Loading...
615 Osceola Dr - BR05-002971 - ADDITION (A)PERMIT ADDRESS C C CONTRACTOR ADDRESS PHONE NUMBER PROPERTY OWNER Vo I D I El PHONE NUMBER ELECTRICAL CONTRACTOR MECHANICAL CONTRACTOR PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER MISCELLANEOUS CONTRACTOR FEE PERMIT NUMBER FEE SUBDIVISION PERMIT # M - ACi I I DATE PERMIT DESCRIPTION PERMIT VALUATION SQUARE FOOTAGE t7 t1 r En 0, CITY OF SANFORD PERMIT APPLICATION Permit # : of— 2 ` - / Date: Job Address: % if Q S C e D A 0/— Description of Work: ! e 2a0en 7 C 0,C e Historic District: Zoning: Value of Work: $,d4D Permit Type: Building Electrical I/ 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 #: Owners Name & Address: Contractor Name & Address: Z-- G'-' C' " M// , 01— Attach Proof of Ownership & Legal Description) Phone: State License Number: Phone & Fax: 4 d 7' 2— L (J 4 Contact Person: Phone: '7 P7 — 3 2- Bonding Company: r Address: 2 %C' C 4, k rG 6, C I_ 2 7 Z Mortgage Lender: Address: 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 will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this pen -nit, 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 1 will notify the owner of the property of the requireme , of a Lien Law, FSrr713-' Signature of Owner/Agent Date Signature of Contractor/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Owner/Agent is _ Personally Known to Me or Produced ID APPLICATION APPROVED BY: Bldg: Initial & Date) Special Conditions: Date Paltnt Contracto A _it's Name nature of Notary -State of Flo-t Date 11 FLOR CE A. DE GRAVEc CCIInn++n Contra0,-\ t+is tl'V rer dw(to Me or PP ES: November 12, 2006 Bon Thru Budget Notary Services. Zoning: Utilities: FD: Initial & Date) I(Initial & Date) (Initial & Date) r CITY OF SANFORD PERMIT APPLICATION Permit # :b JC obAddress: Description of Work: Historic District: Permit Type: Building Electrical Mechanical C Plumbing. Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole 10 2049 Mechanical: Residential Non -Residential Replacement New(Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures W # of Water & Sewer Lines__ # of Gas Lines Plumbing/New Residential: # of Water Closets k Plumbing Repair — Residential or Commercial Occupancy Type: Residential '10 Commercial Industrial Total Square Footage: Construction Type. # ofStories: __ # of Dwelling Units: Flood Zone: (FEMA form required for other than X) Parcel #: ° g o Owners Name & Address: Id /I G'S(ftr Contractor Name & Address: 0 Li o1`pl O D C Attach Proof of Ownership & Legal Description) Phone: , ti `9 D _a / a 20 Ft 3e27 State Licensee Number: Phone & Fax: d d Contact Person:(I] I O tai Phon 1% Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Address: Phone: 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 ofa permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements ofthis permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. Signature of Owner/Agent t Date CSignature of Contractor/Agent Date ri'tOw ent, Name Fnim Contractor/Agent's Name aU\C) 4siga re otary-State of Florida Date Signature of Notary -State of Florida ojPaY P"a/ FLORENCE A. DE GRAVE Ok t MY COMMISSION # DD 164260 Me o 4l C rF OP Contractor/Agent is Produced ID _ Date Personally Known to Me or OFFS IF APPLICATION APPROVED BY: Bldg: C Zoning: D O.5G,kQtilities: FD: Initial & Date) (Initial & D te) (Initial & Date) (Initial & Date) La: S'7 e7,5 Special Conditions: CITY OF SANFORD BUILDING DIVISION OWNER/BUILDER AFFIDAVIT CONSTRUCTION CONTRACTING Owners of property when acting as their own contractor and providing direct, onsite supervision themselves ofall work not performed by licensed contractors, when building or improving farm outbuildings or one -family or two-family residences on such property for the occupancy or use of such owners and not offered for sale or lease, or building or improving commercial buildings, at a cost not to exceed $25,000, on such property for the occupancy or use of such owners and not offered for sale or lease. In an action brought under this part, proof of sale or lease, or offering for sale or lease, of any such structure by the owner -builder within 1 year after completion of same creates a presumption that the construction was undertaken for purposes of sale or lease. This subsection does not exempt any person who is employed by or has a contract with such owner and who acts in the capacity of a contractor. The owner may not delegate the owner's responsibility to directly supervise all work to any other person unless that person is registered or certified under this part and the work being performed is within the scope of that person's license. For the purposes of this subsection, the term "owners of property" includes the owner of a mobile home situated on a leased lot. To qualify for exemption under this subsection, an owner must personally appear and sign the building permit application. State law requires construction to be done by licensed contractors. You have applied for a permit under an exemption to that law. The exemption allows you, as the owner of your property, to act as your own contractor with certain restrictions even though you do not have a license. You must provide direct, onsite supervision of the construction yourself. You may build or improve a one -family or two-family residence or a farm outbuilding. You may also build or improve a commercial building, provided your costs do not exceed $25,000. The building or residence must be for your own use or occupancy. It may not be built or substantially improved for sale or lease. If you sell or lease a building you have built or substantially improved yourself within 1 year after the construction is complete, the law will presume that you built or substantially improved it for sale or lease, which is a violation of this exemption. You may not hire an unlicensed person to act as your contractor or to supervise people working on your building. It is your responsibility to make sure that people employed by you have licenses required by state law and by county or municipal licensing ordinances. You may not delegate the responsibility for supervising work to a licensed contractor who is not licensed to perform the work being done. Any person working on your building who is not licensed must work under your direct supervision and must be employed by you, which means that you must deduct F.I.C.A. and withholding tax and provide workers' compensation for that employee, all as prescribed by law. Your construction must comply with all applicable laws, ordinances, building codes, and zoning regulations. I, Vj Qom\ p, , , 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. 17 L. y6 ry wner/ Builder Signature Date T' Print Owner/Builder Nalne < o M i mo CnM zDjatureofNotary —State of Florida Date o M N rn m Owner is Personally Known to Me or has Produced ID-_ NOTICE OF COMMENCEMENT ; Permit No. jTax Folio No. State of Florida County of Seminole The undersigned hereby gives notice that improvement will be made to certain real property, and in accordance withChapter713, Florida Statutes, the following information is provided in this Notice of Commencement. 1. Description of property: (legal description ofthe property and street address if available) 2. General description of improv ent:S /E' t P l= Ct, i 6-'1 t m -ICzan3. Owner information a. Name and address 102 /I V'I / n J b. Interest in property c. Name and address offee simple titleholder (if other than 4. Contractor a. Name and address 4 b. Phone Surety a. Name and address __ ..r-gnnrn av rI IFI CrJrt b. Phone"number\ c. Amount of bond 6. Lender ADDR. a. Name and address FC- -VWS Fax number MH OsCIRCUIT COURI Gltn rnIINTY• FLOR b. Phone number Fax number 7. Persons within the State of Florida designated by Owner upon whom notices or other provided by Section 713.13(1)(a)7., Florida Statutes: a. Name and address b. Phone number 8. In addition to himself or herself, Owner designates Fax number may be served as of to receive a copy of the Lienor's Notice as provided in Section713.130)(b), Florida Statutes. a. Phone number Fax number 9. Expiration date of notice ofcommencement (the expiration date is 1 year from the date of recording unless a differentdateisspecified) Signature of Own r worn to (or affirmed) and subscribed before me this day of 20 byyc)\ Personally Known OR Produced Identification (-- L\ Type of Identification Produced - \j - \ UO ) "A\ -C gn e Notary Public, State of Florida Commission Expires: o'ply P B% FLORENCE A. DE GRAVE MY COMMISSION # DD 164280 oP EXPIRES: November 12, 2006 Bonded Thru Budget Not. Services WMMW KM, CLERK OF CIRCUIT WAT CLERK OF SMDME CkMM BK 05661 PS 0335 FILE NUI14 28eF- d6409 MMRM AI' 5 Io--0-- r7 4M RMRDING FM I&" RMRDED BY 0 ihavas se Seminole County Property Appraiser Get Information by Parcel Number Page I of IZD CF-A. ASA PROPERTY APPRAISER in;* nRn: FL..32I.;771 -14 2005 WORKING VALUE SUMMARY Value Method: Market GENERAL Number of Buildings: 1 Parcel Id: 01-20-30-504-2000-0010 Tax District: Sl-SANFORD Depreciated Bldg Value: $125,782 Owner: VOLPI CARLO & Exemptions: 00-HOMESTEAD Depreciated EXFT Value: $3,322 Own/Addy: VOLPI PAOLA C Land Value (Market): $48,971 Address: 615 OSCEOLA DR Land Value Ag: $0 City,State,ZipCode: SANFORD FL 32773 Just/Market Value: $178,075 Property Address: 615 OSCEOLA DR SANFORD 32771 Assessed Value (SOH): $129,667 Subdivision Name: DREAMWOLD AND Exempt Value: $25,500 Dor: 01-SINGLE FAMILY Taxable Value: $104,167 Tax Estimator SALES 2004 VALUE SUMMARY Deed Date Book Page Amount Vac/Imp Tax Amount(without SOH): $2,777 QUITCLAIM DEED 11/2004 05504 0593 $100 Improved 2004 Tax Bill Amount: $2,058 QUITCLAIM DEED02/199302541 1850 $100 Improved Save Our Homes (SOH) Savings: $719 WARRANTY DEED01/1973 00979 0356 $38,000 Improved 2004 Taxable Value: $100,390 DOES NOT INCLUDE NON -AD VALOREM Find Comparable Sales within this Subdivision ASSESSMENTEE LAND LEGAL DESCRIPTION PLAT Land Assess Method Frontage Depth Land Units Unit Price Land Value LEG LOTS 1 2 3 + 4 BLK 20 DREAMWOLD PB 3 FRONT FOOT & DEPTH 263 137 .000 200.00 $48,971 PG 90 BUILDING INFORMATION Bid Num Bid Type Year Bit Fixtures Base SF Gross SF Heated SF Ext Wall Bid Value Est. Cost New 1 SINGLE FAMILY 1969 6 2,101 2,776 2,101 BRICK/WOOD FRAMING $125,782 $151,545 Appendage / Scift OPEN PORCH FINISHED/ 35 Appendage / Sqft GARAGE FINISHED/ 640 EXTRA FEATURE Description Year Bit Units EXFT Value Est. Cost New ALUM GLASS PORCH1996 200 $2,170 $2,800 WOOD UTILITY BLDG1975 480 $1,152 $2,880 NOTE: Assessed values shown are NOT certified values and therefore are subject to change before being finalized for ad valorem tax urposes. If you recently purchased a homesteaded property your next year's property tax will be based on Just/Market value. re—web.seminole county_tltle?parcel=01203050420000010&cpad=osceola&cpad_num=6lf3/24/2005 Job -s Truss Truss Type Qty . Py Carlo Volpi LbK 05-0549 1A ROOF TRUSS 13 1 Job Reference (optional) cox (FDL)/ ttanoall uyra, Pt 94"51/ 2325, Jason 5L Merritt island, FL / (321) 453-5564 6.200 s Jul 13 2005 MTek Industries, Inc Thu Feb 09 11:00:16 2006 Page 1 2-0-0 4-10-14 8-10-0 12-9-2 174-0 2-0.0 4-10-14 3-11-2 3-11-2 4-6-14 5/9ItG X `lrwf7 ^'jIS1- I/ ew .2-Y d L D 4x4 = FIX Scale = 1:33.4 i5 b se eal /j' r a.co ,z 1/' 2x4 = 2x4 = 3 W2 W2 5 7 6 2 5x10 = Y 1 3x8 = 2.00 12 US zz i 8-10-0 I 17-4-0 8-10-0 + 8-0-0 LOADINQpsf) SPACING 2-3-0 CSI DEFL In (loc) 1/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.51 Vert(LL) -0.30 2-7 >669 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.67 Vert(TL) -0.56 2-7 >363 240 BCLL 10.0 Rep Stress Incr NO WB 0.41 Horz(TL) 0.16 6 n/a n/a BCDL 10.0 Code FBC2001/ANSI95 Simplified) Weight: 71 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD 2-" oc purlins (3-7-10 max.) BOT CHORD 2 X 4 SYP SS Switched from sheeted: Spacing > 2-"). WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 4-11-3 oc bracing. JOINTS 1 Brace at Jt(s): 4 REACTIONS(lb/size) 6=890/0-4-0, 2=1035/0-8-0 Max Horz 2=134(load case 4) Max Upiift6=-452(load case 3), 2=-637(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/18, 2-3=-2874/1782, 3-4=-2454/1132, 4-5=-2454/1147, 5-6=-2814/1686 BOT CHORD 2-7=-1686/2723, 6-7=-1530/2658 WEBS 3-7=-414/721, 4-7=-455/1286, 5-7=-360/685 NOTES (6-7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft; TCDL=4.2psf; BCDL=5.Opsf, Category II; Exp B; partially; MWFRS gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. 3) Bearing at joints) 6, 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 452 lb uplift at joint 6 and 637 lb uplift atgs r , joint 2. I , ql 5) Design assumes 4x2 (flat orientation) puriins at oc spacing Indicated, fastened to truss TC w/ 2-10d nails. 6) Truss designed to have a 24" spacing on one side and a 30" spacing on the other side. Blocking between top and bottom chords at24 OC by others 7) Designed By LbK , z LOAD CASE(S) Standard r q py 4-,,,• o; f F' A 3 y may, WARNING - Vertfg design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, ® Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component. Suite *300 Applicability of design parameters and proper incorporation of component isresponsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Mal fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component iTCIC® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Symbols PLATE LOCATION AND ORIENTATION 13/4 *Center plate on joint unless x,y offsets are indicated. Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss and securely seat. m O For 4 x 2 orientation, locate T_ plates 0 - 1/16" from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the width 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. BEARING Indicates location where bearings supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPII : National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths t 2 3 TOP CHORDS BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. CONNECTOR PLATE CODE APPROVALS BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 ICBO 4922, 5243, 5363, 3907 SBCCI 9667, 9730, 9604B, 9511, 9432A General Safety Motes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSIII. 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 4. Cut members to bear tightly against each other. IL 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPII. 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPIII. 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 8. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 9. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection, 10. Plate type, size, orientation and location dimensions shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 12. Top chords must be sheathed or purlins provided at spacing shown on design. 13. Bottom chords require lateral bracing at 10 ff. spacing, or less, if no ceiling is installed, unless otherwise noted. 