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1130 Willow Ave - BR07-002519 - SFH (A)PERMIT ADDRESS CONTRACTOR ADDRESS PHONE NUMBER w%ok%ow a 0 d SUBDIVISION C,VN04&,s PERMIT # dl ' d S k q DATE PROPERTY OWNER 3ASuim N k-el ADDRESS PHONE NUMBER PERMIT DESCRIPTION re&A. S IF PERMIT VALUATION SQUARE FOOTAGE f r jollsld w000lI t$S J 61J • ELECTRICAL CONTRACTOR MECHANICAL CONTRACTO PLUMBING CONTRACTOR n MISCELLANEOUS CONTRACTOR O d PERMIT NUMBER FEE MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE Beale Smith Surveying P.O. Box 1.51633 Altamonte Springs, FL 32715-1633 407-331-5571 ph. 407-331-9188 ix. December 19, 2007 City of Sanford Building Division 11'0 Box 1788 Sanford, FL 32772-1788 RE: Lot 5, Holden Real Estate, 1 130 Willow Avenuc, Sanford, I7 L 32771 To Whom It May Concern: The finished floor elevation of the structure located at 1 130 Willow Avenue, Sanford, f L 32771, meets or exceeds the requirements set forth in the City of Sanford Codc, Chapter 18, sections 18-4-(a). Sin Beale Smith, PS Beale Smith Surveying U.S. DEPARTME14T 01: HOMELAND SECURITY ELEVATION CERTIFICATE Federal Emerg9ncy Management Agencv National Flood Insurance Program Important: Read the instructions on pages 1-8. OMB No. 1660-0008 Exaires February 28. 2009 SECTION A - PROPERTY INFORMATION I For Insurance Conmanv Use A2. Building Street Address (including Ark. Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. ( Company NAIC Number I1130WILLOWAVENUE etc.) Lot: 5, Sub: Holden Real Estate, Plat Book: 1. Page Start: 89, County: Seminole A4. Building Use (e.g.. Residential, Non -Residential, Addition, Accessory, etc.) RESIDENTIAL A5. Lolitudell-ongit(fde: Lot. Long. Horizontal Datum: NAD 1927 NAD 1983 Ara. Attach at least 2 photographs of the building if the Certifialle is being used to obtain II(lod insurance A7 Building Diogrom Number 1 A8. For a building with a crawl space or enclosure(s), provide: A9. For a building with on attached garage, provide: a) Square too Inge of crawl space or enclosures) n/a sq It ai Squaretool nge of athich9d yara(9 220 $q ft b) tJo, of permanent O(rod openings in the cla+vl space or b) h(o. or permanent floo(I openings in the attached garage eI1CIOSUIe(c) Walls VAthin 1.0 fool above adjocent guide n/a walls wilhin 1.0 fool above adjacent grade n/a c) Total net area of flood openings in A8.b Ilia s(I in c) Total net of ea of flood openings in A9.b n/a sq in SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION 81. N IP Convnurnty Nant9 Community Number 2. County Nome Stole CITY OF SANFORD / 120294 'Seminole 7 FL B4. Map/Panel Number B5. Suffix BO. FIRM Index B7. FIRlvl Panel B8. Flood B9. Base Flood Elevotion(s) (Zone Date Effective/Revised Date Zone(s) AO, use base flood depth) 12117CO07OF / 007 F 09/28/2007 09/28/2007 X NA 610 811 812 Indicate the SOurce of the Base Flood Elevation (BFE) dota or base flood depth enlered in Item 89. FIS Profile X FIRM Community Determined Other (Describe) Indicate elevaf l (lannn used for BFE in Item 69: NGVD 1929 X NAVD 1988 Other (Describe) Is the building Imaled in a Constal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? Designatioti Date CBRS OPA Yes [91 No SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C'I. Building elevations are based on: Construction Drawings' Building Und9r COI1S011CIi011' X Finished Construction A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations - Zones A I-A30, AE, AH, A (with BFE), VE, V I-V30, V (with BFE), AR, ARIA, AR(AE, ARWI-A30, ARJAH. ARIAO. Complete Items C2 a•y below according to the building dingram specified in Item A7. Benchmark Utilized 4717001 Vertical Dohun NAVD88 Conversion/Comments NONE Check the mensuremenl used. Top of bottom floor (incuding bossment, crowl space, or enclosure floor) 31 8 feet meters (Puerto Rico Only) Top of the next higher floor NA feet meters (Puerto Rico only) Bottom of the lowest horizontal Structural member (V Zones only) NA X feet meters (Puerto Rico only) Attached garnge (top of slab) 31 2 O feet meters (Puerto Rico only) Lowest elevation of mochinery or equipment servicing the building 31 3 X feet meters (Puerto Rico only) Describe type of equipment in Comments) Lowest adjacent (finished) grade (LAG) 30 5 I —XI feet meters (Puerto Rico only) Highest adjacent (finished) grade (HAG) 31 0 X feet meters (Puerto Rico only) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATIO14 This cerlificotion is to be signed and sealed by a land surveyor, engineer, of architect authorized by low to certify elevation irlfornlntion, I celtify that tale infolmotion of? this Certificate lepresents my best efforts ro intelpret the (Into available i understand thot any false statement may be punishable by fine or imprisonment un(ler to U.S. Code, Section 1001. Check here if continents are provided on hack of form. 1119 Coo ZIP FEMA Fo;An 81131, tp4reY-y 2006 See reverse side for continuation. Replaces all previous editions IMPORTANT: In these spaces, copy the corresponding Information from Section A. For Insuronce Company Use Building Street Address (including Apt., Unit, Suite, andtor Bldg. No.) or P.O. Route and Box No. Policy Number 1130 WILLOW AVENUE City State ZIP Code Company NAIL' Number Sanford FL 32771 SECTION D • SURVEYOR. ENGINEER. OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (I n (unity offrr-ial, (2) insurance OgenUconlpany, and (3) building owner. Comments AC IS THE LOW ST MACHI E Y Signature Date r' 12/10/2007 Check her it ottachments SECTION E - 8Ufi1DINQ/ELXV4TI04 INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND Z014E A (WITHOUT BFE) For Zones AO and A (without BFE), complete Items E I-E5. It the Certificale is intended to support a LOMA or LOMR-F request, complete Sections A. B. and C. For Items E1-E4, use natural glade. if available. Check the measurement used. In Puerto Rico only, enter meters. E1. Provide elevation information for the following and check the appropriato boxes to show whether the elevation is above or below the highest adjacent glade (HAG) mid the lowest adjacent grade (LAG). a) Top of bottom floor (including basement, troy( space, or enclosure) is _ feet meters above or below the HAG. b) Top of bottom floor (including basement, ciawl space, or enclosure) is _ feet meters above or below the LAG. E2. For Building Diagrams 6-8 with permanent Flood openings provided in Sect Items 8 andror 9 (see e 8 of Insinrclions), the next higher floor elevation C2.b in the diagrams) of the building is _ E] (pet LI meters ac above or below the HAG. E3. Aftnched gnmge (lot) of slob) is __ n feet [:] meters above or below the HAG. E4. Top of platform of machineryand/or equipment servicing the building is _ feet meters above or below the HAr. E5 Zone AO only If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's "o0dplain management oldinoice7 Yes No Unknovm. The local official must certify this information in Section G. SECTION F • PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized repiesentotive who completes Sections A, B. and E for Zone A (without a FEMA-issued or community -issued BFE) or Zone AO must sign here. The statements in Sections A, 8, and E are cott'ect to the nest of my knowledge. Property Owner' s or Owners Authorized Representatives Nnn1e BEALE SMITH, PS Address City State ZIP code 282 SHORT AVE., SUITE 124 LONGWOOD FL 32750 Signature Qnte Telephone 12/10/ 2007 (407) 331-5577 Comments Check here if atachnlenls SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official vfio is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B. C (or E). and G of this Elevation Certificate. Complete the applicable item(s) old sign below. Check the measuvernenl used in Items G8. and 1739. G I. The information in Seclion C w0s taken from other documentation that has been signed old sealed by a licensed surveyor, engineer, or architect whu is authorized by lti v to certify elevation in101nitltion (Indicate the source and dale of the elevation data in [lie Comments area below.) G2. A Car11n1w11'1itV Official COmpleted Section E for a building located in Zone A (without a FENIA-issued or community -issued BFE) or Zone AO. G3. The following information (Items G4.-GO.) is provided for community floodplain management pu111oses G4. Permit Number I G5. Date Pennit Issued I Gil. Date Certificate Of Compliance/Oc cr.lpancy Issued G7. This permit has been issued for: New ConstrUclion SUbslantial Improvement G8. Elevation of ns-built lowest floor (including basement) of the building: feet meters (PR) Datum G9. BFE or (in Zone AO) depth of "coding at the building site. feet meters (PR) Datum Local Official' s Name Title Conlrnunity Name Telephone Q- Signature Date Comments Check here if attachments FEMA Form 81.31. February 2006 Replaces all previous editions FINAL SUR-VEY--,=2_'- S 00°00'00" E 53.00'(R&M) MCI 00 107.00' 66' TOTAL R/W ASPFI 20 40 ii zi m LOT 5 R) RECORI) UF. UTILITY EASr UENt !IP FOHHU IROII PIPE NEIGH NEIGHBORING PRUI'ERI'f X- X - X WIRE FI: NICE tJ CONCRl" N) ME ASURLD DHF. DRAVIA•,E N I7t1LP'f EASEL(F.NI !IR lDENO IRON RCD OUR SUBJECT PROPERTY--0 w00H ICIICf. A/C AIR R/W RIGHT-CF-WAf ( I/DO UNDHAIL/CISP. O1A4 OVERHEAD WIRES FnlllCONDITIONER, ICU FOUND CONCREIF, MONUMENT SIP SET IRON PIPE PROPLRIY CORNER SIR SET IRON ROD NOTES: 1) NOT VALID UNLESS COPIES CONFORO TO 4) BEARINGS WHERE .'x110:':tl ARE. - P 7) tlIJCE OWHERSI,IP NOT DETERMINED 11) DRAWING DISTANCE BETWIFIJ WALLS AIID/OR FLOOD Ir1FORMATION: S1G:IAIURE AND DATE CEPHFICADON. RECORD UNLESS OTHERWISE NUICD. UNLESS OHIERw1;F. NOTED. (EHJ(:1.5 AIIO RROPCRTY ;WLS a. E FLGCD ZONI X 2) LEGAL P.CSCRIP IION PROv1UL0 BY OtI R.RS. 5) UNDERGROUrJU UTILITIES, F01:IJOA iIUrJS, B) UEnSUR[UEHI$ 10 WIRE (E'JCE.S nRE RE ErAP.GERAIED FOR CIARITY. COMIAUNItY NO. 12G294SPROPERTIESSHOWNIILREONWERENOTAIJD/OR OTHER IUPROVLVFNIS, IF ANN. TO CENTER Or WIRE. 1J) I+.ODD ZOH[ IIJI ORL!AilGll 'NA$ DCF.NCRTOwpOUFENCESARE PANE NO. 0045APSTRACIEDFOREASEMENTSORCUTERWEP[ NOT LOMCAIF.D. 9) MEASUREMENTS . rROM ICn1.Rnl CMERGLt+Cr IVHL GLL(1 NIP.FCORIIED ENCUMBRANCES NOT $HDVINS. OH THE PROPERTY FIAT OF RECORD. 6) NATIONAL G If TIC VN ARE IiDATU ON n. IJAl10JJn[ Gf.ODEHC VCRIIFJ.1. DAT(IM I.7. TO OUTSIDE OF WOOD. 1(1 WALL IAEASURLS ARE Top A(,E:11(:Y FLOOD INFORMATION RAI[ I,!APS SUFFIX DATE OF FIRM E 4/17/95ACEOFW'AI.I.. ADDRESS: DATE OF SURVEY 5/24/07 1130 WILLOW AVENUE SURVEY NO. 204899 SANFORD, FLORIDA 32771 111T JA FINAL SURVEY 12/14/07 LEGAL DESCRIPTION: SAq Ty/// LOT 6, HOLDEN REAL ESTATE COMPANY'S ADDITION, ACCORDING 0 • ' i1F1 ' CERTIFIED T0: TO THE PLAT THEREOF AS RECORDED IN PLAT BOOK 1, PAGE Pj 6 j'•/ JASON DYKES, KAMPF TITLE, STEWART TITLE NATIONAL CITY MORTGAGE89, OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA. l GUARANTY CO, THUS IS A DIGITALLY SIGHED AND SEALED SKETCH OF A ••" IJ 0. 5 2 3BOUNDARYSURVEYPERFORMEDUNDERHICDIRECTIONHO1a CF IIIE UNDERSI(:NEU. B COPIES ARE AUIHCRIIEU OI1OR / -f :• ABOUT THE DATE OF SURVEY SHOWN HEREON Ar1D CERIIFIEn A I O F g E.i4, L E ONLY TO THOSE PERSONS AND/OR ENTITIES LISTED HEREON. THE DOUNDAPf SURVFY MEETS THE MINIMUM ICCIINCAI STANDARDS AS SET rURFFI BY Tilt: FLORIDA BOAR'. : 6 OrPROFESSIONALLAUDSURVEYORSINCHAPIIP. BI(i" / FEOP. IUA ADMINISTRATIVE CODE PUPS''-LANT 10 SECI ,N 472.- 027. rL(TRILA STATUTES. L. BCALE Sbtllli IV. -PS PROrESS10NA1. SURVI-YOR, FLORIDA P.I.G. NO. 52.58 on I F 111111 LC\ I(;\ PROFESSIONAL SURVEYOR Y FI_On ICIASIJRVF-YASSOCIA VrG.CCIM 282 SHORT AVENUE, SURE 124 LONGWOOD. FLORIDA 32750 PHONE: 407-331-5577 FAX: 407-331-9188 CITY OF SANFORD P.O. BOX- 1788 SANFORD FL 327721788 I 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 . . . . . . 12/21/07 Parcel Number . . . . . 30.19.31.522-0000-0060 Property Address . . . 1130 WILLOW AVE SANFORD FL 32771 Subdivision Name . . . Legal Description . . . LOT 6 HOLDEN REAL ESTAE COMPAN YS ADDN PB 1 PG 89 Property Zoning . . . . MULTIPLE FAMILY Owner . . . . . . . . . Dykes, Jason Contractor . . . . . . CHONTAS DEVELOPMENT CORP 407 314-8332 Application number 07-00002519 000 000 Description of Work NEW SINGLE FAMILY HOME - DETACHED Construction type . . . TYPE VB Occupancy type . . . . RESIDENTIAL USE GROUP Flood Zone . . . . . . NONE Approved . . . . . . . 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. Application # 0 ? Q_ r19 CITY OF SANFORD PERMIT APPLICATION Submittal Date: /6 -os .0! Job Address: 7//30 az f lle AUK Value of Work: S /D/) * 00 Parcel ID: J Zoning: 12e5. Historic District: Description of Work: Z C r i(lSL Square Footage: ZED Permit Type: Building Electrical O Mechanical O Plumbing Fire Sprinkler/Alarm O Pool O Sign Electrical: New Service — # of AMPS /SD Addition/Alteration Change of Service O Temporary Pole Mechanical: Residential Non -Residential Replacement New O (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 O Commercial Industrial Occupancy Use Group(s): Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required I G.......(....................... Property Owner: L/Da/A S /ie/ '0"W o Contractor: "'9 Address: Address: 5/,1s' 6yV (ZA# h17- Pale mil AY' 32 72._ Phone: E-mail: Phone:396 9 Z WZ6State License Number: ECA300 Z7.5-% Bonding Company: Address: Architect/Engineer: Address: Plan Review Contact Person: 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 ofa permit and that all work will be performed to meet standards ofall laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. 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 applica a tot property that may be found in the public records of this county, and there may be additional permits required from other govemmental entities such as ter. agement districts, state agencies, or federal agencies. Acceptance ofpermit is verification that I will notify the owner of the pro y f require a of Florida Lien Law, FS 713. 0 -0) Signature of Owner/Agent Date Signature of CntracWnt Date Print Owner/Agent's Name P 'it Co + AgeraS S,]KO/i Lop Q• ..- 7 i aYo, G plo / Signature of Notary -State of Florida Owner/ Agent is _ Personally Known to Me or Produced ID APPROVALS: ZONING: Special Conditions: Rev 07.07 Date UTIL: FD: SigrtiXu* of No -State o Pl6?i _ Date 0 Z •• g#DD50729$ • * U Q A. • Q ,, Conttacto is $T 1 Pi y Known to Me or Produce TN/ ENG: BLDG: r CITY OFSANFORD PERMIT APPLICATION b Date: (a Ao-7Permit # : . V—r-1;-Stt k-1 ` rob Address: tk ?n l 9J, V UX Description of Work: Historic District: Zoning: C. S w tAC Total Square Footage Value of Work: S 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 Plumbing Repair - Residential or Commercial Dccupancy Type: Residential --4/— Commercial Industrial Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required ) Jwaers Name & Address: Phone: oatractor Name &Address: J FORD Cr 97771 State 'cea Number Robert ,. n() 3 $ H•IVvnu, t . hone & Fa:: Contact Person: Qt (S Phone: 1447 585=300y 3onding Company: ddress: iortgage (eader. ddress: rehitoWEagineer: Phone: ddress. Fa K: pplication 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 thessuaneeofapermitandthatallwoikwillbeperformedtomeetstandardsofalllawsregulatingconstructioninthisjurisdiction. I understand that a separatememitmustbesecuredforELECTRICALWORMPLUMBING, SIGNS, WELLS. POOLS, FURNACES, BOILERS. HEATERS, TANKS, andii, C0143 iRONE1IU, CA.;. WNER'S AFFIDAVIT: •1 certify that all ofthe foregoing information is accurate and that.all work will be done in compliance with all applicable laws regulatingonstructionandzoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYINGWICEFORIMPROVEMENTSTOYOURPROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ITORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. 4OTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this propertyhiscounty, and there may be additional permits required from other governmental entities such as water manaaemeaF cceptanco ofpermit is verification that 1 will goofy the owner ofthe property of the requirements Signature ofOwner/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is _ Personally Known to Me or Produced [D dPPROVALS: ZONING: UTIL: FD: pecial Conditions: ev 03/2006 of be found in the public records of state agencies, or federal agencies. Date Pri Contractor/A 's Name i n otary-S of Florida Date Contractor/Agent is _V Personally Known to Me or Produced ID ENG: BLDG: i ity" sr MY JACOUELYNHOBACK COMMISSION # DO 528159 c'aa EXPIRES: March 14, 2010 VP Bonded rm Notary Pudic UndrnvAtan j3T COUNTY OF SEMINOLE IMPACT FEE STATEMENT ISSUED BY CITY OF SANFORD STATEMENT NUMBER 107-75100 DATE: Y1-'Z/0-) BUILDING PERMIT NUMBER: 07-aSI`l (CITY) COUNTY NUMBER: UNIT ADDRESS: k3J LU tt•a 3a1_&4_ TRAFFIC ZONE: JURISDICTION: 06 CITY OF SANFORD SEC: 12 TWP• / _ RNG: 3_/ PARCEL: SUBDIVISION: TRACT: — PLAT BOOK: _( PLAT BOOK PAGE: 6'y BLOCK: LOT: CGGO OWNER NAME: ADDRESS: APPLICANT NA ADDRESS: LAND USE CATEGORY: 001 - Single Family Detached House TYPE USE: Residential WORK DESCRIPTION: Single Family House: Detached - Construction FEE BENEFIT RATE FEE UNIT RATE PER # d TYPE TOTAL DUE TYPE DIST SCHEDULE DESC. UNIT OF UNITS ROADS ARTERIALS CO -WIDE 0 dwl unit S 705.00 1 S 705.00 ROADS COLLECTORS NORTH 0 dwl unit S 000.00 1 $ 000.00 LIBRARY CO -WIDE 0 dwl unit S 54.00 1 $ 54.00 SCHOOLS CO -WIDE 0 dwl unit $1,384.00 1 S 1,384.00 AMOUNT DUE $ 2,14.3.00 STATEMENT RECEIVED BY: 4-P SIGNATURE:LEASf—k-fN _NAME) DATE: NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT I'N YOUR LIABILITY FOR THE FEE. --*- DISTRIBUTION: 1-COUNTY 3-CITY 2-APPLICANT 4-COUNTY NOTE** PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES WHICH ARE DUE AND PAYABLE PRIOR TO ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATIONS OF THE ROAD, LIBRARY SYSTEM AND/OR EDUCATIONAL (SCHOOL) IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF THE RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD, FLORIDA 32771; (407) 665-7474. PAYMENT SHOULD BE MADE TO: CITY OF SANFORD BUILDING DEPARTMENT 300 NORTH PARK AVENUE SANFORD. FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE THE STATEMENT NUMBER AND CITY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THE NOTICE. THIS STATEMENT IS VALID ONLY IN CONJUNCTION WITH ISSUANCE OF A*** SINGLE FAMILY BUILDING PERMIT******************** CITY OF SANFORD PERMIT APPLICATION Applicat Job Add Submittal Date: CC.L (: [XI Value of \fork: Parcel ID: dq — /q — _7/ —.S — GoC-o' Zoning: Historic Disir t/ 3, Description of Work: e 1/et o Square Footage: Permit Type: Building 0 L'lccu•ical Mechanical Plumbin; Fire Sprinkler/Alarm fool Electrical: New Service — H ol':\\,1PS Mechanical: Residential &"Non-Rcsidcntial Plumbing/ New Commercial: of of Fixtures Addition/Alteration Change of Service Temporary Pole Replacement New (Duct Layout R Energy Calc. Required) of kVatcr S Scwcr Lines Plumbing/New Residential: # of' Waicr Closets Occupancy Type: Residential Zl'— Commercial Industrial Construction Type: N of Stories: 1 # of Dwelling Units Property Owner: -;C, Address: !t—O /?—"o r- /'Lvd 10 3-sel JV Phone: 7,07 L/G/ &/ E-mail: Bonding Company: Address: Architect/Engineer: 0 of Gas Lines Plumbing Repair — Residential Commercial Occupancy Use Group(s): IFlood Zone: (FEIMA form required ) 1 Contractor: 47 - ri i i-.7 Address: Phone:'`!a?3/'Zfrl.7,gState License Number: C(;C' /Jedr3/% Mortgage Lender: Address: Phone: Address: ' Plan Review Contact Person: 'z o 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 pcnnit and that all work will he performed to meet standards of all laws regulating constriction in this jurisdiction. I understand that a separate permit must he secured for ELECTRICAL WORK, PLUMBING. SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, RANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certifi that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regal ing 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. A NOTICE 01' COMMENCEMENT MUST BE RECORDED AND POSTED ON TLIL• J013 SITE 131:1-ORI-I "I'llF FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING. CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE Of- C0\9MENCEf 1FiN'I'. 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 tederal agencies. Acceptance of pcnnit is verification that I will notity the owner of the property of the re u menu of Florida LicitLaw, FS 713. Signature of wrier/Agent Date S _nature of Contractor/Agent Date IV rinuCA ter/Agents Name A signature of Notary -State of Florida Date Owner/Agenl is _ Personally Known to Me or Produced ID APPROVALS: /_ONING:I 'oi U-Ill,: FD: Special Conditions: Rev 07.07 I'ri t Contractor/Agee s Name Signature of Notary -State of Florida Contractor/Agent is _ Persopl3 1&'sti)%vn,tif" or ` Produced ID ?;'i._ 17' ING:iEl7R 2 G_ ..... ,.\\ 2- v 14 4 Lk 19) 130,,5 o 3 J';tn 19 2007 7:47AM HP LRSERJET FAX p.4 CITY OF SANFORD PERMIT APPLICATION Application ii : Submittal Date: / _. Job Address. -- -- `i 3Q (/j/pj,) Value of Work: S— T Parcel ID: 00- c a7oning: Historic District: Description of Work: _ 1 + hprne con6trucLIOYI Square Footage: __ a i;;,; O;O:oi............................................................................... .......... PermitType: lWilding lectr-iCal Cl Mechanical Plumbing Fire Sprinkler/Alarm Pool ' • Sign Electrical: New Service - # ol'ANWS _ __ Addition/Alteration Change of Serc ice Temporary Pole Mechanical: Residential 131111,,"' Non-Rcside.61iai Replacement New (Lhrct Layout A-, Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Scwer Lines 4 of Gas Lines Plumbing/ New Residential: # of Water Closets _ Plumbing Repair - Residential Commercial Occupancy Type: Residential 4d Commercial Industrial Occupancy Use Group(s): ____ Construction Type: _*Vj k of Stories: # of Dwelling Units: _ Flood 7-one: (FEMA form required I QSon TK.• ,s Contractor: PropertyOwner: Address: Goar)17141 4J iv3S_D Address: A v+ almonk s9r, x 31 _ ---- 4 - - -- Phone: E-mail: Phone.