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HomeMy WebLinkAbout406 Willow Ave 07-1523 New SFHD UJ; PERMITADDRESS 40b \ ` 1OVJ SUBDIVISION m CONTRACTOR ADDRESS PHONE NUMBER PROPERTY OWNS ADDRESS PHONE NUMBER ELECTRICAL CONTRACTOR MECHANICAL CONTRACTO PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE PERMIT # O ' S a DATE 0 PERMIT DESCRIPTION eA.A+ S ( F PERMIT VALUATION SQUARE FOOTAGE l. Tca wx.o. JlecV, dd( e CITY OF SANFORD P.O. BOX 1788 SANFORD FL 327721788 C E R T I F I C A T E O F O C C U P A N C Y P E R M A N E N T Issue Date . . . . . . 9/18/07 Parcel Number . . . . . 30.19.31.517-OB00-0150 Property Address . . . 406 WILLOW AVE SANFORD FL 32771 Subdivision Name Legal Description LOT 15 BLK B FELLOWSHIP ADD PB 8 PG 3 Property Zoning . . . . MULTIPLE FAMILY Owner . . . . . . . . . RICHARDS VALINCY WMS Contractor . . . . . . HAMILTON COUNTY CONSTRUCTION 407 332-7431 Application number 07-00001523 000 000 Description of Work NEW SINGLE FAMILY HOME - DETACHED Construction type . . . CONCRETE BLK WITH FRM EXT Occupancy type . . . . SINGLE FAMILY Flood Zone . . . . . . NONE Approved . . . . . . . Building Official VOID UNLESS SIGNED BY BUILDING OFFICIAL In accordance with this Certificate of Occupancy, all inspections for compliance with Florida Building Code 2004 for occupancy and.use have been performed and approved. If the construction project was permitted and built under the owner/builder contractor exemption of Florida State statute 489.103; refer to state statute regarding limitations on renting, lease or sale of this property. CITY OF SANFORD BUILDING DEPARTMENT P.O. Box 1788 Sanford. Florida 32772-1788 CITY OF SANFORD P.O. BOX 1788 SANFORD FL 327721788 C E R T I F I C A T E O F O C C U P A N C Y P E R M A N E N T Issue Date . . . . . . 9/18/07 Parcel Number . . . . . 30.19.31.517-OB00-0150 Property Address . . . 406 WILLOW AVE SANFORD FL 32771 Subdivision Name . . . Legal Description . . . LOT 15 BLK B FELLOWSHIP ADD PB 8 PG 3 Property Zoning . . . . MULTIPLE FAMILY Owner . . . . . . . . . RICHARDS VALINCY WMS Contractor . . . . . . HAMILTON COUNTY CONSTRUCTION 407 332-7431 Application number 07-00001523 000 000 Description of Work NEW SINGLE FAMILY HOME - DETACHED Construction type . CONCRETE BLK WITH FRM EXT Occupancy type . . . . SINGLE FAMILY Flood Zone . . . . . . NONE Approved . . Building Official VOID UNLESS SIGNED BY BUILDING OFFICIAL In accordance with this Certificate of Occupancy, all inspections for compliance with Florida Building Code 2004 for occupancy and use have been performed and approved. If the construction project was permitted and built under the owner/builder contractor exemption of Florida State statute 489.103; refer to state statute regarding limitations on renting, lease or sale of this property. U.S. DEPARTMENT OF HOMELAND SECURITY Federal Emergency Management Agency National Flood Insurance Program ELEVATION CERTIFICATE Important: Read the instructions on pages 1-8. OMB No. 1660-0008 Expires February 28. 2009 SECTION A - PROPERTY INFORMATION 'For insurance Compariy Use: A1. Building Owner's Name L / C I G / "9Y S Policy Number - A2. Building Street Address(fi cludr ri9 Apt., Un' ,Suite, and/or Bldg. No.) or P.O. Route and Box No. Company NAIC Number. BOG !/l/r `XO v-c City 56I N fU V State 4) ! ZIP code 3 Z 7 %/ A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal D cription, etc. o /5 /oc /c 3 c / sh/„ A I°l / , 0vlK 6 N 9 3 5 r r/,/"le er . A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.) 2 e S/ cl deNf,a AS. Latitude/Longitude: Lat. 28 d S j 44/F /V Long, O $1 Horizontal Datum: NAD 1927 NAD 1983 A6. Attach at least 2 photographs of the building if the Certificate is being used to obtain flood insurance. A7. Building Diagram Number / A8. For a building with a crawl space or enclosure(s), provide: A9. For a building with an attached garage, provide: a) Square footage of crawl space or enclosure(s) _ sq ft a) Square footage of attached garage 200 sq ft b) No. of permanent flood openings in the crawl space or b) No. of permanent flood openings in the attached garage enclosure(s) walls within 1.0 foot above adjacent grade AM walls within 1.0 foot above adjacent grade / c) Total net area of flood openings in A8.b _aA sq in c) Total net area of flood openings in A9.b A/,14 sq in SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP Community Name & Community Number B2. County Name B3. State 54 At fot%l C.r / Zv Z r s 42 B4. Map/Panel Number B5. Suffix1, 4 86. FIRM Index B7. FIRM Panel B8. Flood B9. Base Flood Elevation(s) (Zone Z / l 7C O_O All 5- Date S Effective/ Revised Date 1173- Zone( s) AO, use base flood depth) 7 q v/' /7 X 610. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in Item B9. FIS Profile FIRM communityDeterminedf ] Other (Describe) Bl l . Indicate elevation datum used for BFE in Item B9: rteNGVD 1929 NAVD1988 Other (Describe) B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)7 Yes 3<o Designation Date A10 CBRS EJ OPA I. SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) Cl. Building elevations are based on: Construction Drawings* Building Under Construction' Finished Construction A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations -Zones Al-A30, AE, AH, A (with BFE), VE, V1-V30, V (with BFE), AR, AR/A, AR/AE, AR/A1-A30, AR/AH, AR/AO. Complete Items C2.a-g below according to the building diagram specified in Item s / Benchmark Utilized 'SPtilthev /e G / 3 y-2 0 30 Vertical Datum Conversion/Comments C7hecckk the measurement used. 17 a) Top ofbottomfloor (including basement, crawl space, or enclosure floor) 2 L.LJ feet meters (Puerto Rico only) b) Top of the next higher floor NA._ feet meters (Puerto Rico only) c) Bottom of the lowest horizontal structural member (V Zones only) NA M eet meters (PuertoRico only) d) Attached garage ( top of slab) 21 . 5 E reel meters (Puerto Rico only) e) Lowest elevation of machinery or equipment servicing the building zJ 'feet meters (Puerto Rico only) Describe type ofequipmentinComments) 0 Lowest adjacent ( finished) grade (LAG) 20 '1 [3feet meters (Puerto Rico only) g) Highest adjacent ( finished) grade (HAG) Zy 4 0 feet meters (Puerto Rico only) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. I certify that the information on this CertiOcate represents my best efforts to interpret the data available. I understand that any talse'statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. Check here if comments are provided on back of form. wA G- "/,A/ Certifier's Name License Number Title Company Name + 1 CpvI L QN S Ye- Si/n,4 Address City /- State / ZIP Code 27 57 5 9/ i oYCI `Gv/d4 Signature Date .7 Telephone 5 Z` z7 ^ t-tMAForm81- 31, February 2006 See reverse side for continuation. Replaces all previous editions M. E WARD GORDON REGISTERED LAND SURVEYOR No. 2259 P.O. BOX 1557 SANFORD, FL 32772.1557 407) 324-5720 MEMBER FLORIDA SOCIETY OF PROFESSIONAL LAND SURVEYORS 9/17/2007 CITY OF SANFORD BUILDING DMSION P. O. BOX 1788 SANFORD, FL. 32772-1788 RE LOT 15, BLOCH B FELLOWSHIP ADDITION (406 WILLOW AVE) TO WHOM IT MAY CONCERN: THE FINISH FLOOR ELEVATION OF THE STRUCTURE LOCATED AT 406 WILLOW AVE ( LOT 15, BLOCK B, FELLOWSHIP ADDITION) MEET OR EXCEEDS THE REQUIREMENTS SET FORTH IN CITY OF SANFORD CODE CHAPTER 6, SEC 6-7(a) SINCERELY xj6r lll M. EDWARD GORDON R.L.S. # 2259 PLAIT OF SURVEY DESCRIPTION LOT 15 BLOCK B FELLOWSHIP HODI TION fiS RECORDED IN PLAT BOOK 8 PBCEI S 7 3 OF THE PUBLIC RECORDS OF SEInINOL E COUN T Y, FL ORI DB THIS PROPERTY LIES IN ZONE X ACCORDING TO FLOOD MAP 0 12117CO045E NOT IN FLOOD AREA LOT 14 FD IRON a cA S 90.00,001, W NO 0 13 .. I 0 ' r P 40 Z I OO A N C1112 406 0 ' mocnO Iwo 2 Ti CON DRIVErn sr 32.7 I N 90'00'00" E 10.44' 135.00 FD IRON FD IRON NO f LOT 16NOf LEGEND: ELEV - ELEVATION N&D - NAIL AND DISK BLK -BLOCK FD - FOUND POB - PONT OF BEGI NNG ESMT - EASEMENT ESM[T - EASEMENT POC - PONT OF COMMENCMENT IP - IRON PIPE STY - STORY CB - CHORD BEARING R - RADIUS q - CENTERLINE R/W - RIGHT OF WAY a - DELTA X-X-X - FENCE PL - PROPERTY LINE C - CHORD RES - RESIDENCE PC - PONT OF CURVE L - LENGHT BLDG - BUILDING CONC - CONCRETE P -PLAT WD FRM - WOOD FRAME MON - MONUMENT • - NUMBER UTIL - UTILITY RD - ROAD -FD CONC MON • FD REBAR • 0 - SET REBAR •2259 TSM - TEMPORY BENCH MARK INV - INVERT N.G.- NATURAL GROUND FF - FNISH FLOOR BM - BENCH MARK NOTES: I NOT VALID WITHOUT THE SIGNATURE AND THE ORIGINAL RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER 2 THIS SURVEY WAS PREPARED FROM TITLE INFORMATION FURNISHED TO THE SURVEYOR. THERE MAY BE OTHER RESTRICTIONS OR UNRECORDED EASEMENTS THAT EFFECT THIS PROPERTY. 3 NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN 4 DIMENSIONS SHOWN FOR THE LOCATION OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY LINES. 5 BEARINGS ARE BASED ON ASSUMED DATUM AND ON THE LINE SHOWN AS BASE BEARING (B.B.). 6 VERTICAL CONTROL (NATIONAL GEODETIC VERTICAL DATUA 1929) M. EDWARD GORDON IJRVEYING rrFE sT,rrvEr FWAL oA TE 9/17/07 REGISTERED LAND SURVEYOR 02259 SCALE l" _ .30' PO Box 557 SANFORD . FLORDA 32772 PHONE 324 5720 509 WEST II TH STREET SANFORD . FLORDA qg gyp. 57fEr.- THE SURVEY DEPICTED HERE IS NOT COVERED BY PROFESSIONAL LIABILITY INSURANCE CITY OF SANFORD PERMIT APPLICATION Permit # : O-1- Job Address: AD o Y v i I 1 C)W Nr-- Description of Work: 5 Gf"6w Historic District: No Zoning: -'l- Permit Type: Building Electrical Electrical: New Service — # of AMPS Mechanical: Residential /, Non -Residential Plumbing/ New Commercial: # of Fixtures Plumbing/ New Residential: # of Water Closets _ Occupancy Type: Residential Y Commercial Construction Type: # of Stories: Date: Lo ! B / 1 c' i nQ>-d , FL 32,Ti \ IL SySfern 16UCAV\IL ck - c c 1yes Ad ak Value of Work: $ Q 19 (D • CXD Mechanical / X1 Plumbing Fire Sprinkler/Alarm Pool Add ition/AIteration Change of Service Temporary Pole _ Replacement New (Duct Layout & Energy Calc. Required) of Water & Sewer Lines # of Gas Lines Plumbing Repair — Residential or Commercial Industrial Total Square Footage: of Dwelling Units: Flood Zone: (FEMA form required for other than X) Parcel #: ) D- I q " 3) 51 1 ' O' ,al oot — V\ Owners Name & Address: F GltlV a'C&5 ( n Contractor Name & Address: Cee 16--c N Phone & Fax: 4oy T - Ee6- 59td) /,1Di sg%6:5D Contact Person: Bonding Company: Address: Morteaee Lender: Address: Architect/ Engineer: Address: Attach Proof t 40.z: 1 V Phone: State License Nu In,t Ike) Ownership & Legal Description) iIkbw 11vc-_. Phone: Fax: t 7 Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: 1 certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water m agement districts, state agencies, or federal agencies. Acceptance of permit is verification that 1 will notify the owner of the property of the requirements of F rida Lien Law, FS 713. I 1 07 Signature of Owner/Agent Date Sign re of Contractor/Agent Date Print Owner/ Agent's Name Print Contractor/Agent's Name c rL , I 1 glL 7 Signature of Notary -State of Florida Date Owner/Agent is _ Produced ID Personally Known to Me or APPLICATION APPROVED BY: Bldg: Special Conditions: Zoning: Signature of Notary -State of Florida LQg r IDA E LEONARD' My COMMISSION* DD490413 Contractor/Agent is Y Personally or EXPIRES: Nov.14,2ppq Produced l D t, "odd. N- q S. w.w, Utilities: FD: Initial & Date) ( Initial & Date) (Initial & Date) (Initial & Date) 9768 Bay Vista Estates Blvd. This wood deck has been designed in accordance with the requirements of the Florida Building Code 2004 - Residential, Chapter 3, Section R301.2.1.1, with 2006 Supplement. The following wind load requirements, in accordance with Section 1609 and ASCE 7-02, were employed in the design of the structure: Basic Wind Speed: 120 MPH 3-Second Gust Wind Speed Wind Importance Factor: 1.0 Building Category: II Wind Exposure Category: B Applicable Internal Pressure Coefficient: +/- 0.00 Design Wind Pressure for Exterior Components & Cladding: +10.0/-28.1 PSF DAVIS & CLEATON ENGINEERING, INC. 103 W. WISCONSIN AVE., SUITE #104 DELAND, FLORIDA 32720 PH. # 386-738-7475 LIC. # 35816 CITY OF SANFORD PERMIT APPLICATION Application # : Submittal Date: V - 5/01 /D 7 r // c Job Address: yO (A)) I 0 AVE Value of Work: S (, 1 500 Parcel ID' Zoning: Historic District: Description of Work: Ns yc i SI iJiTr f t,f!t fps tlF[1 g L Square Footage: Permit Type: Building Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool Sign Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential Commercial Occupancy Type: Residential P Commercial Industrial Occupancy Use Group(s): Construction Type: i # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required) Property Owner: -I.JC Y Ric /Wh S Contractor: 8 Jests E r ( Pt, 8 IRR ic. 11J c . Address: / 06 W I L OW _11V L Address: 606 Go al 2 b Phone: Bonding Company: Address: Architect/Engineer: Address: E-mail: Plan Review Contact Person: D 2Lk,J0 o Fi, Phone: 3) r -a9 336state License Number: C FC l YA583 IF, Mortgage Lender: Address: Phone: Fax: Phone: Fax: E-mail: 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. 1 understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING; CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that 1 will notify the owner of the property of the requirements ol Florida Lie Law, FS 713. D 0 i Signature of Owner/Agent Date Signature of Contractor/Agent e Print Owner/Agent's Name Print Contractor/Agent's Name a i Signature of Notary -State of Florida Date Signature of - a bt r6lda Date DEBBIEYBL 10 MY C ON p UD629096 Owner/Agent is _Personally Known to Me or Contractor/Age /, A / J Produced ID Produced « llJ lY APPROVALS: ZONING: Special Conditions: Rev 02/2007 UTIL: FD: ENG: BLDG: CITY OF SANFORD PERMIT APPLICATION Application # : S O Submittal Date: % 7 . e Job Address: / 6 L I (l Value of Work: $ :N266 . d-n Parcel ID: Zoning: Historic District: i Description of Work: S F g, Square Footage: Permit Type: Building Electric] Mechanical Plumbing Fire Sprinkler/Alarm Pool Sign Electrical: New Service — # of AMPS odd'?) 