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355 Porchester Dr - BR07-000476 - SFH (A)PERMIT ADDRESS CONTRAC' ADDRESS PHONE NUMBER' A 0 1 ` 144 • PROPERTY ADDRESS PHONE NUMBER ELECTRICAL CONTRACTOR MECHANICAL CONTRACTO PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE a d vSUBDIVISIONq—)os- PERMIT # O 1 7 6 DATE PERMIT DESCRIPTION G r1 M 5 FR PERMIT VALUATION ` 2 % 1 S 2 • 00 v SQUARE FOOTAGE 349 % n b l7 v City of Sanford Certificate of Occupancy This is to certify that the building located at 355 Porchester Drive for which permit number 07-476 has heretofore been issued on November 28, 2006 and has been completed according to plans and specifications filed in the office of the Building Official prior to the issuance of said building permit, to wit as Single Family Residence subdivision regulations ordinances of the City of Sanford with the provisions of these regulations. Staff Approval Building: B. Oden Engineering & Planning: Date 03/21/07 M. Repogle 03/22/07 Public Works: J. Davis 03/21/07 Utilities: R Blake 03/28/07 Fire Department: Conditions (if blank, no conditions apply) Engle Homes - Orlando Q)a, Yy\ .',.;, 03/28/07 Property Owner Building Official Date Ap. 1 cation Miscellaneous In"f.ormat-ion Maintenance!. - CITY OF- SAAiFORD i Home I New Window Support Application Miscellaneous Information Maintenance Email Help Application number: 07 00000476 Parcel Number. 34.19.30.519-0000-0340 Address: 355 PORCH ESTER Print I Miscellaneous IHISB 11/20/06 Y 1. 2 STORY,3 BATHS,2)NOC ON FILE 11/ 20/06 Y 9/12/07 3)£LOOD ZONE, YES I73BHISB. 2/26/01 Y final f/s on file HIS BB 3/20/07 Y co sign off: 3/ 20/07 Y 1P&Z: AIR 03.22.07 3/ 20/07 Y Pia: J Davis03.21.07 i. 3/20/07 Y Util: RB 3.28.07 Jul. CERTIFICATE OF OCCUPANCY REQUEST PERMIT NUMBER: ADDRESS: CONTRACTOR: CONTACT: SINGLE FAMILY RESIDENCE 07-476 355 Porchester Dr Engle Homes Ron 407-948-9034 If you have any condition: please note them below — if Groupwise Server comes back up before you respond, please $end e-mail to Building Divisioncontact. ublic Works: Ping & Dev Svcs: Utilities: Fire: CITY OF SANFORD PERMIT APPLICATION Permit # : D / - L Job Address: Date: / S O /% T' Description of Work:.ZO VV 116,11A q c Historic District: Zoning: Value of Work: $ cQGD• O Permit Type: Building Electrical r Medtanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service- # of AMPS Mechanical: Residential Non -Residential Plumbing/ New Commercial: # of Fixtures Plumbing/New Residential: # of Water Closets _ Occupancy Type: Residential ` Commercial Construction Type: # of Stories: k Addition/Alteration Change of Service Temporary Pole Replacement New (Duct Layout & Energy Calc_ Required) of Water & Sewer Lines # of Gas Lines Plumbing Repair - Residential or Commercial Industrial Total Square Footage: of Dwelling Units: Flood'Zone: (FEMA form required for other than X) Pared 0- (Attach Proof of Ownership & Legal Description) Owners Name & Address: itc% s %/-?/ S e noi'Tc 1 cr' Sur7e G Z'V, z-:: L —?'Z Y-/ % Phone: Contractor Name & Address: State License Number. Phone& Fax y0i;?8/ 08 3/s a7 7P1 3s' Contact Person: G/'/7es/y 2"'st z Phone: S%d7jp 7%•&z —2 - Bonding Company: Address: Mortgage Lender. Address: Architect/Engineer- Address: Phone: Fax: Application is hereby made to obtain a permit to do the work and installations as indicated 1 certify that no work or installation has commenced prior to the issuance of a permit and that all work will be perfa need to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORD PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc_ OWNER'S AFFIDAVIT: I certify that all ofthe foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE. In addition to the requirements ofthis permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and them may be additional permits equi. from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that 1 will notify the owner ofthe property ofthe roquirems4ofrida LienLaw, FS 713. 1S 07 Signature ofOwner/Agem Date Sintracton gent Date Prim Owner/Agent's Name Signature of Notary -State of Florida Dane Owe/ Agent is _ Personally Known to Me or Produced ID APPLICATION APPROVED BY: Bldg. Mitial & Date) Special conditions: Zoning: m Tr.+-. M f-..1 c- k or/ Agem's Name 04 % Si Notary -State of Date mt ne Bonny G L098^ P My Commission DD201661 onuraetor/ gent is _Personally Known to Expires MeY 17 2007 ID Initial & Date) Utilities: FD: Initial & Date) (initial & Date) U.S. DEPARTMENT OF HOMELAND SECURITY ELEVATION CERTIFICATE OMB No. 1660-0008 Federal Emergency Management Agency I Exoires February 28. 2009 National Flood Insurance Program Important: Read the instructions on pages 1-8. d' '- W7(e SECTION A - PROPERTY INFORMATION For Insurance Company Use: Al. Building Owner's Name ENGLE HOMES Policy Number A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. I Company NAIC Number I355PORCHESTERDRIVE City SANFORD State FL ZIP Code 32771 A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) LOT 34, KAYS LANDING, PHASE 1, Plat Book 67, Pages 41-43 Seminole County, Florida. A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.) Residential A5. Latitude/Longitude: Lat. 28.4747 Long. 81.1830 Horizontal Datum: NAD 1927 ® NAD 1983 A6. Attach at least 2 photographs of the building if the Certificate is being used to obtain flood insurance. A7. Building Diagram Number 1 A8. For a building with a crawl space or enclosure(s), provide A9. For a building with an attached garage, provide: a) Square footage of crawl space or enclosure(s) 0 sq ft a) Square footage of attached garage 330+/ sq ft b) No. of permanent flood openings in the crawl space or b) No. of permanent flood openings in the attached garage enclosure(s) walls within 1.0 foot above adjacent grade 0 walls within 1.0 foot above adjacent grade 0 c) Total net area of flood openings in A8.b 0 sq in c) Total net area of flood openings in A9.b 0 sq in SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP Community Name & Community Number B2. County Name B3. State CITY OF SANFORD 120294 SEMINOLE FL 84. Map/Panel Number B5. Suffix B6. FIRM Index B7. FIRM Panel B8. Flood B9. Base Flood Elevation(s) (Zone Date Effective/Revised Date Zone(s) AO, use base flood depth) 12117CO040 E 04-17-1995 04-17-1995 A Not Determined on FIRM B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in Item B9. FIS Profile ® FIRM Community Determined Other (Describe) Bl 1. Indicate elevation datum used for BFE in Item 139: ® NGVD 1929 NAVD 1988 Other (Describe) B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? Yes ®No Designation Date CBRS OPA SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) Cl. Building elevations are based on: Construction Drawings' Building Under Construction' Finished Construction A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations -Zones Al-A30, AE, AH, A (with BFE), VE, V1-V30, V (with BFE), AR, AR/A, AR/AE, AR/A1-A30, AR/AH, AR/AO. Complete Items C2.a-g below according to the building diagram specified in Item A7. Benchmark Utilized Local Vertical Datum NGVD 1929 Conversion/Comments None a) Top of bottom floor (including basement, crawl space, or enclosure floor)_ b) Top of the next higher floor c) Bottom of the lowest horizontal structural member (V Zones only) d) Attached garage (top of slab) e) Lowest elevation of machinery or equipment servicing the building Describe type of equipment in Comments) 0 Lowest adjacent (finished) grade (LAG) g) Highest adjacent (finished) grade (HAG) Check the measurement used. 37.00 feet meters (Puerto Rico only) n/a. feet meters (Puerto Rico only) n/a. feet meters (Puerto Rico only) 36.4 feet meters (Puerto Rico only) A/C 36.1 feet meters (Puerto Rico only) 35.8 feet meters (Puerto Rico only) 36.0 feet meters (Puerto Rico only) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. I certify that the information on this Certificate represents my best efforts to interpret the data available. -- --------- I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. Check here if comments are provided on back of form. Certifier's Name RONALD W. HERR, P.L.S. License Number LS4907- Title Manager of Survey -Central Florida Region Company Name IBI Group, Inc. Address 2603j land Center Parkway Ste C City Maitland State FL ZIP Code 32751 A Signature / , _ Date 02-22-07 Teleohone (407) 660-2120 FEMA Form 81-31, February 2006 See reverse side for continuation. Replaces all previous editions IMPORTANT: In these spaces, copy the corresponding information from Section A. I For Insurance Company Use: Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number 355 PORCHESTER DRIVE City Sanford State FL ZIP Code 32771 1 Company NAIC Number SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. Comments Item C2.e - A/C = Heat Pump Slab Elevation. No study provided on FIRM to determine Base Flood Elevation. Signature Date 02-22-07 Check here if attachments SECTION E - BUILDING 6LEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zones AO and A (without BFE), complete Items El-E5. If the Certificate is intended to support a LOMA or LOMR-F request, complete Sections A, B. and C. For Items El-E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters. E1. Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent grade (HAG) and the lowest adjacent grade (LAG). a) Top of bottom floor (including basement, crawl space, or enclosure) is feet meters above or below the HAG. b) Top of bottom floor (including basement, crawl space, or enclosure) is feet meters above or below the LAG. E2. For Building Diagrams 6-8 with permanent flood openings provided in Section A Items 8 and/or 9 (see page 8 of Instructions), the next higher floor elevation C2.b in the diagrams) of the building is feet meters above or below the HAG. E3. Attached garage (top of slab) is feet meters above or below the HAG. E4. Top of platform of machinery and/or equipment servicing the building is feet meters above or below the HAG. E5. Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? Yes No Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without a FEMA-issued or community -issued BFE) or Zone AO must sign here. The statements in Sections A, 8, and E are correct to the best of my knowledge. Property Owner's or Owner's Authorized Representative's Name Address City State ZIP Code Signature Date Telephone Comments Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. Check the measurement used in Items G8. and G9. G1. The information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect who is authorized by law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. A community official completed Section E for a building located in Zone A (without a FEMA-issued or community -issued BFE) or Zone AO. G3. The following information (Items G4.-G9.) is provided for community floodplain management purposes. G4. Permit Number G5. Date Permit Issued G6. Date Certificate Of Compliance/Occupancy Issued G7. This permit has been issued for: New Construction Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building: _ feet meters (PR) Datum G9. BFE or (in Zone AO) depth of flooding at the building site: feet meters (PR) Datum Local Official's Name Title Community Name Telephone Signature Date Comments Check here if attachments FEMA Form 81-31, February 2006 Replaces all previous editions Building Photographs See Instructions for Item A6. For Insurance Company Use: Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number 355 PORCHESTER DRIVE City SANFORD State FL ZIP Code 32771 I Company NAIC Number If using the Elevation Certificate to obtain NFIP flood insurance, affix at least two building photographs below according to the instructions for Item A6. Identify all photographs with: date taken; "Front View" and "Rear View"; and, if required, "Right Side View" and "Left Side View." if submitting more photographs than will fit on this page, use the Continuation Page, following. Building Photographs Continuation Page For Insurance Company Use: Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number 355 PORCHESTER DRIVE City SANFORD State FL ZIP Code 32771 If submitting more photographs than will fit on the preceding page, affix the additional photographs below. Identify all photographs with: date taken; "Front View" and "Rear View"; and, if required, "Right Side View" and "Left Side View." November 7, 2005 City of Sanford Building Division PO Box 1788 Sanford, FL 32772-1788 To Whom It May Concern: Re: Lot 34 - 355 Porchester Drive, Sanford, FL 32771 The finished floor elevation of the structure located at 355 Porchester Drive, Sanford, FL 32771, Lot 34, Kays Landing Phase 1 meets or exceeds the requirements set forth in the City of Sanford Code Chapter 6, sec. 6-7(a). Sincerely, CCL / IBI Consultants, Inc. a division of IBI Group David M. Bruno, P.S.M. Manager of Survey — Central Florida Region DMB / sd 2603 Maitland Center Parkway, Suite C, Maitland, Florida 32751 USA (407) 660-2120 FAX (407) 660-9070 CCL/1B1 Consultants, Inc. is a Division of IBI Group L) 7- q -7 CCL CONSULTANTS, INC. AUTHORIZATION #LB5610 ENGINEERS SURVEYORS PLANNERS 2603 MAITLAND CENTER PARKWAY SUITE C MAITLAND, FL 32751 (407) 660-2120 POMPANO BEACH ORLANDO TAMPA JUPITER WWW.CCL-POMPANO.COM WWW.CCL-ORLANDO.COM ENGLE KAY' S LANDING PHA BEARINGS BASED ON THE NEST LINE NATIONAL FLOOD INSURANCE PROGRAM or TH£ NORTHEAST 1/4 OF SECTION J4, COMMUNITY NUMBER 12117C TOWNSH/P 19 SOUTH, RANGE JO EAST, PANEL NUMBER 0040 E SEMINOLE COUNTY, FLORIDA, BEING MAP REVISION 411711995 N0074'40•W, AN ASSUMED MERIDIAN FLOOD ZONE A NO BASE FLOOD ELEVATION SHOWN. 0 INDICATES 5/8' IRON ROD SET WITH NUMBER L85610 CAP, UNLESS OTHERVASE NOTEDLEGEND: L.B. - LICENSED BUSINESS R• RADIUS N&D • SET NAIL AND DISC L815610 L• ARC DISTANCE PC • POINT OF CURVATURE PCC • POINT OF COMPOUND CURVATUREA• TRAL ANGLE A/C • NR CONDITIONER SLAB PI POINT OF INTERSECTION PRC •POINT OF REVERSE CURVATURECENTERLINE E. - DRAINAGE EASEMENT EXISTING LOT ELEVATION L.M.E. LAKE MAINTENANCE EASEMENT U.E. UTILITY EASEMENT F.F. FINISH FLOOR SCALE: I' a 30' LOCATI SKETCH NOT TNO SCALE) i I LOT 33 ` 25' I 351 35.4 35.3 3 .1 Flo RODB. N 89'5258" E 117.00''0 EL 34.87' —5_D E OO —I — — — — 6. - C) 32.6 O Q p w 8 0 2.0' vIQnNnei io 35.5 ^' TRACT „„ LOT 34 w I ''' Q I N I6.O' TN17 STORY RESIDENCE 355 V F.F. EL. 37.01' cn (flwCAR. EL. 36.39' 3 N _-- 21.3' v J 1.0' _ G Ir, - - - - - - A/C PAD "'q / V 34.0 68*59 % \ \ / 4.8 ,TRA C T "E>> 25.00 O v P \ PK NAIL = 30.11' C • $(pC 3 .0 P. T. r'9rs TRAC T "J" Cl: (so - on=14.08'10„ ,\ti, R=125.00' 'S'>' N, L=30.84' 0/_ CHORD BEARING=S27-02-47"E CHORD=30.76' 1 LEGAL DESCRIPTION. Lot 34, Kays Landing Phase 1, according to the Plot thereof, as recorded In Plat Book 67, at Page 41-43, of the Public Records, Seminole County, Florida. - NOTES: I. UNLESS IT BEARS THE SIGNATURE AND THE ORIGINAL RAISED 4. LANDS SHOWN HEREON WERE NOT ABSTRACTED BY OSEALOFAFLORIDALICENSEDSURVEYORANDMAPPERTHISCCLCONSULTANTSINC. FOR EASEMENTS AND OR RIGHTS- DRAWNG. SKETCH, PLAi OR MAP IS FOR INFORMA77ONAL OF -WAY OF RECORD. PURPOSES ONLY AND 1S NOT VALID. ADDITIONS OR DELETIONS 5. LOCATIONS .AA'L L/MITcD TO VISIBLE IMPROVEMENTS ONLY. TO SURVEY MAPS OR REPORTS BY OTHER THAN THE SIGNING 6. THIS 511,44EY DOE$ NC1T R£liECT OR DETERMINE OWNERSHIP. OPARTYORPARTIESISPROHIBITEDWITHOUTWRITTEN7. IH/S S"JRVEY EXCEEDS THE M/N.'iJVM CLOSURE ACCURACY ' CONSENT OF THE SIGNING PARTY OR PARnfS. FOR A SUBURBAN SI/RVEY AS Re UIRED IN 6/G17-6.003 L•1 J2AESARETOTHEABOVEGROUNDFOUNDATIONOFBUILDINGOFFLC'I:IDA /.'ItJ!MUM'IEGMi/ICA,'. SiANDARD5 J PLAT AND RECORDED DIMENSIONS ARE THE SAME B. Ei.EVAl1(1Ni BASED ON LOCAL SIZE BENCH MARKS ASASMEASUREDUNLESSOTHERWISENOTED. PRO BY P_ATTIN.C, SURREVISIONSDATEBY PLOT PLAN 9/18/06 JAM , • La FOUNDATION 12/21/06 JAM -`r , Z—e27 0kONAV,.H ERR, P.L.S. D: oFINAL2/21/07 JAM ROFESSIONAL SURVEYO ar:d MAPPER #4907 STATE OF FLORIDA a z DATE OF SuRVEY DRAWN CHECKED FIELD 2/21/07 BY JAM BY RWH BOOK 700134 0153 co an, OF SANFORD PERMIT APPLICATION Permit II : (C) ob;AdA gs's' Description of Work: Ifistoric District: Dale: l r\ n e V&) UZ VmLe AWXev— / LltAA— Total Square Foota Zoning: Value of Work: S 9 1 1 Permit Type: Building Electrical Mechanical / Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service - N of AMPS Addition/Alteration Change of Service 'femporary Pole _ Mechanical: Residential / Non -Residential Replacement New (Duct Layout &Energy 0a1c. Required) Plumbing/ New Commercial: N of Fixtures It of Water & Sewer Lines H of Gas Lines Plumbing/New Residential: N of Water Closets Plumbing Repair - Residential or Commercial Dccupancy Type: Residential k/ Commercial Industrial Construction Type: N of Stories: a of Dwelling Units: Flood Zone: (FEMA form required ) Jwners Name & Address: _E/ \/ 0.1.J LE r . - Phone: ontractor Name & Addre t , State License Number: O USSO C+1 hone & Fa:: Contact Person: c_ T1lJlt=t?y Phone: - - Ot94J 3onding Compauy: ddress: Mortgage Lender. ddress: rehitect/Engineer: Phone. ddress: Fa c: pplication 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 (lre ssuance 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 remtit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and UR CONDITIONERS, etc. WNER'S AFFIDAVIT: 1 certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating onstructioa and zoning. WARNING TO OWNER: YOUR FAILURE- TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING WICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN tTTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. IOTICE: 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 ris county, and there may be additional permits required from other governmental entities such as water m en icts, state a tics, or federal a ties. iceeptance ofpermit is verification that I will notify the owner of the property of the requiremen lor, n La F 3. Signature of Owner/Agent Date rgn Contra or/Agent Date ROBBRT G. DLLLO RWI 0 Print Owner/Agent's Name Print ntracior/Agent's Name / Signature of Notary -State of Florida Date Signature of Notary -State of Florida Date Owner/Agent is _.Personally Known to Me or Produced ID PPROVALS: ZONING: aerial Conditions: ev 03/2006 UIT L: FD: 1 Contractor/Agent is _ Personally Known to Me or Produced ID } ENG: i BLDG: r MIRINDIRE .A 4. TURNER MY COMMISSIOItN N DO 212883 tt. Bonded S. Thm Noteryyne 14, 2007nWr"",. 35-5 Povj) CCL CONSULTANTS, INC. AUTHORIZATION #LB5610 ENGINEERS SURVEYORS PLANNERS 2603 MAITLAND CENTER PARKWAY SUITE C MAITLAND, FL 32751 (407) 660-2120 POMPANO BEACH ORLANDO TAMPA JUPITER WWW. CCL -POMPANO. COM WWW. CCL-ORLANDO. COM ENGLEKAY'S LANDING PHA NATIONAL FLOOD INSURANCE PROGRAM COMMUNITY NUMBER 12117C PANEL NUMBER 0040 E MAP REVISION 411711995 FLOOD ZONE A NO BASE FLOOD ELEVATION SHOWN. L E G E N D R• RADIUS L• ARC DISTANCE A- CENTRAL ANGLE A/C AIR CONDITIONER SLAB f -CENTERLINE D.E. • DRAINAGE EASEMENT L.M.E. • LAKE MAINTENANCE EASEMENT U.E. - UTILITY EASEMENT F.F. FINISH FLOOR BEARINGS BASED ON THE WEST LINE OF THE NORTHEAST 114 OF SECTION J4 TOWNSHIP 19 SOUTH, RANGE JO EAST SEMINOLE COUNTY, FLORIDA, BEING N00'14'40•W, AN ASSUMED MERIDIAN a INDICATES 5/8' IRON ROD SET MATH NUMBER L85610 CAP, UNLESS OTHERWISE NOTED L.B. LICENSED BUSINESS NLD • SET NAIL AND DISC LB05610 PC POINT OF CURVATUREPCC = POINT OF CDNPOUND CURVATURE PI = POINT OF INTERSECTION PRC • POINT OF REVERSE CURVATURE EMSTING LOT ELEVATION SCALE: I' = 90' Oq - q-7(P LOCAT/ N SKETCH NOT TO SCALE) LOT: 8,629tsq.ft. I 1 I 25' B.05610 N 89'52'58" E 117.00' RODB CAPEL. 34.87' I9' S' D.E. O1 N O1 OO 7.05 36.3 7.07 OOOO (3 o l \ 2.0' -4 n C) c 5" n O N 0 FOUNDA T/ON (Tly28.9' nl------ O 16.0' v LT Qw 7.03 ry J l.0' 7. 04 6. 3' _ C I28.9' 21.3' TL) A IT r-. 