(4DI37-3''1 ate License Number: Bonding Company: Address: Architect/ Engineer: Mortgage Lender: __ Naa-NOna I C1+ Address: Phone: X00- Address: - -- - - Fax: Plan Review Contact Person: - ' rax: ^ E-mail: Application is hereby made to obtain a permit ro do the work and installations as indicated. ! certify that no work or installation has commenced prior to the issuance of a permit and that all work will be perkxmed to meet standards of all laws regulating construction in this jurisdiction. I understand thrt a se arate permit must be secured fur ELF-CTR[CAL WORE, PLUi fBINC., SIGNS, ,'ELLS, POOLS, FURNACf_S. 1301I:ERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of Ute foregoing information is accurate and that all work will be dome in compliance %vith all applicable laws regulating construction and zoning. WARNrNG TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT [N YOUR PAYIN i TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON rHF- joB Srl': BEFORE THE FIRST rNSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN A-!-1'ORNEY BEFORE RE -CORDING YOURNOTICE OF COMMENCEMENT. UTICE: In addition to the requirements oI this Permit, there may be addition -a! rest ricrians :yrp!ic:able to this property that may be found in the public record% of this county, and t ere may be additional Permits required fn)m other governnici tat entities such a; water managanent districts, state agencies, or li decal agencies. Aceepta a - permit is verificution that I will notify the owner of the rty a the reywrenicnls of Florida Lien I_aw, FS 71 . Signa rc ofow / gent Date igna re o untractor/. t Date Prir C cr/Agt nNatnc Print rJetor/gent'same Sibmdtire ofNotary- State i' lorida Date Si re ofNotat'-State f xitla Date rCHRISTINA LEE S CHRffnNA LEE MY COMMISSION tY DD 667849 r MY COMMISSION qOD6678494. EXPIRES: April 26 2011 ? : a PIRES: April 26, 2011 pf Thu Notary PubBc Ur dery tars %+?NO Thru Note Uruderry ite 11, O sner Contrnt. ProducedIDProducedIDAPPROVALS: ZONING' LJl'IL: !_ FL): __-_ ENG: Special Conditions: Rev 07.07 UTILITY IMPACT FEES WD - $ - __ - / z 4/ Z_ CITY OF SANFORD PERMIT APPLICATION Application N : Cl l ( I Submittal Date: y/ Job Address: Il. (LilYOtn/ Af/ s/cad `• 3Z% Valucof Vork:$ 5 Parcel ID` f1Zoning: 1 Historic District: rw,,.• l i/w,Jii, ,, /Ale,,) r^1rei.5/.iil/.Id l Square Foota£e: Permit Type: Building Electrical iMcchanical Plumbing V Fire Sprinkler/Alarm Pool Sign Electrical: New Service - P ol'VOPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement New (Duct Lavout R Energy Calc. Required) Plumbing/ New Commercial: N of FiXtUres 0 4 of Watcr & Sewer Lines # it of Gas L.incs Plumbing/New Residential: H of Water Closets z Plumbing Repair - Residential Commercial Occupancy Type: Residential V Commercial Industrial Occupancy Use Group(s): Construction Type: H of Stories: _j N of D%velling Units: Flood Zone: (FENtA form required ) Property Owner: Contractor: J v1 J Address: Address: .v hAli. A Ale Phone: E-mail: Phon / 3%%-5% Mate License Number: Bonding Company: Address Architect/Engineer: Address: Plan Review Contact Person: iNlortgage 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. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING. SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will he 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. A NOTICE OF COMME-NCENIENT MUST 13E RECORDED AND POSTED ON THE 1013 SITE BEFORE THE FIRST INSPECTION. 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 maybe found in the public records of this county, and there may he additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Licn Law, I'S 713. l/ Wuf Signature ofOwncr/Agent Date SignaturcofContractor/Agent Date 6,/ S-e.tii—cl,e Print Owncr/Agent's Name I'ri%p ontractor/Agent's ame Signature of Notary -State of Florida Date Signature of Notary -State ofl-lorida atc NJ •..•},, isfitnUnrt. Owner/Agent is _ Personally Known to Me or Produced ID Contractor/Agent is _ )jr t51JyntaZvrtuto Mcbr`-_-_' Produced ID ,n _• " A J l APPROVALS: "ZONING: UTIL: FD: IiNG: N Special Conditions: Rev07.07 I flt.tn' 0 7 ZS" / 11111 II III II 111 II 111 II III 11 III II III II III II IH 11 III II III 1 IIII k R THIS IN ,RUMEN T REPAIRED BY: Name: Address: t,_—-- lam..4 l' 7d fr State of Florida MARYANNE MORSE, CLERK OF CIRCUIT COURT SEMINOLE COUNTY BK 06797 Pg 04541 (lpp) CLERK'S # 2007122431 RECORDED 08/22/2007 0909:17 AM SEMINOLE COLAIt'Y RECORDING FEES 10.00 rrn-irlrD COPY, AnMEWs wwrcNu rt+o+cf RECORDED BY H DeVore t.;ORSE C,Lt•;. ".U7f7 COURT e r •'PI I-, erne• NOTICE OF COMMENCEMENT -WIT 2 20Q7 Parcel ID Number(PID) o o /2 3 / Say- —GDoc - The undersigned hereby gives notice that improvement will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. 4-L,p /l 3;r- , t./r // al— /p, v v -r'r' r -c- j- / GENERAL IJESCRIPTION OF IMPROVEMENT V) ILA3 t`1S Cn L rc,7 ?r-. M OWNER INFORMATION Name and address: CONTRACTOR Name and address: Persons within the State of Florida Designated by Owner upon whom notice or other documents may be served as provided by Section 713.13(1)(b), Florida Statutes. Name and address: In addition to himself, Owner Designates To receive a copy of the Lienor's Notice as Provided in Section 713.13(1)(b), Florida Statutes. Expiration Date of Notice of Commencement C (The expiration date is 1 year from date of recording unless a different date is specified.) M. STATE OF FLORIDAV COUNTY OF SEMINOLE OWNERS SIGNATURE' OWNERS PRINTED NAME NOTE: Per Florida Statute 713.13(1) (g), owner must sign...... and no one else may be permitted to sign in his or her stead." The foregoing instrument was acknowledged before me this day of S , 20 7 by L/lII, )UI Name of person making statement OR who has produced identification t. CE,STINALEE Ot SISION 9 DD 667849 EXPIRES: April 26, 2011 Bonded Thru Notary Public Underwriters Who is personally known to me type ol identification produced Signature FORM 60OA-2004R EnergyGaugeG 4.5 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: DYKESRES Builder: JAMES BESSINGER Address: Permitting Office: City, State: Permit Number: Owner: Jurisdiction Number: Climate Zone: Central I. New construction or existing New _ 2. Single family or multi -family Single family 3. Number of units, if multi -family I 4. Number of Bedrooms 3 _ 5. Is this a worst case? Yes _ 6. Conditioned floor area (ft') 1212 ft' _ 7. Glass type and area: (Label reqd. by 13-104.4.5 if not default) a. U-factor: Description Area or Single or Double DEFAULT) 7a(Sngle Default)l 12.0 ft' _ b. SHGC: or Clear or Tint DEFAULT) 7b. Clear)1 12.0 tt' 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 151.0(p) ft _ b. N/A c. N/A 9. Wall types a. Concrete, Int Insul, Exterior R=4.1, 844.4 tt' _ b. Frame, Wood, Adjacent R=1 1.0, 240.0 fl' c. N/A d. N/A e. N/A 10. Ceiling types a. Under Attic R=30.0, 1222.0 ft' b. N/A c. N/A 11. Ducts a. Sup: Unc. Ret: Unc. AH(Sealed):Gamge Sup. R=6.0, 1.0 fl b. N/A 12. Cooling systems a. Central Unit b. N/A c. N/A 13. Pleating systems a. Electric Heat Pump b. N/A c. N/A 14. Plot 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: 0.09 Total as -built points: 16792 PASSTotalbasepoints: 17103 I hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code. PREPARED BY: DATE: A - a -•> > I hereby certify that this building, as designed, is in compliance with the Florida Energy Code. OWNER/AGENT: DATE: 1 Predominant glass type. For actual glass type and areas, see Summer 6 Review of the plans and specifications covered by this calculation indicates compliance with the Florida Energy Code. Before construction is completed this building will be inspected for compliance with Section 553.908 Florida Statutes. BUILDING OFFICIAL: DATE: Winter Glass output on Daaes 2&4. EnergyGauge® (Version: FLRCSB v4.5) owc Cap: 24.0 kBtu/hr SEER:13.00 Cap: 24.0 kBtu/hr HSPF: 8.20 Cap: 50.0 gallons EF: 0.90 PT, _ FORM 60OA-2004R . EnergyGauge® 4.5 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES 18 X Conditioned X BSPM = Points Overhang Floor Area Type/SC Omt Len Hgt Area X SPM X SOF = Points 18 1212.0 24.35 5312.0 1.Single, Clear E 1.0 6.0 16.0 63.97 0.97 991.0 2.Single, Clear E 1.0 6.0 16.0 63.97 0.97 991.0 3.Single, Clear W 1.0 6.0 32.0 57.68 0.97 1787.0 4.Single, Clear W 1.0 6.0 16.0 57.68 0.97 893.0 5.Single, Clear S 1.0 6.0 32.0 48.22 0.94 1456.0 As -Built Total: 112.0 6118.0 WALL TYPES Area X BSPM Points Type R-Value Area X SPM = Points Adjacent 240.0 0.70 168.0 1. Concrete, Int Insul, Exterior 4.1 844.4 1.18 996.4 Exterior 844.4 1.90 1604.4 2. Frame, Wood, Adjacent 11.0 240.0 0.70 168.0 Base Total: 1084.4 1772.4 As -Built Total: 1084.4 1164.4 DOOR TYPES Area X BSPM Points Type Area X SPM = Points Adjacent 18.0 1.60 28.8 1.Exterior Insulated 20.0 4.80 96.0 Exterior 20.0 4.80 96.0 2.Adjacent Wood 18.0 2.40 43.2 Base Total: 38.0 124.8 As -Built Total: 38.0 139.2 CEILING TYPES Area X BSPM Points Type R-Value Area X SPM X SCM = Points Under Attic 1222.0 2.13 2602.9 1. Under Attic 30.0 1222.0 2.13 X 1.00 2602.9 Base Total: 1222.0 2602.9 As -Built Total: 1222.0 2602.9 FLOOR TYPES Area X BSPM Points Type R-Value Area X SPM = Points Slab 151.0(p) 31.8 4801.8 1. Slab -On -Grade Edge Insulation 0.0 151.0(p 31.90 4816.9 Raised 0.0 0.00 0.0 Base Total: 4801.8 As -Built Total: 151.0 4816.9 INFILTRATION Area X BSPM Points Area X SPM = Points 1212.0 14.31 17343.7 1212.0 14.31 17343.7 EnergyGauge® DCA Form 60OA-2004R EnergyGauge®/FlaRES'2004 FLRCSB v4.5 FORM 60OA-2004R EnergyGauge® 4.5 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT Summer Base Points: 22353.9 Summer As -Built Points: 22551.3 Total Summer X System Cooling Total X Cap X Duct X System X Credit Cooling Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points System - Points) DM x DSM x AHU) sys 1: Central Unit 24000btuh ,SEER/EFF(13.0) Ducts: Unc(S),Unc(R),Gar(AH),R6.0(INS) 22551 1.00 1.09 x 1.150 x 0.95) 0.260 0.950 6614.8 22353.9 0.3250 7265.0 22551.3 1.00 1.188 0.260 0.950 6614.8 EnergyGaugeTM DCA Form 60OA-2004R EnergyGaugeORaRES2004 FLRGSB v4.5 FORM 60OA-2004R EnergyGauge® 4.5 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES 18 X Conditioned X BWPM = Points Overhang Floor Area Type/SC Omt Len Hgt Area X WPM X WOF = Point 18 1212.0 9.11 1987.0 1.Single, Gear E 1.0 6.0 16.0 12.37 1.01 199.0 2.Single, Clear E 1.0 6.0 16.0 12.37 1.01 199.0 3-Single, Clear W 1.0 6.0 32.0 13.25 1.00 425.0 4.Single, Clear W 1.0 6.0 16.0 13.25 1.00 212.0 5.Single, Clear S 1.0 6.0 32.0 9.90 1.01 319.0 As -Built Total: 112.0 1354.0 WALL TYPES Area X BWPM Points Type R-Value Area X WPM Points Adjacent 240.0 1.80 432.0 1. Concrete, Int Insul, Exterior 4.1 844.4 3.31 2790.7 Exterior 844.4 2.00 1688.8 2. Frame, Wood, Adjacent 11.0 240.0 1.80 432.0 Base Total: 1084.4 2120.8 As -Built Total: 1084.4 3222.7 DOOR TYPES Area X BWPM Points Type Area X WPM Points Adjacent 18.0 4.00 72.0 1.Exterior Insulated 20.0 5.10 102.0 Exterior 20.0 5.10 102.0 2.Adjacent Wood 18.0 5.90 106.2 Base Total: 38.0 174.0 As -Built Total: 38.0 208.2 CEILING TYPES Area X BWPM Points Type R-Value Area X WPM X WCM = Points Under Attic 1222.0 0.64 782.1 1. Under Attic 30.0 1222.0 0.64 X 1.00 782.1 Base Total: 1222.0 782.1 As -Built Total: 1222.0 782.1 FLOOR TYPES Area X BWPM Points Type R-Value Area X WPM Points Slab 151.0(p) 1.9 286.9 1. Slab -Cm -Grade Edge Insulation 0.0 151.0(p 2.50 377.5 Raised 0.0 0.00 0.0 Base Total: 286.9 As -Built Total: 151.0 377.5 INFILTRATION Area X BWPM Points Area X WPM Points 1212.0 0.28 339.4 1212.0 -0.28 339.4 EnergyGauge® DCA Form 60OA-2004R EnergyGauge®/FlaRES'2004 FLRCSB v4.5 FORM 60OA-2004R EnergyGaugeO 4.5 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT Winter Base Points: 4437.E Winter As -Built Points: 5605.2 Total Winter X System = Heating Total X Cap X Duct X System X Credit = Heating Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points System - Points) DM x DSM x AHU) sys 1: Electric Heat Pump 24000 btuh ,EFF(8.2) Ducts: Unc(S),Unc(R),Gar(AH),R6.0 5605.2 1.000 1.078 x 1.160 x 0.95)D.416 0.950 2632.9 4437.6 0.5540 2458.4 5605.2 1.00 1.188 0.416 0.950 2632.9 EnergyGaugeTM DCA Form 60OA-2004R EnergyGauge®IFlaRES'2004 FLRCS8 v4.5 FORM 60OA-2004R EnergyGauge® 4.5 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT WATER HEATING Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 3 2460.00 7380.0 50.0 0.90 3 1.00 2514.67 1.00 7544.0 As -Built Total: 7544.0 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points Total Points Cooling Points Heating + Hot Water = Total Points Points Points 7265 2458 7380 17103 1 6615 2633 7544 16792 PASS EnergyGaugeTM DCA Form 60OA-2004R EnergyGauge®/FlaRES'2004 FLRCSB v4.5 FORM 60OA-2004R EnergyGauge® 4.5 Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors 606.1.ABC.1.1 Maximum:.3 cfm/s .ft. window area .5 cfm/s .ft. door area. Exterior & Adjacent Walls 606.1.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wa foundation & wall sole or sill plate; joints between exterior wall panels at comers; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from and is sealed to the foundation to the top plate. Floors 606.1.ABC.1.2.2 Penetrations/openings >1 /8" sealed unless backed by truss or joint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed to the perimeter, penetrations and seams. Ceilings 606.1.ABC.1.2.3 Between walls & ceilings; penetrations of ceiling plane of top floor; around shafts, chas soffits, chimneys, cabinets sealed to continuous air barrier; gaps in gyp board & top plat attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is sealed at the perimeter, at penetrations and seams. Recessed Lighting Fixtures 606.1.ABC.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1 /2" clearance & 3" from insulation; or Type IC rated with < 2.0 cfm from conditioned space, tested. Multi -story Houses 606.1.ABC.1.2.5 Air barrier on perimeter of floor cavity between floors. Additional Infiltration reqts 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFP have combustion air. 6A-22 OTHER PRESCRIPTIVE MEASURES (must be met or exceeded by all residences.) COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements in Table 612.1.ABC.3.2. Switch or clearly marked ci breaker electric or cutoff as must be provided. External or built-in heat trap required. Swimming Pools & Spas 612.1 Spas & heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal 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 1607.1 Separate readily accessible manual or automatic thermostat for each system. Insulation 604.1. 602.1 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. EnergyGaugeTM DCA Forth 60OA-2004R EnergyGauge®/FlaRES'2004 FLRCSB v4.5 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 86.2 The higher the score, the more efficient the home. I . New construction or existing New _ 2. Single family or multi -family Single family _ 3. Number of units, if multi -family I - 4. Number of Bedrooms 3 _ 5. Is this a worst case? Yes _ 6. Conditioned floor area (111) 1212 111 7. Glass type and area: (Label reqd. by 13-104.4.5 if not default) a. U-factor: Description Area or Single or Double DEFAULT) 7a(Sngle Default)I 12.0 11' b. SHGC: or Clear or Tint DEFAULT) 7b. Clear)1 12.0 11' _ 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 151.0(p) 11 _ b. N/A c. N/A 9. Wall types a. Concrete, Int Insul, Exterior R=4.1, 844.4 11' - b. Frame, Wood, Adjacent R=1 1.0, 240.0 111 c. N/A d. N/A e. N/A 10. CeiIingtypes a. Under Attic R=30.0, 1222.0 R' - b. N/A c. N/A 11. Ducts a. Sup: Unc. Ret: Unc. AH(Sealed): Garage Sup. R=6.0, 1.0 t1 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 DI-IP-Dedicated heat pump) 15. HVAC credits CF-Ceiling tan, CV -Cross ventilation, HF-Whole house tan, PT -Programmable Thermostat, MZ-C-Multizone cooling, ML-Ii-Multizone healing) 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 Flome: City/FL "Lip: Cap: 24.0 kBtu/hr SEER: 13.00 Cap: 24.0 kBtu/hr I-ISPF: 8.20 Cap: 50.0 gallons - EF: 0.90 PT, - NOTE: The home's estimated energy performance score is only available through the FLARES computer program. This is not a Building Energy Rating. Ifyour score is 80 or greater (or 86for a US EPA/DOE F_nergyStarMdesignation), your home may qualify for energy efficiency mortgage (EEAI) incentives ifyou obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge tveb site at ivtvw.fsec. ucf edu for information and a list ofcertified Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department ofCommunity Affairs at 850148 7- 1824. I Predominant glass type. For actual glass type and areas, see Summer$. Winter Glass output on ages 2R4. EnergyGaugeO (Version: FLRCS` v4. p) RIGHT-J CALCULATION PROCEDURES A, B, C, D Entire House F. DEL AIR HEATING,AIR CONDITIONING,R Job: DYKES RES 3-2M7 109 COMMERCE STREET. LAKE MARY. FL 32746-6206 Phone: (407) 831-2665 Procedure A - Winter Infiltration HTM Calculation` 1. Winter infiltration AVF 1.00 ach x 9894 ft3 x 0.0167 = 165 cfm 2 Writer infiltration bad 1.1 x165 cfm x 32 °F WinterTD = 5804 Btuh 3. Winter infiltration HTM 5804 Bluh / 150 ft2 Total window = 38.7 BtuhAl2 and door area Procedure B - Summer Infiltration HTM Calculation 1. Summer infittration AVF 0.50 ach x 9894 ft3 x 0.0167 = 82 cfm 2 Summer iif tiaation bad 1.1 x 82 cfm x 18 °F Slrmrer TD = 1632 Btuh 3 Summer n8bation HTM 1632 Btuh / 150 ft2 Total window = 10.9 BtuhtW and door area Procedure C - Latent Infiltration Gain 0.68 x 43 grAb moistd'rff. x 82 cfm = 2431 Btuh Procedure D - Equipment Sizing Loads 1. Sensible stung bad Sensible ventilation bad 1.1 x 50 cfm vent x 18 °F SummerTD = 990 Btuh Sensible bad for structure (Line 19) + 15512 Btuh Sum of ventilation and structure bads = 16502 Btuli Rating and temperature multipplier xs 1.00 16502 BluhEquipmentsmugbadsmbad - = 2 Latent song bad Latent ventilation bad 0. 68 x 50 cfm vent. x 43 grAb moistd'rff. = 1474 Bluh Internal bads = 230 Btuh x 5 people + 1150 Bluh Infiltration bad from Procedure C + 2431 Bkb Equipment sVM bad - latent = 5056 Btuh Construction Quality is: a No. of Fireplaces is: 0 Boldlitel( c values have been manually overridden Prinhout oertif d by ACC A to meet all requests of Manual J MI Ed. wrigFitsoft Right -Suite Residential 5.5.17 RSR26014 2007-Mar-29 14:39:24 ACCA' E:\Files\JamesBessinger\DYKESRES\DYKESRES.rsr Page 1 PROJECT SUMMARY Entire House DEL AIR HEATING,AIR CONDITIONING,R Job: DYKES RES 3-29-07 109 COMMERCE STREET, LAKE MARY. FL 32746-6206 Phone: (407) 831-2665 Gu7 y:7 lCGi Orlando AP, FL, US Winter Design Conditions Summer Design Conditions Outside db 38 OF Outside db 93 OF Inside db 70 OF Inside db 75 OF Design TD 32 OF Design TD 118 OF R tiv hurmdlty 50 % Moisture difference 43 grAb Heating Summary Sensible Cooling Equipment Load Sizing Bukhm heat loss 22419 Bluh Structure 15512 Btuh Ventildon air 0 Cfm Ventilation 990 Bbuh Ventilationloss 9 Btuh nmfg. swung 3.0 OF hheeed loadd 2241Bbbb U 1. 00 Infiltration Tel sens. equip. bad 16502 Bach Method Sirnplified Latent Cooling Equipment Load Sizing qCmstrucce Y A era Fireplaceso Internal gains 1150 Btuh Ventilation 1474 Btuh Heatingg Coolingg Infiltration 2431 Btuh Area ( ft 1% 1212 Total latent equip. bad 5056 Btuh Volume ( t13) 9894 9894 Air dial 1.00 0.50 Total equ,"nent bad SHR 21558 Bluh 1. 7 Equiv. AVF (cm) 165 82 Req. W-capacity at 0.80 ton Heating Equipment Summary Cooling Equipment Summary We CAFE Male CAFE Trade Trade Model Cand Can E ncy 82 FISPF ESensbbllecaoofng 19200 Btuh Heating output 0 Btuh @ 47-F OF Latent cooling 4800 Btrh 24000 Btuh Temperaturerise0TotalCoolingActual air flow 800 cfm Actual au flow 800 cfm Air flow factor 0.036 dm/Btuh Air flow factor 0.052 dnvBtrlh Static pressure 0.30 in H2O Static pressure 0.30 in H2O Space thermostat Load Sensible heat ratio 77 % Bold/ italic values have been manually overridden Printout certified by ACCA to meet all requirements of Manual J 7ih Ed. wriC_ jhtsoft Right -Suite Residential 5.5.17 RSR26014 2007-Mar-29 14:39:24 ACC'% E:\Files%jamessessinger%DYKESRES\DYKESRES.rsr Page 1 RIGHT-J WINDOW DATA DEL AIR HEATING,AIR CONDITIONING,R Job: DYKES RES 3-29-07 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 W S D W G L S S O N A S O O W C W S N K I A L O T H V G N H V V H H N H D Y R L A W R A H L G C R R G T A A W L Z E M D G Z L O X Y T M R R BDRM 2 a n e a C n 0 d 1 1 90 1.0 1.0 1.0 5.0 54.4 16.0 0.0 BATH 2 KITCHEN a n e a C n 0 d 1 1 90 1.0 1.0 1.0 5.0 54.4 16.0 0.0 GREAT RM a n w a C n 0 d 1 1 90 1.0 1.0 1.0 5.0 54.4 32.0 0.0 BDRM 3 a n w a C n 0 d 1 1 90 1.0 1.0 1.0 5.0 54.4 16.0 0.0 BATH 1/WIC MASTER BDRM a n S a C n 0 d 1 1 90 1.0 1.0 1.0 5.0 30.4 32.0 28.2 vvnghtsoft Right -Suite Residential 5.5.17 RSR26014 2007-Mar-29 14:39:24 fKiCA E:\Files\JamesBessinger\DYKESRES\DYKESRES.rsr Page 1 g GJ-ITd WORKSHEET nt 1re ouse DEL AIR HEATING,AIR CONDITIONING,R Job: DYKES RES 3-29-07 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 NvvwmiL J. m m 1 Nare d man Entie House BDRM 2 BATH 2 KRCHEN 2 Lergfld"-edvuel 151.0 ft 26.0 ft 6.0 ft 10.0 ft 3 Roantinlasias 15.0 x 11.0 ft 6.0 x 14.0 ft 10.0 x 14.0 ft 4 Cedngs Cads Option 8.1 ftj d 8.0 ft heavbod 8.0 fti heaftcl 8.0 ft haatAtod TYPE CF CSf HTM Area load (Blf1) Woe Load W) Prey Load (BW Area Load (Blt1) E7a i2E NQ I G9 OF) H1g C19 ft) Htg I G9 F) Htg I Clg fF) Hv I Gg 5 Gtoss a 14B 4.6 27 2()8 159ceed b 13C 32 12 m- 0 0 VA* and c 12C 29 1.9 0 0 0 patitiorts d 0.0 0.0 0 0 0 e 0.0 0.0 0 0 0 f 0.0 0.01 01 0 0 6 VltdonAsad a 1C 37.0 112 41Q 16 591 0 0 c 0 glassdons b 8C 37.0 0 0 0 0 0 HBG" c 9C 38.7 0 0 0- 0 0 0 d 1C 37.0 0 0 0 0- 0 0 0 e 1 F 34.3 0 0- 0 0- 0 0 0 I 9F 320 0 0- 0 0- 0 0 0 7 V%xbwsad North 20A 28 574 0 0 0 0 c0 glassdoas NEMW 0.0 0 0 0 0 0 0 0 Coding ENV 54A 80 4352 16 Bm 0 0 0 SESVV 0.0 0 0 0 0 0 0 0 SotD1 30A 4 117 0- 0 0 0 0 Harz 0.0 0- 0 0 0 0 0 0 8 OCiadoots a 11A 18.9 127 20 256 0 0 0 0 0 0 0 0 b 10D 14.7 9.9 18 265 179 0 0 0 0 0 0 0 0 c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 9 Net a 148 4.6 2.1 3891 1739 1T 396 221 99 39D 165 eposed b 13C 32 12 699 280 0 0 0 0 0 0 0 0 veal and c 12C 29 1.9 0 0 0 0 0 0 0 0 0 0 0 patitiors d 0.0 0.0 0 0 0 0 0 0 0 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 0 f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 10 Ceirngs a 16G 1.1 1.4 1222 1290 1694 165 174 229 84 89 116 148 194 b 16C 2.8 3.5 0 0 0 0 0 0 0 0 0 0 0 c 16C 2.8 3.5 0 0 0 0 0 0 0 0 0 d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 11 Floors a 22A 25.9 0.0 151 3914 0 26 674 0 6 155 0 11 259 0 Not;: mom b 19G 1.1 0.0 0 0 0 0 0 0 0 0 0 0 paireta c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 is displ. d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 for slab a 0.0 0.0 0 0 0 0 0 0 0 0 0 0 floors) f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 12 Irditabon a 38.7 10.9 ISO 5604 1632 16 619 174 0 0 0 0 0 13 Stt*)W bss=6+8-+11+12 21181 2943 4% 776 Lessedw'dheatrg 0"" 0 0 Lew tado 0 0 0 Heatilg redistribliblon 0 0 0 0 14 Dudloss 10° 2038 10°/ 294 10 47 101A 78 15 Talolloss =13+14 22419 3238 512 82 16 tRgais Peo*@ 300 5 1500 0 0 0 0 c"" 0 AppL @ 120D 2 180D 0 0 0 0 1 1200 17 Stblot RSH gairF7+8.