VBUCK I1 .r r� Load Plate Foam T..., l 5uiabon . a VBUCK 11 t .�,�. Cdr[crete . ;�•;,' ! T: Retention Fin Imbedded in ... , . Concrete Figure I 6 ' Nov- 17-03 03 : 33P V i ny.1 Techinol og i es 435 750 694S P _ Og ' l ENGINEERING LABORATORI15 CMT 202009.2 VBUCKII TESTING Construction Material Technologies 144 South 600 West lzgim, Utah 84321 April 10, 2002 PRODUCT: VINYL WINDOW BUCK SYSTEMS MAN11FAC;TURR: VINYL TECHNOLOGIES 1NC: CONSTRIX710N 1160 W. 200 N. LOGAN, UTAH 94321 Purpose: Validate VBUCK II for use as a window buck, by testing, observing, and evaluating the performance of Vinyl Technologies VBUC'K11 product under full-scale loadings. Product Description: Threc 36" x 36" window Bucks woro constructed by Vinyl Technologies using standard company procedure~ and the following: [nateriuls: • 12 lineal ft of VBUCK 11 • 8 ea. Corner Connectors P/N 8001 • 4 ca. Center Connectors P/N 8002 Cross-sectiotk,il view ul' V-Ruck II Material thickness is roughly 0.1 inches thick, except for the internal cross webs and the retention fnti, which are roughly between 0.05 and 0.08 inches thick. Testing: Three tcstti were conducted for the purposes of this investigation. Nov-17-03 03,:33P Vinyl. TQahnalo9ies 435 750 6948 P.09 w :w Results of Test #3 No deflection was observed for the design load (75 psf). At the Rill load applied (22.5 psf) a deflection of 0.03 inches was observed. After 40 hours, no additional deflection due to plastic deformation was observed. Conclusions: The VBUCKli performed well under design load in all three tests conducted_ It also perforned well under loads 3 times the design load. Under extended loadings of 3 times the design load some plastic deformation was noted. In Test #2 permanent noticeable deformation was observed in the VBUCKII at high loads. The permanent deformation is due principally to the extended period of time the maximum load was applied and was due primarily to the deformation of the hollow PVC: profile. The VBUCKII and trim, if installed as per the specification demonstrated ir, testing that it can resist and perform under 225 psf of static load with minimal stnietural degradation. Therefore, at design loading of 1/3 of the ultimate load tested, the VBUCKII is structurally capable of resisting code required wind forces for components cladding in accordance with the 2001 edition of the Florida Building Code with a. maximum mind velocity of 130 mph (3-second gust), Exposure D, 30 feet mean roof height, edge strip. VBUCKII has been tested in conformance to Florida Building Code 2001, Chapter 17 — "STRUCTURAL TESTS AND INSPECTIONS", Section 1706.2 and complies with wind loading criteria of Chapter 16 - "STRUCTURAL LOADS", as described in this report. Respectfully Submitted, Construction Materials Technologies Phillip T. Pack, P.E. No. 1 g 523� HILLiP T. 7 PACK ov to , k �-- 01- - Signed, Brian L. Snell, P,E, Florida P.E. # 42756 Snell Engineering Consultants, Inc. 1491 Second Street, Suite A Sarasota, Florida 34236 7 VERIFY ALL GONPITION5 INGLUPIN6 DUT NOT LIMITED TO: ALL GEILIN6 GONPITION5 ALL FLOOR PEPTH5 ALL ROOF PITCHE5 ALL GEILIN6 HE16HT5 ALL NOTE5 K - - ---------------- C�4 LU RPPROUED TRUSS ANCHOR BY BUILDER 1-N cc� T30 HEEL HEIGHT = 2x4 STD. \T29 BOTTOM = 2x4 MIN. IJ54 EJ74 TOP = 2x4 MIN. EJ74 >; . ....... . . ........... P . .. ..... ... ...... . .... . . ........ ..... . T27 12 E174 Z.1 <Czy c$ "a Q c' Or U K31 T 6 U3 6 4.0 AND 6.33 PPP' R LU Luz LU LU Lu ( J116 fl .. i.x4 . . . ............ - STO.1 —.000.0 7-0-0 12 113-0-0 TRUSS END DETAIL TFU55E 5 PE516 NE P SHOP DRAWING f9F=>FFR0IJf9L NOTES FEm To mB gi 3) RLL U19LLEYS To BE cmJDmMLY 71 SM TRUSSES MUST BE D&MIM MOUFFEE THIS LAYOUT IS THE SOLE SOURCE FOR FABRICATION OF TRUSSES AND VOIDS ALL PREVIOUS ARCHITECTURAL OR 0 Builders Rm"vwnms HF#CLDC. D&MLIMM FM FoR FRFHM BY BUD -OR kTM 11-E TW UP. OTHER TRUSS LAYOUTS. REVIEW AND APPROVAL OF THIS LAYOUT 11UST BE RECEIVED BEFORE ANY TRUSSES WILL FirstSource TEMPORFIRY BRFCM RUIR TO ENMEERM DRFUDM FO? MI*FNW BRFCM REOI.ARED 4) mrsw Lum BB'vm& m'Ls 8) RL W TRUSS wtmm To BE sm'sm Ma UNISS N= MERWISE LEK fMRM, FOF 120 MFH UVINP5- BE BUILT, VERIFY ALL CONDITIONS TO INSURE FIC CHANGES THAT WILL RESULT IN EXTRA CHARGES TO YOU .� R-w-AW D6v�N ;ford Truss Division 2901 P'ilerol Circle Sanford, Florida 32773 FLL TR= (JINCLUOM TRUSSES UNIDER U111.EY FRRVG MUST BE CRIFtETELY VUEDZO OR REFIR TO M-MIL 195 A 5) FLOOR JOISTS MY BE FRJJSTm SLI3frLY FOR 2NO STORY PLU11M FLOOR: 16* DEEP 0 24' Or- 9) FLL FLOOR TRUSS HMONS T 0 BE SPfSM THM22 MESS NOTED OTHERIAM MODEL mm Dt. i (407) 322-0059 Fax - (407) 322-5553 DETRIL F1105 FOR R. 6) URJ= NOTED (37HEIMSE I 1`00—ed bV 1-888-946 -5637 wXX RmUmem Imm NX JUMM/W j`"`r1-KW_ e Bul'Iders 2901 Aileron Circle r Fist Sanford, Florida 32773 (407) 322-5553 Fax(407) 322-555 DATE: 8/9/04 Designed By: BRUCE OGILVY SUBJECT: State of Florida Truss Cover Sheet —Rule 61 G 15-31.003 Design of Structures Utilizing Prefabricated Wood Components ENGINEER: Randall Byrd, P.E. # 23451 (321) 630-0231 Beeper 2325 Jason Street (321) 453-6564 H/O Merritt Island, Florida 32952 (321) 453-4187 Fax I CODES & CRITERIA: FBC-2001 Sec. 1606, ASCE-7/98, ANSI/TPI-95, HIB-91,NDS-97, and ASTM A653 Design Loads -Shingle Roof: TCLL = 20, TCDL = 15, BCLL = 0, BCDL = 10; Total Load = 45 psf / LF = 1.25 Wind Speed Loading: 120 MPH, Exposure B, Condition 1, PARTIALLY Enclosed Building, Category II REFERENCE: Job Number: MCDUFFEE Model CUSTOM Job Date: 8/9/04 Number of Truss Profiles 64 Builder: MCDUFFEE Lot & Sub: County & State of Job: SEMINOLE , Florida The truss drawings referenced above have been designed using MiTek 2020, Version 4.201 or 5.1 SR-1, by MiTek Industries under my direct supervision based upon the parameters provided by Builders First Source.. `\` 1%11 ll1Il/ •`` P� L A. I''''/. 23451 gyp'• STATE OF : �44jAL A G 004 The seal on these Drawings indicate acceptance of Professional Engineering responsibility solely f he truss components shown. The suitability and use of this component for any particular building is the resp sibility of the Structural Engineer -of -Record (Building Designer) per Chapter 2 of ANSI TPI 1-1995. 0811012004 - 8:43 AM Single Family Release Order Acknowledgement By: r ..�� 1 -i -�• UMW �•�� ///,��� f 11 � 1 1�1•� `\``\. is AUG 92004 mBulde FraSwmc I 7002., af';t Job Truss Type Qty Ply MASTER Tciu0ss MONO TRUSS 4 1 Job Reference (optional) Builders FirstSource, Sanford, Florida, R BRUCE OGILVY 5.200 s Aug 19 2003 MiTek Industries, Inc. Tue Aug 10 08:35:32 2004 Page 1 2-11-4 2 2-11-4 S.* . 1:8. I 4,00 12 2x4 1-0-0 2-11-4 1-4-0 a� 1-0-0 0-4-0 1-7-4 Plate Offsets X,Y : [1:0-3-4 0-0-12] [1:0-3-8,Ed e LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.18 Vert(LL) n/a - n/a 999 M1120249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.05 Vert(TL) -0.00 1-3 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2001/ANSI95 (Matrix) Weight: 10lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 TOP CHORD Sheathed or 2-11-4 oc puriins. BOT CHORD 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2 X 4 SYP No.3 REACTIONS (lb/size) 2=84/Mechanical, 3=24/Mechanical, 1=108/0-8-0 Max Horz1=52(load case 2) Max Uplift2=-66(load case 2), 1=-33(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-31/25 BOT CHORD 1-3=0/0 NOTES 1) Wind: ASCE 7-98; 120mph (3-second gust); h=25ft; TCDL=4.2psf; BCDL=5.Opsf; Category 11; Exp B; partially; MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 66 lb uplift at joint 2 and 33 lb uplift at joint 1. LOAD CASE(S) Standard AUG 9 20 4 I Job Truss Truss Type Qty Ply I t MASTER CJ01A MONO TRUSS 1 1 Job Reference (optional Builders FirstSource, Sanford, Florida, R BRUCE OGILVY 5.200 s Aug 19 2003 MiTek Industries, Inc. Tue Aug 10 08:35:33 2004 Paqe 1 f 1-10-15 1-10-15 2 Soak = LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.10 Vert(LL) n/a - n/a 999 M1120 249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.03 Vert(TL) -0.00 1 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2001/ANSI95 (Matrix) Weight: 6lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 TOP CHORD Sheathed or 1-10-15 oc purlins. BOT CHORD 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=84/0-3-8, 2=66/Mechanical, 3=19/Mechanical Max Horz 1 =52(load case 4) Max Uplifil=-21(load case 4), 2=-56(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-32/24 BOT CHORD 1-3=0/0 NOTES 1) Wind: ASCE 7-98; 120mph (3-second gust); h=25ft; TCDL=4.2psf; BCDL=5.Opsf; Category II; Exp B; partially; MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 21 lb uplift at joint 1 and 56lb uplift at joint 2. LOAD CASE(S) Standard '1: Y Job Truss TrusCJ0 ype Qty PlyR.MASTER FMONO TRUSS 4 1 Job Reference (optional) Builders FirstSource, Sanford, Florida, R BRUCE OGILVY 5.200 s Aug 19 2003 MiTek Industries, Inc. Tue Aug 10 08:35:33 2004 Page 1 2-6-5 2-6-5 Scak • 1:8. am i2 a i 2x4 1-8-0 3 2-6-5 I 1-8-0 2%E71 I 0-10-5 Plate Offsets X,Y : 1:0-3-4,0-0-12 , 1:0-3-8,Ed e LOADING(psf) SPACING 2-0-0 CSI DEFL in floc) I/deFl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.13 Vert(LL) n/a - n/a 999 MI120 249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.03 Vert(TL) -0.00 1 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horc(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2001/ANSI95 (Matrix) Weight: 9lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 TOP CHORD Sheathed or 2-6-5 oc pudins. BOT CHORD 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2 X 4 SYP No.3 REACTIONS (lb/size) 2=70/Mechanical, 3=20/Mechanical, 1=90/0-8-0 Max Horz1=45(load case 2) Max Uplift2=-55(load case 2), 1=-27(load case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-27/21 BOT CHORD 1-3=0/0 NOTES 1) Wind: ASCE 7-98; 120mph (3-second gust); h=25ft; TCDL=4.2psf; BCDL=S.Opsf; Category II; Exp B; partially; MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 55 lb uplift at joint 2 and 27 lb uplift at joint 1. LOAD CASE(S) Standard Job Truss Type Qty Ply TCJUO MASTER MONO TRUSS 2 1 Job Reference (optional) Builders FirstSource, Sanford, Florida, R BRUCE OGILVY 5.200 s Aug 19 2003 MiTek Industries, Inc. Tue Aug 10 08:35:33 2004 Page 1 2 2-1-9 2-1-9 SUM • 1:5. 1 4.10 12 2x4 1-8-0 3 2-1-9 1-8-0 0-5-9 Plate Offsets X,Y : [1:0-3-2 0-0-12], [1:0-3-8,Edge LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.08 Vert(LL) n/a - n/a 999 M1120 249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.02 Vert(TL) -0.00 1 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC20011ANS195 (Matrix) Weight: 8lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 TOP CHORD Sheathed or 2-1-9 oc purlins. BOT CHORD 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2 X 4 SYP No.3 REACTIONS (lb/size) 2=56/Mechanical, 3=16/Mechanical, 1=7310-8-0 Max Horz 1 =38(load case 2) Max Uplift2=-46(load case 2), 1=-21(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-23/18 BOT CHORD 1-3=0/0 NOTES 1) Wind: ASCE 7-98; 120mph (3-second gust); h=25ft; TCDL=4.2psf; BCDL=5.Opsf; Category 11; Exp B; partially; MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 46 lb uplift at joint 2 and 21 lb uplift at joint 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply it MASTER' CJ03 MONO TRUSS 9 t Job Reference (optional) Builders FirstSource, Sanford, Florida, R BRUCE OGILVY 5.200 s Aug 19 2003 MiTek Industries, Inc. Tue Aug 10 08:35:34 2004 Page 1 2-11-4 2 2-11-4 Swk•1:8. &10 F12 2z4 i >< >< 1�-0-0 1-4-0 usu 1-4-0 usu 3 2-11-4-0-0 2-11-4 1-0-0 0-4-0 1-7-4 Plate Offsets X,Y : 1:0-1-7,Ed e , 1:0-2-8,1-3-12 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.18 Vert(LL) n/a - n/a 999 MI120 249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.05 Vert(TL) -0.00 1-3 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2001/ANSI95 (Matrix) Weight: 13lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 TOP CHORD Sheathed or 2-11-4 oc puriins. BOT CHORD 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2 X 8 SYP No.1 D REACTIONS (lb/size) 2=89/Mechanical, 3=25/Mechanical, 1=114/0-8-0 Max Horz1=79(load rase 4) Max Uplift2=-81(load case 4), 1=-23(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=50/35 BOT CHORD 1-3=0/0 NOTES 1) Wind: ASCE 7-98; 120mph (3-second gust); h=25ft; TCDL=4.2psf; BCDL=5.Opsf; Category 11; Exp B; partially; MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 81 lb uplift at joint 2 and 23 lb uplift at joint 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply MASTER CJ03A MONO TRUSS 2 1 Job Reference (optional) _ ' Builders FirstSource, Sanford, Florida, R BRUCE OGILVY 5.200 s Aug 19 2003 MiTek Industries, Inc. Tue Aug 10 08:35:34 2004 Page 1 3-8-7 2 3-8-7 3 W = 1:7. 