14. Connections not shown are the responsibility of others. 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. 16. Install and load vertically unless indicated otherwise. 2004 MiteV Job Truss Truss Type Qty Ply Carlo Vol LbK 05-0549 1G ROOF TRUSS 1 2 Job Reference (optional) COX (FDL)/ Randall Byrd, PE #B451/ 2325, Jason St. Merritt Island, FL / (321) 453-6564 6.200 sJul 13 2005 MTek Industries, Inc. Thu Feb 0911:00:39 20D6 Page 1 2-0-0 5-5-0 8-10-0 I 12-3-0 17-4-0 2-0.0 5-5-0 3-5-0 3-5-0 5.1-0 Scale = 1:32.9 A, t 5x12- V `0C PuL-t'^SIV- 4.00 F12 /3x4 3x4 ZZ W2 8 6 S' 2 8x10 = Y 0 9 7 o' 5x10 2x4 11 2x4 11 2.00 12 x 5-5-0 3-5-0 3-5-0 5-1-0 Plate Offsets MY): 2:0-8-4,0-1-01, [6:0-3-15,0-1-141 LOADINQpsf) SPACING 1-3-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.74 Vert(L-) 0.56 8 >361 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.73 Vert(TL) -0.61 8 >331 240 BCLL 0.0 Rep Stress Incr NO WB 0.68 Horz(TL) 0.29 6 n/a n/a BCDL 10.0 Code FBC2001/ANSI95 Simplified) Weight: 170lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD 2-M oc purlins (4-0-0 max.). BOT CHORD 2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6-1-9 oc bracing. WEBS 2 X 4 SYP No.3 *Except* JOINTS 1 Brace at Jt(s): 4 W1 2 X 4 SYP No.2ND REACTIONS(lb/size) 6=2123/0-4-0, 2=2169/0-8-0 Max Horz 2=77(load case 4) Max Uplift6=-1573(load case 3), 2— 1650(load case 2) s, r 7 .;mY FORCES(lb) - Maximum Compression/Maximum Tension _ v TOP CHORD 1-2=0/11, 2-3=-11121/8256, 3-4=-11119/8285, 4-5=-11121/8293, 5-6=-11004/8137 BOT CHORD 2-9=-7881/10626, 8-9=-7881/10626, 7-8=-7720/10494, 6-7=-7720/10494 WEBS 3-9=0/53, 3-8=-164/284, 4-8=-5127/6918, 5-8=-259/405, 5-7=0/52 NOTES (9-10) 1) 2-ply truss to be connected together with SOd Common(.148"x3") Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 3 rows at 0-4-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered pqually applied to all plies, except 8 noted sofrontB) (unless otherwise Indicated.OAD CASES) section. Ply to ply P 77 connectionshavebeenprovidedtodistributeonloadsnotedas3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft; TCDL=4.2psf, BCDL=S.Opsf; Category II; Exp B; partially; MWFRS gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. 5) Bearing at joint(s) 6, 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface: 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1573 lb uplift at joint 6 and 1650 lb uplift at joint 2. 7) Design assumes 4x2 (flat orientation) puriins at oc spacing Indicated, fastened to truss TC w/ 2-10d nails. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3433 lb down and 2618 lb up at 8- 10-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) Truss designed to support 8'-10" Comersets from one side and have 30" spacing to truss'SA' on the opposite side. Blocking between top and bottom chords at 24" OC by others. 10) Designed By LbK LOAD CASE(S) Standard Continued on A WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, ems® Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite N300 amal Applicabilityofdesignparametersandproperincorporationofcomponentisresponsibilityofbuildingdesigner - not truss designer. Bracing shown Chesterfield, MO 63017 go is for lateralsupport of individual web members only. Additionaltemporary bracing to insure stability during construction is the responsibility of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component M iTek° SafetyInformationavailablefromTrussPlateInstitute, 583 D'Onofrio Drive, Madison, WI 53719. Symbols Numbering System PLATE LOCATION AND ORIENTATION 13/4 * Center plate on joint unless x;y offsets are indicated. ' - •674-8 dimensions shown in ft-in-sixteenths Dimensions are in ff-in-sixteenths.' Apply plates to both sides,of truss.,_ and securely seat. _ :1 2 31/16 TOP CHORDS 0 0. For 4 x 2 orientation, locate X plates 0 -'/16" from outside a - edge of truss. 0 This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the width 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated.. BEARING Indicates location where bearings supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. CONNECTOR PLATE CODE APPROVALS BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 ICBO 4922, 5243, 5363, 3907 SBCCI 9667, 9730, 9604B, 9511, 9432A 0 m O U IL OH General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury l . Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 4. Cut members to bear tightly against each other. 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI1. 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 8. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 9. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 10. Plate type, size, orientation and location dimensions shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 12. Top chords must be sheathed or purlins provided at spacing shown on design. I3. Bottom chords require lateral bracing at 10 ff. spacing, or less, if no ceiling is installed, unless otherwise noted. 14. Connections not shown are the responsibility of others. 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. 16. Install and load vertically unless indicated otherwise. 2004 MiteV 11 1 I cuss cuss ype tQ13 L KJOD 05-0549 LA ROOF TRUSS 1 CaroVolpi Job Reference o tional COX (FDL)/ Randall Byrd, PE #23451/ 2325, Jason St. Merritt Island, FL / (321) 453-6564 6.200 sJul 13 2005 MiTek Industries, Inc. Wed Dec 14 11:56:03 2005 Page 1 2-Ml 4-10-14 8-10-0 12-9-2 17-4-0 2-0-0 4-10-14 3-11-2 3-11-2 4-6-14 Scale = 1:33.4 4x4 = 4.00 12 2x4 = 2x4 = 3 W2 V 2 5 7 6 2 5x10 = 4 1 3x8 = 2.00 12 3x6 8-10-0 f 17-4-0 B-10-0 8-6-0 Plate Offsets MY): r6:0-2-12,0-1-81 LOADINQpsf) SPACING 2-3-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.51 Vert(LL) -0.30 2-7 >669 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.67 Vert(l1) -0.56 2-7 >363 240 BCLL 10.0 Rep Stress Incr NO WB 0.41 Horz(TL) 0.16 6 n/a n/a BCDL 10.0 Code FBC2001/ANSI95 Simplified) Weight: 71 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD 2-M oc purlins.(3-7-10 max.) BOT CHORD 2 X 4 SYP SS (Switched from sheeted: Spacing > 2-0-0). WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 4-11-3 oc bractlg e < F JOINTS 1 Brace at Jt(s): 4 ° i tw.9 a REACTIONS(Ib/size) 6=890/0-4-0, 2=1035/0-8-0 Max Horz 2=134(load case 4) , Max Uplift6=-452(load case 3), 2=-637(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension F TOP CHORD 1-2=0/18, 2-3=-2874/1782, 3-4=-2454/1132, 4-5=-2454/1147, 5-6=-2814/1686 Z. BOT CHORD 2-7=-1686/2723, 6-7=-1530/2658 =' " == N ._r WEBS 3-7=-414/721, 4-7=-455/1286, 5-7=-360/685 NOTES 6-7 " 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft, TCDL=4.2psf; BCDL=5.Opsf; Category II; Exp B; partially; MWFRS gable end zone; ` e 6 4 ;rcantileverleftandrightexposed ; Lumber DOL=1.33 plate grip DOL=1.33. ) ' 3) Bearing at joint(s) 6, 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 452 lb uplift at joint 6 and 637 Ib uplift at joint 2. 5) Design assumes 4x2 (flat orientation) pudins at oc spacing Indicated, fastened to truss TC w/ 2-10d nails. 6) Truss designed to have a 24" spacing on one side and a 30" spacing on the other side. Blocking between top and bottom chords at 24" OC by others 7) Designed By LbK LOAD CASE(S) Standard WARNING - Ver!N design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite #300Applicabilityofdesignparametersandproperincorporationofcomponentisresponsibilityofbuildingdesigner - not truss designer. Bracing shown Chesterfield, MO 63017 Sulisforlateralsupportofindividualwebmembersonly. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component MiTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Symbols PLATE LOCATION AND ORIENTATION 13/4 *Center plate on joint unless x,y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and securely seat. 0 m O For 4 x 2 orientation, locate plates 0 - 1/16" from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the width 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. BEARING Indicates location where bearings supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4- dimensions shown in ft-in-sixteenths 1 2 3 TOP CHORDS BOTTOM CHORDS 8 7 6 5 General Safety Motes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. O 4. Cut members to bear tightly against each other. U 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPIII. 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is theNUMBERS/LETTERS. responsibility of truss fabricator. General practice is to camber for dead load deflection. 10. Plate type, size, orientation and location dimensions CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and in all BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. 12. Top chords must be sheathed or purlins provided at spacing shown on design. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ft. spacing, SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. 14. Connections not shown are the responsibility of others. 15. Do not cut or alter truss member or plate without prior 16. approval of a professional engineer. Install and load vertically unless indicated otherwise, MiTek® 0 V0\i V' 2004 Mitek® ro oprLbK 05-0549 1G ROOF TRUSS 1 Job Reference o Tonal COX (FDL)/ Randall Byrd, PE #23451/ 2325, Jason St. Merritt Island, Fl- / (321) 453-6564 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Dec 14 11:57:41 2005 Page 1 2-M 5-5-0 8-10-0 12-3-0 I 17-4-0 2-0-0 5-5-0 3-5-0 3-5-0 5-1-0 Scale = 1:32.9 5x12 = 4.00 F12 3x4 5 3x4 VV2 8 6 ° 2 8x10 = 4 9 7 01 2x4 11 2x4 11 5x10 = 2.00 12 5x10 c 5-5-0 8-10-0 1 12-3-0 17-4-0i 5-5-0 3-5-0 3-5-0 5-1-0 Plate Offsets (X Y): 2:0-8-4 0-1-01; [6:0-3-15 0-1-141 LOADINQpsf) SPACING 1-3-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.74 Vert(LL) 0.56 8 >361 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.73 Vert(TL) -0.61 8 >331 240 BCLL 0.0 Rep Stress Incr NO WB 0.68 Horz(TL) 0.29 6 n/a . n/a BCDL 10.0 Code FBC2001/ANSI95 Simplified) Weight: 170lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.21) TOP CHORD 2-0-0 oc purlins (4-0-0 max.). BOT CHORD 2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6-1-9 oc bracing. WEBS 2 X 4 SYP No.3 *Except* JOINTS 1 Brace at Jt(s): 4 W1 2 X 4 SYP No.2ND - ,i.-=a 441^ REACTIONS(lb/size) 6=2123/0-4-0, 2=2169/0-8-0 s Max Horz 2=77(load case 4) - Max Uplift6=-1573(load case 3), 2=-1650(load case 2) =' _ FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/11, 2-3=-11121/8256, 3-4=-11119/8285, 4-5=-11121/8293, 5-6=-11004/8137 BOT CHORD 2-9=-7881/10626, 8-9=-7881/10626, 7-8=-7720/10494, 6-7=-7720/10494 WEBS 3-9=0/53, 3-8=-164/284, 4-8=-5127/6918, 5-8=-259/405, 5-7=0/52 NOTES (9-10)is w1) 2-ply truss to be connected together with 10d Common(.148"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 6 - 3 rows at 0-4-0 oc. Webs connected as follows: 2 X 4 - i 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 lire loads have been considered for this design. 4) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft; TCDL=4.2psf, BCDL=5.Opsf; Category II; Exp B; partially; MWFRS gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. 5) Bearing at joint(s) 6, 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1573 lb uplift at joint 6 and 1650 lb uplift at joint 2. 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3433 lb down and 2618 lb up at 8-10-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) Truss designed to support 8'-10" Comersets from one side and have 30" spacing to truss'SA' on the opposite side. Blocking between top and bottom chords at 24" OC by others. 10) Designed By LbK LOAD CASE(S) Standard Continued on page 2 N. Outer Forty, WARNING - Verity design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite #300Applicabilityofdesignparametersandproperincorporationofcomponentisresponsibilityofbuildingdesigner - not truss designer. Bracing shown Chesterfield, MO 63017 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component MiTekSafetyInformationavailablefromTrussPlateInstitute, 583 D'Onofrio Drive, Madison, WI 53719. Symbols PLATE LOCATION AND ORIENTATION 13/4 *Center plate on joint unless x,y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and securely seat. For 4 x 2 orientation, locate plates 0 - 1/16" from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. 12WM*1ra4 The first dimension is the width 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicated by symbol shown and/or y text in the bracing section of the 4,-.;'output. Use T, I or Eliminator bracing 3 ifi•ndicated. BEARING Indicates location where bearings supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards::. ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 0 cr O U o_ O N umbedng System 6-4-8 1 dimensions shown in ft-in-sixteenths 1 2 3 TOP CHORDS BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. CONNECTOR PLATE CODE APPROVALS BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 ICBO 4922, 5243, 5363, 3907 SBCCI 9667, 9730, 9604B, 9511, 9432A C General Safety Motes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all Ir other interested parties, O 4. Cut members to bear tightly against each other. U n- 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI1, 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 8. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 9. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 10. Plate type, size, orientation and location dimensions shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 12. Top chords must be sheathed or purlins provided at spacing shown on design. 13. Bottom chords require lateral bracing at 10 ff. spacing, or less, if no ceiling is installed, unless otherwise noted. 14. Connections not shown are the responsibility of others. 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. 16. Install and load vertically unless indicated otherwise. 2004 Mitek® P I Job Identification : Carlo Volpi Addition - Jobno. 