+12+16 14102 1668 215 1559 Lessedenal coofrlg 0 0 0 0 Less 1ada 0 0 0 0 Coding redstbutiorl 0 0 0 0 18 Dudgail IN, 1410 10' 167 101 22 1(P 156 19 Tda1 RSH gWF(17+18YPLF 1.00 1%12 1.00 18M 1.00 1.00 1715 2D Airrr xW (dm) 800 80D 116 95 18 12 30 88 Pr rMtA certified by ACCA to meet all requirements of Manual J 7th Ed. wr ghltsoft Right -Suite Residential 5.5.17 RSR26014 2007-Mar-29 14:39:24 p E:\Files\JamesBessinger\DYKESRES\DYKESRES.rsr Page 1 I gIG}ITd ORKSHEET nbrle c%e DEL AIR HEATING,AIR CONDITIONING,R Job: DYKES RES 3-29-07 109 COMMERCE STREET, LAKE MARY. FL 32746-6206 Phone: (407) 831-2665 Namedic= DININGRM GREATRM BDRM3 BATHIMIC 2741 Lengttdoposedwei 300 ft 34.0 ft 11.0 ft 6.0 ft 3 Raomdirasrs 120 x 14.0 ft 16.0 x 15.0 ft 11.0 x 14.0 ft 6.0 x 14.0 ft Ceings Ccr& Option 8.0 ft ha3bod 8.0 ft heatbod 8.0 ft hedbod 9.4 heetbod TYPE CF I CST HTM Area Lced (BtJ>) Area Load (Blt1) Area Load (BW Area Load (Btit) agK)S RE Na HL9 Gg ft Htg Gig OF) f I GB ft) Hl@ Gig Me) F% I Gig 5 Goss a 14B 4.6 21 80 192 Exposed b 13C 32 12 1 80 0 welsad c 12C 2.9 1.9 0 0 0 partitions d 0.0 0.0 0 0 0 e 0.0 0.0 0 0 0 f 0.0 0.0 0 0 0 6 ftibvsard a 1C 37.0 16 5B1 32 1183 16 591 0 glassdoors b 8C 37.0 0 0 0 0 0 0 1 0- Haetrg c 9C 38.7 0 0 0 0 0 c 0- d 1C 37.0 0 0 0 0 0 0 c 0- e 1F 34.3 0 00 0"' 0 0 0 f I 9F 320 0 00 0 0 0 0 7 V%xbAsad North 20A 0 0 0 0 0 0 0 glassdoors NEMW 0.0 0 0 0 0 0 0 0 Cooling ENV 54A 16 870 1741 1 870 0 SESW 0.0 0 0 0 0 0 0 0 South 30A 0 0 0 0 0 0 0 Horz 0.0 0- 0 0 0 0 0 0 8 OQladoas a 11A 18.9 127 0 0 0 20 378 255 0 0 0 0 0 b 10D 14.7 9.9 18 179 0 0 0 0 0 0 0 c 0.0 0.0 0 0 0 0 0 0 0 0 0 9 Net a 148 4.6 2.1 64 295 122 140 645 288 72 332 148 5E 260 116 e7xsed b 13C 3.2 1.2 142 447 166 80 252 94 0 0 0 0 0 wallsad c 12C 2.9 1.9 0 0 0 0 0 0 0 0 0 0 0 partilicrs d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 10 Ceilings a 16G 1.1 1.4 168 177 233 240 253 333 154 163 213 89 116 b 16C 2.8 3.5 0 0 0 0 0 0 0 0 0 0 c 16C 28 3.5 0 0 0 0 0 0 0 0 0 0 d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 11 Floors a MA 25.9 0.0 30 778 0 34 881 0 11 295 0 1 155 0 Note: room b 19G 1.1 0.0 0 0 0 0 0 0 0 0 0 0 0 pametr c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 is displ. d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 for slab a 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 tbors) f 0.0 0.0 0 0 0 0 0 0 0 0 0 12 Irdihation a 38.7 10.9 34 1316 370 52 2012 586 16 619 174. C.0 0 13 Subtota1bss=6+6.+11+12 3m 5 4 1900 SN Les edernel hea6g 0 0 0 0 Lesstramda 0 0 0 0 Heatiig redsUbition 0 0 0 0 14 Ductloss 101A 387 1034 580 10 199 101 50 15 Totalloss =13+14 4256 6165 2189 5% 16 Intgaina POO*@ 3M 1 300 3 900 0 0 c- 0 Appl. @ 120D 1 600 0 0 0 0 c 0 17 Sibbt RSH gaiF7+8_+12+16 28M 4176 1406 233 Lesseternal cooling 0 0 0 0 Less trando 0 0 0 0 Cod'' redstbtion 0 0 0 0 18 Ductgain 1TP/ 285 10' 418 100 141 Im 23 19 Tod RSH gairvg17+18rPLF 1.00 3135 TOD 4%4 1.00 1547 1.00 2 6 20 Airrequired (cltn) 1 162 220 2V 78 80 20 13 Printout certified by ACCA to rr>eet an reqummerlts of Manual J 7th Ed. wrrrghtsoR Right -Suite Residential 5.5.17 RSR26014 2007-Mar-29 14:39:24 p E:\Files\JamesBessinger\DYKESRES\DYKESRES.rsr Page 2 4 PI HTd WORKSHEET nbr.e House DEL AIR HEATING,AIR CONDITIONING,R Job: DYKES RES 3-29-07 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 J. /m mNIMUN- redro= Na% d MAMRBDRMTCeings28.0 R 17.0 x 11.0 ft Cmdt Option 8.0 It I TYPE CF CSTN H A°rea load Ah) Prey Area Area E)JRE Q Htg I Clg ft) Htg CIg Ftfg Clg Htg Clg Clg 5 Grass a 14B 4.6 21 ExQ®ed b 13C 32 12 0 velsad c 12C 29 1.9 0 pertitiorts d 0.0 0.0 0 e 0.0 0.0 0 f 0.0 0.010 6 V%xbAr.ad a 1C 37.0 32 1183 glassdoors b 8C 37.0 0 0 Heaiig c 9C 38.7 0 0- d 1C 37.0 0 0 e 1F 34.3 0 0 f 9F 320 0 7 VWxbAsad North 20.4 2B 574 glassdoors NE44W 0.0 0 0 Cooling EW 54A 0 0 SESW 0.0 0 0 South 30A 4 117 Horz 0.0 0 0 8 Odwdoors a 11A 18.9 127 0 a 0 b 10D 14.7 9.9 0 0 0 c 0.0 0.0 0 0 0 9 Net a 14B 4.6 21 192 8B5 395 aPased b 13C 32 1.2 0 0 0 wwehh ad c 12C 29 1.9 0 0 0 pertifias d 0.0 0.0 0 0 0 e 0.0 0.0 0 0 0 f 0.0 0.0 0 a 0 10 Ceilings a 16G 1.1 1.4 197 197 299 b 16C 2.8 3.5 0 0 c 16C 2.8 3.5 0 0 d 0.0 0.0 0 0 e 0.0 OA 0 0 f 0.0 0.0 0 0001 0 11 Floors a 22A 25.9 0.0 2b 725 0 Noun. room b 19G 1.1 0.0 0 0 0 painelor c 0.0 0.0 0 0 0 is displ. d 0.0 0.0 0 0 for slab a 0.0 0.0 0 0 floors) f 0.0 0.0 0 0 12 Irdlbafion a 38.7 10.9 32 1236 348 13 SLbkAglbs5=6+6_+11+12 42M Lessod3rr81 heatig 0 Less ba da 0 Heating redistribution 0 14 Ductloss 101 o/ o o 15 Tod loss =13+14 4662 16 ft gakw Pao*@ 30D 1 30D Appl. @ 1200 0 0 17 Srbbt RSH gas-7+8..+12+16 1994 Lessa darnalaxrrg 0 Less tra da 0 Cooing tadsbbution 0 18 Ductgait 101% 199 o 19 Total RSH gwF(17+18)*PLF 1.00 2190 20 Air rglued (dm) 1 113 Printout certified by ACCA tD meet aO require nertts of Manual J 7th Ed. wr gF ttsoR Right -Suite Residential 5.5.17 RSR26014 2007-Mar-29 14:39:24 E:\Files\JamesBessinger\DYKESRES\DYKESRES.rsr Page 3 Duct System Summary Entire HouseVPDELAIRHEATING,AIR CONDITIONING,R Job: DYKES RES 3-29-07 109 COMMERCE STREET, LAKE MARY. FL 32746-6206 Phone: (407) 831-2685 External static pressure Available static pressure Supply / return available pressure Lowest friction rate Actual air flow Total effective length (TEL) Heatingg Cooling 0.30 n H2O 0.30 in H2O 0.05 in H2O 0.06 in H2O 024 in H2O 024 in H2O 0.12/0.12 nH2O 0.12/0.12 nH2O 0.706 in/100ft 0.706 in/100ft 800 cfm 800 cfm 34 ft Im Design Btuh) Htg cfm) Clg cfm) Design FIR Dan n) Red Size (n) Dud Mad Actual Ln (ft) Ftg.Egv Ln (ft) Truck BDRM 2 h 3238 116 95 0.706 6 Ox0 VFx 34.0 0.0 1 BATH 2 h 512 18 12 0.800 4 Ox 0 VFx 30.0 0.0 1 KITCHEN c 1715 30 88 1.143 5 0X0 VFx 21.0 0.0 1 DINING RM C 3135 152 162 0.889 7 IN VFx 27.0 0.0 1 GREAT RM c 4594 220 237 1.043 8 Ox0 VFx 23.0 0.0 1 BDRM 3 c 1547 78 80 1.091 5 OXO VFx 22.0 0.0 1 BATH 1/WIC h 555 20 13 1.500 4 0x0 VFx 16.0 0.0 2 MASTER BDRM h 4652 166 113 1263 7 OxO VFx 19.0 0.0 2 TRI* Htg Cig Design Veloc Diarn Red Duct Dud Nwm Type ckn) cfm) FIR gjxn) n) Size (n) Material Truck 1 Peak AVF 800 800 0.706 573 16 0 x 0 VnlFbc 2 Peak AVF 186 126 12M 695 7 0 x 0 VinlFb( 1 VVrjghtSC3ft Right -Suite Residential 5.5.17 RSR26014 2007-Mar-29 14:39:13 4:CA E:\Files\JamesBessinger\DYKESRES\DYKESRES.rsr Page 1 DUCT TREE DIAGRAM Entire House DEL AIR HEATING,AIR CONDITIONING,R 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 Job: DYKES RES 3-29-07 hEAalfiing COckwirig Exherrra Static Resstm 0.30 in H2O 0.30 in H2O Pressure basses: 0.06 n H2O 0.06 in H2O Avakik Static pressure: 024 in H2O 024 in H2O Sdo* Fa1m available pressure 0.12 / 0.12 in H2O 0.12 / 0.12 in H2O lgabmhKfton rate 0.706 in/100ft 0.706 in/100ft Actual air flow 800 cfm 800 cfm Total Skebiebeggth((EF*): 34 ft Attn: fines indicate branches and trunks, numbers indicate AVPs BCFW 2 94. BATH 2 12 FQTCFEN 88. CNW3 F;Wl 161. CF EAT RM 236. BDRM 3 79. BATH 1NWC —13. 2 126. MASTER BDR —113. FULFI 1R "G AND BRACES vvr'ightSOft Right -Suite Residential 5.5.17 RSR26014 E:\Files\JamesBessinger\DYKESRES\DYKESRES.rsr M 2007-Mar-29 14:39:13 Page 1 Seminole County Property Appraiser Get Information by Parcel Number Page 1 of 1 O ql 13"m JOHnsom, Cr•A. ASA 3.A - 3.91 It PRDPERTY Z APPRAISER 0 /' r ' • —"j m 7.B 7.A m 1 SEMINOLE COUNTY FL. 1101 E. FIRsTsT CELERY AVE SANFORD, FL 32771-1468 407-665-7506 2007 WORKING VALUE SUMMARY GENERAL Value Method: Market Parcel Id: 30-19-31-522-0000-0060 Number of Buildings: 0 Owner: DYKES JASON Depreciated Bldg Value: $0 Mailing Address: 680 BOARING DR # 350 Depreciated EXFT Value: $0 City,State,ZipCode: ALTAMONTE SPRINGS FL 32714 Land Value (Market): $16,981 Property Address: Land Value Ag: $0 Subdivision Name: HOLDEN REAL ESTATE COMPANYS ADD Just/Market Value: $16,981 Tax District: S1-SANFORD Assessed Value (SOH): $16,981 Exemptions: Exempt Value: $0 Dor: 00-VACANT RESIDENTIAL Taxable Value: $16,981 Tax Estimator SALES 2006 VALUE SUMMARY Deed Date Book Page Amount Vac/Imp Qualified 2006 Tax Bill Amount: WARRANTY DEED 04/2007 06677 1230 $52,500 Vacant No 2006 Taxable Value: DOES NOT INCLUDE NON -AD VALOREM Find Comparable Sales within this Subdivision ASSESSMENTS LAND LEGAL DESCRIPTION Land Assess Frontage Depth Land Unit Land PLATS: Pick... Method Units Price Value FRONT FOOT & LOT 6 HOLDEN REAL ESTATE COMPANYS DEPTH 53 117 .000 360.00 $16,981 ADDN PB 1 PG 89 OTE: Assessed values shown are NOT certified values and therefore are subject to change before being finalized for ad valorem tax purposes. Ifyou recently purchased a homesteaded property your next ear's property tax will be based on JustlMarket value. http:// www.scpafl.org/web/re_web.seminole_county_title?PARCEL=30193152200000060... 6/21 /2007 2007-03-30 0751 Gulf Stream Developm 407-323-4625» 4073287367 CITY OF SANFORD P.O. BQX 2847 SANFORD, FL 32772-2847 407)330-5640 FAX:(407) 328-7367 APPLICATION FOR WATER AND/OR SEWER AVAILABILITY I. APPLICANT Tk e—!ov,"'- NAME: Applicant) % (Owner) ADDRESS: ' / LEPHONE: yo7 Ygn "000 3 2. PRQPERTY STREET ADDRESS: LEGAL DESCRIPTIC Has the site plan been approved by the Planning Board ?A/C If yes, when? What IS the property to be used for! '14lf Type of Use) If commercial use, please give Information on water and sewer flow requirements: FLOW/G.P.D.) 4. CERTIFICATION I certify that to the best of my knowledge that all information supplied with this pplicatlon is true. Print Name) FOR CITY USE ONLY: AVAILABILITY: YES NO YES NO YES NO WATER RECLAIM SEWER COSTITEMS: YES NO YES NO YES NO WATER UNE TAP RECLAIM LINE TAP SEWER LINE TAP WATER LINE ROAD BORE RECLAIM LINE ROAD BORE SEWER LINE ROAD BORE STREET CUT STREET CUT STREET CUT WATER LINE DEPTH RECLAIM LANE DEPTH SEWER LANE DEPTH y e— UTILITIES OPERATIONS COORDINATOR) ADDITIONAL INFORMATION: UTILITY DIRECTOR) 4x w ti y w 74 ; s. T ,,.> ! y DATE) P III 0 61- JthS-ti,4 Date: 08-07-07 Contact Person: Derek Chontes Contact Phone Number: 407-314-8332 Contact E-mail Address: Reference Number: 07-2519 Project Description: New SFR Job Address: 1130 Willow Ave Contact Fax Number: 407-323-4625 The following is a list of the areas of the submitted plans that contained violations of the codes adopted by the City of Sanford and enforced by the Building Division. The violations noted must be addressed before the plans can be approved. Changes must be submitted on the original submitted format. Changes to construction documents that require an Architect or Engineer's seal must be submitted with the appropriate seal. GENERAL G-1 NOC shall have legal description and address and actual contractor. All information shall be correct before permit. ARCHITECTURAL A-1 The garage shall be separated from the residence and its attic area by not less than 1/2" gypsum board on the garage side. FRC R309.2. A-2 Door(s) between the residence and the garage shall be solid wood, solid or honeycomb core steel not less than 1 3/8ths inches thick, or 20-minute fire -rated. 2004 FRC R309.1. A-3 Submit elevations with hip roof (not gable). A-4 Foundation ok if mono-footer. If stem wall, submit stem wall sections. A-5 Put section 10A/D-1 on plans A-6 Make sure the extraneous information (details) is gone or marked out. MECHANICAL M-1 Ducts penetrating the separation between the garage and the dwelling shall be a minimum of 26 gauge sheet steel or of approved material. 2004 FRC R309.1.1. M-2 How will supply and returns be done? Will A/C unit be in "room" with solid door? ELECTRICAL E-1 Re: Sheet 4 Electrical receptacle is required at front and rear of single family residence. Note on plans. Any error or omission in this plan review shall not be construed to grant approval of any violation of any of the adopted codes or municipal ordinances of this jurisdiction. Please direct any questions you may have to Wayne Thorne at (407) 330-5686 or fax to (407) 328-3859. You may also contact me by E-mail at thornew@ci.sanford.fl.us. Plan review completed by outside plan reviewer for PDCS, LLC. I- Via. Aug 08 2007 10:03AM HP LRSERJET FAX P.1 City of Sanford Building Division 300 N. Park Ave Sanford, Florida 32771 Phone: 407-330-5656 Fax: 407-328-3859 PLAN REVIEW RESPONSE Date: 08-07-07 Contact Person: Derek Chontes Contact Phone Number: 407-314-8332 Contact E-mail Address: Reference Number: 07-2519 Project Description: New SFR Job Address: 1130 Willow Ave RECEIVED AUG 16 2007 Contact Fax Number: 407-323-4625 The following Is a list of the areas of the submitted plans that contained violations of the cod s adopted by the City of Sanford and enforced by the Building Division. The violations noted must be addressed before the plans can be approved. Changes must be submitted on the origin 1 submitted format. Changes to construction documents that require an Architect or Engineer's se3l must be submitted with the appropriate seal, GE OC shall have legal description and address and actual contractor. All Information shall bIerebeforepermit. ARCHITECTURAL. A-1 The garage shall be separated from the residence and its attic area by not less than " V, gypsum board on the garage side. FRC R309.2. A-2 Door(s) between the residence and the garage shall be solid wood, solid or honeycon core steel not less than 1 3/8ths inches thick, or 20-minute fire -rated. 2004 FRC R309.1. A-3 Submit elevations with hip roof (not gable). A-4 Foundation ok if mono-footer. If stem wall, submit stem wall sections. A-5 Put section 10A/D-1 on plans A-6 Make sure the extraneous information (details) is gone or marked out. MECHANICAL M-1 Ducts penetrating the separation between the garage and the dwelling shall be a minimu of 26 gauge sheet steel or of approved material. 2004 FRC R309.1.1. r. M-2 How will supply and returns be done? Will A/C unit be in "room" with solid door? '. ELECTRICAL IRe: Sheet 4 Electrical receptacle is required at front and rear of single family residence. Note on plans. Any error or omission in this plan review shall not be construed to grant approval of any violi of any of the adopted codes or municipal ordinances of this jurisdiction. Please direct any questions you may have to Wayne Thorne at (407) 330-5686 or fax to 328-3859. You may also contact me by E-mail at thorne. aci.sanford.fl.us. Plan review completed by outside plan reviewer for PDCS, LLC. I- m DE I DANSCO ENGINEERING, LLC P.O. Box 3400 Apollo Beach, FL 33572 Telelphone: (813) 645-0166 Facsimile: (813) 645-9698 E-mail: trusses(u,danscoengineer ng.com CA 25948 P.O. Box 1049 Summerville, SC 29484 Telelphone: (843) 875-4912 Facsimile: (843) 871-0603 C00646 The truss drawing(s) listed below have been prepared by 84 Lumber Company - Apopka under my direct supervision based on the parameters provided by the truss designers. Job: 11873 Builder: BESSINGER HOMES Model: 1722 SF HOME 1 Location: FLORIDA 113 (Qt 0 L 14 Truss Designs DE Job #: 2450-El Trusses 11, h1a, h1b, h1c, hlg, h2, h2a, hj7, j1, j3, j5, jk7, tl, t2 T Samuel A. May 22, 2007 FL Reg. No. 34245 P.E. PLAIVS r*Ak &k_ 0411-Y O SANF M; The seal on these drawings indicate acceptance ofprofessional engineering responsibility solely for the truss components shown. FBC-2004 Sec. 1609, ASCE 7-02. The suitability and use ofthis component for any particular building is the responsibility ofthe building designer, per ANSI/TPI- 2002 Sec.2. F-J_oh-# 2450-El Job Truss Truss Type try Ply SESSNGER 11873 H1 ROOFTRUSS 1 2 Job Reference one 54 C01AP.ENTS, APOPKA. FL 65001 Mer 8 2007 AIRex ihdartrtel, Inc. Mon May21 17:1633 bPepe 1 r1-0-0 7-0-0 14-0-0 21-D-0 28-" i1.0-0 74)-0 7.0.0 7-0-0 7-04) 1.0-0 n ear W, w, E se B-a0 B-0-0 7-" 14-0-0 21-0.0 28-0-0 ) 7-0-0 7-0-0 740-0 7-0-0 Plate 2:0-1404 3:05.40.2-0.0.5.40.2-0 16:a1.6.04}21 LOADING(pst) SPACING 2-0-0 CBI DEFT. in (loc) Well Lid PLATES GRIP TCLL 20.0 Plates Increase 125 TC 054 Ven(LL) 028 9 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 125 BC 0.61 Vart(TL) -0.46 86 >706 240 BOLL 0.0 Rep Stress her NO WB 023 Horz(rL) 0.12 6 Na We BCDL 10.0 Cade FBC2004/fP12002 Matrbt) Weight: 243 b LI11B64 BRACM TOP CHORD 2 X 4 SYP No2 TOP CHORD Structural wood sheathing diealty applied or 4.9-14 oc puprts. BOT CHORD 2 X 4 SYP Not BOT CHORD Rigld oeiirp directly applied or 8-0-12 00 bracing. WEBS 2 X 4SYP No.3 REACTIONS (datze) 2.256810-8-0, C.M68,0-84) Max Horz 2.-60(LC 6) Max Lp9112-1480(LC 516-1480(LC 6) FORCES (b) - Meadmtm ConpessbNMaximm Tension TOP CHORD 1.2.04Q 2-12-5730/J217, 3.12-5599/d221, 3.13.-6529/3815, 13.14r6a2B'3815, 14.15-65283815, 4-15•-65283814, 4-16-6528G814, 16.17.-65283815, 17.18.-65263815, 5-18.-6529%15, 5.19-559VJ= 6-19r573632i5, 6-7-WM BOT CHORD 2-11-?B83/5185, 11.20.-28915218, 2D-21-2891/521 B, 1021-2891/5218, 10-22.-2891/5218, 9-22-28915218. 9-23-290215218. 23-24r29O25218. 24-25-290Z5218, 8-25.-2007/5218. 6-8•-M4.5185 WEBS 3.11-18(Y803, 3.9.-682/1423, 49r79&757, 5.9.-881/1423, 56--18OI803 NOTES 1) 2-ply truss to be connected together with 10d (0.131 * 41 nalls as 1011MB: Top dads connected as follows: 2X 4. 1 row at 0-9-0 oc. Bottom Chords connected as follows: 2 X 4 - 1 row at 0-" oc. Webs connected as follows: 2 X 4. 1 row of 0-9-0 or te111116" 2) All loads we considered etyttaly a{dfod to all plies, excepl 0 noted asfrom (F) or back (B) face In the LOAD CASE(S) section. Ply to ply oanediorts here been to bads Indicated p,. a RFF"0°, C{,`' prodded c1hurbuts ortly rated as (F) or (B), unless otherwise 3) Thistruss has been cocked for uniform rodlire bad my, except as noted v G N S'e • ,Ct++ „ 4) Wind: ASCE 7.02; 120rrph (34eoond gust); h-30R TCDL.4.2pel; BCOL-6.opsf; Category If: ExpB; enclosed; MWFRS gable and zone; cantilever leftand right exposed; Lumber DOL.1.60 DOL.1.60. Gptetagdp Provide drainage5) adequate to prevent water pondinp. 6) This truss has beendesignedfora 10.0 boom chord live bad nonconarrer t with anyother Ilve bads. 2 # ; No. 34245psi mednadcal (byothers) dtrussobearbp platecapabled wdtstancng 1480 lbuplift atjoint2 and 1480 bupliftatW 6. 0 ' B vide devlce(e) stall beprodded sufficienttorapportconcentratedload(s) 558 bdownand 456 bupat 7.0-0, 111 b down and 139lb i 9 'fat GF up at e-0-12 111 b down and 139 b up at 11412, 111 b down and 139 b up at 13-0-72. 111 bdown and 139 b up at 14.11.4. 111 to dawn and 139 b up at 16-11-4, and I I I b down and 139 b Lip at 18-11-4. and 558 b down and 456 6 up at 21.0-0 on tap lard, and 457 b dawn and 259lb up at 7-0-0. 92 b down at 9412, 92 b down at 11 -0-12. 92 lb damn at 13-0-12, B2 b down et 14.11.4, 92 b down at 16.11.4, and 92 b town at 18-11-4, and 457 b tom and 259lb on bottom fie resomponapaad n) Isbrraacingfr> l Warning: 1j1je.' A'ts Aldk system (one9) dllonall p anstability alwaysraquired LOAD CASE(S) Stallard 1) Regular Lunber Increase•125. pate Increase-125 Samuel A. GLeenwg, P.E. Uniform I.ae k (pin Erg:nee irg; LLCWetts54,36-54,s7.54,2-6.-20 P.D. a= 3403P.O. GaolConcentratedLoads (b) Vert 3-558(F) 5-SM(F) 11.-Wfle) 8. 457(F)13•-111(fe) 14--111(F) 15. 111(F) 16-11l(F) 17-111(F) 18.-111(Fe) 20. 46(F) 2/-46(F) 2Z-46M A=10 809Ch., FL 33572 2$ -46(Fe) 24-48(F) 2&-46(F) CA 2590 Date: 5122107 Warning!-lrerify design parameters and read notes bejare use. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer or truss engineer. Bracing shown is for lateral suppon of individual web members only. Additional temporary bracing to ensure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/T'PI I National Design Standard for Aletal Plate Connected Mood Truss Construction and BCSI 1-03 Guide to Good Practiceforliandling, Installing & Bracing ofAletalPlate Connected Ilbod Tnrssesfrom Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Trues Truss Type try Ply BESSNOER 11673 H1A ROOFTRUSS 2 1 Job Reference tlonsl B4 C016P ENTS, APOPKA, FL 6500 a Nv 6 2007 NRak hduetrbs, lec. Non Ney 21 17:1694Mb Pepe 1 0-OA 4-9.14 B-0.0 + 14-0-0 19-0-0 23.2-2 28-" 28-0.0 I 1.0-0 4-9.14 4-2.2 5.0-0 5-" 4-2-2 4-9-14 1.0-0 mr.ra.. a aaar a bra war B-0-0 8-0-0 9-0.0 19-0-0 28-0.0 9-0-0 10-" 9.0-0 Plate Offsets za2150-1 B421s01 LOAD00 (pat) TCLL 20.0 SPACM 2-0-0 Platen increase 125 CBI TC 026 DER. In (be) Udell L/d Vert(LL) -0.151D-12 >999 360 PLATES GRIP MT20 244/190 TCDL 7.0 lumber inaesse 125 BC 0.63 Vert(TL) -0.42 10-/2 >775 240 BOLL 0.0 RepStress trtc YES WB 0.15 Hoa(fL) 0.01) B Wit Na Weight 131 bBCDL10.0 Cade FBC2004/1Pt2002 Mstrbc) BRACMLILEM TOP CHORD 2X 4SYP NO2 TOP CHORD Structural wood Wmathhg d radly applied or 4.24 oc pur6na BOT CHORD 2 X 4 SYP Not BOT CHORD Rigid calling directly, applied or 6414 oc larsdrtg. WEBS 2X 4SYP N0.3 REACTIONS (Wsize) 2_1083/0-e-0, B-10830-" Max Harz 2-6D(LC 6) Wax LOU-419(LC 6). B--419(LC7) FORCES (b) - Mandm rn Donaeselorv+b3dr.xnTension TOP CHORD 1.2-= 2.3r2D4211O8B, 3.13--1SOb910, 4-13r17=,S20, 4-5--1641I905, 5•6-16411905, 6-14r1727B20, 7.14-1804910, 7.8--204?/tOSB, 8.9-0" BOTCHORD 2.12-B7atl829.11.12--785r181z10.11-78St1B/2,8-10.-87WI82E WEBS 3.12-22?Y26B,4-12--1o7/4S2,5-12-218t199,5.10-21ang9.&IO.-107/452.7-10--222W NOTES 1) The busshas beencheckedforuniform rod 11m bad only, exceptasratted 2) Wand: ASCE 7-02; 12N.vi i (3-sec and guat); tt-= TOOL-4.2psh BCDL-6.0pd; Category 11; Exp B; enclosed; MWFRS gable end earn and C-C 60erbr(2) zone; cartWer left end rf{ jt exposed : Lumber DOL-1.60 plate gripDOL-1.6(1. TNsBuss Isdesigned for C-C formembers and forces, andfor MWFRS for reactions specified. 3) Provide adequate drainage to prevert wafer pondin& dher five beds. 4++ urunrrer A • a RF ~0° 4) This in= has been deeped bar a 10.0psf button chord five bad noncorxxara t with esy 5) Provide connection (by others) of truss to bearing plate capable d wt t MWng 419lb uplift at pint 2 and 419 In up16t at ldrm B. 6 rymechanical 6) Warnng: Additional pennanarn and sWi ty bracing W toss "am (not pat dthis mrtatapt design) le always required. J y`G S • .9 r LOADCASE( S) Standard No. 34245 aOF w3 164jijPI Samuel A. Greom'avg, P.E. DANSC0 Erg:,nverirg, LLC P. O. Bait 3403 Apollo Boach, FL 33572 CA 25W Date: 5122/07 II' arning!