1 4.1012 21,41 1-0-0 3 3-8-7 1-4-0 �e 1-0-0 0-4-0 2-4-7 Plate Offsets X,Y): [1:0-3-2,0-0-121, [1:0-3-8,Edge LOADING(pso SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.28 Vert(LL) n/a - n/a 999 M1120 249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.08 Vert(TL) -0.01 1-3 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 CodeFBC2001/ANS195 (Matrix) Weight: 13lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 TOP CHORD Sheathed or 3-8-7 oc purlins. BOT CHORD 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2 X 4 SYP No.3 REACTIONS (lb/size) 2=112/Mechanical, 3=32/Mechanical, 1=143/0-8-0 Max Horz 1=68(load case 2) Max Uplift2=-87(load case 2), 1=-44(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-40/32 BOT CHORD 1-3=0/0 NOTES 1) Wind: ASCE 7-98; 120mph (3-second gust); h=25ft; TCDL=4.2psf; BCDL=5.Opsf; Category 11; Exp B; partially; MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 87 lb uplift at joint 2 and 44 lb uplift at joint 1. LOAD CASE(S) Standard Job Truss ype Oty Ply FI-OSISOT MASTER CJ04 TRUSS 1 1 Job Reference (optional) Builders FirstSource, Sanford, Florida, R BRUCE OGILVY 5.200 s Aug 19 2003 MiTek Industries, Inc. Tue Aug 10 08:35:35 2004 Page 1 4-6-0 2 4-6-0 1 4.00 12 �i 214 1 1-0-0 1-4-0 z.e a 3 4-6-0 r 1-0-0 0-4-0 � 3-2-0 Plate Offsets X,Y : [1:0-3-4 0-0-12] [1:0-3-8,Ed e LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.44 Vert(LL) n/a n/a 999 M1120 249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.13 Vert(TL) -0.01 1-3 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2001/ANSI95 (Matrix) Weight: 15 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 TOP CHORD Sheathed or 4-6-0 oc purlins. BOT CHORD 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2 X 4 SYP No.3 REACTIONS (lb/size) 2=139/Mechanical, 3=40/Mechanical, 1=179/0-8-0 Max Horz 1 =80(load case 2) Max Uplift2=-106(load case 2), 1=-57(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-48/39 BOT CHORD 1-3=0/0 NOTES 1) Wind: ASCE 7-98; 120mph (3-second gust); h=25ft; TCDL=4.2psf; BCDL=5.Opsf; Category 11; Exp B; partially; MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 106 lb uplift at joint 2 and 57 lb uplift atjoint 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 4 MASTER EJ002 MONO TRUSS 4 1 Job Reference (optional) Builders FirstSource, Sanford, Florida, R BRUCE OGILVY 5.200 s Aug 19 2003 MiTek Industries, Inc. Tue Aug 10 08:35:35 2004 Page 1 5-0-0 2 5-0-0 Scale • 1:9. 1 400 12 2x4 1 >< 1-0-0 1-4-0 2x3 a 3 5-0-0 1-0-0 0-4-0 3-8-0 Plate Offsets X,Y : [1:0-3-4,0-0-12], [1:0-3-8,Ed e LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.56 Vert(LL) n/a - n/a 999 M1120 249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.16 Vert(TL) -0.02 1-3 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2001/ANS195 (Matrix) Weight: 17lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 TOP CHORD Sheathed or 5-0-0 oc pudins. BOT CHORD 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2 X 4 SYP No.3 REACTIONS (lb/size) 2=157/Mechanical, 3=45/Mechanical, 1=201/0-8-0 Max Horz1=90(load case 2) Max Uplift2=-119(ioad case 2), 1=-64(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-53/43 BOT CHORD 1-3=0/0 NOTES 1) Wind: ASCE 7-98; 120mph (3-second gust); h=25ft; TCDL=4.2psf; BCDL=5.Opsf; Category 11; Exp B; partially; MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 119 lb uplift atjoint 2 and 64lb uplift at joint 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply MASTER EJ004 MONO TRUSS 10 1 Job Reference (optional) iBuilders FirstSource, Sanford, Florida, R BRUCE OGILVY 5.200 s Aug 19 2003 MiTek Industries, Inc. Tue Aug 10 08:35:36 2004 Page 1 5-0-0 2 5-0-0 S.W • 1A2. 6.10 12 Ll 2x4 i 1-0-0 1-4-0 U911 J 5-0-0 1-0-0 0-4-0 3-8-0 Plate Offsets X,Y : 1:0-1-7,Ed e] (1:042-8,1-3-12] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.59 Vert(LL) n/a - n/a 999 MI120 249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.17 Vert(TL) -0.03 1-3 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2001/ANS195 (Matrix) Weight: 19lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 TOP CHORD Sheathed or 5-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2 X 8 SYP No.1 D REACTIONS (lb/size) 2=161/Mechanical, 3=46/Mechanical, 1=207/0-8-0 Max Horz1=136(load case 4) Max Uplif2=-143(load case 4), 1=-46(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-85/62 BOT CHORD 1-3=0/0 NOTES 1) Wind: ASCE 7-98; 120mph (3-second gust); h=25ft; TCDL=4.2psf; BCDL=5.Opsf; Category 11; Exp B; partially; MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 143 lb uplift at joint 2 and 46 lb uplift at joint 1. LOAD CASE(S) Standard Job s Truss Truss Type Qty Ply MASTER EJ006 MONO TRUSS 7 1 Job Reference (optional) Builders FirstSource, Sanford, Florida, R BRUCE OGILVY 5.200 s Aug 19 2003 MiTek Industries, Inc. Tue Aug 10 08:35:37 2004 Page 1 6-1-8 6-1-8 Sc le-1:11. 1 4. DO FIT 24l 38 II 1-0-0 1-4-0 3 6-1-8 I I � 1-0-0 0-4-0 4-9-8 Plate Offsets ,Y : 1:0-3-4,0-0-12 , 1:0-3-8,Ed e LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20,0 Plates Increase 1.25 TC 0.88 Vert(LL) n/a - n/a 999 M1120 249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.25 Vert(TL) -0.06 1-3 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2001/ANSI95 (Matrix) Weight: 20lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 TOP CHORD Sheathed or 6-1-8 oc purlins. BOT CHORD 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2 X 4 SYP No.3 REACTIONS (lb/size) 2=196/Mechanical, 3=56/Mechanical, 1=252/0-8-0 Max Horzl =1 1 0(load case 2) Max Uplift2=-149(load case 2), 1=-81(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-65/53 BOT CHORD 1-3=0/0 NOTES 1) Wind: ASCE 7-98; 120mph (3-second gust); h=25ft; TCDL=4.2psf; BCDL=5.Opsf; Category II; Exp B; partially; MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 149 lb uplift at joint 2 and 81 lb uplift atjoint 1. LOAD CASE(S) Standard E. Job Truss Truss Type Qty Ply MASTER EJ007 MONO TRUSS 1 1 Job Reference (optional) Builders FirstSource, Sanford, Florida, R BRUCE OGILVY 5.200 s Aug 19 2003 MiTek Industries, Inc. Tue Aug 10 08:35:37 2004 Page 1 i 6-10-8 z 6-10-8 Bwk - 1:12. 1 4.00 12 2x4 1 2xB II J 1-0-0 1-4-0 6-10-8 I I � 1-0-0 0-4-0 5-6-8 Plate Offsets X,Y : 1:0-3-4,0-0-12 , 1:0-3-8,Ed e LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.64 Vert(LL) n/a - n/a 999 M1120 249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.32 Vert(TL) -0.10 1-3 >782 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2001/ANS195 (Matrix) Weight: 22 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6-10-8 oc pudins. BOT CHORD 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2 X 4 SYP No.3 REACTIONS (lb/size) 2=222/Mechanical, 3=63/Mechanical, 1=286/0-8-0 Max Horz1=124(load case 2) Max Uplifl2=-168(load case 2), 1=-92(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-73/60 BOT CHORD 1-3=0/0 NOTES 1) Wind: ASCE 7-98; 120mph (3-second gust); h=25ft; TCDL=4.2psf; BCDL=5.Opsf; Category 11; Exp B; partially; MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 168 lb uplift at joint 2 and 92 lb uplift at joint 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply V MASTER HJ005 MONO TRUSS 2 1 Job Reference (optional) Builders FirslSource, Sanford, Florida, R BRUCE OGILVY 5.200 s Aug 19 2003 MiTek Industries, Inc. Tue Aug 10 08:35:38 2004 Page 1 5-2-7 2 5-2-7 3.74 725 4 1 ago ; 8 7 3 2118 II 1-0-14 1-5-4 5-2-7 i 1-0-14 0-4-6 3-9-3 Plate Offsets (X,Y): 1:0-3-10,0-0-12 , 1:0-3-8,Ed e LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.62 Vert(LL) n/a - n/a 999 M1120 2491190 TCDL 15.0 Lumber Increase 1.25 BC 0.18 Vert(TL) -0.03 1-3 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2001/ANS195 (Matrix) Weight: 17 lb LUMBER TOP CHORD 2 X 4 SYP No.3 BOT CHORD 2 X 4 SYP No.3 WEDGE Left: 2 X 4 SYP No.3 REACTIONS (lb/size) 2=154/Mechanical, 3=44/Mechanical, 1=194/0-8-12 Max Horz 1 =87(load case 2) Max Uplift2=-124(load rase 2), 1=-70(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-51/0, 4-5=-45/0, 2-5=-47/39 BOT CHORD 1-6=0/0, 6-7=0/0, 3-7=0/0 BRACING TOP CHORD Sheathed or 5-2-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Wind: ASCE 7-98; 120mph (3-second gust); h=25ft; TCDL=4.2psf; BCDL=S.Opsf; Category II; Exp B; partially; MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 124 lb uplift at joint 2 and 70 lb uplift at joint 1. 4) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3.21b down and 17.21b up at 2-5-14, and 20.51b up at 2-10-9 on top chord, and 4.91b up at 2-5-14, and 1.01b up at 2-10-9 on bottom chord. The design/selection of such special connection device(s) is the responsibility of others. 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-70, 1-3=-20 Concentrated Loads (lb) Vert: 4=17(F) 5=4(B) 6=5(F) 7=1(B) Job Truss Truss Type City Ply MASTER HJ007 MONO TRUSS 2 1 Job Reference (optional) Builders FirstSource, Sanford, Florida, R BRUCE OGILVY - - 5.200 s Aug 19 2003 MiTek Industries, Inc. Tue Aug 10 08:35:38 2004 Page i 3-11-15 7-3-10 3-11-15 3-3-11 1:12. 3.74 12 5 4 1 2x4 6 7 3 2xe II 1-0-13 1-5-3 3-11-15 7-3-10 I i 1 i 1-0-13 0-4-6 2-6-12 3-3-11 Plate Offsets X,Y : [1:0-3-10,0-0-12], 1:0[ 3-8,Ed e LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deg L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.95 Vert(LL) n/a - n/a 999 M1120 249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.48 Vert(TL) -0.14 1-3 >589 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2001/ANS195 (Matrix) Weight: 24lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2 X 4 SYP No.3 REACTIONS (lb/size) 2=256/Mechanical, 3=73/Mechanical, 1=322/0-8-12 Max Horz1=123(load case 2) Max Uplift2=-199(load case 2), 1=-122(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-65/0, 4-5=-59/0, 2-5=-71/66 BOT CHORD 1-6=0/0, 6-7=0/0, 3-7=0/0 NOTES 1) Wind: ASCE 7-98; 120mph (3-second gust); h=25ft; TCDL=4.2psf; BCDL=5.Opsf; Category 11; Exp B; partially; MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 199 lb uplift at joint 2 and 122 lb uplift at joint 1. 4) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 20.51b up at 2-10-8, and 37.91b down and 51.81b up at 4-2-9 on top chord, and 1.01b up at 2-10-8, and 10.81b down at 4-2-9 on bottom chord. The design/selection of such special connection device(s) is the responsibility of others. 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pin Vert: 1-2=-70, 1-3=-20 Concentrated Loads (lb) Vert: 4=4(B) 5=-38(F) 6=1(B) 7=-11(F) Job Truss Truss Type Qty Ply MASTER HJ001 MONO TRUSS 2 1 Job Reference (optional) . Builders FirstSource, Sanford, Florida, R BRUCE OGILVY 5.200 s Aug 19 2003 MiTek Industries, Inc. Tue Aug 10 08:35:39 2004 Page 1 3-11-9 6-11-6 3-11-9 2-11-13 2 sole=1:I 1. 