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 Commercial Occupancy Type: Residential Commercial Industrial Occupancy Use Group(s): Construction Type: # of Stories: _ # of Dwelling Units: Flood Zone: (FEMA form required) Property Owner: Contractor: G r Address: 7 L G Addr s: cam dal d Phone: E-mail: Phone:zvl /_ f State License Number - Bonding Company: Mortga dttr: Address: Architect/Engineer: Address: Plan Review Contact Person Address: Phone: k-4-2. Fax: Phone: Fax: E-mail: Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 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. TICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that 1 will notify the owner of the property of the requirements of Florid S 7 Signature of Owner/Agent Date ont /Agent \\ A ` ',`sf('^ • O jj/i Print Owner/Agent's Name Signature of Notary -State of Florida Owner/Agent is _ Personally Known to Me or Produced ID Date APPROVALS: ZONING: UTIL: FD: PTontractor/Agent's N J . p••^ 87:= Signature of Notary- tate of F d . o # D 508 F • Q C, Y• a X7 UeUC STA 0i\\\N,\\ lllllll I11111 Contractor/ Agent i , Pcn ll o vr to M or Produced ID T ` L _ S7- 412 " 4 ENG: BLDG: Special Conditions: Rev 02n007 14,5-o-6 COUNTY OF SEMINOLE IMPACT FEE STATEMENT STATEMENT NUMBER: 07100001 BUILDING APPLICATION #: 07-10000142 BUILDING PERMIT NUMBER: 07-10000142 UNIT ADDRESS: WILLOW AV 406 TRAFFIC ZONE:022 JURISDICTION: SEC: TWP: RNG: SUF: SUBDIVISION: PLAT BOOK: PLAT BOOK PAGE: OWNER NAME: ADDRESS: DATE: April 06, 2007 30-19-31-517-OB00-0150 PARCEL: TRACT: BLOCK: LOT: APPLICANT NAME: RICHARDS VALINCY ADDRESS: 406 WILLOW AVE SANFORD FL 32771 LAND USE: SINGLE FAMILY RESIDENCE TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: CONSTRUCT HOME TO REPLACE HOME THAT WAS DEMOED LOT 15 FELLOWSHIP ADD FEE BENEFIT RATE UNIT CALC UNIT TOTAL DUE TYPE DIST SCHED RATE UNITS TYPE ROADS-ARTERIALS N/A Single Family Housing 705.00 1.000 dwl unit 705.00 ROADS -COLLECTORS N/A SingleeFamily Housing 00 1.000 dwl unit 00 FIC 00 LIBRARY N/A Single Family Housing 54.00 1.000 dwl unit 54.00 SCHOOLS N/A Single Family Housing 1,384.00 1.000 dwl unit 1,384.00 PA 00 LAW ENFORCE N/A 00 DRAINAGE N/A 00 CREDIT FEES: SCI LIBRARY Single Family Housing 54.00 1.000 dwl unit 54.00- SCI ROAD ARTERIALS Single Family Housing 705.00 1.000 dwl unit 705.00- SCI SCHOOLS Single Family Housing 1,384.00 D 000 dwl unit 1,384.00 AMOUNTSTATEMENT J/ } RECEIVED BY: i G SIGNATURE PLEASE PRINT NAME) DATE: NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. *** DISTRIBUTION: 1-BLDG DEPT 3-APPLICANT 2- FINANCE 4-LAND MANAGEMENT NOTE** PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES DUE UNDER THE SEMINOLE COUNTY ROAD, FIRE/RESCUE, LIBRARY AND/OR EDUCATIONAL ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATION OF ANY OF THE ABOVE MENTIONED IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD FL, 32771; 407-665-7356. PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORD BUILDING DEPARTMENT 1101 EAST FIRST STREET SANFORD, FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE THE COUNTY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THIS STATEMENT. THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT*** ISSUED WITHIN 60 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE DETAIL OF CALCULATION AVAILABLE UPON REQUEST. CALL 407-665-7356. CITY OF SANFORD PERMIT APPLICATIONS Permit # : U Date: ,,L_7 7 Job Address: Description of Work: Historic District: Zoning: Value of Work: $ fi-oo Permit Type: Building Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets I Plumbing Repair — Residential or Commercial Occupancy Type: Residential Commercial Industrial Total Square Footage: g, !e Construction Type: _ # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required for other than X) Parcel #: — — _ —40 (Attach Proof of Ownership & Legal Description) / Owners Name & Address: IF DL % 7/ Phone: Contractor Name & Address: y q State License NumJJb//er. 1 G GCS'' 7`eS Phone &Fax: Io'X Contact Person: 4&eA!!_Zt 7Yp Phone: 4 0 Bonding Company: c Address: Mortgage Lender: Address: Architect/Engineer: // fi r Phone: ja a a 9— 9g Address: 7ari 1r oY3 0-eIL - Fax: 'V`j oZr c3pp ?fit: Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: 1 certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. of the requirements of Florida Lien Law, FS 713. Signature of Contractor/Agent Date Print Contractor/ Agent's Name Signature of Notary -State of Florida Date Own gent is — Acrsonolll to a or Contractor/Agent is — Personally Known to Me or Aeflroduccd ID - 7-A j Produced ID l)7 4X APPLICATION APPROV : B 11,2Loning Utilities: FD: r 1 Initial Date) itial & Date) (Ini)ia & D te) (Initia &Date) Special Conditions: FkSras NP vT l;y, AW 00 1i J/ 11111111111111111111 II 111111111111111 III 11 III 11 III 1111111111 Permit Number Parcel Identification Number 30-19-31-517-0600-0150 Prepared by: H. Patricia Slate A/ Return to: E. Andrew Harper Building Contractor 429 W. Church Av. Longwood, FL 32750 NOTICE OF COMMENCEMENT State of Florida County of Seminole MARYANNE MURSEj CLERK OF CIRCUIT COURT 8EMINOLE COUNTY 6K 06623 Pg 17441 Q pg ) CLERK'S # 2007038888 RECORDED 03/14/2007 1102122 AM RECORDINU FEES 10.00 RECORDED BY L McKinley CERTIFIED, COPY MARYANNE MORSE CLE OF CIRCUIT COURT S MI, E COUNTY, FLORIDA MARCLLAERIK nMAR k 2001 The undersigned hereby gives notice that improvement(s) will be made to certain real property, and in accordance With Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. Description of property (legal description of the property, and street address if available) LEG LOT 15 BILK B FELLOWSHIP ADD PB 8 PG 3 406 Willow Av. Sanford, FL 32771 2. General description of improvement(s) Demo and rebuild existing residence 3. Owner information Name Valincy Richards Telephone Number 407-463-3617 Address 406 Willow Av. Fax Number Sanford, FL 32771 Interest in property: Owner 4. Fee Simple Title Holder (if other than owner shown above) Name Telephone Number Address Fax Number 5 Contractor Hamilton County Construction 0Name Everett Harper Telephone Number 407-332-7431 V-j Address 429 West Church Av. Fax Number 407-332-7307 Longwood, FL 32750 E- 0 4 Surety (if any) Name N/A Address Lender (if any) Name N/A Address Telephone Number Fax Number Amount of bond $ Telephone Number Fax Number Persons within the State of Florida designated by Owner upon whom notices of other documents may be Served as provided by §713.13(1)(a) 7., Florida Statutes. Name Telephone Number Address Fax Number In addition to himself or herself, Owner designates the following to receive a copy of the Lienor's Notice as provided in §713.13(1)(b), Florida Statutes. Name Telephone Number Address Fax Number 10. Expiration date of notice of commencement (the expiration date is one year from the date of recording Unless a different date is specified): i nature of caner Note: per §713. 1 ), "&derDateSigned9P ()(9 Must sign ... and no one else may be permitted to sign in His or her stead." Sworn to and subscribed before me this day of'Y)v,CJI 20 by y C i1Gc, l the cl1 GLACIS who is personally known to me OR produced fZ jl.C_Q/t L%C(J/7 as identification. TERM APPLING Signature of notary (notarial seal to appear below) Notary Public - state of Florida C01nmWon8VkWJU29, 2008Commission # DD 342309BondedByNaflonolNota Form Revised: 3/98 ryAun. Seminole County Property Appraiser Get Information by Parcel Number Page I of I IDAYID.IDHNSQN, CFl1,ASA I"` 43.r43.0 PROPERTY O 0 APPRAISER 0 m 3EMIN6LE CO PITY FL D B _._ m 99 1101 E. FIRST ST rn SANFORD FL 32771-14Ea 407 - 665 - 7506 C — GENERAL Parcel Id: 30-19-31-517-OB00-0150 Owner: RICHARDS VALINCY WMS Mailing Address: 406 WILLOW AVE City,State,ZipCode: SANFORD FL 32771 Property Address: 406 WILLOW AVE SANFORD 3277 Subdivision Name: FELLOWSHIP ADD Tax District: S1-SANFORD Exemptions: 00-HOMESTEAD Dor: 01-SINGLE FAMILY SALES Deed Date Book Page Amount Vac/Imp Qualified WARRANTY DEED 03/1986 01717 1297 $32,000 Improved Yes Find Comparable Sales within this Subdivision Land Assess Method FRONT FOOT & DEPTH LAND Frontage Depth 60 134 Land Unit Units Price 000 280.00 2006 WORKING VALUE SUMMARY Value Method: Market Number of Buildings: 1 Depreciated Bldg Value: $41,524 Depreciated EXFT Value: $179 Land Value (Market): $16,296 Land Value Ag: $0 JustlMarket Value: $57,999 Assessed Value (SOH): $28.894 Exempt Value: $25,000 Taxable Value: $3,894 Tax Estimator 2006 Notice of Proposed Property Tax 2005 VALUE SUMMARY Tax Value(without SOH): $340 2005 Tax Bill Amount: $61 Save Our Homes (SOH) Savings: $279 2005 Taxable Value: $3,052 DOES NOT INCLUDE NON -AD VALOREM ASSESSMENTS LEGAL DESCRIPTION Land PLATS: Pick. . Value LEG LOT 15 BLK B FELLOWSHIP ADD PB 8 16.296 PG 3 1 BUILDING INFORMATION Bid Bid TValue Year Base Gross Living Est. Cost Num Type Bit Fixtures SF SF SF Ext Wall Bid VaNew 1 SINGLE 1953 3 600 1,009 798 WD/STUCCO $41,524 $62,678 FAMILY FINISHAppendage / Sgft SCREEN PORCH FINISHED / 187 Appendage / Sgft BASE SEMI FINISHED / 198 Appendage / Sgft OPEN PORCH UNFINISHED / 24 NOTE: Appendage Codes included in Living Area. Base, Upper Story Base, Upper Story Finished, Apartment, Enclosed Porch Finished, Base Semi Finshed EXTRA FEATURE Description Year Bit Units EXFT Value Est. Cost New ALUM PORCH NO FLOOR 1985 112 $179 $448 NOTE: Assessed values shown are NOT certified values and therefore are subject to change before being finalized for ad valorem tax purposes If you recently purchased a homesteaded property your next ear's property tax will be based on Just/Market value. littp://Nx, ww.scpafl.oro,/web/t-e_web.seminole county title?parcel=3019315170B000150&c... 9/13/2006 PL R T OF SURVEY DESCRIPTION LOT 15 BLOCK B FELLOWSHOP BDOITION HS RECORDEO IN PL B T BOOK 8 PACECSI 3 OF THE PUBLIC RECORDS OF SEmI/VOL E COUNT Y, FL ORIOf>' LOT 14 FD IRON t r'IARG S 90*00,001, W NO t 1 134.30 I I r20.30 L)i Ll METpL SHE $ I STY RES r O oho IT, 22 rn 0400 0CWO IN ripoRd I 1. 2 ` fT 1 i I8.30 ri00 N 90-00-00" E 8• 135.00 FD IRON FD IRON LOT 16 NO t NO t LEGEND, ELEV - ELEVATION N&D - NAL AND DISK BLK -BLOCK FO - FOUND POB - POINT OF BEGINNING ESMT - EASEMENT ESMT - EASEMENT POC - PONT OF COMMENCMENT P - IRON PPE STY - STORY CB - CHORD BEARING R - RADIUS CENTERLINE R/W - RIGHT OF WAY a - DELTA X-X-X - FENCE PL - PROPERTY LINE C - CHORD RES - RESIDENCE PC - PONT OF CURVE L - LENGHT BLDG - BUILDING CONC - CONCRETE P -PLAT WD FRM - WOOD FRAME MON - MONUMENT • - NUMBER UTL - UTILITY RD - ROAD -FD CONC MON • 0 - FD REBAR 0 0 - SET REBAR 02259 TBM - TEMPORY BENCH MARK NV - INVERT N.O.- NATURAL GROUND FF - FINISH FLOOR BM - BENCH MARK NOTES: I NOT VALID WITHOUT THE SIGNATURE AND THE ORIGINAL RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER 2 THIS S"RVEY WAS PREPAPED FROM TITLE INFORMATION FURNISHED TO THE SURVEYOR. THERE MAY BE OTHER RESTRICTIONS OR UNRECORDED EASEMENTS THAT EFFECT THIS PROPERTY. 3 NO UNDER GROUND IMPROVEMENTS HAVE BEEN LOCATED UNLESS OTHER WISE SHOWN 4 DIMENSIONS SHOWN FOR THE LOCATION OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY LINES. 5 BEARINGS ARE BASED ON ASSUMED DATUM AND ON THE LINE SHOWN AS CASC BEARING (B.B.). 6 VERTICAL CONTROL (NATIONAL GEODETIC VERTICAL DATUM 1929) M. EDWARD GORDON SURVEYING T'TE stR''E'' BOUNDARY on rE* 2/13/2006 G Duct System Summary Job: 7A25RICH Date: 1-25-07 JAS Entire House By: AIR s INc. Cee Bee Air Systems Se"ing C^'1 rl-id' Sing, 1976' P.O. Bo12247, Apopka, FL 32704 For: RICHARDS SANFORD, FL 32771 External static pressure Pressure losses Available static pressure Supply / return available pressure Lowest friction rate Actuael air flow Total effective length (TEL) Heating 0.00 in H2O 0.00 in H2O 0.00 in H2O 0.00/0.00 in H2O 0.000 in/100ft 800 cfm 198 ft Supply Branch Detail Table Cooling 0.00 in H2O 0.00 in H2O 0.00 in H2O 0.00/0.00 in H2O 0.000 in/100ft 800 cfm Design Htg Clg Design Diam Rect Duct Actual Ftg.Egv Name Btuh) cfm) cfm) FIR in) Size (in) Matl Ln (ft) Ln (ft) Trunk MASTBED c 4212 181 210 0.000 0 8 x 0 VIFx 15.0 90.0 st2 BED 2 c 3934 185 196 0.000 0 8 x 0 VIFx 10.0 90.0 st2 BATH h 689 48 34 0.000 0 5 x O VIFx 7.5 90.0 SO KITCM'DINING c 3515 154 175 0.000 0 8xO VIFx 18.0 115.0 st1 LIVING h 3732 232 186 0.000 0 8 x O VIFx 11.5 110.0 SO Supply Trunk Detail Table Trunk Htg Clg Design Veloc Diam Rect Duct Duct Name Type cfm) cfm) FIR fpm) in) Size (in) Material Trunk SO Peak AVF 434 395 0.000 0 0 0 x 0 VinlFlx st2 Peak AVF 366 405 0.000 0 0 0 x 0 VinlFlx Grill Htg Clg TEL Design Veloc Diam RectSize Stud/Joist Duct Name Size (in) cfm) cfm) ft) FIR fpm) in) in) Opening (in) Matl Trunk rb1 Ox0 202 209 40.0 0.000 0 0 14x 0 VIFx rt1 rb2 Ox0 232 186 64.5 0.000 0 0 9x 0 VIFx rt2 rb3 Ox0 366 405 61.0 0.000 0 0 9x 0 VIFx rt2 Return Trunk Detail Table Trunk Htg Clg Design Veloc Diam Rect Duct Duct Nane Type cfm) cfm) FIR fpm) in) Size (in) Material Trunk rt1 Peak AVF 202 209 0.000 0 0 14 x 0 VinlFlx rt2 Peak AVF 598 591 0.000 0 0 0 x 0 VinlFlx Sheet 1 Job M 7A25RICH Cee Bee Air Systems Scale: 1 : 82 Performed for: Page 1 RICHARDS P.O. Box 2247 Right -Suite Residential Apopka, FL 32704 6.0.90 RSR47791 2007-Jan-lb 13:34:16 G:\james\RIGHT J ARCHIVES\200... SANFORD. FL 32771 G F Project Summary Job: 1- 25RICHSummaryDate: 25-07 JAS Entire House By: AIR sus ItJc. Cee Bee Air Systems S, n inr Cry J/ Inndu .Simr 197W P.O. Bo72247, Apopka, FL 32704 For: 406 WILLOW AVE. SANFORD, FL 32771 Notes: Weather: Orlando, FL, US Winter Design Conditions Outside db 42 OF Inside db 70 OF Design TD 28 OF Heating Summary Structure 13237 Btuh Ducts 2450 Btuh Central vent (36 cfm) 1111 Btuh Humidification 0 Btuh Piping 0 Btuh Equipment load 16799 Btuh Infiltration Method Simplified Construction quality Semi -tight Fireplaces 0 Heating Cooling Area (ft2) 811 811 Volume (ft') 6486 6486 Air changes/hour 0.41 0.22 Equiv. AVF (cfm) 44 24 Heating Equipment Summary Make Trade Model Efficiency Heating Input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat 0 HSPF 0 Btuh @ 47°F 0 OF 800 cfm 0.051 cfm/Btuh 0.00 in H2O Summer Design Conditions Outside db 93 OF Inside db 75 OF Design TD 18 OF Daily range M Relative Humidity 50 % Moisture difference 44 gr/lb Sensible Cooling Equipment Load Sizing Structure 12338 Btuh Ducts 3745 Btuh Central vent (36 cfm) 714 Btuh Blower 0 Btuh Use manufacturer's data n Rate/swing multiplier 0.98 Equipment sensible load 16461 Btuh Latent Cooling Equipment Load Sizing Structure 1303 Btuh Ducts 708 Btuh Central vent (36 cfm) 1071 Btuh Equipment latent load 3082 Btuh Equipment total load 19543 Btuh Req. total capacity at 0.70 SHR 2.0 ton Cooling Equipment Summary Make Trade Cond Coil Efficiency 0 EER Sensible cooling 0 Btuh Latent cooling 0 Btuh Total cooling 0 Btuh Actual air flow 800 cfm Air flow factor 0.050 cfm/Btuh Static pressure 0.00 in H2O Load sensible heat ratio 0.84 Bold/italic values have been manually overridden Printout certified by ACCA to meet all requirements of Manual J 8th Ed. wr14gHJ:Soft Right -Suite Residential 6.0.90 RSR47791 2007-Jan-2513:30:57 ACCA G:\james\RIGHT J ARCHIVES\2007\7A25RICH.rrp Calc = MJ8 Orientation = N Page 1 G Component Constructions Job: 7A25RICH Date: 1-25-07 JAS Entire House By: AIR gE INC. Cee Bee Air Systems S-i", <-n,oaFlori,L, S'm 197" P.O. B-ox 1247, Apopka, FL 32704 For: RICHARDS SANFORD, FL 32771 Design Conditions Location: Indoor: Heating Cooling Orlando, FL, US Indoor temperature (OF) 70 75 Elevation: 105 ft Design TD (OF) 28 18 Latitude: 280N Relative humidity (%) 50 50 Outdoor: Heating Cooling Moisture difference (gr/lb) 23.3 43.6 Dry bulb (OF) 42 93 Infiltration: Daily range (OF) - 17 ( M) Method Simplified Wet bulb (OF) - 76 Construction quality Semi -tight Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions Walls 13A-4ocs: Above grade open core concrete block, siding/stucco, R-4 board insulation, no framing Partitions 12C-Osw: Wood stud frame, siding or stucco, no board insulation, R-13 cavity insulation Windows 10A-f: French door, insul. fiberglass frame, 1 pane 1 A-c1 om: Operable, metal frame, no break, clear glass, 1 pane Doors 11JO: Metal door, fiberglass core, no storm Ceilings 16B-30ad: Ceiling under vented attic, no radiant barrier, dark shingles, R-30 insulation Floors 22A-cph: Carpeted slab on grade, heavy moist soil, No edge insul, No horiz insul Or Area Ll-value Insul R Htg HTM Loss Clg HTM Gain ft') Btuh/tY-°F) ft'-°FBtuh) Btuh/ft') 8tuh) Btuhlft') Btuh) n 218 0.143 4.0 4.00 874 2.86 624 e 32 0.143 4.0 4.00 128 2.86 92 s 210 0.143 4.0 4.00 841 2.86 601 w 163 0.143 4.0 4.00 653 2.86 466 all 623 0.143 4.0 4.00 2496 2.86 1783 156 0.091 13.0 2.55 397 1.48 231 n 19 0.700 0.0 19.6 366 15.4 288 n 39 1.270 0.0 35.6 1387 38.6 1504 s 45 1.270 0.0 35.6 1600 42.1 1896 w 25 1.270 0.0 35.6 889 94.9 2373 all 109 1.270 0.0 35.6 3876 53.0 5772 s 21 0.600 0.0 16.8 353 18.7 393 811 0.032 30.0 96 1.358 0.0 0.90 726 1.75 1419 38.0 3663 0.00 0 wrightsoft Right -Suite Residential6.0.90 RSR47791 2007-Jan-25 13:30:57 G:\james\RIGHT J ARCHIVES\2007\7A25RICH.rrp Calc = MJ8 Orientation = N Page 1 V!S'Sl Load Short Form Entire House AIR Cee Bee Air Systems Srning CrnnoI Fla i j, Sims 1 v761 P.O. Box 2247, Apopka, FL 32704 For: RICHARDS SANFORD, FL 32771 Job: 7A25RICH Date: 1-25-07 JAS By: Design Information Htg Clg Infiltration Outside db (°F) 42 93 Method Simplified Inside db (°F) 70 75 Construction quality Semi -tight Design TD (°F) 28 18 Fireplaces 0 Daily range - M Inside humidity (%) - 50 Moisture difference (gr/lb) - 44 HEATING EQUIPMENT Make Trade Model Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat 0 HSPF 0 Btuh @ 47°F 0 OF 800 cfm 0.051 cfm/Btuh 0.00 in H2O COOLING EQUIPMENT Make Trade Cond Coil Efficiency 0 EER Sensible cooling 0 Btuh Latent cooling 0 Btuh Total cooling 0 Btuh Actual air flow 800 cfm Air flow factor 0.050 cfm/Btuh Static pressure 0.00 in H2O Load sensible heat ratio 0.84 ROOM NAME Area Htg load Clg load Htg AVF Clg AVF ft2) Btuh) Btuh) cfm) cfm) MAST BED 133 3559 4212 181 210 BED 2 140 3620 3934 185 196 BATH 50 938 689 48 34 KITCH/DINING 170 3023 3515 154 175 LIVING 318 4547 3732 232 186 Entire House 811 15688 16083 800 800 Other equip loads 1111 714 Equip. @ 0.98 RSM 16461 Latent cooling 3082 I - AAA 4 7nn AnLAn nnn AAA Bold/italic values have been manually overridden Printout certified by ACCA to meet all requirements of Manual J 8th Ed. v-ightsoft Right -Suite Residential 6.0.90 RSR47791 2007-Jan-25 13:30:57 G:\james\RIGHT J ARCHIVES\2007\7A25RICH.rrp Calc = MJ8 Orientation = N Page 1 FORK/1600A-2004R EnergyGauge® 4.5 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: 7A25RICH Builder: Cee Bee Air Systems Address: 403 WILLOW AVE. Permitting Office: SANFORD City, State: SANFORD, FL 32771 Permit Number: Owne r. RICHARDS Jurisdiction Number: Climate Zone: Central l . New- construction or existing New 2. Single farnily or multi -family Single family _ 3. Number of units, if multi -family I 4. Number of Bedrooms 2 _ 5. Is this a worst case? No _ 6. Conditioned floor area (ft') 876 ft2 7. Glass type I and area: (Label reqd. by 13-104.4.5 if not default) a. U-factor: Description Area or Single or Double DEFAULT) 7a(Sngle, U=1.3) 45.0 ft' b. SHGC: or Clear or Tint DEFAULT) 7b. (SHGC=0.5) 127.7 ft' 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 96.3(p) ft b. N/A c. N/A 9. Wall types a. Concrete, Ext Insul, Exterior R=4.1, 623.3 ft' _ b. Frame, Wood, Adjacent R=13.0, 15 6. 