—Verify design parameters and read notes before use. Thisdesignisbasedonlyuponparametersshown• and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of componentisresponsibilityofbuildingdesigner- not truss designer or truss engineer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to ensure stabilityduringconstructionistheresponsibilityoftheerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIrrPI 1 National Design Standard for Aleol Plate Connected Wood Truss Construction and BCSI 1-03 Guide to Good Practicefor Handling. Installing & Bracing ofAletal Plate Connected flood Trusses from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719. Joy Truax Truss Type Oty Pry BESSNGER 11873 NIB ROOF TRUSS 2 1 Job Reference tonal M C01-8 ENTS, APOP". FL 8500 a Ner 8 2007 Ntiek Industries. Inc Mon May 21 17:18:34 b Pape 1 6.9-14 11." i 17-" 1 21.2.2 ,I 28-0-0 B 1-OA 1.0-0 6.9.14 4-2.2 6-" 4-2.2 6-9-14 1-0-0 u= u- e aeoFii se' ma s s wr wr r r r 3 s _ ,s s m = 8-0-0 8.0-0 6-9-14 1 11-0-0 117-0-0 1 21-2.2 28-0-0 6-9-14 4-2-2 6-0-0 4-2.2 6-9-14 Plate 2: 04- 4:&5.40-2-0[ZO4DAO.0-21 LOADING (Pat) SPACM 2-0-0 Plates Increase 1.25 C61 TC 035 OFFL In (loc) Udell Ud VerULL) 0.13 10-12 >999 360 PLATES GRIP MT20 244/190 TGl 2D.0 TCDL 7.0 Lumber Inseam 125 BC OSO 020 Vart(TT.) -024 10-12 >999 240 Hari(TL) 0.08 7 nto rs'e BOLL 0.0 RepStrays kha YES WB Weight: 135 b BCDL 10.0 Code FBC2004JTP12002 lrlebx) LEA BRACING TOP CHORD 2X 4 SYP Not TOP CHORD Smacanal wood d*mhhg directly apiolbd or 4.0-14 cc puYna. BOT CHORD 2X 4 SYP Not BOT CHORD Rlgid mlirtgdirectly applied a 6910sictracing WEBS 2X 4 SYP N0.3 REACTIONS (beiza) 2-1083d0-B-0,7-10830-&0 Matt Hoyt 2--60(LC 7) Max UpIMt2--419(LC 6). 7-•419(LC7) FORCES (b) - Maximum CompromignMosimu n TendonTOPCHORDI-2.020, 2-14-2D31/1025, 3.14r1903r1036, 3-4--1603WS, 4-6--144NW, 5.6-16041905, 6-15r190311036, 7-15-2031/102t, 7-&-0RO BOr CHORD 2.13--M i/1784, 12-l3.-811/1794, 11.12r564/1447, 10.11-564/1447, 9-10r811/17&1, 7-8--811/1794 WEBS 3-13.("Zi2. 3.12--429301, M12r106rd72, 4.10r12/13, 5-1D.-105= 6.10-42ariol, 6o-cm1 NOTES 1) This truss has been checked for uniform rod fve bed only, except as noted enclosed; 2) C-C; Rrerbmerd form. andnd zoneandor MWFRSorI. 60mooslIsmrte; ds rtl leftardrlgdtexposed;fDOL grip DOL-I This d esigBnedd reactions specified. 3) Provide ede p- me drainage to pevert water pordinp. 4) The buss hasbeendesignedfora10.0 pot bottom chord We bad rnnoornurem wnh any attar the loads. tasunuar 4N'A Q R FF r 5) Providemedamconnectionelconnection(byothers) Ofbuss to bearingplate capable dwithatardng 419Ib uplift atjoint 2and 419 to uplift at Joint 7. of thismrtpohemt,tedgn) is always regtdrad• rm/' r ry 6) Warning: Addtbnaf permanentandstabilitybracingfortrusssystem (not part J4r e SF' •F r LOAD CASE(S) Standard 34245 i •A 'fA OF Bonvid A. GfEon5979. P. E, DANSCO Erg:'tee!ir. D, U-C P,O. Sax 3400 A13clloBoa&, FL 33572 CA 25946 Date: 5122107 Warning!— Verify design parameters and road notes before use. This design is basedonlyuponparametersshown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility ofbuildingdesigner- not truss designer or truss engineer. Bracing shown is for totem] support of individual web members only. Additional temporary bracing to ensure bracing of the overallstructureistheresponsibilityofthebuildingdesigner. For general guidance regarding stability during construction istheresponsibilityoftheerector. Additional permanent ANSI/fPI I NationalDesignStandardfor Metal Plate Connected flood Dwss Construction and BCSI 1-03 Guide to Good fabrication, quality control, storage, delivery, erection and bracing, consult Practicefor Handling, Installing & BracingofAfetalPlateConnectedIioodTrussesfromTrussPlate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Trust Truss Type Oty Ply BESSe1GER 11873 H1C ROOFTRUSS 2 1 Job Relevance tlond 84 COljPWNTS, APOPKA. FL 6500 a Met 8 2007 Mllek bdustrbs, Inc. Man May 21 17:1695Mb Page 1 6-9-14 13-0-0 I 15-0-0 I 21.2-2 ( 28-0-0 P:Q 1-0.O, 1.0-0 6-9-14 6-2.2 2-" 6-2.2 6-9-14 1.0-0 ev.. rn.. e amr ms mee u wx wr W.e r 1P v n n to e m= swu m= m= r= ssrs ma 8-0-0 B-0-0 6-9.14 13-" 1 15-0-0 21-2-2 28.0-0 6-9-14 6-2.2 2-0-0 B-2.2 6-9-14 Plate Of sits 20040.0•21 4:0-5-4 0.2-C 068,0-0•Z1 LOADM(psf) 6PACWG 2-0-0 C61 DFA h (loc) Udell Ud PLATES GRIP TCLL 20.0 Plates increase 125 TC 0.37 Verl(LL) 0.13 11 >999 360 Ww 2441190 TCDL 7.0 Lumber Increase 125 BC 0.48 Vann) -0.24 11.13 >999 240 SCLL 0.0 Rep Stress Ira YES WB 0.51 Horz(rL) 0.09 7 We We BCDL 10.0 Cade FBC2004/ Pl20O2 Matrh) Weight 141 to LUMBER BRACING TOP CHORD 2 X 4 SYP Not TOP CHORD Strum et wood sheathing d mctly applied or 4-14 oc ptailna. BOT CHORD 2 X 4 SYP No2 BOT CHORD Rigid calling directly applied or 68.12oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (m'sixe) 2-108310-8-0, 7-1083M-8-0 Max Hoa 2-60(LC 6) Max U022 if)(LC 6), 7-419(LC 7) FORCES (to) - Maximum CornprassbNMeodmum Tension TOP CHORD 1-2.= 2.14-275V1057, 3.14-1925N r3SS, 3.4-744&B40.4-5-12SM42, 5fir1446B41, 6-15.-1924M068, 7-15r2052/l056, 7.8-020 BOTCHORD 2-13-B4&1818, 12-13-B4&181B, 11.12-845t1818, l D-1 l-474/1278, 9.10-84511817, 7-9r845hB17 WEBS 3-13A783, 3.11-4 0Y,112, 4-11-123rd31, 4.10-17/16, 5-ID-124/333, 6-10-599/411. 64-0r281 NOTES I)This truss has been chadead for uniform rod eve bad only, except as noted 2) 11; pfor SrtberaraarMdforces,, zoneardorC1DOO-1 'rn am toegoryC-enclosed; for memberMzone; m f left and 1t( exposed;W DOL p e reactions specified. 3) Provide adequate drainageto prevent water ptndotg. ee4) This truss tea own designed for a 10.0psi bottom chord eve bon loadnonccrred with erry other he bade. a Nusa4ar qy QRFC'y 5) Fto9 mechanical connection (by others) of trussto bearing plate capableofvittntancing 419 lbuplit at W2 and 419lbuplift at joint7. AJA.. Q, 6) Warning: Addtbnaf permanent and dabley bracing for tams system (not pat of component design) is always raqutred. LOAD CASE(S) Standard Q Vj. -fir 34245 OF V.' rA AL 4s4 BoniuBI A. Gre9n5979, P.E, DANSCO Erg':jee!irC: LLC P. O. Sm 3403 ApOlo BOB&., FL 33572 CA 25W Date: 5122107 Warning!— I'erify design parameters and read notes before use. Thisdesignisbasedonlyuponpammetersshown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of buildingdesigner— not truss designer or truss engineer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to ensure stability during construction is the responsibility of the erector. Additional permanent bracing of the ovemll structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTPI I National Design Standard jar Afetal Plate Connected Ifbod Truss Construction and BCSI 1-03 Guide to Good Practicefor Handling, Installing & Bracing ofAfetal Plate Connected flood Trusses from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss TrussType OhY Ply BESSWOER 11873 H1G ROOF TRUSS 1 1 Jab Ralerenee _ tree; 81 COl1l> J aTS, APOPKA, FL 8-" 6500 a Mar 8 2007 YfTak Wustries, Inc. Mon May 21 17:1636MObD Page 1 0-0.0 3.9.14 7-" 11.)-0 15." 18.0-0 I 22-8-2 I 28-0-0 I 1-04) 3-8-14 3.2.2 4-0-0 4-0-0 3-" 4-8-2 53.14 1.0-0 euY. w•.r a• s am. 6mr wr r E r „ sa- o M= La -II e 0 0 B-0-0 8-0-0 3-9-14 7-M 18-" 11-0-0 15-0-0 18-0.0 23-2.13 28-0-0 3-9-14 3-2.2 1-" 2-8-0 4-0-0 3-" 5-2-13 4-9-3 ale Offsefe 3.1-640- LOADING (psl) SPACM 2-0-0 CSI DEFL In (loc) Well Lrd PLATES DTI TCLL 2D.0 Plates Increase 1.25 TC 0S4 VwgLL) 0.12 2-16 >819 360 MT20 244/190 TCDL 7.0 Lumber Increase 125 BC 032 Vert(TL) -0.13 2-16 >715 240 BOLL 0.0 Rep Stress blur NO WB 0.38 Hctz(TL) 0.02 8 rVa We BCDL 10.0 Code FBC2004/fP12002 Matrh) WeigFd: 140 Ito LUMBER BRACM TOP CHORD 2 X 4 SYP Not TOP CHORD Structural wood sheathtq directly applied or 5.10-8 be purtm BOT CHORD 2 X4 SYP Not BOT CHORD Rigid celing directly applied or 60-0 ochraob4 WEBS 2 X 4 SYP No.3 REACTIONS (blsiza) 2.23flro-60, 15.227610-60, B-6s7A)-" Max Harz 2-60(LC 6) Max LpM2.-35= 5),15-1176(LC 3). 8-306(LC 6) FORCES (b) - Morinun ConpresabrNAasimm Tension TOP CHORD 1-2-0120, 2-17-0260, 3.17.Gr273, 3-4-230/766, 4.5•-623/187, 5.6--631/221.6-18-60521S.7.18--656M.7-8.-1087/326, 8-94= BOT CHORD 2.16-201/0, eS16-221/0, 14.15-114/199, 13-14-114/l99, 12k13-114/199, l l-12-81/543, 10.11-197/963, 8.10-197M3 WEBS 316--4lW675, 3.15-168M I16, 4.15--975344, 4.14.d132, 4-12-23S803, 5-12-423M B4, 5-11-23/4rA 6-11-55283, 7-11-438227, 7-10- M0 NOTES 1) This suss has been chaded for umlorm rod Iva bed only, except as noted2) Wind: ASCE 7-02; 12.Dmp h (3-sacsond ghat); h-30IG TCDL-4.2pd; BCOL.6.opd; Category Ili: Exp B; andosed; MWFRS gable and zone; caclever leftand right exposed: porch left mcloosed; Lwrt- DOL.1.60 pate grip DOL-1.60. 3) PrmAde adeWate caknage to prevent water pordfna yallasafsr4) This buss het been designed for a 1(10 pst bottorn chord Ive bed rnnmncurrem Mich any other live beds. Q5) Provide mechanical connection, (byothers) oftruss to bearing Owe capable of withstandng 353 lb uplift at joint 2,1176 b "M at Joint 15 end 306 b uplift at joint B. p. • RF 6) HaMar(s) aother eorvxKbon devfes(s) anal be provided sufficient tosupport mrcentraled loads) 558 lb down and 456 bLip at 7.O.0on tap d,od, end 457 Ito is r+9 + dam and 259 to tp at 7.0-0 onbottom chord. The designtao"on of such connection devices) the responsibility cf opera7) WamFg: A,ddibnel permanent and stability tracing for truss sydan (not pat d this oonponad design) is always required. yn ; 'n 8) in the LOAD CASE(S) section, loads applied totheface ofthe truss ere need as trod (F) orbeck (B). No. 34245 LOADCASE(S) &ad" o ' 1) Regular. Lumber Increase-1.25, Plate trhctease-125 S 'fA OF UniformLoads (p0) Vert 13-54. 3634, 5-& 5 .6.9-54, 2.8•-20 Conoasrated Loads (b) s Vert 3-558(n 1&,457(Fj asasasr A NrpP' Samuel A. Greenlarg, P.E. DANSCO Erginee!irg, E -C P.O. Bea 3400 Aaello S m&-. FL 33572 CA25W Date: 5122107 llorning!—Verify designparameters and read notes before use. this design is based only upon parameters shown, and is for an individual building component to be installed and loaded venicolly. Applicability of design parameters and proper incorporation of component is responsibility of building designer— not truss designer or truss engineer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to ensure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSlrrPI I National Design Standard for Metal Plate Connected Road Truss Construction and BCSI 1-03 Guide to Good Practicefor Handling, installing kF Bracing ofAfetal Plate Connected Wood Trusses from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. DE # 2450-F. Job Truss Truss Type Ob' Ply BESSWOER 11973 N2 ROOF TRUSS 1 1 Job Raleranee Ibnel 64 COMPWTS, APOPKA. FL 6500 s Mar 8 2007 Mlfek Industries, Inc. Mon May 21 17:16:JW7 Page 1 1-0-0 7.0.0 1G-0-0 13.0-0 20-0-0 21.0-0 14)-0 7-0-0 3-0-0 3-" 7-0-0 1.0-0 txr_hw u u } oast 4 I Id 8-0.0 8-0-0 7-0-0 13-0.0 20-0-0 7-0.0 6-0-0 7.0-0 ale Odaea 2(F23, A4.0,0-119 5'0.4-00-1131 8'625 LOAD010 (pet) SPACJNO 2.0-0 CSI OEFL In (lox) Well Ud PLATES Cm TCLL 20.0 Plates Increase 125 TO 0.66 Vert(LL) 022 B-10 >999 360 MT20 2441190 TCDL 7.0 Lumber lnorease 125 BC 0.92 Van(TL) -0.39 B-10 s591 240 MT10H 244/f90 BCLL 0.0 Rep Stress hlv NO WB 025 HWa(TL) 0.13 6 Na rJa BCDL 10.0 Code FBC2004/TP12002 Matrbt) Watt 64 b LM66i BRAGNO TOP CHORD 2 X 4 SYP Not TOP CHORD Structural wood sheatldnp directly applied or 2-73 a putting. BOT CHORD 2 X 4 SYP Not BOT CHORD Rigid calling directly applied or 4-2-12 oc bracina WEBS 2 X 4 SYP No.3 REACTIONS (brdze) 2.1958t0-8-0, 6-195SG-" Max Holz 2-6O(LC 5) Max LJplifi 1156(LC 51, 6a1156(LC 6) FORCES (b) - Maximum CoapessioNbfardmm Tatsbn TOP CHORD 1-2-WM 2.11--41862365, 3-11--40652376, 3-12-36012246, 4.12-38aM46, M13r38OW2246, 5.13-3601R246, 5.14--40SM76, 6-14--4/ W2i65, 6-7-0r20 BOTCHORD 2-1D--2llW3764, 10-15<218SGMl. 9-15--21853891, 9-16-218S3891, 8.16 l9S'3891, 6.8-2D63rd764 WEBS 3-10-316r7W.4-10--131/175.4-8--131/164. 5-8-3D4/7W NOTES 1) This truss has been dnecited foruniform rod tiw bad Will, except as noted 2) Wind: ASCE 7-02; 120mph (3•secartd punt); ta3M TCDL-4.2pd; BCDL-6.(Ipd; Category 11; Exp B; erdosed; M IFRS gable and zone: cantliewr leh and right exposed; Lsmtla DOL-1.60plate grip DOL-13D. 3) Provide adequate draYaw to prawn wale pond% LLµltitiApe4) A8plates are MT2Dplates urgesotherwiseidicated. tiw Dve bads. %- GRF " 5) Trio truss has been dedgrad lot a 10.0 pat bcttum chord badronconxanent withsty otter , 6) Provide mechanical connection (by others) of truss to hearing plate capable Of wit standing 1156 b LW at )olrt 2 and 1156 b up10 et )drift 6. NsF7) Hanger(s) or other connection deA ce(s) shall be provided sufficient to suypon mnce ntrsled load(s) 558 b down and 456 bup at 7.0-0, 111 bdown ad 139 b J,. t;c • .. F9259b7-" 92lb • upOf 9-0.12, end 111 b down and 139 No up at 10.114. and558 No down and 456 bLip al 13-00antop chord, and 457 b down and up atdewbe(s) Is thedownat9-0-12, and 92 6 down at10.11 4, and 457 b down and 259 b tpat 12.114 on bollom dtad The deaipNsdedl0n of such camaflon 6) Warning: Additional pentanes and stabilitybracingfortruss "am (not pat of this conponad design) Is always required. Z• : No. 34245 face front (F) or back (B). • 9) In the LOAD CASE(S) motion, loads applied to tla of the hiss are noted as i 'SJ '(A OF LOAD CASE(S) Standard 1) Regular. Lumber Increase-1.25, Plate Increase-1.25 Uniform mods (pin Vert 5-7- 54, 2-fr2D Aistsat 1J-54, 33--54, sa..., ContoalualedLoads (b) Vert3-558(F) 5-558(F) 10.-457(F) 8-457(F) 12--111(F) 13--111(F) 15--46(F) 16-46(F) Samuel A. Greon59-g, P.E. DANSCO Erg:9ee*irg, LLC P. O. Boot 3403 Axlio Boach., FL 33572 CA 25W Date: 5122107 IParningl— Verify design parameters and read notes before are. This design is based only upon pammcters shown, and is for an individual building component to be installed and loadcd vertically. Applicability of design parameters and proper incorporation of component is responsibility of buildingdesigner- not truss designer or truss engineer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to ensure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, dclivcry, erection and bracing, consult ANSlrrP1 1 National Design Standard jar Afetal Plate Connected Wood Truss Construction and BCSI 1-03 Guide to Good Practicefor Handling, Installing & Bracing ofAfetal Plate Connected Wood Trusses from Truss Plate Institute, 583 D'Onofrio Chive, Madison, WI 53719. AAA2.4-i -EL Job True& Truss Type Oty BESSINOER 11873 HU ROOF TRUSS 1 Pty i Job Reference xrdlsnsll 84 COMPMTS, APOPKA, FL 6500 & Mar a 2007 Mrfek Industries. Inc. Mon May 21 17:18IW7 Pape 1 1.0-0 5-10.4 9-0.0 11-0-0 14-1.12 20-" 21-0-0 14)-0 5-10.4 3-1-12 2-0-0 3.1.12 u= 5.10-4 1.0.0 e.rnw r= rsr a ssr . mr a 7 ea. 8-D-0 8-0-0 9-D-O 11-0-0 I _ 20-D-01 9-D-0 2-0-0 9o-0 Plate ' 120.2-15,0-1-0 05.40.2-0•0.2.15D•1-M LOADYIO(psf) SPACWQ 2-0-0 CSI DER. In (loc) Wall Ud PLATES am TCLL 2D.0 PlatesIncrease 125 TC 028 Vert(LL) -0.13 7-9 >999 360 MT20 244/190 TCDL 7.0 Limber Increase, 1.25 SC 057 Vert(TL) -0,35 7-0 >659 240 BCLL 0.0 Rep Strom Ina YES we 0.09 Hor2(TL) 0.04 7 We We SCDL 10.0 Code FBC2004RP12002 Mabbx) Weight 93 b LUL13M BRACING TOP CHORD 2 X 4 SYP Not TOP CHORD Structural wood shataftV directly applied or 53.4oc psYna BOT CHORD 2 X 4 SYP Not BOT CHORD Rigid calling directly applied or 8-7-5 ocbractrta WEBS 2X 4 SYP No.3 REACTIONS Watts) 2.797Po-B-0, 7.787N&0 Max Horz 2r56(LC 7) Max I.pIW--440(LC 6), 7.-340(LC 7) FORCES (to) - Maxina" CarpreesWMixirnm TWISion TOP CHORD 1-2.= 2.3r1293r716, 3.4r1041575, 4-5-927/562, S6r10391574, 6-7.•1282/716, 7-B.WM BOT CHORD 2.11-SM1144, 10-11.-295925, a10.-285925, 7.9.-&Wl l44 WEBS3-11.•271Y291,4-it.-1(17/279.S11-1aB,s!Y1o7!2BZ6.9-28lr292 NOTES 1) This atus has been dredmd be unlomtred hebad only, except as noted. 2) Wind: ASCE 7-W; 120rrph 13-second gust); h-= TCDL.4.2pd; BCDI.6.0pd; Category II; Exp B; enclosed: MWFRS gable endere and C-C Exlerlor(2) zone; cantilever left and right exposed; Lumber DOL.1.60 plate grb DOL -1.60. This U= Is designed for CCfor membersand form, and forMWFRS to neadlons specllled. 3) Provide edectra drnkmWtopreventwaterpondlnrp. 4) This trusts has been designed for a 10.0 pd bottom chord ive bad noncerou rart vlth any other Wo loads. yau111ts, S) Provide mechanical connection (by others) of busstobeading plate capable of vAt Stan dintp 340 lb uplift at joint 2 and 340lb uplift at joint7. 6) Warning: Addlbnal per anest and dablllty beading for loss "am (nor m panofOftnporartdesign) Is always required. A Q C(,`' ....... J: y GElySF.,F9+ LOADCAMS) Standard y : U' No. 34245 ' fA OF A felqa1,11na1 414' sarnuelA. GtOW3079, P.E, DANSCO Erg:' leetir.6, LLCP.D. Beet3400 MCI* BOBCF., FL 33572 CA 25W Date: 5122107 Warning!—I' erify design parameters and read notes before use. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer or truss engineer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to ensure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, acetion and bracing, consult ANSI/TP1 I National Design Standard for Aletal Plate Connected flood Truss Consrracuion and BCSI 1.03 Guide to Good PracticeforHandling, Installing & Bracing of Aletal Plate Connected flood Trusses from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss Tip Ory 11873 HJ7 ROOF TRUSS 5I JPly 1 IBESSINOERJobReference optlonall 1 th-10- 64 COMPONENTS. APOPOOF6, 6500 a Mu 62007 Mrrek Industries, Inc. Mon May 21 17:1699 2007 Pagil 1.5-0 5 B 6 9.10.13 1.50 541.6 4-2-7 m a , s ri a, m= 10-10-11 0-0 b= 8-0-0 5-8-6 9-1 D-0 9-1Q-13 5-8-0 4-1-10 G! 3 Plate OHsefe 6:00.4 0.1 LOADM (psi) SPACING 2-0-0 CBI DEFL In (bc) vcw Ud PLATES cow TCLL 20.0 Plates Increase 125 TC 031 Ven(LL) 0.06 6.7 >999 360 MT20 24U190 TCDL 7.0 Lumber Increase 125 BC 0.41 Verlin) -0.08 6-7 >999 240 BCLL 0.0 Rep Stress ha NO WB 028 Horc(TL) 0.01 5 Na we BCDL 10.0 Code FBC200VTPUM Memel 40Wes' lb LUMBER BRACM TOP CHORD 2X 4 SYP Not TOP CHORD Structural wood sheathing directly applied or 60-0 oc ptrfins BOT CHORD 2X 4 SYP Not BOT CHORD Rlgld calling directly applied or 7-&l 00 bradrhg WEBS 2X 4 SYP No.3 REACTIONS p9stes) 4-ll7Mxku l d, 2dB9r1-0-1, &44MAedwical Max Horz 2-191(LC 3) Max Up11R4-121(LC 3), 2-366(LC5), 5.-285(LC3) FORDS (b) - Maxmun ConpessbrvManmnn Tension TOP CHORD 1-2-021, 2.8-829356, 8-9-788t575, 3.9-75N570, 3.10-6V27, 1611-5WA 4-11--4(Y27 BOT CHORD 2-12-.65V751, 12-13-651/751, 7-13--051/751, 7-14-651(751, 6.14-.651!751, 5.6-0'0 WEBS 3-7.-12&347, 36-82Y714 NOTES 1) This buss has been checked for uniform rod five bad only. except as noted 2) Wind: ASCE 7-02; 120rph (3-second gust); h.30Q TCDUA.2p9; BCDLr6.Opd; Category II; Eli B; esdosed; MWF RS gable and zone; cane lever left and right exposed ; porch left mwsed; Lumber DOL-1.60 plate grip DOL-1.60. 3) This truss has been designed for a 10.0 psi bottom chord live bad noncomurera vMh any other five beds 4) RatelOgfrde(a) for Wss to truss Oom601101 . 5) Provide medhaticai comedian (by others) of truss to bearing piste capable of Withstanding 121 to uplift at OW 4, 386 touplift at Joint 2 and 295 to uplift at Joint 5. load(s) 38 Ile 4.3-11.38 b a1 4.3-11. 60 b down and 103 lo t1fi11a61r4j p. QRF i r6) Hager(s) or offset connection devices) anal be provided sufficient to support concentrated up at up 43b down 1.5.12ontap chord and 22 b c4 al 1.5-12, 22 bupal I-&12, upal7.1.10, 60 b downand 103 b up 91 7.1.10, and 43 to down at 1-512, and at section c ry sF' 12bdownat43-11, 12 b downat 4-3-11, and 52 b dawn at 7-1-10, and 521b down m 7.1.10 on bottom chord. The dedgileof such connection i.• ,. c9Vs devices) is the responsidi ty 01others. 7) Warning: Addlbnal permanent and stability bracing for truss system (not pan ofthis oomponent design) is dways required. Gii 8) In theLOAD CASE(S) section, loads appliedtothefaceofthe truss are noted as front (F) or back (B). No. 34245 ; LOAD CASES) Stallard1) a Regu Lumber Inaeass-1.25, Rate Increase-125 S. 'rAlJniform loads (plc CJW Vart 1-4-54.2-5-20 Concersre[ ed l.cada (Ile) Vert 9-4(F-2, S.2) 11-120(F--60, B-60) 12.22(F11, B-11) 13-12(F-6. B") 14-52(F-26, B.-26) 6, total., 1,11KaBarn - jaiA. Green'wg, P.E, DANSCO Erg:lee irg, LI-C P. D. Box 3400 Amlb Boach., FL 33572 CA 25944 Date: 5122107 I1' arning!—Verify design parameters and read notes before use. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded venically. Applicability of design parameters and proper incorporation of component is responsibility ofbuilding designer- not truss designer or truss engineer. Bracing shown is for lateral suppon of individual web members only. Additional temporary bracing to ensure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIrrPI I National Design Standard for Metal Plate Connected I1bod Truss Construction and BCSI 1-03 Guide to Goad Practicefor Handling. Installing & Bracing ofliferal Plate Connected ll'oodTrusses from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Trum Truss Type Ory 8-4-10 11873 it ROOF TRUSS 10 jP1y 1 JBESSNOERJobReference(optional 94COMPONENTS, APOPKA, FL B-0-0 6500 a Mar 8 2007 Mfjek hdu6tMkxc. Mon May 21 17:16:40 2007 Page 1 1 0-0 1-0-0 1.0-0 1-0.0 morlr n ei 8-4-10 B-0-0 1-D-O 0- i D-O LOADING (pat) TOLL 20.0 SPACING 2-0-0 Plafes Increase 125 CSI TC 0.08 DER. In (loc) Udell Ud Vert(LL) -0.00 2 >M 360 PLATES GRIP MT20 2441190 TCDL 7.0 Lumbar Increase 125 BC 0.01 Venn) -0.00 2 >gm 240 SOLL 00 Rep Stress Ina YES WB 0.00 Hor2(TL) -0.00 3 We Na Weight 5 InBCDL10.0 Code FBC200UTPLIM Mafrfx) LlII6FA BRACUNG TOP CHORD 2 X 4 SYP Not TOP CHORD Structural wood sheathing directly applied or 1-0-0oc PAM BOT CHORD 2 X 4 SYP Not BOT CHORD Rigid calling directly applied or ID -PO oc bracing. REAcnow (bWas) 2-12508-0, 44Mbdherd®1, 3--&%WmrkW Max Hoe2-54(LC 6) Max Lplilt2-131(LC 6), 3--8(LC 1) Max Orav2-125(LC 1), 4-18(LC2), 3-21(LC6) FORCES (lb) - Mm tntm ConpembrvMaxirrsm Terwon TOP CHORD 1.2-011 % 2.3--259 SOT CHORD 2+N0 NOTFS 1) This truss has been dhadod formrunlarod live bad only, except as noted 2) Wind: ASCE 7.02; 120rrph (3aeoond gusV; h-30Q TCDL.4.2pd; BCOL-6.OpA; Category II: Exp B: mdosed; MWFRS gable and zone and C-C Esaerbr(2) mane: cantilever left and dghst dosed ; porch lat mpowd; U rber DOL+1.60 plate grip DOL-1.6(L TNstnae Is designed lorC-C fn nenbers and loose, and for MWFRS for reactions specified. 