68'59 \, 25.00' '' \ 30.11' C1 PK NAILP.1: iryr S .. TL/A/'T /.. C1. (-Sol qti 14.08'10" ,Qi R=125.00' 'S'T L=30.84' CHORD BEARING=S27'02'47"E CHORD=30.76' 1 LEGAL DESCRIPTION. Lot J4, Kay's Landing Phase 1, according to the Plat thereof, as recorded in P/a! Book 67, a1 Page 41-43, of the Public Records, Seminole County, Florida. - NOTES: 1. UNLESS IT BEARS THE SIGNATURE AND THE ORIGINAL RAISED 4. LANDS SHOWN HEREON WERE NOT ABSTRACTED BY OSEALOFAFLORIDALICENSEDSURVEYORANDMAPPERTHISCCLCONSULTANTS, INC. FOR EASEMENTS AND OR R/GHTS- DRAW/NG, SKETCH, PLAT OR MAP /S FOR INFORMATIONAL OF -WAY OF RECORD. PURPOSES ONLY AND /S NOT VALID. ADD/TIONS OR DELETIONS 5. LOCATIONS ARE LIMI71L' 70 VISIBLE IMPROVEMENTS ONLY. TO SURVEY MAPS OR REPORTS BY OTHER THAN THE SIGNING 6. THIS SURVEY DOEL: vor P£FL!'CT OR DETERMINE OWNERSHIP. OPARTYPARTIESPROHIBITEDR7THOUTWRITTEN CONSENT THIS StIRVcy £XI.F.ED.S 1FiE MIN/V.U1I CLOSURE ACCURACYCONSENTTOFTHEFORASUPU3ANSURVEYASREQUIRED /N 61G17-6.00J L2. nf5 ARE TO 1H£ ABOVE G PARTY OR PARTIES GROUND FOUNDATION OF BUILDING 1 JOFr0•7A MINfAI;iM TECHNICAL STANDARDS. PLAT AND RECORDED DIMENSIONS ARE THE SAME a ELCVAncws DASED ON LOCAL S7rE 6r_""NCH MARKS ASASMEASUREDUNLESSOTHERWISENOTED. PR;,G BY PL.STMIX SUR YOR. REVISIONS DATE BY PLOT PLAN 9/18/06 JAM FOUNDATION 12/21/06 JAM RON W: HERR, P.L.S. z 6 PROFESSIONAL :iURVEYOR and MAPPER #4907 STATE OF FLORIDA a Z DATE OF SURVEy7 DRAWN - ,T CHECKED FIELD 12/20/061 BY JAM I BY DSB BOOK 70416J a (PI 010DI Permit # : O / — Job Address: r r 1 IDescriptionofWork: F Historic District: Zoning: CITY OF SANFORD PERMIT APPLICATION %) Date. _ /% rn l' Value of Work: Permit Type: Building Electrical X Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole C 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 Occupancy Type: ReMiden'alX Commercial Industrial Total Square Footage: 3 Construction Type:# of Stories: # of Dwelling Units: Flood Zone: (FEMA form required for other than X) Parcel #: (Attach Proof of Ownership & Legal Description) Owners Name & Address: F % l Cay L G W erne,\ Phone: r3D q C3 Bonding Company: Address: Mortgage Lender: — Address: Architect/Engineer:• Address: Phone: Fax: Application is,hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior tothe issuance of a 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 ofthe foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating constructiomand zoning: —WARNING —TO OWNER: YOUR•FAILURE TO•RECORD A -NOTICE OF -COMMENCEMENT MAY -RESULT INYOUR•PAYING, ----- -- - . TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements ofthis permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner ofthe property of the requirements of Signature ofOwner/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date.. Owner/Agin is Personally Known to Me or Produced ID - APPLICATION APPROVED BY: Bldg: Initial & Date) Special Conditions: Zoning: Law, FS 713. J n T k2cdtN Date Signature ofNotary -State of Florida Date yr.e. Notary Public State of Florida Pamela.S Temus fay Commission DD437139 Contractor/Agent is ers owr%X9 9g/07/Z009 • Produced M Initial & Date) Utilities: Initial & Date) FD: Initial & Date) CITY OF SANFORD PERMIT APPLICATION Permit # : Job Address: -3 f P v- 0r, -- Date: I Z) 1 3' z t. Description of Work: J Historic District: Zoning: Value of Work: $ 6 O 1O , JJ i Permit Type: Building Electrical Mechanical Plumbing c Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pale I Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Cale. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # ofGas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial _ Occupancy Type: Residential Commercial Industrial Total Square Footage: Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required for other than x) Parcel #: I ( Attach Proof of Ownership & Legal Description) Owners Name & Address: J Phone: Contractor Nark oUs"' W4N04C+ _ P 0 501K 1117 State License Number: C tr— COSSANFORQ, FL0RI0A:3?-772 111 Phone & Far. (407) 323-75:15 Contact Person: MLasl'yANfiAi;E PLUMBING, INC Bonding Company :. F' 0 - E10L11T7 i Address: Ot' F*14FORD, FLORIDA 32772 1117 Mortgage Lender: (407)_3.23_75T$ Address: ---- i , Architect/Engineer: - Phone: Address: Fait: 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 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 mg If -in; construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR *?A"' FoC TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements ofthis permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requi lorida Lien Law, FS 713. I [ / 6 Signature of Owner/Agent Date Si rare of Contractor/Agent Date Print Owner/Agent's Name Print Contractor/Agent's Name Signature of Notary -State of Florida Date Signature of Notary -State of Florida Date MARTHA Y. HALL Notary Public, State of Florida Owner/Agent is _ Personally Known to Me or Contractor/Agent is,<Personally KnovUl beofw. exp, Feb. 1, 2008 Produced 1D _ Produced ID r^m, . No, DD 258139 APPLICATION APPROVED BY: Bldg: initial & Date) Special Conditions: Zoning: initial g Date) Utilities: FD: Initial & Date) (Initial & Date) Q.) V-I `Z CITY OF SANFORD PERMIT APPLICATION RECEIVED Permit #: Job Address: Description of Work: Rrar-t f`nnr,rat P R1 nt-k SFR Total Square Footage d r r-f Historic District: NO Zoning: Value of Work: $ /-Z91 75-c?0 CD Permit Type: Building _X Electrical X Mechanical X Plumbing _ y Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential _X Non -Residential Plumbing/ New Commercial: # of Fixtures _ Replacement New (Duct Layout & Energy Calc. Required) of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial _ Occupancy Type: Residential X Commercial Industrial Construction Type: VAL # of Stories: eZ # of Dwelling Units: _ Flood Zone: (FEMA form required ) Owners Name&Address: TOusa Homes dba Engle Homes 11315 Corporate Blvd #250 , Orlando 3281 7 Phone: ( 407) 249-35(10 Contractor Name & Address: William Colby Franks 11301 Corporate Blvd., #303, Orlando State License Number: CGC1507971 Phone& Fax: 407-249-3500/407-311-27o!!A? 17: Valerie/Ke Phone: 407-249-3500 Bonding Company: N/A Address: Mortgage Lender: N/A Address: Architect/Engineer: Residential Design Services Phone: 407-746-108n Address: 3301Bartlett Blvd. , Orlando 32811 Fax: 407-2460-0094 Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance ofa permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS. etc. OWNER'S AFFIDAVIT: I certify that all ofthe foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance ofpermit is verification that I will notify the owner of the property ofthe require en of on Lien aw, FS 713. Signature of Owner/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is _ Personally Known to Me or Produced ID 66 APPROVALS: ZON /W-A, UTIL: _ Special Conditions: Rev 03/2006 FD: Wiliam Colby Franks Print Contractor/Agent's Name Signature of Notary -State ofFlorida Date Contractor/Agent is _)L Personally Known to Me or Produced ID ENG: BLDG: 7 o -14:14- City of Sanford Building Division 300 N. Park Ave Sanford, Florida 32771 Phone: 407-330-S6S6 Fax: 407-328-38S9 PLAN REVIEW RESPONSE Date: November 16, 2006 Contact Person: Valerie / Ke Contact Phone Number: 407-249-3500 Contact Fax Number: 407-313-2142 Contact E-mail Address: Reference Number: Project Description: Model — Santa Barbara II Job Address: 355 Porchester Drive 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. STRUCTURAL S-1 Floor beam ML1 is not part of Robbins Engineering. The engineer of record for the structural design of the building shall review and approve the calculations submitted. Of concern is the design criterion designated, stating 20 psf Live load and 20 psf dead loads. Provide verification that all loads including floor loads have been considered. 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(abci.sanford.fl.us. I- COUNTY OF SEMINOLE IMPACT FEE STATEMENT ISSUED BY CITY OF SANFORD STATEMENT NUMBER 106-75144 BUILDING PERMIT NUM 3 O , 47(a(CITY) UNIT ADDRESS: _5 cV TRAFFIC ZONE: JURISDICT 06 SEC: 1TWP: Fj N G : SUBDIVISION: ;a PLAT BOOK: kAT BOOK PA DATE: y/'2 / /0 COUNTY NUMBER: CITY OF SANFORD PARCEL: TRACT: BLOCK: LOT: OWNER NAME: el - I b— ADDRESS : / /S Oe40l APPLICANT NAME: _ 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 # & TYPE TOTAL DUE TYPE DIST SCHEDULE DESC. UNIT OF UNITS ROADS ARTERIALS CO -WIDE 0 dwl unit $ 705.00 1 $ 705.00 ROADS COLLECTORS NORTH 0 dwl unit S 000.00 1 $ 000.00 LIBRARY CO -WIDE 0 dwl unit $ 54.00 1 $ 54.00 SCHOOLS CO -WIDE 0 dwl unit $1,384.00 1 $ 1,384.00 AMOUNT DUE $ 2,143.00 STATEMENT nI RECEIVED BY:Y.1'e le- f lkrre PLEASE PRINT NAME) NOTE TO RECEIVING SIGNATORY/APPLI ENSURE TIMELY PAYMENT MAY RESULT I DISTRIBUTION: 1-COUNTY 2-APPLICANT 3- 4- SIGNATURE: bw_' U 4ZL LURE TO NOTIFY OWNER AND BILITY FOR THE FEE. **** NOTE** PERSONS ARE ADVISED THAT THIS IS 'Al STATEMENT OF FEES WHICH ARE DUE AND PAYABLE PRIOR TO ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTSjOF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATIONS OF THE ,ROA LIBRARY SYSTEM AND/OR EDUCATIONAL (SCHOOL) IMPACT FEES MUST E`, ,tEXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR OF THE RECEIVING SIGNATURE DATE ABOVE, BUT NOT LATER THAN, FICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST FEET 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 G2771; (407) 665-7474. PAYMENT SHOULD BE MADE TO: CITY OF 'JANFORD BUILDING DEPARTMENT 300 NORT , PAO%K AVENUE SANFORD. AFL. *,2771 t 5a';' PAYMENT SHOULD BE BY CHECK OR MONEY 0, :"*,AND SHOULD REFERENCE THE STATEMENT NUMBER AND CITY BUILDINGF.MIT NUMBER AT THE TOP LEFT OF THE NOTICE. THIS STATEMENT IS VALID ONLY IN CONJUN ISSUANCE OF A*** SINGLE FAMILY BUILDING **************** Cz o +- 0 U=p, V) 00 t rqWkn G1, er. Lot Number: us: Address: Truss Fabricator:EAST COAST LUMBER- PLANT #1 Job Reference:SB12CFL - ENGLE/SB12CFUM#4153/FLOORII ROBBINS P.o. Bex 280055 Engineering Index SheetTampa. FL 33682-0055 ENGINEERING, INC. Phone: (813)972-1135 Index Page 1 of 1 Job Number Date FBC - 2004 Chapter 16 and 23 Specification Quantity T06030424 03/06/2006 24 A Professional Engineer's seal affixed to this Index Sheet indicates the acceptance of Professional EngineeringresponsibilitiesforIndividualtrusscomponentsfabricatedinaccordancewiththelistedandattachedTrussSpecification eetsSh. Determination as to the suitability of these individual truss components for any structure is the responsibllty of the Building Designer, as defined in ANSI/TPI 1-1995, Section 2.2. Permanent files of the original Truss Speclficstion Sheet are maintained by Robbins Engineering, Inc. Questions regarding this Index Sheet and/or the attached Specification Sheets maybedirectedtothetrussfabricatorlistedaboveorRobbinsEngineering, Inc. (Sofware - Online Plus) Date Mark t 103/06/061 FG15 5 103/06/061 FT1 9 03/06/06 FT4 -71 13 03/06/06 FT7 17 103106/061 FT1 t 21 103/06/061 FT16 Date Mark 2 03/06/06 FG17 6 1 03I06/06 FT2 10 103/061061 FT4A 14 103/06/061 FT6 18 03/06/06 FT 12 22 03/O6/O6 FT18 Date Mark 3 03/0 6 FG20 7 03/06/06 F73 11 03/06/06 FTS 15 1031061061 7FTT71 19 103/06/061 FT13 23 03/06/O6 FT19 Date Mark 4 103/06/06F FG21 8 103/06/061 FT3A 12 103/061061 FT6 16 103/06/061 FT10 20 103/06/061 FT14 24 103/06/061 FT23 p w a v wE Cl." OF sjHfOWD Index Page 1 of 1 Standard Loadin T.C. Live 40 psf T.0 Dead 10 psf B.0 Live 0 psf B.C. Dead 5 psfTotal55psf Notes: Refer to individual truss design drawings for special loading conditions. Truss Design Engineer: Philip J. O'Regan License #: 58126 Address: P.O. Box 280055, Tampa. FL 33682 M st u y P``Q . 0 ilv GENS '• • No. 58126 T n •. ZOR10' 01YAo 6E•c• Date Sealed: 3/6/2006 Index Page 1 of 1 Permit Number: Lot Number: Miscellaneous: Address: The information in this box is for administrative purposes only and is not part of the engineering review. Truss Fabricator:EAST COAST LUMBER- PLANT #1 Job Reference:SB12CLR - ENGLE/SBI2CLR/M#4153/LO-TRUSS I ROBBINS I P.O. Box 280055 Engineering Index SheetTampa, FL 33682-0055 ENGINEERING, INC. Phone: (813) 972-1135 Index Page 1 of 1 Job Number Date FBC - 2004 Chapter 16 and 23 Specification Quantity T06030404 03/03/2006 12 A Professional Engineers seal affixed to this Index Sheet indicates the acceptance of Professional Engineering responsibilities for individual truss components fabricated in accordance with the listed and attached Truss Specification Sheets. Determination as to the suitability of these individual truss components for any structure is the responsibilty of the Building Designer, as defined in ANSUTPI 1-1995, Section 2.2. Permanent files of the original Truss Specificstion Sheet aremaintainedbyRobbinsEngineering, Inc. Questions regarding this Index Sheet and/or the attached Specification Sheets may be directed to the truss fabricator listed above or Robbins Engineering, Inc. (Sofware - Online Plus) Date Mark 1 103/03/061 H 15 5 03/03/06 M21 9 103/031061 GE22 Date Mark 2 103/031061 H 16 6 103/03/061 G23 10 03/03/06 M24 Date Mark 3 03/03/06 T19 7 103103/061 H25 11 03/03/06 MV7 Date Mark 4 03/03/06 G20 8 103103/061 H26 12 03/03/06 W Standard Loadina: T.C. Live 20 psf T.0 Dead 15 psf B.0 Live 0 psf B.C. Dead 5 psf Total 40 psf ANSI/ASCE 7-02 Wind Speed - 120 mph Mean Roof Ht. - 15 ft. Exposure Catergory - B Occupan cyFactor- 1.00 MWFRS Enclosed Notes: Refer to individual truss design drawings for special loading conditions. Truss Design Engineer: Thomas A. Albani License #: 39380 Address: P.O. Box 280055. Tampa, FL 33682 Index Page 1 of 1 Permit Number: Lot Number: Miscellaneous: Address: The information in this box is for administrative purposes only and is not part of the engineering review. Truss Fabricator:EAST COAST LUMBER- PLANT #1 Job Reference:SB12CUR - ENGLE/SBI2CUR/M#4153/JACKS ROBBINS f .O. Box 280055 Tampa, FL 33682-0055 Engineering Index Sheet ENGINEERING, INC. Phone: (813) 972-1135 Index Page 1 of 1 Job Number Date FBC - 2004 Chapter 16 and 23 Specification Quantity T06030394 03/03/2006 26 A Professional Engineer's seal affixed to this Index Sheet indicates the acceptance of Professional EngineeringresponsibilitiesforIndividualtrusscomponentsfabricatedinaccordancewiththelistedandattachedTrussSpecification Sheets. Determination as to the suitability of these individual truss components for any structure is the responsibilty of the Building Designer, as defined in ANSI/TPI 1-1995, Section 2.2. Permanent files of the original Truss Speclficstion SSheet aremaintainedbyRobbinsEngineering, Inc. Questions regarding this Index Sheet and/or the attached Specification Sheets may be directed to the truss fabricator listed above or Robbins Engineering, Inc. (Sofware - Online Plus) Date Mark 1 1 103/03/061 H1 I 5 03/03/06 HS 9 103/03/061 T9 13 03/03/06 T13 17 103/03/061 MV6 21 103/03/061 HJ3 25 103/03/061 CJ3 Date Mark 1 2 103/03/061 H2 I 6 03/03/06 H6 10 03/03/06 H10 14 JOT/0-3/061 7G14 16 103103/O6 MV4 22 103/03/061 EJ7 26 1 03/03106 CJ 1 Date Mark 3 03/03/06 H3 7 03/03/06 H7 11 03/03/06 H11 15 03/03/06 MV10 19 03/03/06 MV2 23 103/03/061 E.13 Date Mark 4 103103=61 H4 8 03/03/O6 H8 12103/03/06F7TTT71 16 03/03/06 MVB 20 03/03106 HJ7 24 103/03/061 CJ5 Standard Loadino: T.C. Live 20 psf T.0 Dead 15 psf B.0 Live 0 psf B.C. Dead 5 psf Total 40 psf ANSI/ASCE 7-02 Wind Speed - 120 mph Mean Roof Ht. - 25 ft. Exposure Catergory -B Occupancy Factor- 1.00 MWFRS Enclosed Notes: Refer to individual truss designdrawings for special loading conditions. Truss Desiggn Engineer: Michael S. Magid License p: 53681 Address: P.O. Box 280055, Tampa, FL 33682 GENSF•• ; No. S3681 •: t STAT00f i Fi 10•' ONAL F Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB12CFL FG21 1*2P FLAT 70800 10600 0 0 ENGLE/SBI2CFL/M#4153 HO 1-6-0 HO 1-6-0 TC 7-8-0 g7xl6,i N4x1O 2x4 a7xl6 G H 1-6-0 b"Eft D C g10x12 F E g10x12 4xl2 5x16 W:400 W:400 R:13737 R:6408 U:4069 U: 913 BC 7-8-0 7-8-0 ALL PLATES ARE LOCK20, H = PLATE SELECTED IN PLATE MONITOR Scale: 0.710" = 1' Robbins Engineering, Inc./Online Plus - Chocked for NonConcurront 200 Trusses Manufactured by: Lbs Moving Point Load applied East Coast Lumber Online Plus -- Version 18.0.014 at Panel Points and Mid -panel Analysis Conforms To: RUN DATE: 03-MAR-06 on BC FBC2004 2 COMPLETE TRUSSES REQUIRED. 2-Ply Truss • Jt React Uplft Size Req'd Fasten togothor in staggorod Lbs Lbs In-Sx In-Sx petto rn. (1/2" bolts -OR- D 13738 4069 4- 0 2- 7 SDS3 screws -OR- 10d nails CSI -Size- ----Lumber---- Hz = -49 as each layer is applied.) TC 0.67 2x 6 SP-N2 C 6408 913 4- 0 1- 2 Spacing (In) ---- BC 0.59 2x 6 SP-SS Hz = 50 Rows Nails Screws Bolts WB 0.32 2x 4 SP-#3 TC 2 3.5 9.5 0 EX D -A 2x 8 SP-SS Membr CSI P Lbs Axl-CSI-Bnd BC 2 12 24 0 EX A -F 2x 4 SP-SS Top Chords---------- WB 1 4 4 EX E -B 2x 4 SP-SS A -G 0.58 8416 C 0.10 0.48 Plus clusters of nails whore EX C -B 2x 8 SP-SS G -H 0.66 8424 C 0.10 0.56 shown. H -B 0.67 8424 C 0.10 0.57 Design chocked for LL on BC Brace truss as follows: Bottom Chords--------- per BOCA (section 1606.2.3), O.C. From To D -F 0.16 31 T 0.00 0.16 IBC/IRC-2003,and FBC 2004 TC Cont. 0- 0- 0 7- 8- 0 F -E 0.59 8416 T 0.36 0.23 section 1607.1), 20.0 psf. BC Cont. 0- 0- 0 7- 8- 0 E -C 0.18 31 T 0.00 0.18 Design chocked for 10 psf non- Webs ------------- concurrent LL on BC. Loading Live Dead psf) D -A 0.32 13181 C WindLd Prevent truss rotation at all TC 20.0 15.0 A -F 0.54 9204 T boaring locations. BC 0.0 5.0 F -G 0.31 3246 C This truss must be installed Total 20.0 20.0 40.0 G -E 0.02 133 T as shown. It cannot be Spacing 24.0" E -H 0.32 3335 C installed upsido-down. Lumber Duration Factor 1.25 E -B 0.54 9212 T NOTE: USER MODIFIED PLATES Plate Duration Factor 1.25 C -B 0.14 5825 C WindLd This design may have plates TC Fb=1.00 Fc=1.00 Ft=1.00 selected through a plate BC Fb=1.00 Fc=1.00 Ft=1.00 LL Dofl -0.06" in F -E L/999 monitor. TL Defl -0.09" in F -E L/922 Wind Loads - ANSI / ASCE 7-02 Load Case # 1 Standard Loading Shear // Grain in G -H 0.87 Truss is designed as a Main Lumbor Duration Factor 1.25 DL Dofl 0.00" at L/999 Wind-Forco Resistance System. Plato Duration Factor 1.25 Wind Speed: 120 mph plf - Live Dead From To Plates for each ply each face. Moan Roof Height: 25-0 TC V 40 30 0.0' 7.7' PLATING CONFORMS TO TPI. Exposure Category: B BC V 0 10 0.0 7.7' REPORTS: SBCCI 9761 Occupancy Factor : 1.00 TC V 0 110 0.0' 7.7' ROBBINS ENGINEERING, INC. Building Type: Enclosed TC V 220 220 1.3' 7.7' BASED ON SP LUMBER Zone location: Exterior BC V 100 100 0.0' 7.7' USING GROSS AREA TEST. TC Dead Load 7.0 psf TC V 4027 4027 0.3' CL-LB Plato - LOCK 20 Ga, Gross Area BC Dead Load 3.0 psf Plato - RHS 20 Ga, Gross Area Unbalanced Loads Chocked Load Case # 2 Nonstandard Load Jt Type Pit Size X Y JSI Load Factors = 1.00 and 0.00 Lumber Duration Factor 1.00 A# LOCK 7.Oxl6.0 0.8 1.2 0.93 Max comp. force 13181 Lbs Plate Duration Factor 1.00 G8 LOCK 4.Ox10.0 1.4 Ctr 0.53 Quality Control Factor 1.00 plf - Livo Dead From To B4 LOCK 7.Oxl6.0-0.8 1.4 0.87 TC V 80 20 0.0' 7.7' DB LOCK 10.0x12.0-1.2 2.4 0.93 FABRICATOR NOTES: BC V 0 10 0.0' 7.7' F LOCK 4.Oxl2.0-2.5 Ctr 0.95 1. EAST COAST LUMBER 6 SUPPLY TC V 0 110 0.0' 7.7' E LOCK 5.Oxl6.0 0.5 Ctr 0.94 F.M. HILPERT, P.E.#50477 TC V 440 165 1.3' 7.7' CH LOCK 10.0x12.0 1.1 2.3 0.41 5285 ST. LUCIE BLVD. BC V 200 75 0.0' 7.7' FORT PIERCE FL. 34946 TC V 440 165 0.0' 7.7' k = Plate Monitor used 2. !!!CAUTION!!! READ "SCSI-Bl TC V 4027 4027 0.3' CL-LB SUMMARY SHEET" BEFORE REFER TO ROBBINS ENG. GENERAL HANDLING , INSTALLING 6 NOTES AND SYMBOLS SHEET FOR BRACING TRUSSES. Plus 6 Wind Load Case(s) ADDITIONAL SPECIFICATIONS. 3. SEE ATTACHED DETAIL SHEET Plus 1 UBC LL Load Caso(s) FOR: 1-JACK NAILS. NOTES: 2-TBRACE. 3-BEARING BLOCK. Robbins Engineering. Inc./Online Plus" 0 1996-2005 Version 18.0.014 Engineering - Ponrail 3IN2006 12:41:43 PM Page 1 of 2 Job SB12CFL Mark FG21 Quan Type Span P1-H1 Left OH Right OH 1*2P FLAT 70800 10600 0 0 Engineering Co„r. ENGLE/SBI2CFL/M#4153 4. DESIGNER: JLW Robbins Engineering, Inc./Online Plus'. 