0 ft' c. N/A d. N/A e. N/A 10. Ceiling types a. Under Attic R=30.0. 876.0 ft' b. N/A c. N/A 11. Ducts a. Sup: Unc. Ret: Unc. AH(Sealed):Interior Sup. R=6.0, 50.0 ft b. N/A 12. Cooling systems a. Central Unit Cap: 24.0 kBtu/hr SEER: 13.00 b. N/A c. N/A 13. Heating systems a. Electric Heat Pump Cap: 24.0 kBtu/hr HSPF: 7.70 b. N/A c. N/A 14. Hot water systems a. Electric Resistance b. N/A c. Conservation credits HR-Heat recovery, Solar DHP-Dedicated heat pump) 15. HVAC credits CF-Ceiling fan, CV -Cross ventilation, HF-Whole house fan, PT -Programmable Thermostat, MZ-C-Multizone cooling, MZ-H-Multizone heating) Glass/Floor Area: 0.15 Total as -built points: 11065 PASSTotalbasepoints: 12081 I hereby certify that the plans and specifications covered by Review of the plans and this calculation are in co iance Florida Energy specifications covered by this Code. calculation indicates compliance PREPARED BY: I with the Florida Energy Code. DATE: I Lf b7 Before construction is completed this building will be inspected for i I hereby certify that tht as designed, is in compliance I I compliance with Section 553.908 j with the Florida Energy Code. i Florida Statutes. j OWNER/AGENT: BUILDING OFFICIAL: DATE: DATE: 1 Predominant glass type. For actual glass type and areas, see Summer & Winter Glass output on pages 2&4. EnergyGauge® (Version: FLRCSB A.5) Cap: 40.0 gallons _ EF: 0.92 ESOF (HT4p, Vr F0k4600A-2004R EnergyGauge® 4.5 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: 403 WILLOW AVE., SANFORD, FL, 32771 PERMIT #: BASE AS -BUILT GLASS TYPES 18 X Conditioned X BSPM Points Overhang Floor Area Type/SC1 Ornt Len Hgt Area X SPM X SOF = Points 18 876.0 24.35 3840.0 1.Single,U=1.27,SHGC=0.5 S 0.0 0.0 45.0 29.20 1.00 1313.0 2.Single,U=0.70,SHGC=0.5 N 0.0 0.0 18.7 18.85 1.00 352.0 3.Single,U=1.27,SHGC=0.5 N 0.0 0.0 39.0 17.21 1.00 671.0 4.Single,U=1.27,SHGC=0.5 W 0.0 0.0 25.0 35.48 1.00 887.0 As -Built Total: 127.7 3223.0 WALL TYPES Area X BSPM Points Type R-Value Area X SPM = Points Adjacent 156.0 0.70 109.2 1. Concrete, Ext Insul, Exterior 4.1 623.3 0.48 299.2 Exterior 623.3 1.90 1184.3 2. Frame, Wood, Adjacent • 13.0 156.0 0.60 93.6 Base Total: 779.3 1293.5 As -Built Total: 779.3 392.8 DOOR TYPES Area X BSPM Points Type Area X SPM = Points Adjacent 0.0 0.00 0.0 1.Exterior Insulated 21.0 4.80 100.8 Exterior 21.0 4.80 100.8 Base Total: 21.0 100.8 As -Built Total: 21.0 100.8 CEILING TYPES Area X BSPM Points Type R-Value Area X SPM X SCM = Points Under Attic 876.0 2.13 1865.9 1. Under Attic 30.0 876.0 2.13 X 1.00 1865.9 Base Total: 876.0 1865.9 As -Built Total: 876.0 1865.9 FLOOR TYPES Area X BSPM Points Type R-Value Area X SPM = Points Slab 96.3(p) 31.8 3062.3 1. Slab -On -Grade Edge Insulation 0.0 96.3(p) 31.90 3072.0 Raised 0.0 0.00 0.0 Base Total: 3062.3 As -Built Total: 96.3 3072.0 INFILTRATION Area X BSPM Points Area X SPM = Points 876.0 14.31 12535.6 876.0 14.31 12535.6 EnergyGauge® DCA Form 60OA-2004R EnergyGauge®/FlaRES'2004 FLRCSB v4.5 FORK460OA-2004R EnergyGauge® 4.5 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: 403 WILLOW AVE., SANFORD, FL, 32771 PERMIT #: BASE AS -BUILT Sum mer Base Points: 16573.4 Summer As -Built Points: 15046.1 Total Simmer X System Cooling Total X Cap X Duct X System X Credit = Cooling Po hts Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points System - Points) DM x DSM x AHU) sys 1: Central Unit 24000btuh ,SEER/EFF(13.0) Ducts: Unc(S),Unc(R),lnt(AH),R6.0(INS) 15046 1.00 1.09 x 1.150 x 0.85) 0.260 1.000 4181.1 16573.4 0.3250 5386.3 15046.1 1.00 1.069 0.260 1.000 4181.1 EnergyGaugell DCA Form 60OA-2004R EnergyGauge@/FlaRES'2004 FLRCSB v4.5 FORM 60OA-2004R EnergyGauge® 4.5 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS: 403 WILLOW AVE., SANFORD, FL, 32771 PERMIT #: I BASE AS -BUILT GLASS TYPES 18 X Conditioned X BWPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X WPM X WOF = Point 18 876.0 9.11 1436.0 1.Single,U=1.27,SHGC=0.5 S 0.0 0.0 45.0 11.91 1.00 535.0 2.Single,U=0.70,SHGC=0.5 N 0.0 0.0 18.7 9.36 1.00 175.0 3.Single,U=1.27,SHGC=0.5 N 0.0 0.0 39.0 15.51 1.00 604.0 4.Single,U=1.27,SHGC=0.5 W 0.0 0.0 25.0 14.25 1.00 356.0 As -Built Total: 127.7 1670.0 WALL TYPES Area X BWPM Points Type R-Value Area X WPM = Points Adjacent 156.0 1.80 280.8 1. Concrete, Ext Insul, Exterior 4.1 623.3 2.36 1471.0 Exterior 623.3 2.00 1246.6 2. Frame, Wood, Adjacent 13.0 156.0 1.60 249.6 Base Total: 779.3 1527.4 As -Built Total: 779.3 1720.6 DOOR TYPES Area X BWPM Points Type Area X WPM = Points Adjacent 0.0 0.00 0.0 1.Exterior Insulated 21.0 5.10 107.1 Exterior 21.0 5.10 107.1 Base Total: 21.0 107.1 As -Built Total: 21.0 107.1 CEILING TYPES Area X BWPM Points Type R-Value Area X WPM X WCM = Points Under Attic 876.0 0.64 560.6 1. Under Attic 30.0 876.0 0.64 X 1.00 560.6 Base Total: 876.0 560.6 As -Built Total: 876.0 560.6 FLOOR TYPES Area X BWPM Points Type R-Value Area X WPM = Points Slab 96.3(p) 1.9 183.0 1. Slab -On -Grade Edge Insulation 0.0 96.3(p) 2.50 240.8 Raised 0.0 0.00 0.0 Base Total: 183.0 As -Built Total: 96.3 240.8 INFILTRATION Area X BWPM Points Area X WPM = Points 876.0 0.28 245.3 876.0 -0.28 245.3 EnergyGauge® DCA Form 60OA-2004R EnergyGauge®/FlaRES'2004 FLRCSB v4.5 FORIVI 60OA-2004R EnergyGaugeO 4.5 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: 403 WILLOW AVE., SANFORD, FL, 32771 PERMIT #: BASE AS -BUILT Winter Base Points: 3202.9 Winter As -Built Points: 4053.8 Total Winter X System = Heating Total X Cap X Duct X System X Credit = Heating Po, ints Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points System - Points) DM x DSM x AHU) sys 1: Electric Heat Pump 24000 btuh ,EFF(7.7) Ducts: Unc(S),Unc(R),Int(AH),R6.0 4053.8 1.000 1.078 x 1.160 x 0.87)0.443 1.000 1963.8 3202.9 0.5540 1774.4 4053.8 1.00 1.093 0.443 1.000 1963.8 EnergyGaugel" DCA Form 60OA-2004R EnergyGauge@/FlaRES'2004 FLRCSB v4.5 FORM BOOA-2004R EnergyGaugeO 4.5 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method.A - Details ADDRESS: 403 WILLOW AVE., SANFORD, FL, 32771 PERMIT #: BASE I AS -BUILT WATER HEATING Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier t 2460.00 4920.0 40.0 0.92 2 1.00 2460.00 1.00 4920.0 As -Built Total: 4920.0 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points Total Points Cooling Points Heating + Hot Water = Total Points Points Points 5386 1774 4920 12081 1 4181 1964 4920 11065 PASS pF ( HE ST.4.,, 1, 6DWF EnergyGaugeT" DCA Form 60OA-2004R EnergyGauge®/FIaRES'2004 FLRCSB v4.5 FORM 600A-2004R EnergyGaugeO 4.5 Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS: 403 WILLOW AVE., SANFORD, FL, 32771 PERMIT #: 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS j SECTION I REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors 1 606.1.ABC.1.1 I Maximum:.3 cfm/sq.ft. window area; .5 cfm/sq.ft. door area. Exterior & Adjacent Walls 606.1.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at corners; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from and is sealed to the foundation to the top plate. Floors 606.1.ABC.1.2.2 Penetrations/openings >1/8" sealed unless backed by truss or joint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed to the perimeter, penetrations and seams. Ceilings 606.1.ABC.1.2.3 Between walls & ceilings; penetrations of ceiling plane of top floor; around shafts, chases, soffits, chimneys, cabinets sealed to continuous air barrier; gaps in gyp board & top plate; attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is sealed at the perimeter, at penetrations and seams. Recessed Lighting Fixtures 606.1.ABC.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3" from insulation; or Type IC rated with < 2.0 cfm from conditioned space, tested. Multi -story Houses 606.1.ABC.1.2.5 Air barrier on perimeter of floor cavity between floors. Additional Infiltration regts 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. 6A-22 OTHER PRESCRIPTIVE MEASURES (must be met or exceeded by all residences.) COMPONENTS SECTION REQUIREMENTS I CHECK Water Heaters 1612.1 Comply with efficiency requirements in Table 612.1.ABC.3.2. Switch or clearly marked cir breaker electric or cutoff as must be provided. External or built-in heat trap required. Swimming Pools & Spas 612.1 Spas & heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficiency of 78%. Shower heads 612.1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and installed in accordance with the criteria of Section 610. Ducts in unconditioned attics: R-6 min. insulation. HVAC Controls 607.1 Separate readily accessible manual or automatic thermostat for each system. Insulation 604.1, 602.1 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. EnergyGaugeT' DCA Form 60OA-2004R EnergyGauge®/FlaRES'2004 FLRCSB v4.5 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 87.6 The higher the score, the more efficient the home. RICHARDS, 403 WILLOW AVE., SANFORD, FL, 32771 I . Nev construction or existing New 2. Si r,le family or multi -family Single family _ 3. Nunber of units, if multi -family I 4. Nunber of Bedrooms 2 _ 5. Is this a worst case? No _ 6. Cotditioned Floor area (ft') 876 ft' _ 7. Glass typel and area: (Label reqd. by 13-104.4.5 if not default) a. U-factor: Description Area or Single or Double DEFAULT) 7a(Sngle, U=1.3) 45.0 ft' b. SHGC: or Clear or Tint DEFAULT) 7b. (SHGC=0.5) 127.7 ft' 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 96.3(p) ft _ b. N/A c. N/A 9. Wall types a. Concrete, Ext Insul, Exterior R=4.1, 623.3 ft' _ b. Frame, Wood, Adjacent R=13.0, 156.0 ft' c. N/A d. N/A e. N/A 10. Ceiling types a. Under Attic R=30.0, 876.0 W _ b. N/A c. N/A 11. Ducts a. Sup: Unc. Ret: Unc. AH(Sealed):Interior Sup. R=6.0, 50.0 ft b. N/A 12. Cooling systems a. Central Unit b. N/A c. N/A 13. Heating systems a. Electric Heat Pump b. N/A c. N/A 14. Hot water systems a. Electric Resistance b. N/A c. Conservation credits HR-Heat recovery, Solar DHP-Dedicated heat pump) 15. HVAC credits CF-Ceiling fan, CV -Cross ventilation, HF-Whole house fan, PT -Programmable Thermostat, MZ-C-Multizone cooling, MZ-H-Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Date: Address of New Home: City/FL "Lip: Cap: 24.0 kBtu/hr SEER: 13.00 Cap: 24.0 kBtu/hr HSPF: 7.70 Cap: 40.0 gallons EF: 0.92 NOTE: The home's estimated enemy pertrntanc•e score is only available through the FLARES computer progr•cun. This is not a Building Energ)- Rating. ff.vour score is 80 or greater (or 86 for a US EPA/DOE EnergvSt(u•r"clesignation), i,our home mrlr gaol f -for energy e//iciencly mortgage (EEM) incentives if uotr obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge web site at %vuviv.fsec.trc•fedtr for information and a list of c•ertifred Raters. For information about Florida's Enemy F_ ff c•iency Code For Building Construction, contact the Department o%Community, Af%airs at 8501487-1824. I Predominant glass type. For actual glass type and areas, see Sumner fi Winter Glass output on ages 2&4. EnergyGauge® (Version: FLRCSv4.5) 24967 Job No: 861815 Building Bid No: A1482 Supply ENGINEERING COVER SHEET Date: 3/12/2007 e WOLSEUYoompany Project: Valincy Residence Model Sold To: Hamilton County Const. Ship To: 406 Willow Road Lot/Block/Sub: , , City/County: Sanford , Seminole Co Design Code Design Software Wind Speed IFBC2004/TP12002 IMitek 20/20 6.500 1120 mph Design Method: Roof Load Floor Load IMWFRS/C-C Hybrid Wind ASCE 7-02 1 40 psf Engineer or Professional of Record: --There is no Engineer of Record at the time drawings were sealed. This package includes 12 individual, dated Truss Design Drawing(s). Page I of I. ID Seq No Date ID Seq No Date i1D Seq No Date ID Seq No Date la01 12921 3/8/2007 ia04 12924 3/8/2007 Ja07 12927 3/8/2007 JJb02 12930 3/8/2007 la02 12922 3/8/2007 1a05 12925 3/8/2007 1a08 12928 3/8/2007 c01 12931 3/8/2007 a03 12923 3/8/2007 a06 12926 3/8/2007 12929 3/8/2007 ;c02 12932 3/8/2007 Steven P. Lieberman, P.E. (Truss Design Engineer; FL PE License # 589121; Stock Building Supply.; 220 W. Brandon Blvd.; Suite #204; Brandon, FL 33511 (813) 571-0870 The truss drawing(s) referenced above have been prepared under my direct supervision based on the parameters provided by Stock Building Supply. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. UNLESS NOTED ABOVE, THERE IS NO STRUCTURAL ENGINEER OF RECORD AT THE TIME THESE DRAWINGS WERE SEALED NOTE: The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of the component for any particular building is the responsibility of the building designer, per ANSI/TPI-2002 Sec.2. 0311212007 Sob Truss Truss Type QtY Ply 861815-Va[incy Res. 429 W. church Ave. 861815 A01 ROOF TRUSS i 1 rIlobReference (oodonal Sock Building Supply, 407.299.1522 6.500 s Dec 14 2006 MITek Industries, Inc. Mon Mar 12 13:04:02 2007 Page 1 1-4-0, 5-11-14 11-3-15 16-8-0 22-0-1 27-4-2 33-4-0 34-8-Q 1-4-0 5-11-14 5-4-1 5-4-1 5.4-1 5-4-1 5-11-14 1.4-0 Scale - 1:54.8 4x6 = 3x6 19 18 17 16 15 14 13 12 11 10 30 = 30 = Sx6 = 3x8 = 5x6 = 3x4 = 3x4 = Unsymmetrical Truss Use caution during installation. t 8-7-14 16-8-0 i 24-8-2 33-4-0 8-7-14 8-0-2 8-0-2 8-7-14 Plate Offsets MY): [2:0-3-0,0-1-8), [12:0.2-0,0.1.81. [15:D-3.0,0.3-0), r17:0-3-0,D-3.O1, [19:0-1-8.0-0-1) LOADINQpsf) SPACING 2-0-0 CSI DEFL in (roc) Udefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.31 Vert(LL) -0.11 2-19 9 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.74 Vert(TL) -0.30 2-19 240 BOLL 0.0 Rep Stress Incr NO WB 0.58 J486Horz(TL) 0.01 16 n/a BCDL 10.0 Code FBC2004/TPI2002 Matrix) Wind(LL) 0.03 2-19 240 Weight: 220 lb LUMBER BRACING TOP CHORD 2 X 4 SYP N0.2 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc pudins. BOT CHORD 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 1 - Ply REACTIONS(lb/size) 2-569/0.8-0, 16=1331/20-8.0, 18=58/20-8-0, 14=66/20-8-0, 13=27/20-8-0, 12=355/20-8-0, 11-4/20.8.0, 10=125/20.8-0, 8=294/20.8.0 Max Horz 2=-141(LC 7) Max Uplift2=-305(LC 6), 16=-610(LC 6), 12=-323(LC 7), 11=-4(LC I1), 8=-223(LC 7) Max Grav 2=575(LC 10), 16-1331(LC 1), 18=106(LC 2), 14=129(LC 2), 13=57(LC 2), 12=494(LC 11), 11=26(LC 2), 10=189(LC 2), 8=311(LC 11) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/30, 2-3=-673/273, 3-4=-403/197, 4-5=-114/480, 5-6=-99/480, 6-7=-40/287, 7-8=-179/120, 8-9=0/29SOTCHORD2-19=-269/574, 18.19=0/155, 17-18=0/155,-X=0/155, 15-16=-215/183, 14-15--215/183, 13-14=-215/183, 12.13=-215/183, 11-12=-27/106, 10-11--27/106, 8-10— 27/106 WEBS 3-19=-354/294, 4-19=-138/454, 4-16=-637/404, 5-16=-644/268, 6-16=-279/202, 6-12--227/183, 7-12=-369/323 NOTES (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 120mph (3-second gust); h=25ft; TCDL=S.Opsf; BCDL=5.