3) This truss has been designed for a 10.0 pat bottomchard live bad rnnconc rratt Wth any other live bads. 4) Refer to girder(s) for truss to trusscornedrmlo5) Providemedmicalconnection (by others) of buss to hearing plate capable all withstanding 131 lb uplift at ph 2 and 8 Ile rd81 at joint 3. 6) Waning: Additional pemhanad and stability bracing for suss system (rat pat of this mnponad design) Is always required. sasslovkh LOAD CASES) Standard J" G S F. r•. 9 y ; : G) No. 34245 cu i p 'fA OF As sas aa:-rSatnualA. Greon'aB-g, P.E, DANSCO Er9': gee.-ir.g: LLCP.O. Boot3400 Apol0 Soach•, FL 3M72 CA 25W Date: 5122/ 07 I F' arning!—Verifydesign parameters and read notes beforeuse. This designisbasedonlyuponparametersshown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility ofbuilding designer- not truss designer or truss engineer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to ensure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, qualitycontrol, storage, delivery, erection and bracing, consult ANSIrrPI I National Design Standard for Afera! Plate Connected Mood Truss Constn¢tion and BCSI 1-03 Guide to Good Practicefor Handling, Installing & Bracing ofAfetal Plate Connected llbod Tn ses 6om Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. DEJob # 245- Trues TruceType al' JJob11873 J3 ROOFTRUSS 10 JPry 1 ISESSINGER 9-2-10 Jab Refinence (optional) 84 COMPONENTS, APOPKA. FL 8-" 6500 s Mar 8 2007 Mrtek Industries. Inc. M%JM 21 17:16:41 2007 Page 1 1-0-0 3.0-0 s 1-0-0 3-0-0 ear.,:u sear s n 9-2.10 8-0-0 3-0-0 34}0 LOADING W SPACING 2-0-0 CSI OM In (loc) We Ud PLATES am TCLL 2D.0 Plates Irnrom 125 TC 0.12 Vert(LL) 0.01 2-4 >990 360 MT20 2441190 TCDL 7.0 Lancer Increase 125 BC 0.08 Val(TL) -0.01 2.4 >999 240 BCL L 0.0 Rep Sum incr YES WB 0.00 Hcrz(TL) -0.00 3 Na rya BCOL 10.0 Cade FBC2004/TPI2002 Malrbt) Want I I b LIMBER BRACING TOP CHORD 2 X 4SYP Not TOP CHORD Strucasel wood sheathing directly applied or 3-" oc pains BOT CHORD 2 X 4 SYP Not BOT CHORD Rigid calling directly applied or ID-" oc bradrtg. REACTIONS (b/dm) 3-WAiledtanl®I, 2.19711)4-0, 4—ISMaderdcal Max Harz 2-98(LC 6) Max Lod*-d2(LC 6), 2--184(LC 6). 4-23(LC 4) Max Gm3-52(LC 1). 2.187(LC 1), 4-52(LC 2) FORCES (b) - Mmcbnun ComprosalontUaAmm Tension TOP CHORD 1-2-= 2,%-4&16 BOT CHORD 2.4.0'0 NOTES 1) This buss has bean dtedmd for unicrm rod 11" bad ony, except as noted 2) Wlnd: ASCE 7-02: 12Drph (3-eeeard gtnQ; hIM TCOL-4.2pst; BCOL.6.0pat: Category II: Exp B: andosed: MWFRS gable and zone and C-CEsdarlor(2) zone: ear0werleft and rightexposed : porchbit exposed: Lancer DOW.60 plategrip DOL-1.60. Thistons Is designed for C-C tot rrerrcas andforces, end forMWFRS for reactions tped0ed. 3) This Was hoe bean designed la a 10.0pot bottom chord INe bad no nconcurre d with any other live bed& 4) Refstogirder(s) for buss to buns cortnedlon& 5) Providemedhaical connection (by others) dtrusstohearhtg platecapable d withstandrq52 b q M at )dnt 3,184 b LightatJobs2 and23btp08 al joins4. 6) Waning: Additional pemananl and stability bracing lot truss "an (not part d this moponant dedgn) Is always required. LAaLILSA,sr LOADCASE( S) Stardard J"•• G S E• r No. 34245 u OFSam - jai A. Green5o7g, P.E. DANSCO Erg:,leeJr..0: LLC P. O. Bat 3403 App!) p BGach., FL 33572 CA 25W Date: 5122107 11arning!— I erifydesign parameters and read notes before use. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer or truss engineer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to ensure stability during construction is the responsibility of the erector. Additional pamanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delihx:ry, erection and bracing, consult ANSIrrPI I National Design Standard forMetalPlate Connected Wood Trust Construction and BCSI 1-03 Guide to Goad Practicefor Handling, Installing di Bracing ofAleral PlateConnected Wood Trussesfrom Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Jab Truss Truss Type Oty Ply BESS NIOER 11873 JS ROOF TRUSS 10 1 Job Raterenee to Iona] 10-0-10 e4 COMPONENTS, APOPIU, FL 6-0.0 6500 s Mar 6 2007 MRek industries, Inc. Mon Meg44 7:16:42 2007 Pape 1 1-" 5 0-0 1-0-0 5-0-0 aeon n r er h 10-0.10 8 B00 5.0-0 LOADING (psi) SPACING 2-0-0 C81 DER. In (bc) Ulan Lrd PLATES OTC TCLL 20.0 Plates Increase 125 TC 029 VwgLL) 0.09 2-4 >628 360 MT20 24090 TCDL 7.0 Lsurber increase 125 BC 025 Vetl(M) 0.07 2.4 >827 240 BCLL 0.0 Rep Stress bur YES WB 0.00 Horz(TL) -0.00 3 We We BCOL 10.0 Code FBC2004RPI2002 Matrh) Waugh t: 17 b LUMBBi BRACING TOP CHORD 2X 4 SYP Not TOP CHORD Structural wood shealhig directly app7ed or 5-" oc purlim BOT CHORD 2X 4 SYP Not BOT CHORD Rigid calling drecdy appl ed a Z.0-0oc bracing REACTIONS ( 6%he) 3.114AAwhardral, 2-253/0-8-0, 4-48tkbdlaritsl Max Herz 2.144(LC 6) Max Up0ft t- i I9(L.0 6), Dr228(LC 6), 4"1(LC 4) Max Gw3-l14(LC 1). 2-2M(LC 1). /-92(L C2) FORCES ( lb) - Ma irntan Compression/MaximumTension TOP CHORD 1.2-&= 2.3-9537 BOT CHORD 2-4-M NOTES 1) This truss has beatchecked for uniform rod Erebad a*. except as naiad2) Wind: ASCE 7-02; 120rrph (3-second gust); hh-30R; TCOLa/.2psf; BCDL,6.0psf; Category II; Exp B; enclosed; MWFRS gable and zone and C-C EsOerbr(2) zoo; eed0ena left and right exposed; porch left exposed; Lumber DOL.1.60 plate grip DOLr1.60. This Was Is designed for C-C for marries and laces, and for MIVWRS for reactions specified. 3) This truss has boondesigned for a 10.0 petbest" chrd Knitbad ronconasrar0 with any eitherlire beds 4) Referto girder(s) for truss to trrsa co nedlona 5) ProAdemochurftelconnection (by others) of truss to beairg plate capable of withhstendng I19 b Uplift at joM 3, 228 b Loh at )dint 2 and 41 Ito uplift at join 4. 6) WarAV: Additional permanent end stability bracing fortruss system (not part of oilsmrpona t design) Is always requited. tboLIalApr GRWeN, LOADCASE( S) Slandard r{, • r ; No. 34245 4 S • p ' OF f,l <uAL s ar.rrslLlL 4 c4`' S9m•.lel A. GreAnjo7g, P.E. DANSCO Erg: juerirg, LLC P.O. Btu3403 Apao Boach., FL 3357E CA 25W Date: 5122107 11arningl— Verify designparameters and readnotesbefore use. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer or truss engineer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to ensure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/I'PI 1 National Design Standard for Afeml Plate Connected Ilbod Tress Constntction and BCSI 1-03 Guide to Good Practicefor Handling, Installing & Bracing ofAtetal Plate Connected libod Trusses from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss Type Dry 11673 JK7 ROOF TRUSS 13I jPlY 1 BESSINGER Job Reterenee na 1 / 1 64 COMPONENTS, APOPKA, FL 8.0-0 6500 a Mar 8 2007 MRek sduatrbs, Yht: Non LIM17:16:43 2007 Page 1 1-" _ 7.0.0 1-0-0 7-0.0 ems. h hu eaofTf n a 7 eh 81 i0-1a10 8-0-0 „= 8-0-0 7-" 7-0-0 LOADING (pet) SPACING 2-0-0 C81 DER. h (loc) LAW Ud PLATES GRIP TCLL 20.0 Hates increase 125 TC 0.49 Van LL) 0.15 2-4 >532 360 MT20 244/190 TCDL 7.0 Lumber Inorease 125 BC 0.11 Vert( TL) -025 2.4 >318 240 BCLL 0.0 Rep Stress lro YES WS 0.00 Harz(TL) -0.00 3 Na We BCDL 10.0 Code FBC20001PI2002 Mlabit) Weight 23 b LUMBER BRACING TOP CHORD 2X 4 SYP 1402 TOP CHORD Structural wood sheathing directly applied or 8-00 oc pullim BOT CHORD 2X 4 SYP Not BOT CHORD Rigid &sling titre* applied or 10-04) a bad% REACTIONS (brstw) 3.171Idat wdral, Z V4r0-", 4 4&Msdtari®I Max Horz 2.183(LC 5) Max UpI M-162(LC 5), 2-280(LC 5), 4.58(LC 3) Max Gw3-171(LC 1), 2-324(LC 1). 4.132(LC 2) FORCES (b) - Ma*nLrn Corpesslonikldmm Tatsion TOP CHORD 1-2-M 2.5-0, 3.5.-6955 SOT CHORD 2.4.00 NOTES 1) This truss has beat cratired tor uniform red live bad only, except asnoted 2) Wind: ASCE 7-02: 120rrph (3iecatd guts): h.3A TCDL-4.2psf: BC10L.6.0psh Category It: Exp B: enclosed; MWFRS gable and zone: cardever lot and right exposed ; porch Idt exptrsed: Lumber DOL.1.60 plate grip DOL.1.60. 3) This truss has been designed for a 10.0 psi bottom cord Ilse bad monmrcurerd w6h ery alter Live load& 4) Refs to *der(&) for trusts b has connections. 5) Provide medhaticel connection (by others) of truss tobearing plate capable ofwithstanding 162 b uplift at joint 3, 280 b uplift atjoint 2 end 59 b uplift at joirt 4. 6) Wenthg: Additional permanent end stability bracing for bras sycan (rot pat of this mrtporhe t design) is siweys required. LOADCASF(S) Sanded dAalllelwe aj'i J G Cip fA bF aa.r ln,lt 4 Sanual A. Green'2o7g, P.E. DANSCO Erg:veerirg: ULC P.O. Sm 3400 Apc(b BGa&. FL 33572 CA 25W Date: 5122107 Ifarningl—Verify design parameters and read notes before use. This design is baud only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parmecm and proper incorporation of component is responsibility of building designer - not truss designer or truss engineer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to ensure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIrrPI I National Design Standard for Afetal Plate Connected Wood Truss Construction and BCSI 1-03 Guide to Good Practirefor Handling, Installing & Bracing ofAletal Plate Connected Rood Tntsses from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Qh # 2450- El Job Trues Trwa Type Ply BESSWOER 11873 T1 ROOFTRUSS 10ty13 1 Job Reference opsonal 54 COWIWNTS, APOPKA. FL 6500a Mar 8 2007Mrtek Industrba, Inc. Mon May21 17:16:44 2%96Zage 1 73.14 14-0-0 20-8.2 F 28-0.0 f11-0.0, j 10-0 73-14 6.8.2 6-8-2 7-3.14 1.0-0 e-r.t sa m= ems mr are a wa e to a a r ib a° • err- >d m- 8-0-0 8-" 9-10-11 18-1-5 28-D-0 9-10-11 8-2-11 9-10-11 aleollaets 2P215,o-1.8] I3O.4-00'9'Ol IS:D+60-3-0 642.150-1.81 LOADING (pst) SPACM 2-0-0 C81 DEFT In (bc) Vdal Ud PLATES GRIP TCLL 2D.0 Plates Increase 125 TC OM Vart(LL) -0.19 6-0 >998 360 MT20 244/190 TCDL 7.0 lumber Increase 125 BC 0.59 Vart(TL) -0-94 6.8 >609 240 BCLL 0.0 Rep Stress btv YES WB 023 Hez(TL) 0.08 6 We We BCDL 10.0 Coda FHC20DUTPI2OD2 1143trh) Weight: 122 to LUMBER BRACM TOP CHORD 2X 4 SYP Not TOP CHORD Structural wood sheathing dredhy applied or 4.0-8oc puNna BOT CHORD 2X 4 SYP Not BOT CHORD Rigid ceiling directly applied or 6-73 oc bracing WEBS 2X 4 SYPW3 REACTIONS (Inize) 2,1NNO-8 1,6.108300-8-0 Max Harz 2--60(LC 7) Max LOVO--419(LC 6). 6--419(LC 7) FORCES (b) - Maxlmm CanpessbrvMandmm Tension TOP CHORD 1.2.D40, 2.11-196(V1OT7, 3.11-183WI088, 3.4-1719991, 43-17191891, 5-12r1839'108& &12-7960/1077, 6.7-&M BUT CHORD 2-10-857/1749, 9-l&-4W 197, 8-9-454/1197. &8- 857/1749 WEBS 3-10--35,•1400, 4-10.-248t562, 4A-2411156Z 5-8•-353n400 NOTES 1) This buss hoes been chadred for uniform rod live bed only, except as noted2) Wind: ASCE 7.02: 12Dtrph (3-second gust): h4M TCDL.4.W: BCDL-6.0pd: Category II: Exp B: enclosed: MWFRS gable and zero and C-0 Essmbr(2) zero: ca dlever Iefl and right exposed; Lumber DC11-1.60 plate grip DOL-1.60. This truss Is designed for C•C for merrbars and tones, and for MWFRS far madlorn specified. 3) This truss hasbees designedfora 10.0pat bottomchord livebadnonoorctrtart with any otherfivebads tlrlllssr4, 4) Provide mechanical comedbn (by others) Of trues to bearing Plate capable d taithtstan tling 419 to uplift at )obd 2 and 419 b uplift atjoint 6. qyQRL 'ry5) Wang: Additional pemautard and stability bracing for true ayraan (rot part of this mryane t cl al is always required. A • F LOAD CASE(S) Standard 6); No.34245 A;4,161' • tons,, sam•. 1BI A. GrE0n59-g, P.E. DANSCO Erg:gee ir.r, U-C P. O. Banc 3403 Apolo Boach., FL 33.572CA 25040 Date: 5122107 Ilorning!— Verify design parameters and read notes before use. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of buildingdesigner- not truss designer or truss engineer. Bracing shown is for lateral suppon of individual web members only. Additional temporary bracing to ensure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSUTPI I National Design Srandard for Metal Plate Connected Jibed Thus Construction and BCSI 1-03 Guide to Good Practiceforl/ andling, Installing & Bracing of Metal Plate Connected Rood Trusses from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss Type Oty Ply BESSNOER 11873 T2 ROOFTRUSS 5V,Q 1 Job Ralmence trpUonal MPONENTS, APOPKA, FL 6500 a Met 8 2007 MRekMustries, Inc Mon May21 17:18:11i,?ft Page 1 53-14 1G-0-0 14-8.2 20-0-0 21-0.0 53-14 4-8-2 4-8-2 t< c 53-14 1-0-0 r,T 38M r,0 L. 4 W a r 0= ]yc >e= m= pc B-0-0 B-0-0 7.0-0 13-0-0 ( 20-0-0 r 7-04) 8-0-0 7-0-0 LOADM (W SPACD60 2-0-0 CSI DER. In (loc) Wall Ud PLATES CW TCLL 2D.0 Plates Irtoreese 125 TC 023 Vart(LL) 0.07 1-0 >990 360 WM 2W790 TCOL 7.0 Lumber Iraesse 125 BC 036 Vart(TL) -0.15 " >999 240 SCLL 0.0 RepStress Ira YES WB 0.13 Horz(rL) 0.04 5 rota rJa BCDL I D.0 CadeFBC200UTP12002 Match) Weight 86 b TOP CHORD 2X 4 SYP Not TOP CHORD Structural wood Nesethi]0directly appiled or 55-2'8 oc purlim BOT CHORD 2X 4 SYP Not BOT CHORD Rigid calling directly applied or 8-0-15 oc bracing WEBS 2X 4 SYP No.3 REACTIONS (h%Ize) 1-7130". 5.7900" Max Ha21--72(LC 7) Max Lplifti-249(LC 6), 5-345(LC 7) FORCES (b) - Medrnm CorW essbNMaxlmm Tendon TOP CHORD 1-2-13SW63, 2-10-12D6ro91, 3t0-115&705, 311-1145887, 4.11-1195573, 4-5.-1364/742, S6 020 BOT CHORD 1-9--5B6n212, 8.9.-3DY836. 7-8•-304aX S7-56M IOD WEBS ZS-23327S, 3-8-185/d96, 3-7-15B380. 4.7-226265 NOTES 1) This buss has been dneoknd for uniform rod M bed any, except as ruled 2) Wit: AWE 7-02; 12WO (3•secarnd gel: h-30R TCDL-4.2pd; BCDL-6.0pd; Category II; Exp B; enclosed; MWFRS gable and zone and C-C Extarbr(2) earn: oasSava loll end riddosposed : Lumber D04.1.60 Pimapip DOL.1.60. Thistruss Is designed forC-C for members and forces. andfor MWFRS for reactions speed. 3) This buss has beat designed far a 10.0pot bottom dad M bed roaxxrmert with any other M bads. 4) Provide medtaniral connection (by others) of buss as hearing plate capable of w.ill staring 249 b u;M at joint 1 acid 345 buplift at joint 5. 5) Wambg: Additional pemtanaot and stability bracing for trues system (not part of this component deign) Is always required. srVttstlsslH eNp,Dy,'V LOAD CASE(S) Standard J •' GaS • ", si : No. 34245 1. o S OF it.a1,14,1161, Samuel A. GfEonS97g, P.E. DANSCO Erg:'Tee-irg, LLC P.O. Baba 3403 Apollo 608Uh-, FL 33572 CA 25W Date: 5122107 0arningl—terify design parameters and read notes before use. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer or truss engineer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to ensure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/fPI I National Design Standard for Aferal Plate Connected Ifbod Truss Construction and BCSI 1-03 Guide to Good Practicefor Handling, Installing & Bracing ofAfetal Plate Connected (food Trusses from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Traas Tut Type ay 11873 T2 ROOF TRUSS 5 Ply i BESSINGER Job Refasrce Lionel V,q®MPONENTS, APOPKA, FL 6500 s Mat 8 2007 MITak hdusblea lac Non May 21 17:18:4fBgm Page 1 53.14 10-0-0 14-8.2 2D-0-0 21.0.0 53.14 4-8.2 4-8-2 Vv 53-14 1-" hew-1 L f tmfa new + ro uw c r r I I I I rpc 30= >e= yc ec 6-G-0 8-0.0 7-0-0 13.0-0 I 20-0-0 7-" 6-0-0 7-0-0 LOADING (psi) SPACING 2-041 CSI DER In (be) Wall Lid PLATES GIRIP TCLL 2D.0 Plain Ircresse 125 TC 023 Vart(UL) 0.07 1-0 >(199 360 MT20 2W190 TCDL 7.0 Lumber [meow 125 BC 0.36 Vart(TL) 0." 1.0 >999 240 BCLL 0.0 Rep Stresslnor YES WB 0.13 Ha12(TL) 0.04 5 We rJa BCDL 1D.0 Code FBC2OOVTP12002 Mebk) Weight 86 b LUMBER BRAS TOP CHORD 2X 4 SYP NO2 TOP CHORD Stricture) wood slealhiag directly epplbd or 5.2-8 oe pa8ns. BOT CHORD 2X 4 SYP Not BOT CHORD Rigid calling directly applied or 8015 cc bmdng WEBS 2X 4 SYP N0.3 REAC110N3 (brslze) 1.7130". 5.790460 Marc Hoe 1.-72(LC 7) Max Up"1--249(1-C 6), 5-34S(LC 7) FORCES (b) - Madmun Conpessbrvl fa>dmun Ter -Wort TOP CHORD 1-2-1365763, 2.10-1206691, 3-10-11557705, 3.11-1145W, 4.11-1195%73, 4-5--13641742, 5{.00WROTCHORD 1-9.- 586M 212, 8-9-3DOW. 7-8.-304AM 5-7-56271199 WEBS ZO-233278. 3- 8-185aK 3-7-158380, 4-7-226265 NOTES 1) This trues has been chadted for uniform rod Ise bad wily, acottpl as rooted 2) Wind: ASCE 7- 02; 12Dmph (3-second punt): WWI; TCDLt4.2pd; SCDL.6.0p6f: Category II; Eta B; erdosed; MWFRS gable and zone and C.0 E)dwW(2) zone: cort8ever left andrightexposed; Lumber DO -1.60 pate grip DOW.60. This buss b designed forGC for members andforces, and for MWFRS for reeclorns specified 3) This bust has been deslped lot a 10.0 psf bottomchordKv bed rcrmurrentvAh any other lim beds4) Provide madhankel oomectfo (by others) of buss to bowing pate capableof mitlhstandntg 249 b Loh at joint 1 and 345b Witt at joins 5. 5) Wamhg: Addtbnat pamhana t and stability bracing for truss "am (rot pat of this mmpaera design) is always required. v µsNutst r aRF O°r LOAD CASE(S) StandardrA• E N S G No. 34245 VI),.A OF aka r AtHse1s0 Sam• rBl A. GrEonJ07g, P.E. DANSCO Erg:'1twirg; L'- C P,O. Sm 3403 AmlbBo &.. FL 33572 CA 256+8 Date: 5122107 I{arningl— Verify design parameters and read notes before use. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not trussdesigner or truss engineer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to ensure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI?PI I National Design Standard for Afetal Plate Connected Hood Truss Construction and BCSI 1-03 Guide to Good Practicefor Handling, Installing & Bracing ofAfetal Plate Connected Wood Trusses from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. y C / W ƒ E 6 W 6§ E§ n fai§e2& + E m 2-y toM cn co 0 q W c G k Zb p § co 00 2 a R k CP CD / o Z @ k j_ cu 3 0 G W /k/14 r, O [ ` 77D O E ~0. U. qao - m§2 O <Iok ao: w 7\ 3 z U)^www d ee oo 2 @lg g3< a e mo_<= k 0 «`*° L I >-®£5u_» @ !"-0,- WMLL E$n En Wien n— q ; z,4 i I J 7 2 E x y @ k T w +e Te D$B I 1 Ij I 10x6 lwcd 115 1242 rag IIIiI0x10g7' 3' IOQth duct 95 i 10x6 Iwcd 8' 1 10' 4x4 1 t_ 5' to roof cap 1, w/fan Nutone 69GRN nil 10 „ a s Io7 i f4' dryei w to roof 42X42 A/C SLAB BY BLDR MIjlg 2' FROM WALL a — 1 i i ! I i 1 Ducts penetrating the separation between the garage and the dwelling shall be of a minimum of 26 gauge sheet steel or of approved material. 2004 FRC R309.1.1 WALL LEGEND: 8' sLe7C,K ubAL_ FALL EXT. PERM-TEW r` 4' PRAM WALL (ALL INT. WALLS) IN EOO KOrED AS ta' OR e' AREA TAEBULATION LIV! h1G AREA 12112 Sr. C% ARAGE 446 5F. FfeDKT F VRC=y 64 51F. I TOTALLAVING: 2112 OF. , TOTAL LINPER ROOF: '132 5F sr. r za FLOOR PLAN Must have a minlmum clearance of 4 Inches around the air handler per the State Ener/6 'cW%. All duct has an r=6 Insulation value. Rating V 5` fl' s F 0 Cll N C` O co K1 O Q 1 s W LD z l W W o LLJ Li LIJ US J C CLJ z O N m W z z p W zi JQI— m Q 0 J 0 0 0 Of M IL J n 0 0 k I z SITE D.f-ec:011.— p- En 0 0 z0 FIR 1 71 FCM IN WELL BOX 107.00' PLAN 1'=20' c 1, I FIR 1 /2" 14' ALLEY 07132 SIR LOT 5 TO L is tsur r tT< — I 0Ict WIL_LOW AVENUE ' OFFICE 66' TOTAL R/W ASPH NOTE: SITE PLAN BASED ON A SURVEY BY THE UNDERSIGNED. THIS IS NOT A SURVEY. R) RECORD UE UTILITY EASEMENT FIP FOUND IRON PIPE NEIGH NEIGHBORING PROPERTY X- X - X WIRE FENCE ® CONCRETE W CHK M) MEASURED DUE DRAINAGE k UTILITY EASEMENT FIR FOUND IRON ROD OUROHW SUBJECT PROPERTY O _ [) _ C7 WOOD FENCEOVERHEADWIRES SS A/C AIR R/W RIGHT-OF-WAY FN/D FOUND NAIL/DISKFCMFOUNDCONCRETE MONUMENT SIP PROPERTY CORNERSETIRONPIPESIRCONDITIONERSETIRONROD NOTES; 1) NOT VALID UNLESS COPIES CONFORM TO 4) BEARINGS WHERE SHOWN ARE PER 7) FEIJCE OWNERSHIP NOT DETERMINED II) DRAWING DISTANCE BETWEEN WALLS AND/OR FLOOD INFORMATION: UNI.ESS OTMERWISE NOTED. FENCES AND PROPERTY LINES MAY BE FLOOD ZONE X SIGNATURE AND DATE CERTIFICATION. RECORD UNLESS OTHERWISE NOTED. i) LEGAL DESCRIPTION PROVIDED BY OTHERS. 5) UNDERGROUND UTRITIES. FOUNDATIONS. SHOWN HEREON WERE NOT AND/OR OTHER IMPROVEMENTS. IF ANY. 8) ME SUREMENfS TO WIRE FENCES ARE BE EXAGGERATED FOR CLARITY. COMMUNITY N0. TO CENTER OF WIRE. 12) FLOOD ZONE INFORMATION WAS DERIVED PANEL NO. 120294 00453PROPERTIESABSTRACTEDFOREASEMENTSOROTHERWERENOTLOCATED. Y) MFj.SURENENTS TO W000 FENCES ARE M FEDERAL EMERGENCY MANAGEMENT RECORDED ENCUMBRANCES NOT SHOWN 6) ELEVATIONS, IF SHOWN ARE BASED ON TO OUTSIDE OF W000. AGENCY FLOOD INFORMATION RATE MAPS. SUFFIX 10) MEASURES ARE i0/FR04 DATE OF FIRM E 4/17/95ONTHEPROPERTYPUTOFRECORD. NATIONAL GEODETIC VERTICAL DATUM 1121. PAl E OF WALL. FAL ADDRESS: DATE OF SURVEY 5/24/07 918 CELERY AVENUE SURVEY NO. SANFORD, FLORIDA 32771 LEGAL DESCRIPTION: SMITy i CERTIFIED T0: LOT 6. HOLDEN REAL ESTATE COMPANY'S ADDITION, ACCORDING TO THE PLAT THEREOF AS RECORDED IN PLAT E C / JASON DYKES0. P 1 F 1 L BOOK 1, PAGE 89. OF THE PUBLIC RECORDS OF SEMINOLE q v: TF,•• COUNTY, FLORIDA. THIS IS A DIGITALLY SIGNED AND SEALED SKETCH OF A BOUNDARY SURVEY PERFORMED UNDER THE DIRECTIONOFTHEUNDERSIGNED. 6 COPIES ARE AUTHORIZED ON OR N o. 5 2 3 B E A L E LABOUTTHEDATEOFSURVEYSHOWNHEREONANDCERTIFlEA• O F ONLY TO THOSE PERSONS AND/OR ENTITIES LISTED HEREO CLOSING SERVICES THE BOUNDARY SURVEY MEETS THE MINIMUM TECHNISTANDARDSASSETFORTHBYTHEFLORIDABSURVEYORSINCHAPTER6 7. O () PROFESSIONAL SURVEYOR BY: OF PROFESSIONAL LAND PURSUANT TFLORIDAADMINISTRATIVECODE O R I FLORIDASURVEVASSOCIATES.COM 472-027, FLORIDA STATUTES. 282 SHORT AVENUE. SUITE 124 LONGWOOD. FLORIDA 32750 L. BEALE SMITH IV, PS A17/111110ti.% PHONE: 407-331-5577 FAX: 407-331-9188 PROFESSIONAL SURVEYOR, FLORIDA REG. NO. 5238 OFFICE SEMINOLE COUNTY PRODUCT APPROVAL PERMIT APPLICATION INFORMATION IT IS THE APPLICANT'S EXCLUSIVE RESPONSIBILITY TO VERIFY THAT SPECIFIC PRODUCTS HAVE BEEN INSTALLED IN ACCORDANCE WITH THEIR LIMITATIONS (FOR EXTERIOR: WINDOWS, DOORS, GARAGE DOORS, SKYLIGHTS AND SHUTTER SYSTEMS NEED TO MEET THE MINIMUM REQUIRED DESIGN PRESSURES FOR THE PROJECT). SPECIFIC COMPLIANCE WILL BE VERFIED DURING FIELD INSPECTIONS. TYPE EXTERIOR DOORS MANUFACTURER MODEL # / SERIES RESERVED FOR PLANS EXAMINER USE FLORIDA APPROVAL # INCLUDE DECIMAL IF APPLICABLEJ FLORIDA APPROVAL pdf FILE # I MIAMI / DADE N.O.A. JIF APPLICABLE SWINGING Ir 8 — )z I SLIDING 43c" OVERHEAD ftne fcn j OTHER WINDOWS SINGLE HUNG e 1,,lLVe 11 EL S19 O DOUBLE HUNG r C,,,' f L q6{t 4 9 HORIZONTAL ROLLING CASEMENT FIXED SKYLIGHT OTHER SOFFITS SOFFITS 2of3 RESERVED FOR FLORIDA APPROVAL # FLORIDA APPROVAL MIAMI / DADE TYPE MANUFACTURER MODEL # / SERIES PLANS EXAMINER (INCLUDE DECIMAL) pdf FILE # N.O.A. USE IF APPLICABLE IF APPLICABLE IF APPLICABLE ROOFING SHINGLES METAL TILE OTHER SHUTTERS ROLL -UP PANELS PLYWOOD CHECK HERE IF THIS METHOD IS CHOSEN OTHER STRUCTURAI COMPONENTS SINGLE HUNG HURRICANE SPECIFY MANUFACTURERS) ANCHORS ENGINEERED LUMBER LINTELS INSULATION FORMS OTHER CONTRACTOR or OWNER/CONTRACTOR SIGNATUR — DATE: THE FOLLOWING ALTERNATIVES ARE ACCEPTABLE IF" -HE PROPOSED PRODUCTS DO NOT HAVE VOLUNTARY STATE APPROVAL OR SEMINOLE COUNTY ACCEPTANCE: Copy of product approval/testing information and copy of listing -or- report from a Product Certification Agency approved by the Florida Building Commission for each different covered product. Approved product certification agencies are shown at www.floridabuilding.org click on the product approval button, then click on the organization search tab). Copy of product approval/testing information from a Florida Building Commission approved Product Evaluation Entity or Product Testing Laboratory and documentation showing the manufacturer has a Florida Building Commission approved Quality Assurance Agency on retainer. Submittals are required for each different covered product. Approved Product Evaluation Entities, Product Testing Laboratories and Quality Assurance Agencies are shown on the above referenced website (click on the product approval button, then click on the organization search tab). 