0 1998.2005 Version 18.0.014 Engineering . Portrait 3/32006 12:41:43 PM Page 2 of 2 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB12CFL FTI 1 M100 240108 10600 0 0 ENGLE/SBI2CFL/M#4153 1-6-0 HO 1-6-0 TC 24-0-0 lx3 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 AC Y Z AA BB CC DD EE FF GG B lx4 1 3x4 lx4S2 lx4 lx4 lx4 lx4 lx4 lx4 HH II JJ KR LL MM NN HO 1-6-0 mOti ix3 lx4 lx4 00 E _ D X W v u T J K W Y v N M L n a 1 n x3 lx4 lx4 lx4 lx4 lx4 lx4 lx4S1 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 3x4 Common Diagonal: 1-2-8 24- 3- 0 BC 24-1-8 24-1-8 ALL PLATES ARE LOCK20 Scale: 0.262" = 1' Robbins Engineering, Inc./Online Plus-. U -T 0.23 0 T 0.00 0.23 LL LOCK 1.0x 4.0 Ctr-0.5 0.98 T -S 0.23 0 T 0.00 0.23 MM LOCK 1.0x 4.0 Ctr-0.5 0.98 Online Plus -- Version 18.0.014 S -R 0.22 0 T 0.00 0.22 NN LOCK 1.0x 4.0 Ctr-0.5 0.98 RUN DATE: 03-MAR-06 R -S1 0.14 0 T 0.00 0.14 00 LOCK 1.0x 4.0 Ctr-0.5 0.98 S1-Q 0.14 0 T 0.00 0.14 E LOCK 1.0x 4.0 Ctr-0.5 0.98 CSI -Size- ----Lumber---- Q -P 0.22 0 T 0.00 0.22 B LOCK 1.0x 4.0 Ctr 0.5 0.98 TC 0.07 4x 2 SP-#2 P -0 0.23 0 T 0.00 0.23 X LOCK 1.0x 4.0 Ctr 0.5 0.98 BC 0.23 4x 2 SP-#2 0 -N 0.23 0 T 0.00 0.23 W LOCK 1.0x 4.0 Ctr 0.5 0.98 WB 0.02 4x 2 SP-#3 N -M 0.23 0 T 0.00 0.23 V LOCK l.Ox 4.0 Ctr 0.5 0.98 M -L 0.23 0 T 0.00 0.23 U LOCK 1.0x 4.0 Ctr 0.5 0.98 Brace truss as follows: L -K 0.23 0 T 0.00 0.23 T LOCK 1.Ox 4.0 Ctr 0.5 0.90 O.C. From To K -J 0.23 0 T 0.00 0.23 S LOCK 1.0x 4.0 Ctr 0.5 0.98 TC Cont. 0- 0- 0 24- 1- 8 J -I 0.23 0 T 0.00 0.23 R LOCK 1.0x 4.0 Ctr 0.5 0.98 BC Cont. 0- 0- 0 24- 1- 8 I -H 0.23 0 T 0.00 0.23 Q LOCK 1.0x 4.0 Ctr 0.5 0.98 H -G 0.23 0 T 0.00 0.23 P LOCK 1.Ox 4.0 Ctr 0.5 0.98 Loading Live Dead (psf) Webs------------- O LOCK 1.0x 4.0 Ctr 0.5 0.98 TC 40.0 10.0 B -A 0.00 47 C N LOCK 1.Ox 4.0 Ctr 0.5 0.98 BC 0.0 5.0 X -Y 0.02 113 C M LOCK 1.0x 4.0 Ctr 0.5 0.98 Total 40.0 15.0 55.0 W -Z 0.02 105 C L LOCK 1.Ox 4.0 Ctr 0.5 0.98 Spacing 19.2" V -AA 0.02 106 C K LOCK 1.0x 4.0 Ctr 0.5 0.98 Lumber Duration Factor 1.00 U -BB 0.02 106 C J LOCK 1.0x 4.0 Ctr 0.5 0.98 Plato Duration Factor 1.00 T -CC 0.02 106 C I LOCK 1.Ox 4.0 Ctr 0.5 0.98 TC Fb=1.15 Fc=1.10 Ft=1.10 S -DD 0.02 106 C H LOCK 1.0x 4.0 Ctr 0.5 0.98 SC Fb=1.10 Fc=1.10 Ft=1.10 R -EE 0.02 106 C Q -FF 0.02 106 C Plus 1 UBC LL Load Casale) P -GG 0.02 106 C REFER TO ROBBINS ENG. GENERAL O -HH 0.02 106 C NOTES AND SYMBOLS SHEET FOR Checked for NonConcurrent 200 N -II 0.02 106 C ADDITIONAL SPECIFICATIONS. Lbs Moving Point Load applied M -JJ 0.02 106 C at Panel Points and Mid -panel L -KK 0.02 106 C NOTES: on BC K -LL 0.02 106 C Trusses Manufactured by: J -MM 0.02 106 C East Coast Lumber Jt React Uplft Size Req'd I -NN 0.02 106 C Analysis Conforms To: Lbs Lbs In-Sx In-Sx H -00 0.02 107 C FBC2004 Cont. Brg 0- 0- 0 to 24- 1- 8 G -E 0.00 42 C Design checked for LL on BC 2102 0 Hz = 0 per BOCA (section 1606.2.3), LL Dofl 0.00" in H -G L/999 IBC/IRC-2003,and FBC 2004 Membr CSI P Lbs Axl-CSI-Bnd TL Dofl 0.00" in G -G L/999 section 1607.1), 20.0 pef. Top Chords---------- Shear // Grain in G -G 0.32 Design checked for 10 psf non - A -Y 0.07 10 C 0.00 0.07 DL Dofl 0.00" at L/999 concurrent LL on BC. Y -Z 0.07 10 C 0.00 0.07 Prevent trues rotation at all Z -AA 0.06 10 C 0.00 0.06 Plates for each ply each face. bearing locations. AA -BB 0.06 10 C 0.00 0.06 PLATING CONFORMS TO TPI. This truss must be installed BB -CC 0.06 10 C 0.00 0.06 REPORTS: SBCCI 9761 as shown. It cannot be CC-DD 0.06 10 C 0.00 0.06 ROBBINS ENGINEERING, INC. installed upside-down. DD-EE 0.06 10 C 0.00 0.06 USING GROSS AREA TEST. Max comp. force 113 Lbs EE-FF 0.06 10 C 0.00 0.06 Plate - LOCK 20 Ga, Gross Area Quality Control Factor 1.25 FF-GG 0.06 10 C 0.00 0.06 Plate - RHS 20 Ga, Gross Area GG-HH 0.06 10 C 0.00 0.06 Jt Typo Plt Size X Y JSI FABRICATOR NOTES: HH-S2 0.06 10 C 0.00 0.06 A LOCK 1.0x 4.0 Ctr-0.5 0.98 1. EAST COAST LUMBER 6 SUPPLY S2-II 0.06 10 C 0.00 0.06 Y LOCK 1.Ox 4.0 Ctr-0.5 0.98 F.M. HILPERT, P.E.050477 II-JJ 0.06 10 C 0.00 0.06 Z LOCK 1.0x 4.0 Ctr-0.5 0.98 5285 ST. LUCIE BLVD. JJ-KK 0.06 10 C 0.00 0.06 AA LOCK 1.0x 4.0 Ctr-0.5 0.98 FORT PIERCE FL. 34946 KK-LL 0.06 10 C 0.00 0.06 BB LOCK 1.0x 4.0 Ctr-0.5 0.98 2. !!!CAUTION!!! READ "SCSI-B1 LL-MM 0.06 10 C 0.00 0.06 CC LOCK 1.0x 4.0 Ctr-0.5 0.98 SUMMARY SHEET" BEFORE MM-NN 0.06 10 C 0.00 0.06 DD LOCK 1.0x 4.0 Ctr-0.5 0.98 HANDLING , INSTALLING 6 NN-00 0.06 10 C 0.00 0.06 EE LOCK 1.Ox 4.0 Ctr-0.5 0.98 BRACING TRUSSES. 00-E 0.06 10 C 0.00 0.06 FF LOCK 1.0x 4.0 Ctr-0.5 0.98 3. SEE ATTACHED DETAIL SHEET Bottom Chords--------- GG LOCK 1.0x 4.0 Ctr-0.5 0.98 FOR: 1-JACK NAILS. B -X 0.21 0 T 0.00 0.21 HH LOCK 1.0x 4.0 Ctr-0.5 0.98 2-TBRACE. 3-BEARING BLOCK. X -W 0.23 0 T 0.00 0.23 II LOCK 1.0x 4.0 Ctr-0.5 0.98 4. DESIGNER: JLW W -V 0.23 0 T 0.00 0.23 JJ LOCK 1.0x 4.0 Ctr-0.5 0.98 V -U 0.23 0 T 0.00 0.23 KK LOCK 1.Ox 4.0 Ctr-0.5 0.98 Robbins Engineering, Inc./Online Plus- 0 1996.2005 Version 18.0.014 Engineering - Portrait Y32006 12:41:43 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB12CFL FT2 5 M150 240108 10600 0 0 ENGLE/SBI2CFL/M#4153 HO 1-6-0 HO 1-6-0 m0 9-0. 2-0-0 9-0 . 12- 1- 8 3x4 lx3 S2 lx3 4x4 4x4 3x3 3x3 3x3 lx4 lx4 3x3 3x3 3x3 4x4 4x4 E T U V W A C X Y Z AA H J F 1-6-0 G / I 2x3 S R Q P B D O N M L K 1x4 4x4 4x4 3x3 3x3 3x3 3x3 S1 3x3 3x3 4x4 4x4 j 20G-RHS-3x10 w:308 Common Diagonal: 1-3-0 W:308 R:1082 24- 3- 0 BC 12-1-8 12-0-0 44-1-8 EXCEPT AS SHOWN ALL PLATES ARE LOCK20 Scale: 0.260" = 1' Robbins Engineering, Inc./Online Plus- Bottom Chords--------- A LOCK 1.0x 4.0 Ctr-0.5 0.98 G -S 0.22 0 T 0.00 0.22 C LOCK 1.0x 4.0 Ctr-0.5 0.98 Online Plus -- Version 18.0.014 S -R 0.51 1837 T 0.12 0.39 Z LOCK 3.Ox 3.0-0.2 Ctr 1.00 RUN DATE: 03-MAR-06 R -Q 0.62 3180 T 0.22 0.40 AA LOCK 4.Ox 4.0 Ctr-0.5 0.90 Q -P 0.73 4140 T 0.68 0.05 H LOCK 4.Ox 4.0-0.8-0.5 0.98 CSI -Size- ----Lumber---- P -B 0.87 4690 T 0.57 0.30 S LOCK 4.Ox 4.0-0.8 0.5 1.00 TC 0.73 4x 2 SP-#2 B -D 0.89 4783 T 0.56 0.33 R LOCK 4.Ox 4.0 Ctr 0.5 0.90 BC 0.89 4x 2 SP-#1 D -S1 0.87 4690 T 0.57 0.30 Q LOCK 3.Ox 3.0-0.2 Ctr 1.00 WB 0.55 4x 2 SP-#3 S1-0 0.80 4690 T 0.77 0.03 N LOCK 3.Ox 3.0 0.2 Ctr 1.00 0 -N 0.73 4140 T 0.68 0.05 M LOCK 4.Ox 4.0 Ctr 0.5 0.90 Brace truss as follows: N -M 0.62 3180 T 0.22 0.40 L LOCK 4.Ox 4.0 0.8 0.5 1.00 O.C. From To M -L 0.51 1837 T 0.12 0.39 I LOCK 1.0x 4.0 Ctr 0.5 0.98 TC Cont. 0- 0- 0 24- 1- 8 L -I 0.25 0 T 0.00 0.25 BC Cont. 0- 0- 0 24- 1- 8 Webs ------------- G -E 0.21 1076 C REFER TO ROBBINS ENG. GENERAL Loading Live Dead (psf) E -S 0.55 1373 T NOTES AND SYMBOLS SHEET FOR TC 40.0 10.0 S -T 0.26 1322 C ADDITIONAL SPECIFICATIONS. BC 0.0 5.0 T -R 0.40 1011 T Total 40.0 15.0 55.0 R -U 0.19 983 C NOTES: Spacing 19.2" U -Q 0.29 727 T Trusses Manufactured by: Lumber Duration Factor 1.00 Q -V 0.14 699 C East Coast Lumber Plate Duration Factor 1.00 V -P 0.17 438 T Analysis Conforms To: TC Fb=1.15 Fc=1.10 Ft=1.10 P -W 0.09 490 C FBC2004 BC Fb=1.10 Fc=1.10 Ft=1.10 W -B 0.23 576 T Design checked for LL on BC B -A 0.06 336 C per BOCA (section 1606.2.3), Plus 2 Unbalanced Load Cases D -C 0.06 336 C IBC/IRC-2003,and FBC 2004 Plus 1 UBC LL Load Case(s) D -X 0.23 576 T section 1607.1), 20.0 psf. Plus 1 BC LL Load Case(s) X -0 0.09 490 C Design checked for 10 psf non- 0 -Y 0.17 438 T concurrent LL on BC. Checked for NonConcurrent 200 Y -N 0.14 699 C Provide 2X6 continuous Lbs Moving Point Load applied N -Z 0.29 727 T strongbacks (on edge) every at Panel Points and Mid -panel Z -M 0.19 983 C 10.0 Ft. Fasten to each on BC M -AA 0.40 1011 T truss w/ 3-16d nails at AA-L 0.26 1322 C truss member(s). Jt React Uplft Size Req'd L -H 0.55 1373 T This truss must be installed Lbs Lbs In-Sx In-Sx I -H 0.21 1076 C as shown. It cannot be G 1083 0 3- 8 1- 0 installed upside-down. I 1082 0 3- 8 1- 0 LL Defl -0.52" in B -D L/547 Max comp. force 4783 Lbs TL Defl -0.70" in B -D L/403 Quality Control Factor 1.25 Membr CSI P Lbs Axl-CSI-Bnd Shear // Grain in W -S2 0.28 Top Chords---------- DL Defl -0.27" at B L/999 FABRICATOR NOTES: E -T 0.26 948 C 0.00 0.26 1. EAST COAST LUMBER 6 SUPPLY T -U 0.32 2518 C 0.06 0.26 Plates for each ply each face. F.M. HILPERT, P.E.#50477 U -V 0.39 3669 C 0.22 0.17 PLATING CONFORMS TO TPI. 5285 ST. LUCIE BLVD. V -W 0.59 4419 C 0.34 0.25 REPORTS: SBCCI 9761 FORT PIERCE FL. 34946 W -S2 0.35 4783 C 0.25 0.10 ROBBINS ENGINEERING, INC. 2. !!!CAUTION!!! READ "SCSI-B1 S2-A 0.72 4783 C 0.12 0.60 USING GROSS AREA TEST. SUMMARY SHEET" BEFORE A -C 0.73 4783 C 0.12 0.61 Plate - LOCK 20 Gar Gross Area HANDLING , INSTALLING 6 C -X 0.73 4783 C 0.12 0.61 Plate - RHS 20 Ga, Gross Area BRACING TRUSSES. X -Y 0.59 4419 C 0.34 0.25 Jt Type Plt Size X Y JSI 3. SEE ATTACHED DETAIL SHEET Y -Z 0.39 3669 C 0.22 0.17 E LOCK 4.Ox 4.0 0.8-0.5 0.98 FOR: 1-JACK NAILS. Z -AA 0.32 2518 C 0.06 0.26 T LOCK 4.Ox 4.0 Ctr-0.5 0.90 2-TBRACE. 3-BEARING BLOCK. AA-H 0.26 948 C 0.00 0.26 U LOCK 3.Ox 3.0 0.2 Ctr 1.00 4. DESIGNER: JLW Robbins Engineering. Inc./Online Plus.. 0 1996.2005 Version 18.0.014 Engineering - Ponrait 3WO06 12:52:04 PM Pagel Job . Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB12CFL FT3 2 M150 231008 10600 0 0 ENGLE/SBI2CFL/M#4153 HO 1-6-0 HO 1-6-0 00 TC `a 2-0-0 9-0 11-10- 8 •- -- - 4x4 SPL lx3 4x6 4x4 3x3 3x3 V lx4 lx4 3x33x4 3x3 3x3 4x4 4x4 E S T U A C W AA X Y Z GI 1-6-0 F H 2x3 R Q P O B D N M L K J lx4 4x4 4x4 3x3 3x3 Sl 4x4 3x3 3x3 3x3 4x4 4x4 lx3 20G-RHS-3xlO Common Diagonal: 1-3-0 HGR W:400 R:1084 R:1073 24- 0- 0 BC 11-10-8 12-0-0 23-10-8 EXCEPT AS SHOWN ALL PLATES ARE LOCK20 Scale: 0.263" = 1' Robbins Engineering, Inc./Online Plus- F R 0.22 0 T 0.00 0.22 A LOCK l.Ox 4.0 Ctr-0.5 0.98 R Q 0.51 1862 T 0.12 0.39 C LOCK 1.0x 4.0 Ctr-0.5 0.98 Online Plus -- Version 18.0.014 Q P 0.62 3178 T 0.22 0.40 Y LOC." 3.Ox 3.0-0.2 Ctr 0.98 RUN DATE: 03-MAR-06 P O 0.72 4114 T 0.67 0.05 Z LOCK 4.Ox 4.0 Ctr-0.5 0.89 O S1 0.79 4646 T 0.76 0.03 G LOCK 4.Ox 4.0-0.8-0.5 0.97 CSI -Size- ----Lumber---- S1-B 0.85 4646 T 0.56 0.29 R LOCK 4.Ox 4.0-0.8 0.5 0.99 TC 0.76 4x 2 SP-#2 B D 0.89 4710 T 0.55 0.34 Q LOCK 4.Ox 4.0 Ctr 0.5 0.89 BC 0.89 4x 2 SP-#1 D N 0.87 4627 T 0.57 0.30 P LOCK 3.Ox 3.0-0.2 Ctr 0.97 WB 0.55 4x 2 SP-#3 N M 0.71 4093 T 0.67 0.04 B LOCK 4.Ox 4.0-0.5 0.5 0.67 M L 0.62 3149 T 0.22 0.40 M LOCK 3.Ox 3.0 0.2 Ctr 0.98 Brace truss as follows: L K 0.51 1821 T 0.12 0.39 L LOCK 4.Ox 4.0 Ctr 0.5 0.89 O.C. From To K H 0.23 0 T 0.00 0.23 K LOCK 4.Ox 4.0 0.8 0.5 0.99 TC Cont. 0- 0- 0 23-10- 8 Webs------------- H LOCK 1.Ox 4.0 Ctr 0.5 0.98 BC Cont. 0- 0- 0 23-10- 8 F E 0.11 593 C F E 0.11 593 C Loading Live Dead (psf) E R 0.55 1390 T REFER TO ROBBINS ENG. GENERAL TC 40.0 10.0 R S 0.26 1306 C NOTES AND SYMBOLS SHEET FOR BC 0.0 5.0 S Q 0.39 992 T ADDITIONAL SPECIFICATIONS. Total 40.0 15.0 55.0 Q T 0.19 965 C Spacing 19.2" T P 0.28 709 T NOTES: Lumber Duration Factor 1.00 P U 0.13 680 C Trusses Manufactured by: Plate Duration Factor 1.00 U O 0.17 441 T East Coast Lumber TC Fb=1.15 Fc=1.10 Ft=1.10 O V 0.10 506 C Analysis Conforms To: BC Fb=1.10 Fc=1.10 Ft=1.10 V B 0.24 620 T FBC2004 B A 0.08 408 C Design checked for LL on BC Plus 2 Unbalanced Load Cases D C 0.06 324 C per BOCA (section 1606.2.3), Plus 1 UBC LL Load Case(s) D W 0.22 555 T IBC/IRC-2003,and FBC 2004 Plus 1 BC LL Load Case(s) W N 0.09 478 C section 1607.1), 20.0 psf. N X 0.17 429 T Design checked for 10 psf non - Checked for NonConcurrent 200 X M 0.13 688 C concurrent LL on BC. Lbs Moving Point Load applied M Y 0.28 715 T Provide 2X6 continuous at Panel Points and Mid -panel Y L 0.19 972 C strongbacks (on edge) every on BC L Z 0.40 1000 T 10.0 Ft. Fasten to each Z K 0.26 1310 C truss w/ 3-16d nails at Jt React Uplft Size Req'd K G 0.54 1361 T truss member(s). Lbs Lbs In-Sx In-Sx H G 0.21 1067 C This truss must be installed F 1085 0 3- 8 1- 0 as shown. It cannot be H 1073 0 4- 0 1- 0 LL Defl -0.50" in B D L/557 installed upside-down. TL Defl -0.68" in B D L/411 Max comp, force 4710 Lbs Membr CSI P Lbs Axl-CSI-Bnd Shear Grain in V A 0.37 Quality Control Factor 1.25 Top Chords---------- DL Defl -0.27" at D L/999 E -S 0.28 983 C 0.01 0.27 FABRICATOR NOTES: S -T 0.33 2529 C 0.06 0.27 Plates for each ply each face. 1. EAST COAST LUMBER 6 SUPPLY T -U 0.40 3656 C 0.22 0.18 PLATING CONFORMS TO TPI. F.M. HILPERT, P.E.#50477 U -V 0.58 4382 C 0.34 0.24 REPORTS: SBCCI 9761 5285 ST. LUCIE BLVD. V -A 0.76 4710 C 0.12 0.64 ROBBINS ENGINEERING, INC. FORT PIERCE FL. 34946 A -C 0.76 4710 C 0.12 0.64 USING GROSS AREA TEST. 2. !!!CAUTION!!! READ 11SCSI-B1 C -W 0.68 4710 C 0.11 0.57 Plate LOCK 20 Ga, Gross Area SUMMARY SHEET" BEFORE W -AA 0.31 4366 C 0.20 0.11 Plate RHS 20 Ga, Gross Area HANDLING , INSTALLING 6 AA-X 0.57 4366 C 0.33 0.24 Jt Type Plt Size X Y JSI BRACING TRUSSES. X -Y 0.38 3630 C 0.21 0.17 E LOCK 4.Ox 6.0 Ctr-0.5 0.95 3. SEE ATTACHED DETAIL SHEET Y -Z 0.32 2494 C 0.06 0.26 S LOCK 4.Ox 4.0 Ctr-0.5 0.89 FOR: 1-JACK NAILS. Z -G 0.26 940 C 0.00 0.26 T LOCK 3.Ox 3.0 0.2 Ctr 0.97 2-TBRACE. 3-BEARING BLOCK. Bottom Chords--------- V LOCK 4.Ox 4.0-0.4-0.5 0.68 4. DESIGNER: JLW Robbins Engineering, Inc./Online Plus'" 0 1996.2005 Version 18.0.014 Engineering Portrait 31=006 12:52:04 PM Pagel Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB12CFL FT3A 2 M100 230808 10600 0 0 ENGLE/SBI2CFL/M#4153 HO 1-6-0 a a HO 1-6-0 TC 00W . 2-0-0 0 0 0 0 11-10- 8 5x6 4x4 4x4 3x3 3x64x4 lx4 lx4 4x4 3x3 4x4 4x4 Sx6 A Q R S S2 T E G U V W X C 1-6-0 B D 2x3 P 0 N M F H L K J 2x3I 5x6 4x4 4x4 3x3 4x4 4x4 3x3 4x4 4x4 5x6 Sl HGR 20G-RHS-3xlO W:308 R:1343 Common Diagonal: 1-3-0 R:1344 BC* 11-10-8 11-10-0 23-8-8 EXCEPT AS SHOWN ALL PLATES ARE LOCK20 Scale: 0.266" = 1' Robbins Engineering, Inc./Online Plus'" B P 0.14 0 T 0.00 0.14 E LOCK 1.0x 4.0 Ctr-0.5 0.98 P 0 0.34 2304 T 0.09 0.25 G LOCK 1.0x 4.0 Ctr-0.5 0.98 Online Plus -- Version 18.0.014 0 N 0.45 3921 T 0.42 0.03 U LOCK 4.Ox 4.0 Ctr-0.5 0.65 RUN DATE: 03-MAR-06 N M 0.58 5074 T 0.54 0.04 W LOCK 4.Ox 4.0 Ctr-0.5 0.77 M F 0.71 5713 T 0.45 0.26 X LOCK 4.Ox 4.0-0.2-0.5 0.99 CSI -Size- ----Lumber---- F H 0.72 5781 T 0.44 0.28 C LOCK 5.Ox 6.0 Ctr-1.0 0.96 TC 0.92 4x 2 SP-#2 H S1 0.70 5628 T 0.45 0.25 P LOCK 5.Ox 6.0 Ctr 1.0 0.96 BC 0.72 4x 2 SP-SS S1-L 0.96 5628 T 0.92 0.04 O LOCK 4.Ox 4.0-0.2 0.5 0.99 EX S1-D 4x 2 SP-#1 L K 0.89 5069 T 0.83 0.06 N LOCK 4.Ox 4.0 Ctr 0.5 0.78 WB 0.68 4x 2 SP-#3 K J 0.68 3929 T 0.64 0.04 F LOCK 4.Ox 4.0-0.5 0.5 0.80 J I 0.53 2304 T 0.14 0.39 H LOCK 4.Ox 4.0 0.5 0.5 0.61 Brace truss as follows: I D 0.23 0 T 0.00 0.23 K LOCK 4.Ox 4.0 Ctr 0.5 0.77 O.C. From To Webs------------- J LOCK 4.Ox 4.0 0.2 0.5 0.99 TC Cont. 0- 0- 0 23- 8- 8 B A 0.14 734 C I LOCK 5.Ox 6.0 Ctr 1.0 0.96 BC Cont. 0- 0- 0 23- 8- 8 B A 0.14 734 C A P 0.68 1720 T Loading Live Dead (psf) P Q 0.32 1617 C REFER TO ROBBINS ENG. GENERAL TC 40.0 10.0 Q 0 0.49 1223 T NOTES AND SYMBOLS SHEET FOR BC 0.0 5.0 0 R 0.23 1189 C ADDITIONAL SPECIFICATIONS. Total 40.0 15.0 55.0 R N 0.34 869 T Spacing 24.0" N S 0.16 834 C NOTES: Lumber Duration Factor 1.00 S M 0.21 538 T Trusses Manufactured by: Plate Duration Factor 1.00 M T 0.12 617 C East Coast Lumber TC Fb=1.15 Fc=1.10 Ft=1.10 T F 0.29 739 T Analysis Conforms To: BC Fb=1.10 Fc=1.10 Ft=1.10 F E 0.09 475 C FBC2004 H G 0.07 385 C Design checked for LL on BC Plus 2 Unbalanced Load Cases H U 0.29 724 T per BOCA (section 1606.2.3), Plus 1 UBC LL Load Case(s) U L 0.10 533 C IBC/IRC-2003,and FBC 2004 Plus 1 BC LL Load Case(s) L V 0.21 536 T section 1607.1), 20.0 psf. V K 0.16 829 C Design checked for 10 psf non - Checked for NonConcurrent 200 K W 0.34 865 T concurrent LL on BC. Lbs Moving Point Load applied W J 0.24 1190 C Provide 2X6 continuous at Panel Points and Mid -panel J X 0.49 1225 T strongbacks (on edge) every on BC X 1 0.32 1617 C 10.0 Ft. Fasten to each I C 0.68 1720 T truss w/ 3-16d nails at it React Uplft Size Req'd D C 0.14 734 C truss member(s). Lbs Lbs In-Sx In-Sx D C 0.14 734 C This truss must be installed B 1344 0 3- 8 1- 0 as shown. It cannot be D 1344 0 3- 8 1- 0 LL Defl -0.59" in F H L/468 installed upside-down. TL Defl -0.80" in F H L/346 Max comp. force 5781 Lbs Membr CSI P Lbs Axl-CSI-Bnd Shear Grain in T E 0.44 Quality Control Factor 1.25 Top Chords---------- DL Defl -0.31" at F L/890 A -Q 0.35 1216 C 0.01 0.34 FABRICATOR NOTES: Q -R 0.44 3127 C 0.10 0.34 Plates for each ply each face. 1. EAST COAST LUMBER 6 SUPPLY R -S 0.57 4512 C 0.33 0.24 PLATING CONFORMS TO TPI. F.M. HILPERT, P.E.#50477 S -S2 0.85 5397 C 0.51 0.34 REPORTS: SBCCI 9761 5285 ST. LUCIE BLVD. S2-T 0.53 5397 C 0.51 0.02 ROBBINS ENGINEERING, INC. FORT PIERCE FL. 34946 T -E 0.92 5781 C 0.18 0.74 USING GROSS AREA TEST. 2. !!!CAUTION!!! READ "SCSI-B1 E -G 0.92 5781 C 0.18 0.74 Plate LOCK 20 Ga, Gross Area SUMMARY SHEET" BEFORE G -U 0.88 5781 C 0.18 0.70 Plate RHS 20 Ga, Gross Area HANDLING , INSTALLING 6 U -V 0.63 5408 C 0.43 0.20 Jt Type Plt Size X Y JSI BRACING TRUSSES. V -W 0.61 4511 C 0.34 0.27 A LOCK 5.0x 6.0 Ctr-1.0 0.96 3. SEE ATTACHED DETAIL SHEET W -X 0.44 3128 C 0.10 0.34 Q LOCK 4.Ox 4.0 0.2-0.5 0.99 FOR: 1-JACK NAILS. X -C 0.35 1216 C 0.01 0.34 R LOCK 4.Ox 4.0 Ctr-0.5 0.78 2-TBRACE. 3-BEARING BLOCK. Bottom Chords--------- T LOCK 4.Ox 4.0-0.4-0.5 0.81 4. DESIGNER: JLW Robbins Engineering, Inc./Online Plus" 0 1996.2005 Version 18.0.014 Engineering . Portrait 3/3I2006 12:52:05 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB12CFL FRA 4 M100 210708 10600 0 0 ENGLE/SBI2CFL/M#4153 HO 1-6-0 HO 1-6-0 TC 11-0. 2-0-0 .10-410-4 9- 9- 8 SPL 5x6 4x4 3x3 4x4 lx4 lx4 3x3 3x43x3 3x3 4x4 5x6 A P Q R E G S W T U V C 1-6-0 B D 2x3 O N M F H L K J I 2x3 5x6 4x4 3x3 Sl 4x4 3x3 3x3 3x3 4x4 5x6 HGR 20G-RHS-3x10 W:308 R:1233 Common Diagonal: 1-3-0 R:1225 BC* 9-9-8 11-10-0 21-7-8 EXCEPT AS SHOWN ALL PLATES ARE LOCK20 Scale: 0.290" = 1' Robbins Engineering, Inc./Online Plus- Bottom Chords--------- G LOCK 1.0x 4.0 Ctr-0.5 0.98 B 0 0.22 0 T 0.00 0.22 U LOCK 3.Ox 3.0-0.2 Ctr 0.96 Online Plus -- Version 18.0.014 0 N 0.52 2093 T 0.13 0.39 V LOCK 4.Ox 4.0 Ctr-0.5 0.95 RUN DATE: 03-MAR-06 N M 0.66 3517 T 0.58 0.08 C LOCK 5.Ox 6.0 Ctr-1.0 0.87 M S1 0.80 4466 T 0.73 0.07 0 LOCK 5.Ox 6.0 Ctr 1.0 0.87 CSI -Size- ----Lumber---- Sl-F 0.67 4466 T 0.33 0.34 N LOCK 4.Ox 4.0 Ctr 0.5 0.97 TC 0.84 4x 2 SP-#1 F H 0.72 4772 T 0.38 0.34 M LOCK 3.Ox 3.0-0.2 Ctr 0.95 EX W -C 4x 2 SP-#2 H L 0.74 4782 T 0.40 0.34 F LOCK 4.Ox 4.0-0.5 0.5 0.69 BC 0.80 4x 2 SP-#1 L K 0.49 4415 T 0.47 0.02 K LOCK 3.Ox 3.0 0.2 Ctr 0.96 EX S1-D 4x 2 SP-SS K J 0.41 3488 T 0.15 0.26 J LOCK 4.Ox 4.0 Ctr 0.5 0.95 WB 0.62 4x 2 SP-#3 J I 0.33 2078 T 0.08 0.25 I LOCK 5.Ox 6.0 Ctr 1.0 0.87 I D 0.16 0 T 0.00 0.16 Brace truss as follows: Webs ------------- O.C. From To B A 0.13 673 C REFER TO ROBBINS ENG. GENERAL TC Cont. 0- 0- 0 21- 7- 8 B A 0.13 673 C NOTES AND SYMBOLS SHEET FOR BC Cont. 0- 0- 0 21- 7- 8 A 0 0.62 1562 T ADDITIONAL SPECIFICATIONS. 0 P 0.29 1469 C Loading Live Dead (psf) P N 0.43 1082 T NOTES: TC 40.0 10.0 N Q 0.20 1034 C Trusses Manufactured by: BC 0.0 5.0 Q M 0.27 691 T East Coast Lumber Total 40.0 15.0 55.0 M R 0.14 716 C Analysis Conforms To: Spacing 24.0" R F 0.34 850 T FBC2004 Lumber Duration Factor 1.00 F E 0.09 454 C Design checked for LL on BC Plate Duration Factor 1.00 H G 0.06 266 C per BOCA (section 1606.2.3), TC Eb=1.15 Fc=1.10 Ft=1.10 H S 0.19 487 T IBC/IRC-2003,and FBC 2004 BC Fb=1.10 Fc=1.10 Ft=1.10 S L 0.07 383 C section 1607.1), 20.0 psf. L T 0.16 413 T Design checked for 10 psf non - Plus 2 Unbalanced Load Cases T K 0.13 676 C concurrent LL on BC. Plus 1 UBC LL Load Case(s) K U 0.28 701 T Provide 2X6 continuous Plus 1 BC LL Load Case(s) U J 0.20 1029 C strongbacks (on edge) every J V 0.42 1066 T 10.0 Ft. Fasten to each Checked for NonConcurrent 200 V I 0.29 1457 C truss w/ 3-16d nails at Lbs Moving Point Load applied I C 0.62 1553 T truss member(s). at Panel Points and Mid -panel D C 0.13 669 C This truss must be installed on BC D C 0.13 669 C as shown. It cannot be installed upside-down. it React Uplft Size Req'd LL Defl 0.45" in H -L L/564 Max comp. force 4772 Lbs Lbs Lbs In-Sx In-Sx TL Defl 0.61" in H -L L/417 Quality Control Factor 1.25 B 1233 0 3- 8 1- 0 Shear Grain in Sl-F 0.47 D 1226 0 3- 8 1- 0 DL Defl 0.24" at H L/999 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY Membr CSI P Lbs Axl-CSI-Bnd Plates for each ply each face. F.M. HILPERT, P.E.