05-0549 Builder : Carlo Volpi Location : 615 Osceola Dr. Sanford County Seminole Building Code This package contains 18 truss design drawings. Wind Design Truss Design Software 4 M1s"L i JF Celebrating Over 50,Year®iJ, 3874 Church Street Sanford, FL 32771 407-323-6990 Florida Building Code(FBQ 2001 w/2003 Revisions ASCE 7-98 per FBC 2001 MiTek 2000 With my embossed seal affixed to this sheet, I hereby certify that this serves as an index sheet in conformance with Rules 61 G 15-31.003 and 61 GI 5-23.002(2) of the Florida Board of Professional Regulation. The embossed seal on this index sheet indicates acceptance of professional engineering responsibility solely for the Truss Design Drawings listed below and attached. Refer to the individual truss drawings for the design loads applied. The suitability and use of each component for any particular building is the responsibility of the building designer, per ANSI/TPI 1-1995 Sec. 2 and ANSI/TPI/WTCA 4 Section 2-4. Truss ID's f roQ9oozre000•oo° e SSo_ f I C.F ® V ea o n. • STATE Or w d °°°• o / rB ® Truss ueslon mcmneer Randall Byrd, P.E. #23451 MiTek Industries, Inc. CA# 6634 2235 Jason Street Merritt Island, FL 32952 Engineer of Record Not Applicable / Unknown Note: Each individual truss design drawing is valid only if printed on MiTek paper (MiTek title block with notes on the back) and must contain a copy of the engineer's ink stamp signifying the review of each individual truss design drawing. Job Truss Truss Type Qty Ply Carlo Volpi LbK 05-0549 1A ROOF TRUSS 13 1 Job Reference o tional gnns Pane 1 UUA (i Kendall byra, Ft szs4aI zczo, Jason ot. mernu isenu, FL! kO41) 2-0-0 4 10 14 F 8-10-0 12-9-2 1 17-4-0 2-0-0 4-10-14 3-11-2 3-11-2 4x4 = 4-6-14 Scale = t3ls LOADING (psi) SPACING 2-0-0 CSI DEFL in (too) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.43 Vert(LL) -0.28 2-7 >718 360 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.96 VeR(TL) -0.52 2-7 >389 240 BCLL 10.0 Rep Stress [nor YES WB 0.37 Horz(TL) 0.15 6 1 1 BCDL 10.0 Code FBC2001/ANSI95 (Simplified) Weight: 71 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 3-11-2 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 5-0-5 oc bracing. WEBS 2 X 4 SYP No.3 r REACTIONS (lb/size) 6=791/0-4-0, 2=920/0-8-0 Max Harz 2=119(load case 4) Max Uplift6=-402(load case 3), 2=-566(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/16, 2-3=-2554/1583, 3-4=-2180/1005, 4-5=-2180/1019, 5-6=-2496/1495 i$ N A BOT CHORD 2-7=-1499/2420, 6-7=-1357/2358 t'q WEBS 3-7=-369/641, 4-7=-404/1142, 5-7=-317/606 NOTES (7-8) § F 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft; TCDL=4.2psf; BCDL=5.Opsf; Category 11; Exp B; partially; i gable ently zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. k, 3) WARNING: Top chord live load is below 2305.1 psf. Architect and/or engineer of the overall structure to verify adequacy of top chord live load. J n 4) Bearing at joint(s) 6, 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify v capacity of bearing surface. _ s5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 402 Ito uplift at joint 6 and 566, lb uplift ,.rM; `y at joint 2. 6) This truss design conforms with Florida Building Code 2001, based on parameters indicated.t\1 t 8) Designed By i LOAD CASE(S) Standard WARNING - Ver!M design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite ft300 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 is for lateral support of individual web members only Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding me[ fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component iTek° Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Symbols PLATE LOCATION AND ORIENTATION 13/a *Center plate on joint unless x,y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and securely seat. 0 m O For 4 x 2 orientation, locate T_ plates 0 -'/16" from outside a_ edge of truss. R This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the width 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. BEARING Indicates location where bearingsU14 (supports) occur. Icons vary but lip reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths 1 2 3 TOP CHORDS BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. CONNECTOR PLATE CODE APPROVALS BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 ICBO 4922, 5243, 5363, 3907 SBCCI 9667, 9730, 9604B, 9511, 9432A A\General Safety Dotes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. O v 4. Cut members to bear tightly against each other. 0- 5, Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI1. 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 8. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 9. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection, 10. Plate type, size, orientation and location dimensions shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 12. Top chords must be sheathed or purlins provided at spacing shown on design. 13. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 14. Connections not shown are the responsibility of others. 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. 16. Install and load vertically unless indicated otherwise. 2004 Miteke Job Truss Truss Type Qty Ply Carlo Volpi LbK 05-0549 1 B ROOF TRUSS 1 1 Job Reference (optional) M'T k I d t' I c^ INA— 11 a,)a in s-nne l 1COX (LK)/ Randall Byrd, PE #23451/ 2325, Jason St. Merritt Island, FL / (321) 6.100 s Aug 25 2004 i e n us ries, nc. 2-0-0 4-10-14 8-10-0 12-9-2 17-8-0 19-8-0 2-0-0 4-10-14 3-11-2 3-11-2 4-10-14 2-0-0 Scale = 1:35.2 l 8-10-0 B-10-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.43 Vert(LL) 0.29 6-8 713 360 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.96 Vert(TL) 0.53 6-8 387 240 BCLL 10.0 Rep Stress Incr YES WB 0.38 Horz(TL) 0.16 6 n/a n/a BCDL 10.0 Code FBC2001/ANSI95 Simplified) Weight: 75 lb LUMBER TOP CHORD 2 X 4 SYP No.2D BOT CHORD 2 X 4 SYP No.2D WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 2=927/0-8-0, 6=927/0-8-0 Max Horz 2=104(load case 4) Max Uplift2=-569(load case 2), 6=-569(load case 3) BRACING TOP CHORD Sheathed or 3-10-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-0-12 oc bracing. FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/16, 2-3=-2593/1584, 3-4=-2223/1006, 4-5=-2223/1020, 5-6=-2593/1516, 6-7=0/16 BOT CHORD 2-8=-1480/2457, 6-8=-1334/2457 WEBS 3-8=-366/641, 4-8=-404/1170, 5-8=-366/651 NOTES (7-8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft; TCDL=4.2psf; BCDL=5.Opsf; Category 11; Exp B; partially; MWFRS gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. 3) WARNING: Top chord live load is below 2305.1psf. Architect and/or engineer of the overall structure to verify adequacy of top chord live load. 4) Bearing at joint(s) 2, 6 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. - 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 569 lb uplift at joint 2 and 569 lb uplift at joint 5. 6) This truss design conforms with Florida Building Code 2001, based on parameters indicated. 7) 8) Designed By LbK LOAD CASE(S) Standard WARNING - Verlfy design param14515 N. Outer Foeters andREADNOTESONTHISANDREVERSESIDEBEFOREUSE. rtY, Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 1300 Applicabilityofdesignparametersandproperincorporationofcomponentisresponsibilityofbuildingdesigner - not truss designer. Bracing shown Chesterfield, MO 63017 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component M iT®k0 SafetyInformationavailablefromTrussPlateInstitute, 583 D'Onofrio Drive, Madison, WI 53719. Symbols PLATE LOCATION AND ORIENTATION 13/4 *Center plate on joint unless x,y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and securely seat. m O For 4 x 2 orientation, locate TZ plates 0 -'/16" from outside a_ edge of truss. P This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the width 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. BEARING Indicates location where bearingsSu (supports) occur. Icons vary but I-iF reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPII : National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing, BCSII : Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths 1 2 3 TOP CHORDS BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. XQkiI04I*43IQ1a1FA141K01*V_\]a 161 BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 General Safety Motes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. O U 4. Cut members to bear tightly against each other. EL 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI1. 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI1, 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 8. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 9. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 10. Plate type, size, orientation and location dimensions shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 12. Top chords must be sheathed or purlins provided at spacing shown on design, ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ff. spacing, SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. 14. Connections not shown are the responsibility of others. 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. 16. Install and load vertically unless indicated otherwise. MiTek° 0 © 2004 Mitek® Job Truss Truss Type Qty Ply Carlo Volpi i 05-0549 1C ROOF TRUSS 1 1 Job Reference o tional A.... nA I,AiT.L Inrinefrioe Inr Fri 111 19> 9r,in Inns Paoe 1 COX (LK)/ Randall Byrd, PE #23451/ 2325, Jason Jt. iverrin isiana, rL r toZ i/ woo-000v 2-0-0 4-9-10 8-7-8 -0- 12-10-6 17-8-0 1 19-8-0 2-0-0 4-9-10 3-9-14 0-5-0 3-9-14 4-9-10 2-0-0 Scale = rss.z M%M LOADING (psf) SPACING 2-0-0 CSI DEFL in loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.44 Vert(LL) 0.29 6-8 714 360 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.96 Vert(TL) 0.53 6-8 388 240 BCLL 10.0 Rep Stress Incr YES WB 0.37 Horz(TL) 0.15 6 n/a n/a BCDL 10.0 Code FBC2001/ANSI95 Simplified) Weight: 76 lb LUMBER TOP CHORD 2 X 4 SYP No.2D BOT CHORD 2 X 4 SYP No.2D WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 2=927/0-8-0, 6=927/0-8-0 Max Horz2=104(load case 4) Max Uplift2=-569(load case 2), 6=-569(load case 3) BRACING TOP CHORD Sheathed or 3-10-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-0-9 oc bracing. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/16, 2-3=-2594/1594, 3-4=-2223/1005, 4-5=-2223/1019, 5-6=-2594/1527, 6-7=0/16 BOT CHORD 2-8=-1490/2457, 6-8=-1344/2457 WEBS 3-8=-367/651, 5-8=-367/662, 4-8=-397/1163 NOTES (7-8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft; TCDL=4.2psf; BCDL=5.Opsf; Category II; Exp B; partially; MWFRS gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. 3) WARNING: Top chord live load is below 2305.1psf. Architect and/or engineer of the overall structure to verify adequacy of top chord live load. 4) Bearing at joint(s) 2, 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 569 lb uplift at joint 2 and 569 lb uplift at joint 6. 6) This truss design conforms with Florida Building Code 2001, based on parameters indicated. 7) 8) Designed By i LOAD CASE(S) Standard WARNING - V.li- g design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, ®moo Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite #300 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer, Bracing shown Chesterfield, MO 63017 isfor lateral supportof individual web members only. Additional temporary bracing to insure stability during construction is the responsibility ofthe erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component iTeIC° Safety Information available from Truss Plate Institute, 583 D"Onofrio Drive, Madison, WI 53719. r Symbols Numbering System General Safety Motes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/ t4 *Center plate on joint unless x,y Damage or Personal Injuryoffsetsareindicated. 6-4-8 dimensions shown in ft-in-sixteenths Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss l . Additional stability bracing for truss system, e.g. diagonal and securely seat. or X-bracing, is always required. See BCSI1. 16 1 TOP CHORDS 3 2. Never exceed the design loading shown and never stack c,-z cz-a materials on inadequately braced trusses. 0 WEBS 3-4 4 3. Provide copies of this truss design to the building Cc designer, erection supervisor, property owner and all For 4 x 2 orientation, locate 3 3' 3 other interested parties. plates 0 - /ie" from outside Oa6 < U 4. Cut members to bear tightly against each other. edge of truss. a 5. Place plates on each face of truss at each joint and 717 c6-7 ce-6 00 embed fully. Knots and wane at joint locations are BOTTOM CHORDSThissymbolindicatesthe regulated by ANSI/TPII . required direction of slots in 8 7 6 5 b. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPIII. 7. Unless otherwise noted, moisture content of lumber shall Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber, PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator, General practice 4 X 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ff. spacing, SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 14. Connections not shown are the responsibility of others. LW (supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior LirFl reaction section indicates joint approval of a professional engineer. number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPII: National Design Specification for Metal Plate Connected Wood Truss Construction. AAM iTeko DSB-89: Design Standard for Bracing. BCSII : Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate 2004 Mitek® Connected Wood Trusses. R Job Truss Truss Type Qty Ply Carlo Volpi LbK 05-0549 1D ROOFTRUSS 1 Job Reference o tional cri nnnr 11 io-9s,1n ?nns Pane 1 UUA (I-K)l Kanaall byro, rt iFL64D I/ zozo. i--, — ......, ram, k—,) 2-0-0 6-7-8 MINE 4-5-0 6-7-8 4A = 4 6-9-0 10-11-0 17-8-0 6-9-0 4-2-0 6-9-0 2-0-0 Scale = 1:35.6 Plate Offsets X,Y : 3:0-b-8,U-2-U I /:U-4-U,U-1-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.64 Vert(LL) 0.22 7-8 916 360 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.74 Vert(TL) 0.36 7-8 575 240 BCLL 10.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.17 5 n/a n/a BCDL 10.0 Code FBC2001/ANSI95 Simplified) Weight: 69 lb LUMBER TOP CHORD 2 X 4 SYP No.2D BOT CHORD 2 X 4 SYP No.2D WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 2=927/0-8-0, 5=927/0-8-0 Max Harz 2=87(load case 4) Max Uplift2=-588(load case 2), 5=-588(load case 3) BRACING TOP CHORD Sheathed or 3-3-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-9-14 oc bracing. FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/16, 2-3=-2690/1343, 3-4=-2602/1300, 4-5=-2690/1283, 5-6=0/16 BOT CHORD 2-8=-1219/2562, 7-8=-1217/2591, 5-7=-1138/2562 WEBS 3-8=-147/632, 3-7=-159/179, 4-7=-158/637 NOTES (8-9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft; TCDL=4.2psf; BCDL=5.Opsf; Category II; Exp B; partially; MWFRS gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) WARNING: Top chord live load is below 2305.1psf. Architect and/or engineer of the overall structure to verify adequacy of top chord live load. 5) Bearing at joint(s) 2, 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 588 lb uplift at joint 2 and 588 lb uplift at joint 5. 7) This truss design conforms with Florida Building Code 2001, based on parameters indicated. 