3 of 3 OFF G III, OFFICE RE: J701977 - Bessinger Const - 1130 Willow Ave., S Site Information: Project Customer: Bessinger Construction Project Name: CUSTOM HOMEBUILDER Address: 1130 Willow Ave City: SANFORD State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: Eduardo Avellaneda License #: 40040 Address: 2480 E. Michigan St City: Orlando State: FL General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2004/TP12002 Design Program: MiTek 20/20 7.0 Wind Code: ASCE 7-02 Wind Speed: 120 mph Floor Load: N/A psf Roof Load: 3 7. 0 psf This package includes 15 individual, dated Truss Design Drawings and 0 Additional Drawings. 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. No. Leal# I Truss Name Date 1 12 JT2680602 1 A_ I 1AA 9/14/07 _ 9/14/07IT2680603 3__ _ _1T2680604_11 14 B _ 1 1 C 1 9/14/07 1 T2680605 1 9/14/07 i 5 I T2680606 11 D __ _I9/14/07 11 G _ 1 9/14/0761T2680607 7 ! T2680608 r8__ 1 T2680609 12A 26 _ _ 9/14/07 9/14/07 9 1 T2680610 1_2C 1 9/14/07 110 I T2680611 11 IT2680612 1 2D 1 9/14/07 J JC1 9/14/07 J 112 T2680613 J C3 _19/14/07 1 j 13 j T2680614 1 C5 1 9/14/07 114 1 T2680615 J E7 1 9/14/07 J 115 IT2680616 JH9 _ 9/14/07 PERMII # 07 Z S DATE; _ The truss drawing(s) referenced above have been prepared by Robbins Engineering, Inc. under my direct supervision based on the parameters provided by HD Supply -Sanford, FL. Truss Design Engineer's Name: Schmidt, Lyndon My license renewal date for the state of Florida is February 28, 2009. NOTE: The seal on these drawings indicate acceptance of REVISION professional engineering responsibility solely for the truss Lyndon F. Schmidt, FL Lic 943409 components shown. The suitability and use of this component Robbins Engineering for any particular building is the responsibility of the building 69N Parke East designer, per ANSI/TPI-1 Sec. 2. raCbfq16904 Parke East Boulev lk wet m er I 007 Tampa, FL: 411 - 01W Phone: 813-972-1135 Fax: 813 7 700f www.robbinseng.com S DALLAS TAMPA C\V FT. WORTH Job Truss Truss Type Oty Ply Bessinger Const - 1130 Willow Ave., S T2680602 J701977 1A ROOF TRUSS 1 1 1 Job Reference Loptional) HD Supply, Sanford, Florida 32771 7.010 s Sep 11 2007 MTek Industries, Inc. Fri Sep 14 07:55:15 2007 Page I 1-0-01 5-6-5 + 10-0-0 13-0-0 17-0-0 21-0-0 1 23-11-11 I 28-0-0 21 9-0-0I 1.0.0 5-6-5 4-5-11 3-0-0 4-0-0 4-0-0 2-11-11 4-0-5 1-0-0 Scale = 1:50.3 4x4 = 4 5.00 12 f 7x12 3x4 = 502 = 3x4 i- 5 6 7 3 3x4 8 v i rjI 2 9 10( 0v1 3x4 = 18 17 16 15 14 13 12 11 3x4 = Ix4 II 3x8 = 3x4 = 3x4 = 5x5 = 3x4 = 1x4 II 0-8-0(0-1-8) 1x4 II 0-8-0(0-2.11) 0-B-0(0-1-8) 657#/-327# 1913#/-949# 214#/-161 # 5-6-5 10-0-0 13-0-0 17.0-0 19-8-0 21-0-0 23} 11.11 28-0-0IF i 5-6-5 4-5-11 3-0-0 4-0-0 2-8-0 1-4-0 2-11-11 4-0-5 Plate Offsets (X_Y)_f7:0-6-0,0-1-5] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.24 Vert(LL) 0.04 2-18 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.31 Vert(TL) -0.08 2-18 >999 240 BCLL 10.0 Rep Stress Incr NO W B 0.32 Horz(TL) 0.02 13 n/a n/a BCDL 10.0 Code FBC2004/TP12002 Matrix) Weight: 152 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.21D 'Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 5-7 2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 2=657/0-8-0, 13=1913/0-8-0, 9=153/0-8-0 Max Horz 2=76(LC 5) Max Uplift2=-327(LC 5). 13=-949(LC 6). 9=-161(LC 6) Max Grav2=657(LC 1), 13=1913(LC 1), 9=214(LC 8) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/20, 2-3=-1061/431, 3-4=-629/305, 4-5=-606/304, 5-6=-24/179, 6-7=-293/875, 7-8=-59/436, 8-9=-74/153, 9-10=0/20 BOT CHORD 2-18=-375/919, 17-18=-375/919. 16-17=-123/497. 15-16=-121/500, 14-15=-121/500, 13-14=-179/147, 12-13=-401/182, 11-12=-100/46, 9-11=-100/46 WEBS 3-18=0/211, 3-17=-445/275, 4-17=-91/266, 5-17=-44/147, 5-16=0/136, 5-14=-808/317, 6-14=-141/527, 6-13=-1062/461, 7-13=-1137/654, 7-12=-208/533, 8-12=-322/179, 8-11=0/158 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 120mph (3-second gust); h=15ft; TCDL=4.2psf; BCDL=5.Opsf; Category 11; Exp B; partially; MWFRS (low-rise): Lumber DOL=1.25 plate grip DOL=1.25. 3) Provide adequate drainage to prevent water ponding. 4) 'This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 327 lb uplift at joint 2, 949 lb uplift at joint 13 and 161 lb uplift at joint 9. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 281 lb down and 256 lb up at 21-0-0 on top chord, and 370 lb down and 164 lb up at 20-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Lyndon F. Schmidt, FL Lic #43409Vert: 1-4=-54, 4-5=-54, 5-7=-54, 7-10=-54, 2-9=-20 Robbins EngineeringConcentratedLoads (lb) 6904 Parke East BlvdVert: 7=-201(F) 12=-355(F) Tampa, FL, 33610 FL Cert.#5555 September 14,200 WARNING-VVerify design parameters and READ NOTES ON AND INCLUDED ROBBIN REFERENCE EAEIO.10.06 BEFORE USE. e yde g p e O S C S C G Design valid for use only with MiTek or Robbins connectors. This design is based only upon parameters shown, and is for an individuol building component. [ / Applicability of design parornenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Y isfor lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery. erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 583 D'OnolriO Drive, Madison. WI 53719. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-1/16" i For 4 x 2 orientation, locate plates W/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 plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. BEARING Indicates location where bearings supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB- 89: Design Standard for Bracing. BCSII : Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 0 o: O x U a- O R Numbering System 6- 4-8 dimensions shown in ft-in-sixteenths Drawings not to scale) 1 2 3 TOP CHORDS BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/ LETTERS. PRODUCT CODE APPROVALS ICC- ES Reports: ESR- 1311, ESR-1352, ER-5243, 9604B, 9730, 95-43, 96-31, 9667A NER- 487, NER-561 95110, 84-32, 96-67, ER-3907, 9432A NER- 691 2006 MiTekO All Rights Reserved C - DC J, Robbins Engineering Reference Sheet- RE-10-10-06 General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury l . Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative T, I, or Eliminator bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. S. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Comber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to i comberfordeadloaddeflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing. or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/ TPI 1 Quality Criteria. Job Truss Truss Type Oty Ply Bessinger Const - 1130 Willow Ave., S T2680603 J701977 IAA ROOF TRUSS 1 1 Job Reference optional HD Supply, Sanford, Florida 32771 7.010 s Sep 11 2007 MiTek Industries, Inc. Fri Sep 14 07:55:16 2007 Page 1 2:21 4-0-5 7-0-0 11.8-9 I 16-3-7 21-0-0 23} 11-11 28-0-0 29-0-0 1-0-0 4-0-5 2.11.11 4-8-9 4-6-13 4-8-9 2-11-11 4-0-5 1-0-0 Scale = 1:49.4 6x6 = 2x4 I I 3x4 = 6x6 = 5.00 12 4 18 19 5 20 21 6 22 23 7 3x4 i 3x4 Q138 2 M 9 v1 1 10jYo S o 3x10 = 17 16 24 25 15 26 14 27 13 28 29 12 11 3x10 = 1x4 II 3x4 = 3x10 = 6x14 MT20H WB = 3x4 = 3x4 = ix4 II 0-8-0(0-2-8) 0-8-0(0-2-8) 2129#/-1314# 2129#/-1304# 4-0-5 7-0-0 11-8-9 16-3-7 21.0-0 23-11-11 28-0-0 4-0-5 2.11-11 4-8-9 4-6-13 4.8.9 2-11-11 4-0-5 Plate Offsets(LY)_[2:0-10-2,0-0-101_[4:0-3-0,0-2-9j_[7:0-3-0,0-2-91_[9:0-10-2,0-0-10j LOADING (psf) SPACING 2-0-0 CSI DEFL in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TIC 0.66 Vert(LL) 0.39 13-15 >845 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.56 Vert(TL) 0.59 13-15 >552 240 MT20H 1871143 BCLL 10.0 Rep Stress Incr NO WB 0.53 Horz(TL) 0.18 9 n/a n/a BCDL 10.0 Code FBC2004ITP12002 Matrix) Weight: 1521b LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D 'Except' TOP CHORD Structural wood sheathing directly applied or 2-10-6 oc purlins. 4-7 2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 3-7-12 oc bracing. BOT CHORD 2 X 4 SYP SS WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 2=2129/0-8-0, 9=2129/0-8-0 Max Horz 2=-58(LC 6) Max Uplift2=-1314(LC 5), 9=-1304(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/20, 2-3=-4518/2749, 3-4=-4512/2850, 4-18=-539513497, 18-19=-5396/3498, 5-19=-5397/3499, 5-20=-5395/3496, 20-21=-5395/3496, 6-21=-5395/3496, 6-22=-5391 /3500, 22-23=-5389/3499, 7-23=-5388/3498, 7-8=-4513/2862, 8-9=-4518/2761. 9-10=0/20 BOT CHORD 2-17=-2466/4054, 16-17=-2466/4054, 16-24=-2529/4153, 24-25=-2529/4153, 15-25=-2529/4153, 15-26=-3361/5388, 14-26=-3361/5388,14-27=-3361/5388,13-27=-3361/5388,13-28=-2544/4154,28-29=-2544/4154,12-29=-2544/4154, 11-12=-2449/4054, 9-11=-2449/4054 Lyndon F. Schmidt, FL Lic #43409 WEBS 3-17=-1/61, 3-16=-1321273, 4-16=-106/567, 4-15=-977/1527, 5-15=-574/564, 6-15=-48/46, 6-13=-589/561, 7-13=-965/1500, Robbins Engineering 7-12=- 107/568, 8-12=-133/281, 8-11=-2/62 6904 Parke East Blvd Tampa, FL, 33610 NOTES FL Cert.#5555 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 120mph (3-second gust); h=15ft; TCDL=4.2psf; BCDL=5.Opsf; Category 11; Exp B; partially; MWFRS (low-rise); Lumber DOL=1. 25 plate grip DOL=1.25. 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) 'This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1314 lb uplift at joint 2 and 1304 lb uplift at joint 9. 7) Hanger( s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 201 lb down and 256 lb up at 7-0-0, 117 lb down and 148 lb up at 9-0-12, 117 lb down and 148 lb up at 11-0-12. 117 lb down and 148 Ib up at 13-0-12, 117 lb down and 148 lb up at 14-11-4, 117 lb down and 148 lb up at 16-11-4, and 117 lb down and 148 lb up at 18-11-4. and 241 lb down and 256 lb up at 21-M on top chord, and 370 lb down and 164 lb up at 7-M, 92 lb down at 9-0-12, 92 lb down at 11-0-12. 92 lb down at 13-0-12, 92 Ib down at 14-114, 92 lb down at 16-11-4, and 92 lb down at 18-11-4, and 370 lb down and 164 lb up at 20-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE( S) Standard September 14, 200 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED ROBBINS REFERENCE PAGE RE 10.1006 BEFOREUSE. Design valid for use only with MiTek or Robbins connectors. This design is based only upon parameters shown, and is for on individual building component. fal , , • `In[, Applicability ofdesignporomentersandproperincorporationofcomponentisresponsibilityofbuildingdesigner - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillityof the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component 6904 Parke East Blvd. Safety InformationavailablefromTrussPlateInstitute, 583 D'Onofrio Drive. Madison, wl 53719. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 1 3/4' Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-1/16 For 4 x 2 orientation, locate plates W/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 plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION o! O U a- O R Numbering System 6-4-8 dimensions shown in ft-in-sixteenths Drawings not to scale) 2 3 TOP CHORDS BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS j ICC-ES Reports: Indicated by symbol shown and/or ESR-1311, ESR-1352, ER-5243, 9604B, by text in the bracing section of the 9730, 95-43, 96-31, 9667A output. Use T, I or Eliminator bracing NER-487, NER-561 if indicated. I 95110, 84-32, 96-67, ER-3907, 9432A NER-691 BEARING Indicates location where bearings supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 2006 MiTek® All Rights Reserved Robbins Engineering Reference Sheet RE-10-10-06 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. 2. Truss bracing must be designed by on engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative T, I, or Eliminator bracing should be considered. 3. Never exceed the design loading shown and never stack moterials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size. orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purtins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of on engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. Job Truss Truss Type Oty Ply Bessinger Const - 1130 Willow Ave., S T2680603 J701977 IAA ROOF TRUSS 1 1 Job Reference (optional HD Supply, Sanford, Florida 32771 7.010 s Sep 11 2007 MiTek Industries, Inc. Fri Sep 14 07:55:16 2007 Page LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 4-7=-54, 7-10=-54, 2-9=-20 Concentrated Loads (lb) Vert: 4=-201(B)7=-201(B)16=-355(B)12=-355(B)18=-117(B)19=-117(B)20=-117(B)21=-117(B)22=-117(B)23=-117(B)24=-46(B)25=-46(B)26=-46(B)27=-46(B) 28=-46(B) 29=-46(B) AIII, WARNING Verify designparameters and READ NOTES ON THIS AND INCLUDED ROBBINS REFERENCE PAGE REIO.10 06 BEFORE USE. Design , olid for use only with MiTek or Robbins connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design paomenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the a " "'i• f' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding tobricdtion, quality control, storage. delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component 6904 Parke East Blvd. SafetyInformationavailablefromTrussPlateInstitute, 583 D'Onolrio Drive, Madison, VVI 53719. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-1/16" For 4 x 2 orientation, locate plates 0-1ad' 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 plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. BEARING Indicates location where bearings supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI 1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 0 O U IL Numbering System General Safety Notes Failure to Follow Could Cause Property 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury Drawings not to scale) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. 1 2 3 TOP CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ER-5243, 9604B, 9730, 95-43, 96-31, 9667A NER-487, NER-561 95110, 84-32, 96-67, ER-3907, 9432A NER-691 2006 MiTekO All Rights Reserved n'J'DC DO's Robbins Engineering Reference Sheet. RE-10-10-06 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative T. I, or Eliminator bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations ore regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fobrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or puriins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. Job Truss Truss Type Oty Ply Bessinger Const - 1130 Willow Ave., S T2680604 J701977 1B ROOF TRUSS 2 1 Job Reference (optional) HD Supply, Sanford, Florida 32771 7.010 s Sep 11 2007 MiTek Industries, Inc. Fri Sep 14 07:55:17 2007 Page 1-0"0, 4-9-14 I 9-0-0 14.0.0 19.0-0 } 23-2-2 28-0-0 219_0-01 1-0-0 4.9.14 4-2-2 5.0-0 5-0-0 4.2-2 4-9-14 1-0.0 Scale = 1:49.4 4x4 = 3x4 = 4x4 = 4 5 6 5.00 12 tx4 C 1x4 - 3 v 7 o 2 8 9Y10 c 0 6 3x6 = 12 11 10 3x6 = 3x8 = 3x4 = 3x8 = 0."(0-1.8) 0-8-0(0-1-8) 1083#/-470# 1083#/-470# 9-0-0 19-0-0 28-0-0 9-0-0 10-0-0 9-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.29 Vert(LL) -0.17 10-12 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.69 Vert(TL) -0.48 10-12 >678 240 BCLL 10.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.10 8 n/a n/a BCDL 10.0 Code FBC2004/TP12002 Matrix) Weight: 131 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Structural wood sheathing directly applied or 3-10-10 oc purlins. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 6-9-5 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 2=1083/0-8-0, 8=1083/0-8-0 Max Horz 2=70(LC 5) Max Uplift2=470(LC 5), 8=-470(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/20, 2-3=-2043/887, 3-4=-1805/773, 4-5=-1642/754. 5-6=-1642/754, 6-7=-1805/773, 7-8=-2043/887, 8-9=0/20 BOT CHORD 2-12=-736/1830, 11-12=-722/1813, 10-11=-722/1813, 8-10=-746/1830 WEBS 3-12=-232/260,4-12=-95/452, 5-12=-319/191, 5-10=-319/191, 6-10=-95/452, 7-10=-232/261 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02: 120mph (3-second gust); h=15ft; TCDL=4.2psf; BCDL=5.Opsf; Category 11; Exp B; partially; MWFRS (low-rise); Lumber DOL=1.25 plate grip DOL=1.25. 3) Provide adequate drainage to prevent water ponding. 4) 'This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 470 lb uplift at joint 2 and 470 lb uplift at joint 8. LOAD CASE(S) Standard Lyndon F. Schmidt, FL Lic #43409 Robbins Engineering 6904 Parke East Blvd Tampa, FL, 33610 FL Cert.#5555 September 14,200 N WARNING Verify design parameter and READ NOTES ON THIS AND INCLUDED ROBBINS REFERENCE RAGE RE10.10 06 BEFORE USE. Design valid for use only with Mlek or Robbins connectors. This design is based only upon parameters shown, and is for an individual building component. rCl bib.' i FApplicabilityofdesignparomentersandproperincorporationofcomponentisresponsibilityofbuildingdesigner - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 583 D'Onotrio Drive, Madison, WI 53719. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 1/16. For 4 x 2 orientation, locate plates 0-'he' 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 plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION O 2 U o- O P Numbering System 6-4-8 dimensions shown in ft-in-sixteenths Drawings not to scale) 2 3 TOP CHORDS BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: Indicated by symbol shown and/or ESR-1311, ESR-1352, ER-5243, 9604B, by text in the bracing section of the 9730, 95-43, 96-31, 9667A output. Use T, I or Eliminator bracing NER-487, NER-561 if indicated. 95110, 84-32, 96-67, ER-3907, 9432A NER-691 BEARING Indicates location where bearings supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative T, I, or Eliminator bracing should be considered. 3. Never exceed the design loading shown and never stock materials on inadequately braced trusses. Q W 4. Provide copies of this truss design to the buildingOzdesigner, erection supervisor, property owner and U all other interested parties. a 0 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSIAPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or puriins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior 2006 MiTekO All Rights Reserved approval of on engineer. 6G 0 L or Robbins Engineering Reference Sheet. RE-10-10-06 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. Job Truss Truss Type City Ply Bessinger Const - 1130 Willow Ave., S T2680605 J701977 1C ROOF TRUSS 2 1 Job Reference (optional HD Supply, Sanford, Florida 32771 7.010 s Sep 11 2007 MiTek Industries, Inc. Fri Sep 14 07:55:18 2007 Page 1-0.01 5.9-14 r 11-0-0 17-0-0 22.2.2 28-0-0 2r9-0-0{ 1-0-0 5-9.14 5-2-2 6-0.0 5-2-2 5-9-14 I-M Scale = 1:49.4 4x8 = 4x6 = 4 5 5.00 t 2 — v 3x4 3x4 3 6 I a 2 7 t B [ o01is 3x4 = 13 12 11 10 9 3x4 = ix4 II 3x4 = 3x4 = 3x8 = 1x4 II 0-8-0(0-1-8) 0-8-0(0-1-6) 1083#/-486# 1083#/-486# 5.9.14 11-0-0 17-0-0 22-2-2 28.0-0i 5.9.14 5-2-2 6-0-0 5-2-2 5-9-14 Plate Offsets (X_Y)_[4:0-5-4,0-2-0j LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TIC 0.34 Vert(LL) 0.12 10-12 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.48 Vert(TL) -0.26 10-12 >999 240 BCLL 10.0 Rep Stress Incr YES WB 0.27 Horz(TL) 0.10 7 n/a n/a BCDL 10.0 Code FBC20041TPI2002 Matrix) Weight: 136 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Structural wood sheathing directly applied or 3-10-9 oc purlins. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 6-9-10 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 2=1083/0-8-0, 7=1083/0-8-0 Max Horz 2=82(LC 5) Max Uplift2=-486(LC 5), 7=-486(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/20, 2-3=-2080/812, 3-4=-1619/698, 4-5=-1456/687, 5-6=-1620/698, 6-7=-2080/813, 7-8=0/20 BOT CHORD 2-13=-726/1846, 12-13=-726/1846. 11-12=-470/1456, 10-11=-470/1456. 9-10=-664/1846, 7-9=-664/1846 WEBS 3-13=0/224, 3-12=-446/298, 4-12=-70/362, 4-10=-145/146, 5-10=-60/362, 6-10=-445/299, 6-9=0/224 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02: 120mph (3-second gust); h=15ft: TCDL=4.2psf; BCDL=5.Opsf; Category ll; Exp B; partially; MWFRS (low-rise); Lumber DOL=1.25 plate grip DOL=1.25. 3) Provide adequate drainage to prevent water ponding. 4) 'This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 486 lb uplift at joint 2 and 486 lb uplift at joint 7. LOAD CASE(S) Standard Lyndon F. Schmidt, FL Lic #43409 Robbins Engineering 6904 Parke East Blvd Tampa, FL, 33610 FL Cert.#5555 w w r Iwrr.r. rrrr•wrr• September 14,2007 N WARNING Venfydr qn pararnete and READ NOTES ON THIS AND INCLUDED ROBBINS REFERENCE PAGE RE101006BEFOREUSE. Design valid for use only with MiTek, or Robbins connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design patamenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shownisforlateralsupportofindividualwebmembersonly. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overallstructureis the responsibility of the building designer. For general guidance regarding tobrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. OF ' C UL-PJ: 6904 Parke East Blvd. Tampa, FL 33610 r -- Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-1/ 16" For 4 x 2 orientation, locate plates 0-'a6' 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 plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION O U a OR Numbering System 6-4-8 dimensions shown in ft-in-sixteenths Drawings not to scale) 1 2 3 TOP CHORDS BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: Indicated by symbol shown and/or ESR-1311, ESR-1352, ER-5243, 9604B, by text in the bracing section of the 9730, 95-43, 96-31, 9667A output. Use T, I or Eliminator bracing NER-487, NER-561 if indicated. 