#50477 Top Chords---------- PLATING CONFORMS TO TPI. 5285 ST. LUCIE BLVD. A -P 0.28 1104 C 0.01 0.27 REPORTS: SBCCI 9761 FORT PIERCE FL. 34946 P -Q 0.33 2821 C 0.06 0.27 ROBBINS ENGINEERING, INC. 2. !!!CAUTION!!! READ "SCSI-81 Q -R 0.47 3982 C 0.23 0.24 USING GROSS AREA TEST. SUMMARY SHEET" BEFORE R -E 0.84 4772 C 0.10 0.74 Plate LOCK 20 Ga, Gross Area HANDLING , INSTALLING 6 E -G 0.84 4772 C 0.10 0.74 Plate RHS 20 Ga, Gross Area BRACING TRUSSES. G -S 0.67 4772 C 0.10 0.57 it Type Plt Size X Y JSI 3. SEE ATTACHED DETAIL SHEET S -W 0.37 4656 C 0.25 0.12 A LOCK 5.Ox 6.0 Ctr-1.0 0.87 FOR: 1-JACK NAILS. W -T 0.43 4656 C 0.23 0.20 P LOCK 4.Ox 4.0 Ctr-0.5 0.97 2-TBRACE. 3-BEARING BLOCK. T -U 0.52 3960 C 0.27 0.25 Q LOCK 3.Ox 3.0 0.2 Ctr 0.95 4. DESIGNER: JLW U -V 0.42 2796 C 0.08 0.34 R LOCK 4.Ox 4.0 Ctr-0.5 0.76 V -C 0.35 1098 C 0.01 0.34 E LOCK 1.0x 4.0 Ctr-0.5 0.98 Robbins Engineering, Inc./Online Plus- 0 1996.2D05 Version 18.0.014 Engineering Portrait 3/32006 12:52:06 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB12CFL FT4 3 M150 210908 10600 0 0 ENGLE/SBI2CFL/M#4153 HO 1-6-0 HO 1-6-0 TC 11-0 2-0-0 9-0 9- 9- 8 lx3 5x6 4x4 3x3 4x4 lx4 lx4 3x3 3x4 3x3 3x4 4x4 5x4 E R S T A C U S2 V W X G I 1-6-0rZF H 2x3 Q P O B D N M L R J lx4 5x6 4x4 3x3 4x4 3x3 3x3 3x3 4x4 5x6 lx3S1 20G-RHS-3x10 Common Diagonal: 1-3-0 HGR W:400 R:1246 R:1223 21-11- 0 BC 9-9-8 12-0-0 21-9-8 EXCEPT AS SHOWN ALL PLATES ARE LOCK20 Scale: 0.288" = V Online Plus -- Version 18.0.014 RUN DATE: 03-MAR-06 CSI -Size- ----Lumber---- TC 0.89 4x 2 SP-#1 EX S2-G 4x 2 SP-#2 BC 0.82 4x 2 SP-#1 EX S1-H 4x 2 SP-SS WB 0.63 4x 2 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 21- 9- 8 BC Cont. 0- 0- 0 21- 9- 8 Loading Live Dead (psf) TC 40.0 10.0 BC 0.0 5.0 Total 40.0 15.0 55.0 Spacing 24.0" Lumber Duration Factor 1.00 Plate Duration Factor 1.00 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 2 Unbalanced Load Cases Plus 1 UBC LL Load Case(s) Plus 1 BC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx B 1246 0 3- 8 1- 0 H 1224 0 4- 0 1- 0 Robbins Engineering, Inc./Online Plus' X -G 0.34 1062 C 0.01 0.33 Bottom Chords --------- F -Q 0.22 0 T 0.00 0.22 Q -P 0.52 2118 T 0.13 0.39 P -0 0.66 3565 T 0.58 0.08 O -S1 0.82 4539 T 0.74 0.08 S1-B 0.69 4539 T 0.34 0.35 B -D 0.74 4863 T 0.39 0.35 D -N 0.74 4906 T 0.41 0.33 N -M 0.50 4472 T 0.48 0.02 M -L 0.41 3503 T 0.15 0.26 L -K 0.33 2058 T 0.08 0.25 K -H 0.15 0 T 0.00 0.15 Webs ------------- F -E 0.13 680 C F -E 0.13 680 C E -Q 0.63 1580 T Q -R 0.30 1487 C R -P 0.44 1099 T P -S 0.21 1051 C S -O 0.28 707 T 0 -T 0.14 737 C T -B 0.35 879 T B -A 0.09 475 C D -C 0.09 269 C D -U 0.18 459 T U -N 0.08 433 C N -V 0.16 414 T V -M 0.14 708 C M -W 0.29 731 T W -L 0.21 1054 C L -X 0.43 1092 T X -K 0.29 1480 C K -G 0.61 1539 T H -G 0.24 1216 C LL Defl -0.47" in D -N L/540 TL Defl -0.64" in D -N L/398 Shear // Grain in S1-B 0.48 DL Defl -0.25" at D L/999 Membr CSI P Lbs Axl-CSI-Bnd Plates for each ply each face. Top Chords---------- PLATING CONFORMS TO TPI. E R 0.28 1117 C 0.01 0.27 REPORTS: SBCCI 9761 R S 0.33 2858 C 0.06 0.27 ROBBINS ENGINEERING, INC. S T 0.49 4041 C 0.24 0.25 USING GROSS AREA TEST. T A 0.89 4863 C 0.11 0.78 Plate - LOCK 20 Ga, Gross Area A C 0.89 4863 C 0.11 0.78 Plate - RHS 20 Ga, Gross Area C U 0.74 4863 C 0.11 0.63 Jt Type Plt Size X Y JSI U S2 0.54 4714 C 0.32 0.22 E LOCK 5.0x 6.0 Ctr-1.0 0.88 S2-V 0.48 4714 C 0.24 0.24 R LOCK 4.Ox 4.0 Ctr-0.5 0.98 V w 0.48 3995 C 0.26 0.22 S LOCK 3.Ox 3.0 0.2 Ctr 0.97 W X 0.41 2793 C 0.08 0.33 T LOCK 4.Ox 4.0 Ctr-0.5 0.79 A LOCK 1.0x 4.0 Ctr-0.5 0.98 C LOCK 1.0x 4.0 Ctr-0.5 0.98 X LOCK 4.Ox 4.0 Ctr-0.5 0.98 G LOCK 5.Ox 4.0-0.8-1.0 0.93 Q LOCK 5.Ox 6.0 Ctr 1.0 0.88 P LOCK 4.Ox 4.0 Ctr 0.5 0.98 O LOCK 3.Ox 3.0-0.2 Ctr 0.97 B LOCK 4.Ox 4.0-0.5 0.5 0.72 M LOCK 3.Ox 3.0 0.5 Ctr 0.93 L LOCK 4.Ox 4.0 Ctr 0.5 0.98 R LOCK 5.Ox 6.0 Ctr 1.0 0.86 H LOCK 1.0x 4.0 Ctr 0.5 0.98 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Provide 2X6 continuous strongbacks (on edge) every 10.0 Ft. Fasten to each truss w/ 3-16d nails at truss member(s). This truss must be installed as shown. It cannot be installed upside-down. Max comp. force 4863 Lbs Quality Control Factor 1.25 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Robbins Engineering. Inc./Online Plus" 0 1996.2005 Version 18.0.014 Engineering - Portrait 3132006 12:52:05 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB12CFL FT7 1 M150 191104 10600 0 0 ENGLE/SBI2CFL/M#4153 RO 1-6-0 HO 1-6-0 TC •9-11. 2-0-0 9-0 9-1, lx3 9- 8- 3 SPL I 4x6 4x4 3x3 4x4 lx4 3x3 3x4 3x3 3x3 4x4 4x4 E R S T A C X U v w G 1-6-0 F H 2x3 Q P O S1 B D N M L K J lx4 nsl 5x4 4x4 3x3 3x6 4x4 lx4 3x3 3x3 4x4 5x4 Common Diagonal: 1-3-0 w:400 w:9A9 R:1141 R:1124 20- 0-12 BC 9-8-3 10-3-1 19-11-4 ALL PLATES ARE LOCK20 Scale: 0.313" = 1' Robbins Engineering, Inc./Online P1us- W -G 0.34 968 C 0.01 0.33 A LOCK 1.0x 4.0 Ctr-0.5 0.98 Bottom Chords--------- W LOCK 4.Ox 4.0 Ctr-0.5 0.86 Online Plus -- Version 18.0.014 F -Q 0.27 0 T 0.00 0.27 G LOCK 4.Ox 4.0-0.8-0.5 1.00 RUN DATE: 03-MAR-06 Q -P 0.64 1918 T 0.16 0.48 Q LOCK 5.Ox 4.0-0.5 1.0 0.95 P -O 0.76 3176 T 0.27 0.49 P LOCK 4.Ox 4.0 Ctr 0.5 0.85 CSI -Size- ----Lumber---- O -S1 0.86 3952 T 0.82 0.04 B LOCK 4.Ox 4.0-0.5 0.5 0.60 TC 0.76 4x 2 SP-#2 S1-B 0.85 3952 T 0.44 0.41 D LOCK 1.0x 4.0 Ctr 0.5 0.98 BC 0.86 4x 2 SP-#2 B -D 0.94 4124 T 0.49 0.45 L LOCK 4.Ox 4.0 Ctr 0.5 0.86 EX Sl-H 4x 2 SP-#1 D -N 0.94 4124 T 0.49 0.45 K LOCK 5.Ox 4.0 0.5 1.0 0.93 WB 0.57 4x 2 SP-#3 N -M 0.68 3920 T 0.64 0.04 H LOCK 1.0x 4.0 Ctr 0.5 0.98 M -L 0.61 3142 T 0.21 0.40 Brace truss as follows: L -K 0.51 1873 T 0.12 0.39 O.C. From To K -H 0.23 0 T 0.00 0.23 REFER TO ROBBINS ENG. GENERAL TC Cont. 0- 0- 0 19-11- 4 Webs------------- NOTES AND SYMBOLS SHEET FOR BC Cont. 0- 0- 0 19-11- 4 F -E 0.12 623 C ADDITIONAL SPECIFICATIONS. F -E 0.12 623 C Loading Live Dead (psf) E -Q 0.57 1433 T NOTES: TC 40.0 10.0 Q -R 0.27 1344 C Trusses Manufactured by: BC 0.0 5.0 R -P 0.38 955 T East Coast Lumber Total 40.0 15.0 55.0 P -S 0.18 915 C Analysis Conforms To: Spacing 24.0" S -0 0.23 577 T FBC2004 Lumber Duration Factor 1.00 0 -T 0.11 591 C Design checked for LL on BC Plate Duration Factor 1.00 T -B 0.26 671 T per BOCA (section 1606.2.3), TC Fb=1.15 Fc=1.10 Ft=1.10 B -A 0.07 363 C IBC/IRC-2003,and FBC 2004 BC Fb=1.10 Fc=1.10 Ft=1.10 D -C 0.09 245 T section 1607.1), 20.0 psf. C -N 0.11 574 C Design checked for 10 psf non - Plus 2 Unbalanced Load Cases N -U 0.17 429 T concurrent LL on BC. Plus 1 UBC LL Load Case(s) U -M 0.11 562 C Provide 2X6 continuous Plus 1 BC LL Load Case(s) M -V 0.23 590 T strongbacks (on edge) every V -L 0.18 925 C 10.0 Ft. Fasten to each Checked for NonConcurrent 200 L -W 0.38 961 T truss w/ 3-16d nails at Lbs Moving Point Load applied W -K 0.27 1345 C truss member(s). at Panel Points and Mid -panel K -G 0.56 1402 T This truss must be installed on BC H -G 0.22 1118 C as shown. It cannot be installed upside-down. Jt React Uplft Size Req'd LL Defl -0.32" in D N L/712 Max comp. force 4124 Lbs Lbs Lbs In-Sx In-Sx TL Defl -0.44" in D N L/528 Quality Control Factor 1.25 F 1141 0 4- 0 1- 0 Shear Grain in A C 0.31 H 1125 0 4- 0 1- 0 DL Defl -0.17" at D L/999 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY Membr CSI P Lbs Axl-CSI-Bnd Plates for each ply each face. F.M. HILPERT, P.E.#50477 Top Chords---------- PLATING CONFORMS TO TPI. 5285 ST. LUCIE BLVD: E -R 0.35 1013 C 0.01 0.34 REPORTS: SBCCI 9761 FORT PIERCE FL. 34946 R -S 0.40 2561 C 0.06 0.34 ROBBINS ENGINEERING, INC. 2. !!!CAUTION!!! READ "SCSI-B1 S -T 0.49 3564 C 0.22 0.27 USING GROSS AREA TEST. SUMMARY SHEET" BEFORE T -A 0.76 4124 C 0.09 0.67 Plate LOCK 20 Gar Gross Area HANDLING , INSTALLING 6 A -C 0.76 4124 C 0.09 0.67 Plate RHS 20 Ga, Gross Area BRACING TRUSSES. C -X 0.53 4025 C 0.07 0.46 Jt Type Plt Size X Y JSI 3. SEE ATTACHED DETAIL SHEET X -U 0.36 4025 C 0.10 0.26 E LOCK 4.Ox 6.0 Ctr-0.5 0.98 FOR: 1-JACK NAILS. U -V 0.48 3539 C 0.22 0.26 R LOCK 4.Ox 4.0 Ctr-0.5 0.85 2-TBRACE. 3-BEARING BLOCK. V -W 0.39 2520 C 0.06 0.33 T LOCK 4.Ox 4.0 Ctr-0.5 0.61 4. DESIGNER: JLW Robbins Engineering, Inc./Online Plus- 0 1996.2005 Version 18.0.014 Engineering Ponrail 3/3/2006 /2:41:46 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB12CFL FT8 1 M150 171104 10600 0 0 ENGLE/SBI2CFL/M#4153 HO 1-6-0 HO 1-6-0 TC • 9-0 611 2-:0-0 .7-5 10-12 lx3 7- 8- 3 I 4x6 3x4 4x4 3x3 3x3 3x3 3x4 3x3 3x4 4x4 E R S A C T S2 U V G 1-6-0 F H 2x3 Q P O B D N Sl M L K J lx4 1 4x4 3x4 4x4 2x3 lx4 3x3 3x6 3x3 3x4 4x4 Ip Common Diagonal: 1-3-0 W:400 W:,4,0,5 R:1035 R:1Oi0 16- 0-12 EIC 7-8-3 10-3-1 17-11-4 ALL PLATES ARE LOCK20 Scale: 0.346" = 1' Robbins Engineering, Inc./Online Plus- Bottom Chords--------- Q LOCK 4.Ox 4.0-0.5 0.5 0.97 F Q 0.14 0 T 0.00 0.14 P LOCK 3.Ox 4.0-0.2 Ctr 0.97 Online Plus -- Version 18.0.014 Q P 0.32 1723 T 0.07 0.25 O LOCK 4.Ox 4.0-0.3 0.5 0.60 RUN DATE: 03-MAR-06 P O 0.32 2766 T 0.29 0.03 B LOCK 2.Ox 3.0-0.2 Ctr 0.64 O B 0.75 3280 T 0.27 0.48 D LOCK l.Ox 4.0 Ctr 0.5 0.98 CSI -Size- ----Lumber---- B D 0.75 3280 T 0.27 0.48 L LOCK 3.Ox 4.0 0.2 Ctr 0.98 TC 0.75 4x 2 SP-#2 D N 0.70 3280 T 0.27 0.43 K LOCK 4.Ox 4.0 0.5 0.5 0.94 BC 0.75 4x 2 SP-SS N Sl 0.35 3296 T 0.35 0.00 H LOCK 1.0x 4.0 Ctr 0.5 0.98 EX Sl-H 4x 2 SP-#2 Sl-M 0.72 3296 T 0.69 0.03 WB 0.51 4x 2 SP-#3 M L 0.73 2719 T 0.24 0.49 L K 0.62 1661 T 0.14 0.48 REFER TO ROBBINS ENG. GENERAL Brace truss as follows: K H 0.29 0 T 0.00 0.29 NOTES AND SYMBOLS SHEET FOR O.C. From To Webs------------- ADDITIONAL SPECIFICATIONS. TC Cont. 0- 0- 0 17-11- 4 F E 0.11 565 C BC Cont. 0- 0- 0 17-11- 4 F E 0.11 565 C NOTES: E Q 0.51 1289 T Trusses Manufactured by: Loading Live Dead (psf) Q R 0.24 1206 C East Coast Lumber TC 40.0 10.0 R P 0.31 790 T Analysis Conforms To: BC 0.0 5.0 P S 0.15 755 C FBC2004 Total 40.0 15.0 55.0 S O 0.24 604 T Design checked for LL on BC Spacing 24.0" O A 0.17 892 C per BOCA (section 1606.2.3), Lumber Duration Factor 1.00 B A 0.19 491 T IBC/IRC-2003,and FBC 2004 Plate Duration Factor 1.00 D C 0.06 324 C section 1607.1), 20.0 psf. TC Fb=1.15 Fc=1.10 Ft=1.10 C N 0.14 361 T Design checked for 10 psf non - BC Fb=1.10 Fc=1.10 Ft=1.10 N T 0.11 296 T concurrent LL on BC. T M 0.08 415 C Provide 2X6 continuous Plus 2 Unbalanced Load Cases M U 0.17 441 T strongbacks (on edge) every Plus 1 UBC LL Load Case(s) U L 0.15 768 C 10.0 Ft. Fasten to each Plus 1 BC LL Load Case(s) L V 0.32 805 T truss w/ 3-16d nails at V K 0.24 1191 C truss member(s). Checked for NonConcurrent 200 K G 0.49 1245 T This truss must be installed Lbs Moving Point Load applied H G 0.19 1004 C as shown. It cannot be at Panel Points and Mid -panel installed upside-down. on BC LL Defl -0.26" in D N L/786 Max comp. force 3328 Lbs TL Defl -0.36" in D N L/582 Quality Control Factor 1.25 Jt React Uplft Size Req'd Shear Grain in O B 0.47 Lbs Lbs In-Sx In-Sx DL Defl -0.14" at D L/999 FABRICATOR NOTES: F 1036 0 4- 0 1- 0 1. EAST COAST LUMBER 6 SUPPLY H 1010 0 4- 0 1- 0 Plates for each ply each face. F.M. HILPERT, P.E.#50477 PLATING CONFORMS TO TPI. 5285 ST. LUCIE BLVD. Membr CSI P Lbs Axl-CSI-Bnd REPORTS: SBCCI 9761 FORT PIERCE FL. 34946 Top Chords---------- ROBBINS ENGINEERING, INC. 2. !!!CAUTION!!! READ "SCSI-Bl E -R 0.38 911 C 0.00 0.38 USING GROSS AREA TEST. SUMMARY SHEET" BEFORE R -S 0.43 2254 C 0.05 0.38 Plate LOCK 20 Ga, Gross Area HANDLING , INSTALLING b S -A 0.74 3004 C 0.05 0.69 Plate RHS 20 Ga, Gross Area BRACING TRUSSES. A -C 0.75 3280 C 0.06 0.69 Jt Type Plt Size X Y JSI 3. SEE ATTACHED DETAIL SHEET C -T 0.49 3328 C 0.07 0.42 E LOCK 4.Ox 6.0 Ctr-0.5 0.88 FOR: 1-JACK NAILS. T -S2 0.35 3016 C 0.14 0.21 R LOCK 3.Ox 4.0 0.2 Ctr 0.97 2-TBRACE. 3-BEARING BLOCK. S2-U 0.32 3016 C 0.09 0.23 S LOCK 4.Ox 4.0 Ctr-0.5 0.60 4. DESIGNER: JLW U -V 0.38 2202 C 0.05 0.33 V LOCK 3.Ox 4.0-0.2 Ctr 0.98 V -G 0.34 859 C 0.00 0.34 G LOCK 4.Ox 4.0-0.5-0.5 0.94 Robbins Engineering, Inc./Online Plus'" O 1996-2005 Version 18.0.014 Engineering . Portrait 3!3/2006 12:41:48 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB12CFL FT10 1 M150 151104 10600 0 0 ENGLE/SBI2CFL/M#4153 HO 1-6-0 HO 1-6-0 TC 611 2-0-0 _9-0 9-1, 5- 8- 3 lx3 4x6 3x4 3x3 3x3 3x3 3x3 3x3 4x4 E Q A C R S T G I 1-6-0 F17, H 2x3 P O El D N M L R J lx4 4x4 3x3 2x3 lx4 3x3 3x3 3x3 4x4 lx3 Common Diagonal: 1-3-0 W:400 W:400 R: 931 R: 894 16- 0-12 BC 5-8-3 10-3-1 15-11-4 ALL PLATES ARE LOCK20 Scale: 0.387" = 1' Robbins Engineering, Inc./Online Plus'" T -G 0.34 749 C 0.00 0.34 P LOCK 4.Ox 4.0-0.2 0.5 0.91 Bottom Chords--------- O LOCK 3.Ox 3.0-0.3 0.2 0.98 Online Plus -- Version 18.0.014 F -P 0.14 0 T 0.00 0.14 B LOCK 2.Ox 3.0-0.2 Ctr 0.82 RUN DATE: 03-MAR-06 P -0 0.29 1496 T 0.06 0.23 D LOCK 1.0x 4.0 Ctr 0.5 0.90 0 -B 0.85 2422 T 0.21 0.64 K LOCK 4.Ox 4.0 Ctr 0.5 0.97 CSI -Size- ----Lumber---- B -D 0.85 2422 T 0.21 0.64 H LOCK 1.0x 4.0 Ctr 0.5 0.90 TIC 0.83 4x 2 SP-#2 D -N 0.77 2422 T 0.21 0.56 BC 0.85 4x 2 SP-SS N -M 0.32 2672 T 0.13 0.19 WB 0.45 4x 2 SP-#3 M -L 0.37 2292 T 0.11 0.26 REFER TO ROBBINS ENG. GENERAL L -K 0.31 1446 T 0.06 0.25 NOTES AND SYMBOLS SHEET FOR Brace truss as follows: K -H 0.15 0 T 0.00 0.15 ADDITIONAL SPECIFICATIONS. O.C. From To ------------- Webs ------------- TC Cont. 0- 0- 0 15-11- 4 F -E 0.10 509 C NOTES: BC Cont. 0- 0- 0 15-11- 4 F -E 0.10 509 C Trusses Manufactured by: E -P 0.45 1126 T East Coast Lumber Loading Live Dead (psf) P -Q 0.20 1040 C Analysis Conforms To: TIC 40.0 10.0 Q -0 0.32 806 T FBC2004 BC 0.0 5.0 O -A 0.20 1052 C Design checked for LL on BC Total 40.0 15.0 55.0 B -A 0.25 630 T per BOCA (section 1606.2.3), Spacing 24.0" D -C 0.07 401 C IBC/IRC-2003,and FBC 2004 Lumber Duration Factor 1.00 C -N 0.20 522 T (section 1607.1), 20.0 psf. Plate Duration Factor 1.00 N -R 0.05 188 C Design checked for 10 psf non- TC Fb=1.15 Fc=1.10 Ft=1.10 R -M 0.05 274 C concurrent LL on BC. BC Fb=1.10 Fc=1.10 Ft=1.10 M -S 0.11 289 T Provide 2X6 continuous S -L 0.12 609 C strongbacks (on edge) every Plus 2 Unbalanced Load Cases L -T 0.25 647 T 10.0 Ft. Fasten to each Plus 1 UBC LL Load Case(s) T -K 0.20 1036 C truss w/ 3-16d nails at Plus 1 BC LL Load Case(s) K -G 0.43 1085 T truss member (s). H -G 0.17 888 C This truss must be installed Checked for NonConcurrent 200 as shown. It cannot be Lbs Moving Point Load applied LL Defl -0.25" in D -N L/721 installed upside-down. at Panel Points and Mid -panel TL Defl -0.34" in D -N L/538 Max comp. force 2619 Lbs on BC Shear // Grain in 0 -B 0.62 Quality Control Factor 1.25 DL Defl -0.13" at D L/999 Jt React Uplft Size Req'd FABRICATOR NOTES: Lbs Lbs In-Sx In-Sx Plates for each ply each face. 1. EAST COAST LUMBER & SUPPLY F 932 0 4- 0 1- 0 PLATING CONFORMS TO TPI. F.M. HILPERT, P.E.#50477 H 894 0 4- 0 1- 0 REPORTS: SBCCI 9761 5285 ST. LUCIE BLVD. ROBBINS ENGINEERING, INC. FORT PIERCE FL. 34946 Membr CSI P Lbs Axl-CSI-Bnd USING GROSS AREA TEST. 2. !!!CAUTION!!! READ "SCSI-B1 Top Chords---------- Plate - LOCK 20 Gar Gross Area SUMMARY SHEET" BEFORE E -Q 0.35 796 C 0.01 0.34 Plate - RHS 20 Gar Gross Area HANDLING , INSTALLING & Q -A 0.81 2032 C 0.02 0.79 Jt Type Plt Size X Y JSI BRACING TRUSSES. A -C 0.83 2422 C 0.04 0.79 E LOCK 4.Ox 6.0 Ctr-0.5 0.77 3. SEE ATTACHED DETAIL SHEET C -R 0.64 2619 C 0.05 0.59 Q LOCK 3.Ox 4.0 0.2 Ctr 0.99 FOR: 1-JACK NAILS. R -S 0.36 2486 C 0.05 0.31 A LOCK 3.Ox 3.0 Ctr-0.2 0.94 2-TBRACE. 3-BEARING BLOCK. S -T 0.37 1882 C 0.03 0.34 G LOCK 4.Ox 4.0-0.5-0.5 0.82 4. DESIGNER: JLW RobbinsEngineering. Inc./Online Plus" 0 1996.2005Version 18.0.014 Engineering - Ponrait 3/3/2006 12:41:49 PM Page 1 rM rob Ma=k Quan Type Span P1-H1 Left OH Right OH Engineering SB12CFL FTII 1 M150 150908 10600 0 0 ENGLE/SBI2CFL/M#4153 HO 1-6-0 HO 1-6-0 TC 10-0 10-0 2-0-0 9-0 9-0 5- 6- 8 lx3 4x6 4x4 3x3 3x3 3x3 3x3 3x3 4x4 E Q A C R S T G I 1-6-0 F r iH 2x3 P O B D N M L K J lx4 1 4x4 4x4 2x3 lx4 3x3 3x3 3x3 4x4 lx3 Common Diagonal: 1-3-0 1 w:400 w:460 R: 924 R: 885 15-11- 0 BC' 5-6-8 10-3-0 15-9-8 ALL PLATES ARE LOCK20 Scale: 0.390" = 1' Robbins Engineering, Inc./Online Plus- T -G 0.34 741 C 0.00 0.34 O LOCK 4.Ox 4.0 Ctr 0.5 0.63 Bottom Chords--------- B LOCK 2.Ox 3.0-0.2 Ctr 0.67 Online Plus -- Version 18.0.014 F -P 0.14 0 T 0.00 0.14 D LOCK 1.0x 4.0 Ctr 0.5 0.90 RUN DATE: 03-MAR-06 P -O 0.26 1481 T 0.06 0.20 K LOCK 4.Ox 4.0 Ctr 0.5 0.96 0 -B 0.83 2357 T 0.21 0.62 H LOCK 1.0x 4.0 Ctr 0.5 0.90 CSI -Size- ----Lumber---- B -D 0.83 2357 T 0.21 0.62 TC 0.88 4x 2 SP-#2 D -N 0.78 2357 T 0.21 0.57 BC 0.83 4x 2 SP-SS N -M 0.31 2627 T 0.28 0.03 REFER TO ROBBINS ENG. GENERAL WB 0.44 4x 2 SP-#3 M -L 0.37 2260 T 0.11 0.26 NOTES AND SYMBOLS SHEET FOR L -K 0.31 1430 T 0.06 0.25 ADDITIONAL SPECIFICATIONS. Brace truss as follows: K -H 0.15 0 T 0.00 0.15 O.C. From To -------------Webs------------- NOTES: TC Cont. 0- 0- 0 15- 9- 8 F -E 0.09 506 C Trusses Manufactured by: BC Cont. 0- 0- 0 15- 9- 8 F -E 0.09 506 C East Coast Lumber E -P 0.44 1117 T Analysis Conforms To: Loading Live Dead (psf) P -Q 0.20 1022 C FBC2004 TC 40.0 10.0 Q -0 0.28 700 T Design checked for LL on BC BC 0.0 5.0 0 -A 0.20 1037 C per BOCA (section 1606.2.3), Total 40.0 15.0 55.0 B -A 0.20 515 T IBC/IRC-2003,and FBC 2004 Spacing 24.0" D -C 0.07 401 C (section 1607.1), 20.0 psf. Lumber Duration Factor 1.00 C -N 0.21 539 T Design checked for 10 psf non - Plate Duration Factor 1.00 N -R 0.05 200 C concurrent LL on BC. TC Fb=1.15 Fc=1.10 Ft=1.10 R -M 0.05 264 C Provide 2X6 continuous BC Fb=1.10 Fc=1.10 Ft=1.10 M -S 0.11 278 T strongbacks (on edge) every S -L 0.12 597 C 10.0 Ft. Fasten to each Plus 2 Unbalanced Load Cases L -T 0.25 636 T truss w/ 3-16d nails at Plus 1 UBC LL Load Case(s) T -K 0.20 1024 C truss member (s). Plus 1 BC LL Load Case(s) K -G 0.43 1073 T This truss must be installed H -G 0.17 879 C as shown. It cannot be Checked for NonConcurrent 200 installed upside-down. Lbs Moving Point Load applied LL Defl -0.26" in D -N L/707 Max comp. force 2567 Lbs at Panel Points and Mid -panel TL Defl -0.34" in D -N L/528 Quality Control Factor 1.25 on BC Shear // Grain in 0 -B 0.44 DL Defl -0.13" at D L/999 FABRICATOR NOTES: it React Uplft Size Req'd 1. EAST COAST LUMBER 6 SUPPLY Lbs Lbs In-Sx In-Sx Plates for each ply each face. F.M. HILPERT, P.E.#50477 F 924 0 4- 0 1- 0 PLATING CONFORMS TO TPI. 5285 ST. LUCIE BLVD. H 886 0 4- 0 1- 0 REPORTS: SBCCI 9761 FORT PIERCE FL. 34946 ROBBINS ENGINEERING, INC. 2. !!!CAUTION!!! READ "SCSI-B1 Membr CSI P Lbs Axl-CSI-Bnd USING GROSS AREA TEST. SUMMARY SHEET" BEFORE Top Chords---------- Plate - LOCK 20 Ga, Gross Area HANDLING , INSTALLING 6 E -Q 0.36 790 C 0.01 0.35 Plate - RHS 20 Gar Gross Area BRACING TRUSSES. Q -A 0.85 1830 C 0.01 0.84 it Type Plt Size X Y JSI 3. SEE ATTACHED DETAIL SHEET A -C 0.88 2357 C 0.04 0.84 E LOCK 4.Ox 6.0 Ctr-0.5 0.77 FOR: 1-JACK NAILS. C -R 0.67 2567 C 0.05 .0.62 Q LOCK 4.Ox 4.0 Ctr-0.5 0.63 2-TBRACE. 3-BEARING BLOCK. R -S 0.36 2448 C 0.05 0.31 G LOCK 4.Ox 4.0-0.5-0.5 0.81 4. DESIGNER: JLW S -T 0.37 1859 C 0.03 0.34 P LOCK 4.Ox 4.0 Ctr 0.5 1.00 Robbins Engineering. Inc./Online Plus"' 0 1996.2005 Version 18.0.014 Engineering - Ponrail 3WO06 12:41:50 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB12CFL FT9 1 M150 160712 10600 0 0 ENGLE/SBI2CFL/M#4153 HO 1-6-0 HO 1-6-0 TC 1-3-3 2-0-0 9-0 9-1 6- 4-11 lx3 4x6 3x4 3x3 3x3 3x4 3x3 3x3 3x3 4x4 E Q A C S2 R S T GI 1-6-0 Vs=27SAIx4lFH 2x3 P O 11.4 B D N S1 M L R J 4x4 3x4 2x3 lx4 3x3 3x6 3x3 3x3 4x4 lx3 C- Common Diagonal: 1-3-0 W:308 I W308 R: 968 R: 935 16- 9- 4 BC 6-4-11 10-3-1 16-7-12 ALL PLATES ARE LOCR20 Scale: 0.3721, = 1' Robbins Engineering, Inc./Online Plus- S -T 0.38 1996 C 0.04 0.34 P LOCK 4.Ox 4.0-0.2 0.5 0.96 T -G 0.34 788 C 0.00 0.34 B LOCK 2.Ox 3.0-0.2 Ctr 0.60 Online Plus -- Version 18.0.014--------Bottom Chords--------- D LOCK 1.0x 4.0 Ctr 0.5 0.98 RUN DATE: 03-MAR-06 F -P 0.14 0 T 0.00 0.14 L LOCK 3.Ox 3.0 0.2 Ctr 0.97 P -O 0.26 1571 T 0.07 0.19 K LOCK 4.Ox 4.0 0.2 0.5 0.93 CSI -Size- ----Lumber---- O -B 0.77 2720 T 0.23 0.54 H LOCK 1.0x 4.0 Ctr 0.5 0.98 TC 0.77 4x 2 SP-#2 B -D 0.77 2720 T 0.23 0.54 BC 0.77 4x 2 SP-SS D -N 0.77 2720 T 0.23 0.54 EX S1-H 4x 2 SP-#2 N -S1 0.33 2896 T 0.31 0.02 REFER TO ROBBINS ENG. GENERAL WB 0.47 4x 2 SP-#3 S1-M 0.62 2896 T 0.60 0.02 NOTES AND SYMBOLS SHEET FOR M -L 0.71 2443 T 0.22 0.49 ADDITIONAL SPECIFICATIONS. Brace truss as follows: L -K 0.61 1523 T 0.13 0.48 O.C. From To K -H 0.29 0 T 0.00 0.29 NOTES: TC Cont. 0- 0- 0 16- 7-12-------------Webs------------- Trusses Manufactured by: BC Cont. 0- 0- 0 16- 7-12 F -E 0.10 531 C East Coast Lumber F -E 0.10 531 C Analysis Conforms To: Loading Live Dead (psf) E -P 0.47 1189 T FBC2004 TC 40.0 10.0 P -Q 0.21 1084 C Design checked for LL on BC BC 0.0 5.0 Q -O 0.29 748 T per BOCA (section 1606.2.3), Total 40.0 15.0 55.0 O -A 0.19 975 C IBC/IRC-2003,and FBC 2004 Spacing 24.0" B -A 0.15 398 T (section 1607.1), 20.0 psf. Lumber Duration Factor 1.00 D -C 0.07 371 C Design checked for 10 psf non - Plate Duration Factor 1.00 C -N 0.19 478 T concurrent LL on BC. TC Fb=1.15 Fc=1.10 Ft=1.10 N -R 0.07 192 T Provide 2X6 continuous BC Fb=1.10 Fc=1.10 Ft=1.10 R -M 0.06 326 C strongbacks (on edge) every M -S 0.13 344 T 10.0 Ft. Fasten to each Plus 2 Unbalanced Load Cases S -L 0.13 665 C truss w/ 3-16d nails at Plus 1 UBC LL Load Case(s) L -T 0.28 703 T truss member(s). Plus 1 BC LL Load Case(s) T -K 0.22 1091 C This truss must be installed K -G 0.45 1142 T as shown. It cannot be Checked for NonConcurrent 200 H -G 0.18 929 C installed upside-down. Lbs Moving Point Load applied Max comp. force 2868 Lbs at Panel Points and Mid -panel LL Defl -0.27" in D -N L/708 Quality Control Factor 1.25 on BC TL Defl -0.36" in D -N L/532 Shear // Grain in D -N 0.41 FABRICATOR NOTES: Jt React Uplft Size Req'd DL Defl -0.14" at D L/999 1. EAST COAST LUMBER & SUPPLY Lbs Lbs In-Sx In-Sx E.M. HILPERT, P.E.