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone and C-C Interior(1) zone; Lumber DOL=1.60 plate grip DOL=1.60. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 4) All plates are 20 MT20 unless otherwise indicated. 5) Gable studs spaced at 2.0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 305 lb uplift at joint 2, 610 lb uplift at joint 16, 323 lb uplift at joint 12, 4 lb uplift at joint 11 and 223 lb uplift at joint 8. 8) Segn:12921, Date:3/8/2007 LOAD CASE(S) Standard 0311212007 Truss Design Engineor. Steven Licbermon, P.E. (FL Li- a 58912) Stuck Building Supply 220 W. Brandon Bhd.; Suite 204, Brundon, FL 33511 lob Truss Truss Type Q<y Ply 861815-Valincy Res. 429 W. church Ave. 861k15 A02 ROOF TRUSS 1I 1 1 Job Reference (optional) Stock Building wpph, 9ui.2r.uu 0.000 5 l LY LUUO nil I ell In0{AUIO, L— — I -ICI — -.U- u zuu/ royc 1 1-4-0 5-11-14 11-3-15 16-8-0 , 22-0-1 27-4-2 33-4-0 ,34-8-Q 1-4-0 5-11-14 5-4-1 5-4-1 5-4-1 5-4-1 5-11-14 1-4-0 Scale = 1:54.8 4x6 = Ito 4x6 = 13 12 11 10 4x6 = 30 = Sx8 = 30 = 8-7-14 1 12-8-0 16-8-0 24-8-2 _ 33-4-0 8-7-14 4-0-2 4-M 8-0-2 8-7-14 LOADINQpsf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.31 Vert(LL)-0.1710-11 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.82 Vert(TL)-0.4910-11 >499 240 BCLL 0.0 Rep Stress Incr YES W B 0.61 Horz(TL) 0.12 8 n/a n/a BCDL 10.0 Code FBC2004/TPI2002 Matrix) Wind(LL) 0.1810-I1 >999 240 Weight: 164 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-1 oc purtins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 8-1-14 oc bracing. WEBS 2 X 4 SYP No.3 1-Pry REACTIONS(lb/size) 2=1264/0-8-0, 8=1308/0-3-8, 12=245/0-8-0 Max Horz 2=71(LC 6) Max Uplift2--482(LC 6), 8=-482(LC 7), 12--39(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/30, 2-3=-2321/700, 3-14=-2068/619, 4-14=-2002/638, 4-5=-1496/543, 5-6=-1496/542, 6-15=-2230/689, 7-15=-2295/670, 7-8=-2573/758, B-9=0/30 BOT CHORD 2.13=-579/2079, 12-13=-366/1709, 11-12=-366/1709, 10-11=-390/1817, 8-10--577/2305 WEBS 3-13--313/247, 4-13=-67/348, 4-11=-554/238, 5-11=-234/775, 6-11=-670/270, 6-10=-109/529, 7-10=-333/261 NOTES (5) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.02; 120mph (3-second gust); h=25ft; TCDL=5.Opsf; BCDL=S.Opsf; Category 1I; Exp B; enclosed; MWFRS gable end zone and C-C Interlor(1) zone; Lumber DOL=1.60 plate grip DOL=1.60. This truss Is designed for C-C for members and forces, and for MWFRS for reactions specified. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 482 Ito uplift at joint 2, 482 lb uplift at joint 8 and 39 lb uplift at joint 12. 5) Segn:12922, Date:3/8/2007 LOAD CASE(S) Standard 0311212007 Truss Design Engineer. Steven Llebermen, P.E. (FL License a 58912) Stock Building Supply 220 W. Brandon Blvd.; Suite 204. Brandon, FL 33511 Job Truss Truss Type Q1Y Ply 861815-Valincy Res. 429 W. church Ave., 861815 A03 ROOF TRUSS 1 1 Job Reference I 9 Supplyy, 40, 6.500 s Dec 14 2DO6 MITek Industries, Inc. Mon Mar 12 13:04:14 2007 Page 1 r1-4- 6-11-14 13-3-15 19-8-0 26-0-1 32-4-2 39-4-0 AO 8 0 1-4-0 6-11-14 6-4-1 6-4-1 6-4-1 6-4-1 6-11-14 1-" Scale: 3/16"- V Sx8 = r- zi zu 19 1a 11 16 15 14 13 12 11 10 "" - 3x4 = Sx8 = 3x4 = 10-1-14 19-8-0 29-2-2 39-4-0 10-1-14 9-6-2 9-0-2 10-1-14 i I$ Plate Offsets MY): r2:0-3-0,0-1-81, r3:0.3-0,0-3-41, (7:0-3-0,0-3-41, r8:0-3-0,D-1.81,f18:0-4-0,0-3-01 LOAOINC(psf) SPACING 2-0.0 CSI DEFL In (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.41 Vert(L-) -0.19 2-22 >833 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.63 Vert(TL) -0.52 2.22 >308 240 BCLL 0.0 Rep Stress Incr NO WB 0.27 Horz(TL) 0.01 18 n/a n/a BCDL 10.0 Code FBC20041TPI2002 Matrix) Wind(LL) 0.07 2-22 >999 240 Weight: 287 lb LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 1 - Ply BRACING TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6.0.0 oc bracing. WEBS 1 Row at m)dpt 4-18, 5-18, 6-18 REAMONS(Ib/slze) 2=657/0-8-0, 18-1517/26-8-0, 13-389/26-8-0, 19-40/26-8-0, 20=42/26-8.0, 21-12/26-8.0, 17-40/26-8-0, 16=40/26-8-0, 15-42/26-8-0, 14=32/26-8-0, 12-60/26-8-0, 11=-11/26-8-0, 10-149/26-8-0, 8-293/26-8-0 Max Horz 2-162(LC 6) Max Uplift2--336(LC 6), 18=-755(LC 6), L3=-382(LC 7), 21=-19(LC 6), 11=-12(LC 11), 10--28(LC 7), 8=-230(LC 7) Max Grav 2=665(LC 10), 18=1517(LC 1), 13=547(LC 11), 19-71(LC 2), 20=114(LC 2), 21-12(LC 10), 17=80(LC 2), 16-79(LC 2), 15=84(LC 2), 14=63(LC 2), 12-104(LC 2), 11-42(LC 7), 10=168(LC 2), 8=314(LC 11) FORCES (lb) - Maximum Compresslon/Maxlmum Tension TOP CHORD 1-2=0/30, 2-3=-819/327, 3.4--501/223, 4-5=-137/566, 5-6--118/565, 6.7=-52/334, 7-8=-210/130, 8-9=0/29 BOT CHORD 2.22=-328/702, 21-22=0/184, 20-21=0/184, 19.20=0/184, 18-19=0/184, 17-18 254/215, 16.17=-254/215, 15-16--254/215, 14-15--254/215, 13-14=-254/215, 12-13=-40/121, 11-12=-40/121, 10-11=-40/121, 8-10=-40/121 WEBS 3-22--422/354, 4-22=-168/561, 4-18--763/477, 5-18--763/321, 6-18=-331/239, 6.13=-26V211, 7-13=-424/378 NOTES (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 120mph (3-seoond gust); h-25ft; TCDL=S.Opsf; BCDL-S.Opsf; Category II; Exp 8; enclosed; MWFRS gable end zone and C-C Interior(1) zone; Lumber DOL-1.60 plate grip DOL-1.60. This truss Is designed for C-C for members and forces, and for MWFRS for reactions spedfled. 3) Truss designed for wind bads In the plane of the truss only. For studs exposed to wind (normal to the face), see Mrrek "Standard Gable End Detail" 4) All plates are 2x4 MT20 unless otherwise Indicated. 5) Gable studs spaced at 2-0-0 oc 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 336 lb uplift at )Dint 2, 755 lb uplift at Joint 18, 382 lb uplift at Joint 13, 19 lb uplift at Joint 21, 12 lb uplift at joint 11, 28 lb uplift at Joint 10 and 230 lb uplift at Joint 8. 8) Segn:12923, Date:3/8/2007 LOAD CASE(S) Standard 0311212007 Tnm Design Engkwer. Stevan Ucb-, P.E. (FL Uco 0 56012) Stock Buadi g Supply 220 W. Brandon Bhd.: Sucre 204, Brandon, FL 33511 Job Truss Truss Type Q1Y aly 861815-Valincy Res. 429 W. church Ave. 861i315 A04 ROOF TRUSS 7 1 Job Reference (optlonap Stock Building Supply, 407.299.1522 6.500 s Dec 14 2006 MiTek Industries, Inc Mon Mar 12 13:04:16 2007 Page 1 r 7-6-8 13-7-4 19-8-0 25-8-12 31-9-8 39.4-0 AO 8 0 1-4-0 7-6-8 6-0-12 6-0-12 6-0-12 6-0-12 7-6-8 1-4-0 Sole - 1:64.9 5x6 II 5.DDFIT 4x10 = 2x4 II 2x4 II 4x10 = 2x4 11 Note Large Deflection. Building designer should consider aesthetic implications. This truss moots or exceeds the dofloction criteria listod bolow. 7-6-8 13-7-4 , 19-8-0 , 25-8-12 31-9-8 39-4-0 7-6-8 6-0-12 6-0-12 6-0-12 6-0-12 7-6-8 Plate Offsets MY): r2:0-2-10,0-0.111, r3:0-3-0,0-3-01, r7:0-3-0,0.3-01, r8:0-3-2,0-0-71, 1`11:0.4-0,04-81, (13:0-4-0,0-4-81 LOADINQpsf) SPACING 2.0.0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.98 Vert(LL) -0.57 12 >809 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.80 Vert(TL) -1.44 12 >322 240 BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(TL) 0.82 8 n/a n/a BCDL 10.0 Code FBC2004frP12002 Matrix) Wind(LL) 0.57 12 >810 240 Weight: 236 Ito LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2 X 6 SYP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 7.3-3 oc bracing. Except: 812 X 6 SYP NoAD, 812 X 6 SYP Nci FI 2 X 4 SYP No.2 7-1.0 oc bracing: 2-14 WEBS 2 X 4 SYP No.3 7-2.0 oc bracing: 13-14 1 - Ply JOINTS 1 Brace at Jt(s): 14 REACTIONS(lb/size) 2=1647/0.8-0, 8=1647/0-8-0 Max Hors 2-78(LC 6) Max Uplift2=-573(LC 6), 8=-573(LC 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1.2=0/31, 2-3 5943/1524,3-4=-5110/1327,4-5=-3970/1006, 5.6=-3970/1006, 6-7=-5110/1328,7-8=-5943/1524, 8-9=0/31 BOT CHORD 2-14=-1361/5483,13-14=-1366/5490, 12-13=-996/4750, 11-12=-996/4750, 10-11=-1301/5490, 8-10=-1291/5483 WEBS 3-14=0/226, 3.13=-767/413, 4-13=-71/425, 4-12=-1114/416, 5-12=-559/2623, 6-12=-1114/416, 6- 1 1=-72/425, 7-11=-767/420, 7-10=0/226 NOTES (6) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 120mph (3-second gust); h=25ft; TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone and C-C Interior(1) zone; Lumber DOL=1.60 plate grip DOL-1.60. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Bearing at joint(s) 2, 8 considers parallel to grain value using ANS1/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 573 It, uplift at joint 2 and 573 lb uplift at joint 8. 6) Segn:12924, Date:3/8/2007 LOAD CASE(S) Standard 0311212007 Truss Design Engineer. Steven Llebermon, P.E. (FL Ucense 0 58912) Stock Building Supply 220 W. Brandon Blvd.; Suite 204, Brandon, FL 33511 Job Truss Truss Type Qty Ply 861815-Valincy Res. 429 W. church Ave., 861815 A05 ROOF TRUSS 6 1 Job Reference al my wr, w 5.500 s Dec 14 2006 MFrek IndustneS, Inc. Mon Mar 12 13:04:57 2007 Page 1 r1-4-0 7-6-8 13-7-4 19-8-0 25-8-12 31-9-8 39-4-0 AO 8 0 1-4-0 7-6-8 6-0-12 6-0-12 6-0-12 6-0-12 7-6-8 1-4-0 Sole = 1:64.9 5x6 11 5.00r12 4x12 i: 4x12 Note Large Deflection. Building designer should consider aesthetic implications. This truss meets or exceeds the deflection criteria listed below. 7-0-8 13-7-4 19-8-0 25-8-12 31-9-8 39-4-0 7-6-8 6-0-12 6-0-12 6-0-12 6-0-12 7-6-8 LOADINQpsf) SPACING 2-0-0 CSI DEFL In (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.99 Vert(LL) -0.59 12 >784 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.96 VertCM) -1.49 12 >312 240 BCLL 0.0 Rep Stress Inv YES WB 0.84 Horz(TL) 0.86 8 n/a n/a BCDL 10.0 Code FBC20D4/TP12002 Matrix) Wind(LL) 0.59 12 >786 240 Weight: 214lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2 X 4 SYP No.3 1- Ply REACTIONS(lb/size) 2-1647/0-8-0, 8-1647/0-8-0 Max Herz 2--78(LC 7) Max Uplift2=-573(LC 6), 8--573(LC 7) FORCES (lb) - Maximum Compression/Maxlmum Tension TOP CHORD 1.2=0/31, 2-3--5959/1529,3-4=-5115/1329, 4.5--3970/1006, 5-6=-3970/1006, 6-7=-5116/1329,7-8=-5959/1529, 8-9=0/31 BOT CHORD 2-14=-1366/5500, 13-14=-1370/5505, 12-13--997/4755, 11-12=-997/4755, 1D-11--13D4/5505, 8-10=-1295/5500 WEBS 3-14=0/229,3-13=-777/416,4-13=-71/426, 4-12--1118/417,5-12=-559/2624, 6.12=-1118/417, 6-11=-72/426,7-11=-777/424, 7-10-0/229 NOTES (6) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 120mph (3-seoond gust); h=25ft; TCDL=S.Opsf; BCDL=S.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone and C-C Interior(1) zone; Lumber DOL=1.60 plate grip DOL=1.60. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify opacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 573 It, uplift at Joint 2 and 573 lb uplift at Joint 8. 6) Segn:12925, Date:3/8/2007 LOAD CASE(S) Standard 0311212007 Truro omign Engineer. Steven Llebennan, P.E. (FL Ll e 0 56912) Stock Buildbg Supply 220 W. B—don Btvd.; Suite 204. Brandon, FL 33511 Job Truss Type Qtv v 861815-Valincy Res. 429 W. church Ave. 86T815 TAO'6 ROOFTRIJISS 1 1 Job Reference o tlonal Stork Building Supply, 407.299.1522 6.500 s Dec 14 2006 MiTek Industries, Inc. Mon Mar 12 13:04:59 2007 Page 1 F1-4 6-11-14 1 13-3-15 19-8-0 23-6-0 274-0 33-0-0 394-0 BO-8-0 1.4-0 6-11-14 6-4-1 6-4-1 3-10-0 3-10-0 5-8-0 64-0 14-0 Scale = 1:64.9 5x6 = 9M.. ff" N Orb 3x6 24 23 22 21 20 19 18 17 16 IS 14 13 12 r V 5x6 = 3x4 = 3x8 = 6x10 = 3x4 II 2.50 12 3x6 = 9-6-9 19-8-0 , 274-0 33-" I 394-0 i 9-6-9 10-1-7 7-8-0 5-8-0 6-4-0 Plate Offsets MY): r2:0-3-0,0.1-81, r3:0-2-12,0.3-01, r8:0-3.0,0-3.01, r21:0-1-0,0-1-81, r22:0-3-0,0-3-01 LOADINQpsf) SPACING 2.0-0 CSI DEFL in (loc) I/deft Vd PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.37 Vert(LL) -0.03 9-11 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.28 Vert(TQ -0.09 9-11 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.51 Horz(TL) 0.02 9 n/a n/a BCDL 10.0 Cade FBC2004frP12002 Matrix) Wind(L-) 0.03 9-11 >999 240 Weight: 290 lb LUMBER TOP CHORD 2 X 4 SYP No.2 DOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 1 - Ply BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at micipt 4-16,5-16 REACTIONS(Ib/size) 2-313/274-0, 12=1069/27.4-0, 9=366/0-8-0, 16=541/27-4-0, 17=40/274-0, 18=39/27-4.0, 19=43/27-4-0, 20-28/27-4-0, 21=614/27-4-0, 23=27/27-4-0, 24=137/274-0, 15=38/27-4-0, 14=49/27-4-0, 13=-3/27.4-0 Max Hors 2=161(LC 6) Max Uplift2--201(LC 6), 12= 481(LC 7), 9=-252(LC 7), 16=-299(LC 6), 21=-439(LC 6), 24=-31(LC 6), 13=-3(LC 11) Max Grav 2-319(LC 10), 12=1090(LC 11), 9=367(LC 11), 16-541(LC 1), 17-80(LC 2), 18=79(LC 2), 19=86(LC 2), 20=59(LC 2), 21=658(LC 10), 23=104(LC 2), 24=146(LC 2), 15=76(LC 2), 14=97(LC 2), 13=4(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/29, 2-3=-219/156, 3-4=-63/237, 4-5=0/239, 5-6=0/225, 6-7=0/514, 7-8=-90/551, 8-9=-309/91, 9.10=0/26 SOT CHORD 2-24--80/130, 23.24=-80/130, 22.23=-80/130, 21-22=-80/130, 20-21=-59/185, 19-20=-59/185, 18-19=-59/185, 17.18=-59/185, 16-17=-59/185, 15-16=-216/258, 14-15=-216/258, 13-14=-216/258, 12-13=-216/258, 11-12=0/221, 9-11=0/237 WEBS 3-21=-403/362, 4-21=-343/242, 4-16=-220/214, 5-16-459/142, 6-16=0/142, 6-12=-487/129, 7-12=-300/267, 8-12=-727/328, 8-11=0/321 NOTES (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 120mph (3-second gust); h=25ft; TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp 8; enclosed; MWFRS gable end zone and C-C Interior(1) zone; Lumber DOL=1.60 plate grip DOL=1.60. This truss Is designed for C-C for members and forces, and for MWFRS for reactions specified. 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Mrrek "Standard Gable End Detail" 4) All plates are 2x4 MT20 unless otherwise Indicated. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (try others) of truss to bearing plate capable of withstanding 201 It, uplift at joint 2, 481 lb uplift at joint 12, 252 It, uplift at joint 9, 299 lb uplift at joint 16, 439 lb uplift at joint 21, 31 lb uplift at joint 24 and 3 lb uplift at joint 13. 9) Segn:12926, Date:3/8/2007 LOAD CASE(S) Standard 0311212007 Truro Design Engineer: Steven Uabern an, P.E. (FL License a 58912) Stock Building Supply 220 W. Bandon Blvd.: Sulta 204. Brandon, I JJ511 Job Truss Truss Type Q1y Ply 861815-Valincy Res. 429 W. church Ave. 861815 A07 ROOF TRUSS 3 1 1 Job Reference al 5mac ntdiding Suppy, 407.299.022 6.500 s Dec 14 2006 MlTek Industries, Inc. Mon Mar 12 13:05:02 2007 Page 1 P 1-4-0 1 6-5-14 12-4-0 18-2-0 24-8-0 26-0-0 , 1-4-0 6-5-14 5-10-2 5-10-0 6-6-0 1-4-0 Scale = 1:42.3 2x4 11 Sx6 = Sx8 = 2.50 12 6-5-14 12-4-0 144-0 18-4-0 24-8-0 6-5-14 5-10-2 0-4-0 5-8-0 6-4-0 1$ fT Plate offsets (X,Y): r8:0.3-0,0-0-0) LOADINQpsf) SPACING 2-0-0 CSI DEFL in (loc) I/de0 L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.34 Vert(LL) -0.03 2.10 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.23 Vert(TL) -0.10 2-10 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Cade FBC2004/TPI2002 Matrix) Wind(LL) 0.04 2-10 >999 240 Weight: 113 lb LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 I - Pry REACTIONS(lb/size) 2-378/D-3-8, 6=341/0-8-0, 9=1404/0.8-0 Max Hors 2=66(LC 6) Max Upllft2--248(LC 6), 6--255(LC 7), 9 325(LC 6) Max Grav 2-461(LC 10), 6-366(LC 11), 9=1404(LC 1) BRACING e TOP CHORD Structural wood sheathing directly applied or 6.0.0 oc purllns. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc tracing. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/30, 2-11=-462/146, 3-11--311/150, 3.4=-44/561, 4.5=-59/614, 5-12--151/86, 6-12--3D4/83, 6-7=0/26 BOT CHORD 2-10=-112/362, 9-10--112/362, 8-9=-76/206, 6.8=-61/233 WEBS 3-10=0/275, 3-9=-698/282, 4-9--738/192, 5-9=-725/247, 5-8=0/277 NOTES (6) 1) Unbalanced roof live bads have been considered for this design. 2) Wind: ASCE 7-02; 120mph (3-seoond gust); h=25ft; TCDL-S.Opsf; BCDL=5.Opsf,, Category II; Exp B; enclosed; MWFRS gable end zone and C-C Interior(1) zone; Lumber DOL-1.60 plate grip DOL-1.60. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Bearing at joint(s) 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 248 lb uplift at joint 2, 255 Ill uplift at Joint 6 and 325 lb uplift at Joint 9. 6) Segn:12927, Date:3/8/2007 LOAD CASE(S) Standard 0311212007 Truax Design Enghm .. Stews Uebennan, P.E. (FL Lk— 0 58912) Stock Building Supply 220 W. Brandon Blvd.: Suite 204, Brandon, FL 33511 b truss Truss Type Qty Ply Res. 429 W. church Ave. 861'815 A08 GABLE 11, 86181S-Valincy ob Reference (optional) Stock Building Supply, 407.299.1522 6.500 s Dec 14 2006 MRek Industries, Inc. Mon Mar 12 13:05:03 2007 Page 1 i 1-4-0 6-5-14 12-4-0 18-2-0 24-8-0 26-0-0 1-4-0 6-5-14 5-10-2 5-10-0 6-6-0 1-4-0 Sole = 1:42.3 5x6 = 5x8 = 2.50 12 6-5-14 12-4-0 14-8-0 18-4-0 24-8-0 6-5-14 5-10-2 0-4-0 5-8-0 6-4-0 1=6 N LOADINQpsf) SPACING 2-0-0 CSI DEFL In (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.34 Vert(LL) -0.03 2-10 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.23 Vert(TL) -0.10 2-10 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code FBC2004/TPI2002 Matrix) Wind(LL) 0.03 2-10 >999 240 Weight: 131 It, LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing. WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 1 - Ply REACTIONS(Ib/size) 2=378/0-3-8, 6=342/D-8-0, 9=1404/0-8-0 Max Horz 2=110(LC 6) Max Uplift2=-260(LC 6), 6=-258(LC 7), 9=-422(LC 6) Max Grav 2=461(LC 10), 6=366(LC I1), 9=1404(LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1.2=0/29, 2-3=-462/168, 3-4=-63/561, 4-5=-77/613, 5.6=-304/117, 6-7=0/26 BOT CHORD 2-10=-139/362, 9.10=-139/362, 8-9=-76/207, 6.8=-61/233 WEBS 3-10=0/275, 3.9=-698/370, 4-9=-738/246, 5-9=-725/347, 5-8=0/277 NOTES (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.02; 120mph (3-second gust); h=25ft; TCDL=5.Opsf; BCDL-5.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone and C-C Interior(1) zone; Lumber DOL=1.60 plate grip DOL=1.60. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MITek "Standard Gable End Detail" 4) All plates are 2x4 MT20 unless otherwise Indicated. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Bearing at joint(s) 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify opacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 260 lb uplift at joint 2, 258 lb uplift at joint 6 and 422 It, uplift at joint 9. 9) Segn:12928, Date:3/8/2007 LOAD CASE(S) Standard 0311212007 Trues Design Engineer. Stevan Lieberman, P.E. (FL License 0 58912) Stock Building Supply 220 W. Bandon Blvd,; Suite 204. Brandon, FL 33511 Job Truss Truss Type QN Ply 861815-Valincy Res. 429 W. church Ave., 861815 801 ROOF TRUSS 1 1 Job Reference (optional) Sbo& Building Supply, 407.299.1522 6.500 s Dec 14 2006 MITek Industries, Inc Mon Mar 12 13:05:05 2DO7 Page 1 1-4-0 6-8-0 13-4-0 14-8-0 , 1-4-0 6-8-0 6-8-0 4x4 = Lx9 II "It II 2x4 II - 13-4-0 1-4-0 Scale = 1:24.4 li LOADINQpsf) SPACING 2-0-0 CSI DEFL in (lac) I/defi L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.21 Vert(LL) 0.00 7 n/r 90 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.16 Vert(R) 0.02 7 n/r 90 BOLL 0.0 Rep Stress Ina NO WB 0.05 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code FBC2004fTP12002 Matrix) Weight: 55 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc pudins. DOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2 X 4 SYP No.3 1 Ply REACTIONS(lb/size) 2-245/13-4-0, 6-245/13-4-0, 9=-19/13-4-0, 10=378/13-4-0, 8=378/13-4-0 Max Horz 2--71(LC 7) Max Uplift2=-164(LC 6), 6=-177(LC 7), 9=-29(LC 2), 10--185(LC 6), 8=-185(LC 7) Max Grav 2=246(LC 10), 6=246(LC 11), 9=87(LC 7), 10=378(LC 1), 8=378(LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/29, 2-3--51/59, 3-4=-44/119, 4-5=-44/116, 5-6--51/59, 6.7-0/29 BOT CHORD 2-10--2/81, 9-10=-2/81, 8-9--2/81, 6-8=-2/81 WEBS 4-9=-75/15, 3-10=-265/218, 5-8=-265/217 NOTES (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 120mph (3-second gust); h-25ft; TCDL-5.Opsf; BCDL=5.Opsf,, Category 11; Exp B; enclosed; MWFRS gable end zone and C-C Intedor(1) zone; Lumber DOL=1.60 plate grip DOL=1.60. This truss is designed for CC for members and forces, and for MWFRS for reactions specified. 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Mirek "Standard Gable End Detail" 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2-0-0 oc 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by otters) of truss to bearing plate capable of withstanding 164 It, uplift at Joint 2, 177 lb uplift at joint 6, 29 lb uplift at Joint 9, 185 lb uplift at joint 10 and 185 lb uplift at joint 8. 8) Segn:12929, Date:3/8/2007 LOAD CASE(S) Standard 0311212007 Truro Deign Etglno .. Stove Uebennen, P.E. (FL Ucerne 0 58912) St-k Building %"it no W. Brondon BM.; Suks 204, Brandon, 1L JJ511 Job Truss Truss Type QLv Ply861815-Valincy Res. 429 W. church Ave. 861815 BO2 ROOF TRUSS 1 1 Job Reference (optional) Rock Bullbing Supply, 9u[yy. uu o.uu a ucc •Y cuuo r,r,cz uruwu,o, ua. wrr, ier cc u.w.w awi rayc 6-8-0 _ _ 13-4-0 — 14-8-0 1-4-0 6-8-0 6-8-0 1-4-0 Scale - 1:24.4 4x6 = 3 10 3x,1 = 2x4 11 'x' — 6-8-0 LOADINQpsf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.31 Vert(LL) 0.03 4-6 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.32 Vert(TL) 0.09 4-6 >999 240 BCLL 0.0 Rep Stress Inv YES WS 0.09 Horz(TL) 0.02 4 n/a n/a BCDL 10.0 Code FBC2004/rPI2002 Matrix) Wind(LL) 0.03 2-6 >999 240 Weight: 50 lb LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 1-Ply REACTIONS(lb/size) 2=607/0-8-0, 4=607/0-8-0 Max Horz 2=-66(LC 7) Max Uplift2=-301(LC 6), 4=-301(LC 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/30, 2-7=-793/237, 3-7=-654/240, 3-8=-654/240, 4-8=-793/237, 4-5=0/30 BOT CHORD 2-6=-142/662, 4-6=-142/662 WEBS 3-6=0/293 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES (5) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 120mph (3-second gust); h=25ft; TCDL=5.Opsf; BCDL=S.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone and C-C Interior(L) zone; Lumber DOL=1.60 plate grip DOL-1.60. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 301 lb uplift at joint 2 and 301 lb uplift at joint 4. 5) Segn:12930, Date:3/8/2007 LOAD CASE(S) Standard 0311212007 Truss Design Engineer. Stevan Liebarmon, P.E. (FL License # 50912) Stock BuiWing Supply 220 W. Bandon Blvd.: Suite 2D4, Brandon, FL 33511 Job Truss Truss Type QN ply 861815-Valincy Res. 429 W. church Ave.. 861815 C01 ROOF TRUSS 1 1 1 Job Reference o onal xacx eu,w,ng Suppiy, 90, 6.500 s Dec 14 2006 MITek Industries, Inc Mon Mar 12 13:05:07 2007 Page 1 1-4-0 , 6-4-0 12-8-0 14-" 1-4-0 6-4-0 6-4-0 1-4-0 Scale - 1:23.3 4x4 = 1b 3x4 = 2x4 11 2x4 II 2x4 II 3x4 = LOADINQpsf) SPACING 2-D-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.18 Vert(LL) 0.00 7 n/r 90 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.13 VertM) 0.01 7 n/r 90 BCLL 0.0 Rep Stress Ina NO WB 0.05 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code FBC20D4/TPI2D02 Matrix) Weight: 52 lb LUMBER BRACING TOP CHORD 2 X 4 SYP N0.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins. SOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2 X 4 SYP No.3 1-Ply REACTIONS(lb/size) 2=737/12-8-0, 6-237/12-8-0, 9=14/12-8-0, 10-343/12-8-0, 8-343/12-8-0 Max Horz 2=-69(LC 7) Max Uplift2=-162(LC 6), 6 174(LC 7), 9=-2(LC 2), 10=-166(LC 6), 8=-165(LC 7) Max Grav 2-237(LC 10), 6-237(LC 11), 9=69(LC 7), 10=343(LC 1), 8-343(LC 1) FORCES(lb) - Maximum Compresslon/Maximum Tension TOP CHORD 1-2=0/29, 2-3--49/56, 3-4=-41/113, 4-5=-41/110, 5-6--49/52, 6-7=0/29 BOT CHORD 2-10=-0/77, 9-10=-0/77, 8-9=-0/77, 6-8— 0/77 WEBS 4-9=-57/6, 3-10= 242/199, 5-8=-242/198 NOTES (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 120mph (3-second gust); h-25ft; TCDL-5.Opsf; BCDL=S.Opsf; Category 11; Exp 8; enclosed; MWFRS gable end zone and C-C Interior(1) zone; Lumber DOL-1.60 plate grip DOL=1.60. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MITek "Standard Gable End Detail" 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2-0-0 oc 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 162 lb uplift at Joint 2, 174 lb uplift at joint 6, 2 lb uplift at joint 9, 166 lb uplift at Joint 10 and 165 lb uplift at Joint 8. 8) Segn:12931, Date:3/8/2007 LOAD CASE(S) Standard 0311212007 Truss Design Engineer. Stevan Uebemwn, P.E. (FL Ll—o 0 Saw 2) Sock Bulldog Suppty 220 W. Brandon SW.; Suite 204, Brandon, FL 33511 bb Truss Truss Type QtY Ply 861815-Valincy Res. 429 W. church Ave. 86181'S CO2 ROOF TRUSS 1I 1 Job Reference o lional stock Building suppry, 9ur.zyy.uu b.suu s uec iq zuub mi i ex mousmes, inc. mon mar a u:vs:ua 4uur rage i 1-4-0 6.4-0 4x6 = 3 6-4-0 3x4 = 3x4 = 6-4-0 i 12-8-0 1-4-0 Scale = 1:23.7 LOADINQpsf) SPACING 2-0-0 CSI DEFL in (loc) I/de0 L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.25 Vert(LL) 0.04 6 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.32 Vert(TL) 0.13 2-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.20 HOR(TL) 0.07 4 n/a n/a BCDL 10.0 Code FBC2004frPI2002 Matrix) Wind(LL) 0.05 2-6 >999 240 Weight: 46lb LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 1 - Ply REACTIONS(lb/size) 2=580/0-8-0, 4=580/0-8-0 Max Hors 2=64(LC 6) Max Uplift2=-294(LC 6), 4=-294(LC 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/26, 2-7=-1254/324, 3-7=-1105/326, 3-8=-1105/343, 4-8=-1254/341, 4-5=0/26 SOT CHORD 2-6=-250/1117, 4-6=-250/1117 WEBS 3.6=-47/619 BRACING TOP CHORD Structural wood sheathing directly applied or 5-4-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES (6) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 120mph (3-second gust); h=25ft; TCDL=S.Opsf; BCDL=5.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone and C-C Interior(1) zone; Lumber DOL=1.60 plate grip DOL=1.60. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Bearing at joint(s) 2, 4 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 294 lb uplift at joint 2 and 294 lb uplift at joint 4. 6) Segn:12932, Date:3/8/2007 LOAD CASE(S) Standard 0311212007 Truss Design Engineer. Steven Lieberman, P.E. (FL Llcerme # 58912) Stock Building Supply 220 W. BmrWon Blvd,; Suite 204, Brandon, FL 91511 Winter Haven, Lakeland, Sanford, Apopka, Groveland, Brooksville, Hudson, West Palm, Panama City FS] ® a ©a Building Supply/ a WOLSELEYoompanY Customer Dear Customer: Our Job# Enclosed you will fmd a copy of your truss order, engineering, and a copy of BCSI Summary Sheets pertaining to proper handling, installation and bracing of wood trusses. Please review all of this information carefully and verify the following: 1. Truss Spans 2. Pitch 3. Volume ceiling details and dimensions, if applicable 4. Interior bearing locations, if applicable 5. Any special permanent bracing 6. All general information Please pay close attention to all highlighted details and information. Also be sure to read and follow the instructions given concerning the proper bracing of trusses during installation. Back charge Policy: Stock Building Supply will not accept back charges regardless of fault without prior notification by the customer within 24 hours of setting the trusses, so that we may investigate and determine the proper corrective measures to be taken. Stock Building Supply reserves the right to perform any repairs necessary. IMPORTANT! Please notify us IMMEDIATELY if you find broken or otherwise damaged trusses. Do NOT cut or alter any truss without prior consent from an authorized representative of Stock Building Supply. Thank you for your order. We appreciate your business. Winter Haven, Lakeland, Sanford, Apopka, Groveland, Brooksville, Hudson, West Palm, Panama City Cliente: Estimado Chente: T aoa Building Supply a WOLSELEYcompany Nuestro # de trabajo Adjunto encontrard una copia de su orden de armadura, ingenieria, y una copia de Armaduras de Soporte de Madera: Comentarios y Recomendaciones. Por favor revise toda esta informaci6n cuidadosamente y verifique to siguiente: 1. Las extensi6nes de las armaduras 2. Grado de inclinaci6n 3. Detalles y dimensions del techo, si es aplicable 4. Las localizaciones de soportes interiores, is es aplicable 5. Cualquier soporte permanente 6. Toda la informaci6n general Por favor preste mucha atenci6n a todos los detalles a informaci6n sefialados, tambidn asegurese de leer y seguir las instrucciones dadas acerca de la instalaci6n apropiada de las armaduras. La Politica de Recargos Stock Building Supply no aceptara recargos, no importando la falta, sin previo aviso por el cliente durante las 24 horas de haber puesto las armaduras, para que podamos investigar y determinar que medidas correctivas apropiadas se tomaran. Stock Building Supply reserva el derecho de hacer cualquier reparaci6n. E"TORTANTE Por favor notifiquenos inmediatamente si encuentra las armaduras rotas o danadas. No corteo altere ninguna armadura sin previo consentimiento de un representante autorizado de Stock Building Supply. Gracias por la orden, nosotros apreciamos su negocio. Winter Haven, Lakeland, Sanford, Apopka, Groveland, Brooksville, Hudson, West Palm, Panama City Building Supply a WOISELEYcompany STOP WHAT YOU ARE DOING AND READ THIS Safe is everyone's responsibility. As the General Contractor or Owner/Builder, you are responsible for safety on your job. As the truss manufacturer, we provide a series of documents, BCSI Summary sheets, to each and every job. These summary sheets provide the industry standards for the proper handling, installation and bracing of wood trusses. These documents are provided as guidelines for safely handling our product throughout the construction process. It is our goal to provide you, our customer, with necessary general and safety information related to our products. This is an attempt to educate you on the hazards of failing to follow these recommendations. Unfortunately, failing to heed these recommendations often produces costly and tragic results. Trusses can be very dangerous when they are not properly handled. The most common cause of truss accidents is the use of 2x4 blocks or cleats for bracing. You may be interested to know that the industry term for these are "killer cleat". The other primary cause is rushing to get the crane off of the job. I urge you to carefully study the enclosed BCSI summary sheets and insist that more appropriate bracing and handling practices be used on your jobs. We have all heard the excuses from framers in the field "we have always done it that way". The trusses we used to build for homes "in the old days" were 30' span and 4/12 pitch. Now 50' or longer trusses are commonplace and the typical pitch is 6/12. These longer, steeper trusses are very top heavy. Construction trades can no longer get by with doing things like "in the old days". At Stock Building Supply, we take safety seriously. We also take the safety on your job seriously. It is necessary to handle our products properly and safely in order to protect the liability for everyone involved. Please take the time to review the attached materials with due diligence. 