2.83 12 4 1 Zx5 5 3 2xB II 1-4-4 1-9-14 6-11-6 1-4-4 0-5-11 5-1-8 Plate Offsets X,Y : 1:0-4-15,0-0-12)_[1:0.3-8,Edge LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.77 Vert(LL) n/a - n/a 999 M1120 249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.39 Vert(TL) -0.10 1-3 >768 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2001/ANSI95 (Matrix) Weight: 23lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2 X 4 SYP No.3 REACTIONS (lb/size) 2=231/Mechanical, 3=66/Mechanical, 1=292/0-11-5 Max Horz 1 =88(load case 2) Max Uplifl2=-175(load case 2), 1=-115(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 14=47/0, 2-4=-49/47 BOT CHORD 1-5=-O/O, 3-5=-O/O NOTES 1) Wind: ASCE 7-98; 120mph (3-second gust); h=25ft; TCDL=4.2psf; BCDL=5.Opsf; Category 11; Exp B; partially; MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 175 lb uplift atjoint 2 and 115 lb uplift at joint 1. 4) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 10.71b down and 31.21b up at 4-2-15, and 10.71b down and 31.21b up at 4-2-15 on top chord, and 3.11b down at 4-2-15, and 3.11b down at 4-2-15 on bottom chord. The design/selection of such special connection device(s) is the responsibility of others. 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-70, 1-3=20 Concentrated Loads (lb) Vert: 4=-21(F=-11, B=-11) 5=-6(F=-3, B=-3) Job Truss Truss Type Oty Ply MASTER' HJ002 MONO TRUSS 4 1 Job Reference (optional) Builders FirslSource, Sanford, Florida, R BRUCE OGILVY 5.200 s Aug 19 2003 MiTek Industries, Inc. Tue Aug 10 08:35:40 2004 Page 1 3-9-2 6-11-6 3-9-2 3-2-4 2 Style = 1:13.3 4.31 12 4 7 2><4 5 3 2ve II 3.10 II 1-4-4 1-9-14 6-11-6 1-4-4 0-5-11 5-1-8 Plate Offsets X,Y : [1:0-2-14,0-0-12], [1,.0-3-4,1-5-7], [1:0-2-8 2-1-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.82 Vert(LL) n/a - n/a 999 M1120 249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.41 Vert(TL) -0.11 1-3 >709 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2001/ANS195 (Matrix) Weight: 26lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2 X 8 SYP No.1 D REACTIONS (lb/size) 2=240/Mechanical, 3=69/Mechanical, 1=301/0-11-5 Max Hor71=133(load case 2) Max Uplift2=-210(load case 2), 1=-115(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-69/0, 2-4=-83f70 BOT CHORD 1-5=0/0, 3-5=0/0 NOTES 1) Wind: ASCE 7-98; 120mph (3-second gust); h=25ft; TCDL=4.2psf; BCDL=5.Opsf; Category II; Exp B; partially; MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 210 lb uplift at joint 2 and 115 lb uplift at joint 1. 4) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 15.21b down and 46.01b up at 4-2-15, and 15.21b down and 46.0Ib up at 4-2-15 on top chord, and 4.41b down at 4-2-15, and 4.41b down at 4-2-15 on bottom chord. The design/selection of such special . connection device(s) is the responsibility of others. 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-70, 1-3=-20 Concentrated Loads (lb) Vert: 4=-30(F=-15, B=-15) 5=-9(F=-4, B=-4) F .. Job Truss ype Oty Ply MASTER' HJ003 F-,OUSNSOTTRUSS 1 1 Job Reference (optional) Builders FirslSource, Sanford, Florida, R BRUCE OGILVY 5.200 s Aug 19 2003 MiTek Industries, Inc. Tue Aug 10 08:35:40 2004 Page 1 4-0-4 7-2-15 3 4-0-4 3-2-11 7 e 3.3s 12 2 5 1 214 3 9 10 4 3x4= 3.4, 1-9-6 2-4-11 7-2-15 1-9-6 0-7-5 4-10-4 Plate Offsets X,Y : 1:0-11-8,0-1-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.93 Vert(LL) n/a - n/a 999 M1120 249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.47 Vert(TL) -0.13 1-4 >590 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.01 3 n/a n/a BCDL 10.0 Code FBC2001/ANSI95 (Matrix) Weight: 32lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2 X 8 SYP No.t D 3-2-6 REACTIONS (lb/size) 1 =31911-2-9, 3=291/Mechanical, 4= 1 055/Mechanical Max Horz1=109(load case 2) Max Upliftl=-128(load case 2), 3=-242(load case 2), 4=-360(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-5=-62/0, 2-5=-48/0, 2-6=-48/0, 6-7=-60/42, 3-7=-68/65 BOT CHORD 1-8=0/0, 8-9=0/0, 9-10=0/0, 4-10=0/0 NOTES 1) Wind: ASCE 7-98; 120mph (3-second gust); h=25ft; TCDL=4.2psf; BCDL=5.Opsf; Category 11; Exp B; partially; MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 128lb uplift at joint 1, 242 lb uplift atjoint 3 and 360 lb uplift at joint 4. 4) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 23.61b up at 3-7-5, and 65.41b down and 71.71b up at 5-5-15, and 15.21b down and 46.01b up at 6-0-1 on top chord, and 1.31b up at 3-7-5, 18.71b down at 5-5-15, and 4.4Ib down at 6-0-1, and 971.41b down and 392.71b up at 7-2-3 on bottom chord. The design/selection of such special connection device(s) is the responsibility of others. 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 1-4=-20 Concentrated Loads (lb) Vert: 4=-971(B) 5=5(F) 6=-65(B) 7=15(F) 8=1(F) 9=19(B) 10=-4(F) Job , Truss Truss Type Oty Ply MASTER T01 HIP 1 1 Job Reference (optional) Builders FirstSource, Sanford, Florida, R BRUCE OGILVY 5.200 s Aug 19 2003 MiTek Industries, Inc. Tue Aug 10 08:35:41 2004 Page 1 5-0-0 10-4-0 15-4-0 5-0-0 5-4-0 5-0-0 scale • 1:24. 1 4.00 12 4x7 2 7 8 48 = 3 4 gg Id Us .7 It 1-0-0 1-4-9 5-0-0 6 3x4— 9 10 10-4-0 61x411 -- 3.7 II 14-0-0 1t470 15-4-0 1-0-0 0-4-0 3-8-0 5-4-0 3-8-0 0-4-0 1-0-0 Plate Offsets (X,Y):[1:0-2-8,1-4-9],[1:0-2-4,0-0-4]_ 3:0-5-4,0-2-0 , 4:0-2-4,0-0-4 , 4:0-2-8,1-4-9 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.88 Vert(LL) 0.11 5-6 >999 240 M1120 249/190 TCDL 15.0 Lumber Increase 1.25 BC 1.00 Vert(TL) -0.19 5-6 >921 180 BCLL 0.0 Rep Stress Incr NO WB 0.07 Horz(TL) 0.05 4 n/a n/a BCDL 10.0 Code FBC2001/ANSI95 (Matrix) Weight: 60lb LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 WEDGE Left: 2 X 4 SYP No.3, Right: 2 X 4 SYP No.3 REACTIONS (lb/size) 1=1062/0-8-0, 4=1062/0-8-0 Max Horz1=23(load case 4) Max Upliftl=-522(load case 2), 4=-519(load case 3) BRACING TOP CHORD Sheathed or 3-6-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-7-15 oc bracing. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2656/1350, 2-7=-2482/1309, 7-8=-2482/1309, 3-8=-2482/1309, 3-4=-2656/1342 BOT CHORD 1-6=-1240/2464, 6-9=-1212/2481, 9-10=-1212/2481, 5-10=-1212/2481, 4-5=-1216/2464 WEBS 2-6=0/227, 3-6=-126/88, 3-5=0/202 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 120mph (3-second gust); h=25ft; TCDL=4.2psf; BCDL=5.Opsf; Category II; Exp B; partially; MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 522 lb uplift at joint 1 and 519lb uplift at joint 4. 5) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 240.71b down and 225.61b up at 5-0-0, 82.91b down and 84.71b up at 7-0-12, and 82.91b down and 84.71b up at 8-3-4, and 280.71b down and 225.61b up at 1 G-4-0 on top chord, and 68.81b down at 5-0-0, 23.71b down at 7-0-12, and 23.71b down at 8-3-4, and 68.81b down at 10-3-4 on bottom chord. The design/selection of such special 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). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-70, 2-3=-70, 3-4=-70, 1-4=-20 Concentrated Loads (lb) Vert: 2=-241(F) 3=-241(F) 6=-69(F) 5=-69(F) 7=-83(F) 8=-83(F) 9=-24(F) 10=-24(F) Job Truss TypeQty PlyMASTER- T02 T 1 1 Job Reference (optional) Builders FirstSource, Sanford, Florida, R BRUCE OGILVY 5.200 s Aug 19 2003 MiTek Industries, Inc. Tue Aug 10 08:35:42 2004 Page 1 I 7-0-0 8-4-0 15-4-0 7-0-0 1-4-0 7-0-0 scale = 1:24.9 48 = 4x6 = 2 3 4.00 12 i 4 Id Us 313 i 87x4 II 57 x4 II 3v] II 3x] I 1-0-0 1-4-0 7-0-0 8-4-0 14-0-0 1a-4,0 15-4-0 r— 1-0-0 0-4-0 5-8-0 1-4-0 5-8-0 0-4-0 1-0-0 Plate Offsets X,Y :[1:0-2-12,0-0-41,[1:0-2-8,1-4-9],[4:0-2-12,0-0-4],14:0-2-8,1-4-9] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.51 Vert(LL) 0.08 1-6 >999 240 M1120 2491190 TCDL 15.0 Lumber Increase 1.25 BC 0.68 FVert(TL) -0.17 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.02 4 n/a n/a BCDL 10.0 Code FBC2001/ANSI95 (Matrix) Weight: 55lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 5-2-1 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 9-10-8 oc bracing. WEBS 2 X 4 SYP No.3 WEDGE Left: 2 X 4 SYP No.3, Right: 2 X 4 SYP No.3 REACTIONS (lb/size) 1=646/0-8-0, 4=646/0-8-0 Max Horz 1 =-33(load case 5) Max Upliftl=-243(load case 2), 4=-243(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1270/451, 2-3=-1137/470, 3-4=-1270/450 BOT CHORD 1-6=-368/1130, 5-6=-365/1137, 4-5=-365/1130 WEBS 2-6=-20/207, 3-5=-19/207 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 120mph (3-second gust); h=25ft; TCDL=4.2psf; BCDL=5.Opsf; Category II; Exp B; partially; MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 243 lb uplift at joint 1 and 243 lb uplift at joint 4. LOAD CASE(S) Standard Job Truss Truss Type Oty Ply MASTER T03 HIP 2 1 Job Reference optional 'Builders FirstSource, Sanford, Florida, R BRUCE OGILVY 5.200 s Aug 19 2003 MiTek Industries, Inc. Tue Aug 10 08:35:43 2004 Page 1 5-0-0 9-0-0 13-0-0 1 18-0-0 5-0-0 4-0-0 4-0-0 5-0-0 Sob • 1:29. 46= 3x6 = 46 = 2 10 3 11 4 6.10 12 6 1 qry d I� 3x6i 3x6,- 3x4= 9 8 2 7 J 6 3x4 = f x4 I I .1. = 3.10 II 3x10 II 18-0-0 1-0-0 1,-4-p 5-0-0 9-0-0 13-0-0 16-8-0 17-0r0 1-0-0 0-4-0 3-8-0 4-0-0 4-0-0 3-8-0 0-4-0 1-0-0 Plate Offsets (X,Y): [1:0-0-7,Edge]_[110-3-0,1-3-12] [5:0-0-7 Edge]_[5:0-3-0,1-3-12] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.91 Vert(LL) 0.09 7 >999 240 M1120 249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.91 Vert(TL) -0.13 7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.22 Horz(TL) 0.05 5 n/a n/a BCDL 10.0 Code FBC2001/ANSI95 (Matrix) Weight: 85lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-11-6 oc purlins. BOT CHORD 2 X 4 SYP No.1 D BOT CHORD Rigid ceiling directly applied or 5-9-3 oc bracing. WEBS 2 X 4 SYP No.3 WEDGE Left: 2 X 8 SYP No.1 D, Right: 2 X 8 SYP No.1 D REACTIONS (lb/size) 1=1278/0-8-0, 5=1278/0-8-0 Max Horz 1 =-42(load case 2) Max Upliftl =-691 (load case 4), 5=-681(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2375/1316, 2-10=-2052/1225, 3-10=-2052/1225, 3-11=-2052/1207, 4-11=-2052/1207, 4-5=-2375/1295 BOT CHORD 1-9=-1117/2025,8-9=-1117/2025,8-12=-1361/2466,7-12=-1361/2466,7-13=-1361/2466,6-13=-1361/2466,5-6=-1076/2025 WEBS 2-8=-149/500, 3-8=-577/351, 3-7=0/116, 3-6=-558/332, 4-6=138/489 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 120mph (3-second gust); h=25ft; TCDL=4.2psf; BCDL=5.Opsf; Category II; Exp B; partially; MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 691 lb uplift at joint 1 and 681 lb uplift at joint 5. 5) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 257.61b down and 285.51b up at 5-0-0, 87.41b down and 107.911b up at 7-0-12, 87.41b down and 107.91b up at 9-0-12, and 87.41b down and 107.91b up at 10-11-4, and 297.61b down and 285.51b up at 13-0-0 on top chord, and 73.61b down at 5-0-0, 25.01b down at 7-0-12, 25.01b down at 9-0-12, and 25.01b down at 10-11-4, and 73.61b down at 12-11-4 on bottom chord. The design/selection of such special 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). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pI0 Vert: 1-2=-70, 2-4=-70, 4-5=-70, 1-5=-20 Concentrated Loads (lb) Vert:2=-258(B) 4=-258(B)8=-74(B) 7=-25(B) 6=-74(B)3=-87(B) 10=-87(B) 11=-87(B) 12=-25(B) 13=-25(B) Job Truss Truss Type Qty Ply MASTER` T04 HIP 1 1 Job Reference (optional) Builders FirslSource, Sanford, Florida, R BRUCE OGILVY 5.200 s Aug 19 2003 MiTek Industries, Inc. Tue Aug 10 08:35:43 2004 Page 1 I 6-0-0 10-0-0 13-2-2 17-0-0 6-0-0 4-0-0 3-2-2 3-9-14 Scale . 1:27. 