#50477 F 969 0 3- 8 1- 0 Plates for each ply each face. 5285 ST. LUCIE BLVD. H 936 0 3- 8 1- 0 PLATING CONFORMS TO TPI. FORT PIERCE FL. 34946 REPORTS: SBCCI 9761 2. !!!CAUTION!!! READ "SCSI-B1 Membr CSI P Lbs Axl-CSI-Bnd ROBBINS ENGINEERING, INC. SUMMARY SHEET" BEFORE Top Chords---------- USING GROSS AREA TEST. HANDLING , INSTALLING & E -Q 0.36 841 C 0.00 0.36 Plate - LOCK 20 Ga, Gross Area BRACING TRUSSES. Q -A 0.74 2074 C 0.02 0.72 Plate - RHS 20 Ga, Gross Area 3. SEE ATTACHED DETAIL SHEET A -C 0.77 2720 C 0.05 0.72 Jt Type Plt Size X Y JSI FOR: 1-JACK NAILS. C -S2 0.64 2868 C 0.06 0.58 E LOCK 4.Ox 6.0 Ctr-0.5 0.82 2-TBRACE. 3-BEARING BLOCK. S2-R 0.44 2868 C 0.07 0.37 T LOCK 3.Ox 3.0-0.2 Ctr 0.97 4. DESIGNER: JLW R -S 0.35 2675 C 0.05 0.30 G LOCK 4.Ox 4.0-0.5-0.5 0.86 RobbinsEngineering. Inc./Online Plus"' 0 1996.2005 Version 18.0.014 Engineering - Portrait 3/32006 12:41:49 PM Pagel Job Mark Quan Type Span P1-HI Left OH Right OH Engineering SB12CFL FT6 4 M150 200708 10600 0 0 ENGLE/SBI2CFL/M#4153 HO 1-6-0 HO 1-6-0 TC 9-0 9-0 2-0-0 9-0 9-0 10- 4- 8 lx3 4x6 4x4 3x3 3x3 3x3 3x33x4 3x3 3x3 4x4 4x4 E S T U A C S2 V W X G I 1-6-0EZF H 2x3 R Q P O B D N M L K J lx4 Sx4 4x4 3x3 3x3 lx4 lx4 3x3 3x3 4x4 5x4 lx3 I; I Sl 20G-RHS-3xlO i W:400 Common Diagonal: 1-3-0 W:400 R:1177 R:1164 20- 9- 0 BC• 10-4-8 10-3-0 20-7-8 EXCEPT AS SHOWN ALL PLATES ARE LOCK20 Scale: 0.303" = 1' Robbins Engineering, Inc./Online Plus- X G 0.34 1005 C 0.01 0.33 S LOCK 4.Ox 4.0 Ctr-0.5 0.90 Bottom Chords--------- X LOCK 4.Ox 4.0 Ctr-0.5 0.91 Online Plus -- Version 18.0.014 F R 0.27 0 T 0.00 0.27 G LOCK 4.Ox 4.0-1.0-0.5 1.00 RUN DATE: 03-MAR-06 R Q 0.64 1987 T 0.16 0.48 R LOCK 5.Ox 4.0-0.5 1.0 0.99 Q P 0.77 3313 T 0.28 0.49 Q LOCK 4.Ox 4.0 Ctr 0.5 0.90 CSI -Size- ----Lumber---- P Sl 0.93 4146 T 0.87 0.06 B LOCK 1.Ox 4.0 Ctr 0.5 0.98 TC 0.59 4x 2 SP-#2 S1-0 0.46 4146 T 0.44 0.02 D LOCK 1.0x 4.0 Ctr 0.5 0.98 BC 0.93 4x 2 SP-#2 0 B 0.66 4416 T 0.34 0.32 L LOCK 4.Ox 4.0 Ctr 0.5 0.91 EX Sl-H 4x 2 SP-SS B D 0.67 4416 T 0.34 0.33 K LOCK 5.Ox 4.0 0.5 1.0 0.97 WB 0.59 4x 2 SP-#3 D N 0.67 4416 T 0.34 0.33 H LOCK 1.0x 4.0 Ctr 0.5 0.98 N M 0.47 4132 T 0.44 0.03 Brace truss as follows: M L 0.40 3287 T 0.14 0.26 O.C. From To L K 0.33 1946 T 0.08 0.25 REFER TO ROBBINS ENG. GENERAL TC Cont. 0- 0- 0 20- 7- 8 K H 0.15 0 T 0.00 0.15 NOTES AND SYMBOLS SHEET FOR BC Cont. 0- 0- 0 20- 7- 8 Webs------------- ADDITIONAL SPECIFICATIONS. F E 0.12 643 C Loading Live Dead (psf) F E 0.12 643 C NOTES: TC 40.0 10.0 E R 0.59 1485 T Trusses Manufactured by: BC 0.0 5.0 R S 0.28 1392 C East Coast Lumber Total 40.0 15.0 55.0 S Q 0.40 1003 T Analysis Conforms To: Spacing 24.0" Q T 0.19 968 C FBC2004 Lumber Duration Factor 1.00 T P 0.25 632 T Design checked for LL on BC Plate Duration Factor 1.00 P U 0.12 602 C per BOCA (section 1606.2.3), TC Fb=1.15 Fc=1.10 Ft=1.10 U 0 0.18 464 T IBC/IRC-2003,and FBC 2004 BC Fb=1.10 Fc=1.10 Ft=1.10 0 A 0.12 649 C section 1607.1), 20.0 psf. B A 0.12 307 T Design checked for 10 psf non - Plus 2 Unbalanced Load Cases D C 0.12 314 T concurrent LL on BC. Plus 1 UBC LL Load Case(s) C N 0.13 662 C Provide 2X6 continuous Plus 1 BC LL Load Case(s) N V 0.18 471 T strongbacks (on edge) every V M 0.12 611 C 10.0 Ft. Fasten to each Checked for NonConcurrent 200 M W 0.25 640 T truss w/ 3-16d nails at Lbs Moving Point Load applied W L 0.19 978 C truss member(s). at Panel Points and Mid -panel L X 0.40 1014 T This truss must be installed on BC X K 0.28 1398 C as shown. It cannot be K G 0.58 1456 T installed upside-down. Jt React Uplft Size Req'd H G 0.22 1157 C Max comp, force 4416 Lbs Lbs Lbs In-Sx In-Sx Quality Control Factor 1.25 F 1178 0 4- 0 1- 0 LL Defl -0.35" in B D L/676 H 1164 0 4- 0 1- 0 TL Defl -0.48" in B D L/500 FABRICATOR NOTES: Shear Grain in 0 B 0.29 1. EAST COAST LUMBER 6 SUPPLY Membr CSI P Lbs Axl-CSI-Bnd DL Defl -0.18" at B L/999 F.M. HILPERT, P.E.#50477 Top Chords---------- 5285 ST. LUCIE BLVD. E -S 0.35 1050 C 0.01 0.34 Plates for each ply each face. FORT PIERCE FL. 34946 S -T 0.41 2662 C 0.07 0.34 PLATING CONFORMS TO TPI. 2. !!!CAUTION!!! READ "SCSI-B1 T -U 0.53 3738 C 0.25 0.28 REPORTS: SBCCI 9761 SUMMARY SHEET" BEFORE U -A 0.56 4273 C 0.08 0.48 ROBBINS ENGINEERING, INC. HANDLING , INSTALLING 6 A -C 0.59 4416 C 0.10 0.49 USING GROSS AREA TEST. BRACING TRUSSES. C -S2 0.57 4264 C 0.08 0.49 Plate LOCK 20 Ga, Gross Area 3. SEE ATTACHED DETAIL SHEET S2-V 0.35 4264 C 0.19 0.16 Plate RHS 20 Ga, Gross Area FOR: 1-JACK NAILS. V -W 0.51 3718 C 0.24 0.27 Jt Type Plt Size X Y JSI 2-TBRACE. 3-BEARING BLOCK. W -X 0.40 2629 C 0.07 0.33 E LOCK 4.Ox 6.0 0.2-0.5 1.00 4. DESIGNER: JLW Robbins Engineering. Inc./Online Plus" 0 1996.2005 Version t8.0.014 Engineering Portrait 3rMOO6 12:52:07 PM Pagel Job Mark Quan Type Span P1-H1 Left OH Right OH Engiireering SB12CFL FTS 1 M100 200508 10600 0 0 ENGLE/SBI2CFL/M#4153 HO 1-6-0 HO 1-6-0 TC 20-5-8 SPL lx3lx4 2x3 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 3x4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 A U V W X Y Z AA BB CC DD EE FF GG HH JJ C E 1-6-0 B 2x3 BC D T S R Q P O N Sl M L K J I H G II F 1x4 lx4 lx4 lx4 lx4 lx4 ix4 1x43x4lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 Common Diagonal: 1-2-8 Online Plus -- Version 18.0.014 RUN DATE: 03-MAR-06 CSI -Size- ----Lumber---- TC 0.09 4x 2 SP-02 BC 0.25 4x 2 SP-#2 WB 0.03 4x 2 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 20- 5- 8 BC Cont. 0- 0- 0 20- 5- 8 Loading Live Dead (psf) TC 40.0 10.0 BC 0.0 5.0 Total 40.0 15.0 55.0 Spacing 24.0" Lumber Duration Factor 1.00 Plate Duration Factor 1.00 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx Cont. Brg 0- 0- 0 to 20- 5- 8 2244 0 Hz = 0 lx3 20- 7- 0 20-5-8 20-5-8 ALL PLATES ARE LOCK20 Scale: 0.305' = 1' Robbins Engineering, Inc./Online Plus- R -Q 0.23 0 T 0.00 0.23 Q -P 0.23 0 T 0.00 0.23 P -O 0.23 0 T 0.00 0.23 O -N 0.22 0 T 0.00 0.22 N -S1 0.15 0 T 0.00 0.15 S1-M 0.14 0 T 0.00 0.14 M -L 0.22 0 T 0.00 0.22 L -K 0.23 0 T 0.00 0.23 K -J 0.23 0 T 0.00 0.23 J -I 0.23 0 T 0.00 0.23 I -H 0.23 0 T 0.00 0.23 H -G 0.23 0 T 0.00 0.23 G -II 0.25 0 T 0.00 0.25 II-D 0.08 0 T 0.00 0.08 Webs ------------- B -A 0.00 44 C B -A 0.00 44 C T -U 0.02 138 C S -V 0.02 132 C R -W 0.02 133 C Q -x 0.02 133 C P -Y 0.02 133 C O -Z 0.02 133 C N -AA 0.02 133 C M -BB 0.02 133 C L -CC 0.02 133 C K -DD 0.02 133 C J -EE 0.02 133 C I -FF 0.02 133 C H -GG 0.02 130 C G -HH 0.02 145 C II-JJ 0.03 96 T D -C 0.01 98 C 0.01 0.00 LL Defl 0.00" in G -II L/999 TL Defl 0.00" in G -II L/999 Shear // Grain in B -T 0.20 Membr CSI P Lbs Axl-CSI-Bnd DL Defl 0.00" at L/999 Top Chords ---------- U 0.08 14 C 0.00 0.08 Plates for each ply each face. U -V 0.08 14 C 0.00 0.08 PLATING CONFORMS TO TPI. V -W 0.07 14 C 0.00 0.07 REPORTS: SBCCI 9761 W -X 0.07 14 C 0.00 0.07 ROBBINS ENGINEERING, INC. X -Y 0.07 14 C 0.00 0.07 USING GROSS AREA TEST. Y -Z 0.07 14 C 0.00 0.07 Plate - LOCK 20 Ga, Gross Area Z -AA 0.07 14 C 0.00 0.07 Plate - REIS 20 Ga, Gross Area AA -BB 0.07 14 C 0.00 0.07 Jt Type Plt Size X Y JSI BB -CC 0.07 14 C 0.00 0.07 U LOCK 1.0x 4.0 Ctr-0.5 0.98 CC-DD 0.07 14 C 0.00 0.07 V LOCK 1.0x 4.0 Ctr-0.5 0.98 DD-EE 0.07 14 C 0.00 0.07 W LOCK 1.Ox 4.0 Ctr-0.5 0.98 EE-FF 0.07 14 C 0.00 0.07 X LOCK 1.0x 4.0 Ctr-0.5 0.98 FF-GG 0.07 14 C 0.00 0.07 Y LOCK 1.Ox 4.0 Ctr-0.5 0.98 GG-HH 0.09 14 C 0.00 0.09 Z LOCK 1.0x 4.0 Ctr-0.5 0.98 HH-JJ 0.09 14 C 0.00 0.09 AA LOCK 1.0x 4.0 Ctr-0.5 0.98 JJ-C 0.06 14 C 0.00 0.06 BB LOCK 1.0x 4.0 Ctr-0.5 0.98 Bottom Chords--------- CC LOCK 1.0x 4.0 Ctr-0.5 0.98 B -T 0.19 0 T 0.00 0.19 DD LOCK 1.0x 4.0 Ctr-0.5 0.98 T -S 0.23 0 T 0.00 0.23 EE LOCK 1.0x 4.0 Ctr-0.5 0.98 S -R 0.23 0 T 0.00 0.23 FF LOCK 1.Ox 4.0 Ctr-0.5 0.98 GG LOCK 1.0x 4.0 Ctr-0.5 0.98 HH LOCK 1.0x 4.0 Ctr-0.5 0.98 JJ LOCK 1.0x 4.0 Ctr-0.5 0.98 C LOCK 1.0x 4.0 Ctr-0.5 0.98 T LOCK 1.Ox 4.0 Ctr 0.5 0.98 S LOCK 1.0x 4.0 Ctr 0.5 0.98 R LOCK 1.0x 4.0 Ctr 0.5 0.90 Q LOCK 1.Ox 4.0 Ctr 0.5 0.98 P LOCK 1.0x 4.0 Ctr 0.5 0.98 O LOCK 1.0x 4.0 Ctr 0.5 0.98 N LOCK 1.0x 4.0 Ctr 0.5 0.98 M LOCK 1.0x 4.0 Ctr 0.5 0.98 L LOCK 1.0x 4.0 Ctr 0.5 0.98 K LOCK 1.0x 4.0 Ctr 0.5 0.98 J LOCK 1.0x 4.0 Ctr 0.5 0.98 I LOCK 1.Ox 4.0 Ctr 0.5 0.98 H LOCK 1.Ox 4.0 Ctr 0.5 0.98 G LOCK 1.0x 4.0 Ctr 0.5 0.98 II LOCK 1.0x 4.0 Ctr 0.5 0.98 D LOCK 1.0x 4.0 Ctr 0.5 0.98 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Prevent truss rotation at all bearing locations. This truss must be installed as shown. It cannot be installed upside-down. Max comp. force 145 Lbs Quality Control Factor 1.25 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY F.M. HILPERT, P.E.1150477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ 11SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Robbins Engineering, Inc./Online Plus" 0 1996-2005 Version 18.0.014 Engineering - Ponrail 3/3/2006 12:52:06 PM Pagel rw Job Mark Quart Type Span P1-H1 Left OH Right OH I Engineering S1312CFL FT13 1 M100 150508 10600 0 0 ENGLE/SBI2CFL/M#4153 HO 1-6-0 TC lx3 C lx4 lx4 lx4 lx4 lx4 lx4 A R S T U V 1-6-0 B lx4 15-5-8 HO 1-6-0 i lx4 lx4 lx4 lx4 lx4 2x3 X Y Z AA Be E D Q P O N M L K J I H G lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 i• Rr. - <'eJP r/ xY %J_'. !il •W:%, .i'' Common Diagonal: 1-2-8 lx3 15- 7- 0 - BC Online Plus -- Version 18.0.014 RUN DATE: 03-MAR-06 CSI -Size- ----Lumber---- TC 0.08 4x 2 SP-#2 BC 0.23 4x 2 SP-#2 WB 0.02 4x 2 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 15- 5- 8 BC Cont. 0- 0- 0 15- 5- 8 Loading Live Dead (psf) TC 40.0 10.0 BC 0.0 5.0 Total 40.0 15.0 55.0 Spacing 24.0" Lumber Duration Factor 1.00 Plate Duration Factor 1.00 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx 15-5-8 15-5-8 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus- Bottom Chords --------- B -Q 0.21 0 T 0.00 0.21 Q -P 0.23 0 T 0.00 0.23 P -0 0.23 0 T 0.00 0.23 O -N 0.23 0 T 0.00 0.23 N -M 0.23 0 T 0.00 0.23 M -L 0.23 0 T 0.00 0.23 L -K 0.23 0 T 0.00 0.23 K -J 0.23 0 T 0.00 0.23 J -I 0.23 0 T 0.00 0.23 I -H 0.23 0 T 0.00 0.23 H -G 0.22 0 T 0.00 0.22 G -F 0.15 0 T 0.00 0.15 Webs ------------- B -A 0.01 58 C 0.01 0.00 Q -R 0.02 143 C P -S 0.02 131 C O -T 0.02 133 C N -U 0.02 133 C M -V 0.02 133 C L -W 0.02 133 C K -X 0.02 133 C J -Y 0.02 133 C I -Z 0.02 132 C H -AA 0.02 138 C G -BB 0.02 100 C F -E 0.00 18 C F -E 0.00 18 C LL Defl 0.00" in F -F L/999 TL Defl 0.00" in F -F L/999 Shear // Grain in F -F 0.32 DL Defl 0.00" at L/999 Cont. Brg 0- 0- 0 to 15- 5- 8 Plates for each ply each face. 1694 0 Hz 0 PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 Membr CSI P Lbs Axl-CSI-Bnd ROBBINS ENGINEERING, INC. Top Chords---------- USING GROSS AREA TEST. A -R 0.08 14 C 0.00 0.08 Plate - LOCK 20 Ga, Gross Area R -S 0.08 14 C 0.00 0.08 Plate - RHS 20 Ga, Gross Area S -T 0.07 14 C 0.00 0.07 it Type Plt Size X Y JSI T -U 0.07 14 C 0.00 0.07 A LOCK 1.0x 4.0 Ctr-0.5 0.90 U -V 0.07 14 C 0.00 0.07 R LOCK 1.0x 4.0 Ctr-0.5 0.90 V -W 0.07 14 C 0.00 0.07 S LOCK 1.0x 4.0 Ctr-0.5 0.90 W -X 0.07 14 C 0.00 0.07 T LOCK 1.0x 4.0 Ctr-0.5 0.90 X -Y 0.07 14 C 0.00 0.07 U LOCK 1.0x 4.0 Ctr-0.5 0.90 Y -Z 0.07 14 C 0.00 0.07 V LOCK 1.0x 4.0 Ctr-0.5 0.90 Z -AA 0.08 14 C 0.00 0.08 W LOCK 1.0x 4.0 Ctr-0.5 0.90 AA -BB 0.08 14 C 0.00 0.08 X LOCK 1.0x 4.0 Ctr-0.5 0.90 BB-E 0.05 14 C 0.00 0.05 Y LOCK 1.Ox 4.0 Ctr-0.5 0.90 Scale: 0.398" = 1' Z LOCK 1.0x 4.0 Ctr-0.5 0.90 AA LOCK 1.Ox 4.0 Ctr-0.5 0.90 BB LOCK 1.0x 4.0 Ctr-0.5 0.90 B LOCK 1.0x 4.0 Ctr 0.5 0.90 Q LOCK 1.0x 4.0 Ctr 0.5 0.90 P LOCK 1.0x 4.0 Ctr 0.5 0.90 0 LOCK 1.0x 4.0 Ctr 0.5 0.90 N LOCK 1.0x 4.0 Ctr 0.5 0.90 M LOCK 1.0x 4.0 Ctr 0.5 0.90 L LOCK 1.0x 4.0 Ctr 0.5 0.90 K LOCK 1.0x 4.0 Ctr 0.5 0.90 J LOCK 1.0x 4.0 Ctr 0.5 0.90 I LOCK 1.0x 4.0 Ctr 0.5 0.90 H LOCK 1.0x 4.0 Ctr 0.5 0.90 G LOCK 1.0x 4.0 Ctr 0.5 0.90 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC.. This truss must be installed as shown. It cannot be installed upside-down. Max comp. force 143 Lbs Quality Control Factor 1.25 F tx3 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Robbins Engineering. Inc./Online Plus" 0 1996-2005 Version 18.0.014 Engineering - Portrait 3132006 12:41:51 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering S$12CFL FT12 4 M150 150908 10600 0 0 I ENGLE/SBI2CFL/M#4153 HO 1-6-0 HO 1-6-0 TC 9-8 9-8 270-0 9-8 9-8 7-11- 8 lx3 4x4 3x3 3x3 3x3 3x3 3x3 3x3 4x6 E G Q R A C S T I 1-6-0 F J lx4 H P O N B D M L K 2x3 1x3j1:I 4x4 3x3 3x3 lx4 lx4 3x3 3x3 4x4 Common Diagonal: 1-3-0 W:400 t W:400 R: 898 R: 911 15-11- 0 BC 7-10-0 7-11-8 15-9-8 ALL PLATES ARE LOCK20 Scale: 0.390" = 1' Robbins Engineering, Inc./Online P1us- S T 0.41 1909 C 0.04 0.37 T I 0.37 787 C 0.00 0.37 Online Plus -- Version 18.0.014 Bottom Chords--------- RUNDATE: 03-MAR-06 F P 0.27 0 T 0.00 0.27 P 0 0.60 1456 T 0.13 0.47 CSI -Size- ----Lumber---- 0 N 0.59 2300 T 0.21 0.38 TC 0.45 4x 2 SP-#2 N B 0.86 2610 T 0.40 0.46 BC 0.86 4x 2 SP-#2 B D 0.86 2610 T 0.40 0.46 WB 0.44 4x 2 SP-#3 D M 0.85 2610 T 0.40 0.45 M L 0.59 2314 T 0.21 0.38 Brace truss as follows: L K 0.60 1484 T 0.13 0.47 O.C. From To K J 0.28 0 T 0.00 0.28 TC Cont. 0- 0- 0 15- 9- 8 Webs ------------- BC Cont. 0- 0- 0 15- 9- 8 F E 0.17 892 C E P 0.43 1093 T Loading Live Dead (psf) P Q 0.21 1042 C TC 40.0 10.0 Q 0 0.25 642 T BC 0.0 5.0 0 R 0.12 609 C Total 40.0 15.0 55.0 R N 0.16 408 T Spacing 24.0" N A 0.10 541 C Lumber Duration Factor 1.00 B A 0.09 236 T Plate Duration Factor 1.00 D C 0.09 229 T TC Fb=1.15 Fc=1.10 Ft=1.10 C M 0.10 528 C BC Fb=1.10 Fc=1.10 Ft=1.10 M S 0.16 400 T S L 0.12 599 C Plus 2 Unbalanced Load Cases L T 0.25 631 T Plus 1 UBC LL Load Case(s) T K 0.20 1036 C Plus 1 BC LL Load Case(s) K I 0.44 1113 T J I 0.09 497 C Checked for NonConcurrent 200 J I 0.09 497 C Lbs Moving Point Load applied at Panel Points and Mid -panel on BC it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx LL Defl -0.14" in D -M L/999 TL Defl -0.19" in D -M L/966 Shear // Grain in J -J 0.32 DL Defl -0.12" at D L/999 F 899 0 4- 0 1- 0 Plates for each ply each face. J 912 0 4- 0 1- 0 PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 Membr CSI P Lbs Axl-CSI-Bnd ROBBINS ENGINEERING, INC. Top Chords---------- USING GROSS AREA TEST. E -Q 0.36 754 C 0.00 0.36 Plate - LOCK 20 Gar Gross Area Q -R 0.39 1888 C 0.03 0.36 Plate - RHS 20 Ga, Gross Area R -A 0.43 2446 C 0.02 0.41 it Type Plt Size X Y JSI A -C 0.45 2610 C 0.04 0.41 E LOCK 4.Ox 4.0 0.5-0.5 0.82 C -S 0.42 2455 C 0.02 0.40 I LOCK 4.Ox 6.0 Ctr-0.5 0.76 Robbins Engineering, Inc./Online Plus"' 0 1996.2005 Version 18.0.014 Engineering - Portrait 3/32006 12:41:50 PM Page 1 F LOCK 1.0x 4.0 Ctr 0.5 0.90 P LOCK 4.Ox 4.0 Ctr 0.5 0.98 B LOCK 1.0x 4.0 Ctr 0.5 0.90 D LOCK 1.0x 4.0 Ctr 0.5 0.90 K LOCK 4.Ox 4.0 Ctr 0.5 0.99 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Provide 2X6 continuous strongbacks (on edge) every 10.0 Ft. Fasten to each truss w/ 3-16d nails at truss member(s). This truss must be installed as shown. It cannot be installed upside-down. Max comp. force 2610 Lbs Quality Control Factor 1.25 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Job Mark Quan Type Span P1-H1 Left OH Right OH I Engineering SB12CFL FT14 1 M150 150214 10600 0 0 ENGLE/SBI2CFL/M#4153 1-6-0 HO 1-6-0 TC 9-8 9-8 2-0-0 1-0-6 7-11- 8 - lx3 4x4 3x3 3x3 3x3 lx4 3x3 3x3 HO 1-6-0 4x6 I\ r r W. 6 lx3 W:400 R: 867 BC t9 tl U L 4x4 3x3 3x3 lx4 3x3 3x3 Common Diagonal: 1-3-0 15- 4- 6 7-10-0 7-4-14 15-2-14 ALL PLATES ARE LOCK20 K 4x4 Ili lI W:400 R: 882 Scale: 0.404" = 1 Robbins Engineering, Inc./Online P1us- R -S 0.40 1822 C 0.03 0.37 0 LOCK 4.Ox 4.0 Ctr 0.5 0.94 S -I 0.37 760 C 0.00 0.37 B LOCK 1.0x 4.0 Ctr 0.5 0.90 Online Plus -- Version 18.0.014--------Bottom Chords--------- K LOCK 4.Ox 4.0 Ctr 0.5 0.96 RUN DATE: 03-MAR-06 F -0 0.28 0 T 0.00 0.28 0 -N 0.59 1396 T 0.12 0.47 CSI -Size- ----Lumber---- N -M 0.58 2186 T 0.20 0.38 REFER TO ROBBINS ENG. GENERAL TC 0.56 4x 2 SP-#2 M -B 0.76 2428 T 0.38 0.38 NOTES AND SYMBOLS SHEET FOR BC 0.77 4x 2 SP-#2 B -D 0.77 2428 T 0.38 0.39 ADDITIONAL SPECIFICATIONS. WB 0.43 4x 2 SP-#3 D -L 0.70 2208 T 0.31 0.39 L -K 0.59 1428 T 0.12 0.47 NOTES: Brace truss as follows: K -J 0.31 0 T 0.00 0.31 Trusses Manufactured by: O.C. From To -------------Webs------------- East Coast Lumber TC Cont. 0- 0- 0 15- 2-14 F -E 0.17 860 C Analysis Conforms To: BC Cont. 0- 0- 0 15- 2-14 E -0 0.42 1049 T FBC2004 0 -P 0.20 998 C Design checked for LL on BC Loading Live Dead (psf) P -N 0.24 601 T per BOCA (section 1606.2.3), TC 40.0 10.0 N -Q 0.11 570 C IBC/IRC-2003,and FBC 2004 BC 0.0 5.0 Q -M 0.14 371 T (section 1607.1), 20.0 psf. Total 40.0 15.0 55.0 M -A 0.09 471 C Design checked for 10 psf non - Spacing 24.0" B -A 0.07 187 T concurrent LL on BC. Lumber Duration Factor 1.00 D -C 0.05 280 C Provide 2X6 continuous Plate Duration Factor 1.00 D -R 0.22 567 T strongbacks (on edge) everyTCFb=1.15 Fc=1.10 Ft=1.10 R -L 0.11 572 C 10.0 Ft. Fasten to each BC Fb=1.10 Fc=1.10 Ft=1.10 L -S 0.23 585 T truss w/ 3-16d nails at S -K 0.20 994 C truss member(s). Plus 2 Unbalanced Load Cases K -I 0.43 1075 T This truss must be installed Plus 1 UBC LL Load Case(s) J -I 0.09 482 C as shown. It cannot be Plus 1 BC LL Load Case(s) J -1 0.09 482 C installed upside-down. Max comp. force 2428 Lbs Checked for NonConcurrent 200 LL Defl -0.15" in M -B L/999 Quality Control Factor 1.25 Lbs Moving Point Load applied TL Defl -0.19" in M -B L/931 at Panel Points and Mid -panel Shear // Grain in J -J 0.32 FABRICATOR NOTES: on BC DL Defl -0.12" at B L/999 1. EAST COAST LUMBER 6 SUPPLY F.M. HILPERT, P.E.#50477 it React Uplft Size Req'd Plates for each ply each face. 5285 ST. LUCIE BLVD. Lbs Lbs In-Sx In-Sx PLATING CONFORMS TO TPI. FORT PIERCE FL. 34946 F 867 0 4- 0 1- 0 REPORTS: SBCCI 9761 2. !!!CAUTION!!! READ "SCSI-B1 J 883 0 4- 0 1- 0 ROBBINS ENGINEERING, INC. SUMMARY SHEET" BEFORE USING GROSS AREA TEST. HANDLING , INSTALLING 6 Membr CSI P Lbs Axl-CSI-Bnd Plate - LOCK 20 Ga, Gross Area BRACING TRUSSES. Top Chords---------- Plate - RHS 20 Ga, Gross Area 3. SEE ATTACHED DETAIL SHEET E -P 0.35 724 C 0.00 0.35 it Type Plt Size X Y JSI FOR: 1-JACK NAILS. P -Q 0.38 1800 C 0.03 0.35 E LOCK 4.Ox 4.0 0.5-0.5 0.79 2-TBRACE. 