91l_rl©© Building Supply 1801 7th Street SW Winter Haven, Florida 33880September11, 2006 Phone: 863.294,0611 Fax: 863.293.0812 Re: Web bracing substitution To Whom It May Concern: The letter pertains only to trusses designed and manufactured by Stock Building Supply. The intent of this letter is to explain how web T-bracing may be substituted for continuous lateral bracing (CLB) shown on sealed engineering drawings. T-bracing may be substituted whenever continuous lateral bracing is indicated on the individual truss drawings for residential structures where the trusses are spaced at 24 inches on -center or less and the trusses span less than 50 feet. If one CLB is shown then one T-brace along 90% of the web length may be used. If two CLB's are shown then two T-braces (also known as an I -brace) may be substituted. T-brace/I-brace must be same species grade (or better) as web member being braced. Important note: CLB must always be diagonally braced for rigidity. CLBs alone do NOT prevent all similar webs from buckling together. Please refer to the BCSI 1-03 for additional information on proper bracing and handling of wood trusses:` a` If you have any questions or comments regarding this matter, please do not hesitate to call me. Lim EN of w tit S'%, No. 58912 STATE OF. O R 1 August 4, 2006 Re: Web bracing substitution To Whom It May Concern: FIF0_ I©© Building Supply a"0LSEMYGQ" 3WY 1801 7th Street SW Winter Haven, Florida 33880 Phone: 853.294.0611 Fax: 863293.0812 The letter pertains only to trusses designed and manufactured by Stock Building Supply. The intent of this letter is to explain how web continuous lateral bracing (CLB) may be substituted for T-bracing shown on sealed engineering drawings. Continuous lateral bracing may be substituted whenever T-braces are indicated on the individual truss drawings for residential structures where the trusses are spaced at 24 inches on -center or less and the trusses span less than 50 feet. If one T-brace is shown then one CLB at the center span of the web may be used. If two T-braces (also known as an I -brace) is shown then two CLBs at one-third points along the web may be substituted. CLBs work most efficiently when applied to three or more similar.trusses and must always be diagonally braced at 20 ft on -center maximum. Important note: CLB must always be diagonally braced for rigidity. CLBs alone do NOT prevent all similar webs from buckling together. Please refer to the BCSI-03 for additional information on proper bracing and handling of wood trusses. If you have any questions or comments regarding this matter, please do not hesitate to contact me_ 1 E IV, No. 58912 a STATE OF oL oiztp`ti= sJONAmL"C``', 5'-0" CORNER SET DETAIL CORNERJACK TYP) Lzw• wm CORNER JACKS HIP JACK d NAILS PARTIAL ROOF LAYOUT TRUSS DESIGN ENGINEER: STEVEN UEBERMAN, P.E. (FL UCENSE #58912) STOCK BUILDING SUPPLY 220 W. BRANDON BLVD., SUITE 204@WANOO' 1)! REVISION DATE: 01/03/06 FILE NAME: 5' CORNER DETAIL TPI-2002 MIN. GRADE OF LUMBER Si MCI[ ASCE 7-2002 TC: 2X4 #2 SYP r`' 1 aading FBC-2004 BC: 2X4 #2 SYP WEB: 2x4 #3 SYP Supply O• A OFMAX. GRAVITY LOADS WIND LOADING LIVE DEAD DESIGN WIND SPEED s 120 MPH L TC (PSF) 20 20 MEAN ROOF HEIGHT s 30 FT BC (PSF) 0 10 EXP: B OCCUPANCY CAT: DURATION FACTOR 1.25 DURATION FACTOR 1.6 SPACING: 24" ENCL OR PARTIALLY ENCL BUILD. in 9 06 7'-0" CORNER -SET DETAIL Tom( z4r(mA)o I l CORNER JACKS CORNER JACK tea NAILS w PARTIAL ROOF LAYOUT 12 PITCHH.41 r 3)18d NAILS 3.6' MIN EQ EQ 7_10• B-ID-1 (MA)) HIP JACK TRUSS DESIGN ENGINEER: STEVEN LIEBERMAN. P.E. (FL LICENSE 958812) STOCK BUILDING SUPPLY 220 W. BRANDON BLVD., SURE 204, BRANDON, FL 33511 REVISION DATE: 01/03/06 1 FILE NAME: T CORNER DETAIL TPI-2002 MIN. GRADE OF LUMBER ASCE 7-2002 TC: 2X4 #2 SYP vjHiilding FBG2004 BC: 2X4 #2 SYP 10E ., yWEB: 2x4 #3 SYP CIO S aMAX. GRAVITY LOADS WIND LOADING LIVE DEAD DESIGN WIND SPEED 120 MPH TC (PSF) 20 20 MEAN ROOF HEIGHT s 30 FT 0 10BC (PSF) EXP: B OCCUPANCY CAT: I D6DURATIONFACTOR1.25 DURATION FACTOR: 1.6 4,f foSPACING: 24 ENCL OR PARTIALLY ENCL BUILD. null. 11-n[ ids PLATE LOCATION AND ORIENTATION Center plate onjoinl unless x.y offsets are indicaled. Dimensions are in F-in-sixteenths. Apply plates to both sides of truss and securely seat. 0 •'/rs" 4 For 4 x 2 orientation. locate plates 0 - I/ii" 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 peipendicular 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 suppons) 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. BCSI 1: Building Component Safety Information, Guide to Good Practice for Handling. Installing & Bracing of Metal Plate Connected kAlao a Trusses. a 6-4-8 dimensions shown in fi-in-sixteenths 2 3 TOP CHORDS BOTTOM CHORDS 8 7 G 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 4922i 5243. 5363, 3907 SBCCI 9667, 9730, 9604B, 9511, 9432A T rt'N;wy", rp o POWER TO PERFORhr."' 0 Cr O x U rL O F- Failure to Follow Could Cause Property Damage or Personal Injury 1. Addilional slobility bracing for truss systen n. =.g. diagonal or X-bracing, is always required. See BCSI1. 2. Never exceed the design loading shown cr.rcl never stock materials on inadequately braced trusses. 3. Provide copies or this truss design to the bullding designer, erection supervisor. property ovi -ni 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 Cully. Knots and wane at Joint locations are regulated by ANISI/TPI1. 6. Design assumes trusses will be suitably prolecled from the environment In accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall not exceed 16% at time of fabrication. 8. Unless expressly noted, this design is not applicable for use vAth fire retardant or preservative treated lumber, 9. Camber is a non-structural consideration and is the responsibility at truss fabricator. General practice Is to camber for dead load deflection. 10. Plate type, size, orientation and location dimensions shovin indicate minimum plating requirements. 11. Lumb-'r 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 purllns 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. 2006 MiTelc"All Rights Reserved OCT 29, 2004 STANDARD PIGGYBACK TRUSS CONNECTION DETAIL ST-PIGGY at * 2.x _ x 6'-0' SIZE TO MATCH TOP CHORD OF PIGGYBACK ALL VALUES SHOWN BELOW ARE ATTACHED TO ONE FACE OF TOP BASED ON LOAD DURATION OF 1.33 MIT ak Indukulas, Inc. CHORD WITH 2 ROWS OF 10d (0.131- X 3y NAILS SPACED 6' O.C. MAXIMUM UPLIFT SCAB CAPACITY USING (10) 10d 40.131- X 3-) NAILS: PIGGYBACK TRUSS SYP = 1409 LBS O SPF - 1090 LBS ATTACH PIGGYBACK TRUSS DF a 1290 LBS HF = 1117 LBSTOEACHPURLINWITHSPF-S a 957 LBS 2 - 16d (0.131- X 3.5-) NAILS TOENAILED. MAXIMUM UPLIFT PURLIN i f CAPACITY USING (2) 18d60 0.131"X 3.5*) NAILS: SYP = 155 LBS SPF - 79 LBS DF = 122 LBS BASE TRUSS HF = 83 LBS SPF-S = 54 LBS MAXIMUM UPLIFT SHEATHING SPACE PURLINS ACCORDING TO THE MAXIMUM- ATTACH EACH PURLIN TO TOP CAPACITY USING 1/2" SHEATHING SPACING ON THE TOP CHORD OF THE BASE CHORD OF BASE TRUSS WITH AND (2) 8d (0.131- X 7-5") NAILS: TRUSS (SPACING NOT TO EXCEED 24" O.C:). 2 -16d (0.131- X 3.5') NAILS. A PURLIN BE LOCATED AT EACH BASE TRUSS JOINT. TO SYP 109 LBS 1k FOi'PIGGY BACK TRUSSES WITH SPANS < 17 SPF = 55 LBS SCAB' MAY BE OMMITED PROVIDED THAT: DF = 85 LBS ROOF SHEATHING TO BE CONTINUOUS OVER JOINT HF = 58 LBS SHEATHING TO OVERLAP MINIMUM 12' OVER JOINT) SPF-S = 37.LBS CAP" CONNECTION IS MADE TO RESIST•UPLIFT. SEE MAXIMUM CONNECTION CAPACITIES AND COMPARE WITH ENGINEERING DRAWING CONNECTION CAPACITIES. FOR SCABS, PURLINS, AND SHEATHING MAY BE COMBINED WHEN DETERMINING OVERALL UPLIFT CAPACITY. IF NO GAP EXISTS BETWEEN CAP TRUSS AND BASE TRUSS: REPLACE TOE NAILING OF CAP TRUSS TO PURLINS WITH GUSSETS AS SHOWN, AND APPLY PURUNS TO LOWER EDGE OF BASE TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE TRUSS DESIGN DRAWING: 11r CONNECTION AS / t 1k 6' ii 6" x t/2' PLYWOOD (or 7116" OSB) GUSSET EACH SIDE AT EACH BASE TRUSS JOINT. ATTACH WITH 3. 6d (0.113- X 2') NAILS INTO EACH CHORD FROM EACH SIDE (TOTAL -12 NAILS) tLINS TO BOTTOM EDGE FOR LARGE CONCENTRATED LOADS•APPLIED TO CAP TRUSS REQUIRING A VERTICAL WEB: 1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS MUST MATCH IN SIZE, GRADE, AND MUST LINE UP VERTICAL WEB TO EXTEND THROUGH AS SHOWN IN DETAIL 2) VERTICAL WEBS OF PIGGYBACK MUST RUN THROUGH BOTTOM CHORD BOTTOM CHORD SO THAT THERE IS FULL WOOD OF PIGGYBACK' TO WOOD CONTACT BETWEEN WEB OF PIGGYBACK AND THE TOP CHORD OF THE BASE TRUSS. 3) CONCENTRATED LOAD MUST BE APPLIED TO BOTH THE PIGGYBACK AND THE BASE TRUSS. 4) ATTACH 2 x x 6'•0- SCAB TO EACH FACE OF TRUSS ASSEMBLX WITH 2 ROWS OF 10d (0.131' X 3-) NAILS SPACED St O.C. FROM EACH FACE. (SIZE AND GRADE TO MATCH VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) MINIMUM 2X4) 5) THIS CONNECTION IS ONLY VAUD FOR A MAXIMUM CONCENTRATED LOAD OF 4000 LBS (Q1.15). REVIEW BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS GREATER THAN 4000 LBS. 6) FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS. NUMBER OF PLYS OF PIGGYBACK TRUSS TO MATCH BASE TRUSS. MAXIMUM UPLIFT GUSSET CAPACITY USING 7/16" GUSSETS AND ( 6) 6d (0.117 X Y) NAILS: SYP = 399 LBS SPF a 307 LBS DF a 301 LBS HF = 367 LBS SPF- S = 343 LBS MAXIMUM UPLIFT SCAB CAPACITY USING (20) 10d ( 0.131" X W) NAILS: SYP = 2819 LBS SPF = 2181 LBS DF = 25BO LBS HF = 2234 LBS SPF- S = 1915 LBS UN 2 7 2006 St phen W. Cabler, FL Uc. 933948 Pit ek industries, Inc. 14 15 N. Oyter Forty, Ste 300 CI1 sEerlield, f110 63017 FL. erto.6634 NSfiNfNG • Vcr1Jg design paiwrnetcm and READ NOTES ON Trust AND REVEBSB SrDE BEFORE uSE. Design VOW Tor use only wlln MITok connecto:s.Tl1k design Is bosed only upon paromerars rlibvin, and is far jxi inuvldua! but -fury cernp^nenf. ydB6 Appfcabll: ty W design Ixlrcmeters and proper In_orperclion of comaonenl I5 t,;sponsloltty of bti:ICSng de<_Igner- nol buss deslgra:.lrceing 0 .at (°1 is for lafcrot suppgrt at IndlViduol -web ntembors only. Addillwal Temporary biockig to ass: sure abflrlychal,g construclion k the responsCbNty of Iho errr :o:. Adcttlonal permpnent brccrt0 of the overou structure B the resiwrul4lLly of the btdl;i:ng designer. Fat gonerci guidance rogurdtng no..•cu .n 361colicti. quaky control storage. Ce!Mvy, etac3on and biocing, consul) ANSI/7I1 Quality Criteria, DSH9 and OCSII'Bulc ing Component 1.1515 N. Oulet Fatty, Siilc 0300 Solely InformationcvatcttefromInnsPlatelnslitutc. SW D'Onaftip Dtive. Madison, Vn 53719• Chesicrlleld, MO 0.?017 APRIL 21, 2004 CONVENTIONAL VALLEY FRAMING DETAIL ST-VALLEY1 GABLE END, COMMON TRUSS OR GIRDER TRUSS LIVE LOAD = 30 PSF (MAX) NOTE: DEAD LOAD = 15 PSF (MAX) 48" O.C. MAXIMUM POST SPACING RIDGE BEAM D.O.L. INC = 1.15 SEE NOTE F,6) ASCE 7-98 (MWFRS) 100 MPH t VALLEY PLATE t SEE NOTE #4 ) POST SEE NOTE #6VALLEY 24" RAFTERS O.C. MAX) a fie— 2— POST CONSTRUCTION SEQUENCE ( ALL MATERIAL MINIMUM #2 OR BETTER) 1. INSTALL BASE TRUSSES. 2. APPLY SHEATHING TO TOP CHORD OF SUPPORTING TRUSSES. IF SHEATHING IS NOT APPLIED, PROVIDE 20 PURLINS AT 24" O.C. ON THE TOP CHORD OF THE SUPPORTING TRUSSES UNDER THE VALLEY FRAMING. CONNECT PURUNS TO EACH TRUSS WITH (2) -16d NAILS. 3. BRACE BOTTOM CHORD AND WEB MEMBERS PER TRUSS DESIGNS. TRUSS MUST BE SHEATHED 4. INSTALL 2 x 4 VALLEY PLATES. FASTEN TO EACH SUPPORTING TRUSS WITH (2 )16d NAILS- 5. DEFINE VALLEY RIDGE BY RUNNING A LEVEL STRING FROM THE INTERSECTING RIDGE OF THE (a.) GABLE END, (b.) GIRDER TRUSS OR.(c.) COMMON TRUSS TO THE ROOF SHEATHING. 6. SET 2 xS #2 RIDGE BEAM. SUPPORT WITH 2 x 4 POSTS SPACED 48" O.C.. BEVEL BOTTOM OF POST TO SET EVENLYON THE SHEATHING. FASTEN POST TO RIDGE WITH (4) 10d NAILS. FASTEN POST TO ROOF SHEATHING WITH (3) 10d TOE -NAILS. 7. FRAME VALLEY RAFTERS FROM VALLEY PLATE TO RIDGE BEAM- MAXIMUM RAFTER SPACING IS 24" O.C.. FASTEN VALLEY RAFTER TO RIDGE BEAM WITH (3) 16d TOE -NAILS. FASTEN VALLEY RAFTER TO VALLEY PLATE WITH (3.) 16d TOE -NAILS. 8, SUPPORT THE VALLEY RAFTERS WITH 2 x 4 POSTS 48" O.0 (OR -LESS) ALONG EACH RAFTER. INSTALL POSTS IN A STAGGERED PATTERN AS•SHOWN ON PLAN DRAWING. ALLIGN POSTS WITH TRUSSES BELOW. FASTEN VALLEY RAFTER TO POST WfTH'(4 ) 10d NAILS. FASTEN POST TO SHEATHING. WITH( 3 ) 16d TOE -NAILS. FOR PURUN APPLICATION, CONNECT 2x4 POST TO FACE OF TOP CHORD WITH (4) -10d NAILS. 24" Q.C. 1)r furf GABLE END, COMMON TRUSS JUN 2 7 2006 Stephen va. Cabfer, FL LIc. #33948 MiTek industries, Inc, 14515 N. Outer Forty, Ste 300 Chesterfield, MO 63017 FL Cert. R6b,•i4 3icPsatY i3r s Ei tIXQ'qgNW. '10 . t C l ec}d i i, a r ruior shown wed tar on tndvt h,al o ddng component. uu II AppbcatN4ty of ds 1gn Ixtremeterd end rxcper incorperalia t of ccmpo +and is responsib lily oPbu d ng designer •not rwsa desN not.Ikac np shovm [1 O t 6 fur twerat support of lneM duct w•ab membets or•Jy. Addllionot lei npo=y btociU to L-sure stobdlly during Comliuctlan Is the resao; si Ntay of the u •U U socto:. Addilional permononl hr scing et the ow3rall sttvvurn in the tespanslSllity of the budrltrtg designer. For r-tuneral guldcnce rugolding"cnrnwu- 1 tatakcllon. gimpy control. storuce, deAvety etectlon one I;rocing. comill ANSI/TPI1 Quality Crlledo. DSB•89 and BCSII Building Component 14515 N. Oulet Forty. Swto 30BSatetyInformationovo!Ic le Irotn It= Playa ht,l:lute. 583 D•Oriolrlo Drive, ltrlaclison.'M 53719. Chcslerlleld, 140 03017 March 8r 2006 1 Standard Gable End Detail I ST-GE120-001 O C it MiTek Industries, Inc. DIAGONAL BRACE 4*-0- O.C. MAX Typical -0 L-Brace Nailed To 2x_ Verticals W/10d Nails, 6" o.c. Vertical Stud SECTION B-B TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. 12 1 Varies to Common Truss Diagoral Bracing ** - L-Bracing Refer Refer to Section A -A to Section B-B Page 1 OF 1 Vertical Stud 4) - led Common DIAGONAL Wire NailssBRACE 16d Common Wire Nails i Spaced 6" o.c. 2) -10d Common 2x9 Stud or Wire Nails Into 2x6 234 Not at bettor Typical Horizontel Brace To 2s Vorticals SECTION A -A 2x4 Nailed 2x4 tud w/(4)-10d Common Nails SEE INDIVIDUAL -MITER ENGINEERING DRAWINGS FOR DESIGN CRITERIA 3x4 = NOTE: 1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 2. CONNECTION. BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3. BRACING -SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR'TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM, 4. "L" BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES:1x4 SRB OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED W O.C. S. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAM AT W-T O.C. B. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A 2x4 STUD AS SHOWN WITH led NAILSSPACED 6" O.C. HORIZONTAL BRACE TO BE LOCATED ATTHE MIDSPAN OF THE LONGEST STUD. ATTACH TO VERTICAL STUDS WITH (4)10d NAILS THROUGH 2x4. REFER TO SECTION A=A) 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L/240. 0, THIS DETAIL DOES NOTAPPLY TO STRUCTURAL GABLES. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. JUN 2 7 2006 Stephen W. Cabler, FLLIr_ #313948 MITek Industries, inc. 14515 N. Outer Forty, Ste 300 Chesterfield, MO 63017 FL Cert. t:6634 PROVIDE 2x4 BLOCKING BETWEEN THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH, (2) -10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH 5) -10d COMMON WIRE NAILS. 4) - lid NAILS MINIMUM, PLYWOOD SHEATHING TO 2x4 STD SPF BLOCK Roof Sheathinq—i / Minimum Stud Size Species and -Grade Stud Spacing Without Brace 1x4 L-Brace 2x4 L-Brace DIAGONAL BRACE 2 DIAGONAL BRACES AT 1/3 POINTS Maximum Stud Length 2x4 SPF Sldfslud 12" O.C. 4-3-2 4-7-6 6.6.5 8-63 12-M 20 SPF Sid/Stud 16" O.C. 1 3-10-7 4-0-0 5-7-13 . 