8) 9) Designed By LbK LOAD CASE(S) Standard WARNING - Ver(N design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515, N. Outer Forty, Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 4300 Applicability of design parameters and proper incorporation ofcomponent is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 isfor lateral supportof individual web members only Additionaltemporary bracing to insure stability during construction is the responsibility ofthe erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. MiTek Symbols PLATE LOCATION AND ORIENTATION 13/q *Center plate on joint unless x,y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and securely seat. For 4 x 2 orientation, locate plates 0 -'/16" from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the width 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. BEARING Indicates location where bearingsN14 (supports) occur. Icons vary but E F reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 0 CE O 0 a O Numbering System 6-4-8 dimensions shown in ft-in-sixteenths 1 2 3 TOP CHORDS BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. CONNECTOR PLATE CODE APPROVALS BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 ICBO 4922, 5243, 5363, 3907 SBCCI 9667, 9730, 9604B, 9511, 9432A General Safety Motes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all Cc other interested parties. O U 4. Cut members to bear tightly against each other. a 5. Place plates on each face of truss at each joint and0embedfully. Knots and wane at joint locations are regulated by ANSI/TPI1. 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 8. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 9. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 10. Plate type, size, orientation and location dimensions shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 12. Top chords must be sheathed or purlins provided at spacing shown on design. 13. Bottom chords require lateral bracing at 10 ff. spacing, or less, if no ceiling is installed, unless otherwise noted. 14. Connections not shown are the responsibility of others. 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. 16. Install and load vertically unless indicated otherwise. 2004 Mitek® Job Truss Truss Type Qty Ply Carlo Volpi LbK 05-0549 1E ROOF TRUSS 1 7 Job Reference o tional I;— — „- ;— fin., Crl RA— 11 19 9r 1n 9nn5 Pans 1 COX (LK)/ Randall Byrd, PE #23451/ 2325, Jason St. Merritt Island, FL i (32i) O. I V V s fling 4 LVVY Ivl11 — 11-- 2-D-0 4-7-8 8-10-0 13-0-8 17-8-0 19-8-0 2- 0-0 4-7-8 4-2-8 4-2-8 4-7-8 2-0-0 Scale = 1:36.6 44 = 300 = 44 = 4 12 5 2. 00 12 4- 9-0 4- 9-0 8- 10-0 4- 1-0 12- 11-0 4- 1-0 17- 8-0 4- 9-0 Plate Offsets (X Y) [2 0 3 11 0 1 8] [6 0 3 11 0 1 8] [8 0-4-12 Edge] [10 0-4-12 Edoel LOADING ( psf) SPACING 2-0-0 CSI DEFL in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.60 Vert(LL) 0.49 9 417 360 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.94 Vert(TL) 0.73 9 281 240 BCLL 10.0 Rep Stress Incr NO WB 0.46 Horz(TL) 0.30 6 n/a n/a BCDL 10.0 Code FBC2001/ANS195 Matrix) Weight: 74 lb LUMBER TOP CHORD 2 X 4 SYP No.2D BOT CHORD 2 X 4 SYP No.2D `Except` B22X4SYP SS WEBS 2 X 4 SYP No.3 REACTIONS (lb/ size) 2=1299/0-8-0, 6=1299/0-8-0 Max Harz 2=71(load case 4) Max Up] ift2=-824(load case 2), 6=-828(load case 3) BRACING TOP CHORD Sheathed or 2-8-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 3-9-1 oc bracing. FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/31, 2-3=-4639/2451, 3-11=-4507/2405, 4-11=-4507/2405, 4-12=-4507/2391, 5-12=-4507/2391, 5-6=-4639/2434, 6-7=0/31 BOT CHORD 2-10=-2244/4357, 10-13=-3089/5828, 9-13=-3089/5828, 9-14=-3089/5828, 8-14=-3089/5828, 6-8=-2237/4357 WEBS 3- 10=-484/1336, 4-10=-1393/816, 4-9=0/287, 4-8=-1431/836, 5-8=-495/1332 NOTES (10- 11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft; TCDL=4.2psf; BCDL=5.Opsf; Category II; Exp B; partially; MWFRS gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) WARNING: Top chord live load is below 2305.1 psf. Architect and/or engineer of the overallstructure to verify adequacy of top chord live load. 5) Bearing at joints) 2, 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 824 lb uplift at joint 2 and 828 lb uplift at joint 6. 7) This truss design conforms with Florida Building Code 2001, based on parameters indicated. 8) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 13211b down and 1781b up at 4-7-8, 241b down and 661b up at 6-8-4, 241b down and 661b up at 8-8-4, 241b down and 661b up at 8-11-12, and 241b down and 661b up at 10-11-12, and 921b down and 1781b up at 13-0-8 on top chord, and 1421b down at 4-9-4, 451b down at 6-8-4, 451b down at8-8-4, 451b down at 8-11-12, and 451b down at 10-11-12, and 1421b down at 12-10-12 on bottom chord. The design/selection of such special connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) 11) Designed By LbK LOAD CASE( S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.00 Uniform Loads ( plf) Vert: 1- 3=-54, 3-5=-54, 5-7=-54, 2-10=-40, 8-10=-40, 6-8=-40 WARNING - Verifg design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, Design valid for use only with MiTek connectors, This design is based only upon parameters shown, and is for an individual building component. Suite 4300 Applicability of design parameters and proper incorporation of component is responsibility of building designer not truss designer. Bracing shown Chesterfield, MO 63017 is for lateral support of individual web members only Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component M iTek° Safety InformationavailablefromTrussPlateInstitute, 583 D'Onofrio Drive, Madison, WI 53719. Symbols PLATE LOCATION AND ORIENTATION 13/a *Center plate on joint unless x,y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and securely seat. 0 Cr 0 For 4 x 2 orientation, locate T_ plates 0 -'/16" from outside CL edge of truss. o This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the width 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicated by symbol shown and/or by text in the bracing section of the output, Use T, I or Eliminator bracing if indicated. BEARING Indicates location where bearings supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSII : Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths 2 3 TOP CHORDS BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. CONNECTOR PLATE CODE APPROVALS BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 ICBO 4922, 5243, 5363, 3907 SBCCI 9667, 9730, 9604B, 9511,9432A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 3, Provide copies of this truss design to the building designer, erection supervisor, property owner and all cc other interested parties. 0 U 4. Cut members to bear tightly against each other. a 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI1. 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 8. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 9. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 10. Plate type, size, orientation and location dimensions shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 12. Top chords must be sheathed or purlins provided at spacing shown on design. 13. Bottom chords require lateral bracing at 10 ff. spacing, or less, if no ceiling is installed, unless otherwise noted. 14. Connections not shown are the responsibility of others. 15, Do not cut or alter truss member or plate without prior approval of a professional engineer. 16. Install and load vertically unless indicated otherwise 2004 Mitek® Job Truss Truss Type Oty Ply Carlo Volpi LbK 05-0549 1G ROOF TRUSS 1 2 1 Job Reference (optional) COX (LK)/ Randall Byrd, PE #23451/ 2325, Jason St. Merritt Island, FL / (321) 453-6564 6.100 s Aug 25 2004 MiTek Industries, Inc. Fri Mar 11 12:26:11 2005 Page 1 2-0-0 5-5-0 B-10-0 12-3-0 17-4-0 3-5-0 3-5-0 5-1-D 2-0-0 5-5-0 Scale = 1'.31 6 6x8 = 4 W1 3x4 3x4 4.00FU 5 3 W2 W2 32181000 = 6 f 2 B 7 2x4 II 2x4 II Id 4.12 = 4.12 = 2.00 F12 5-5-0 8-10-0 12-3-0 17-4-0 5-5-0 3-5-0 3-5-0 5-1-0 Plate Offsets X,Y : 6:0-5-12,0-2-0 LOADING (psf) SPACING 2-0-0 CSI TC 0.45 DEFL in (loc) I/deft L/d Vert(LL) 0.55 8 >367 360 PLATES GRIP M1120 249/190 TCLL 20.0 TCDL 7.0 Plates Increase 1.00 Lumber Increase 1.25 BC 0.44 Vert(TL) -0.64 8 >318 240 BCLL 10.0 Rep Stress Incr NO WB 0.66 Horz(TL) 0.30 6 n/a n/a Weight: 170 lb BCDL 10.0 Code FBC20011ANS195 Simplified) LUMBER BRACING TOP CHORD 2 X 4 SYP SS TOP CHORD Sheathed or 3-10-5 oc purlins. BOT CHORD 2 X 6 SYP SS BOT CHORD Rigid ceiling directly applied or 6-3-13 oc bracing. WEBS 2 X 4 SYP No.3 'Except` W1 2 X 4 SYP No.2D REACTIONS (lb/size) 6=2525/0-4-0, 2=2619/0-8-0 Max Harz 2=124(load case 4) Max Uplift6=-1724(load case 3), 2=-1862(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/18, 2-3=-12704/8822, 3-4=-12289/8687, 4-5=-12290/8698, 5-6=-12562/8675 BOT CHORD 2-9=-8417/12139, 8-9=-8417/12139, 7-8=-8209/11980, 6-7=-8209/11980 WEBS 3-9=0/170, 3-8=-338/181, 4-8=-5313/7588, 5-8=-186/169, 5-7=0/167 NOTES (10-11) 1) 2-ply truss to be connected together with 10d Comn-l148"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 6 - 3 rows at 0-4-0 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=15ft; TCDL=4.2psf; BCDL=5.Opsf; Category 11; Exp B; partially; MWFRS gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. 5) WARNING: Top chord live load is below 2305.1 psf. Architect and/or engineer of the overall structure to verify adequacy of top chord live load. 6) Bearing at joint(s) 6, 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1724 lb uplift at joint 6 and 1862 lb uplift at joint 2. 8) This truss design conforms with Florida Building Code 2001, based on parameters indicated. 9) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 34331b down and26181bupat8-10-0 on bottom chord. The design/selection of such special connection device(s) is the responsibility of others. 10) 11) Designed By LbK LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.00 Uniform Loads (plf) W M98g $(Y s n and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. parameters is for individual building 14515 N. Outer Forty, ®® Suite #300DesignvalidforuseonllyywithMiTekconnectors. This design is based only upon parameters shown, and an component. Chesterfield, MO 63017Applicabilityofdesignparametersandproperincorporationofcomponentisresponsibilityofbuildingdesigner - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component MiTekSafetyInformationavailablefromTrussPlateInstitute, 583 D'Onofrio Drive, Madison, WI 53719. Symbols PLATE LOCATION AND ORIENTATION 13/< *Center plate on joint unless x,y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and securely seat. For 4 x 2 orientation, locate plates 0 - V16" from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the width 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. BEARING Indicates location where bearings supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths 1 2 3 TOP CHORDS BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. CONNECTOR PLATE CODE APPROVALS BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 ICBO 4922, 5243, 5363, 3907 SBCCI 9667, 9730, 9604B, 9511, 9432A i 0 0 TELOKE: SIMIESIM10 Gener a0 Safety Motes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. O v 4. Cut members to bear tightly against each other. 0- 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI1. 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 8. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 9. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 10. Plate type, size, orientation and location dimensions shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 12. Top chords must be sheathed or purlins provided at spacing shown on design. 13, Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 14. Connections not shown are the responsibility of others. 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. 16. Install and load vertically unless indicated otherwise. 2004 Mitek® Job Truss Truss Type Qty Ply Carlo Volpi LbK 05-0549 B10 ROOF TRUSS 2 to Reference o tional A KA; re ina„etrfoc 11, Fri 11— 11 199ri11 7nn5 Pane 1 COX (LK)/ Randall Byrd, PE #23451/ 2325, Jason st, merna island, rL r toZ I / 40J-0o0v 2-2- 10 5-3-14 4-5-11 a Scale = 1. 21.4 If LOADING ( psf) SPACING 2-0-0 CSI DEFL in loc) I/deft L/d PLATES GRIP TCLL 20. 0 Plates Increase 1.00 TC 0.87 Vert(LL) 0.08 7 999 360 M1120 249/190 TCDL 7. 0 Lumber Increase 1.25 BC 0.57 Vert(TL) 0.12 6-7 948 240 BCLL 10. 0 Rep Stress Incr NO WB 0.49 Horz(TL) 0.02 6 n/a n/a BCDL 10. 0 Code FBC2001/ANSI95 Matrix) Weight: 42 lb LUMBER TOP CHORD 2 X 4 SYP No.21D BOT CHORD 2 X 4 SYP No.2D WEBS 2 X 4 SYP No.3 REACTIONS (lb/ size) 6=853/Mechanical, 2=678/0-8-0 Max Harz 2=476(load case 2) Max Uplift6=- 614(load case 2), 2=-474(load case 2) BRACING TOP CHORD Sheathed or 4-8-10 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-9-13 oc bracing. FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-8=0/28, 2-8=0/28, 2-3=-1858/782, 3-9=-323/0, 4-9=-274/0, 4-5=-7/0, 4-6=-242/379 BOT CHORD 2-7=-1151/1765, 7-10=-1168/1746, 6-10=-1158/1793 WEBS 3- 7=0/274, 3-6=-1479/880 NOTES (9- 10) 1) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft; TCDL=4.2psf; BCDL=5.Opsf; Category II; Exp B; partially; MWFRS gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. 2) WARNING: Top chord live load is below 2305.1 psf. Architectand/or engineer.of the overall structure to verify adequacy of top chord live load. 3) Refer to girder(s) for truss to truss connections. 4) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Providemechanicalconnection (by others) of truss to bearing plate capable of withstanding 614 lb uplift at joint 6 and 474 lb uplift at joint 2. 6) This truss design conforms with Florida Building Code 2001, based on parameters indicated. 7) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 841b down and 1601b up at 0-6-12, and 251b down and 671b up at 5-2-4, and 7511b down and 131lb up at 6-7-3 on top chord, and 451b down at 5-2-4, and 771b down at 6-7-3 on bottom chord. The design/selection of such special connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) 10) Designed By LbK LOAD CASE( S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.00 Uniform Loads ( plf) Vert: 1- 8=-54 Concentrated Loads ( lb) Vert: 2=- 84(F) 3=-25(6) 7=-45(B) 9=-75(F) 10=-77(F) Trapezoidal Loads ( plf) Vert: 8=-O(F=27, B=27)-to-4=-129(F=-37, B=-37), 4=-89(F=-37, B=-37)-to-5=-92(F=-39, B=-39), 2=-3(F=18, 6=18)- to-6=-98(F=-29, 6=-29) WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, o V Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 4300 El Applicability ofdesignparametersandproperincorporationofcomponentisresponsibilityofbuildingdesigner - not truss designer. Bracing shown Chesterfield, MO 63017 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component iTek° Safety InformationavailablefromTrussPlateInstitute, 583 D'Onofrio Drive, Madison, WI 53719. r Symbols PLATE LOCATION AND ORIENTATION 13/0 *Center plate on joint unless x,y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and securely seat. For 4 x 2 orientation, locate plates 0 -'/16" from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the width 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. BEARING Indicates location where bearings supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 0 m O 0 a O Numbering System 6-4-8 dimensions shown in ft-in-sixteenths 1 2 3 TOP CHORDS BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. CONNECTOR PLATE CODE APPROVALS BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 ICBO 4922, 5243, 5363, 3907 SBCCI 9667, 9730, 9604B, 9511, 9432A General Safety Motes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all T_ other interested parties. O U 4. Cut members to bear tightly against each other. 