4x5 = 4.7 = 4 3 6.10 1112 1.4 i 2 s 1 6 D � ld Sx5 i Sx5 i 4x 14 II 4x5 9 8 7 1 x4 11 3x4 = 3x8 = W 11 3.10 11 6-0-0 10-0-0 16-0-0 17-0-0 , 6-0-0 4-0-0 6-0-0 1-0-0 Plate Offsets X,Y : 1:0-2-4,0-1-10 , 3:0-5-4,0-2-0]_[4:0-3-0,0-2-4]_[6:0-0-15,Edge],16:0-3-4,1-3-1]_[6:0-3-0,1-11-7 LOADING(psf) SPACING 2-0-0 CS] DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.89 Vert(LL) 0.08 7-9 >999 240 M1120 249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.83 Vert(TL) -0.17 6-7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.09 Horz(TL) 0.05 6 n/a n/a BCDL 10.0 Code FBC2001/ANS195 (Matrix) Weight: 95lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-7-0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6-1-7 oc bracing. WEBS 2 X 4 SYP No.3 WEDGE Right: 2 X 12 SYP No.2 SLIDER Left 2 X 8 SYP No.1 D 3-5-6 REACTIONS (lb/size) 1 =1 512/0-8-0, 6=1484/0-8-0 Max Horz 1 =-59(load case 2) Max Upliftl=-657(load case 4), 6=-638(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2436/1166, 2-3=-2326/1178, 3-4=-2161/1145, 4-5=-2455/1232, 5-6=-2629/1278 BOT CHORD 1-9=-955/2021, 8-9=-951/2028, 7-8=-951/2028, 6-7=-1050/2271 WEBS 3-9=0/163, 3-7=-144/285, 4-7=0/186, 5-7=-133/104 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 120mph (3-second gust); h=25ft; TCDL=4.2psf; BCDL=S.Opsf; Category II; Exp B; partially; MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 657 lb uplift at joint 1 and 638 lb uplift at joint 6. 5) Girder carries hip end with 7-0-0 end setback 6) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 449.21b down and 385.71b up at 10-0-0, and 385.01b down and 330.6Ib up at 6-0-0 on top chord. The design/selection of such special 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). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-3=-70, 3-4=-146(F=-76), 4-6=-70, 1-6=-42(F=-22) Concentrated Loads (lb) Vert: 3=-385(F) 4=-449(F) Job Truss Type Oty Ply MASTER FT,uss HIP 1 1 Job Reference Lptional) `Builders FirslSource, Sanford, Florida, R BRUCE OGILVY 5.200 s Aug 19 2003 MiTek Industries, Inc. Tue Aug 10 08:35:44 2004 Page 1 7-0-0 11-0-0 18-0-0 r— 7-0-0 4.4 = 4-0-0 7-0-0 Suk = 1:29. 6.10 F12 2 4x7 = 3 4 ED Id 3.41 .4,- 7 3x4 = 3x10 II 9 3x4- 5 1.4 11 U10 II 18-0-0 1-0-0 11 4-p 7-0-0 11-0-0 16-8-0 17-Or0 1-0-0 0-4-0 5-8-0 4-0-0 5-8-0 0-4-0 1-0-0 Plate Offsets X,Y : 1:0-3-0,1-3-12 , 1:0-1-7,0-0-4 , 3:0-5-4,0-2-0,[4:0-1-7,0-0-4],[4:0-3-0,1-3-12] LOADING(psf) SPACING 2-0-0 CS] DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.67 Vert(LL) 0.02 6 >999 240 M1120 249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.64 Vert(TL) -0.07 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.02 4 n/a n/a BCDL 10.0 Code FBC2001/ANSI95 (Simplified) Weight: 80lb LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 WEDGE Left: 2 X 8 SYP No.1 D, Right: 2 X 8 SYP No.1 D REACTIONS (lb/size) 1=778/0-8-0, 4=778/0-8-0 Max Horz 1 =59(load case 3) Max Upliftl=-260(load case 4), 4=-260(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1013/300, 2-3=-898/358, 3-4=-1013/300 BOT CHORD 1-7=-224/894, 6-7=-224/894, 5-6=-191/898, 4-5=-193/894 WEBS 2-6=0/156, 3-6=-75/75, 3-5=0/105 BRACING TOP CHORD Sheathed or 4-9-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 120mph (3-second gust); h=25ft; TCDL=4.2psf; BCDL=5.Opsf; Category II; Exp B; partially; MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 260 lb uplift at joint 1 and 260 lb uplift at joint 4. LOAD CASE(S) Standard Job Truss pe Qty PlyMASTER• T05 T"luN B 1 Job Reference (optional) Builders FirstSource, Sanford, Florida, R BRUCE OGILVY 5.200 s Aug 19 2003 MiTek Industries, Inc. Tue Aug 10 08:35:44 2004 Page 1 7-8-0 15-4-0 7-8-0 7-8-0 scale = 1.24. 4.00 12 7 4x4 2 3 3.4 , 3x7 II 1-0-0 1-4-p 7-8-0 41.411 3.4 1 3x] II 14-0-0 1f 410 15-4-0 I � 1-0-0 0-4-0 6-4-0 6-4-0 0-4-0 1-0-0 Plate Offsets X( Y): [1:0-3-4 0-0-4]_[1:0-2-8 1-4-9],[3:0-3-4,0-0-4]_[3:0-2-8,1-4-9 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.80 Vert(LL) 0.03 4 >999 240 M1120 249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.73 Vert(TL) -0.08 1-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.02 3 n/a n/a BCDL 10.0 Code FBC20011ANS195 (Simplified) Weight: 53 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 4-2-11 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 WEDGE Left: 2 X 4 SYP No.3, Right: 2 X 4 SYP No.3 REACTIONS (lb/size) 1=646/0-8-0.3=646/0-8-0 Max Horz 1 =36(load case 4) Max Uplifll=-239(load case 2), 3=-239(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-967/341, 2-3=-967/341 BOT CHORD 1-4=-265/911, 3-4=-265/911 WEBS 2-4=0/144 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 120mph (3-second gust); h=25ft; TCDL=4.2psf; BCDL=5.Opsf; Category 11; Exp B; partially; MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 239 lb uplift at joint 1 and 239 lb uplift at joint 3. LOAD CASE(S) Standard Job Truss Type Oty PlyMASTER T"Uss COMMON 1 1 Job Reference (optional) Builders FirstSource, Sanford, Florida, R BRUCE OGILVY 5.200 s Aug 19 2003 MiTek Industries, Inc. Tue Aug 10 08:35:45 2004 Page 1 6-8-0 14-4-0 6-8-0 7-8-0 swl4 • ,:z3. 4.00 ,2 2 4.4 = 3 4 3x4 314 3x5 II 51x1 II 3x4 1 3.7 II 6-8-0 13-0-0 1,3-4 0 14-4-0 6-8-0 6-4-0 0-4-0 1-0-0 Plate Offsets X,Y :[1:0-1-12,0-3-9],[4:0-3-4,0-0-4],[4:0-2-8,1-4-9] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.79 Vert(LL) 0.01 5 >999 240 MII20 249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.73 Vert(TL) -0.07 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.02 4 n/a n/a BCDL 10.0 Code FBC2001/ANSI95 (Simplified) Weight: 54lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 4-5-7 oc pudins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 WEDGE Right: 2 X 4 SYP No.3 SLIDER Left 2 X 4 SYP No.2 3-5-5 REACTIONS (lb/size) 1=623/0-8-0,4=623/0-8-0 Max Hort1=36(load case 4) Max Uplifll=-229(load case 2), 4=-232(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-914/327, 2-3=-914/327, 3-4=-897/316 BOT CHORD 1-5=-241/846, 4-5=-241/846 WEBS 3-5=0/138 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 120mph (3-second gust); h=25ft; TCDL=4.2psf; BCDL=5.Opsf; Category II; Exp B; partially; MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 229 lb uplift atjoint 1 and 232 lb uplift at joint 4. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply MASTER, T05B COMMON 1 1 Job Reference (optional) Builders FirslSource, Sanford, Florida, R BRUCE OGILVY i 5.200 s Aug 19 2003 MiTek Industries, Inc. Tue Aug 10 08:35:46 2004 Page 1 6-8-0 14-4-0 6-8-0 7-8-0 S.• 1:23. 4,W 12 4.4 = 3 2 4 3 41 3%41 14- . 4xs II 3%711 6-8-0 13-0-0 1$-4-0 14-4-0 6-8-0 6-4-0 0-4-0 1-0-0 Plate Offsets X,Y : 1:0-2-4,0-2-9]_[4:0-3-4,0-0-4],[4:0-2-8,1-4-9] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.79 Vert(LL) 0.01 5 >999 240 M1120 249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.73 Vert(TL) -0.07 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.02 4 n/a n/a BCDL 10.0 Code FBC2001/ANS195 (Simplified) Weight: 54lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 4-5-7 oc pudins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 WEDGE Right: 2 X 4 SYP No.3 SLIDER Left 2 X 4 SYP No.2 3-5-5 REACTIONS (lb/size) 1=623/Mechanical, 4=623/0-8-0 Max Horz1=36(load case 4) Max Upliftl=-229(load case 2), 4=-232(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-914/327, 2-3=-914/327, 3-4=-897/316 BOT CHORD 1-5=-241/846, 4-5=-241/B46 WEBS 3-5=0/138 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 120mph (3-second gust); h=25ft; TCDL=4.2psf; BCDL=5.Opsf; Category 11; Exp B; partially; MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 229 lb uplift at joint 1 and 232 lb uplift atjoint 4. LOAD CASE(S) Standard Job Truss ssType Qty Ply MASTER T06 7cou MMON a 1 Job Reference (optional) Builders FirstSource, Sanford, Florida, R BRUCE OGILVY 5.200 s Aug 19 2003 MiTek Industries, Inc. Tue Aug 10 08:35:46 2004 Page 1 6-0-0 12-0-0 6-0-0 6-0-0 Style • 7:/9. 4.0o iz 1 3.4 _ 2 3 3.41 3x7 II 1-0-0 1-4-9 1141 30 II 10-8-0 11-0-0 12-0-0 1-0-0 0-4-0 9-4-0 0-4-0 1-0-0 Plate Offsets X,Y : 1:0-3-4,0-0-4 , 1:0-2-8,1-4-9],[3:0-3-4,0-0-4 , 3:0-2-8,1-4-9 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.65 Vert(LL) n/a - n/a 999 M1120 249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.62 Vert(TL) -0.56 1-3 >237 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 3 n/a n/a BCDL 10.0 Code FBC2001/ANS195 (Simplified) Weight: 39lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2 X 4 SYP No.3, Right: 2 X 4 SYP No.3 REACTIONS (lb/size) 1=496/0-8-0, 3=496/0-8-0 Max Horz 1 =28(load case 4) Max Upliftl=-184(load case 2), 3=-184(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-568/339, 2-3=-568/339 BOT CHORD 1-3=-275/534 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 120mph (3-second gust); h=25ft; TCDL=4.2psf; BCDL=5.Opsf; Category 11; Exp B; partially; MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 184lb uplift at joint 1 and 184lb uplift atjoint 3. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply MASTER, T07 COMMON 1 Job Reference (optional) Builders FirstSource, Sanford, Florida, R BRUCE OGILVY 5.200 s Aug 19 2003 MiTek Industries, Inc. Tue Aug 10 08:35:47 2004 Page 1 4-10-8 9-10-8 4-10-8 5-0-0 s�eb: y4••I 4.4 = 3 4.00 12 2 4 6 3x4 .41 6 1MII20H II 7 B 9 70 5x6 II 47 = 4-10-8 9-10-8 4-10-8 5-0-0 Plate Offsets X,Y : 1:0-2-12,0-2-5 _[5:0-1-1,0-2-1 LOADING(psf) SPACING 2-0-0 CS DEFL in (loc) I/deft L/d PLATES GRIP TCLL Plates Increase 1.25 TC 0.28 Vert(LL) 0.06 1-6 >999 240 MII20 249/190 15.0 TCDL 15.0 Lumber Increase 1.25 BC 0.87 Vert(TL) -0.10 1-6 >999 180 MII20H 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.30 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code FBC2001/ANS195 (Matrix) Weight: 81 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 SLIDER Left 2 X 4 SYP No.2 2-6-3, Right 2 X 4 SYP No.2 2-6-13 REACTIONS (lb/size) 1=1869/0-6-8, 5=1786/0-8-0 Max Horz 1 =-28(load case 5) Max Upliftl=-696(Ioad case 2), 5=-666(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-3265/1191, 2-3=-3208/1211, 3.4=-3172/1207, 4-5=-3263/1189 BOT CHORD 1-7=-1078/3009, 7-8=-1078/3009, 6-8=-1078/3009, 6-9=-1078/3009, 9-10=-1078/3009, 5-10=-1078/3009 WEBS 3-6=-614/1857 NOTES 1) 2-ply truss to be connected together with 0.131"x3" Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 4 - 1 row 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) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-98; 120mph (3-second gust); h=25ft; TCDL=4.2psf; BCDL=5.Opsf; Category II; Exp B; partially; MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 5) All plates are M1120 plates unless otherwise indicated. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 696 lb uplift at joint 1 and 666 lb uplift atjoint 5. 7) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 700.O1b down and 261.11b up at 1-11-4, 700.01b down and 261.1lb up at 3-9-4, and 683.11b down and 256.11b up at 5-9-4, and 683.1lb down and 256.11b up at 7-9-4 on bottom chord. The design/selection of such special connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 3-5=70, 1-5=-20 Concentrated Loads (lb) Vert:7=-700(B) 8=-700(B)9=-683(B) 10=-683(B) Job • Truss Truss Type Qty Ply MASTER T08 MONO HIP 1 2 Job Reference (optional) 4 Builders FirstSource, Sanford, Florida, R BRUCE OGILVY 5.200 s Aug 19 2003 MiTek Industries, Inc. Tue Aug 10 08:35:48 2004 Page 1 , 3-10-4 7-5-0 11-6-4 15-7-8 3-10-4 3-6-12 4-1-4 4-1-4 Soak = 1:25. 