7-8-14 11-7-5 2x4 SPF SId/Stud 24" O.C. 1 3-2-0 3-3-2 4-7-6 6-4-0 9-6-0 Diagonal braces over 6'-3" require a 2x4 T-Brace attached to one edge. Diagonal braces over 12'-0" require 2x4 1-braces attached to both edges. Fasten.T and I braces to narrow edge of web with 1 Od cbmrildn wire nails 81n D.C., with 31n miriimum end distance. Brace must.cover 90% of diagonal length. MAXIMUM WIND -SPEED -.120 MPH MAX MEAN ROOF HEIGHT - 3b FEET CATEGORY II BUILDING EXPOSURE B or C ASCE 7-98. ASCE 7-02 DURATION OF LOAD INCREASE: 1.60 Diag. Brace at 113 point, if needed STUD DESIGN IS BASED ON COMPONENTS AND C CONNECTION OF BRACING IS BASED ON MWFRS: Max. 2) -10d NAILS End Wall d ' :Trus 4s @ 24" o.c. 2kS DIAGONAL BRACE SPACED 4e O.C. ATTACHED TO VERTICAL WiTH (4) -16d COMMON WIRE NAILS AND ATTACHED Ufa TO BLOCKING WITH (5) -1Od COMMONS. 1 HORIZONTAL BRACE SEE SECTION A -A) WARNU7G - Ver IjOb rf ^-Isn parameters and READ NOTES ON TWS AND REVERSE SIDE HEFORE USE. Des'gn volkr tar WilluseOrly i tok connectors. Inds design Is based only upon patamelers shrnvn and Is for an Individual building component. AppBCabrlly of dosi;,n pararitotors arid piapor Incorporation of component Is rosryonsfb311y of buCcUng dedgiier - not truss designecorocing shown 1 A] is for lateral support of individual web members only. Addlllonal rernporory brocing.lo Inwre stobrliy during conshuction is the iesoardWity at the erector. Additional permanent bracing of the oveiall structure Is the, rospcnslbftly of the bu3ding designer. For general guidance iegardetg M nor fabrlaetion. quality control. storage. delivery. erection aril brocng, co6sull ANSI/TR1 Quality Criteria, DSB-89 and 0CSIt Building Component Solely Information avoliable Irom Truss Rate Institute. 50 D'Onctrlo Drive. Madison. wI 53719. vcn.v c"rana- 14SIS N. Outcr Forty. Suite W300 Chesterfield. MO 63017 NOV 13, 2001 I WEB BRACING RECOMMENDATIONS I STMEBBRAGE 111,,M Mitek Industries, Inc. X-BRACE BAY stzE MAXIMUM WEB FORCE (lbs.) 24"O.C. 48"O.C. 72" O.C. BRACING MATERIAL TYPE A B C D BRACING MATERIAL TYPE A B C D BRACING MATERIAL TYPE C D 10'-0' 3680 4600 4600 6900 1344 4600 4600 6900 4034 6382 12'-0' 3154` 3942 3942 5914 1344 3942 3942 5914 3942 5D14 14'-0' 2760 34SO 3450 6175 1344 3450 3450 5175 345D 5175 161-W 2453 3066 3066 4600 1344 3066 3066 4600 30BG 4600 IW-0' 2208 2760 2760 4140 1344 2760 2760 4140 276D 4140 20'-0" 2067 2509 • 2509 I 3763 1344 2509 2509 I I 3763 2509 3783 CONTROLLED BY CONNECTION GENERAL NOTES TYPE I BRACING MATERIALS 1. X-BRAC?IG IS REQUIRED TO TRANSFER THE CUMULATIVE LATERAL GRACE FORCE "To THE ROOF AND/OR GE D1APIiRAGAt THE DIAPHRAGM IS TO BE DESIGtlrD BY A OUALP¢DPROFESSIONALEING 1 X 4 IND. 45 SYP 2. THESE CALCULATIONS BASED ON LATERAL BRACP cARRv NO 2%OFTHE WEB FORCE. A OR- 3. X-BRACPNi MATERIAL MUST BE SAME SIZE AND GRADE OR GETTER, AS THE LATERAL GRACE MATERIAL AND SHALL BE INSTALLED IN SUCH A MANNER THAT IT [INTERSECTS WEB MEMBERS 1 X 4 42 SRS (OF. HF, SPF) AT APPROX 4S DEGREES AND SHALL BE NAILED AT EACH IND AND EACH INTERMEDIATE TRUSS WITH 240d COLVAON WIRE NAILS. (Sled NAILS FOR 2X8 MATERIAL) 4. CONNECT LATERAL GRACE TO EACH TRUSS WAIL TWO 1Oil COMMON WIRE NMS: (THREE I ad NAILS FOR 2XI LATERAL BRACES) B 2X393, STD. CONST(SPF, DF, HF. OR SYP) S. LATERAL GRACESHOLAD BECONTWUOUSAND SHOULD OVERUIPAT LEAST ONE TRUSSSPACE FOR CONTINUITY. G. FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACING:CONSULT C 2 X 4 N3, STD. CONST (SPF, DF, HF, OR SYP) OSS-0 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSESAND Hill01 HANDLING INSTALLING AND BRACING FOR RECOMNEMDATIONSFROM TRUSS RATE INSTITUTE. bet D'ONOFRIO DRIVE MIDISON, WL 53710. rD 7. SEE SEPERATE TRUSS ENGINEERING FOR DES" OF WEB fi' WfL 2X8193 OR OETTER'(SPF, DF, HF, OR SYP) B. THE IDd NAILS SPECIFIED SHOULD RE 33' LONG AND QIeY IN DIAMETER, INACCORDANCE WITH NOS IIDI. NDrE: FOR A SPACING OF 24-O.C. ONLY. MITER STABILIIEn TRUSS DRACING SYSTEMS CAN BE SUBSTRLRED FOR TYPE A a. C AND O BRACING MATERIAL CROSS BRACING FOR STAORGERS ARE TD GE PROVIDED AT BAYS INDICATED ABOVE WHERE DIAPII RAGIR GRACING IS REQUIRED AT PITCH OREMS. STABILIZERS MAY BE REPLACED WITH WOOD OLOCIGNQ SCE STABILIZER TRUSS GRACING OSTALLA710M GUIDE AND PRODUCT SPECIFICATION. LATERAL L':a,•^` — BRACING MATERIAL 16d NAILS SEE NOTES 4 8 0) s. ' . ilia JUN 2 7.2006 Stephen W. Cabler, FLLic. 433948l /l' 1"• { Horizontal Blocking9 MiTek Industries, Inc. X-BRACING I -__1— " I 14515 N, Outer Forty, Ste 300MATERIALChP.ste fl_IA, MO 63D17OnelegofX-bradng she= dashed for drawing clarity. f " This leg will require horbxftW blocking. FL Cert. ; 6634 next to the top and bottom chord so It attaches to the brace plane.) TRUSS WEB MEMBERS r...-,,.,.-.-..,«...x.....:.,.r._:..::vwr,..•..,:r... cc-.7.-v:.=. :c.v ter:-:.'m.src r..r_:m a'a LIMNING - Verify design parnmefer• and I7FeID NOTES ON THIS .IND REVERSE SIDE DRFORE USE. [( Daslgn vaio for use only wiln AAllck connector& Th:s design 6 bawd Only 14-01I tXm ;rOela'S sho:rti. and IS fO' cn t•1div:dud n buLingCmpoiient. aYDnss AanOcaLMOl oT deslLrn porome:es and prop r ineciporottcn of corrponenr b responsrcUlty of b•_Ild" d fgne. -nor trt.•ss dcstgneL [LacinU sliown (1a q„ I1' Isfortoler:.l suppcl: M ofL :ddual crab mmtr_ eaenp•.Addirtanct Inri-Ccicry brocinn to irmae slobRty during ccnsauclion Is the raspons!C,LIy of The u !7 u u L CrOC:or. AdGI:ICnol permonanf biocing or th il s eoverlluclureis tv^i he respobl --y of Ina b,,ul'ain designer, For gen.rcl guidance regoiding lotr'coflon. ;unaty ccn:rol, sroroge, aeliverlt orectiO,n cr1,1 brciOng. CvIS d: ANSI/TPII Quality Cifterio• DSB•89 and BCSII Building Componant 14GIS N. Outcr Forty. Suite 4300 Safety InformationoverobleriomTrussPlaleInsilrula.583 D'Onolrio Drivo. Mod'son. V0 rr3719. Cheslerhelil. 4,10 63017 OCTOBER 11, 2001 I T-BRACE / I -BRACE DETAIL Nailing Pattern T-Brace size Nail Size Nail Spacing 1x4 or 6 10d 8" D.C. 2x4, 6; or 8 16d 8" o.c. Note: Nail along entire length of T-Brace On Two-Ply's Nail to Both Plies) I F11ir' 1 • .., t- SPACING A a •- T-BRACE Nails Section Detail EM I T-Brace Web ST - T-BRACE MiTek Industries, Inc. Chesterfield, MO. Note: T-Bracing to be used when continuous lateral bracing is Impractical. T-brace ! must cover•90% of -web length. T-Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 1 x4 1 x4 1-Brace 2x6 1 k6 2x6 1-Brace 2x8 2x8 2x8I-Brace DIRECT SUBSTITUTION NOT APLICABLE. T-Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 1 2 2x3 or 2x4 2x6 2x4 I2x4 I -Brace 2x6 MI -Brace 2x8 2x8 2x81-Brace DIRECT SUBSTITUTION NOT APLICABLE. Nails,._, Web Brace JUN 2 7 2006 Stephen w. CiUc. at33948 I - Brace industries, Inc. 14515 N. Outer Forty, Ste 300 Chcsterneld, MO 63017 Nails- T-Brace / I -Brace must be same species grade (or better) as web memberFL Cert. # 663n esx: lr a:+re<.i- Lam. ... — uucrrwn rr. t.:.rvcra+ur •-H; :za•e;+ar.:uslu -,s-:•;,:,; :.__. ,;,m:exr-.;e- • wz.,1-, r-;:..:.aw- .gin .a-.s_L:;•.. . ;c.;;_ _ - -wi.3 t •+x-....a>>a: NAM NG - Vert dcslgn parameters and READ NOTES ON TfrIS AND REVERSE swE DEFORE USE. mil( UmApn vora to: use only wuh Hiffa%conneclom Tfit•. daslpn Is based oruy upon p;uomaters shovm and is fcr tr IrtdivlCuat Culang component. e'mu Ap; V! oblily of design oaramelors and mcne: inccipercfion of component is tosnonsibnzy of btildng designer • nal truss designer. flmdng shovm is to: lateral suppoi t of Inalvidual web members.aily.Ad7tlhnol lemporo; y brochy to !nsue sra[Aly during corlsltvclion is the responsit9illy of-tne croc' or. Addlilanal permanent bracing of the ovuroN.'ruclwe is tno responsibility of the buK6nti desfpner. For gonerd pWdonre roucrding o..c+.+-r+ra+e..• foblk ollon• quokiy control. slologe. delve: y. oroctlon as hmcing. consull ANSI/IPII Quarily Criteria. DSB-69 and IICSII Butlding Component 14515 N. Outer Forty. Sunr. 400 SatotyInlormallonovd!oi61e ircm Truss mote Institute. 583 D'Onofifo Drive. Moalson IM 53719. Chesterilekl, MO 0017 or JANUARY 21, 2000 IFID ot ice`.:•i L-BRACE DETAIL I ST - L-BRACE Nailing Pattern L-Brace.size Nail Size Nail Spacing 1 x4 or 6 10d 8" o.c. 2x4, 6, or 8 16d 8" o.c. Note: Nail along entire length of L-Brace On Two-Ply's Nail to Both Plies) MiTek Industries, Inc. Chesterfield, MO. Note: L-Bracing to be used when continuous lateral bracing is impractical. L-brace must cover 9.0% of web length. Nails 1 SPACING i \ WEB L-BRACE t Nails Section Detail L-Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 i 2 2x3 or 2x4 1 x4 f.. 2x6 1x6 " 2x8 2x8 1ff DIRECT SUBSTITUTION NOT APUCABLE. L-Brace Size for'Two-Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 --4--- - ••• 2x6 2x6 2x8 —. .- ... 2x8 -•-- ----• Hf DIRECT SUBSTITUTION NOT APLICABLE. L-Brace Web I r Stephen W. [abler, FL Lic. #33946 JON 2 2006 1451 IN. outer Inc. ! ' Y r 14515 N. Outer Forty; Ste 300 Chesterfield, T-10 63017 L-Brace must be same. species grade (or better) as web -member. FL Cert. 74y+2:.a,'.l'b'•'.J:.%Jw•7M. 4C7,(::•iCt7FY-r i1'Td"i /.tiL'SiltCil%i e:-.•SJ=:.T !i if`!. !.Tb[<'..:.! :43"_'i:1C.:. mw-:l:i. rt.'.a; f.'[iZ'it'u.N.=r, .J3t: F:. .f i t! 'i'URHw YS': "!'.4CYl"!i .ill::: JM;.:%s?Ciw"'•-:T..:.:::ii7Fg,. 7,j 0 WAJINING - Vcrtry design pammctcm and READ NOTES ON THIS AND REVERSE SIDE DEFORE USE. ra M!MUr1 vcllo for use o:tly :•drh Nu7ek connectors. This drtign U based enh• upon poromelars shover% and Is fur crn Individual buCding L:nrnponent. avmu Applicabilly of cesign perametars and proper incbraeralion of ccmponenl is fosponslbiGty of budding oeslgner - nol :fuss desgnei. Bf ocing shown te, I j' IS tar Ioferal support of indivklucl web msmbeis o:ly. Addihonol lempotaf y buiclrrg to Insure stahllly during consnuctbn Is the remonsib ildy of the u 17 U aecfor. Additional pe: mcnenl gracing of lire overaC structure Is the :aspnnsIUIlly of the b)u.ldh!g designer. For general guidance fegardfnp n..cw o •cnraaHr bit=ction. qualify control. storage, de6vnty. eraction arul hracing. con ult ANSIITPII Quality Criledo. DSM9 and SCSI I Buliding Component 1.1515 N. Outor Faty. Suite .1300SolelyInformationovollcav [.,on-. Truss Rats Institute.583 D'Onoldc Drive. Mudison.lNl 53719. Clusterlield. MO 63017 12 M e 0 v v' s4c At•' a, dap}.• 45, U210 HU214 Projection seat an most models for maximum bearing and section economy. Ir l a i HUC412 Concealed Flanges 9 C. 4 e j '• r ' WFDn LM LU28 except LU Roughs) HU MAXNARING - RLL ROUND AND TRIANGLE HOLES HU68 Typical LU28 Installation SIMPSON Tr -Me See Hanger tables on pages 58 to 64. See Hanger Options on pages 164 for hanger modifications, which may result In reduced loads. LU—Value engineered for strength and economy. Precision -formed — engineered for Installation ease and design value. U—The standard U hanger provides flexibility of joist to header installation. Versatile fastener selection with tested allowable loads. HU—Most models have triangle and round holes. To achieve maximum loads, fill both round and triangle holes with common nails. These heavy-duty connectors are designed for schools and other structures requiring additional strength, longevity and safety factors. MATERIAL See tables an pages 58 to 64. FINISH: Galvanized INSTALLATION: • Use all specified fasteners. See General Notes. HU—can be installed filling round holes only, or filling round and triangle holes for maximum values. OPTIONS: • HU hangers available with the header flanges turned in for 2Me width and larger, with no load reductiorrarder HUG hanger. See Hanger Options on page 164 and 167, for sloped and/or skewed U/HU models, and HUG (concealed flange) models. HU only —rough beam sizes available by special order. See page 64 for stocked U hanger rough sizes tables. Rough sizes are not available in Sx. VeThis product Is preferable to similar connectors because of a) easier Installation, b) higher loads, c) lower installed cost, or a combination or these features. See Hanger tables on pages 58 to 64. See Hanger Options an pages 158 to 162 for hanger modifications, which may result in reduced loads. These hangers have the highest loads of any face mount hangersl All hangers in this series have double shear nailing. This patented Innovation distributes the load through two points on each joist nail for greater strength. It also allows the use of fewer nails, faster installation, and the use of standard nails for all connections. (Do not bend or remove tabs) MATERIAL: See tables, pages 58 to 64. FINISH: Galvanized. Some products available In stainless steel or Z-MAX; see Corrosion -Resistance, page 5. Stainless steel (SS) hangers are available with SS nails —order LUS210SSN. INSTALLATION • Use all specified fasteners. See General Notes. Nails must be driven at an angle through the Joist or truss Into the header to achieve the table loads. Not designed for welded or nailer applications. 16d sinkers (9 gauge x 31/41 may be used where 10d commons are specified with no reduction in load. Where 16d commons are specified, 1 Od commons or 16d sinkers (9 gauge x 3V4) may be used at 0.84 of the table load. With 3x carrying members, use 16d x 21N nails Into the header and 16d commons Into the joist with no load reduction. With 2x carrying members, use 10d x 1'A* nails into the header and 10d commons Into the joist, reduce the load to 0.64 of the table value. Use stainless steel (SS) nails with SS hangers. OPTIONS: • LUS hangers cannot be modified. HUS hangers available with the header Typical LUS28 Installation flanges turned In for 2-2x (3,A') and use .1484" (10d common) 4x only, with no load reduction. or .148x3l/.7 (16d sinker) nail See the HUSC Concealed Flange illustration. 56 ° See Hanger Options, page 164. Also see LUS and HUS series. e 0 D LUUS 128 Double Shear Nailing Top View Model configurations may differ from those shown. Some HU models do not have triangle holes. Consult factory.. ' o a. HUS210 HUS26, 11028, and HHUS similar) Dome Double Shear Nailing prevents tabs breaking off (available on some models) U.S. Patent 5,503,580 Typical HU Installation 4 a HUSC Concealed Flanges not available for HHUS, HGUS and HUS2x) d 3 T Double Shear Nailing Side View Tal ED go 108 f This product Is preferable to similar connectors because of a) easier Installation, b) higher loads, c) lower installed cost, or a combination of these features. MUS completes the Simpson Strong -Tie line of face mount truss to truss connectors. The MUS has increased load capacity and bearing compared to LUS connectors for medium load truss applications. All hangers In this series have double shear nailing. This patented innovation distributes the load through two points on each joist nail for greater strength. It also allows the use of fewer nails, faster Installation, and the use of common nails for all connections. LUS28 Do not bend or remove tabs) MATERIAL- See tables on page I OB and 109. FINISH: Galvanized. Some products available in stainless steel or Z-MAX; see Corrosion -Resistance, page 5. INSTALLATION • Use all specified fasteners. See General Notes. Nails must be driven at an angle through the joist or truss into the header to achieve the table loads. Not designed for welded or naller applications. i 16d sinkers (9gauge x3Y.7 may be used where 10d m commons are specified with no reduction in load. Where 16d commons are specified, 10d commons or 16d sinkers m? 9 gauge x 3Y4) may be used at 0.85 of the table load. With 3x carrying members, use 16d x 21W nails into the is U. headerand16dcommonsIntothejoistwithnoloadreduction. With single 2x carrying members, use 10d x i'h' nails Into the header and 1 Od commons into the joist, and reduce the load to 0.64 of the table value. OPTIONS: • LUS and MUS hangers cannot be modified. HUS hangers available with the header flanges turned In for 2-2x (39) and 4x only, with no load reduction. See HUSC Concealed Flange Illustration. 