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPIII. 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 8. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 9. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 10. Plate type, size, orientation and location dimensions shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 12. Top chords must be sheathed or purlins provided at spacing shown on design. 13. Bottom chords require lateral bracing at 10 ff. spacing, or less, if no ceiling is installed, unless otherwise noted. 14. Connections not shown are the responsibility of others. 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. 16. Install and load vertically unless indicated otherwise. 2004 Mitek® Job Truss Truss Type Qb PIY Carlo Volpi LbK 1 05-0549 B11 ROOF TRUSS 2 1 Job Reference o tional A 25 21111n RA;TcL In V,ictricc Inr- Fri Mar 11 19'7R'11 2005 Paoe 1COX (LK)/ Randall Byrd, PE #23451/ 2325, Jason St. Merritt Island, FL / (321) 453-6564 v.100 s ug 2-2-10 5-3-10 LOADING (psf) SPACING 2-0-0 CSI DEFL in loc) I/deft L/d TCLL 20.0 Plates Increase 1.00 TC 0.59 Vert(LL) 0.08 7 999 360 TCDL 7.0 Lumber Increase 1.25 BC 0.66 Vert(TL) 0.13 6-7 878 240 BCLL 10.0 Rep Stress Incr NO WB 0.49 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code FBC2001/ANSI95 Matrix) LUMBER TOP CHORD 2 X 4 SYP No.2D BOT CHORD 2 X 4 SYP No.2D WEBS 2 X 4 SYP No.3 "Except` W1 2 X 4 SYP No.2D REACTIONS (lb/size) 6=943/Mechanical, 2=686/0-8-4 Max Horz 2=472(load case 2) Max Uplift6=-675(load case 2), 2=-457(load case 2) 4-5-10 M II 5 4-5-10 PLATES GRIP M1120 249/190 Weight: 42 lb BRACING TOP CHORD Sheathed or 4-7-10 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-9-1 oc bracing. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-8=0/27, 2-8=0/28, 2-9=-1937/783, 3-9=-1913/804, 3-10=-418/82, 10-11=-351/48, 4-11=-322/22, 4-5=-7/0, 4-6=-272/436 BOT CHORD 2-12=-1165/1824, 7-12=-1160/1841, 7-13=-1183/1817, 13-14=-1181/1833, 6-14=-1173/1877 WEBS 3-7=0/264, 3-6=-1481/838 NOTES (9-10) 1) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft; TCDL=4.2psf; BCDL=5.Opsf; Category 11; Exp B; partially; MWFRS gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. 2) WARNING: Top chord live load is below 2305.1 psf. Architect and/or engineer of the overall structure to verify adequacy of top chord live load. 3) Refer to girder(s) for truss to truss connections. 4) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 675 Ito uplift at joint 6 and 457 lb uplift at joint 2. 6) This truss design conforms with Florida Building Code 2001, based on parameters indicated. 7) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 841b down and 1601b up at 0-6-7, 751b down and 1311b up at 6-6-14, and 891b down and 1521b up at 7-3-15, and 371b down at 2-8-8 on top chord, and 11bdownat2-8-8, and 771b down at 6-6-14, and 841b down at 7-3-15 on bottom chord. The design/selection of such special connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) 10) Designed By LbK LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-8=-54 Concentrated Loads (lb) Vert: 2=-84(B) 1 0=-75(B) 11=-89(F) 12=-l(F) 13=-77(B) 14=-84(F) Trapezoidal Loads (plf) Vert: 8=0(F=27, B=27)-to-4=-128(F=-37, B=-37), 4=-88(F=-37, B=-37)-to-5=-92(F=-39, B=-39), 2=-3(F=18, Scale = 121 4 WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 4300 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 is for lateral support of individual web members only Additional temporary bracing to insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component iTek Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Symbols PLATE LOCATION AND ORIENTATION 13/a *Center plate on joint unless x,y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and securely seat. For 4 x 2 orientation, locate plates 0 -'/16" from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the width 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. BEARING Indicates location where bearings supports) occur. Icons vary but lip reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths 1 2 3 TOPCHORDS BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. CONNECTOR PLATE CODE APPROVALS BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 ICBO 4922, 5243, 5363, 3907 SBCCI 9667, 9730, 9604B, 9511, 9432A 0 0 TEE:L N General Safety dotes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. O v 4. Cut members to bear tightly against each other. EL 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI1. 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 8. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 9. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 10. Plate type, size, orientation and location dimensions shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 12. Top chords must be sheathed or purlins provided at spacing shown on design. 13. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 14. Connections not shown are the responsibility of others. 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. 16. Install and load vertically unless indicated otherwise. 2004 Mitek® Job Truss Truss Type Qty Ply Carlo Volpi LbK 05-0549 C1 ROOF TRUSS 4 1 Job Reference o tional MerrittCOX (LK)/ Randall Byrd, PE #23451/ 2325, Jason St. Merritt Island, rL i to/ I) 400-0004 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d TCLL 20.0 Plates Increase 1.00 TC 0.32 Vert(LL) 0.03 1 n/r 180 TCDL 7.0 Lumber Increase 1.25 BC 0.00 Vert(TL) 0.04 1 n/r 80 BCLL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2001/ANS195 Matrix) LUMBER TOP CHORD 2 X 4 SYP N0.2D REACTIONS (lb/size) 2=126/0-8-0, 2=126/0-8-0 Max Horz 2=60(load case 2) Max Uplift2=-160(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/40 PLATES GRIP Weight: 4 lb BRACING TOP CHORD Sheathed or 0-7-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Scale = 1 5.7 NOTES (7-8) 1) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft; TCDL=4.2psf; BCDL=5.Opsf; Category II; Exp B; partially; MWFRS gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. 2) WARNING: Top chord live load is below 2305.1 psf. Architect and/or engineer of the overall structure to verify adequacy of top chord live load. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 160 lb uplift at joint 2. 4) Non Standard bearing condition. Review required. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. 6) This truss design conforms with Florida Building Code 2001, based on parameters indicated. 7) 8) Designed By LbK LOAD CASE(S) Standard A WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty,® Design valid for use only with MiTek connectors, This design is based only upon parameters shown, and is for an individual building component. Suite #300 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component iTek° Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. r Symbols PLATE LOCATION AND ORIENTATION 13/a *Center plate on joint unless x,y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and securely seat. For 4 x 2 orientation, locate plates 0 -' /16" from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the width 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. BEARING Indicates location where bearingsU14 (supports) occur. Icons vary but E F reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSII : Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 0 Cc O U O F_ Numbering System 6-4-8 dimensions shown in ft-in-sixteenths 1 2 3 TOP CHORDS BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. CONNECTOR PLATE CODE APPROVALS BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 ICBO 4922, 5243, 5363, 3907 SBCCI 9667, 9730, 9604B, 9511, 9432A General Safety Motes Failure to Follow Could Cause Property Damage or Personal Injury l . Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSIII. 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all Cc other interested parties. O v 4. Cut members to bear tightly against each other. 0- 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI1. 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 8. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 9. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 10. Plate type, size, orientation and location dimensions shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified, 12. Top chords must be sheathed or purlins provided at spacing shown on design. 13. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 14. Connections not shown are the responsibility of others. 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. 16. Install and load vertically unless indicated otherwise. 2004 Mitek® Job Truss Truss Type city Ply Carlo Volpi LbK 05-0549 C29 ROOF TRUSS 2 Job Reference o tional LntT..L I— rrf hA— 11 19 9a-i9 9nnr Pane i COX (LK)/ Randall Byrd, PE #23451/ 2325. Jason St. Merritt Island, FL i (321) 453-6564 0. vu o nug .— LOADING (psf) SPACING 2-0-0 CSI DEFL in loc) I/defl Ud TCLL 20.0 Plates Increase 1.00 TC 0.31 Vert(LL) 0.00 2 999 360 TCDL 7.0 Lumber Increase 1.25 BC 0.03 Vert(TL) 0.00 2-4 999 240 BCLL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2001/ANSI95 Matrix) LUMBER TOP CHORD 2 X 4 SYP No.2D BOT CHORD 2 X 4 SYP No.2D REACTIONS (lb/size) 3=-19/Mechanical, 2=29910-8-0, 4=41/Mechanical Max Horz 2=108(load case 2) Max Uplift3=-26(load case 5), 2=-305(load case 2) Max Gray3=24(load case 2). 2=299(load case 1), 4=41(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/31, 2-3=-51/9 BOT CHORD 2-4=-5/5 PLATES M1120 Weight: 11 Ito GRIP 249/190 BRACING TOP CHORD Sheathed or 2-5-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES (7-8) 1) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft; TCDL=4.2psf; BCDL=5.Opsf; Category II; Exp B; partially; MWFRS gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. 2) WARNING: Top chord live load is below 2305.11 Architect and/or engineer of the overall structure to verify adequacy of top chord live load. 3) Refer to girder(s) for truss to truss connections. 4) Bearing atjoint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 26 lb uplift at joint 3 and 305 lb uplift at joint 2. 6) This truss design conforms with Florida Building Code 2001, based on parameters indicated. 7) 8) Designed By LbK LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty,® Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building Component. Suite #300 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component ® Safety Information available from Truss Plate Institute, 583 D'Onofho Drive, Madison, WI 53719. Symbols Numbering System General Safety Motes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 1'/, *Center plate -on joint unless x,y Damage or Personal Injuryoffsetsareindicated. 6-4-8 dimensions shown in ft-in-sixteenths Dimensions are in ft-in-sixteenths. 1. Additional stability bracing for truss system, e.g. diagonalApplyplatestobothsidesoftrussorX-bracing, is always required. See BCSI1. and securely seat. 1 31/16 TOP CHORDS 2. Never exceed the design loading shown and never stack c,-z cz-s materials on inadequately braced trusses. WEBS c,4 4 3. Provide copies of this truss design to the building m designer, erection supervisor, property owner and all For 4 x 2 orientation, locate 3 other interested parties. plates 0 - 1/ e" from outside O 6 = 4. Cut members to bear tightly against each other. edge of truss, v 5. Place plates on each face of truss at each joint and c7-8 ce-7 cs-e embed fully. Knots and wane at joint locations are BOTTOM CHORDSThissymbolindicatesthe regulated by ANSI/TPI1. required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 x 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated b symbol shown and/oryy BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ff. spacing, SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearingsU14 14. Connections not shown are the responsibility of others. supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior lip reaction section indicates joint approval of a professional engineer. number where bearings occur.®® 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. M OYek° DSB-89: Design Standard for Bracing. BCSII : Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate 0 2004 Mitek® Connected Wood Trusses. a Job Truss Truss Type Qty Ply Carlo Volpi LbK 05-0549 C3 ROOF TRUSS 4 1 Job Reference (optional) COX (LK)/ Randall Byrd, PE #23451/ 2325. Jason St. Merritt Island, FL / (321) 453-6564 6.100 s Aug 25 2004 MiTek Industries, Inc. Fri Mar 11 12:26:12 2005 Page 1 2-0-0 2-7-8 3 2-0-0 2-7-8 Scale = t 8.9 4.DD 12 2 eiT1 4 2.DD F12 1 U4 = 2-7-8 2-7-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.31 Vert(LL) -0.00 2-4 >999 360 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.04 Vert(TL) -0.00 2-4 >999 240 BCLL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2001/ANSI95 Matrix) Weight: 11 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 2-7-8 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=-8/Mechanical, 2=302/0-8-0, 4=45/Mechanical Max Horz 2=113(load case 2) Max Uplift3=-32(load case 5), 2=-301(load case 2) Max Grav3=9(load case 2), 2=302(load case 1), 4=45(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/31, 2-3=-50/3 BOT CHORD 2-4=-6/6 NOTES (7-8) 1) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft; TCDL=4.2psf; BCDL=5.Opsf; Category 11; Exp B; partially; MWFRS gable end zone, cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. 2) WARNING: Top chord live load is below 2305.1 psf. Architect and/or engineer of the overall structure to verify adequacy of top chord live load. 3) Refer to girder(s) for truss to truss connections. 4) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 32 lb uplift at joint 3 and 301 lb uplift at joint 2. 6) This truss design conforms with Florida Building Code 2001, based on parameters indicated. 7) 8) Designed By LbK LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite #300 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 0fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component MiTekSafetyInformationavailablefromTrussPlateInstitute, 583 D'Onofrio Drive, Madison, WI 53719. 1 Symbols Numbering System General Safety Motes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/ 1, *Center plate on joint unless x,y Damage or Personal InjuryOffsetsareindicated. 