1x4 11 4.4 = 4x7 — 5 6 a 6.10 12 3x4 G 3 2 1 Sx5 G 11 10 12 9 13 14 6 15 16 1x4 11 3x4 = 3x9 = 6x7 II 2x5 II 3-10-4 7-5-0 11-6-4 15-7-8 3-10-4 3-6-12 4-1-4 4-1-4 Plate Offsets X,Y : 1:0-2-4,0-1-10 , 4:0-5-4,0-2-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.51 Vert(LL) 0.06 9-10 >999 240 M1120 249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.84 Vert(TL) -0.09 9-10 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.49 Horz(TL) 0.03 7 n/a n/a BCDL 10.0 Code FBC2001/ANSI95 (Matrix) Weight: 196lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 SLIDER Left 2 X 8 SYP No.1 D 2-1-15 REACTIONS (lb/size) 1=2711/0-8-0, 7=2865/0-3-8 Max Horz1=189(load case 3) Max Upliftl =-1 106(load case 4), 7=-1237(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-4209/1715,2-3=-4144/1728,3-4=-3122/1333,4-5=-2177/977,5-6=-2176/977,6-7=-2417/1072 BOT CHORD 1-11=-1541/3539,10-11=-1541/3539,10-12=-1541/3539,9-12=-1541/3539,9-13=-1229/2838,13-14=-1229/2838,8-14=-1229/2838,8-15=-39/89,15-16=-39/89,7-16=-39/89 WEBS 3-10=-403/1091, 3-9=-911/459, 4-9=-711/1712, 4-8=-954/420, 5-8=-227/169, 6-8=-1329/3073 NOTES 1) 2-ply truss to be connected together with 0.131 "x3" Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 4 - 1 row 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) Wind: ASCE 7-98; 120mph (3-second gust); h=25ft; TCDL=4.2psf; BCDL=5.Opsf; Category II; Exp B; partially; MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 4) Provide adequate drainage to prevent water ponding. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1106 lb uplift at joint 1 and 1237 lb uplift at joint 7. 6) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 603.21b down and 239.21b up at 2-0-12, 596.61b down and 260.31b up at 4-0-12, 596.61b down and 263.41b up at 6-0-12, 596.61b down and 262.81b up at 8-0-12, 596.61b down and 262.81b up at 10-0.12, and 596.61b down and 262.81b up at 12-0-12, and 596.61b down and 262.81b up at 14-0-12 on bottom chord. The design/selection of such special connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-70, 4-6=-70, 1-7=20 Concentrated Loads (lb) Vert: 10=-597(F) 11=-603(F) 12=-597(F) 13=-597(F) 14=-597(F) 15=-597(F) 16=-597(F) L_ Job Truss Truss Type Oty Ply MASTER. T09 MONO HIP 1 1 Job Reference (optional) Builders FirstSource, Sanford, Florida, R BRUCE OGILVY 5.200 s Aug 19 2003 MiTek Industries, Inc. Tue Aug 10 08:35:48 2004 Page 1 -1-0-0 1 6-2-4 10-9-2 15-7-8 1-0-0 6-2-4 4-6-14 4-10-6 Sni. = 1:27. 4x4 - 4 3x4 = 1.5x4 11 5 6 6.10 F12 3 1-77 sxs � sxs i 6 3x4= 3x8 II 6-2-4 3x4= 15-7-8 6-2-4 9-5-4 Plate Offsets X,Y : 2:0-3-15,0-4-61 LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac) i/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.47 Vert(LL) -0.01 8 >999 240 M1120 249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.44 Vert(TL) -0.19 7-8 >980 180 BCLL 0.0 Rep Stress Incr YES WB 0.46 Horz(TL) 0.01 7 n/a n/a BCDL 10.0 Code FBC2001/ANSI95 (Simplified) Weight: 87 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 5-10-15 oc pudins, except end verticals. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 SLIDER Left 2 X 8 SYP No.1 D 3-6-10 REACTIONS (lb/size) 7=697/0-3-8, 2=767/0-8-0 Max Horz2=162(load case 3) Max Upliff/=-285(load case 3), 2=-287(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/1, 2-3=-831/262, 3-4=-831/262, 4-5=-709/307, 5-6=-1/80, 6-7=-165/109 BOT CHORD 2-8=-301f707, 7-8=-287/568 WEBS 4-8=0/92, 5-8=-22/182, 5-7=-719/362 NOTES 1) Wind: ASCE 7-98; 120mph (3-second gust); h=25ft; TCDL=4.2psf; BCDL=5.Opsf; Category 11; Exp B; partially; MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Provide adequate drainage to prevent water ponding. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 285lb uplift at joint 7 and 287 lb uplift at joint 2. LOAD CASE(S) Standard Job Truss Truss Type City Ply MASTER T10 SPECIAL 1 1 Job Reference (optional) Builders FirstSource, Sanford, Florida, R BRUCE OGILVY 5.200 s Aug 19 2003 MiTek Industries, Inc. Tue Aug 10 08:35:49 2004 Page 1 -1-0-0 4-1-9 8-0-0 11-1-8 15-7-8 1-0-0 4-1-9 3-10-7 3-1-8 4-6-0 Soak = 1:27. 44 = 5 6.10 12 1.4 \\ 4x4 = 3x5 = 6 7 WW 4 d' 3 V I 2 ,`y?�J1It 5x5 10 3x4 = 3x9 II 5-8-5 9 3x6 = 1.5x4 II 11-1-8 15-7-8 5-8-5 5-5-3 4-6-0 Plate Offsets X,Y : 2:0-4-15,0-4-6 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.31 Vert(LL) 0.02 9-10 >999 240 M1120 249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.18 Vert(TL) -0.05 9-10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.27 Horz(TL) 0.01 8 n/a n/a BCDL 10.0 Code FBC2001/ANS195 (Matrix) Weight: 92lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SYP No.1 D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 SLIDER Left 2 X 8 SYP No.1 D 2-3-14 REACTIONS (lb/size) 8=694/0-3-8, 2=769/0-8-0 Max Horz2=159(load case 3) Max UpliftB=-243(load case 5), 2=-299(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/1, 2-3=-1026/346, 3-4=-955/363, 4-5=-872/358, 5-6=-905/414, 6-7=-737/305, 7-8=-647/260 BOT CHORD 2-10=-302/816, 9-10=-178/600, 8-9=-22/51 WEBS 4-10=-184/190, 5-10=-115/300, 5-9=-174/335, 6-9=-636/351, 7-9=-269/847 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 120mph (3-second gust); h=25ft; TCDL=4.2psf; BCDL=5.Opsf; Category 11; Exp B; partially; MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 243lb uplift at joint 8 and 299 Ito uplift at joint 2. LOAD CASE(S) Standard Job Truss Truss Type Oty Ply MASTER T11 SPECIAL 1 1 Job Reference (optional) Builders FirstSource, Sanford, Florida, R BRUCE OGILVY 5.200 s Aug 19 2003 MiTek Industries, Inc. Tue Aug 10 08:35:49 2004 Page 1 4-1-12 8-0-0 12-5-4 15-7-8 4-1-12 3-10-4 4-5-4 4.4 = 4 3-2-4 Soap =126.1 6,11 12 1.41 3 4x4 — 6 3.4 = 6 2 1 Sx5 i 9 3x4 = 8 3.8 = 5.4 3x8 II 6-4-6 12-5-4 11 15-7-8 6-4-6 6-0-14 3-2-4 Plate Offsets X,Y : 1:0-1-12,0-4-6 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.32 Vert(LL) 0.02 8 >999 240 M1120 249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.31 Vert(TL) -0.07 8-9 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.01 7 n/a n/a BCDL 10.0 Code FBC2001/ANSI95 (Simplified) Weight: 88 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc puriins, except end verticals. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 SLIDER Left 2 X 8 SYP No.t D 2-4-0 REACTIONS (lb/size) 1=697/0-8-0, 7=697/0-3-8 Max Horz 1=140(load case 3) Max Upliftl=-245(load case 4), 7=-242(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-929/353, 2-3=-929/353, 3-4=-746/318, 4-5=-834/413, 5-6=-703/285, 6-7=-668/257 BOT CHORD 1-9=-278/780, 8-9=-148/574, 7-8=-1/51 WEBS 3-9=-184/196, 4-9=-87/278, 4-8=-179/279, 5-8=-642/360, 6-8=-300/901 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 120mph (3-second gust); h=25ft; TCDL=4.2psf; BCDL=5.Opsf; Category 11; Exp B; partially; MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 245 lb uplift at joint 1 and 242 lb uplift atjoint 7. LOAD CASE(S) Standard Job Truss Truss Type Oty Ply MASTER T12 COMMON 2 1 Job Reference (optional) c Builders FirstSource, Sanford, Florida, R BRUCE OGILVY 5.200 s Aug 19 2003 MiTek Industries, Inc. Tue Aug 10 08:35:50 2004 Page 1 4-1-12 8-0-0 11-10-4 15-7-8 4-1-12 3-10-4 4x4= 4 3-10-4 3-9-4 Scale = 1:25. 6.10 12 ix4 3 2 1 1.4 5 6 3x4 i 3.6 II - 8-0-0 6 3x6 = 15-7-8 5x5 3.9 11 i 8-0-0 7-7-8 Plate Offsets X,Y : 1:0-2-0,0-0-4]_]7:0-6-7 0-1-10] LOADING(psfl SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.23 Vert(LL) 0.02 8 >999 240 M1120 249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.40 Vert(TL) -0.11 1-8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.02 7 n/a n/a BCDL 10.0 Code FBC2001/ANS195 (Simplified) Weight: 79lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc puriins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 SLIDER Left 2 X 4 SYP No.2 2-3-14, Right 2 X 8 SYP No.1 D 2-2-6 REACTIONS (lb/size) 1=703/Mechanical, 7=70310-3-8 Max Horz1=76(load case 3) Max Upliftl=-246(load case 4), 7=-243(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-912/372, 2-3=-912/372, 3-4=-676/292, 4-5=-676/294, 5-6=-881/358, 6-7=-881/358 BOT CHORD 1-8=-303f766, 7-8=-222/718 WEBS 3-8=-208/217, 4-8=-103/332, 5-8=-160/192 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 120mph (3-second gust); h=25ft; TCDL=4.2psf; BCDL=5.Opsf; Category 11; Exp B; partially; MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 246 lb uplift at joint 1 and 243 lb uplift at joint 7. LOAD CASE(S) Standard " c'..' e.e..-.. v..sm..«-...-....s �.-... ...., .,.. ,. ....�..........�.a�r..e..-..v....a�......m...,e..,.. e.,�.�..®®� � �4 s. F' ®.-.m Job Truss Truss Type Qly Ply MASTER,, T12A COMMON 2 1 Job Reference (optional) Builders FirstSource, Sanford, Florida, R BRUCE OGILVY 5.200 s Aug 19 2003 MiTek Industries, Inc. Tue Aug 10 08:35:50 2004 Page 1 4-1-12 8-0-0 11-10-4 16-0-0 r— 4-1-12 3-10-4 4.4 = 4 3-10-4 4-1-12 Scale = 1:25. "0 12 1x41 U4 i 3 2 1 5 8 3.41 3x6 11 8-0-0 8 US = 16-0-0 5x5 J W 11 8-0-0 8-0-0 Plate Offsets X,Y : 1:0-2-0,0-04, 7:0-3-15,0-4-6 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.23 Vert(LL) 0.02 8 >999 240 M1120 249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.40 Vert(TL) -0.11 1-8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.02 7 n/a n/a BCDL 10.0 Code FBC2001/ANSI95 (Simplified) Weight: 81 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc pudins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 SLIDER Left 2 X 4 SYP No.2 2-3-14, Right 2 X 8 SYP No.1 D 2-3-14 REACTIONS (lb/size) 1=720/Mechanical, 7=720/0-8-0 Max Horzl=76(load case 3) Max Upliftl=-251(load case 4), 7=-251(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=944/382, 2-3=-944/382, 3-4=-709/304, 4-5=709/304, 5-6=-944/382, 6-7=-944/382 BOT CHORD 1-8=-311f792, 7-8=-249/792 WEBS 3-8=-206/216, 4-8=-112/363, 5-8=-206/216 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 120mph (3-second gust); h=25ft; TCDL=4.2psf; BCDL=S.Opsf; Category II; Exp B; partially; MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 251 lb uplift at joint 1 and 251 lb uplift at joint 7. LOAD CASE(S) Standard Job Truss Type Qty Ply MASTER~ TUss COMMON 3 1 Job Reference (optional) ' Builders FirstSource, Sanford, Florida, R BRUCE OGILVY 5.200 s Aug 19 2003 MiTek Industries, Inc. Tue Aug 10 08:35:51 2004 Page 1 4-9-14 9-0-0 12-8-0 16-7-8 4-9-14 4-2-2 4x4 = 3 3-8-0 3-11-8 Scab - 1:26. 6.10 12 4 2 1 1x4 i 4 5 6 3.4 i 300 II 7 Sz8 = 5z5 30 II 1-0-0 9-0-0 16-7-8 1-0-0 8-0-0 7-7-8 Plate Offsets X,Y : 1:0-3-0,1-3-12 , 1:0-1-7,0-0-4],[6:0-6-7,0-1-10], 7:0-4-0,0-3-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.55 Vert(LL) 0.02 7 >999 240 M1120 249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.45 Vert(TL) -0.15 1-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code FBC2001/ANS195 (Simplified) Weight: 83 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 5-11-15 oc pudins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 9-10-14 oc bracing. WEBS 2 X 4 SYP No.3 WEDGE Left: 2 X 8 SYP No.1 D SLIDER Right 2 X 8 SYP No.1 D 2-3-11 REACTIONS (lb/size) 6=732/0-3-8, 1=732/0-8-0 Max Horz1=-76(load case 2) Max Uplift6=-252(load case 5), 1=-259(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1033/423, 2-3=-731/304, 3-4=-729/315, 4-5=-929/369, 5-6=-929/369 BOT CHORD 1-7=-372/906, 6-7=-234l760 WEBS 2-7=-295/268, 3-7=-115/377, 4-7=-158/189 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 120mph (3-second gust); h=25ft; TCDL=4.2psf; BCDL=5.Opsf; Category 11; Exp B; partially; MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 252 lb uplift atjoint 6 and 259 lb uplift at joint 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply MASTER, T12C COMMON 1 1 Job Reference (optional) Builders FirstSource, Sanford, Florida, R BRUCE OGILVY 5.200 s Aug 19 2003 MiTek Industries, Inc. Tue Aug 10 08:35:51 2004 Page 1 4-9-14 9-0-0 13-2-2 18-0-0 4-9-14 4-2-2 4-2-2 4-9-14 Spk = 1:29. 