95110, 84-32, 96-67, ER-3907, 9432A NER-691 BEARING i Indicates location where bearings supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI 1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 0 rY O U a O 2006 MiTekO All Rights Reserved Robbins Engineering Reference Sheet- RE- 10-10-06 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative T, I, or Eliminator bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% of time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. _ 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. i Job Truss Truss Type Oty Ply Bessinger Const - 1130 Willow Ave., S T2680606 J701977 1D ROOF TRUSS 2 1 Job Reference {optional HD Supply, Sanford, Florida 32771 7.010 s Sep 11 2007 MTek Industries, Inc. Fri Sep 14 07:55:18 2007 Page 1-0-0, 6-9-14 13-0-0 15-M 21-2-2 28-M 29' f } 1-0-0 6-9.14 6-2-2 2-0-0 6-2-2 6-9-14 1-0-0 Scale = 1:49.4 4x8 = 4x6 = 4 5 V 5.00 F,2 3x4 i 3x4 3 6 dsm A 2 7 ito i o 3x4 = 13 12 11 10 9 3x4 = 1x4 II 3x4 = 1x4 II 0-8-0(0-1-8) 3x4 3x8 0-8-0(0-1-8) 1083#/-500# 1083#/-500# 6-9-14 13-0-0 1} 5.0-0 21-2.2 28-M1 6-9-14 6-2-2 2-0-0 6-2-2 6.9.14 Plate Offsets LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TIC 0.45 Vert(LL) 0.12 12 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.52 Vert(TL) -0.27 12-13 >999 240 BCLL 10.0 Rep Stress Incr YES WS 0.51 Horz(TL) 0.10 7 n/a n/a BCDL 10.0 Code FBC20041TP12002 Matrix) Weight: 141 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Structural wood sheathing directly applied or 3-9-8 oc purlins. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 6-7-1 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 2=1083/0-8-0, 7=1083/0-8-0 Max Horz 2=93(LC 5) Max Uplift2=-500(LC 5). 7=-500(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/20, 2-3=-2054/830, 3-4=-1446/615, 4-5=-1281/625, 5-6=-1448/615, 6-7=-2053/830, 7-8=0/20 BOT CHORD 2-13=-745/1820, 12-13=-745/1820. 11-12=-400/1279, 10-11=-400/1279, 9-10=-651/1819, 7-9=-651/1819 WEBS 3-13=0/283, 3-12=-612/382, 4-12=-117/332, 4-10=-164/175, 5-1 0=- 130/350, 6-10=-610/382. 6-9=0/282 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 120mph (3-second gust); h=15ft; TCDL=4.2psf; BCDL=5.Opsf: Category 11; Exp B: partially; MWFRS (low-rise); Lumber DOL=1.25 plate grip DOL=1.25. 3) Provide adequate drainage to prevent water ponding. 4) 'This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 500 lb uplift at joint 2 and 500 lb uplift at joint 7. LOAD CASE(S) Standard Lyndon F. Schmidt, FL Lic #43409 Robbins Engineering 6904 Parke East Blvd Tampa, FL, 33610 FL Cert.#5555 September 14,200 WARNING Verity design irameters and READN TES ON AN INCLUDED R BBINSREFERENCE PA R 1 -1 F RNygpO0SDCUDED0GEEO0068EBEFORE USE. Design valid for use only with Mlek or Robbins connectors. This design is based only upon parameters shown, and is for an individual building component. t L7lJ nApplicabilityofdesignparomenfersandproperincorporationofcomponentisresponsibilityofbuildingdesigner - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibiilify of the ^i " --i• I"4 erector, Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criferla, DSB-89 and BCSII Building Component 6904 Parka East Blvd. Safety Information available from Truss Plate Institute. 583 D'Onolrfo Drive. Madison, wl 53719. Tampa, FL 33610 M Symbols PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. O'1/ 16'. For 4 x 2 orientation, locate plates 0-1ad' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in Mrrek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. BEARING Indicates location where bearings supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI 1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 0 O U 0- 0r- Numbering System 6-4-8 dimensions shown in ft-in-sixteenths Drawings not to scale) 1 2 3 TOP CHORDS BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ER-5243, 9604B, 9730, 95-43, 96-31, 9667A NER-487, NER-561 95110, 84-32, 96-67, ER-3907, 9432A NER-691 2006 MiTek® All Rights Reserved Robbins Engineering Reference Sheet. RE- 10-10-06 General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative T. I, or Eliminator bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to comber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated ore minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. i Job Truss Type Oty Ply Bensinger Const - 1130 Willow Ave., S T2680607 J701977 Frus ROOF TRUSS 13 1 Job Reference (optional) HD Supply, Sanford, Florida 32771 7.010 s Sep 11 2007 MiTek Industries, Inc. Fri Sep 14 07:55:19 2007 Page 7-3-14 1 14-0-0 I 20-8-2 28-0-0 ,29-0.01 1-0-0 7-3-14 6-8-2 6-8-2 73.14 1-0-0 Scale = 1:48.6 4x6 = 5.00 12 4 r 5x5 5x5 3 5 2 6 741fTr o IDS 3x6 = 10 9 8 3x6 = 3x4 = 3x4 = 3x4 = 0-8-0(0-1-8) 0-8-0(0-1-8) 1083#/-506# 1083#/-506# 9-6-10 18-5-6 28-0-0 I 1 9-6-10 8-10-13 9-6-10 Plate Offsets(X_Y)_(3:0-2-8,0-3-0]_(5:0-2-8,0-3-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in floc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TIC 0.49 Vert(LL) -0.18 6-8 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.66 Vert(TL) -0.52 6-8 >631 240 BCLL 10.0 Rep Stress Incr YES WB 0.25 Horz(TL) 0.09 6 n/a rl BCDL 10.0 Code FBC20041TP12002 Matrix) Weight: 122 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Structural wood sheathing directly applied or 3-8-8 oc purlins. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 6-5-6 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 2=1083/0-8-0, 6=1083/0-8-0 Max Horz 2=99(LC 5) Max Uplift2=-506(LC 5), 6=-506(LC 6) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/20, 2-3=-1971/847, 3-4=-17551785, 4-5=-1755/785. 5-6=-1971/848, 6-7=0/20 BOT CHORD 2- 10=-761/1758, 9-10=-388/1194, 8-9=-388/1194, 6-8=-661/1758 WEBS 3-10=- 367/362, 4-10=-258/619, 4-8=-259/619, 5-8=-367/362 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 120mph (3-second gust); h=15ft; TCDL=4.2psf; BCDL=5.Opsf; Category II; Exp B; partially; MWFRS (low-rise); Lumber DOL=1.25 plate grip DOL=1.25. 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 506 lb uplift at joint 2 and 506 lb uplift at joint 6. LOAD CASE( S) Standard Lyndon F. Schmidt, FL Lic #43409 Robbins Engineering 6904 Parke East Blvd Tampa, FL, 33610 FL Cert.#5555 September 14,2007 j& WARNING Verity design parameters and READ NOTES ON THIS AND INCLUDEDROBBINS REFERENCE PAGE RE10 10-06 BEFORE USE. Design valid for use only wilh MiTeY. or Robbins connectors. This design is basedonly upon parameters shown, and isfor an individual building component Applicability of designporomentersandproperincorporationofcomponentisresponsibilityofbuildingdesigner - not truss designer. Bracing shown is for lateral supportof individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality conlro, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, OSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison, wl53719. 6904 Parka East Blvd. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 4-1 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-'/1ST For 4 x 2 orientation, locate plates 0-'ad' 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 plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION 0 O U a- O Numbering System 6-4-8 dimensions shown in ft-in-sixteenths Drawings not to scale) 1 2 3 TOP CHORDS BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: Indicated by symbol shown and/or ESR-131 1, ESR-1352, ER-5243, 9604B, by text in the bracing section of the 9730, 95-43, 96-31, 9667A output. Use T, I or Eliminator bracing NER-487, NER-561 if indicated. 95110, 84-32, 96-67, ER-3907, 9432A NER-691 BEARING Indicates location where bearings supports) occur. Icons vary but reaction section indicates joint j number where bearings occur. I Industry Standards: ANSI/TPI l : National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. j O U a- O R 2006 MTekO All Rights Reserved Robbins Engineering Reference Sheet- RE- 10-10-06 General Safety Notes I Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. 2. Truss bracing must be designed by on engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative T, I, or Eliminator bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or puriins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. Job Truss Truss Type City Ply Bessinger Const - 1130 Willow Ave., S T2680608 J701977 2A ROOF TRUSS 1 1 Job Reference( ptiona ) HD Supply, Sanford, Florida 32771 7.010 s Sep 11 2007 MiTek Industries, Inc. Fri Sep 14 07:55:20 2007 Page 1.0-0 I 4-0.5 7-0-0 10-0-0 1 13.0.0 15-11.11 I 20-0-0 2+ 1 0-0 { 1-0-0 4-05 2-11-11 3-0-0 3-0-0 2-11-11 4-0-5 1-0-0 Scale = 1:36.2 4xB = tx4 II 4x8 = 4 13 5 14 6 5,00 12 pTtl 1x4 tx4 3 7 d 2! i di 2 8 r- y IqcfII J I 0 12 15 11 16 103x6 3x6 = 3x4 = 5xB = 3x4 = 0.8-0(0-1-12) 0-8-0(0-1-12 ) 1506#/-9269 1506#/-917# 4-0.5 7-0-0 1 10-0-0 13-0-0 15-11-11 20.0.0I 4-0-5 2-11.11 3-0-0 3-0-0 2-11-11 4-0-5 Plate Offsets(X_Y)_[4:0-5-4,0-2-0]_[6:0-5-4,0-2-0]_[11:0-4-0,0-3-0] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TIC 0.43 Vert(LL) 0.16 11 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.64 Vert(TL) -0.24 11 >972 240 BCLL 10.0 Rep Stress Incr NO WB 0.20 Horz(TL) 0.09 8 n/a n/a BCDL 10.0 Code FBC2004RP12002 Matrix) Weight: 98 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.21D TOP CHORD Structural wood sheathing directly applied or 3-6-15 oc pudins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 4-10-7 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 2=1506/0-8-0, 8=1506/0-8-0 Max Horz 2=-58(LC 6) Max Uplift2=-926(LC 5), 8=-917(LC 6) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/20,2-3=-3053/1874,3-4=-2938/1834,4-13=-2924/1872,5-13=-2924/1872,5-14=-2924/1872,6-14=-2924/1872, 6-7=-2938/1812, 7-8=-3053/1853, 8-9=0/20 BOT CHORD 2-12=-1676/2730, 12-15=-1608/2718, 11-15=-1608/2718, 11-16=-1572/2718. 10-16=-1572/2718, 8-10=-1602/2730 WEBS 3-12=-47/104,4-12=-140/622,4-11=-245/361, 5-11=-329/331,6-11=-244/341,6-10=-141/622,7-10=-50/108 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 120mph (3-second gust); h=15ft; TCDL=4.2psf; BCDL=5.Opsf; Category 11; Exp B; partially; MW FRS (low-rise); Lumber DOL=1.25 plate grip DOL=1.25. 3) Provide adequate drainage to prevent water ponding. 4) 'This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 926 lb uplift at joint 2 and 917 lb uplift at joint 8. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 201 lb down and 256 lb up at 7-04), 117 lb down and 148 lb up at 9-0-12, and 117 lb down and 148 lb up at 10-114, and 241 lb down and 256 lb up at 13-0-0 on top chord, and 370 lb down and 164 lb up at 7-0-0. 92 lb down at 9-0-12, and 92 lb down at 10-11-4. and 370 lb down and 164 lb up at 12-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 4-6=-54, 6-9=-54, 2-8=-20 Concentrated Loads (lb) Lyndon F. Schmidt, FL Lic #43409Vert: 4=-201(F) 6=-201(F) 12=-355(F)10=-355(F)13=-117(F)14=-117(F)15=46(F)16=-46(F) Robbins Engineering 6904 Parke East Blvd Tampa, FL, 33610 FL Cert.#5555 September 14,2007 WARNING Vr fy dvtign pmarncters and READ NOTES ON THIS AND INCLUDED ROBBINS REFERENCE PAGE RE10.10 06 BEFORE USE. Design valid for use only with MiTek or Robbins connectors. This design is based only upon parameters shown, and is for an individual building component. r b bApplicability, of design poromenters and proper incorporation of component is responsibility of building designer - not truss designer. Brocing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Hai- " f- erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding tobricalion. quality control. storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI1 Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. ii O'1/16 I For 4 x 2 orientation, locate plates 0-1n6" from outside edge of truss. i This symbol indicates the required direction of slots in connector plates. 0 O U a- O Numbering System 6-4-8 dimensions shown in ft-in-sixteenths Drawings not to scale) 1 2 3 TOP CHORDS BOTTOM CHORDS 8 7 6 5 Plate location details available In MiTek 20/20 software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 4 x 4 width measured perpendicular NUMBERS/LETTERS. to slots. Second dimension is the length parallel to slots. i LATERAL BRACING LOCATION i I Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. BEARING Indicates location where bearings supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ER-5243, 9604B, 9730, 95-43, 96-31, 9667A NER-487, NER-561 95110, 84-32, 96-67, ER-3907, 9432A NER-691 2006 MTek® All Rights Reserved LJ 0o[jo Robbins Engineering Reference Sheet: RE-10-10-06 General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury l . Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative T, I, or Eliminator bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wone at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI I Quality Criteria. Job Truss Type Oty Ply Bensinger Const - 1130 Willow Ave., S FTrus', T2680609 J701977 ROOF TRUSS 1 1 Job Reference (optional HD Supply, Sanford, Florida 32771 7.010 s Sep 11 2007 MiTek Industries, Inc. Fri Sep 14 07:55:20 2007 Page 1.0-0 4-9-14 I 9-0-0 11-" 15-2-2 20.0-0 21-0-0I } 1-0-0 4.9.14 4-2-2 2-0-0 4-2-2 4-9.14 1-0-0 Scale = 1:36.2 4x4 = 4x8 = 4 5 9 5.00 F12 ix4 1x4 i 7 3 v 6 7 2 7 8 I17 I I P?GI 3x6 = 11 10 9 3x6 = 3x8 = 3x6 = 3x4 = 0-8-0(0-1-8) 0-8-0(0-1-8) 787#/-373# 787#/•373# 9-" 1 1-0-0 20-0-0i 9-0-0 2-0-0 9-0-0 Plate Offsets (X_Y)_(5:0-5-4,0-2-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.33 Vert(LL) -0.15 7-9 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.61 Vert(TL) -0.38 7-9 >603 240 BCLL 10.0 Rep Stress Incr YES WB 0.13 Horz(TL) 0.05 7 n/a n/a BCDL 10.0 Code FBC2004/TP12002 Matrix) Weight: 95 lb LUMBER BRACING TOP CHORD* 2 X 4 SYP No.2ND TOP CHORD Structural wood sheathing directly applied or 4-9-14 oc purlins. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 8-1-3 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 2=787/0-8-0, 7=787/0-8-0 Max Horz 2=70(LC 5) Max Uplift2=-373(LC 5), 7=-373(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/20, 2-3=-1337/592, 3-4=-1053/418, 4-5=-935/428, 5-6=-1052/417, 6-7=-1337/593, 7-8=0/20 BOT CHORD 2-11=-522/1192, 10-11=-249/933, 9-10=-249/933, 7-9=-453/1192 WEBS 3-11 =-297/278, 4-11 =-68/262, 5-11 =-1 10/116, 5-9=-57/263, 6-9=-299/278 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 120mph (3-second gust); h=15ft; TCDL=4.2psf; BCDL=5.Opsf; Category 11; Exp B; partially; MWFRS (low-rise); Lumber DOL=1.25 plate grip DOL=1.25. 3) Provide adequate drainage to prevent water ponding. 4) 'This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 373 lb uplift at joint 2 and 373 lb uplift at joint 7. LOAD CASE(S) Standard Lyndon F. Schmidt, FL Lic #43409 Robbins Engineering 6904 Parke East Blvd Tampa, FL, 33610 FL Cert.#5555 September 14,200 N WARNING Ve,dy deslgn parameters and READ NOTES ON THIS AND INCLUDED ROBBINS REFERENCE PAGE REI040.06 BEFORE USE. wDesignvalidforuseonlywithMiTek, or Robbins connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component isresponsibility of building designer - not truss designer. Bracing shownisforlateralsupportoIindividualwebmembersonly. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. qualitycontrol, storage. delivery, erection and bracing, consult ANSI/TPII quality Criteria, DSB•89 and BCSI1 Building Component 6904 Parke East Blvd. safety Information available from Truss Plate Inslitute. 583 D'Onofrio Drive. Madison. WI 53719. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteentIS. Apply plates to both sides of truss and fully embed teeth. 0-1/16 For 4 x 2 orientation, locate plates 0-1/is" 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 plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION 0 O U o- O Numbering System General Safety Notes Failure to Follow Could Cause Property 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury Drawings not to scale) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. 1 2 3 TOP CHORDS BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: Indicated by symbol shown and/or ESR-1311, ESR-1352, ER-5243, 9604B, by text in the bracing section of the 9730, 95-43, 96-31, 9667A output. Use T, I or Eliminator bracing NER-487, NER-561 if indicated. 95110, 84-32, 96-67, ER-3907, 9432A NER-691 BEARING Indicates location where bearings supports) occur. Icons vary but reaction section indicates joint number where bearings occur. i Industry Standards: ANSI/TPI 1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSII : Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Q W O U a O 2006 MiTekO All Rights Reserved Robbins Engineering Reference Sheet: RE-10-10-06 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative T. I, or Eliminator bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Comber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to comber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purtins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. I S. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. Job Truss Truss Type Oty Ply Bessinger Const - 1130 Willow Ave., S T2680610 J701977 2C ROOF TRUSS 1 1 Job Reference optional) HD Supply, Sanford, Florida 32771 7.010 s Sep 11 2007 MiTek Industries. Inc. Fri Sep 14 07:55:21 2007 Page t-0.0 5-3-14 1 10-0-0 1 14-8-2 20-0-0 2} 1-0-0I 1-0-0 5.3.14 4-8-2 4-8-2 5-3-14 1-0-0 Scale = 1:35.7 4x4 = 4 5.00 12 1 x4 \\ 1x4 3 v 5 2 6 7titQ 1001 I 3x4 = 10 9 8 3x4 = 3x4 = 3x4 = 3x4 = 0-8-0(0-1-8) 0.8-0(0-1-8) 6-10-10 13-1-6 20-0-0 787#/-379# 178 #/379# 6-10-10 6-2-13 6-10-10 LOADING (psf) SPACING 2-0-0 CSI DEFL in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.26 Vert(LL) 0.06 10 >999 360 MT20 2441190 TCDL 7.0 Lumber Increase 1.25 BC 0.37 Vert(TL) -0.16 6-8 >999 240 BCLL 10.0 Rep Stress Incr YES WB 0.13 Horz(TL) 0.04 6 n/a n/a BCDL 10.0 Code FBC20041TPI2002 Matrix) Weight: 88lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Structural wood sheathing directly applied or 4-10-12 oc purlins. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 8-2-2 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 2=787/0-8-0, 6=787/0-8-0 Max Horz2=76(LC 5) Max Uplift2=-379(LC 5), 6=-379(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/20. 2-3=-1361/576, 3-4=-1201/535. 4-5=-1201/535, 5-6=-1361/576, 6-7=0/20 BOT CHORD 2-10=-510/1196, 9-10=-264/829, 8-9=-264/829, 6-8=-435/1196 WEBS 3-10=-243/245, 4-10=-167/412, 4-8=-167/412, 5-8=-243/245 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 120mph (3-second gust); h=15ft; TCDL=4.2psf; BCDL=5.Opsf; Category 11: Exp B; partially; MWFRS (low-rise); Lumber DOL=1.25 plate grip DOL=1.25. 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 379 lb uplift at joint 2 and 379 lb uplift at joint 6. LOAD CASE(S) Standard Lyndon F. Schmidt, FL Lic #43409 Robbins Engineering 6904 Parke East Blvd Tampa, FL, 33610 FL Cert.#5555 September 14,200 N WARNING - Verify design paramelersand READ NOTES ON THIS AND INCLUDED ROBBINS REFERENCE PAGE RE 10.10.06 BEFORE USE. Design valid for Use only with MiTek or Robbins connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage. delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onotrio Drive. Madison, wl 53719. 6904 Parke East Blvd. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-1/16 r Fo., 4 x 2 orientation, locate plates 0-'a6" from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION u4e Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. BEARING Indicates location where bearings supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. O U a_ O Numbering System 6-4-8 dimensions shown in ft-in-sixteenths Drawings not to scale) 1 2 3 TOP CHORDS BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. I PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ER-5243, 9604B, 9730, 95-43, 96-31, 9667A NER-487, NER-561 95110, 84-32, 96-67, ER-3907, 9432A NER-691 2006 MiTek® All Rights Reserved Robbins Engineering Reference Sheet RE- 10-10-06 General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSIII. 2. Truss bracing must be designed by on engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative T, I, or Eliminator bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19;5 at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or puriins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. i 20. Design assumes manufacture in accordance with ANSIAPI 1 Quality Criteria. i Job Truss Truss Type Oty Ply Bessinger Const - 1130 Willow Ave., S T2680611 J701977 20 ROOF TRUSS 4 1 Job Reference (optional) HD Supply, Sanford, Florida 32771 7.010 s Sep 11 2007 MiTek Industries, Inc. Fri Sep 14 07:55:22 2007 Page 5-3-14 10-0-0 14-8-2 20-" 1-0-0 5-3-14 4-8-2 4-8-2 5-3-14 Scale = 1:34.7 4x4 = 4 5.00 12 1 x4 \\ 1 x4 3 5 6 2 I IjC1 3x4 = 9 8 7 3x4 = 3x4 = 3x4 = 3x4 = 0-8-0(0-1-8) 0.8-0(0-1-8 6-10-10 13-1.6 i 20-0-0 790#/-380# 6-10.10 6-2-13 6-10-10 713#008# LOADING (psf) SPACING 2-0-0 CSI DEFL in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.27 Vert(LL) 0.07 6-7 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.39 Vert(TL) -0.16 6-7 >999 240 BCLL 10.0 Rep Stress Incr YES WB 0.14 Horz(TL) 0.04 6 n/a n/a BCDL 10.0 Code FBC20041TPI2002 Matrix) Weight: 86lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Structural wood sheathing directly applied or 4-10-3 oc purlins. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 8-1-7 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 6=713/0-8-0, 2=790/0-8-0 Max Horz 2=82(LC 5) Max Uplift6=-308(LC 6). 2=-380(LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/20, 2-3=-1367/577, 3-4=-1207/536, 4-5=-1217/552, 5-6=-1368/595 BOT CHORD 2-9=-518/1201, 8-9=-271/835, 7-8=-271/835, 6-7=-478/1215 WEBS 3-9=-243/245, 4-9=-167/412, 4-7=-182/427, 5-7=-250/253 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02: 120mph (3-second gust): h=15ft; TCDL=4.2psf; BCDL=5.Opsf; Category It: Exp B; partially; MWFRS (low-rise); Lumber DOL=1.25 plate grip DOL=1.25. 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 308 lb uplift at joint 6 and 380 lb uplift at joint 2. LOAD CASE(S) Standard Lyndon F. Schmidt, FL Lic #43409 Robbins Engineering 6904 Parke East Blvd Tampa, FL, 33610 FL Cert.