6-4-8 dimensions shown in ft-in-sixteenths Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. diagonal and securely seat. or X bracing, is always required, See BCSII . 1 3 TOP CHORDS 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. c1-2 cz-a o WEBS c3,4 4 3. Provide copies of this truss design to the building Ir designer, erection supervisor, property owner and all For 4 x 2 orientation, locate CE3 other interested parties. plates 0 - /ie" from Outside 0 yaa6 4. Cut members to bear tightly against each other. edge of truss. 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations arec7-8 c6-7 ce-s 00 BOTTOM CHORDSThissymbolindicatesthe regulated by ANSI/TPI1. required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 X 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified, by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 fit. spacing, SBCCI 9667, 9730, 9604B, 951 1, 9432A or less, if no ceiling is installed, unless otherwise noted, BEARING Indicates location where bearings 14. Connections not shown are the responsibility of others. Su (supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior lip reaction section indicates joint approval of a professional engineer. number where bearings occur. 16. Install and load vertically unless indicated otherwise, Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. M iTek° DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate 0 2004 Mitek® Connected Wood Trusses. R Job Truss Truss Type Qty Ply Carlo VOlpi LbK 05-0549 C5 ROOF TRUSS 2 1 Job Reference (optional) COX (LK)/ Randall Byrd, PE #23451/ 2325, Jason St. Merritt Island, FL / (321) 453-6564 6.100 s Aug 25 2004 MiTek Industries, Inc. Fri Mar 11 12:26:13 2005 Page 1 2-0-0 4-7-13 2-0-0 4-7-13 Scale = 1'122 4,00 12 4 T1 2 B1 4 m 2.00 12 1 3.4 = 4-7-13 4-7-13 LOADING (psf) SPACING 2-0-0 CS] DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.31 Vert(LL) -0.02 2-4 >999 360 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.15 Vert(TL) -0.03 2-4 >999 240 BCLL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2001/ANSI95 Matrix) Weight: 18 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 4-7-13 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=79/Mechanical, 2=364/0-8-0, 4=85/Mechanical Max Horz 2=161 (load case 2) Max Uplift3=-107(load case 2), 2=-302(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/31, 2-3=-53/20 BOT CHORD - 2-4=-11/11 NOTES (7-8) 1) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft; TCDL=4.2psf; BCDL=5.Opsf; Category 11; Exp B; partially; MWFRS gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. 2) WARNING: Top chord live load is below 2305.1 psf. Architect and/or engineer of the overall structure to verify adequacy of top chord live load. 3) Refer to girder(s) for truss to truss connections. 4) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 107 lb uplift at joint 3 and 302 lb uplift at joint 2. 6) This truss design conforms with Florida Building Code 2001, based on parameters indicated. 7) 8) Designed By LbK LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty,®® Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite #300 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component MiTekSafetyInformationavailablefromTrussPlateInstitute, 583 D"Onofrio Drive, Madison, WI 53719. Symbols Numbering System AGenerca0 Safety Motes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/ 1, *Center plate on joint unless x,y Damage or Personal Injuryoffsetsareindicated. 6-4-8 dimensions shown in ft-in-sixteenths Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss Ij' l . Additional stability bracing for truss system, e.g. diagonal and securely seat. or X bracing, is always required. See BCSII . 16 1 3 TOP CHORDS 2. Never exceed the design loading shown and never stack c,-z cz-a materials on inadequately braced trusses. WEBS c3,4 4 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all For 4 x 2 orientation, locate 3' 3 other interested parties. plates 0 - 1/16" from outside O a_ = 4. Cut members to bear tightly against each other. edge of truss. 0 C) a- 5. Place plates on each face of truss at each joint and c7-8 c6-7 c5-6 00 embed fully. Knots and wane at joint locations are BOTTOM CHORDSThissymbolindicatesthe regulated by ANSI/TPIII. required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 X 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11, Lumber used shall be of the species and size, and in all Indicated b symbol shown and/oryy BOCA 96-31, 95-43, 96-20- l , 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12, Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design, if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ff. spacing, SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearingsU14 14. Connections not shown are the responsibility of others. supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior IV reaction section indicates joint approval of a professional engineer. number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPII: National Design Specification for Metal Plate Connected Wood Truss Construction, M iTekoDSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate 0 2004 Mitek® Connected Wood Trusses. a Job Truss Truss Type Qty Ply Carlo Volpi LbK 05-0549 C6 ROOF TRUSS 4 1 Job Reference (optional) COX (LK)l Randall Byrd, PE #23451/ 2325, Jason St. Merritt Island, FL / (321) 453-6564 6.100 s Aug 25 2004 MiTek Industries, Inc. Fri Mar 11 12:26:13 2005 Page 1 2-1-2 6-2-12 2-1-2 6-2-12 ale = 1.14 4 3,82 12 T1 B1 2 4 of 1.90 12 1 3.4 = 6-2-12 6-2-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.34 Vert(LL) -0.06 2-4 >999 360 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.27 Vert(TL) -0.12 2-4 >604 240 BCLL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2001/ANSI95 Matrix) Weight: 23 to LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=129/Mechanical, 2=436/0-8-0, 4=117/Mechanical Max Harz 2= 191 (load case 2) Max Uplift3=-170(load case 2), 2=-336(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/32, 2-3=-72/32 BOT CHORD . 2-4=-15/15 NOTES (7-8) 1) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft; TCDL=4.2psf; BCDL=5.Dpsf; Category 11; Exp B; partially; MWFRS gable end zone, cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. 2) WARNING: Top chord live load is below 2305.1psf. Architect and/or engineer of the overall structure to verify adequacy of top chord live load. 3) Refer to girder(s) for truss to truss connections. 4) Bearing atjoint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 170 lb uplift at joint 3 and 336 Ib uplift at joint 2. 6) This truss design conforms with Florida Building Code 2001, based on parameters indicated. 7) 8) Designed By LbK LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, ®® Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite #360 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 Millisforlateralsupportofindividualwebmembersonly. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI1 Building Component MiTekSafetyInformationavailablefromTrussPlateInstitute, 583 D'Onofrio Drive, Madison, WI 53719. 1 I Symbols PLATE LOCATION AND ORIENTATION 131 *Center plate on joint unless x,y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and securely seat. 0 m O For 4 x 2 orientation, locate T_ plates 0 - 1/16" from outside a edge of truss. o This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the width 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. BEARING Indicates location where bearingsSu (supports) occur. Icons vary but E i2 reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPII : National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths 1 2 3 TOP CHORDS BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. CONNECTOR PLATE CODE APPROVALS BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 ICBO 4922, 5243, 5363, 3907 SBCCI 9667, 9730, 9604B, 9511, 9432A 0 0 JTTMEE! OL A\Genera9 Safety dotes Failure to Follow Could Cause Property Damage or Personal Injury l . Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all a: other interested parties. O U 4, Cut members to bear tightly against each other. a 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI1. 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPIII. 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 8. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 9. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 10. Plate type, size, orientation and location dimensions shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 12. Top chords must be sheathed or purlins provided at spacing shown on design. 13. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 14. Connections not shown are the responsibility of others. 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. 16. Install and load vertically unless indicated otherwise. 2004 Mitek® Job Truss Truss Type Qty Ply Carlo VOlpl LbK ! i 05-0549 C7 ROOF TRUSS 2 1 Job Reference (optional) COX (LK)/ Randall Byrd, PE #23451/ 2325, Jason St. Merritt Island, FL / (321) 453-6564 6.100 s Aug 25 2004 MiTek Industries, Inc. Fri Mar 11 12:26:13 2005 Page 1 2-0-0 6-7-4 3 2-0-0 6-7-4 scale = t 15.5 2 4.00 12 T1 r 4 2 2.00 iz 3.4 = 6-7-4 6-7-4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.38 Vert(LL) -0.07 2-4 >999 360 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.31 Vert(TL) -0.15 2-4 >500 240 BCLL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2001/ANSI95 Matrix) Weight: 24 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.21D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=143/Mechanical, 2=445/0-8-0, 4=124/Mechanical Max Harz 2=207(load case 2) Max Uplift3=-191(load case 2), 2=-331(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/31, 2-3=-83/37 BOT CHORD 2-4=-16/16 NOTES (7-8) 1) Wind: ASCE 7-98; 120mph (3-second gust), h=15ft; TCDL=4.2psf; BCDL=5.Opsf; Category 11; Exp B; partially; MWFRS gable end zone; cantilever left and right exposed , Lumber DOL=1.33 plate grip DOL=1.33. 2) WARNING: Top chord live load is below 2305.1psf. Architect and/or engineer of the overall structure to verify adequacy of top chord live load. 3) Refer to girder(s) for truss to truss connections. 4) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building, designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 191 lb uplift at joint 3 and 331 Ito uplift at joint 2. 6) This truss design conforms with Florida Building Code 2001, based on parameters indicated. 7) 8) Designed By LbK LOAD CASE(S) Standard WARNING - Ver[Jy design and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, parameters Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite #300 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 is for lateral support of individual web members only Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component MiTekSafetyInformationavailablefromTrussPlateInstitute, 583 D'Onofrio Drive, Madison, WI 53719. 1 F_- Symbols PLATE LOCATION AND ORIENTATION 13/q *Center plate on joint unless x,y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and securely seat. M O For 4 x 2 orientation, locate plates 0 - V16" from outside IL edge of truss. 00 This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the width 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. BEARING Indicates location where bearings supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths 1 2 3 TOP CHORDS BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. CONNECTOR PLATE CODE APPROVALS BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 ICBO 4922, 5243, 5363, 3907 SBCCI 9667, 9730, 9604B, 9511, 9432A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all a: other interested parties. 0 U 4. Cut members to bear tightly against each other. CL 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI1. 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 8. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 9. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 10. Plate type, size, orientation and location dimensions shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 12. Top chords must be sheathed or purlins provided at spacing shown on design. 13. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 14. Connections not shown are the responsibility of others. 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. 16. Install and load vertically unless indicated otherwise. 2004 Mitek® Job Truss Truss Type Qty Ply Carlo VOlpl LbK 05-0549 E5 ROOF TRUSS 6 1 Job Reference (optional) COX (LK)/ Randall Byrd, PE #23451/ 2325, Jason St. Merritt Island, FL / (321) 453-6564 6.100 s Aug 25 2004 MiTek Industries, Inc. Fri Mar 11 12:26:13 2005 Page 1 2-0-0 4-7-8 2-0-0 4-7-8 Scale = 1'.12.1 4.00 12 T1 2 61 4 2.00 12 1 3.4 = 4-7-8 4-7-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.31 Vert(LL) -0.02 2-4 >999 360 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.14 Vert(TL) -0.03 2-4 >999 240 BCLL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2001/ANSI95 Matrix) Weight: 18 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 4-7-8 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. I REACTIONS (lb/size) 3=78/Mechanical, 2=363/0-8-0, 4=85/Mechanical Max Harz 2=160(load case 2) Max Uplift3=-105(load case 2), 2=-302(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/31, 2-3=-53/20 BOT CHORD 2-4=-11/11 NOTES (7-8) 1) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft; TCDL=4.2psf; BCDL=5.Opsf; Category II; Exp B; partially; MWFRS gable end zone; cantilever left and right exposed , Lumber DOL=1.33 plate grip DOL=1.33. 2) WARNING: Top chord live load is below 2305.1 psf. Architect and/or engineer of the overall structure to verify adequacy of top chord live load. 3) Refer to girder(s) for truss to truss connections. 4) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 105 lb uplift at joint 3 and 302 lb uplift at joint 2. 6) This truss design conforms with Florida Building Code 2001, based on parameters indicated. 7) 8) Designed By LbK LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite #300 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer Bracing shown Chesterfield, MO 63017 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component MiTekSafetyInformationavailablefromTrussPlateInstitute, 583 D'Onofrio Drive, Madison, WI 53719, ek Symbols PLATE LOCATION AND ORIENTATION 13/q *Center plate on joint unless x,y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and securely seat. 0 m 0 For 4 x 2 orientation, locate M plates 0 -'/16" from outside o- edge of truss. 