4x4 3 6.10 12 1.41 2 I 1.4 4 5 3x4 i 3x4 e Sx8 = 3x10 II 3.1011 18-0-0 1-0-0 1,-4-(J 9-0-0 16-8-0 17-0-0 1-0-0 0-4-0 7-8-0 7-8-0 0-4-0 1-0-0 Plate Offsets X,Y : 1:0-1-7,0-0-4 , 1:0-3-0,1-3-12]_[5:0-3-0,1-3-12],(5:0.1-7,0-0-4]_ 6:0-4-0,0-3-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Well L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.58 Vert(L-) 0.03 6 >999 240 M1120 249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.50 Vert(TL) -0.16 1-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Cade FBC2001/ANSI95 (Simplified) Weight: 84lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 5-8-14 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 9-6-2 oc bracing. WEBS 2 X 4 SYP No.3 WEDGE Left: 2 X 8 SYP No.1 D, Right: 2 X 8 SYP No.1 D REACTIONS (lb/size) 1=778/0-8-0, 5=778/0-8-0 Max Horz 1=76(load case 3) Max Upliftl=-273(load case 4), 5=-273(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1128/452, 2-3=-828/338, 3-4=-828/338, 4-5=-1128/452 BOT CHORD 1-6=-397/990, 5-6=-333/990 WEBS 2-6=-293/267, 3-6=-129/446, 4-6=-293/267 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 120mph (3-second gust); h=25ft; TCDL=4.2psf; BCDL=S.Opsf; Category 11; Exp B; partially; MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 273lb uplift atjoint 1 and 273 lb uplift atjoint 5. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply MASTER T12D COMMON 1 1 Job Reference (optional) ' Builders FirstSource, Sanford, Florida, R BRUCE OGILVY 5.200 s Aug 19 2003 MiTek Industries, Inc. Tue Aug 10 08:35:52 2004 Page 1 4-1-12 8-0-0 12-2-2 17-0-0 4-1-12 3-10-4 4-2-2 4-9-14 - S.I. = 1:27. 4x4 = 4 1.10 12 1x4�� 3 2 1 1,4 i 5 6 1. 115 i 3.811 8-0-0 3x4 5.8 = 300 11 16-0-0 17-0-0 8-0-0 8-0-0 1-0-0 Plate Offsets X,Y : 1:0-1-12,0-4-6 , 6:0-3-0,1-3-12 , 6:0-1-7,0-0-4 ,[7:0-4-0,0-3-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.56 Vert(LL) 0.02 7 >999 240 M1120 249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.45 Vert(TL) -0.15 6-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code FBC2001/ANS195 (Simplified) Weight: 85lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 5-10-12 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X 4 SYP No.3 WEDGE Right: 2 X 8 SYP No.1 D SLIDER Left 2 X 8 SYP No.1 D 2-3-14 REACTIONS (lb/size) 1=749/0-8-0, 6=749/0-8-0 Max Hor71=76(load case 3) Max Upliftl=-260(load case 4), 6=-264(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-998/398, 2-3=-998/398, 3-4=-765/324, 4-5=-767/317, 5-6=-1068/434 BOT CHORD 1-7=-324/838, 6-7=-317/937 WEBS 3-7=-202/215, 4-7=-120/402, 5-7=-294/268 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 120mph (3-second gust); h=25ft; TCDL=4.2psf; BCDL=5.Opsf; Category 11; Exp B; partially; MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 260 lb uplift at joint 1 and 264 lb uplift at joint 6. LOAD CASE(S) Standard Truss ype Qty Ply L'10"ST T13 TmrouHIP 1 1 Job Reference (optional) Builders FirstSource, Sanford, Florida, R BRUCE OGILVY 5.200 s Aug 19 2003 MiTek Industries, Inc. Tue Aug 10 08:35:52 2004 Page 1 5-9-9 10-8-2 14-4-0 5-9-9 4-10-8 3-7-14 Stele =1:23. 1.5x4 II 3 4.7— 4 4.00 72 1 z4, 2 1 3x7 11 1-0-0 1-4-0 10-8-2 3x4- 3.4 = 14-4-0 1-0-0 0-4-0 9-4-2 3-7-14 Plate Offsets X,Y : 1:0-2-8,14-9 , 1:0-3-4,0-0-4 , 3:0-5-4,0-2-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.68 Vert(LL) 0.02 6 >999 240 M1120 249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.55 Vert(TL) -0.26 1-6 >621 180 BCLL 0.0 Rep Stress Incr YES WB 0.27 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code FBC2001/ANS195 (Simplified) Weight: 69 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 8-6-4 oc bracing. WEBS 2 X 4 SYP No.3 WEDGE Left: 2 X 4 SYP No.3 REACTIONS (lb/size) 5=617/Mechanical, 1=617/0-8-0 Max Horz 1=161(load case 3) Max Uplift5=-253(load case 2), 1=-240(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-981/512, 2-3=-466/221, 3-4=-1l78, 4-5=-123/81 BOT CHORD 1-6=-481/922, 5-6=-166/455 WEBS 2-6=-509/391, 3-6=-61/306, 3-5=-647/266 NOTES 1) Wind: ASCE 7-98; 120mph (3-second gust); h=25ft; TCDL=4.2psf; BCDL=5.Opsf; Category 11; Exp B; partially; MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Provide adequate drainage to prevent water ponding. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 253 lb uplift atjoint 5 and 240 lb uplift atjoint 1. LOAD CASE(S) Standard Job —Fuss Truss Type Qty Ply MASTER MONO HIP 1 1 Job Reference (optional) Builders FirstSource, Sanford, Florida, R BRUCE OGILVY 5.200 s Aug 19 2003 MiTek Industries, Inc. Tue Aug 10 08:35:53 2004 Page 1 7-7-8 14-4-0 7-7-8 6-8-8 Soak =1.23. 600 F12 1 44 = 2 3x4 = 3 3x4 , U7 11 3.4 = 5 4 1.5x4 11 1-0-0 1-4-9 7-7-8 14-4-0 1-0-0 0-4-0 6-3-8 6-8-8 Plate Offsets X,Y : 1:0-3-4,0-0-4 , 1:0-2-8,1-4-9 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.77 Vert(LL) 0.03 5 >999 240 M1120 2491190 TCDL 15.0 Lumber Increase 1.25 BC 0.73 Vert(TL) -0.08 1-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC2001/ANS195 (Simplified) Weight: 61 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 4-7-1 oc purlins, except end verticals. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 WEDGE Left: 2 X 4 SYP No.3 REACTIONS (lb/size) 4=617/Mechanical, 1=617/0-8-0 Max Horz1=115(load case 3) Max Uplift4=-250(load case 2), 1=-244(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-877/345, 2-3=-816/383, 3-4=-552/282 BOT CHORD 1-5=-316/827, 4-5=-1/56 WEBS 2-5=-187/200, 3-5=-357/878 NOTES 1) Wind: ASCE 7-98; 120mph (3-second gust); h=25ft; TCDL=4.2psf; BCDL=5.Opsf; Category II; Exp B; partially; MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Provide adequate drainage to prevent water ponding. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 250 lb uplift at joint 4 and 244 lb uplift at joint 1. LOAD CASE(S) Standard :�r Job Truss Truss Type Qty Ply MASTER T15 COMMON 4 1 Job Reference o tional Builders FirstSource, Sanford, Florida, R BRUCE OGILVY 5.200 s Aug 19 2003 MiTek Industries, Inc. Tue Aug 10 08:35:54 2004 Page 1 7-3-13 13-8-8 14-4-0 7-3-13 6-4-11 0-7-8 Scale: 112-=1 5x14= 3 4 4.00 12 1 2141 2 b 36G 3.8 II 1-0-0 1-4-Q 7-3-13 3.4 = 6 5 24 II 14-4-0 1-0-0 0-4-0 5-11-13 7-0-3 Plate Offsets X,Y : 1:0-3-8,Edgej, (1:0-2-4,0-0-4 , 3:0-3-8,Ed e LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.52 Vert(LL) 0.09 1-6 >999 240 M1120 249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.67 Vert(TL) -0.15 1-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.64 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2001/ANS195 (Matrix) Weight: 66lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 5-4-7 oc puriins, except end verticals. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 9-7-3 oc bracing. WEBS 2 X 4 SYP No.3 "Except' 4-5 2 X 4 SYP No.2 WEDGE Left: 2 X 4 SYP No.3 REACTIONS (lb/size) 5=617/Mechanical, 1=617/0-8-0 Max Horz1=197(load case 3) Max Uplifl5=-253(load case 2), 1=-239(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1163/429, 2-3=-1157/562, 3-4=-944/541, 4-5=-557/291 BOT CHORD 1-6=390/1028, 5-6=-4/98 WEBS 2-6=-474/356, 4-6=-569/1207 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 120mph (3-second gust); h=25ft; TCDL=4.2psf; BCDL=S.Opsf; Category 11; Exp B; partially; MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 253lb uplift at joint 5 and 239lb uplift at joint 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply MASTER T15A COMMON 11 1 Jab Reference (optional) Builders FirstSource, Sanford, Florida, R BRUCE OGILVY 5.200 s Aug 19 2003 MiTek Industries, Inc. Tue Aug 10 08:35:54 2004 Page 1 7-3-13 13-8-8 20-1-3 27-5-0 I 7-3-13 6-4-11 6-4-11 7-3-13 � S.b - t:". l 4.00 , 2 vYfllll 114 2 � 4.4 = 3 1x4 /j 4 5 4x4 3 ] W II 3z4= U4= 6 3A 4x4 - 3x7 II 1-4-0 27-5-0 1-0-0, 9-7-0 17-10-0 26-1-0 2f-�-0 1-0-0 8-3-0 8-3-0 8-3-0 0-4-0 0-4-0 1-0-0 Plate Offsets X,Y `. 1:0-3-4,Edge],[1:0-2-8,1-4-9]_[5:0-2-8,1-4-9], [5:0-3-4,Edge], 16:0-0-0 0-0-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.95 Vert(LL) 0.15 8 >999 240 M1120 249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.93 Vert(TL) -0.38 6-8 >830 180 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(TL) 0.08 5 n/a n/a BCDL 10.0 Code FBC2001/ANSI95 (Simplified) Weight: 113lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-2-7 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6-2-13 oc bracing. WEBS 2 X 4 SYP No.3 WEDGE Left: 2 X 4 SYP No.3, Right: 2 X 4 SYP No.3 REACTIONS (lb/size) 1=1190/0-8-0, 5=1190/0-8-0 Max Horz 1 =64(load case 4) Max Upliftl=-441(load case 2), 5=-441(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2576/988, 2-3=-2236/856, 3-4=-2236/856, 4-5=-2576/988 BOT CHORD 1-8=-910/2426, 7-8=-525/1688, 6-7=-525/1688, 5-6=-866/2426 WEBS 2-8=-441/345, 3-8=-212/654, 3-6=-212/654, 4-6=-441/345 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 120mph (3-second gust); h=25ft; TCDL=4.2psf; BCDL=5.Opsf; Category 11; Exp B; partially; MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 441 lb uplift at joint 1 and 441 lb uplift atjoint 5. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply MASTER' T15B COMMON 3 1 Job Reference (optional) I Builders FirstSource, Sanford, Florida, R BRUCE OGILVY 5.200 s Aug 19 2003 MiTek Industries, Inc. Tue Aug 10 08:35:55 2004 Page 1 6-6-0 12-8-8 19-1-3 26-5-0 6-6-0 6-2-8 6-4-11 7-3-13 Soak - 1:42. 4.00 72 4x4 = 4 1.41 3 2 1 1x4 5 6 1.41 3.41 B B 46 = 3x4 = 3.4 = � 3x4 = ax4 .711 26-5-0 8-6-11 16-9-13 25-1-0 2q-$-0 8-6-11 8-3-3 8-3-3 04-0 1-0-0 Plate Offsets (XY)_[1:0-1-1,0-1-12], [6:0-3-4,Edge] [6:0-2-8,1-4-9] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.92 Vert(LL) 0.13 7 >999 240 M1120 2491190 TCDL 15.0 Lumber Increase 1.25 BC 0.90 Vert(TL) -0.34 7-9 >903 180 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(TL) 0.08 6 n/a n/a BCDL 10.0 Code FBC2001/ANS195 (Simplified) Weight: 114 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-3-3 oc pur ins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6-5-12 oc bracing. WEBS 2 X 4 SYP No.3 WEDGE Right: 2 X 4 SYP No.3 SLIDER Left 2 X 4 SYP No.2 3-4-4 REACTIONS (lb/size) 1=1167/0-8-0, 6=1167/0-8-0 Max Horz 1 =64(load case 4) Max Upliftl =-431 (load case 2), 6=-433(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2398/916, 2-3=-2398/916, 3-4=-2115/817, 4-5=-2164/832, 5-6=-2506/966 BOT CHORD 1-9=-827/2232, 8-9=-501/1620, 7-8=-501/1620, 6-7=-845/2361 WEBS 3-9=-360/302, 4-9=-192/592, 4-7=-212/654, 5-7=-443/346 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 120mph (3-second gust); h=25ft; TCDL=4.2psf; BCDL=S.Opsf; Category 11; Exp B; partially; MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 431 lb uplift at joint 1 and 433 Ib uplift at joint 6. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply MASTER T15C COMMON 6 1 Jab Reference (optional) Builders FirstSource, Sanford, Florida, R BRUCE OGILVY 5.200 s Aug 19 2003 MiTek Industries, Inc. Tue Aug 10 08:35:55 2004 Page 1 6-6-0 12-8-8 19-1-3 26-5-0 6-6-0 6-2-8 6-4-11 7-3-13 Sole = 1:42. 