1yfor Concealed flanges are not available for HGUS and HHUS. br4k See Hanger Options, page 164, for sloped and/or skewed HHUS models. Other sizes available; consult your Simpson representative. CODES: See page 10 for Code Listing Key CharL J Model No. Min Heel Heigh) Ga Dimenslons Fasteners W H B Carrying Member Carried Member. SINGLE 2x SIZES LUS24 2% 18 196 3y, 1 Y, 4-1 Od 2-1 Od LUS26 4Y. 19(, 4 1 y, 4-1 Od 4-1 Od MUS26 4'%. 18 1%. 59(. 2 6-1 Od 6-1 Od HUS26 4e,(. 16 1% 5% 3 14-i6d 6-16d HGUS26 49(. 12 1% 5% 5 20-16d 8-16d LUS28 49(a 18 1%, 6% 1 y, 6-1 Od 4-1 Od MUS28 69(. 18 1% 613% 2 8-10d 8-10d HUS28 615 16 1% 7 3 22-16d 8-16d HGUS28 6_!•,a?•,., 12 1% 5 36-16d 12-16d LUS210 4y, 18 19(. T)(. 19; 8-1 Od 4-1 Od HUS210 8% 16 1% 9 3 30-16d 10-16d HUS4' oyS 1.a HUS210 HUS26, r'' HUS28, i S and HHUS similar) f r ry-< ` MUS28 4. Double Shear Nailing Side View Available w/th additional carrus/on protection. Check with factory. 1. bee Wall on ) Double page109forallowable Shear Nailing loads. Top View REDUCED HEEL HEIGHT ALLOWABLE LOADS - DFL (See Illustration at Right) Model No. Reduced Hest Height No. of Carrying I Member Ys Joist Nalls I Face Nails Uplift 2x8 Carrying Member 2x8 Carrying Member Flom Snow Rant Wind Wind Floor Snow Root Wind Wind 133) 160) 100) 115) 1 (125) 133) 160) 100) 115) 125) 133) 160) LUS26 31A 1 3-tad 4.10d 730 875 700 805 875 905 905 7D0 805 875 905 905 2 3.10d 4.1od 730 875 775 890 970 1030 1235 775 890 970 1030 1235 1 4-tOd 6.10d 725 725 1000 1150 1250 1330 1390 1000 1150 1250 1330 1390 MUS26 314 2 4.10d 6.10d 725 725 1110 1280 1390 1420 1420 1110 1280 139D 1420 1420 HUS26 3'h 1 4- 10d 14-10d 985 1035 1360 1360 1360 1360 1360 1360 1360 1360 1360 1360 4. 16d 14-16d 1035 1035 1760 1760 1760 1760 1760 15DO 1725 1760 1760 1760 2 4- 10d 14-10d 995 1035 1950 1950 1950 1950 1950 1950 1950 1950 1950 1950 4. 16d 14-16d 1035 1035 2425 2695 2695 2695 2695 2425 1 2695 2695 2695 2695 HGUS26 31h. 2 6. 10d 20-10d 1535 1745 2350 2350 2350 2350 2350 2350 2350 2350 2350 2350 6. 16d 2D-16d j 1745 1745 2830 2830 2830 2830 2a30 2060 28M 2830 2830 2830 1 3-1 Go 6-1 ad 730 875 700 805 875 905 005 900 1035 1110 1110 1110 LUS28 31A 2 3-10d 6-10d 730 875 775 890 970 1030 1235 1010 1160 1260 1340 1430 1 4-10d 8-lod 775 775 1000 1150 1 1250 1330 1390 1200 1300 1300 1 1300 1300 MUS28 3% 2 4-10d 8.10d 775 775 1110 1280 1390 1420 1420 1345 1550 1885 1690 1 1690 HUS28 3'h 1 4. 10d 22-10d 985 1000 1360 1360 1360 1360 1360 1 1710 1710 1710 1710 1710 4. 16d 22-16d 1000 10DO 1760 1760 1760 1760 1750 2630 26M 2630 2630 2630 2 4. 10d ' 22-10d 985 1000 1950 1950 1950 1950 1950 2475 2475 2475 2475 2475 4. 16d 22-i6d 1000 11000 2425 2695 2695 2695 2695 3215 3275 3315 3350 3455 if I FHGUS283Y. T1317,8-1ad p rr10d 36.10d 1535 1610 2350 2350 2350 2350 2350 3105 3105 3105 3105 3105 36. 16d 1810 1610 2830 2830 2830 2830 2830 3740 3740 374g 3740 3740 a HUSC Concealed o Flanges not available i for HHUS, HGUS and HUM) ir- Dome Double Shear Nailing prevents tabs breaking off (avallable on some models) U. S. Patent 5,603,580 Typical HUS26 with Reduced Heel Height Truss Designer to provide fastener quantity for connecting multiple members together) i. Allowable (dads shown consider ANSI/ TPI 1.2002 member design criteria. 2. For allowable loads on 2x10 girder bottom chords, multiple ply hangers and on SPF/HF header wood species, see Technical Bulletin T-REDHEEL. 3. HGUS, HHUS and HGUD hangers Installed with the joist fastener quantities shown above are recommended for Installation an minimum 2-ply 2x girder bottom chords. See T-REDHEEL for HHUS and HGUD allowable loads. 4. Allowable loads are based on the lowest joist fastener holes filled. For the LUS, fill the two lowest joist fasteners holes on the right side of the hanger and the single lowest joist fastener hole on the left side of the hanger. 5. Wind (133) and (160) is a download rating. go This product is preferable to similar connectors because of e) easier Installation, b) higher loads, c) lower Installed cast, or a combination of these features. This series attach joists or rafters to headers, sloped up or down, and skewed left or right, up to 45•. MATERIAL- See table. FiNISH: Galvanized. Some products available In Z-MAX; see Corrosion -Resistance, page 5. INSTALLATION: • Use all specified fasteners. See General Notes. Attach the sloped joist at both ends so that the horizontal force developed by the slope is fully supported by the supporting members. CODES: See page 10 for Code Listing Key Chart Available with additional corrosion protection. Check with factory. LSSU410 LSSU210-2 similar) SIMPSON SLr ag1Ye 71 th •, A'FIANGE9 APE LSSU28 m'S uP on oowx Joist Width Model No. Oa Dimensions Fasteners Down Avg Utt OF/SP Species Header Allowable Loads SPF Species Header Allowable Loads Code Rot. W H A Face Joist 133) life 161 Final 100) tRoolife Snow Const 115 125 1331 000) Root Snow 115 Cans[ 125 Sloped Only Hangers 1% LSU26 18 I'Ke 47A 1% 6-10d 5-10dxl'h 3084 485 1 535 665 765 800 415 575 660 690 1 84140,121 11h LSSU28 18 1'Aa 7% 11h 10-1Od 5-10dxl% 5800 485 535 1110 1275 1390 416 960 1105 1200 6,86. 1'A LSSU210 18 144e 81h 1% 10.10d 7-1Odxl'h 5800 730 875 1110 1275 1390 625 960 1105 1200 140,121 21h L.SSUH310 16 29Ae 8% 3% 18-16d 12-10dxlA 10179 1150 1150 2295 2295 2295 990 1930 1930 1930 160 3 LSSU210-2 16 3% SW 27A 18-16d 12-10dxl% 10305 1150 1150 2430 2795 3035 990 2160 2485 2700 4,37,87. 31h LSSU410 16 345e 81h 2% 18-16d 12-1Odxl1h 10305 1150 1150 2430 2795 3035 990 2160 2485 2700 121 Skewed Hangers at Sloped and Skewed 1% LSU26 18 1VAa 47ib VA 6-1Od 5-1OdxI% 3084 485 535 665 765 800 415 575 660 690 1,84 11h LSSU28 18 11Ka 7% 1'A 9-10d 5-10dx114 3197 450 450 885 885 885 415 765 765 765 6,86,140 VA LSSU210 18 1N+1 8% 1% 9-10d 7-10dxl% 4235 730 785 995 1145 1205 625 860 995 1050 2% LSSUH310 16 2%a 81h 31h 14-16d 12-10dxl% 6823 1150 11so 1600 1600 1600 990 1385 1385 1385 160 3 LSSU210-2 16 314 8% 2% 14-16d 12.1Odxl1h 5742 1160 1150 1625 1625 1625 990 1365 1365 1365 4.37.87 311A LSSU410 16 344e 2% 1.Roof loads are 125% of floor loads unless limited by other criteria. 3.Truss chard cross -grain tension may limit allowable loads. Refer to Technical Bulletins 2.Uplfft loads Include a 33% and 60% Increase for earthquake or wind T-ANSITPISPF, T-ANSITPISP and T-ANSITPIOF far allowable loads that consider loading; no fuller Increase Is allowed; reduce when other loads govern. ANSI/TPI 1-2002 wood member design criteria. LSSU INSTALLATION SEQUENCE 155 s , 1y7 Ailach hangar ACUTE dl`,, y h,%bJ?1 i ti,1r Nail hanger to slope cut ANGLE Steo 2 to the carrying S ie led member, Installing ; Skew flange to form acute member, acute seat nail BrsL angle. Bend other flange hack "'"' angle side first. rr No bevel necessary for '3;;t; ' along centerline of slots. „t'i } Install nails at NAILSti• ' ' 1 i skewed Installation. ' Bend one time only. NAILS an angle. The HCP connects a rafter or Joist to double top plates at a 45• angle. MATERIAL- 18 gauge. FINISH: HC132—galvanized or Z-MAX; HCP4Z—ZMAXTM. INSTALLATION: • Use all specified fasteners. See General Notes. Attach HCP to double top plates; birdsmouth not required for table loads. Install rafter and complete nailing. Rafter may be sloped to 45•. CODES: See page 10 for Code Listing Key Chart. Available with additional corrosion protection. Check with factory. Doug - Fir -Lerch/ Spruce -Pine -Fir Member Model Fasteners Uplift Nlowable Allowable Loads Code Size No. Avg till L, Ref. To To •. 133 & 160 133 & 160 U lift F Uplift F RaftersPlates2x HCP2 6-10dxl% 6-10dxl% 2017 605 300 520 260 9. 4x 1HCP4Z I 8-10d 8-10d I 3367 1000 1 265 1 860 230 1 121 tya'• HCPz PLATE LINE ITT LOCATORFOR PRoPERuI[A 61HCP1 I. Loads may not be Increased for short-term loading. HCP2 2; The HCP can be Installed on the Inside and the outside of the wall with a flat bottom (HCP42 similar) chard truss and achieve twice the load capacity. U.S. Patent 5,380,116 3.Uplift loads include a 33% and 60% Increase for earthquake or wind loading; 70 no further Increase allowed; reduce where other loads govern. Typical HCP Installation 3 I r SIMPSON 0 Available with additional corrosion protection. Check with factory. Down Doug Fir -Larch Allowable Loads Southern Pine Allowable Loads Spruce-Plne-FIr Allowable Loads CodeMNedel Any Ult Uplift' 133) Uplift' 160) Floor 100) Snow 115) Roof 125) Wind 133) Uplift' 13; Uplift' 160) Floor 100) Snow 115) Roof 125) Wind 133) Uplift' 133) Uplift' 160) Floor 100) Snow 115) Rool 125) Wind 133) Ref. SINGLE 2x SIZES LUS24 3850 465 490 640 735 800 850 490 490 690 795 865 920 390 465 540 625 675 730 4 37. 87, 121, 140 LUS26 5167 930 1115 830 955 1040 1110 1010 1165 900 1035 1115 1200 780 935 700 B05 875 950 MUS26 5882 1090 1090 1310 1505 1640 1740 1090 1090 1425 1640 1780 1740 915 915 1100 1265 1380 1465 47.132 HUS26 10000 1550 1550 2565 2950 3205 3335 1550 1550 2785 3200 3325 3335 1465 1550 2210 2490 2540 2580 4,37,87,121 HGUS26 14755 2325 2325 3940 4700 4700 4700 2325 2325 4265 4700 4700 4700 1995 1995 3410 3920 4070 4070 160 LUS28 6066 930 1115 1055 1210 1320 1405 1010 1165 1140 1310 1425 1520 7B0 935 890 1025 1115 1185 4, 37. 87, 121. 140 MUS28 8528 1555 1555 1750 2010 2185 2325 1555 1555 1900 2185 2375 2325 1305 1305 1470 1690 11835 1955 47,132 HUS28 13167 2000 2000 3585 3700 3775 3840 2000 2000 3380 3505 3585 3655 1720 1720 2580 2680 12745 2800 4 37 87.121 HGUS28 14755 3220 3220 5970 5970 5970 5970 3220 3220 56401 5850 5970 5970 2705 2705 4245 14405 14510 4510 160 LUS210 7750 930 1115 11275 1470 1595 1700 1010 1165 1380 1 1590 1725 1840 780 935 1085 1245 1355 1445 4, 37, 87, 121, 140 HUS210 18833 2845 3000 3775 3920 4020 4100 3000 3000 3585 3745 3850 3935 2320 2780 2745 12870 12955 3025 1 4,37,37,121 1. For dimensions and fastener information, see table on page 108. Model No. Min. Heel Height I Dimensionsi Ga W H B Fasteners Down gilt Doug Fir- arch/Southern Pine Allowable Loads Spruce-Pine-FIr Allowable Loads Code Ref. Carrying Carried Member Mamber Uplift' 133) Uplift' 160) Floor 100) Snow 115) Rool 125) Wind 133) Uplift' 133) Uplift' 160) Floor 100) Snow 115) Roof 125) Wind 133) DOUBLE 2x SIZES LUS24-2 21A 18 31A 3% 2 4-16d 2-16d 5303 565 565 765 880 960 j 1020 465 555 640 735 800 880 1 84,121 LUS26-2 41/,. 18 j 31A 41A 2 4-16d 4-16d 5303 1140 1165 1000 1150 1250 1335 925 1115 820 945 1025 1145 HHUS26-2 4M6 14 36A6 5 3 14-16d j 6-16d 14667 1550 1550 2580 2965 3225 3440 1395 1W 2165 2490 27101 2960 4.37,121,140 HGUS26-2 4e/,e 12 31Ae 53'e 4 2D-16d 8-16d 17160 2325 2325 3940 4535 4930 5240 1995 1995 3410 3920 42601 4535 3,39,121,140 LUS28-2 48/e 18 3'A 7 2 6-16d 4-16d 7750 1140 1165 1265 1455 1585 11690 925 1115 1050 1210 13151 1450 1,84,121 HHUS28-2 6e/ie 14 13456 6% 3 22-16d 8-16d 19850 2000 2000 3885 4465 4855 5180 1860 2000 3275 3765 4095 4355 4.37,121,140 HGUS28-2 61A6 12 31A6 71/16 4 36-16d 12-16d 24880 3220 3220 6805 1 7830 1 7925 7925 2705 2705 5890 6320 6425 6575 3,39,121,140 LUS210-2 61Ae 18 31A 9 2 8-16d 6-16d 10907 1550 1550 1765 2030 1 2210 2355 1390 1550 1465 1680 1830 1950 1,84,121 HHUS210-2 81A 14 31A6 8% 3 30-16d 10-16d 22167 2855 3430 5190 5900 5900 5900 2330 2795 4385 4795 4875 4945 4,37,121,140 HGUS210-2 8 e 12 31Ae 91A.1 4 1 46-16d 16-16d 27945 3630 3630 8650 8940 8940 8940 3050 3050 6515 6775 16865 7065 3,39,121,140 TRIPLE 2x SIZES HGUS26-3 4'Ma 12 41% 41h 4 20-16d 8-16d 17160 2325 2325 3940 S240 1995 1995 3410 3920 4260 4535 129 HGUS28-3 6'A6 12 411, 7'A 4 36-16d 12-16d 24880 3220 3220 6805 j 7925 2705 2705 5690 6655 6655 6655 HGUS210-3 81% 12 141M. 91A 4 46-16d 16-16d 27945 3630 3630 8780 A45354930[ i j 8940 3050 3050 7510 7510 7510 7510 160 HHUS210-3 8% 14 411Ae 9 3 30-16d 10-16d 22167 2855 3430 5190 5900 2330 2795 4385 5040 5075 5075 170 QUADRUPLE 2x SIZES HGUS26-4 5% 12 6"A6 5% 4 20-16d 8-16d 17160 2325 2325 1 3940 4535 4930 15240 1955 1955 3410 3920 4260 4535 HGUS28-4 71/. 12 6"As 7'A 4 36-16d 12-16d 24880 3220 3220 6805 7830 7925 i 7925 2705 2705 5890 6655 55 6655 160 HGUS21D-4 91A 12 6"A6 91A 4 46-16d 16-16d 27945 3630 3630 8780 8940 6940 j 8940 3050 3050 7510 7510 10 7510 HHUS210-4 BIA 14 61A 8'A 3 30-16d 10-16d 22167 2855 3430 5190 5970 6490) 6920 2450 2940 4475 5145 95j7690 5970 170 HGUS212-4 10A 12 611Ae 10'h 4 56-16d 20-16d 27885 4055 4055 9155 9155 9155 j 9155 3405 3405 7690 7690 7G90HGUS214-4 160 129% 12 6"A6 12, 4 66-16d 2216d 31710 5380 5380 1001510015 10015110015 4520 4520 8415 8415 15 8415 4x SIZES LUS46 43% 18 36A6 434 2 4-16d 4-16d 6076 1140 1165 1000 1150 1250 1335 925 1115 820 945 1025 1145 1,84,121 HGUS46 41Ae 12 3% 41Ae 4 20-16d B-16d 17160 2325 2325 3940 4535 49305240 1995 1995 3410 3920 42601 4535 3.39,121,140 HHUS46 46/ie 5'A 3 14-16d 6 16d 14667 1550 1550 2560 2965 3225 3440 1395 1550 2165 2490 2710 2960 4,37,121,140 LUS48 43% 164'. 43' 1/"b, 2 6-16d 4-16d 7750 1140 1165 1265 1455 1585 ; 1690 925 1115 1050 1210 1315 1450 184121 HUS48 6'A 1 7 2 6-16d 6-16d 11190 1550 1550 1505 1730 1885 2010 1315 1550 1240 1425 1550 1650 HHUS48 61h 14 3% 7 3 22-16d 8-16d 19850 2000 2000 3885 4465 4855: 5180 1850 2000 3275 3765 4095 4355 4.37,121,140 HGUS4B 61A6 12 3% 71A6 4 36-16d 12.16d 24880 3220 3220 6805 7830 7925 j 7925 2705 2705 5890 6655 6655 6655 3,39.121,140 LUS410 6% 18 36A6 BY. 2 8-16d 6-16d 10906 1550 1550 1765 2030 2210 2265 1390 1550 1465 1680 1830 2025 1,84,121 HHUS410 83% 14 35A 9 3 30-16d 10 16d 22167 2855 3430 5190 5900 5900 5900 2330 2795 4385 5040 5075 5075 4,37,121,140 HGUS410 8'Ae 12 31/e 9 4 46-16d 16-16d 27945 3630 3630 B780 8940 8940 894D 3050 3050 7365 7510 751011 510 3,39,121,140 HGUS412 101A6 12 3% 101A6 4 56-16d 20-16d 27885 4055 4055 9155 9155 9155 9155 3405 3405 7690 7690 176901 76LDJ 160 HGUS414 111Ae 12 31A 121A6 4 66-16d 22.16d 31710 5190 5380 10015 10015 10015 10015 4520 4520 7890 BIBS 8380 8380 1. Upllft loads have been increased 33 % and 60 % for earthquake or wind loading with no further increase allowed. Divide by 1.33 and 1.60 for normal loading as in cantilever construction. 2. Wind (133) is a download rating. 3. Minimum heel height shown is required to achieve full table loads. For less than minimum heel height, see Allowable Loads with Reduced Heel Height on page 108. 4. Truss chord cross -grain tension may limit allowable loads. Refer to Technical Bulletins T-ANSITPISPF, T-ANSITPISP and T-ANSITPIDF [or allowable loads that consider ANSIirPi 1.2002 wood member design criteria. C G VyJ 0 0 109 TRUSS PLACEMENT DIAGRAM ONLY 79.4-0 12-0.0 12-8-0 C01 A08 I I i A06r---ten.-,-- i 0 0 I A02_ A01 B01 20.0-0 6.0-017.E-0 79.4-0 I (print name) have reviewed all the truss conditions and approve the overall design of the truss system. sign name) (date) Permenere "t.aoo.ry be.bp we Rre r»paa. Mly of R+. truss m ASV,. Tpe -E go— d ROgvT I> R+e P9ed 4 arry lop s» ..wevs — nM,,eQ truss», Rre ratan mast mn.00l..y Cop wart m Rre W*d um-,, n rnpamrpre far Rre d-W of Rr p.rmnrer...cWg. Rrr O A, .. syCem, spea rA. —.0 rkmres b . repesef 0 Sb., Bu1Cey Smarty AS trugn n ae.M b m ..aiRsre mint pe mg,-W py . E.— strr 0 10 bsCs Rom.NrrR eer0 a se!smt . .Sy TN -E Qa d Rr is .M r OWO b ue W Ue reyrrM errpnter b Eelerrme Ur..iuse M Rv .ctip.r. Toe arser »soon .14tr.By II trusses rnpn.a ti m ettNers N.pPW9 m elWe to suRkke.p Ct..R Rre truss» b Rre bW pnrip siru.Ne pebR, b v lty pns dnW spec -- Ire .eere0 rm.e C Cry way W— m nsp— n =IVWW A. Oe.nbn lgldOg ne.»sw reps» v M.R..p.n, QOTOes, .PMeR kl bv. w+rR .Pp--efp 1, m0 IV Rre —0R Ai r — W.— l- d - Mn..WM ..9bp.mer. at trussn ne pe m on - r.CGaRer. - 01 Ra ,. sWrCM py Re stru.NC erq.Ra.. 4 0 FIOOR TRUSS ERO DETAL Notes: p S o.m s:rmple anu.ar'Im. Nrmueu!i avvmnn reCSr.Br mry B.' N.OW9• bnnpn np..vprrgwe+i U rrwi 4a, Butlrp BuoM a.r.wpr.O.m..,e... uargra O,a! .w.wb+ St¢, Butlry SucY. A^^'ab"^muna<.ueeaW,w Mar r a.vrrp.prclulm. pv mnu.a.en R00s TRUSS ENO DETAIL HAMILTON COUNTY CONST. 406 WILLOW ROAD SANFORDBuilding SuPPIY WMAI.E.vrovn