00 This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the width 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. BEARING Indicates location where bearings supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction, DSB-89: Design Standard for Bracing. BCSII : Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 1 dimensions shown in ft-in-sixteenths 1 2 3 TOP CHORDS BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. CONNECTOR PLATE CODE APPROVALS BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 ICBO 4922, 5243, 5363, 3907 SBCCI 9667, 9730, 9604B, 9511, 9432A General Safety Motes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 3, Provide copies of this truss design to the building designer, erection supervisor, property owner and all ir other interested parties. 0 U 4. Cut members to bear tightly against each other. CL 5. Place plates on each face of truss at each joint andF- embed fully. Knots and wane at joint locations are regulated by ANSI/TPI1. 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPII . 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 8. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 9. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 10. Plate type, size, orientation and location dimensions shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 12. Top chords must be sheathed or purlins provided at spacing shown on design. 13. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 14. Connections not shown are the responsibility of others. 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. 16. Install and load vertically unless indicated otherwise. C 2004 Mitek® Job Truss Truss Type Qty Ply Carlo VOlpi LbK 05-0549 H5 ROOF TRUSS 2 1 Job Reference (optional) COX (LK)/ Randall Byrd, PE #23451/ 2325, Jason St. Merritt Island, FL / (321) 453-6564 6.100 s Aug 25 2004 MiTek Industries, Inc. Fri Mar 11 12:26:13 2005 Page 1 2-9-15 3-10-7 6-6-8 2-9-15 3-10-7 2-8-0 Scale c 1 15 4 3 I q 2.83 12 T1 I 2 31 5 i x4 = 1.41 12 3-10-7 6-G-8 3-10-7 2-8-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.62 Vert(LL) -0.06 2-4 >999 360 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.31 Vert(TL) -0.12 2-4 >604 240 BOLL 10.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2001/ANSI95 Matrix) Weight: 24 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. r REACTIONS (lb/size) 3=122/Mechanical, 2=366/0-8-0, 4=137/Mechanical Max Horz 2=130(load case 2) Max Uplift3=-151(load case 2), 2=-325(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-5=0/28, 2-5=0/28, 2-3=-49/19 BOT CHORD 2-4=-8/12 - NOTES (8-9) 1) Wind: ASCE 7-98: 120mph (3-second gust); h=15ft; TCDL=4.2psf; BCDL=5.Opsf; Category II; Exp B; partially; MWFRS gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. 2) WARNING: Top chord live load is below 2305.1 psf. Architect and/or engineer of the overall structure to verify adequacy of top chord live load. 3) Refer to girder(s) for truss to truss connections. 4) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 151 lb uplift at joint 3 and 325 lb uplift at joint 2. 6) This truss design conforms with Florida Building Code 2001, based on parameters indicated. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) 9) Designed By LbK LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-5=-54 Trapezoidal Loads (plf) Vert: 5=0(F=27, B=27)-to-3=-84(F=-15, B=-15), 2=-3(F=18, B=18)-to-4=-65(F=-13, B=-13) A WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 4300 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not trussdesigner. Bracing shown Chesterfield, MO 63017 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component MiTekSafetyInformationavailablefromTrussPlateInstitute, 583 D'Onofrio Drive, Madison, WI 53719. Symbols PLATE LOCATION AND ORIENTATION 13/a *Center plate on joint unless x,y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and securely seat. O For 4 x 2 orientation, locate v plates 0 -'/16" from outside a_ edge of truss. oP This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the width 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. BEARING Indicates location where bearingsU14 (supports) occur. Icons vary but lip reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths 1 2 3 TOP CHORDS BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. CONNECTOR PLATE CODE APPROVALS BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 ICBO 4922, 5243, 5363, 3907 SBCCI 9667, 9730, 9604B, 9511, 9432A General Safety Motes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 0 v 4. Cut members to bear tightly against each other. a- 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI1. 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI1 . 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 8. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 9. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 10. Plate type, size, orientation and location dimensions shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 12. Top chords must be sheathed or purlins provided at spacing shown on design. 13. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted, 14. Connections not shown are the responsibility of others. 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. 16. Install and load vertically unless indicated otherwise 2004 Mitek® Job Truss Truss Type Qty Ply Carlo Volpi LbK 05- 0549 R21 ROOF TRUSS 2 1 Job Reference (optional) COX ( LK)/ Randall Byrd, PE #23451/ 2325, Jason St. Merritt Island, FL / (321) 453-6564 6.100 s Aug 25 2004 MiTek Industries, Inc. Fri Mar 11 12:26:13 2005 Page 1 24- 5 2-5-14 2- 4-5 2 0-1-9 Scale = 1 5 5 1 4. 00 12 Tt 2- 5-14 2- 5-14 LOADING ( psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.57 Vert(LL) 0.00 2 >999 360 TCDL 7.0 Lumber Increase 1.25 BC 0.00 Vert(TL) 0.00 2 >999 240 BCLL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2001/ANS195 Matrix) Weight: 4 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 TOP CHORD Sheathed or 2-5-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OREACTIONS ( lb/size) 3=-376/Mechanical, 2=507/0-5-14 Max Harz 2=62(load case 2) Max Uplift3=-376(load case 1), 2=-702(load case 2) Max Grav3=537(load case 2). 2=507(load case 1) FORCES ( Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/36, 2-3=-124/170 NOTES ' ( 7-8) ' 1) Wind: ASCE 7-98, 120mph (3-second gust); h=15ft; TCDL=4.2psf; BCDL=5.Opsf; Category II; Exp B; partially; MWFRS gable end zone; cantilever left and right exposed Lumber DOL=1.33 plate grip DOL=1.33. 2) WARNING: Top chord live load is below 2305.1 psf. Architect and/or engineer of the overall structure to verify adequacy of top chord live load. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 376 lb uplift at joint 3 and 702 lb uplift at joint 2. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. 6) This truss design conforms with Florida Building Code 2001, based on parameters indicated. 7) 8) Designed By LbK LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite #300 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component 0 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Symbols PLATE LOCATION AND ORIENTATION 13/a *Center plate on joint unless x,y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and securely seat. For 4 x 2 orientation, locate plates 0 - V16" from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the width 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. BEARING Indicates location where bearings supports) occur. Icons vary but 17 reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPII : National Design Specification for Metal Plate Connected Wood Truss Construction, DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 0 fr O U a_ O R Numbering System 6-4-8 dimensions shown in ft-in-sixteenths 1 2 3 TOP CHORDS BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING ATTHE JOINT FARTHESTTO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. CONNECTOR PLATE CODE APPROVALS BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 ICBO 4922, 5243, 5363, 3907 SBCCI 9667, 9730, 9604B, 9511, 9432A General Safety Dotes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all fr other interested parties. O M 4. Cut members to bear tightly against each other. a 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI1. 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 8. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 9. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 10. Plate type, size, orientation and location dimensions shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 12. Top chords must be sheathed or purlins provided at spacing shown on design. 13. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 14. Connections not shown are the responsibility of others. 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. 16. Install and load vertically unless indicated otherwise. 2004 Mitek® Job Truss Truss Type Qty Ply Carlo Volpi LbK 05 0549 R3 ROOF TRUSS 4 1 Job Reference o tional COX (LK)/ Randall Byrd, PE #23451/ 2325, Jason St. Merritt Island, FL / (321) 453-6564 6.100 s Aug 25 2004 MiTek Industries, Inc. Fri Mar 11 12:26:14 2005 Page 1 3 2-0-0 2-7-8 2-0-0 0-7-8 Scale = 1 5 5 2 3.82 12 1 T1 I 2-7-8 2-7-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.33 Vert(LL) 0.00 2 >999 360 TCDL 7.0 Lumber Increase 1.25 BC 0.00 Vert(TL) 0.00 2 >999 240 BCLL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2001/ANS195 Matrix) Weight: 4 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 TOP CHORD Sheathed or 2-7-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=-60/Mechanical, 2=198/0-8-0 Max Harz 2=61(load case 2) Max Uplift3=-60(load case 1), 2=-257(load case 2) Max Grav3=87(load case 2), 2=198(load case 1) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/27, 2-3=-33/26 NOTES (7-8) 1) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft; TCDL=4.2psf; BCDL=5.Opsf; Category 11; Exp B; partially; MWFRS gable end zone; cantilever left and right exposed Lumber DOL=1.33 plate grip DOL=1.33. 2) WARNING: Top chord live load is below 2305.1 psf. Architect and/or engineer of the overall structure to verify adequacy of top chord live load. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 60 lb uplift at joint 3 and 257 lb uplift at joint 2. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. 6) This truss design conforms with Florida Building Code 2001, based on parameters indicated. 7) 8) Designed By LbK LOAD CASE(S) Standard WARNING - Ver!N design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 14515 N. Outer Forty, ®® Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite #300 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Chesterfield, MO 63017 MIisforlateralsupportofindividualwebmembersonly. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component ROMiTekSafetyInformationavailablefromTrussPlateInstitute, 583 D'Onofrio Drive, Madison, WI 53719. F_ Symbols PLATE LOCATION AND ORIENTATION 13/4 *Center plate on joint unless x,y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and securely seat. i For 4 x 2 orientation, locate plates 0 -'/16" from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the width 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. 0W_1111417_111A-Te7104[ Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. BEARING Indicates location where bearingsLW (supports) occur. Icons vary but E F reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths 1 2 3 TOP CHORDS BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. CONNECTOR PLATE CODE APPROVALS BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 ICBO 4922, 5243, 5363, 3907 SBCCI 9667, 9730, 9604B, 9511, 9432A ITEEHIM EVIMME General Safety Motes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. O 4. Cut members to bear tightly against each other. U a- 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI1. 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 8. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 9. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 10. Plate type, size, orientation and location dimensions shown indicate minimum plating requirements. 11, Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 12, Top chords must be sheathed or purlins provided at spacing shown on design. 13. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 14. Connections not shown are the responsibility of others, 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. 16. Install and load vertically unless indicated otherwise. 2004 Mitek® 4-6-13 r, ALWAYS set trusses per the layout and engineering that accompany the trusses at delivery. Refer to truss engineering to verify all girder ply quantities and required nailing/bolting pattern 41-2-8 1 go— wM8ER CO. 3874 Church Street, Sanford, FL 32771 Phone: ( 407 ) 323-6990 Fax: ( 407 ) 323-5644 1. Client to review overall placement plan including dimensions, roof and ceiling conditions, top chord size, overhang / cantilever lengths,heel heights, bearing & non -bearing wall locations and heights. 2. Client to review entry and / or other conditions that require centering of peaks, overhangs or cantilevers to ensure proper truss design. 3. Client to review AHU conditions such as, hung from ceiling, recessed into ceiling or attic mounted. It is the client's responsibility to Inform truss plant of locations, sae, and weights. 4. Client to review special conditions; such as beam bads, dropped soffit bads and skylite locations to ensure proper truss design / placement. S. Ceiling drops and valleys not shown are to be field framed by client. 6. Hip and corner jacks not cut are to be cut in the field by others. 7. Overhangsare 2x4 or 2x6, no blocking is applied. 8. Overhangs are considered wild, cut to fit In field. 9. Temporary or permanent bracing is not Included in truss package. J 10. Erect trusses per HIB-91 Summary Sheet. Prior to erecting trusses refer to sealed truss enginering sheets for additional important info. 2 IL 11. It Is the client's responsibility to cooridinate delivery dates with truss a plant. Truss delivery will be on the agreed upon date with truss plant. a Z12. Client to provide a marked location for delivery. Location must be W accessible, level and clear of materials and debris. In lieu of this, trusses will be delivered in the best available location at our driver's u discretion. No charges will be accepted if above criteria Is not met. 13. All truss repairs must be coordinated thru the truss plant. Do Not Cut Any Trusses before contacting truss plant with specifics of problem. 14. No back charges or crane charges of any kind will be accepted unless specifically approved in writing by truss plant management 15. Note: One approved layout must be returned to truss plant before fabrication / scheduling. 