4.00 12 Ix4 \ 3 4x4 = 4 1x4 /i S 2 1 f e 3x4 , 3.41 9 0 4x8= 3x4= 3x4= 4x4 - 7 3x4- 3x711 26-5-0 8-6-11 16-9-13 25-1-0 29-1-0 8-6-11 8-3-3 8-3-3 0-4-0 1-0-0 Plate Offsets X,Y): [1:0-1-1 0-1-12] [6:0-3-4 Edgy [6:0-2-8 1-4-9] LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.92 Vert(LL) 0.13 7 >999 240 M1120 249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.90 Vert(TL) -0.34 7-9 >903 180 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(TL) 0.08 6 n/a n/a BCDL 10.0 Code FBC2001/ANS195 (Simplified) Weight: 114lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-3-3 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6-5-12 oc bracing. WEBS 2 X 4 SYP No.3 WEDGE Right: 2 X 4 SYP No.3 SLIDER Left 2 X 4 SYP No.2 3-4-4 REACTIONS (lb/size) 1 =1 167/Mechanical, 6=1167/0-8-0 Max Harz 1 =64(load case 4) Max Upliftl=-431(load case 2), 6=-433(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2398/916, 2-3=-2398/916, 3-4=-2115/817, 4-5=-2164/832, 5-6=-2506/966 BOT CHORD 1-9=-827/2232, 8-9=-501/1620, 7-8=-501/1620, 6-7=-845/2361 WEBS 3-9=-360/302, 4-9=-192/592, 4-7=-212/654, 5-7=-443/346 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 120mph (3-second gust); h=25ft; TCDL=4.2psf; BCDL=5.Opsf; Category 11; Exp B; partially; MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 431 lb uplift at joint 1 and 433 lb uplift at joint 6. LOAD CASE(S) Standard Job Truss Truss Type Oty Ply MASTER T16 COMMON 1 2 Job Reference (optional) h Builders FirstSource, Sanford, Florida, R BRUCE OGILVY 5.200 s Aug 19 2003 MiTek Industries, Inc. Tue Aug 10 08:35:56 2004 Page 1 3-7-12 7-0-0 10-4-4 14-0-0 3-7-12 3-4-4 3-4-4 3-7-12 So is • 1:22. 4xs n 3 4,00 12 4 1x4 G 2 4 5 7x6 = 7.6 = 8 7 9 10 6 11 12 4.81 4x8 1 4-9-3 9-2-13 14-0-0 4-9-3 4-5-11 4-9-3 Plate Offsets X,Y : 6:0-3-0,0-5-4 , 7:0-3-0,0-5-4 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.37 Vert(LL) 0.12 6-7 >999 240 M1120 249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.66 Vert(TL) -0.21 6-7 >810 180 BCLL 0.0 Rep Stress Incr NO WB 0.58 Horz(TL) 0.03 5 n/a n/a BCDL 10.0 Code FBC2001/ANS195 (Matrix) Weight: 157lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 4-3-0 oc pudins. BOT CHORD 2 X 8 SYP No.1 D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 1=3795/0-8-0,5=4347/0-8-0 Max Horz 1 =35(load case 4) Max Upliftl=-1449(load case 2), 5=-1661(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-8608/3290, 2-3=-8618/3303, 3-4=-8851/3393, 4-5=-8836/3381 BOT CHORD 1-8=-3052/7987,7-8=-3052f7987,7-9=-2229/5982,9-10=-2229/5982,6.10=-2229/5982,6-11=-3115/8214,11-12=-3115/8214,5-12=-3115/8214 WEBS 2-7=-65/398, 3-7=-1243/3294, 3-6=-1371/3625, 4-6=-62/388 NOTES 1) 2-ply truss to be connected together with 0.131"x3" Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at D-9-0 oc. Bottom chords connected as follows: 2 X 8 - 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) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-98; 120mph (3-second gust); h=25ft; TCDL=4.2psf; BCDL=S.Opsf; Category 11; Exp B; partially; MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1449 lb uplift at joint 1 and 1661 Ito uplift at joint 5. 6) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1146.9Ib down and 440.61b up at 2-6-4, 1146.91b down and 440.61b up at 4-6-4, 1146.91b down and 440.61b up at 6-6-4, 1146.91b down and 440.61b up at 8-6-4, and 1146.91b down and 440.61b up at 10-6-4, and 1146.91b down and 440.61b up at 12-6-4 on bottom chord. The design/selection of such special connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-3=-70, 3-5=-70, 1-5=-20 Concentrated Loads (lb) Vert: 7=-1147(F) 8=-1147(F) 9=-1147(F) 10=-1147(F) 11=-1147(F) 12=-1147(F) Job Truss Truss Oty Ply MASTER T17 COMMType ON 1 1 Job Reference (optional) Builders FirstSource, Sanford, Florida, R BRUCE OGILVY 5.200 s Aug 19 2003 MiTek Industries, Inc. Tue Aug 10 08:35:57 2004 Page 1 8-0-0 16-0-0 8-0-0 8-0-0 Scale = 1:25. 4.00 12 4.4 = 2 3 Q 3z4 3x] II 4 x4 II 3 4 Jx] II 1-0-0 1-4-9 8-0-0 14-8-0 15-010 16-0-0 , 1-0-0 0-4-0 6-8-0 _ 6-8-0 0-4-0 1-0-0 Plate Offsets X,Y : 1:0-3-4,0-0-4L[1:0-2-8,1-4-9],[3:0-3-4,0-0-41,[3:0-2-8,1-4-9] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.91 Vert(LL) 0.03 4 >999 240 M1120 249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.78 Vert(TL) -0.10 1-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.02 3 n/a n/a BCDL 10.0 Code FBC2001/ANS195 (Simplified) Weight: 55lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-3-3 oc purtins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 WEDGE Left: 2 X 4 SYP No.3, Right: 2 X 4 SYP No.3 REACTIONS (lb/size) 1=676/0-8-0, 3=676/0-8-0 Max Horz1=37(load case 4) Max Upliftl=-250(load case 2), 3=-250(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1014/358, 2-3=-1014/358 BOT CHORD 1-4=-278/956, 3-4=-278/956 WEBS 2-4=0/150 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 120mph (3-second gust); h=25ft; TCDL=4.2psf; BCDL=5.Opsf; Category 11; Exp B; partially; MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 250 lb uplift at joint 1 and 250lb uplift atjoint 3. LOAD CASE(S) Standard o Job Truss Truss Type Oty Ply MASTER T18 MONO HIP 1 1 Job Reference (optional) Builders FirstSource, Sanford, Florida, R BRUCE OGILVY 5.200 s Aug 19 2003 MiTek Industries, Inc. Tue Aug 10 08:35:57 2004 Page 1 3-11-3 8-2-9 12-4-2 16-7-8 3-11-3 4-3-6 4-1-10 4-3-6 S.I. • 1:27. 4x4 = 3x8 = 1x4 11 4x4 2 3 4 5 6.10 12 1 3.51 ><3x4 = 0 9 8 7 3x4 = 1 x1 11 3x9 = 3.10 II 1,&4 11 1-0-0 1,-4-0 3-11-3 8-2-9 12-4-2 16-7-8 1-0-0 0-4-0 2-7-3 4-3-6 4-1-10 4-3-6 Plate Offsets X,Y : 1:0-0-15.0-04,[1:0-3-0,1-3-12 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.65 Vert(LL) 0.08 8 >999 240 M1120 249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.71 Vert(TL) -0.12 8 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.53 Horz(TL) 0.03 6 n/a n/a BCDL 10.0 Code FBC2001/ANSI95 (Simplified) Weight: 83 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 4-8-2 oc puriins, except end verticals. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6-7-4 oc bracing. WEBS 2 X 4 SYP No.3 WEDGE Left:,2 X 8 SYP No.1 D REACTIONS (lb/size) 6=971/0-3-8, 1=971/0-8-0 Max Horz 1 =89(load case 3) Max Uplift6=-433(load case 3), 1=-393(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1639f728, 2-3=-1459/684, 3-4=-1501/686, 4-5=-1501/686, 5-6=-917/461 BOT CHORD 1-10=-681/1432, 9-10=-681/1432, 8-9=-905/1989, 7-8=-905/1989, 6-7=-0/44 WEBS 2-9=-69/361, 3-9=-590/276, 3-8=0/109, 3-7=-543/256, 4-7=-381/269, 5-7=-749/1667 NOTES 1) Wind: ASCE 7-98; 120mph (3-second gust); h=25ft; TCDL=4.2psf; BCDL=S.Opsf; Category II; Exp B; partially; MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Provide adequate drainage to prevent water ponding. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 433 lb uplift atjoint 6 and 393 lb uplift atjoint 1. 4) Girder carries hip end with 3-11-3 end setback 5) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 111.61b down and 95.81b up at 3-11-3 on top chord. The design/selection of such special 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). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-2=-70, 2-5=-92(F=-22), 1-6=-26(F=-6) Concentrated Loads (Ib) Vert: 2=-112(F) Job Truss Truss Type Qty Ply MASTER' T19 MONO HIP 1 1 Job Reference optional r Builders FirslSource, Sanford, Florida, R BRUCE OGILVY 5.200 s Aug 19 2003 MiTek Industries, Inc. Tue Aug 10 08:35:58 2004 Page 1 5-2-15 10-11-4 16-7-8 5-2-15 5-8-4 5-8-4 S.k • 1:27. 4x4 = 2 8.10 12 1 3.8 = 1.5x4 11 3 4 Jx4 i 9 7 3x1- 6 ]x4 = 3x 10 11 1x4 II ]x4 = 1-0-0 1,-4-0 5-2-15 10-11-4 16-7-8 1-0-0 0-4-0 3-10-15 5-8-4 5-8-4 Plate Offsets X,Y : [1:0-1-7,0-0-4].[1:0-3-0,1-3-12 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.47 Vert(LL) 0.03 6 >999 240 M1120 249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.45 Vert(TL) -0.08 6-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.72 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code FBC2001/ANS195 (Simplified) Weight: 82 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 5-7-3 oc purlins, except end verticals. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 9-9-15 oc bracing. WEBS 2 X 4 SYP No.3 WEDGE Left: 2 X 8 SYP No.1 D REACTIONS (lb/size) 5=726/0-3-8, 1=726/0-8-0 Max Horz1=118(load case 3) Max Uplift5=-292(load case 3), 1=-236(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1055/367, 2-3=-934/378, 3-4=-1/59, 4-5=194/128 BOT CHORD 1-8=-382/927, 7-8=-382/927, 6-7=-401/990, 5-6=-401/990 WEBS 2-7=0/133, 3-7=-61/81, 3-6=0/111, 3-5=-1098/444 NOTES 1) Wind: ASCE 7-98; 120mph (3-second gust); h=25ft; TCDL=4.2psf; BCDL=S.Opsf; Category 11; Exp B; partially; MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Provide adequate drainage to prevent water ponding. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 292 lb uplift at joint 5 and 236 lb uplift at joint 1. LOAD CASE(S) Standard Job Truss Truss Type Oty Ply MASTER- T20 MONO HIP 1 1 Job Reference (optional) Builders FirstSource, Sanford, Florida, R BRUCE OGILVY 5.200 s Aug 19 2003 MiTek Industries, Inc. Tue Aug 10 08:35:58 2004 Page 1 6-6-11 11-7-2 16-7-8 6-6-11 4x4= 5-0-6 5-0-6 scale = 1:27. 2 6A0 12 1 3x8 = 1.5x4 II 3 4 Li LEI - EF91 3x4 7 3x4= 83x4 = 3.1011 61x4 11 3x4 = 1-0-0 11-4-p 6-6-11 11-7-2 16-7-8 1-0-0 0-4-0 5-2-11 5-0-6 5-0-6 Plate Offsets X,Y : 1:0-1-7,0-0-4 , 1:0-3-0,1-3-12 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.56 Vert(LL) 0.02 7 >999 240 M1120 249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.58 Vert(TL) -0.06 1-7 >999 180 BCLL 0.0 Rep Stress Incr YES WS 0.54 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code FBC2001/ANS195 (Simplified) Weight: 84lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 5-3-15 oc purlins, except end verticals. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 WEDGE Left: 2 X 8 SYP No.1 D REACTIONS (lb/size) 5=726/0-3-8, 1=726/0-8-0 Max Horz1=147(load case 3) Max Uplift5=-293(load case 3), 1=-244(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-942/304, 2-3=-832/337, 3-4=-1/73, 4-5=-171/113 BOT CHORD 1-8=-343/830, 7-8=-343/830, 6-7=-301/741, 5-6=-301/741 WEBS 2-7=0/91, 3-7=-62/110, 3-6=0/98, 3-5=-897/364 NOTES 1) Wind: ASCE 7-98; 120mph (3-second gust); h=25ft; TCDL=4.2psf; BCDL=S.Opsf; Category 11; Exp B; partially; MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Provide adequate drainage to prevent water ponding. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 293 lb uplift at joint 5 and 244 lb uplift at joint 1. LOAD CASE(S) Standard r ,h2� 4r � " .a.= Job Truss Truss Type Oty Ply MASTER T21 MONO HIP 1 1 Job Reference (optional) Builders FirstSource, Sanford, Florida, R BRUCE OGILVY 5.200 s Aug 19 2003 MiTek Industries, Inc. Tue Aug 10 08:35:59 2004 Page 1 4-3-1 7-10-7 12-1-3 16-7-8 4-3-1 3-7-6 3 4-2-13 4-6-5 S.I. = 1:Z7. 44 = 3x4 = 1.5x4 11 4 5 6.10 12 1.41 2 ri ri Li 3x4 i 3x10 11 6 3x6 = 3.4 = 3x4 = 1-0-0 7-10-7 16-7-8 1-0-0 6-10-7 8-9-1 Plate Offsets X,Y : [1:0-1-7 0-0-4], 1:0-3-0,1-3-12 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.51 Vert(LL) 0.02 8 >999 240 M1120 249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.46 Vert(TL) -0.15 6-8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.45 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code FBC2001/ANS195 (Simplified) Weight: 88lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 5-11-8 oc purlins, except end verticals. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 8-11-7 oc bracing. WEBS 2 X 4 SYP No.3 WEDGE Left: 2 X 8 SYP No.1 D REACTIONS (lb/size) 6=726/0-3-8, 1=726/0-8-0 Max Horzl=177(load case 3) Max Uplift6=-294(load case 3), 1=-253(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1072/425, 2-3=-811/309, 3-4=-726/327, 4-5=-1/88, 5-6=-153/101 BOT CHORD 1-8=-456/938, 7-8=-258/534, 6-7=-258/534 WEBS 2-8=-244/232, 3-8=0/87, 4-8=-60/268, 4-6=-723/349 NOTES 1) Wind: ASCE 7-98; 120mph (3-second gust); h=25ft; TCDL=4.2psf; BCDL=S.Opsf; Category 11; Exp B; partially; MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Provide adequate drainage to prevent water ponding. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 294 lb uplift atjoinl6 and 253 lb uplift at joint 1. TOAD CASE(S) Standard Job Truss Truss Type Qty Ply MASTER T22 �MONOHIP 1 1 Job Reference (optional) Builders FirstSource, Sanford, Florida, R BRUCE OGILVY 5.200 s Aug 19 2003 MiTek Industries, inc- Tue Aug 10 08:35:59 2004 Page 1 4-8-3 8-8-9 12-6-5 16-7-8 4-8-3 4-0-7 4.4 = 3 3-9-11 4-1-3 S-1. • 1:27. 3.4 = 1.Sx4 11 4 5 6.10 12 1 M4� 2 Ll 3x4 i 3x10 11 6 3x6= 7 3x4= 3.4 = 1-0-0 8-8-9 16-7-8 1-0-0 7-8-9 7-10-15 Plate Offsets X,Y): [1:0-1-7,0-0-4)_[1:0-3-0,1-3-12 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.54 Vert(LL) 0.02 8 >999 240 M1120 249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.45 Verl(TL) -0.14 1-8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code FBC2001/ANSI95 (Simplified) Weight: 90lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc pudins, except end verticals. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 9-0-4 oc bracing. WEBS 2 X 4 SYP No.3 WEDGE Left: 2 X 8 SYP NoA D REACTIONS (lb/size) 6=72610-3-8, 1=726/0-8-0 Max Horz 1 = 1 96(load case 3) Max Uplifl6=-294(load case 3), 1=-258(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1030/426, 2-3=-734/294, 3-4=-655/320, 4-5=-1/97, 5-6=-138/91 BOT CHORD 1-8=-449/904, 7-8=-216/456, 6-7=-216/456 WEBS 2-8=-283/262, 3-8=0/52, 4-8=85/312, 4-6=-685/323 NOTES 1) Wind: ASCE 7-98; 120mph (3-second gust); h=25ft; TCDL=4.2psf; BCDL=5.Opsf; Category II; Exp B; partially; MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Provide adequate drainage to prevent water ponding. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 294 lb uplift atjoint 6 and 258lb uplift at joint 1. LOAD CASE(S) Standard Job Truss ype Oty Ply MASTER T23 7-rOUSOT HIP 1 1 Job Reference (optional) Builders FirstSource, Sanford, Florida, R BRUCE OGILVY 5.200 s Aug 19 2003 MiTek Industries, Inc. Tue Aug 10 08:36:00 2004 Page 1 7-4-14 11-10-7 16-7-8 7-4-14 4-5-9 4-9-1 S.W. - 1:27. 4.4 = 2 3x4 = 1.6x4 11 3 4 6.10 12 1 3xa � 6 3x4= 3x4 = 3x10 11 3.4 = L1-0-0. 114-p 7-4-14 16-7-8 I I 1-0-0 0-4-0 6-0-14 9-2-10 Plate Offsets X,Y : 1:0-1-7,0-0-4 , 1:0-3-0,1-3-12] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.74 Vert(LL) 0.02 6 >999 240 M1120 249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.64 Vert(TL) -0.18 5-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code FBC20011ANS195 (Simplified) Weight: 81 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 4-9-4 oc purlins, except end verticals. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 WEDGE Left: 2 X 8 SYP No.t D REACTIONS (lb/size) 5=726/0-3-8, 1=726/0-8-0 Max Horz1=166(load case 3) Max Uplift5=-293(load case 3), 1=-250(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-865/263, 2-3=-764/330, 3-4=-1/83, 4-5=-161/106 BOT CHORD 1-7=-316/764, 6-7=-316/764, 5-6=-285/582 WEBS 2-6=0/111, 3-6=-46/242, 3-5=-751/367 NOTES 1) Wind: ASCE 7-98; 120mph (3-second gust); h=25ft; TCDL=4.2psf; BCDL=5.Opsf; Category II; Exp B; partially; MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Provide adequate drainage to prevent water ponding. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 293 lb uplift at joint 5 and 250 lb uplift at joint 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply MASTER T24 SPECIAL 1 1 Job Reference (optional) Builders FirstSource, Sanford, Florida, R BRUCE OGILVY 5.200 s Aug 19 2003 MiTek Industries, Inc. Tue Aug 10 08:36:00 2004 Page 1 4-9-14 9-0-0 11-10-14 16-7-8 4-9-14 4-2-2 2-10-14 4x4 = 3 4-8-10 Sc.). • 1:27. 4x12 1.5x4 II 4 5 6.10 12 2 ri i 3.41 9 3x4= 3.10 11 6 3x4= 7 3x4= 3x4 = 1 1-0-0 1,-4-0 6-7-7 11-10-14 16-7-8 1-0-0 0-4-0 5-3-7 5-3-7 4-8-10 Plate Offsets X,Y :[1:0-1-7,0-0-4],[1:0-3-0,1-3-12] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.46 Vert(LL) 0.02 9 >999 240 M1120 249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.40 Vert(TL) -0.06 7-9 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.47 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code FBC2001/ANS195 (Simplified) Weight: 90lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 5-10-13 oc purlins, except end verticals. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 WEDGE Left: 2 X 8 SYP No.1 D REACTIONS (lb/size) 6=726/0-3-8, 1=726/0-8-0 Max Horz 1=161(load case 3) Max Uplifl6=-252(load case 5), 1=-258(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1065/394, 2-3=-878/369, 3-4=-872/411, 4-5=-1/68, 5-6=-160/105 BOT CHORD 1-9=-344/934, 8-9=-192/622, 7-8=-192/622, 6-7=-225/772 WEBS 2-9=-248/227, 3-9=-134/351, 3-7=-168/308, 4-7=158/189, 4-6=-931/302 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 120mph (3-second gust); h=25ft; TCDL=4.2psf; BCDL=S.Opsf; Category 11; Exp B; partially; MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 252 lb uplift at joint 6 and 258 lb uplift at joint 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply MASTEF� T25 SPECIAL 1 1 Job Reference (optional) Builders FirstSource, Sanford, Florida, R BRUCE OGILVY 5.200 s Aug 19 2003 MiTek Industries, Inc. Tue Aug 10 08:36:01 2004 Page 1 4-9-14 9-0-0 13-2-10 16-7-8 4-9-14 4-2-2 4-2-10 3-4-14 Scab - 127. 4.4= 3 6.10 12 1.4 �� 2 4x12 = 4 1.5x4 II 5 1 3.4 i 9 3x4= 3.10 II 9 7 3x4= 3.4= 3x4 = I 1-0-0 1,-4-0 7-3-5 13-2-10 16-7-8 I � I 1-0-0 0-4-0 5-11-5 5-11-5 3-4-14 Plate Offsets X,Y : 1:0-1-7,0-0-4 _[1:0-3-0,1-3-12] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deb Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.49 Vert(LL) 0.02 9 >999 240 M1120 249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.38 Vert(TL) -0.07 7-9 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.28 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code FBC2001/ANS195 (Simplified) Weight: 881b LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 5-11-4 oc purlins, except end verticals. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 WEDGE Left: 2 X 8 SYP No.1 D REACTIONS (lb/size) 6=726/0-3-8, 1=726/0-8-0 Max Horz 1 =143(load case 3) Max Uplif15=251(load case 5), 1=-258(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1052/401, 2-3=-826/339, 3-4=-881/425, 4-5=-1/53, 5-6=-114/75 BOT CHORD 1-9=-343/924, 8-9=-163/622, 7-8=-163/622, 6-7=-2051781 WEBS 2-9=-259/237, 3-9=-102/327, 3-7=-176/280, 4-7=110/173, 4-6=-973/321 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 120mph (3-second gust); h=25ft; TCDL=4.2psf; BCDL=5.Opsf; Category II; Exp B; partially; MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 251 lb uplift at joint 6 and 258 lb uplift at]oint 1. LOAD CASE(S) Standard Job Truss Truss Type Oty Ply MASTERµ T26 SPECIAL 1 1 Job Reference (optional) Builders FirstSource, Sanford, Florida, R BRUCE OGILVY 5.200 s Aug 19 2003 MiTek Industries, Inc. Tue Aug 10 08:36:02 2004 Page 1 5-0-8 7-6-14 1 8-5-2 1 10-11-8 1 16-0-0 5-0-8 2-6-6 0-10-5 2-6-6 5-0-8 Scab • 1:26. 2.9012 44= 4x4= 3 12 4 4x 1013 11 /x10; 2 5 4.00 12 1 6 I� 451 302 11 3x4 — 3x12 11 4x5 � 10 4 9 B 5 1xd II 3x4= 1x411 axe II axe II 1-0-0 1-4-0 5-0-8 7-6-14 8-5-2 10-11-8 14-8-0 15-010 16-0-0 1-0-0 0-4-0 3-8-8 2-6-6 0-10-5 2-6-6 3-8-8 0-4-0 1-0-0 Plate Offsets X,Y): [1:0-2-12,Edge], [1:0-2-12,1-6-4], L0( 3-8 Ed eg_j_, [6:0-2-12,Ed le], [6:0-2-12 1-6-4j, [6:0-3-8,Edge] LOADING(psf) SPACING 2-0-0 CSI DEFL in (Ioc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.78 Vert(LL) 0.12 9 >999 240 M1120 249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.97 Vert(TL) -0.19 8 >975 180 BCLL 0.0 Rep Stress Incr NO WB 0.08 Horz(TL) 0.06 6 n/a n/a BCDL 10.0 Code FBC2001/ANSI95 (Matrix) Weight: 78 lb LUMBER BRACING TOP CHORD 2 X 4 SYP Not TOP CHORD Sheathed or 3-4-9 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 5-0-11 oc bracing. WEBS 2 X 4 SYP No.3 WEDGE Left: 2 X 8 SYP No.1 D, Right: 2 X 8 SYP No.1 D REACTIONS (lb/size) 1=1248/0-8-0, 6=1250/0-8-0 Max Horz 1 =32(load case 4) Max Upliftl=-640(load case 2), 6=-641(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-3112/1644, 2-11=-2811/1566, 3.11=-2765/1545, 3-12=-2711/1526, 4-12=-2711/1526, 4-13=-2766/1547, 5-13=-2812/1568, 5-6=-3121/1645 BOT CHORD 1-10=-1517/2871,10-14=-1514/2881,9-14=-1514/2881,8-9=-1427/2711,8-15=-1489/2890,7-15=-1489/2890,6-7=-1493/2880 WEBS 2-10=0/117, 2-9=-231/106, 3-9=-54/240, 4-8=-45/241, 5-8=-242/110, 5-7=0/122 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 120mph (3-second gust); h=25ft; TCDL=4.2psf; BCDL=5.Opsf; Category 11; Exp B; partially; MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 640 Ib uplift at joint 1 and 641 lb uplift at joint 6. 5) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 119.71b down and 89.41b up at 5-0-8, 148.91b down and 104.91b up at 6-3-6, 222.31b down and 164.51b up at 8-5-2, 148.61b down and 133.51b up at 8-0-9, 222.31b down and 164.51b up at 7-6-14, and 148.91b down and 104.911b up at 9-8-10, and 119.71b down and 89.41b up at 10-11-8 on top chord, and 22.81b down at 5-0-8, 31.11b down at 6-3-6, 52.11b down at 7-6-14, 42.41b down at 8-0-9, 52.1lb down at 8-5-2, and 31.1lb down at 9-8-10, and 22.81b down at 10-11-8 on bottom chord. The design/selection of such special 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). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-70, 2-3=-70, 3-4=-70, 4-5=-70, 5-6=-70, 1-6=-20 Concentrated Loads (lb) Vert: 2=-80(B) 3=-182(B) 4=-182(B) 5=-80(B) 10=-23(B) 9=-52(B) 8=-95(B) 7=-23(B) 11=-109(B) 12=-149(B) 13=-109(B) 14=-31(B) 15=-31(B) Job Truss Truss Type Oty Ply MASTFFi T27 MONO TRUSS 2 1 Job Reference (optional) : Builders FirstSource, Sanford, Florida, R BRUCE OGILVY 5.200 s Aug 19 2003 MiTek Industries, Inc. Tue Aug 10 08:36:02 2004 Page 1 5-8-13 5-8-13 2 Swk = 1:11. 4A0 12 'A 24; 3 2K8 I I 1-0-0 1-4-0 5-8-13 1-0-0 0-4-0 4-4-13 Plate Offsets X,Y : 1:0-3-2,0-0-12 , 1:0-3-8,Ed e LOADING(psf) SPACING 2-0-0 CS1 DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.73 Vert(LL) n/a - n/a 999 M1120 249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.21 Vert(TL) -0.04 1-3 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 CodeFBC2001/ANSl95 (Matrix) Weight: 19lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 TOP CHORD Sheathed or 5-8-13 oc purfins. BOT CHORD 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2 X 4 SYP No.3 REACTIONS (lb/size) 2=179/Mechanical, 3=51/Mechanical, 1=230/0-8-0 Max Horz1=103(load case 2) Max Uplift2=-137(load case 2), 1=-73(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-61/50 BOT CHORD 1-3=0/0 NOTES 1) Wind: ASCE 7-98; 120mph (3-second gust); h=25ft; TCDL=4.2psf; BCDL=5.Opsf; Category 11; Exp B; partially; MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 137 lb uplift atjoint 2 and 73lb uplift at joint 1. LOAD CASE(S) Standard x COUNTY OF SEMINOLE IMPACT FEE STATEMENT ISSUED BY CITY OF SANFORD STATEMENT NUMBER 104-76367 Al � Sep C/ry OP DATE: - BUILDING PERMIT NUMBER (CITY) COUNTY NUMBER: __________ UNIT ADDRESS: __C�________________________________ TRAFFIC ZONE: ___ JURISDICTION: O6 CITY-OF-SANF[�� SEC: TWP: RNG: PARCEL: SUBDIVISION: TRACT: PLAT BOOK: ----'---�---'--: �`� BLOCK: LOT: OWNER NAME: ADDRESS: APPLICANT NAME: NAME: 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. O dwl unit $ 705.00 1 $ 705.00 \ ROADS i -COLLECTORS NORTH O dwl unit $ 142.00 1 $ 142.00 . | LIBRARY CO -WIDE O dwl unit $ 54.00 1 $ 54.00 / | SCHOOLS CO -WIDE O dwl unit $1,384.00 1 $ | 1,384.00 ! ` AMOUNT DUE $ 2,285.00 STATEMENT RGCEZVEDEY: SIGNATUR ~ (r�'cnoc MINT nAnc) / ' 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. PAYMENT SHOULD BE MADE TO: GITY OF SANFORD � BUILDING DEPARTMENT ' i 300 NORTH PARK AVENUE ' SANFORD. FL 32771 ' 'PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE i 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***