#5555 September 14,200' j& WARNING Verdy design parameters and READ NOTES ON THIS AND INCLUDED ROBBINS REFERENCE PAGE RE10.10 06 BEFORE USE. Design valid for useonly with MiTek or Robbins connectors. This design is based only upon parameters shown, and is for on individual building component. () r Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding tobricolion, quality control, storage. delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI1 Building Component 6904 Parka East Blvd. Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteentis. Apply plates to both sides of truss and fully embed teeth. 0-'/16.' For 4 x 2 orientation, locate plates 0-1r1E' 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 plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Numbering System 6-4-8 dimensions shown in ft-in-sixteenths Drawings not to scale) 1 2 3 TOP CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: Indicated by symbol shown and/or ESR-131 1, ESR-1352, ER-5243, 9604B, by text in the bracing section of the 9730, 95-43, 96-31, 9667A output. Use T, I or Eliminator bracing NER-487, NER-561 if indicated. 95110, 84-32, 96-67, ER-3907, 9432A NER-691 BEARING Indicates location where bearings supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. r,& General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative T, I, or Eliminator bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. of 4. Provide copies of this truss design to the building0designer, erection supervisor, property owner and U all other interested parties. a O 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 2006 MiTek® All Rights Reserved U171W LJJ7' s Robbins Engineering Reference Sheet RE-10-10-06 9. Unless expressly noted, this design is not applicable for i use withfireretardant, preservative treated, or green lumber. 10. Camber is a non-structurol consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. Job Truss Truss Type Oty Ply Bessinger Const - 1130 Willow Ave., S T2680612 J701977 Cl ROOF TRUSS 10 1 Job Reference (optional HD Supply, Sanford, Florida 32771 7.010 s Sep 11 2007 107ek Industries, Inc. Fri Sep 14 07:55:22 2007 Page 3 1-0-0 1-0-0 Refer to MiTek/Robbins "TOE -NAIL" Detail for connection to supporting carrier truss (typ all applicable jacks on this job) 2 of rJ o a 1 10#/-13# 4 0-8-0(0-1-8) Scale = 1: V I 19#/0# 125#/-103# 1-0-0 2x4 = 1-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.07 Vert(LL) -0.00 2 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.01 Vert(TL) -0.00 2 >999 240 BCLL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2004ITP12002 Matrix) Weight: 5 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. REACTIONS (lb/size) 2=125/0-8-0, 4=9/Mechanical, 3=-9/Mechanical Max Horz 2=47(LC 5) Max Uplift2=-103(LC 5), 3=-13(LC 6) Max Grav2=125(LC 1), 4=19(LC 2), 3=1O(LC 5) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/19, 2-3=-25/4 BOT CHORD 2-4=0/0 NOTES 1) Wind: ASCE 7-02: 120mph (3-second gust); h=15ft; TCDL=4.2psf; BCDL=5.Opsf; Category 11; Exp B; partially; MWFRS (low-rise); Lumber DOL=1.25 plate grip DOL=1.25. 2) 'This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 103 lb uplift at joint 2 and 13 lb uplift at joint 3. LOAD CASE(S) Standard Lyndon F. Schmidt, FL Lic #43409 Robbins Engineering 6904 Parke East Blvd Tampa, FL, 33610 FL Cert.#5555 September 14,20 WARNING Verilyd—gn parameters and RFAD NOTES ON THIS AND INCLUDED ROBBINS REFERENCE PAGE RE10 10-06BEFORE USE. Design valid for use only with Mlek or Robbins connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the i-'s - --i• I"4 erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison. WI 53719. Tampa, FL 33610 r Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0 -'/16 ' For 4 x 2 orientation, locate plates 0-'tid' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. 0 o' O 2 U a- O R Numbering System 6-4-8 dimensions shown in ft-in-sixteenths Drawings not to scale) 1 2 3 TOP CHORDS 8 7 6 5 Plate location details available in MiTek 20/20 software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT' The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 4 x 4 width measured perpendicular NUMBERS/LETTERS. to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION I I Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. BEARING Indicates location where bearings supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI I : National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSII : Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ER-5243, 9604B, 9730, 95-43, 96-31, 9667A NER-487, NER-561 95110, 84-32, 96-67, ER-3907, 9432A NER-691 General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury l . Additional stability bracing for truss system, e.g. diagonal or x-bracing, is always required. See BCSI1. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative T, I, or Eliminator bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. W 4. Provide copies of this truss design to the building0designer, erection supervisor, property owner and U all other interested parties. IL O 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted. moisture content of lumber shall not exceed 19%at time of fabrication. 2006 MiTek® All Rights Reserved a bu Robbins Engineering Reference Sheet: RE- 10-10-06 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or puriins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. I Job Truss Truss Type Oty Ply Bessinger Const - 1130 Willow Ave., S T2680613 J701977 C3 ROOF TRUSS 10 1 Job Reference optional HD Supply, Sanford, Florida 32771 7.010 s Sep 11 2007 MiTek Industries, Inc. Fri Sep 14 07:55:22 2007 Page 1 3-0-0 i 1-0-0 3-0-0 Scale = 1:9.2 5.00 12 r 52 57# 0 2 M 0-M(0-1.8) 4 187#/-119# 53#/0# x4= 3-M 3-M LOADING (psf) SPACING 2-0-0 CSI DEFL in loc) I/deFl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.10 Vert(LL) -0.00 2-4 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.07 Vert(TL) -0.01 2-4 >999 240 BCLL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2004/TP12002 Matrix) Weight: 11 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pudins. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=52/Mechanical, 2=187/0-8-0, 4=26/Mechanical Max Horz 2=92(LC 5) Max Uplift3=-57(LC 5). 2=-119(LC 5) Max Grav3=52(LC 1), 2=187(LC 1), 4=53(LC 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/20, 2-3=-39/16 BOT CHORD 2-4=0/0 NOTES 1) Wind: ASCE 7-02; 120mph (3-second gust); h=15ft; TCDL=4.2psf; BCDL=5.Opsf; Category II; Exp B; partially; MWFRS (low-rise); Lumber DOL=1.25 plate grip DOL=1.25. 2) 'This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 57 lb uplift at joint 3 and 119 lb uplift at joint 2. LOAD CASE(S) Standard Lyndon F. Schmidt, FL Lic #43409 Robbins Engineering 6904 Parke East Blvd Tampa, FL, 33610 FL Cert.#5555 September 14,200 WARNING Verily design parameters and READ NOTES ON THIS AND INCLUDED ROBBINS REFERENCE PAGE REIG-10.06 BEFORE USE. Design valid for use only with MiTek or Robbins connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral supportof individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erectionand bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component 6904 Parko East Blvd. Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison. WE 53719. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION N, Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0J/1G Fo, 4 x 2 orientation, locate plates 0-'nd' 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 plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. BEARING I Indicates location where bearings supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System & General Safety Notes 6-4-8 dimensions shown in ft-in-sixteenths Drawings not to scale) 1 2 3 TOP CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS CC -ES Reports: ESR-1311, ESR-1352, ER-5243, 9604B, 9730, 95-43, 96-31, 9667A NER-487, NER-561 95110, 84-32, 96-67, ER-3907, 9432A NER-691 2006 MiTek® All Rights Reserved 0M.. 19""77 " M, Robbins Engineering Reference Sheet- RE-10-10-06 Failure to Follow Could Cause Property Damage or Personal Injury l . Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative T, I, or Eliminator bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wone at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structurol consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purtins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. I S. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of on engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. Job Truss Truss Type Oty Ply Bessinger Const - 1130 Willow Ave., S T2680614 J701977 CS ROOF TRUSS 10 1 Job Reference (optional) HD Supply, Sanford, Florida 32771 7.010 s Sep 11 2007 MTek Industries, Inc. Fri Sep 14 07:55:23 2007 Page 1 1-0-0 5-0-0 1-0-0 5-0-0 3 Scale = 1:12.8 5,00 12 114#/-121# 2 r1 v 1a 0-8.0(0-1-8) a 253#/-137# 93#/0# 2xh 5-0-0 i 5-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.26 Vert(LL) -0.03 2-4 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.23 Vert(TL) -0.07 2.4 >804 240 BCLL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2004/TP12002 Matrix) Weight: 17 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Structural wood sheathing directly applied or 5-M oc pudins. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=114/Mechanical, 2=253/0-8-0, 4=46/Mechanical Max Horz 2=137(LC 5) Max Uplift3=-121(LC 5). 2=-137(LC 5) Max Grav3=114(LC 1), 2=253(LC 1), 4=93(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/20, 2-3=-66/37 BOT CHORD 2-4=0/0 NOTES 1) Wind: ASCE 7-02; 120mph (3-second gust); h=15h; TCDL=4.2psf; BCDL=5.Opsf; Category 11: Exp B; partially; MWFRS (low-rise); Lumber DOL=1.25 plate grip DOL=1.25. 2) 'This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 121 lb uplift at joint 3 and 137 lb uplift at joint 2. LOAD CASE(S) Standard Lyndon F. Schmidt, FL Lic #43409 Robbins Engineering 6904 Parke East Blvd Tampa, FL, 33610 FL Cert.#5555 September 14,200 WARNING Verily design parmmeters and READ NOTES ON THIS AND INCLUDED ROBBINS REFERENCE PAGE REIO.1006 BEFORE USE. Design valid for use only with MiTek or Robbins connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design poramentefs and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery. erection and bracing, consult ANSI/TPII Quality Crlterla, DSB-89 and BCSII Building Component 6904 Parke East Blvd. SafetyInformation available from Truss Plate Institute. 583 D'Onofrio Drive. Madison, WI 53719. Tampa, FL 33610 II i Symbols PLATE LOCATION AND ORIENTATION 3/a Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. i 0'1/1S , For 4 x 2 orientation, locate plates 0-'a6" from outside edge of truss. a O U a O Numbering System 6-4-8 dimensions shown in ft-in-sixteenths Drawings not to scale) 1 2 3 TOP CHORDS This symbol indicates the 8 7 6 5 required direction of slots in connector plates. Plate location details available In Welk 20/20 software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 4 x 4 width measured perpendicular NUMBERS/LETTERS. i to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION I Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. i BEARING Indicates location where bearings i (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. f Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. j PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ER-5243, 9604B, 9730, 95-43, 96-31, 9667A NER-487, NER-561 95110, 84-32, 96-67, ER-3907, 9432A NER-691 0 W O 2 U a_ OR 2006 MiTekO All Rights Reserved Robbins Engineering Reference Sheet- RE-10-10-06 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative T, I, or Eliminator bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations ore regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Comber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 1 S. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of on engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. Job Truss Truss Type Oty Ply Bessinger Const - 1130 Willow Ave., S T2680615 J701977 E7 ROOF TRUSS 13 1 Job Reference (optional) HD Supply, Sanford, Florida 32771 7.010 s Sep 11 2007 MiTek Industries, Inc. Fri Sep 14 07:55:23 2007 Page 1-0-0 7-0-0 ( 1-0-0 7-0-0 3 Scale = 1:17.7 171 #/-180# a g 2x4 = 0.8.0(0-1-8) 324#/-160# 32#/0# LOADING (psf) SPACING 2-0-0 CSI DEFL in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.58 Vert(LL) 0.11 2-4 695 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.46 Vert(TL) 0.29 2-4 278 240 BCLL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC20041TPI2002 Matrix) Weight: 23lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Structural wood sheathing directly applied or 6-M oc purlins. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS (lb/size) 3= 17 1 /Mechanical, 2=324/0-8-0, 4=66/Mechanical Max Horz2=182(LC 5) Max Uplift3=-180(LC 5), 2=-160(LC 5) Max Grav3=171(LC 1), 2=324(LC 1), 4=132(LC 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/20, 2-3=-93/55 BOT CHORD 2-4=0/0 NOTES 1) Wind: ASCE 7-02; 120mph (3-second gust); h=15h; TCDL=4.2psf; BCDL=5.Opsf; Category II; Exp B; partially; MWFRS (low-rise); Lumber DOL=1.25 plate grip DOL=1.25. 2) 'This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 180 lb uplift at joint 3 and 160 lb uplift at joint 2. LOAD CASE(S) Standard Lyndon F. Schmidt, FL Lic #43409 Robbins Engineering 6904 Parke East Blvd Tampa, FL, 33610 FL Cert.#5555 September 14,200 j& WARNING Ve fy design parameters and READ NOTES ON THIS AND INCLUDED ROBBINS REFERENCE PAGE FELT) 1006 BEFORE USE. Design valid for use only with MiTek or Robbins connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design poramenlers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the =aa—S. f^` erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery. erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSII Building Component 6904 Parke East Blvd. SafetyInformation available from Truss Plate Institute, 583 D'Onofrio Drive. Madison. VVI 53719. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-1/16 " For 4 x 2 orientation, locate plates 0-'nb' 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 plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. I BEARING i Indicates location where bearings supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. j BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Q W O U EL O R Numbering System 6-4-8 dimensions shown in ft-in-sixteenths Drawings not to scale) 1 2 3 TOP CHORDS BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ER-5243, 9604B, 9730, 95-43, 96-31, 9667A NER-487, NER-561 95110, 84-32, 96-67, ER-3907, 9432A NER-691 O U a O 2006 MiTek@ All Rights Reserved Mpl711-- Robbins Engineering Reference Sheet. RE-10-10-06 General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative T, I, or Eliminator bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ff. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. ob Truss Truss Type Oty Ply Bessinger Const - 1130 Willow Ave.. S T2680616 J701977 H9 ROOF TRUSS 5 1 Job Reference (optional) HD Supply, Sanford, Flonda 32771 7.000 s May 29 2007 MiTek Industries. Inc. Fri Sep 14 08:51:39 2007 Page 1 1-5-0 5-3-5 9-10-13 1-5-0 5-3-5 4-7.8 Scale4 1:18.6 3.54 FI2 3xa 3 1 NNi 2 8 n i 7 6 5 1x4 II 3x4 = 2x4 = 5-3-5 9-10-13 5-3-5 4-7-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.47 Vert(LL) -0.05 6-7 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.57 Vert(TL) -0.14 6-7 >816 240 BCLL 10.0 Rep Stress Incr NO WB 0.33 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2004(rP12002 Matrix) Weight:41 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 8-8-9 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 4=225/0-1-8. 2=396/1-0-1. 5=356/Mechanical Max Horz 2=223(LC 3) Max Uplift 4=-220(LC 3), 2=-190(LC 3), 5=-114(LC 3) Max Grav 4=225(LC 1), 2=396(LC 1), 5=367(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-8=0/17, 2-8=0/17, 2-3=-851/277, 3-4=-83/47 BOT CHORD 2-7=-449/798, 6-7=-449/798, 5-6=0/0 WEBS 3-7=0/320, 3-6=-852/479 NOTES 1) Wind: ASCE 7-02: 120mph (3-second gust); h=15ft; TCDL=4.2psf; BCDL=5.Opsf; Category II; Exp B; partially; MWFRS; Lumber DOL=1.25 plate grip DOL=1.25. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) 'This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 220 lb uplift at joint 4, 190 lb uplift at joint 2 and 114 Ib uplift at joint 5. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-8=-54 Trapezoidal Loads (plf) Vert: 8=0(F=27, B=27)-to-4=-134(F=40, 13=40), 2=-2(F=9, B=9)-to-5=49(F=-15, B=-15) Lyndon F. Schmidt, FL Lic #43409 Robbins Engineering 6904 Parke East Blvd Tampa, FL, 33610 FL Cert.#5555 September 14,2007 Design valid for use only with MiTek or Robbins connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI1 Building Component 6904 Parko East Blvd. Safety Information available from Truss Plate Institute. 553 D'Onofrio Drive, Madison, WI 53719. Tampa, FL 33610 m Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-'/16" O For 4 x 2 orientation, locate UU plates 0-1a6' from outside Oedgeoftruss. 0 This symbol indicates the required direction of slots in connector plates. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths Drawings not to scale) 1 2 3 TOP CHORDS BOTTOM CHORDS 8 7 6 5 Plate location details available in MiTek 20/20 software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 4 x 4 width measured perpendicular NUMBERS/LETTERS. to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION PRODUCT CODE APPROVALS ICC-ES Reports: Indicated by symbol shown and/or ! ESR-1311, ESR-1352, ER-5243, 9604B, by text in the bracing section of the 9730, 95-43, 96-31, 9667A output. Use T, I or Eliminator bracing ' NER-487, NER-561 if indicated. 95110, 84-32, 96-67, ER-3907, 9432A NER-691 BEARING i Indicates location where bearings supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI 1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI l : Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate iConnectedWoodTrusses. A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for thus system, e.g. diagonal or X-bracing, is always required. See BCSI1. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative T, I, or Eliminator bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 0 o' 4. Provide copies of this truss design to the building0designer, erection supervisor, property owner and U all other interested parties. 0- 0 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSIAPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 2006 MiTek® All Rights Reserved D LD U LUUL Robbins Engineering Reference Sheet. RE- 10-10-06 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Comber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purtins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. a Sr cD r+ H O H Pr O C rr d a a s U3 rh al rr C1 n n O 13 d rh rr C H c rr a M 4C 0.01 MR 0..0.61 of OHOIL v--1 OJ7.ZT d I !U tn I I U ED -- " I i mon IlU co N on L f I I Ln in oUN 0..0.L R v EFORks T( 0F SPN on O.IO.S9 O..O.OZ OJ7.ZT O.AL I O O 0 N 3874 Church Street, Sanford, FL 32771 Phone: ( 407 ) 323-6990 Fax: ( 407 ) 323-0014 I. Clem to review ovenal plamnent pith ndudihq dimvdltl m to& and cekrg commons. top Chord sae, ovcnan9 / ontdever Irn9ms.11ed helghts, bearsg 8 nm•Dearig wall bcatktns and tkghts. 2. den to revew entry and / or other conddlons that require centering Of peals, overhangs a amlikyers to emcee proper truss design. d. Client to review mu mndaions sum as, hung hum ceeii% recessed into ceding a attic mounted. B 6 the client's respmnb&ty t0 nfmm tmss nt aplaint lmatbr6, size, and wtlgnts. 4. Client to re: specal mrfdtlOrd; such as beam bads, dropped sotru bads and skydte bratiom to ensue proper buss design / placenenc S. Cedeg daps and nkrys not shown are to be field framed by debt 6. Kip and came lacks not at are m be Gm n thefkb byothers. 7. Overhangs are b o a Dk6, w bbcldng s applied. 8. ov«nargs are casdered weld. ad m lit n field. J 9. iernpaary or pemaahxnt brae g is not included in truss package. jtO. Erect Mosses per Bal-BI Summary Sheet. prom to vetting teases O refer to scalml buss a gnereg sheets fm additional onpormnt into. txd It. R is the dents re5p0mmdAy ac coordinate delivery dates wdhtruss plant. Truss dewe y will W on the agreed upon date with buss plant. l2. Client to provide a marked botion for detivey. L ocatdn must beyaaessable_ level and clear of matetas and Oebrs. In feu of this, J teases will be delivered n the best wadable kocatian a[ our drivers v discretion. eac Charges will be accepted if above arteria "a melt whet. U. ANtruss repairs neat becoordm thm thetruss plant Do fact Cut Any Trusses before COntacth g teas Alert wth SIMMS Of problern. 14. No back changes or vane charges of any kid will be accepted unless spetlNmpy approved in wntng by truss plant management 15. NOW One approveed layout must be returned m buss plant before fabrication / scheduling. IS. ... U_ gSqm you agreethat ybu lave revivlal this placement plan in es Entirety. Approved By : Approval Date: Requested Delivery Date Loading: 47 PSF, Shirgle ; 20TCLL, 7 TCDL, 10 BCLL, 10 BCDL DOL-1.25 Q T.C. Ptch 5 / 12 wind Code MWFRS / ASCE 7.02 W B.G Ptclf 0 / 12 Design Method FBC-20D4 / TPI-2002 T.C. Size 2 s 4 Wind Speed 120 mph / Ell. 8 Heel Hgt 2x9 Nam Mean HgL 15' Min. V Besulng WBVtlk Budding Cat. n Importance Factor 1.00 W Shang 1 •O E.Onsure Partially Enclosed p O.H. Cut PkrM Erfcvsme Lanai Partially EnclosedSpacng24' O.C_ Enclosure Entry : Partially &vMsedLumberSIP VV1i HUS26 = Typ. Single ply Roof Truss THA422 = Typ. Fi o Truss W ® HHU528-2 ,ty9 LSU26 (g LTHJA26 SUL46 V ® HGUS28.2 lj l HHU546 (D MTHM (lSUR46 Q ® HGUS28-2 O HHU548 m T14AC422 1y m arc Manut-tueed by Simpson Strong Tee unless noted otherwise j0'- 0' Ong. HgL V-0' &g. HgL a 04 Brg. HgL 01-0' Bog. HgL W0 0-V &g. HgL o vv 8rg. HgL O- 0' Bg. HqL face -Bog. Wad rX toMAli Bearing Heights Abae Finished Floc O 2Client : Bessinger Const project: Residence Mom: Model Lot/ Subdansal/S0lef Address z 1130 Willow Ave Sanford County: Seminole Date 9-13-07Fscak His Plan DateySheet t I ofI a 2701977 l