16. — Upon signing you agree that you have reviewed this placement plan in its Entirety. Approved By : Approval Date : __ Requested Delivery Date : Loading: 47 PSF, Shingle; 20 TOLL, 7 TCDL, 10 BCLL, 10 BCDL DOL=1.25 a T.C. Pitch 4 / 12 Wind Code ANSI / ASCE 7-98 B.C. Pitch 2 / 12 Design Method MWFRS / FBC 2001 T.C. Size 2 x 4 Wind Speed 120 mph / Exp. B V Heel Hgt. 20 Nom Mean Mgt. 15' Min. Bearing Block Cat. IIrZ.r Cantilever N/A ImportadingnceImportance Factor 1.001. W Overhang 2'-0" Enclosure Partially EnclosedpO.H. Cut Plumb Enclosure Lanai Partially Enclosed Spacing : 24" O.C. Enclosure Entry Partially EnclosedLumberSyP THD26 = Typ. Single Ply Roof Truu MSH422 = Typ. Floor Truss Tft ingem are Manufactured by USP Structural Connectors unleu noted 0 Vy-0" Big. Hgt. GWxuto M All Bearing Heights Above Finished Floor HWf 2 . Client : Carlo Volpi Project : Carlo Volpi Model: 2 Custom Addition Lot/ Subdlvisbn/SVee[ Address W 615 Osceola Dr. Sanford UI County : Seminole Date : 3-1-05 Scab NTS Plan Date 1-29-05 Drawn By LbK Sheet s : I of 1 COX Job x 05-0549 740/744 SH & PW SERIES - MILE PER HOUR (MPH) MAXIMUM SIZE CHART MAXIMUM SIZES ALLOWED SERIESITYPE MPH ZONE(S) REQUIRED MULLION SINGLE UNIT TWIN UNIT TRIPLE UNIT 7401744 SH OR PW FIN OR FLANGEFRAME TO 140 MPH NIA N/A 63-1/8" X 72-1/4" N/A N/A SNG GLZOR INS 740/744 SH OR PW VERTICAL FIN FRAME UP TO 130 MPH MULL NIA 63-118" X 72-114" 63-1/8" X 72-1/4" SNG GLZOR INS V43 7401744 SH OR PW VERTICAL 63-118" X 63" 63-118" X 63" FIN FRAME UP To 140 MPH MULL NIA OR OR SNO GLZOR INS V43 42" X 72-1/4" 42" X 72-1/4" 740/744 SH OR PW VERTICAL FLANGE FRAME UP TO 130 MPH MULL N/A 63-118" X 72-1/4" 63-1/8" X 72-114" SNG GLZOR INS V83 7401744 SH OR PW VERTICAL 63-118" X 83" 63-1/8" X 63" FLANGE FRAME UP TO 140 MPH MULL f.>; :. ... N/A OR OR SNO GLZOR INS V83 42" X 72-1/4" 42" X 72-1/4" 740/744 SH OR PW HORIZONTAL FIN OR FLANGE FRAME UP TO 120 MPH MULL NIA 63-1/2" X 72-1/4" 32" X 72-1/4" SNG GLZOR INS H431H83 740/744 SH OR PW HORIZONTAL FIN OR RANGE FRAME UP TO 140 MPH MULL N/A 46" X 72-1/4" 30" X 72-1/4" SNG GLZOR INS H43/H83 W/TRANSOM* WITRANSOM* 7401744 SH OR PW FIN FRAME UP TO 120 MPH SELF - STACKING 63418" x 72-1I4" NIA N/A SNG GLZOR INS SILL W/TRAN80M* 740/744 SH OR PW SELF- H FIN FRAM[ UP TO 140 MPH STACKING v,;.;;; 48" X 72-114" NIA NIA SNG GLZOR INS BILL W/TRANSOM* 7401744 SH OR PW MULL #V83 FLANGE FRAME UP TO 140 MPH USED 63-118" x 72-1W, N/A N/A HORMOWALLr) WlTRANBOM* SNO GLZOR INS All Transoms (1, 2, & 3-Utes) must be continuous frame. Transom units must be a minimum of 110 tall. The maximum transom height is one half the width of the transom. Both Single Hung & Picture Windows can be used In combination up to the maximum sizes listed above. Rev. 7-1 B42 BETTER BILT WINDOWS MAXIMUM SIZES FOR .140-MPH WIND LOAD SERIES 3740 SINGLE HUNG 1531/8" X 72 1/ 4" FLANGE WINDOW 52 1/89'X 71 %9' FIN WINDOW oa--®--r-ea--r-----s------- SE,ES 3740 PICTURE WINDOW 7299 X 7299 96" X 4899 48" X 9699 84" X 5299 5299 X 8499 ANY DIMENSION LARGER IN WIDTH AND HEIGHT WILL NOT MEET 140- MPH WIND LOAD r 81 HOME PRODUCTS MI Home Products, Inc. 650 West Market St. P.O. Box 370 Gratz, PA 17030-0370 717) 365-3300 717) 362-7025 Fax 740/744/3740 SINGLE HUNG (FIN & FLANGE) IMPORTANT NOTE: When the 744 is sold to Lowe's, it is marketed under BetterBilt Series number 3740. When it is marketed to Home Depot, it is BetterBilt Series number 740. Test Reports . 01-40351.05 (Fin) 01-40351.06 (Flange) Installation Instructions - Flange Sample 110/120/140 MPH Labels REVIEWED FOk3 CODE erJMPLIANTCE KEEP THIS PLAN OIN J03 MAY 21 2003 Building [oinng in e lien Uiv•Jax., F1 A Examiner Si azure License No. AAMA/NWWDA 101/I.S.2-97 TEST REPORT Rendered to: MI HOME PRODUCTS, INC. SERIES/MODEL: 740/744 OrioleTYPE: Aluminum Single Hung Window with Nail -)fin Title A Operating Force Air Infiltration Water Resistance Test Pressure Uniform Load Deflection Test Pressure Uniform Structural Load Test Pressure Deglazing Forced Entry Resistance Test Specimen #1 H-R35 47 x 89 25 lb max. 0.12 cfrn/ft 5.30 psf 35.3 psf 47.2 psf 53.0 psf 70.8 psf Passed Grade 10 Summar of Results M N/A 33.3 psf 34.7 psf 50.0 psf 52.1 2sf N/A N/A Test Specimen #3 H-R35* 39 x 90 N/A N/A N/A 35.3 psf 47.2 psf 53.0 psf 70.8 psf N/A N/A Reference should be made to ATI Report No. 01-41979.01 for complete test specimendescriptionanddata. Architectural Testing AAMA./MVVMA 1III /IA-7-97 TEST REPORT Rendered to: MI HOME PRODUCTS, INC. P. O. Box 370 650 West Market Street Gratz, Pennsylvania 17030-0370 Report No: 01-41979.01 Test Date: 06/19/02 And: 06/21 /02 And: 07/24/02 Report Date: 08/26/02 Expiration Date: 07/24/06 Project Summary: Architectural Testing, Inc. (ATI) was contracted by MI Home Products, Inc. toperformtestsonthreeSeries/Model 740/744 Oriole, aluminum single hung windows with nail -fin at their facility in Elizabethville, Pennsylvania. The samples tested successfully met the performancerequirementsforthefollowingratings: Test Specimen #1: H-R35 47 x 89; Test Specimen #2: H-R30* 39 x 90; Test Specimen #3: H-R35* 39 x 90. General Note: An asterisk (") next to the performance grade indicates that the size tested for optionalperformancewassmallerthantheGatewaytestsizefortheproducttypeandclass. Test Specification: The test specimen was evaluated in accordance with A 101/I.S.2-97, Voluntary Specifications for Aluminum, Vinyl (PVC) and Wood Windows and Glass Doors. Test Specimen Description: Series/ Model: 740/744 Oriole Type: Aluminum Single Hung Window with Nail -Fin Test Specimen #1: Gateway Performance Specimen H-R35 47 x 89 Overall Size: 3' 11-1/4" wide by 7' 5-1/4" high Interior Sash Size: 3' 10" wide by 2' 11-3/4" high Fixed Daylight Opening Size: 3' 8-5/16" wide by 4' 3" high Screen Size: 3' 9-1/8" wide by 2' 11-1/2" high Glazing Type: 3/16" annealed 130 Derry Court York, PA 17402-9405 phone: 717.764.7700 fax: 717.764.4129 www. archtest.com 0141979:0,1 Page 2 of 6 Test Specimen Description: (Continued) Test Specimen 42: H-R30* 39 x 90 Overall Size: 3' 3-1/4" wide by 75-1/2"high Interior Sash Size: 3' 1-7/8" wide by 2' 11-11/16" high Fixed Daylight Opening Size: 3' 1-1/4" wide by 4' 2-1/2" high Screen Size: 3' 1-1/8" wide by 2' 11-1/2" high Glazing Type: Fixed daylight opening 3/16" annealed, Interior sash 1/8" annealed Test Specimen #3: H-R35* 39 x 90 Overall Size: 3' 3-1/4" wide by T 5-1/2" high Interior Size: 3' .-7/8" wide by 2' 11-11/16" high Fixed Daylight Opening Size: 3' 1-1/4" wide by 4' 2-1/2" high Screen Size: 3' 1-1/8" wide by 2' 11-1/2" high Glazing Type: Fixed daylight opening 1/8" tempered, Interior sash 3/16" annealed The following descriptions apply to all specimens. Finish: Unit was silver in color. Glazing Details: The active and fixed sash were single glazed. Both sash were channel glazedusingaflexiblewrap -around glazing gasket. Weatherstripping: Description uantit Location 0. 170" high by 0.187" backed 1 Row Fixed sash stiles and top rail polypilewithcenterfin0. 330" high -by 0.187" backed 1 Row Fixed sash interlock polypilewithcenterfin0. 090" high by 0.187" backed 1 Row Interior sash stiles polypile 0. 270" high by 0.187" backed 1 Row Interior sash stiles polypilewithcenterfin5/ 16" vinyl, hollow bulb seal 1 Row Interior sash bottom rail 01-41979.01' Page 3 of 6 Test Specimen Description: (Continued) Frame Construction: The frame was constructed of extruded aluminum. The corners were coped, butted, sealed, and secured utilizing two 5/8" screws through the jambs into the sillandheadscrewbosses. Sash Construction: The sash members were constructed of extruded aluminum. The corners were coped, butted, sealed, and secured utilizing one 5/8" screw through the jambsintotherailsscrewboss. Screen Construction: The screen frame was constructed from roll -formed aluminum members with keyed comers. The fiberglass mesh was secured with a flexible spline. Hardware. - Description Metal cam lock Balance assembly Plastic tilt latch Metal tilt pin Drainage: Sloped sill einforcement: o , uanti Location 2 10" from ends on interior sash meeting rail 2 One per jamb 2 Ends of meeting rail on interior sash 2 Ends of bottom rail on interior sash Installation: The unit was installed in a 2 x 8 #2 Spruce -Pine -Fir wood buck. The unit wassecuredutilizing1-5/8" drywall screws placed 3" from comers and 10" on center around nailfinperimeter. The exterior was sealed utilizing polyurethane. Test Results: tabulated as follows. BUILDING PLANS EXAM-Nr!:R REVIF-W'D FOR Paragraph Title ofTest - TestMCo 1``Z blk KEEPTHISPI- --- -- Test Specimen #1: Gateway Performance Specimen H-R 5 47 x• 89 2. 2.1.6.1 OperatingPAAy 2 1 2L03 Force ggWldf 5 Ibs - 30 lbs max 2. 1.2 Air Infiltration (A5"1Mn 2 3'II l Cl`i!; @ 1.57 psf (25 mphL_ _g } / '- 0.3 cfm/fi max. ExaminersignatureNote # 1: The tested specimen tnel?'fr fe No erfarrrtznfcd levels specked in AAMA/NWWDA 101/I.S 2-97 for air infiltration. r Test Results: Paragraph Title of Test - Test Method Results Test Specimen #1: (Continued) Water Resistance (ASTM E 547-00) with and without screen) WTP = 2.86 psf No leakage 2.1.4.1 Uniform Load Deflection (ASTM E 330-97) Measurements reported were taken on the meeting rail) Loads were held for 33 seconds) @ 33.1 psf (positive) 0,77" @ 42.9 psf (negative) 0.89"* Exceeds L11 75fordeflection, but meets all other requirements. 01- 41979.01 Page 4 of 6 Allowed No leakage 0. 26" max. 0. 26" max. 2. 1.4.2 Uniform Load Structural (ASTM E 330-97) Measurements reported were taken on the meeting rail) Loads were held for 10 seconds) @ 49.7 psf (positive) 0.08" 0.18" max. @ 64.3 psf (negative) 0.12" 0.18" max. 2. 2.1.6.2 Deglazing Test (ASTM E 987) In operating direction at 70 lbs Interior sash meeting rail 0.12"/25% 0.5011/100% Interior sash bottom rail 0.12"/25% 0.50"/100% In remaining direction at 50 lbs Interior sash right stile 0.06"/12% 0.5011/100% Interior sash left stile 0.06"/12% 0.50"/100% Forced Entry Resistance (ASTM F 588-97) Type: A Grade: 10 Lock Manipulation Test No entry No entry Test Al thru A5 No entry No entry Test A7 No entry No entry Lock Manipulation Test No entry No entry 6 01-41979.01 Page 5 of 6 Test Results: Paragraph Title of Test - Test Method Results Allowed Test Specimen #1 (Continued) Optional Performance 4.3 Water Resistance (ASTM E 547-00) with and without screen) WTP = 5.3 psf No leakage No leakage Uniform Load Deflection (ASTM E 330-97) Measurements reported were taken on the meeting rail) Loads were held for 33 seconds) @ 35.3 psf (positive) 0.81 "* 0.26" max @ 47.2 psf (negative) 0.91 "* . 0.26" max Exceeds L11 75fordeflection, but meets all other requirements. Uniform Load Structural (ASTM E 330-97) Measurements reported were taken on the meeting rail) Loads were held for 10 seconds) @ 53.0 psf (positive) 0.11" 0.18" max. @ 70.8 psf (negative) 0.14" 0.18" max Test Specimen #2: H-R30* 39 x 90 Optional Performance Uniform Load Deflection (ASTM E 330-97) Measurements reported were taken on the meeting rail) Loads were held for 42 seconds) @ 33.3 psf (positive) 0.31"* 0.21" max. @ 34.7 psf (negative) 0.27"* 0.21" max. Exceeds L11 75for deflection, but meets all other requirements. Uniform Load Structural (ASTM E 330-97) Measurements reported were taken on the meeting rail) Loads were held for 10 seconds) @ 50. 0 psf (positive) 0.02" 0.15" max. @ 52. 1 psf (negative) <0.01" 0.15" max. 01-41979.01 Page 6 of 6 Test Results: (Continued) Paragraph Title of Test - Test Method Results Allowed Test Specimen #3: H-R35* 39 x 90 Optional Performance Uniform Load Deflection (ASTM E 330-97) Measurements reported were taken on the meeting rail) Loads were held for 42 seconds) @ 35.3 psf (positive) 0.38"* 0.21 " max. @ 47.2 psf (negative) 0.27"* 0.21" max. Exceeds L/175for deflection, but meets all other test requirements. Uniform Load Structural (ASTM E 330-97) Measurements reported were taken on the meeting rail) Loads were held for 10 seconds) @ 53.0 psf (positive) 0.01" 0.15" max. @ 70.8 psf (negative) <0.01" 0.15" max. Detailed drawings, representative samples of the test specimen, and a copy of this report will be retained by ATI for a period of four years. The above results were secured by using the designated test methods and they indicate compliance with the performance requirements of the above referenced specification. This report does not constitute certification of this product, which may only be granted by the certification program administrator. This report may not be reproduced except in full without approval of Architectural Testing. For ARCHITECTURAL TESTING, INC Mark A. Hess Technician MAH:baw 01-41979.01 Allen N. Reeves, P.E. Director - Engineering Services f" v STATE C7 ru 8 AAMA/NWWDA 101/I.S.2-97 TEST REPORT SUMMARY Rendered to: MI HOME PRODUCTS, INC. SERIES/MODEL: 740/744/3740 TYPE: Aluminum Single Hung Window with Nail Fin Title of Test Results Rating H R45 52 x 72 Overall Design Pressure 45 psf Operating Force 24 lb max. Air Infiltration 0.10 cfm/ft Water Resistance 6.75 psf Structural Test Pressure 67.5 psf 70.8 psf DeglazingPassed Forced Entry Resistance Grade 10 Reference should be made to Report No. 01-40351.05 for complete test spec men description and For ARCHITECTURAL TESTING, INC. Mark A. Hess, Technician MAH: baw L/7 /f „r 26 MARcN 2ee:;,_ AAMA/NWWDA 101/I.S.2-97 TEST REPORT SUMMARY Rendered to: MI HOME PRODUCTS, INC. SERIES/MODEL: 740/744/3740 TYPE: Aluminum Single Hung Window with Flange Title of Test Results Rating H-R45 53 x 73 Overall Design Pressure 45 psf O erating Force 23 lbs max. Air Infiltration 0.10 cfm/ftl Water Resistance 6.75 psf Structural Test Pressure 67.5 psf 70.8 psf Deglazing Passed Forced Entry Resistance Grade 10 Reference should be made to Report No. 01-40351.06 for complete te data. st speci t,en description and n For ARCHITECTURAL TESTING, -INC. Marla A. Hess, Tecluncian MAH:baw M A 2e r Architectural Testing AAMA./NWWDA 101/I.S.2-97 TEST REPORT Rendered to: MI HOME PRODUCTS, INC. P.O. Box 370 Gratz, Pennsylvania 17030-0370 Report No: Test Date: And: Report Date: Expiration Date: 01-403 51.06 10/22/01 10/23/0 i 03/20/02 10/23/05 Project Summary: Architectural Testing, Inc. (ATI) was contracted by MI Home Products, Inc. to witness performance testing on a Series/Model 740/744/3740, aluminum single hung windowatMIHomeProducts, Inc.'s test facility in Elizabethville, Pennsylvania. The sample tested successfully met the performance requirements for an H-R45 53 x 73 rating. Test Specification: The test specimen was evaluated in accordance with AAMA/NWWDA 101/I.S.2-97, Voluntary Specifications for Aluminum, Vinyl (PVC) and Wood Windows and GlassDoors. Test Specimen Description: Series/Model: 740/744/3 740 Type: Aluminum Single Hung Window With Flange Overall Size: 4' 4-7/8" wide by 6' 0-1/8" high Active Sash Size: 4' 2-3/4" wide by 2' 11-3/4" high Fixed Daylight Opening Size: 4' 1-1/8" wide by 2' 9" high Screen Size: 4' 1-7/8" wide by 2' 1 1-5/16" high Finish: All aluminum was polished. Glazing Details: The active sash and fixed lite were glazed with one sheet of 1/8" thick clear, tempered glass. Each sash was charuiel glazed using a flexible vinyl gasket. 130 Derry Court York, PA 17402-9405 Phone: 717.764.7700 fax: 717,764.4129 www.archtest.com