3-BEARING BLOCK. Q -A 0.39 2308 C 0.02 0.37 C LOCK 1.Ox 4.0 Ctr-0.5 0.90 4. DESIGNER: JLW A -C 0.56 2428 C 0.03 0.53 I LOCK 4.Ox 6.0 Ctr-0.5 0.74 C -R 0.56 2428 C 0.03 0.53 F LOCK 1.0x 4.0 Ctr 0.5 0.90 Robbins Engineering, Inc./Online Plus'" 0 1996-2005 Version 18.0.014 Engineering - Portrait 3rY2006 12:41:51 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB12CFL FT16 1 M150 130214 10600 0 0 ENGLE/SBI2CFL/M#4153 HO 1-6-0 HO 1-6-0 TC 9-8 9-8 2-0-0 9_ 3_ , 9-3 7-11- 8 lx3 4x4 3x3 3x3 3x3 3x3 3x3 4x6 E G P Q A c R I 1-6-0 F J lx4 H O N M B D L K P 2x3 lx3` l 4x4 3x3 3x3 lx4 lx4 3x3 4x4 Common Diagonal: 1-3-0 t`. w:400 w:400 R: 750 R: 779 13- 4- 6 BC 7-10-0 5-4-14 13-2-14 ALL PLATES ARE LOCK20 Scale: 0.462" = 1' Robbins Engineering, Inc./Online Plus" C -R 0.60 1443 C 0.01 0.59 R -I 0.32 646 C 0.00 0.32 Online Plus -- Version 18.0.014--------Bottom Chords--------- RUNDATE: 03-MAR-06 F -O 0.22 0 T 0.00 0.22 O -N 0.46 1178 T 0.08 0.38 CSI -Size- ----Lumber---- N -M 0.44 1768 T 0.14 0.30 TC 0.61 4x 2 SP-#2 M -B 0.75 1773 T 0.24 0.51 BC 0.85 4x 2 SP-#1 B -D 0.85 1773 T 0.24 0.61 WB 0.36 4x 2 SP-#3 D -L 0.85 1773 T 0.24 0.61 L -K 0.39 1215 T 0.09 0.30 Brace truss as follows: K -J 0.22 0 T 0.00 0.22 O.C. From To ------------- Webs ------------- TC Cont. 0- 0- 0 13- 2-14 F -E 0.14 745 C BC Cont. 0- 0- 0 13- 2-14 E -0 0.35 888 T 0 -P 0.16 839 C Loading Live Dead (psf) P -N 0.18 449 T TC 40.0 10.0 N -Q 0.08 425 C BC 0.0 5.0 Q -M 0.08 221 T Total 40.0 15.0 55.0 M -A 0.11 276 T Spacing 24.0" B -A 0.04 209 C Lumber Duration Factor 1.00 D -C 0.14 354 T Plate Duration Factor 1.00 C -L 0.14 737 C TC Fb=1.15 Fc=1.10 Ft=1.10 L -R 0.20 517 T BC Fb=1.10 Fc=1.10 Ft=1.10 R -K 0.16 840 C K -I 0.36 914 T Plus 2 Unbalanced Load Cases J -I 0.08 425 C Plus 1 UBC LL Load Case(s) J -I 0.08 425 C Plus 1 BC LL Load Case(s) LL Defl -0.14" in M -B L/999 Checked for NonConcurrent 200 TL Defl -0.19" in M -B L/806 Lbs Moving Point Load applied Shear // Grain in M -B 0.34 at Panel Points and Mid -panel DL Defl -0.12" at B L/999 on BC Plates for each ply each face. Jt React Uplft Size Req'd PLATING CONFORMS TO TPI. Lbs Lbs In-Sx In-Sx REPORTS: SBCCI 9761 F 751 0 4- 0 1- 0 ROBBINS ENGINEERING, INC. J 779 0 4- 0 1- 0 USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Membr CSI P Lbs Axl-CSI-Bnd Plate - RHS 20 Ga, Gross Area Top Chords---------- Jt Type Plt Size X Y JSI E -P 0.34 613 C 0.00 0.34 E LOCK 4.Ox 4.0 0.5-0.5 0.67 P -Q 0.36 1480 C 0.02 0.34 I LOCK 4.Ox 6.0 Ctr-0.5 0.63 Q -A 0.35 1806 C 0.02 0.33 F LOCK 1.0x 4.0 Ctr 0.5 0.90 A -C 0.61 1773 C 0.02 0.59 O LOCK 4.Ox 4.0 Ctr 0.5 0.79 Robbins Engineering. Inc./Online Plus- 0 1996-2005 Version 18.0,014 Engineering - Ponrail 3/3/2006 12:41:52 PM Page 1 B LOCK 1.0x 4.0 Ctr 0.5 0.90 D LOCK 1.0x 4.0 Ctr 0.5 0.92 K LOCK 4.Ox 4.0 Ctr 0.5 0.82 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Provide 2X6 continuous strongbacks (on edge) every 10.0 Ft. Fasten to each truss w/ 3-16d nails at truss member(s). This truss must be installed as shown. It cannot be installed upside-down. Max comp. force 1806 Lbs Quality Control Factor 1.25 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SBl2CFL FG20 1 FLAT 90805 10600 0 0 ENGLE/SB12CFL/M#4153 HO 1-6-0 HO 1-6-0 TC 9-8-5 7x10 4x8 2x4 7x10 A G H B 1-6-0 IA Online Plus -- Version 18.0.014 RUN DATE: 03-MAR-06 CSI -Size- ----Lumber---- TC 0.53 2x 4 SP-#2 BC 0.68 2x 4 SP-#2 WB 0.20 2x 4 SP-#3 EX A -F 2x 4 SP-#2 EX E -B 2x 4 SP-#2 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 9- 8- 5 BC Cont. 0- 0- 0 9- 8- 5 Loading Live Dead (psf) TC 40.0 10.0 BC 0.0 5.0 Total 40.0 15.0 55.0 Spacing 24.0" Lumber Duration Factor 1.00 Plate Duration Factor 1.00 TC Fb=1.00 Fc=1.00 Ft=1.00 BC Fb=1.00 Fc=1.00 Ft=1.00 Load Case # 1 Standard Loading Lumber Duration Factor 1.00 Plate Duration Factor 1.00 plf - Live Dead From To TC V 80 20 0.0' 9.7' BC V 0 10 0.0' 9.7' TC V 0 110 0.0' 9.7' Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx D 1066 0 6- 0 1- 4 C 1066 0 4- 0 1- 4 Robbins Engineering, Inc./Online Plus- Membr CSI P Lbs Axl-CSI-Bnd Top Chords---------- A -G 0.53 1891 C 0.04 0.49 G -H 0.45 1867 C 0.04 0.41 H -B 0.53 1887 C 0.04 0.49 Bottom Chords D -F 0.39 0 T 0.00 0.39 F -E 0.68 1891 T 0.34 0.34 E -C 0.35 0 T 0.00 0.35 Webs ------------- D -A 0.20 1038 C A -F 0.46 2027 T F -G 0.14 707 C G -E 0.06 169 C E -H 0.14 707 C E -B 0.46 2023 T C -B 0.20 1037 C LL Defl -0.03" in F -E L/999 TL Defl -0.08" in F -E L/999 Shear // Grain in A -G 0.61 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Gar Gross Area Jt Type Plt Size X Y JSI A# LOCK 7.Ox10.0 1.5-0.1 0.47 G# LOCK 4.Ox 8.0 1.3 Ctr 0.30 B# LOCK 7.Ox10.0-1.5-0.1 0.47 F# LOCK 4.Ox 8.0-1.0 Ctr 0.67 E# LOCK 4.Ox12.0 0.5 Ctr 0.70 Plate Monitor used REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. This truss must be installed as shown. It cannot be installed upside-down. NOTE: USER MODIFIED PLATES This design may have plates selected through a plate monitor. Unbalanced Loads Checked Load Factors = 1.00 and 0.00 Max comp. force 1891 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-81 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Robbins Engineering, Inc./Online Plus" 0 1996-2005 Version 16.0.014 Engineering • Portrait 3/32006 12:41:42 PM Page 1 Job Mark Type Span P1-H1 Left OH Right OH Engineering SBI2CFL FGl7 F_Quan 1*2P FLAT 120100 10600 0 0 ENGLE/SBI2CFL/M#4153 HO 1-6-0 HO 1-6-0 TC. 12-1-0 6x10 4x10 2x4 6x10 A H F B EM 1-6-0 D 3x6 C 3x6 G 4x101hiilll. E W:800 5x16 HGR R:2413 R:2501 BC 12-1-0 12-1-0 ALL PLATES ARE LOCK20, PLATE SELECTED IN PLATE MONITOR Scale: 0.490" = 1' Online Plus -- Version 18.0.014 RUN DATE: 03-MAR-06 2-Ply Truss CSI -Size- ----Lumber---- TC 0.87 2x 4 SP-#2 BC 0.80 2x 4 SP-#2 WB 0.24 2x 4 SP-#3 EX A -G 2x 4 SP-#2 EX E -B 2x 4 SP-#2 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 12- 1- 0 BC Cont. 0- 0- 0 12- 1- 0 Loading Live Dead (psf) TC 40.0 10.0 BC 0.0 5.0 Total 40.0 15.0 55.0 Spacing 24.0" Lumber Duration Factor 1.00 Plate Duration Factor 1.00 TC Fb=1.00 Fc=1.00 Ft=1.00 BC Fb=1.00 Fc=1.00 Ft=1.00 Load Case # 1 Standard Loading Lumber Duration Factor 1.00 Plate Duration Factor 1.00 plf - Live Dead From To TC V 80 20 0.0' 12.1' BC V 0 10 0.0' 12.1' TC V 200 75 0.0' 12.1' BC V 191 72 8.0' CL-LB Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Robbins Engineering, Inc./Online P1us- D 2414 0 8- 0 1- 7 C 2501 0 3- 8 1- 8 Membr CSI P Lbs Axl-CSI-Bnd Top Chords ---------- A -H 0.85 5505 C 0.11 0.74 H -F 0.69 5756 C 0.10 0.59 F -B 0.87 5756 C 0.12 0.75 Bottom Chords D -G 0.23 0 T 0.00 0.23 G -E 0.80 5505 T 0.63 0.17 E -C 0.25 0 T 0.00 0.25 Webs ------------- D -A 0.23 2367 C A -G 0.66 5758 T G -H 0.16 1670 C H -E 0.05 276 T E -F 0.15 1577 C E -B 0.69 6021 T C -B 0.24 2449 C LL Defl -0.14" in G -E L/974 TL Defl -0.19" in G -E L/707 Shear // Grain in A -H 0.69 DL Defl -0.12" at E L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Gar Gross Area Jt Type Plt Size X Y JSI A# LOCK 6.0x10.0 1.6 0.4 0.69 H# LOCK 4.0x10.0 1.5 Ctr 0.27 B# LOCK 6.0x10.0-1.7 0.4 0.72 G# LOCK 4.0x10.0-1.5 Ctr 0.72 E# LOCK 5.Oxl6.0 0.4 Ctr 0.72 Plate Monitor used REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx NOTES: Robbins Engineering. Inc./Online Plus" O 1996.2005 Version 18.0.014 Engineering - Portrait 3/312006 12:41:42 PM Page 1 Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 2 COMPLETE TRUSSES REQUIRED. Fasten together in staggered pattern. (1/2" bolts -OR- SDS3 screws -OR- lOd nails as each layer is applied.) Spacing (In) ---- Rows Nails Screws Bolts TC 1 6.5 18 0 BC 1 12 24 0 WB 1 4 4 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Prevent truss rotation at all bearing locations. This truss must be installed as shown. It cannot be installed upside-down. NOTE: USER MODIFIED PLATES This design may have plates selected through a plate monitor. Unbalanced Loads Checked Load Factors = 1.00 and 0.00 Max comp. force 5756 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW i 4 rob SB12CFL MarkIA Quan 1 Type Span P1-H1 M100 31107 10600 Left OH Right OH 0 0 Engineering ENGLE/SBI2CFL/M#4153 HO 1-6-0 HO 1-6-0 TC 1-8-0 1-7-15 3x4 lx4 3x4 F 1-6-0 B DZX3r\ap E x3 3x6 Common Diagonal: 2-5-4 W:400 HGR R: 217 R: 263 BC 3-11-7 3-11-7 ALL PLATES ARE LOCK20 Scale: 0.854" = 1' y Robbins Engineering, Inc./Online P1us- A F 0.21 178 C 0.00 0.21 F C 0.21 178 C 0.00 0.21 Online Plus Version 18.0.014 Bottom Chords--------- RUNDATE: 03-MAR-06 B E 0.38 0 T 0.00 0.38 E D 0.37 0 T 0.00 0.37 CSI -Size- ----Lumber---- Webs ------------- TC 0.21 4x 2 SP-#2 B A 0.02 114 C BC 0.38 4x 2 SP-#2 B A 0.02 114 C WB 0.08 4x 2 SP-#3 A E 0.08 222 T E F 0.04 227 C Brace truss as follows: E C 0.08 222 T O.C. From To D C 0.02 114 C TC Cont. 0- 0- 0 3-11- 7 D C 0.02 114 C BC Cont. 0- 0- 0 3-11- 7 Loading Live Dead (psf) TC 40.0 10.0 BC 0.0 5.0 Total 40.0 15.0 55.0 Spacing 24.0" Lumber Duration Factor 1.00 Plate Duration Factor 1.00 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx B 217 0 4- 0 1- 0 D 263 0 3- 8 1- 0 LL Defl 0.01" in B -E L/999 TL Defl 0.01" in B -E L/999 Shear // Grain in D -D 0.32 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Gar Gross Area Jt Type Plt Size X Y JSI A LOCK 3.Ox 4.0-0.5 Ctr 0.90 F LOCK 1.0x 4.0 Ctr-0.5 0.90 C LOCK 3.Ox 4.0 0.5 Ctr 0.90 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Membr CSI P Lbs Axl-CSI-Bnd Trusses Manufactured by: Top Chords---------- East Coast Lumber Robbins Engineering. Inc./Online Plus'1 0 1996-2005 Version 18.0.014 Engineering - Portrait 3/3/2006 12:41:53 PM Page 1 Analysis Conforms To: FBC2004 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. This truss must be installed as shown. It cannot be installed upside-down. Max comp. force 227 Lbs Quality Control Factor 1.25 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering S13-72CFL FGIS 1*2P FLAT 130701 10600 0 0 ENGLE/SBI2CFL/M#4153 HO 1-6-0 HO 1-6-0 TC 13-7-1 4x8 G 6x8 i 4x8 2x4 4x8 4x8 6x6 A R P T J B no 0=1 moo 1-6-0 10401 Mapggwa, PEMLr_1 AA D v C 3x63x6HQOSZ 4xB 4x8 4x12 4x8 4x6 w:511 W:600 W:1000 R:2690 R:5517 R:1944 BC 6-10-1 6-9-0 13-7-1 ALL PLATES ARE LOCK20, PLATE SELECTED IN PLATE MONITOR Scale: 0.439" = 1' Online Plus -- Version 18.0.014 RUN DATE: 03-MAR-06 2-Ply Truss r•«rraaa++++++ CSI -Size- ----Lumber---- TC 0.51 2x 4 SP-SS BC 0.51 2x 4 SP-#2 WB 0.46 2x 4 SP-#3 EX A -H 2x 4 SP-#2 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 13- 7- 1 BC Cont. 0- 0- 0 13- 7- 1 Loading Live Dead (psf) TC 40.0 10.0 BC 0.0 5.0 Total 40.0 15.0 55.0 Spacing 24.0" Lumber Duration Factor 1.00 Plate Duration Factor 1.00 TC Fb=1.00 Fc=1.00 Ft=1.00 BC Fb=1.00 Fc=1.00 Ft=1.00 Load Case # 1 Standard Loading Lumber Duration Factor 1.00 Plate Duration Factor 1.00 plf - Live Dead From To TC V 80 20 0.0' 13.6' BC V 0 10 0.0' 13.6' TC V 400 150 2.7' 13.6' TC V 1819 682 1.7' CL-LB Plus 2 Unbalanced Load Cases Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx D 2691 0 5-11 1- 9 O 5517 0 6- 0 3- 1 C 1945 0 10- 0 1- 2 Robbins Engineering, Inc./Online P1usTM A -G 0.04 3179 C 0.01 0.03 G -R 0.19 2745 C 0.01 0.18 R -P 0.51 1617 T 0.09 0.42 P -T 0.51 1617 T 0.09 0.42 T -J 0.18 1959 C 0.00 0.18 J -B 0.13 1818 C 0.00 0.13 Bottom Chords D -H 0.09 0 T 0.00 0.09 H -Q 0.50 3179 T 0.36 0.14 Q -0 0.51 2745 T 0.29 0.22 O -S 0.41 1959 T 0.19 0.22 S -I 0.32 1818 T 0.20 0.12 Z -C 0.08 0 T 0.00 0.08 Webs ------------- D -A 0.25 2635 C A -H 0.46 4060 T H -G 0.24 2535 C G -Q 0.07 1095 C Q -R 0.07 551 T R -O 0.45 4491 C O -P 0.20 2066 C O -T 0.36 3606 C S -T 0.02 160 C S -J 0.03 236 C I -J 0.13 1416 C i -B 0.46 2322 T C -8 0.18 1916 C LL Defl -0.03" in H -Q L/999 TL Defl -0.04" in H -Q L/999 Shear // Grain in R -P 0.85 DL Defl -0.12" at Q L/567 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCZ 9761 ROHBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI A# LOCK 6.Ox 8.0 0.6 0.4 0.66 G# LOCK 4.Ox 8.0 0.1 Ctr 0.41 R# LOCK 4.Ox 8.0 0.7 Ctr 0.40 T# LOCK 4.Ox 8.0-0.6 Ctr 0.33 B# LOCK 6.Ox 6.0 0.3 0.4 0.60 H# LOCK 4.Ox 8.0-0.4 Ctr 0.90 I# LOCK 4.Ox 6.0-0.1 Ctr 0.72 Plate Monitor used ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 2 COMPLETE TRUSSES REQUIRED. Fasten together in staggered pattern. (1/2" bolts -DR- SDS3 screws -OR- lOd nails as each layer is applied.) Spacing (In)---- RowsNails Screws Bolts TC 1 4 10.5 0 BC 1 12 24 0 WB 1 4 4 Plus clusters of nails where shown. Design checked for LL on BC per BOCA (section 1606.2.3), IBC/ZRC-2003,and FBC 2004 section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Prevent truss rotation at all bearing locations. This truss must be installed as shown. It cannot be installed upside-down. NOTE: USER MODIFIED PLATES This design may have plates selected through a plate monitor. Unbalanced Loads Checked Load Factors = 1.00 and 0.00 Max comp. force 4491 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSZ-B1 SUMMARY SHEET" BEFORE HANDLING INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-SEARING BLOCK. 4. DESIGNER: JLW Membr CSI P Lbs Axl-CSI-Bnd REFER TO ROBBZNS ENG. GENERAL Top Chords---------- NOTES AND SYMBOLS SHEET FOR Robbins Engineering, Inc./Online Plus" 0 1996-2005 Version 18.0.014 Engineering -Portrait 3/3/2006 12:41:41 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB12CFL FTl9 6 M150 110708 10600 0 0 ENGLE/SBI2CFL/M#4153 HO 1-6-0 HO 1-6-0 m0 TC 9-0 2-0-0 7-8 5-10- 8 lx3 4x4 3x3 3x3 3x3 3x3 3x3 1-6-0 E N A C O G F I 2x3 2x3 HGR R: 675 BC M L b U K 3x3 3x3 lx4 lx4 3x3 Common Diagonal: 1-3-0 5-10-8 11-7-8 ALL PLATES ARE LOCK20 J 3x3 P.¢ W:400 R: 664 5-9-0 Scale: 0.511" = 1' Robbins Engineering, Inc./Online Plus- Bottom Chords--------- ADDITIONAL SPECIFICATIONS. F -M 0.25 0 T 0.00 0.25 Online Plus -- Version 18.0.014 M -L 0.54 1027 T 0.10 0.44 NOTES: RUN DATE: 03-MAR-06 L -B 0.53 1395 T 0.22 0.31 Trusses Manufactured by: B -D 0.60 1395 T 0.22 0.38 East Coast Lumber CSI -Size- ----Lumber---- D -K 0.60 1395 T 0.22 0.38 Analysis Conforms To: TC 0.37 4x 2 SP-#2 K -J 0.54 1008 T 0.10 0.44 FBC2004 BC 0.60 4x 2 SP-#2 J -I 0.28 0 T 0.00 0.28 Design checked for LL on BC WB 0.31 4x 2 SP-#3-------------Webs------------- per BOCA (section 1606.2.3), F -E 0.07 367 C IBC/IRC-2003,and FBC 2004 Brace truss as follows: F -E 0.07 367 C (section 1607.1), 20.0 psf. O.C. From To E -M 0.31 775 T Design checked for 10 psf non- TC Cont. 0- 0- 0 11- 7- 8 M -N 0.14 711 C concurrent LL on BC. BC Cont. 0- 0- 0 11- 7- 8 N -L 0.15 384 T Provide 2X6 continuous L -A 0.07 398 C strongbacks (on edge) every Loading Live Dead (psf) B -A 0.06 173 T 10.0 Ft. Fasten to each TC 40.0 10.0 D -C 0.08 213 T truss w/ 3-16d nails at BC 0.0 5.0 C -K 0.08 439 C truss member(s). Total 40.0 15.0 55.0 K -0 0.16 412 T This truss must be installed Spacing 24.0" 0 -J 0.14 716 C as shown. It cannot be Lumber Duration Factor 1.00 J -G 0.30 762 T installed upside-down. Plate Duration Factor 1.00 I -G 0.13 657 C Max comp. force 1395 Lbs TC Fb=1.15 Fc=1.10 Ft=1.10 Quality Control Factor 1.25 BC Fb=1.10 Fc=1.10 Ft=1.10 LL Defl -0.07" in L -B L/999 TL Defl -0.08" in L -B L/999 FABRICATOR NOTES: Plus 2 Unbalanced Load Cases Shear // Grain in I -I 0.32 1. EAST COAST LUMBER & SUPPLY Plus 1 UBC LL Load Case(s) DL Defl -0.12" at B L/999 F.M. HILPERT, P.E.#50477 Plus 1 BC LL Load Case(s) 5285 ST. LUCIE BLVD. Plates for each ply each face. FORT PIERCE FL. 34946 Checked for NonConcurrent 200 PLATING CONFORMS TO TPI. 2. !!!CAUTION!!! READ "BCSI-B1 Lbs Moving Point Load applied REPORTS: SBCCI 9761 SUMMARY SHEET" BEFORE at Panel Points and Mid -panel ROBBINS ENGINEERING, INC. HANDLING , INSTALLING & on BC USING GROSS AREA TEST. BRACING TRUSSES. Plate - LOCK 20 Ga, Gross Area 3. SEE ATTACHED DETAIL SHEET Jt React Uplft Size Req'd Plate - RHS 20 Ga, Gross Area FOR: 1-JACK NAILS. Lbs Lbs In-Sx In-Sx Jt Type Plt Size X Y JSI 2-TBRACE. 3-BEARING BLOCK. F 675 0 3- 8 1- 0 E LOCK 4.Ox 4.0-0.5-0.5 0.93 4. DESIGNER: JLW I 664 0 4- 0 1- 0 G LOCK 3.Ox 3.0-0.5 Ctr 0.97 M LOCK 3.Ox 3.0-0.5 Ctr 0.99 Membr CSI P Lbs Axl-CSI-Bnd B LOCK 1.0x 4.0 Ctr 0.5 0.90 Top Chords---------- D LOCK 1.Ox 4.0 Ctr 0.5 0.90 E -N 0.36 548 C 0.00 0.36 J LOCK 3.Ox 3.0 0.5 Ctr 0.97 N -A 0.37 1257 C 0.01 0.36 A -C 0.32 1395 C 0.01 0.31 C -0 0.34 1257 C 0.01 0.33 REFER TO ROBBINS ENG. GENERAL 0 -G 0.33 526 C 0.00 0.33 NOTES AND SYMBOLS SHEET FOR Robbins Engineering, Inc./Online Plus" 0 1996.2005 version 18.0.014 Engineering • Ponrail 3/32006 12:41:53 PM Pagel Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering S_B12CFL FT18 1 M100 110800 10600 0 0 ENGLE/SBI2CFL/M#4153 HO 1-6-0 HO 1-6-0 TC 11-8-0 lx3 lx4 1x4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 2x3 A C O P Q R S T U V E 1-6-0 8 F 1x4 D N M L K J I H G 2x3 lx3 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 Co>eaon Diagonal: 1-2-8 11- 9- 8 BC 11-8-0 11-8-0 ALL PLATES ARE LOCK20 Scale: 0.519" = 1' Online Plus -- Version 18.0.014 RUN DATE: 03-MAR-06 CSI -Size- ----Lumber---- TC 0.08 4x 2 SP-#2 BC 0.23 4x 2 SP-#2 WB 0.02 4x 2 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 11- 8- 0 BC Cont. 0- 0- 0 11- 8- 0 Loading Live Dead (psf) TC 40.0 10.0 BC 0.0 5.0 Total 40.0 15.0 55.0 Spacing 24.0" Lumber Duration Factor 1.00 Plate Duration Factor 1.00 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx Cont. Brg 0- 0- 0 to 11- 8- 0 1277 0 Hz = 0 Membr CSI P Lbs Axl-CSI-Bnd Top Chords ---------- 0 0.08 13 C 0.00 0.08 O -P 0.08 13 C 0.00 0.08 P -Q 0.07 13 C 0.00 0.07 Q -R 0.07 13 C 0.00 0.07 R -S 0.07 13 C 0.00 0.07 S -T 0.07 13 C 0.00 0.07 T -U 0.08 13 C 0.00 0.08 U -V 0.08 13 C 0.00 0.08 Robbins Engineering, Inc./Online Plus' V -E 0.05 13 C 0.00 0.05 Bottom Chords B -N 0.21 0 T 0.00 0.21 N -M 0.23 0 T 0.00 0.23 M -L 0.23 0 T 0.00 0.23 L -K 0.23 0 T 0.00 0.23 K -J 0.23 0 T 0.00 0.23 J -I 0.23 0 T 0.00 0.23 I -H 0.23 0 T 0.00 0.23 H -G 0.22 0 T 0.00 0.22 G -F 0.14 0 T 0.00 0.14 Webs ------------- B -A 0.01 58 C 0.01 0.00 N -0 0.02 142 C M -P 0.02 131 C L -Q 0.02 133 C K -R 0.02 133 C J -S 0.02 133 C I -T 0.02 132 C H -U 0.02 137 C G -V 0.02 109 C F -E 0.00 25 C F -E 0.00 25 C LL Defl 0.00" in F -F L/999 TL Defl 0.00" in F -F L/999 Shear // Grain in F -F 0.32 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI A LOCK 1.0x 4.0 Ctr-0.5 0.90 O LOCK 1.0x 4.0 Ctr-0.5 0.90 P LOCK 1.0x 4.0 Ctr-0.5 0.90 Q LOCK 1.0x 4.0 Ctr-0.5 0.90 R LOCK 1.Ox 4.0 Ctr-0.5 0.90 S LOCK 1.Ox 4.0 Ctr-0.5 0.90 T LOCK 1.0x 4.0 Ctr-0.5 0.90 U LOCK 1.0x 4.0 Ctr-0.5 0.90 V LOCK 1.0x 4.0 Ctr-0.5 0.90 B LOCK 1.0x 4.0 Ctr 0.5 0.90 N LOCK 1.Ox 4.0 Ctr 0.5 0.90 M LOCK 1.Ox 4.0 Ctr 0.5 0.90 L LOCK 1.0x 4.0 Ctr 0.5 0.90 K LOCK 1.Ox 4.0 Ctr 0.5 0.90 J LOCK 1.Ox 4.0 Ctr 0.5 0.90 I LOCK 1.0x 4.0 Ctr 0.5 0.90 H LOCK 1.0x 4.0 Ctr 0.5 0.90 G LOCK 1.0x 4.0 Ctr 0.5 0.90 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. This truss must be installed as shown. It cannot be installed upside-down. Max comp. force 142 Lbs Quality Control Factor 1.25 FABRICATOR NOTES: 1. EAST COAST LUMBER S SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Robbins Engineering, Inc./Online Plus' 0 1996.2005 Version 18.0,014 Engineering . Ponrail 3/3/2006 12:41:52 PM Page 1 IVIL 1-00 1 Glr ivt„ CI%J I L.VMJ I I M000 2006.1 Aflawxble Stress Design NOTE: LOAD TABLE 2 BEAMS 1.75 X 16.000 LP LVL2250Fb•7.5E 1. THIS COMPONENT IS DESIGNED TO SUPPORT ONLY DESIGN CONSISTS OF 2 - PLIES FASTENED THE VERTICAL LOADS SHOWN VERIFICATION OF NOTE: LOADS SHOWN ARE FOR INPUT LOAD CASE (1). OTHER LOAD CASES TOGETHER (REFER TO NOTES). LOADING. DEFLECTION LIMITATIONS, FRAMING FOR PATTERN LIVE LOADING ARE CHECKED AS REQUIRED. METHODS, WIND AND SEISMIC BRACING, AND OTHER (DIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTILEVER.) LATERAL BRACING THAT IS ALWAYS REQUIRED IS DISTRIBUTION SOURCE TYPE TOP/SIDE LOAD FROM TO LOAD LDF THE RESPONSIBILITY OF THE PROJECT ENGINEER FT-IN-SX FT-IN-SX OR ARCHITECT. UNIFORM ROOF LIVE TOP 365 PLF 06-08-00 10-00-00 1.25 2. PROVIDE RESTRAINT AT SUPPORTS TO ENSURE UNIFORM ROOF DEAD TOP 219 PLF 06-08-00 10-00-00 0.90 LATERAL STABILITY. UNIFORM ROOF LIVE TOP 120 PLF 00-00-00 04-08-00 1.25 3. DO NOT CUT, NOTCH OR DRILL LP LVL. UNIFORM WALL DEAD TOP 110 PLF 00-00-00 10-00-00 0.90 4. SHIM ALL BEARINGS FOR FULL CONTACT. UNIFORM ROOF DEAD TOP 72 PLF 00-00-00 04-08-00 0.90 5. VERIFY DIMENSIONS BEFORE CUTTING UNIFORM BEAM WEIGHT 16 PLF 00-00-00 10-00-00 0.90 LP LVL TO SIZE. CONCENTRATED ROOF LIVE TOP 5000 LBS 05-08-00 MINBRG-2.50" 1.25 6. THIS LP LVL IS TO BE USED AS A CONCENTRATED ROOF DEAD TOP 3000 LBS 05-06-00 MINBRG-2. 50" 0.90 ROOF BEAM ONLY. MAKE PROVISION FOR ADEQUATE DRAINAGE. WARNING NOTES: 7. PROVIDE COMPRESSION EDGE BRACING AT EACH END OF COMPONENT. THIS COMPONENT DESIGN IS SPECIFICALLY FOR L•P ENGINEERED WOOD PRODUCTS. DESIGN ASSUMES COMPONENTS CARRIED ARE APPLIED TO TOP EDGE OF LP LVL, SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY. ATTACH THE TWO PLIES WITH 3 ROWS OF 16d 3-12') NAILS AT 12' OC. STAGGER ROWS. NAILS CAN BE DRIVEN FROM ONE FACE OR HALF FROM EACH FACE. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131'. 16d SINKERS (3.1/4-) MAY BE USED, BUT HALF MUST BE DRIVEN FROM DISTRIBUTED TO ALL PLIES. ADDITIONAL SUPPORT REACTIONS (LBS): MAXIMUM B E A R I N G N U M B E R 1 2 DOWN 5108 6995 UPLIFT --- --- MIN BEARING SIZES (IN-SX) 3- 0 3- 0 MAXIMUM DEFLECTIONS CALCULATED ALLOWABLE LIVE LOAD 0.11" 0.49" DEAD LOAD 0.12" TOTAL LOAD 0.18" 0.65" USE OF THIS DESIGN FOR ANYTHING OTHER THAN LP LVL OR LP 1401STS IS STRICTLY PROHIBITED. ANY MODIFICATION OF THIS DOCUMENT REQUIRES REVIEW BY A DESIGN PROFESSIONAL PROVIDE RESTRAINT AT CONCENTRATED LOAD TO ENSURE LATERAL STABILITY MINIMUM BEARING SIZES ARE SUFFICIENT TO PREVENT CRUSHING OF THE LP LVL BEAM AS DESIGNED. IT IS THE RESPONSIBILITY OF THE PROJECT ENGINEER, ARCHITECT OR DESIGNER TO VERIFY THAT THE SUPPORT STRUCTURE FOR THIS BEAM IS CAPABLE OF SUPPORTING THE REACTIONS. ANCHOR LP LVL ROOF BEAM SECURELY TO BEARINGS OR HANGERS. 16.000 T13. 1.750 I 3.500 CROSS SECTION Handling d Erection Miscellaneous Information Temporary and permanent bracing for holding component The use of this component shall be specified by the designer of the plumb and for reslstinlglateral forcesshall be designed and complete structure. Obtain all the necessary code compliance approval am installed by others. No bads are to be applied to the Instructions from the designam of the complete structure before using this component until after all the framing and fastening are component. Ifthe design criteria fisted above does not meet local building completed. At no time shallbads greater than designWads coda requirements, do not use this design. When this drawingis signed be applied to the component. and sealed, the structural design is approved as sham In this drawing basal on data provided by thecustomer. LP LVL and CTR, LPIjoists areDesignCriteriamadevrithoutcambetandwilldeflectunderload. Wood in direct contact The design and material specified are In substantial want concrete must be protected as required by code. Continuous lateral conformity with the latest revisions of NDS and AITC.' support is assumed (wall, floor beam, etc.). LP does not provide onn•site Dead load deflection includes adjustment factor for creep. Impaction. This drewingmust have anArchitect's or Engineer'. noel allied Total load deflection Is Instantaneous. to be considered an Engineering document. 12 0 r 10- 0- 0 THIS DRAWING IS NOT TO SCALE ^• 68 DESIGN CRITERIA MSI: 0. 46VSI: 0.46 LIVE LOAD 20 PSF DEAD LOAD 20 PSF TOTAL LOAD 40 PSF ROOF LEFT SPAN CARR. : 0.00 FT ROOF RIGHT SPAN CARR. : 0.00 FT DEFLECTION CRITERIA : LIVE LOAD DEFL: L / 240 TOTAL LOAD DEFL: L / 180 CODE COMPLIANCES : REPORT 0 ICED ER-5004 CCMC 11518-R N.Y. CITY MEA 97-94-E WISCONSIN 200124-W L.A. City RR 25167 NER 622 HUD MR 1214D LP LVL and CTR, LP I -Joist Specifications Software Provided By: 02/08lOB SBCCISupportsandconnectionsforLPLVLandCTR, LP IJdm to be specific applications. LP Engineered Wood Products Common nailsdriven parallel to glue linesshall be spaced a mirdmum of4' for 100 2706 Highway 421 Northand3' for ed, g Y Oo not M, notch, drill or after LP LVL and CTR, LP Waists except as shown In Wilmington, NC 28401 published material from lP any use of LP LVLand CTR, LP I Wsts contrary tothe Local 910.762.9878 Omits set forth hereon,negates any express warranty of the product and LP disclaims National Wets 800.999.9105 all implied warranties including the implied warranties of merchantability and fitness for a particuler use. DWG # A COPY OF THIS DRAWING IS TO BE GIVEN TO THE INSTALUNG CONTRACTOR LP is a registered trademark of Louisiana-Pacific Corporation. I SHEET # 1(h L A- Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SBI2CLR H1 S 1 HIPP 190400 6 1- 2- 0 1- 2- 0 ENGLE/SBI2CLR/M#4153 HO 4-3 HO 4-3 TC 1-2-0 7-0-0 5-4-0 7-0-0 1-2-0 4x8 4x4 B c 6 2x4 2x4 G H 3-10-3 3x10 3x10 A D IFI3x4 S1 I'I E4x8I{3x8 w:800 w:800 R:1694 R:1694 U: 346 U: 346 BC 19-4-0 19-4-0 ALL PLATES ARE LOCK20 Scale: 0.308" = 1' Robbins Engineering, Inc./Online Plus - A 1694 346 8- 0 2- 0 Hz = -75 Online Plus -- Version 18.0.014 D 1694 346 8- 0 2- 0 RUN DATE: 03-MAR-06 Hz = 76 CSI -Size- ----Lumber---- TC 0.98 2x 4 SP-#2 BC 0.99 2x 4 SP-#2 WB 0.21 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 19- 4- 0 BC Cont. 0- 0- 0 19- 4- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.00 Fc=1.00 Ft=1.00 BC Fb=1.00 Fc=1.00 Ft=1.00 Load Case # 1 Girder Loading Lumber Duration Factor 1.25 Plate Duration Factor 1.25 plf - Live Dead From To TC V 40 30 0.0' 19.3' BC V 0 10 0.0' 19.3' TC V 50 38 7.0' 12.3' BC V 0 13 7.1' 12.2' BC V 280 280 7.1' CL-LB BC V 280 280 12.2' CL-LB Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx Membr CSI P Lbs Axl-CSI-Bnd Top Chords ---------- A -G 0.33 3006 C 0.07 0.26 G -B 0.58 2880 C 0.06 0.52 B -C 0.98 2614 C 0.07 0.91 C -H 0.52 2882 C 0.06 0.46 H -D 0.34 3019 C 0.07 0.27 Bottom Chords --------- A -F 0.76 2657 T 0.28 0.48 F -S1 0.71 2597 T 0.27 0.44 S1-E 0.99 2597 T 0.27 0.72 E -D 0.75 2669 T 0.28 0.47 Webs ------------- G -F 0.01 70 C F -B 0.21 681 T B -E 0.05 136 T E -C 0.21 685 T E -H 0.02 85 C LL Defl -0.10" in F -S1 L/999 TL Defl -0.21" in F -S1 L/999 Shear // Grain in B -C 0.50 DL Defl -0.17" at S1 L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area it Type Plt Size X Y JSI A LOCK 3.0x10.0 1.8 0.7 0.91 D LOCK 3.0x10.0-1.8 0.7 0.91 S1 LOCK 4.Ox 8.0 Ctr 0.2 0.83 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Girder Step Down Hip Framing King Jacks Jack Open Faced Setback 7- 0- 0 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 15-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 3019 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER b SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING S BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Robbins Engineering, Inc./Online Plus'" 0 1996.2005 Version 18.0.014 Engineering - Portrait 3132006 11:16:10 AM Pagel Job Mark Quan Type Span P1-H1 Left OH Right OH I Engineering SB12CLR H16 1 HIPP 190400 6 0 1- 2- 0 ENGLE/SBI2CLR/M#4153 4-10-3 HO 4-3 HO 4-3 TC 9-0-0 1-4-0 9-0-0 1-2-0 4x4 4x4 B C 3 W:800 R: 773 U: 159 BC 19-4-0 19-4-0 ALL PLATES ARE LOCK20 Online Plus -- Version 18.0.014 RUN DATE: 03-MAR-06 CSI -Size- TC 0.21 2x 4 SP-#2 BC 0.81 2x 4 SP-#2 WB 0.14 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 19- 4- 0 BC Cont. 0- 0- 0 19- 4- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 773 159 8- 0 1- 0 Hz = 97 D 869 175 8- 0 1- 0 Hz = 98 Robbins Engineering, Inc./Online Plus- Membr CSI P Lbs Axl-CSI-Bnd Top Chords ---------- A -G 0.20 1280 C 0.01 0.19 G -B 0.20 1187 C 0.01 0.19 B -C 0.07 806 C 0.00 0.07 C -H 0.20 1074 C 0.00 0.20 H -D 0.21 1276 C 0.01 0.20 Bottom Chords --------- A -F 0.47 1147 T 0.12 0.35 F -S1 0.56 789 T 0.09 0.47 S1-E 0.81 789 T 0.09 0.72 E -D 0.54 1146 T 0.12 0.42 Webs ------------- G -F 0.05 283 C F -B 0.14 462 T B -E 0.03 94 T C -E 0.10 325 T E -H 0.05 297 C LL Defl -0.11" in F -S1 L/999 TL Defl -0.16" in F -S1 L/999 Shear // Grain in S1-E 0.43 DL Defl -0.12" at S1 L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI E LOCK 3.Ox 6.0-0.5 Ctr 0.85 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. W:800 R: 869 U: 174 Scale: 0.322" = 1' NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 15-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 1280 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Robbins Engineering, Inc./Online Plus"' 0 1996.2005 Version 18.0.014 Engineering -Portrait YM006 11:16:10 AM Pagel Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB12CLR T19 3 TR 190400 6 0 1- 2- 0 ENGLE/SBI2CLR/M#4153 HO 4-3 HO 4-3 TC, 9-8-0 9-8-0 _ _ _ 11-2-0 4x4 B 6 2x4 2x4 F G 5-2-3 4x4 4x4 A c E S1 D 3x4 3x4 3x4 W:800 W:800 R: 853 R: 949 U: 232 U: 247 BC 19-4-0 19-4-0 ALL PLATES ARE LOCK20 Scale: 0.323" = 1' Robbins Engineering, Inc./Online Plus - Hz = -104 C 949 248 8- 0 1- 2 Online Plus -- Version 18.0.014 Hz = 105 RUN DATE: 03-MAR-06 CSI -Size- ----Lumber---- TC 0.27 2x 4 SP-#2 BC 0.70 2x 4 SP-#2 WB 0.18 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 19- 4- 0 BC Cont. 0- 0- 0 19- 4- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.00 Fc=1.00 Ft=1.00 BC Fb=1.00 Fc=1.00 Ft=1.00 Load Case # 1 Standard Loading Lumber Duration Factor 1.25 Plate Duration Factor 1.25 plf - Live Dead From To TC V 40 30 0.0' 19.3' BC V 0 10 0.0' 19.3' BC V 20 0 5.7' 13.7' Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 853 232 8- 0 1- 0 Membr CSI P Lbs Axl-CSI-Bnd Top Chords ---------- A -F 0.24 1491 C 0.01 0.23 F -B 0.27 1354 C 0.02 0.25 B -G 0.27 1354 C 0.02 0.25 G -C 0.24 1491 C 0.01 0.23 Bottom Chords --------- A -E 0.52 1334 T 0.13 0.39 E -S1 0.70 845 T 0.09 0.61 S1-D 0.45 845 T 0.09 0.36 D -C 0.52 1334 T 0.13 0.39 Webs ------------- F -E 0.05 288 C E -B 0.18 561 T B -D 0.18 561 T D -G 0.05 288 C LL Defl -0.18" in E -S1 L/999 TL Defl -0.26" in E -S1 L/842 Shear // Grain in E -S1 0.21 DL Defl -0.12" at S1 L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI A LOCK 4.Ox 4.0 Ctr 0.1 0.74 C LOCK 4.Ox 4.0 Ctr 0.1 0.74 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 15-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 1491 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E..#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Robbins Engineering, Inc./Online Plus"' 0 1996.2005 Version 18.0.014 Engineering - Portrait 3/32006 11:16:11 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering S.W 2CLR G20 1 TR 190400 6 0 1- 2- 0 ENGLE/SBI2CLR/M#4153 HO 4-3 HO 4-3 TC 9-8-0 9-8-0 1-2-0 4x6 B Yr a 4x4 4x4 O R 6 5-2-3 3x4 3x4 N S 5x4 5x4 3x8 3x8 AR FA Ce M L D S1 Q p 2x0 g5x10 aBxB g5x8a5x10 2x4 W:800 W:800 R:2708 R:2531 U: 558 U: 517 BC 19-4-0 19-4-0 ALL PLATES ARE LOCK20, a = PLATE SELECTED IN PLATE MONITOR Scale: 0.323" = 1' Online Plus -- Version 18.0.014 RUN DATE: 03-MAR-06 CSI -Size- ----Lumber---- TC 0.45 2x 4 SP-#2 BC 1.00 2x 6 SP-#2 WB 0.79 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 19- 4- BC Cont. 0- 0- 0 19- 4- Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.00 Fc=1.00 Ft=1.00 BC Fb=1.00 Fc=1.00 Ft=1.00 Load Case # 1 Standard Loading Lumber Duration Factor 1.25 Plate Duration Factor 1.25 plf - Live Dead From To TC V 40 30 0.0' 19.3' BC V 0 10 0.0' 19.3' BC V 100 100 0.0' 16.7' BC V 132 132 16.7' CL-LB Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 2708 558 8- 0 3- 3 Hz = -103 C 2532 517 8- 0 3- 0 Hz = 104 Robbins Engineering, Inc./Online Plus" Top Chords ---------- N 0.31 4962 C 0.21 0.10 N -0 0.43 3966 C 0.16 0.27 O -B 0.19 3012 C 0.07 0.12 B -R 0.19 3012 C 0.07 0.12 R -S 0.45 3972 C 0.17 0.28 S -C 0.27 4948 C 0.21 0.06 Bottom Chords --------- M 0.76 4446 T 0.59 0.17 M -L 0.98 4446 T 0.59 0.39 L -D 0.66 3553 T 0.47 0.19 D -S1 0.60 3560 T 0.47 0.13 S1-Q 0.67 3560 T 0.47 0.20 Q -P 1.00 4423 T 0.59 0.41 P -C 0.73 4423 T 0.59 0.14 Webs ------------- M -N 0.16 606 T N -L 0.26 938 C L -O 0.35 1165 T O -D 0.37 1275 C D -B 0.79 2476 T D -R 0.38 1285 C Q -R 0.36 1172 T Q -S 0.25 907 C P -S 0.16 610 T LL Defl -0.11" in D -Sl L/999 TL Defl -0.22" in D -S1 L/991 Shear // Grain in Q -P 0.42 DL Defl -0.16" at S1 L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI A LOCK 3.Ox 8.0 1.4 0.7 0.87 A LOCK 5.Ox 4.0 2.3 1.1 0.91 O LOCK 4.Ox 4.0-0.4-0.2 0.90 B LOCK 4.Ox 6.0 Ctr-0.1 0.89 R LOCK 4.Ox 4.0 0.4-0.2 0.90 C LOCK 3.Ox 8.0-1.4 0.7 0.87 C LOCK 5.Ox 4.0-2.3 1.1 0.91 L LOCK 5.Ox10.0-1.2-0.2 0.52 Q LOCK 5.0x10.0 1.8-0.3 0.58 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Prevent truss rotation at all bearing locations. NOTE: USER MODIFIED PLATES This design may have plates selected through a plate monitor. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 15-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 4962 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-SEARING BLOCK. 4. DESIGNER: JLW Membr CSI P Lbs Axl-CSI-Bnd Plate Monitor used Robbins Engineering. Inc./Online Plus" 0 1996-2005 Version 18.0.014 Engineering . Portrait 36/2006 11:16:11 AM Page 1 Job S$12CLR Mark M24 Quan Type 2 MONO Span P1-H1 20800 6 Left OH Right OH 1- 2- 0 0 Engineering ENGLE/SBI2CLR/M#4153 HO 4-3 HO 1-8-3 TC 1-2-0 2-8-0 2x4 6, 1-8-3 2x4 A XC4 Ii w:308 HGR R: 258 R: 262 U: 27 U: 32 BC 2-8-0 2-8-0 ALL PLATES ARE LOCK20 Scale: 0.760" = 1' Online Plus -- Version 18.0.014 RUN DATE: 03-MAR-06 CSI -Size- ----Lumber---- TC 0.08 2x 4 SP-#2 BC 0.17 2x 4 SP-#2 WB 0.01 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 2- 8- 0 BC Cont. 0- 0- 0 2- 8- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Robbins Engineering, Inc./Online Plus - Hz = 67 Membr CSI P Lbs Axl-CSI-Bnd Top Chords ---------- A -B 0.08 33 C 0.00 0.08 Bottom Chords --------- A -C 0.17 47 T 0.00 0.17 Webs ------------- C -B 0.01 81 C WindLd LL Defl 0.00" in A -C L/999 TL Defl 0.00" in A -C L/999 Shear // Grain in A -C 0.17 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area it Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Checked for NonConcurrent 200 Lbs Moving Point Load applied NOTES: at Panel Points and Mid -panel Trusses Manufactured by: on BC East Coast Lumber Analysis Conforms To: it React Uplft Size Req'd FBC2004 Lbs Lbs In-Sx In-Sx OH Loading A 259 27 3- 8 1- 0 Soffit psf 2.0 Hz = -35 Design checked for LL on BC C 263 32 3- 8 1- 0 per BOCA (section 1606.2.3), Robbins Engineering. Inc./Online Plus1" 0 1996-2005 Version 18.0.014 Engineering - Portrait 3/32006 11:16:14 AM Page 1 IBC/IRC-2003,and FBC 2004 section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 15-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 81 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB12CLR GE22 1 MONO 20800 6 1- 2- 0 0 ENGLE/SBI2CLR/M#4153 1-8-3 HO 4-3 TC 1-2-0 BC Online Plus -- Version 18.0.014 RUN DATE: 03-MAR-06 CSI -Size- ----Lumber---- TC 0.05 2x 4 SP-#2 BC 0.09 2x 4 SP-#2 WB 0.00 2x 4 SP-#3 GW 0.01 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 2- 8- 0 BC Cont. 0- 0- 0 2- 8- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 HO 1-8-3 2-8-0 2x4 2-8-0 2-8-0 4 ALL PLATES ARE LOCK20 Soo Joint D For Typical Gable Plato Size and Placement Robbins Engineering, Inc./Online Plus- Membr CSI P Lbs Axl-CSI-Bnd Top Chords ---------- A -D 0.05 40 C 0.00 0.05 D -B 0.02 23 C 0.00 0.02 Bottom Chords --------- E 0.09 6 C 0.00 0.09 E -C 0.06 0 T 0.00 0.06 Webs ------------- C -B 0.00 25 C WindLd Gable Webs---------- E-D 0.01 91 C LL Defl 0.00" in E -C L/999 TL Defl 0.00" in A -E L/999 Shear // Grain in A -E 0.16 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR Checked for NonConcurrent 200 ADDITIONAL SPECIFICATIONS. Lbs Moving Point Load applied at Panel Points and Mid -panel NOTES: on BC Trusses Manufactured by: East Coast Lumber Jt React Uplft Size Req'd Analysis Conforms To: Lbs Lbs In-Sx In-Sx FBC2004 Cont. Brg 0- 0- 0 to 2- 8- 0 OH Loading 403 60 Hz = 67 Soffit psf 2.0 Robbins Engineering, Inc./Online Plus*" O 1996.2005 Version 18.0.014 Engineering - Portrait 3/3/2006 11:16:14 AM Page 1 Scale: 0.813" = 1 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Refer to Gen Det 3 series for web bracing and plating. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 15-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 91 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SBI2CLR G23 1 MONO 111008 6 0 0 ENGLE/SBI2CLR/M#4153 HO 4-0-1 HO 9-11-5 TC 11-10-8 2x4 B X 6 T 3x3 P HN 3 J 9-11-5 3xQ FU K Y A c 2x0 L M O G R V W z 3x4 3x4 S AA 2x4 HGR R: 259 U: 39 Bc 4-8-0 7-2-8 11- 10-8 ALL PLATES ARE LOCK20 See • For Typical Gable Plate Size and Placement Scale: 0.183" = 1' Robbins Engineering, Inc./Online Plus"' on BC Online Plus -- Version 18.0.014 it RUN DATE: 03-MAR-06 CSI - Size- ----Lumber---- TC 0.69 2x 4 SP-#2 BC 0.29 2x 6 SP-#2 WB 0.62 2x 4 SP-#3 Brace truss as follows: O. C. From To TC Cont. 0- 0- 0 11-10- 8 BC Cont. 0- 0- 0 11-10- 8 WB 1 rows CLB on H -C WB 1 rows CLB on C -B Attach CLB with (2)-10d nails at each web. Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.00 Fc=1.00 Ft=1.00 BC Fb=1.00 Fc=1.00 Ft=1.00 Load Case # 1 Standard Loading Lumber Duration Factor 1.25 Plate Duration Factor 1.25 plf - Live Dead From To TC V 40 30 0.0' 11.9' BC V 0 10 0.0' 11.9' BC V 10 10 0.0' 5.0' Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel A Con React Uplft Size Req'd Lbs Lbs In-Sx In-Sx 259 39 3- 8 1- 0 t. Brg 4- 8- 0 to 11-10- 8 791 260 Hz = 514 Membr CSI P Lbs Axl-CSI-Bnd Top Chords ---------- F - H 0.69 122 C 0.00 0.69 H - B 0.69 204 C 0.00 0.69 Bottom Chords --------- G 0.21 57 C 0.00 0.21 G - C 0.29 0 T 0.00 0.29 Webs ------------- A - F 0.09 201 C WindLd F - G 0.05 219 T G - H 0.21 416 C H - C 0.05 205 T 1 Br C - B 0.62 210 C WindLd 1 Br LL Defl 0.01" in A -G L/999 TL Defl 0.01" in A -G L/999 Shear // Grain in H -B 0.34 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Gar Gross Area it Type Plt Size X Y JSI 9 Gable studs to be attached with 2.Ox4.0 plates each end. REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Provide connection to bearing for 513 Lbs Horiz Reaction Design checked for LL on BC per BOCA (section 1606.2.3), IBC/ IRC-2003,and FBC 2004 section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Refer to Gen Det 3 series for web bracing and plating. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind - Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 15-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 416 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F. M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!! CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2- TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Robbins Engineering, Inc./Online Plus" 0 1996-2005 Version 18.0.014 Engineering - Ponrall 3r.V200611:21:57 AM Pagel Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SBI2CLR M21 7 MONO 111008 6 0 0 ENGLE/SBI2CLR/M#4153 HO 4-0-1 HO 9-11-5 TC - 11710-8 _. 2x4 B 6 3x3 E 9-11-5 3x3 F A C 2x4 O 3x3 R 3x3 D HGR HGR R: 512 R: 531 U: 238 BC 11-10-8 11-10-8 ALL PLATES ARE LOCK20 Scale: 0.224" = 1' Online Plus -- Version 18.0.014 RUN DATE: 03-MAR-06 CSI -Size- ----Lumber---- TC 0.52 2x 4 SP-#2 BC 0.51 2x 4 SP-#2 WB 0.14 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 11-10- 8 BC Cont. 0- 0- 0 11-10- 8 WB 1 rows CLB on E -C WB 1 rows CLB on C -B Attach CLB with (2)-10d nails at each web. Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Plus 1 BC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 512 0 3- 8 1- 0 Hz = 318 C 531 239 3- 8 1- 0 Robbins Engineering, Inc./Online Plus" Hz = 227 Membr CSI P Lbs Axl-CSI-Bnd Top Chords ---------- F -E 0.52 302 C 0.00 0.52 E -B 0.52 53 C 0.00 0.52 Bottom Chords --------- A -D 0.48 265 C 0.00 0.48 D -C 0.51 290 T 0.03 0.48 Webs ------------- A -F 0.12 496 C WindLd F -D 0.11 349 T D -E 0.04 128 T E -C 0.14 434 C 1 Br C -B 0.06 169 C 1 Br LL Defl 0.04" in A -D L/999 TL Defl -0.06" in D -C L/999 Shear // Grain in F -E 0.29 DL Defl -0.12" at D L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Gar Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Provide connection to bearing for 318 Lbs Horiz Reaction Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. No wind exposure on right end. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 15-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 496 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Robbins Engineering, Inc./Online Pius" 0 1996.2005 Version 18.0.014 Engineering - Ponrail 3/3120o6 11:21:57 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering S$12CLR H26 1 TR 100000 6 1- 2- 0 1- 2- 0 ENGLE/SBI2CLR/M#4153 HO 4-3 HO 4-3 TC 1-2-0 5-0-0 5-0-0- 1-2-0 2-9-7 w 0 4x6 B Cant: 6- 0 w:400 W:308 R: 495 R: 495 Cant:6- 0 U: 97 U: 97 BC 10-0-0 10-0-0 ALL PLATES ARE LOCK20, # = PLATE SELECTED IN PLATE MONITOR Online Plus -- version 18.0.014 RUN DATE: 03-MAR-06 CSI -Size- ----Lumber---- TC 0.13 2x 4 SP-#2 BC 0.33 2x 4 SP-#2 WB 0.07 2x 4 SP-#3 WG --- 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 10- 0- 0 BC Cont. 0- 0- 0 10- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Robbins Engineering, Inc./Online Plus'" C 496 98 3- 8 1- 0 Hz = 49 Membr CSI P Lbs Axl-CSI-Bnd Top Chords ---------- B 0.13 398 C 0.00 0.13 B -C 0.13 398 C 0.00 0.13 Bottom Chords A -D 0.33 356 T 0.04 0.29 D -C 0.33 356 T 0.04 0.29 Webs ------------- D -B 0.07 234 T LL Defl 0.01" in D -C L/999 TL Defl -0.01" in A -D L/999 Shear // Grain in A -D 0.16 DL Defl -0.12" at D L/804 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: Jt React Uplft Size Req'd East Coast Lumber Lbs Lbs In-Sx In-Sx Analysis Conforms To: A 496 98 4- 0 1- 0 FBC2004 Hz = -48 OH Loading Robbins Engineering, Inc./Online Plus"' 0 199r.2005 Version 18.0.014 Engineering - Portrait 3/3t2006 11:16:13 AM Page 1 Scale: 0.421" = 1' Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. NOTE: USER MODIFIED PLATES This design may have plates selected through a plate monitor. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 15-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp, force 398 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Job Mark Type Span P1-H1 Left OH Right OH Engineering S$12CLR H2517uan HIPP 100000 6 1- 2- 0 1- 2- 0 ENGLE/SBI2CLR/M#4153 HO 4-3 HO 4-3 TC 1-2-0 3-0-0 4-0-0 3-0-0 1-2-0 4x6 4x4 B C 6 I a 1-10-3 3x3 3x3 A D s. I, F x4jt2 E r[x3 W:400 V. W:400 R: 615 R: 615 U: 122 U: 122 BC 10-0-0 10-0-0 ALL PLATES ARE LOCA20 Scale: 0.519" = 1' Robbins Engineering, Inc./Online P1us- A 616 123 4- 0 1- 0 Hz = -28 Online Plus -- Version 18.0.014 D 616 123 4- 0 1- 0 RUN DATE: 03-MAR-06 Hz = 29 CSI -Size- ----Lumber---- TC 0.24 2x 4 SP-#2 BC 0.39 2x 4 SP-#2 WB 0.07 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 10- 0- 0 BC Cont. 0- 0- 0 10- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.00 Fc=1.00 Ft=1.00 BC Fb=1.00 Fc=1.00 Ft=1.00 Load Case # 1 Girder Loading Lumber Duration Factor 1.25 Plate Duration Factor 1.25 plf - Live Dead From To TC V 40 30 0.0' 10.0' BC V 0 10 0.0' 10.0' TC V 10 8 3.0' 7.0' BC V 0 3 3.1' 6.9' BC V 40 40 3.1' CL-LB BC V 40 40 6.9' CL-LB Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx Membr CSI P Lbs Axl-CSI-Bnd Top Chords ---------- A -B 0.11 845 C 0.00 0.11 B -C 0.24 771 C 0.00 0.24 C -D 0.10 858 C 0.00 0.10 Bottom Chords --------- A -F 0.27 762 T 0.09 0.18 F -E 0.39 754 T 0.10 0.29 E -D 0.26 771 T 0.09 0.17 Webs ------------- F -B 0.07 242 T B -E 0.05 159 T E -C 0.06 204 T LL Defl -0.02" in F -E L/999 TL Defl -0.04" in F -E L/999 Shear // Grain in B -C 0.19 DL Defl -0.12" at F L/896 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Girder Step Down Hip Framing King Jacks Jack Open Faced Setback 3- 0- 0 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 15-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 858 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW RobbinsEngineering, Inc./Online Plus"' 0 1996-2005 Version 18.0.014 Engineering - Ponrail 3/3/2006 11:16:13 AM Pagel Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB12CLR MV7 1 VLM. SB 70300 6 0 0 ENGLE/SBI2CLR/M#4153 3-7-8 TC 7-3-0 c HO 3-7-8 BC 7-3-0 7-3-0 ALL PLATES ARE LOCK20 See Joint D For Typical Gable Plato Size and Placement Online Plus -- Version 18.0.014 RUN DATE: 03-MAR-06 CSI -Size- ----Lumber---- TC 0.12 2x 4 SP-#2 BC 0.21 2x 4 SP-#2 WB 0.07 2x 4 SP-#3 GW 0.04 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 7- 3- 0 BC Cont. 0- 0- 0 7- 3- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Robbins Engineering, Inc./Online P1us- Membr CSI P Lbs Axl-CSI-Bnd Top Chords ---------- A -D 0.12 115 C 0.00 0.12 D -B 0.12 70 C 0.00 0.12 Bottom Chords --------- A -E 0.15 0 T 0.00 0.15 E -C 0.21 0 T 0.00 0.21 Webs ------------- C -B 0.07 90 C WindLd Gable Webs---------- E-D 0.04 243 C LL Defl 0.00" in E -C L/999 TL Defl 0.00" in E -C L/999 Shear // Grain in A -E 0.21 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Gar Gross Area Jt Type Plt Size X Y JSI Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR Checked for NonConcurrent 200 ADDITIONAL SPECIFICATIONS. Lbs Moving Point Load applied at Panel Points and Mid -panel NOTES: on BC Trusses Manufactured by: East Coast Lumber Jt React Uplft Size Req'd Analysis Conforms To: Lbs Lbs In-Sx In-Sx FBC2004 Cont. Brg 0- 0- 0 to 7- 3- 0 Design checked for LL on BC 531 109 Hz = 178 per BOCA (section 1606.2.3), Robbins Engineering. Inc./Online Plus '1 0 1996-2005 Version 18.0.014 Engineering - Ponrail UY2006 11:16:15 AM Page I 2x4 4 Scale: 0.518" = 1' IBC/IRC-2003,and FBC 2004 section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 15-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 243 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!'CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Job Mark Quan Type Span P1-HI Left OH Right OH Eirgineerin SB12CLR I V4 1 VL. SB 40000 6 0 0 ENGLE/SBI2CLR/M#4153 TC 2-0-0 6 4x4 1-0-0 2x4 2-0-0 L• , :•, ril BC 4-0-0 4-0-0 ALL PLATES ARE LOCR20 Robbins Engineering, Inc./Online Plus- LL Defl 0.00" in A -C L/999 TL Defl 0.00" in A -C L/999 Online Plus -- Version 18.0.014 Shear // Grain in A -B 0.03 RUN DATE: 03-MAR-06 DL Defl 0.00" at L/999 CSI -Size- ----Lumber---- TC 0.00 2x 4 SP-#2 BC 0.01 2x 4 SP-#2 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 4- 0- 0 BC Cont. 0- 0- 0 4- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Gar Gross Area it Type Plt Size X Y JSI B LOCK 4.Ox 4.0 Ctr-1.0 0.33 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: Plus 6 Wind Load Case(s) FBC2004 Plus 1 UBC LL Load Case(s) Design checked for LL on BC per BOCA (section 1606.2.3), it React Uplft Size Req'd IBC/IRC-2003,and FBC 2004 Lbs Lbs In-Sx In-Sx (section 1607.1), 20.0 psf. Cont. Brg 0- 0- 0 to 4- 0- 0 Design checked for 10 psf non- 221 46 Hz = 13 concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Membr CSI P Lbs Axl-CSI-Bnd Truss is designed as a Main Top Chords---------- Wind -Force Resistance System. A -B 0.00 74 C Wind Speed: 120 mph B -C 0.00 74 C Mean Roof Height: 15-0 Bottom Chords--------- Exposure Category: B A -C 0.01 0 T 0.00 0.01 Occupancy Factor : 1.00 Robbins Engineering, Inc./Online Plus" 0 1996-2005 version 18.0.014 Engineering - Portrait 3/3/2006 11:16:15 AM Page 1 2x4 Scale: 0.888" = 1' Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 74 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Job Mark 6Uan Type Span P1-H1 Left OH Right OH Engitreerblg SBI2CUR HI0 1 HIPP 240400 6 0 1- 2- 0 ENGLE/SBI2CUR/M#4153 Ho 4-3 HO 4-3 o0 TC 7-0-0 10-a-o o-o NO 2x4 I 4x8 4x8 B C 6 2x4 2x4 H J 3-10-3 5x4 5x4 3x6 3x6 A D ti) r F S1 G S2 E 3x43x43x83x83x8 W:400% W:400 R:2048 R:2144 U: 860 U: 897 BC 24-4-0 24-4-0 I ALL PLATES ARE LCCK20 Scale: 0.261" = 1' Online Plus -- Version 18.0.014 RUN DATE: 03-MAR-06 CSI -Size- ----Lumber---- TC 0.56 2x 4 SP-#2 EX B -C 2x 4 SP-SS BC 0.84 2x 4 SP-#2 WH 0.29 2x 4 SP-#3 PB --- 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 24- 4- 0 BC Cont. 0- 0- 0 24- 4- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.00 Fc=1.00 Ft=1.00 BC Fb=1.00 Fc=1.00 Ft=1.00 Load Case # 1 Girder Loading Lumber Duration Factor 1.25 Plate Duration Factor 1.25 plf - Live Dead From To TC V 40 30 0.0' 24.3' BC V 0 10 0.0' 24.3' TC V 50 38 7.0' 17.3' BC V 0 13 7.1' 17.2' BC V 280 280 7.1' CL-LB BC V 280 280 17.2' CL-LB Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Robbins Engineering, Inc./Online Plus' Hz = -79 2144 897 4- 0 2- 8 Hz = 80 Membr CSI P Lbs Axl-CSI-Bnd Top Chords ---------- A -H 0.47 3954 C 0.12 0.35 H -B 0.56 3840 C 0.11 0.45 B -I 0.53 4224 C 0.09 0.44 I -C 0.53 4224 C 0.09 0.44 C -J 0.56 3840 C 0.11 0.45 J -D 0.47 3954 C 0.12 0.35 Bottom Chords F 0.84 3495 T 0.36 0.48 F -S1 0.71 3455 T 0.63 0.08 SI-G 0.78 3455 T 0.36 0.42 G -S2 0.78 3455 T 0.36 0.42 S2-E 0.71 3455 T 0.63 0.08 E -D 0.84 3495 T 0.36 0.48 Webs ------------- H -F 0.02 94 T F -B 0.20 655 T B -G 0.29 933 T G -I 0.21 917 C G -C 0.29 933 T E -C 0.20 655 T E -J 0.02 94 T LL Defl -0.17" in G -S2 L/999 TL Defl -0.34" in G -S2 L/835 Shear // Grain in B -I 0.59 DL Defl -0.25" at G L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Gar Gross Area Jt Type Plt Size X Y JSI A LOCK 3.Ox 6.0 1.4 0.7 0.89 A LOCK 5.Ox 4.0 3.3 1.1 0.91 D LOCK 3.Ox 6.0-1.4 0.7 0.89 D LOCK 5.Ox 4.0-3.3 1.1 0.91 Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx REFER TO ROBBINS ENG. GENERAL A 2048 861 4- 0 2- 7 NOTES AND SYMBOLS SHEET FOR Robbins Engineering. Inc./Online Plus" 0 1996.2005 Version 18.0.014 Engineering - Portrait 3IY2006 10:10:46 AM Page 1 ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Girder Step Down Hip Framing King Jacks Jack Open Faced Setback 7- 0- 0 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Prevent truss rotation at all bearing locations. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 4224 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SBI2CUR H11 1 HIPP 240400 6 0 1- 2- 0 ENGLE/SBI2CUR/M#4153 Ho 4-3 Ho 4-3 00 TC 9-0-0 6-4-0 9-0-0 NO 5x8 5x8 B C 6 2x4 2x4 G H 4-10-3 4x4 4x4 A D j F E 6x8 6x10 W:400 SPL SPL W:400 R: 973 R:1069 U: 408 U: 444 BC 24-4-0 24-4-0 ALL PLATES ARE LOCK20, PLATE SELECTED IN PLATE MONITOR Scale: 0.261" = 1' Online Plus -- Version 18.0.014 RUN DATE: 03-MAR-06 CSI -Size- ----Lumber---- TC 0.41 2x 4 SP-#2 BC 0.70 2x 4 SP-#2 WB 0.11 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 24- 4- 0 BC Cont. 0- 0- 0 24- 4- 0 WB 1 rows CLB on B -E Attach CLB with (2)-10d nails at each web. Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 973 408 4- 0 1- 2 Hz = -103 D 1069 445 4- 0 1- 4 Hz = 104 Membr CSI P Lbs Axl-CSI-Bnd Top Chords---------- RobbinsEngineering, Inc./Online Plus - A -G 0.25 1687 C 0.01 0.24 G -B 0.18 1406 C 0.01 0.17 B -C 0.41 1218 C 0.01 0.40 C -H 0.18 1409 C 0.08 0.10 H -D 0.25 1690 C 0.01 0.24 Bottom Chords F 0.66 1510 T 0.15 0.51 F -E 0.70 1215 T 0.13 0.57 E -D 0.65 1512 T 0.15 0.50 Webs ------------- G -F 0.08 301 C F -B 0.11 350 T B -E 0.04 129 T 1 Br C -E 0.09 331 T E -H 0.08 305 C LL Defl 0.09" in A -F L/999 TL Defl -0.14" in F -E L/999 Shear // Grain in B -C 0.28 DL Defl -0.12" at F L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Gar Gross Area Jt Type Plt Size X Y JSI A LOCK 4.Ox 4.0 Ctr 0.1 0.84 D LOCK 4.Ox 4.0 Ctr 0.1 0.84 F# LOCK 6.Ox 8.0 Ctr-0.5 0.53 E# LOCK 6.Ox10.0-1.0-0.5 0.53 Plate Monitor used REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. NOTE: USER MODIFIED PLATES This design may have plates selected through a plate monitor. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp, force 1690 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING S BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Robbins Engineering, Inc./Online Plus"' O 1996.2005 Version 18.0.014 Engineering - Portrait 3/3/2006 10:10:47 AM Page 1 Job Mark Type Span P1-H1 Left OH Right OH EngineeringSBI2CURHl21TuanHIPP240400601- 2- 0 ENGLE/SBI2CUR/M#4153 HO 4-3 NO 4-3 00 TC 11-0-0 2-4-0 11-0-0 NO 5x6 #5x8 B C 6 2x4 2x4 G H 5-10-3 4x4 4x4 A D F E 6x8 6x10 W:400 SPL SPL W:400 R:1023 R:1113 U: 408 U: 444 BC 24-4-0 Y4-4-0 ALL PLATES ARE LOCK20, PLATE SELECTED IN PLATE MONITOR Scale: 0.261" = 1' Online Plus -- Version 18.0.014 RUN DATE: 03-MAR-06 CSI -Size- ----Lumber---- TC 0.33 2x 4 SP-#2 BC 0.68 2x 4 SP-#2 WB 0.16 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 24- 4- 0 BC Cont. 0- 0- 0 24- 4- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Plus 1 BC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 1023 408 4- 0 1- 3 Hz = -126 D 1113 445 4- 0 1- 5 Hz = 127 Membr CSI P Lbs Axl-CSI-Bnd Top Chords ---------- A -G 0.32 1768 C 0.01 0.31 Robbins Engineering, Inc./Online Plus- G -B 0.32 1534 C 0.01 0.31 B -C 0.18 1130 C 0.00 0.18 C -H 0.33 1517 C 0.01 0.32 H -D 0.33 1752 C 0.01 0.32 Bottom Chords F 0.67 1585 T 0.15 0.52 F -E 0.68 1111 T 0.11 0.57 E -D 0.68 1571 T 0.15 0.53 Webs ------------- G -F 0.08 360 C F -B 0.16 505 T B -E 0.08 118 T C -E 0.14 452 T E -H 0.08 367 C LL Defl -0.11" in F -E L/999 TL Defl -0.19" in F -E L/999 Shear // Grain in C -H 0.24 DL Defl -0.12" at E L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI A LOCK 4.Ox 4.0 Ctr 0.1 0.88 C LOCK 5.Ox 8.0 1.0-0.5 0.59 D LOCK 4.Ox 4.0 Ctr 0.1 0.87 F LOCK 6.Ox 8.0-1.0-0.5 0.53 E LOCK 6.Ox10.0-0.5-0.5 0.53 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. NOTE: USER MODIFIED PLATES This design may have plates selected through a plate monitor. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 1768 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Robbins Engineering, Inc./Online Plus" 0 1996-2005 Version 18.0.014 Engineering - Portrait 3132006 10:10:47 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SBI2CUR T13 2 TR 240400 6 0 1- 2- 0 ENGLE/SBI2CUR/M#4153 HO 4-3 HO 4-3 00N TC 12-2-0 12-2-0 O 4x4 B 6 2x4 2x4 F G 6-5-3 3x6 3x6 A c E S1 S2 D 3x4 3x6 3x6 3x4 W:400 W:400 R:1142 R:1238 U: 542 U: 578 BC 24-4-0 24-4-0 ALL PLATES ARE LOCK20 Scale: 0.263" = 1' Robbins Engineering, Inc./Online P1us- A 1143 542 4- 0 1- 6 Hz = -139 Online Plus -- Version 18.0.014 C 1239 579 4- 0 1- 7 RUN DATE: 03-MAR-06 Hz = 140 CSI -Size- ----Lumber---- TC 0.42 2x 4 SP-#2 BC 0.95 2x 4 SP-#2 WB 0.44 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 24- 4- BC Cont. 0- 0- 0 24- 4- Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.00 Fc=1.00 Ft=1.00 BC Fb=1.00 Fc=1.00 Ft=1.00 Load Case # 1 BOCA Loading Lumber Duration Factor 1.25 Plate Duration Factor 1.25 plf - Live Dead From To TC V 40 30 0.0' 24.3' BC V 0 10 0.0' 24.3' BC V 20 0 7.2' 17.2' BC V 40 0 10.4' 13.9' Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Membr CSI P Lbs Axl-CSI-Bnd Top Chords ---------- A -F 0.40 2063 C 0.03 0.37 F -B 0.42 1928 C 0.06 0.36 B -G 0.42 1928 C 0.06 0.36 G -C 0.40 2063 C 0.03 0.37 Bottom Chords --------- A -E 0.95 1844 T 0.34 0.61 E -S1 0.82 1171 T 0.21 0.61 S1-S2 0.95 1171 T 0.21 0.74 S2-D 0.82 1171 T 0.21 0.61 D -C 0.95 1844 T 0.34 0.61 Webs ------------- F -E 0.07 367 C E -B 0.44 853 T B -D 0.44 853 T D -G 0.07 367 C LL Defl -0.48" in S1-S2 L/597 TL Defl -0.62" in S1-S2 L/461 Shear // Grain in E -S1 0.28 DL Defl -0.12" at S2 L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Ga, Gross Area it Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 2063 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx NOTES: Trusses Manufactured by: Robbins Engineering. Inc./Online Plus" 0 1996.2005 Version 18.0.014 Engineering - Portrait 3/32006 10:10:48 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Lrgineering S)?12CUR G14 1*2P TR 240400 6 1- 2- 0 0 ENGLE/SBI2CUR/M#4153 NO 4-3 00 NO 4-3 NO TC 12-2-0 12-2-0 7x6 B 5x4 Sx4 6 F J 6-5-3 3x4 3x4 N 0 1Ox10 1Ox10 20G-RHS-5xlO 20G-RHS-5x10 A C n 1 M H S1 E S2 I L 3x4 7x65x8 6x8 5x8 7x6 3x4 W:400 W:400 R:6154 R:8053 U:2577 U:3377 BC 24-4-0 24-4-0 EXCEPT AS SHOWN ALL PLATES ARE LOCK20 Scale: 0.251" = 1' Robbins Engineering, Inc./Online P1us- A -N 0.32 12573 C 0.24 0.08 NOTES AND SYMBOLS SHEET FOR N -F 0.33 12881 C 0.25 0.08 ADDITIONAL SPECIFICATIONS. Online Plus -- Version 18.0.014 F -B 0.28 9187 C 0.19 0.09 RUN DATE: 03-MAR-06 B -J 0.27 9188 C 0.19 0.08 NOTES: a. a.ra a.sa.aaaa J -O 0.32 12831 C 0.25 0.07 Trusses Manufactured by: 2-Ply Truss • 0 -C 0.45 14615 C 0.32 0.13 East Coast Lumber a a.•a.aaa.aa Bottom Chords--------- Analysis Conforms To: A -M 0.53 11228 T 0.36 0.15 FBC2004 CSI -Size- ----Lumber---- M -H 0.53 11228 T 0.38 0.15 2 COMPLETE TRUSSES REQUIRED. TC 0.45 2x 4 SP-SS H -S1 0.49 11538 T 0.39 0.10 Fasten together in staggered BC 0.77 2x 6 SP-SS S1-E 0.77 11538 T 0.39 0.38 pattern. (1/2" bolts -OR- WB 0.57 2x 4 SP-#3 E -S2 0.77 11491 T 0.39 0.38 SDS3 screws -OR- 10d nails EX E -B 2x 4 SP-112 S2-I0.55 11491 T 0.39 0.16 as each layer is applied.) PB --- 2x 6 SP-#2 I -L 0.61 13062 T 0.45 0.16 Spacing (In)---- L - C 0.67 13082 T 0.45 0.22 Rows Nails Screws Bolts Brace truss as follows: Webs------------- TC 1 12 24 0 O. C. From To M -N 0.03 479 C BC 2 11 24 0 TC Cont. 0- 0- 0 24- 4- 0 N -H 0.05 418 T WH 1 4 4 BC Cont. 0- 0- 0 24- 4- 0 H -F 0.57 3632 T Plus clusters of nails where F - E 0.40 3978 C shown. Loading Live Dead (psf) E -B 0.71 7794 T OH Loading TC 20.0 15.0 E -J 0.40 3921 C Soffit psf 2.0 BC 0.0 5.0 I -J 0.56 3581 T Design checked for LL on BC Total 20.0 20.0 40.0 I -O 0.15 1878 C per BOCA (section 1606.2.3), Spacing 24.0" L -0 0.25 1645 T IBC/IRC-2003,and FBC 2004 Lumber Duration Factor 1.25 section 1607.1), 20.0 psf. PlateDurationFactor1.25 LL Defl -0.20" in E -S2 L/999 Design checked for 10 psf non- TCFb=1.00 Fc=1.00 Ft=1.00 TL Defl -0.40" in E -S2 L/715 concurrent LL on BC. BC Fb=1.00 Fc=1.00 Ft=1.00 Shear // Grain in S1-E 0.70 Prevent truss rotation at all DL Defl -0.29" at S2 L/989 bearing locations. Load Case # 1 Standard Loading Wind Loads - ANSI / ASCE 7-02 Lumber Duration Factor 1.25 Plates for each ply each face. Truss is designed as a Main Plate Duration Factor 1.25 PLATING CONFORMS TO TPI. Wind -Force Resistance System. plf - Live Dead From To REPORTS: SBCCI 9761 Wind Speed: 120 mph TC V 40 30 0.0' 24.3' ROBBINS ENGINEERING, INC. Mean Roof Height: 25-0 BC V 0 10 0.0' 24.3' BASED ON SP LUMBER Exposure Category: B BC V 290 290 8.0' 24.3' USING GROSS AREA TEST. Occupancy Factor : 1.00 BC V 1346 1346 7.0' CL-LB Plate - LOCK 20 Ga, Gross Area Building Type: Enclosed Plate - RHS 20 Ga, Gross Area Zone location: Exterior Jt Type Plt Size X Y JSi TC Dead Load 7.0 psf Plus6windLoadCase(s) A RHS 5.0x10.0 4.0 0.9 0.98 BC Dead Load 3.0 psf Plus1UBCLLLoadCase(s) A LOCK 10.0x10.0 8.9 0.9 0.99 Max comp. force 14615 Lbs N LOCK 3.Ox 4.0-0.4-0.2 0.80 Quality Control Factor 1.00 Checked for NonConcurrent 200 F LOCK 5.Ox 4.0-0.9-0.4 0.97 Lbs Moving Point Load applied B LOCK 7.Ox 6.0 Ctr-1.1 0.98 FABRICATOR NOTES: at Panel Points and Mid -panel J LOCK 5.Ox 4.0 0.9-0.4 0.97 1. EAST COAST LUMBER 6 SUPPLY on BC O LOCK 3.Ox 4.0 0.4-0.2 0.80 F.M. HILPERT, P.E.#50477 C RHS 5.Ox10.0-4.0 0.9 0.98 5285 ST. LUCIE BLVD. Jt React Uplft Size Req'd C LOCK 10.Ox10.0-8.9 0.9 0.99 FORT PIERCE FL. 34946 Lbs Lbs In-Sx In-Sx M LOCK 3.Ox 4.0 Ctr-0.8 0.59 2. !!!CAUTION!!! READ 11SCSI-B1 A 6154 2577 4- 0 3-10 H LOCK 7.Ox 6.0 Ctr-1.2 0.95 SUMMARY SHEET" BEFORE Hz = - 140 E LOCK 6.Ox 8.0 Ctr-0.6 1.00 HANDLING , INSTALLING 6 C805433784- 0 4-12 •• I LOCK 7.Ox 6.0 Ctr-1.2 0.95 BRACING TRUSSES. Hz = 138 L LOCK 3.Ox 4.0 Ctr-0.8 0.59 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. Membr CSI P Lbs Axl-CSI-Bnd 2-TBRACE. 3-BEARING BLOCK. Top Chords---------- REFER TO ROBBINS ENG. GENERAL 4. DESIGNER: JLW Robbins Engineering, Inc./Online Pius" 0 1996.2005 Version 18.0.014 Engineering . Ponrail 3/3/2006 10:46:45 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SPI2CUR HI 1 HHIP 310400 6 1- 2- 0 0 ENGLE/SBI2CUR/M#4153 HO 4-3 00 HO 3-10-3 NO TC 7-0-0 24-4-0 3x6 4x12 2x4 axe 3x10 2x4 K S1 L M S2 N 7x8 7x6 B c 6 2x4 J 3-10-3 6x6 38 A D C9 I E I H G F" 3x4 I400L3x67x104x85x107x10 SPL SPL HGR R:2722721 R:2692 U:1131 U:1137 BC 31-4-0 31-4-0 ALL PLATES ARE LOCK20 Scale: 0.203" = 1' Online Plus -- Version 18.0.014 RUN DATE: 03-MAR-06 CSI -Size- ----Lumber---- TC 0.85 2x 4 SP-#2 EX B -S1 2x 4 SP-SS EX S1-S2 2x 4 SP-SS BC 0.63 2x 4 SP-SS WB 0.61 2x 4 SP-#3 EX F -C 2x 4 SP-#2 PB --- 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 31- 4- 0 BC Cont. 0- 0- 0 31- 4- 0 WB 1 rows CLB on M -F Attach CLB with (2)-10d nails at each web. Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.00 Fc=1.00 Ft=1.00 BC Fb=1.00 Fc=1.00 Ft=1.00 Load Case # 1 Girder Loading Lumber Duration Factor 1.25 Plate Duration Factor 1.25 plf - Live Dead From To TC V 40 30 0.0' 31.3' BC V 0 10 0.0' 31.3' TC V 50 38 7.0' 30.3' TC V -40 -30 30.3' 31.3' BC V 0 13 7.1' 30.3' BC V 0 -10 30.3' 31.3' BC V 280 280 7.1' CL-LB Robbins Engineering, Inc./Online P1us- A 2722 1131 4- 0 3- 3 Hz = 131 D 2692 1138 3- 8 3- 3 Hz = 225 Membr CSI P Lbs Axl-CSI-Bnd Top Chords ---------- J 0.69 5165 C 0.23 0.46 J -B 0.70 5085 C 0.21 0.49 B -K 0.62 6122 C 0.27 0.35 K -S1 0.59 6307 C 0.29 0.30 S1-L 0.57 6307 C 0.29 0.28 L -M 0.47 6307 C 0.20 0.27 M -S2 0.32 3355 C 0.05 0.27 S2-N 0.85 3355 C 0.09 0.76 N -C 0.85 3355 C 0.09 0.76 Bottom Chords --------- E 0.53 4564 T 0.43 0.10 E -I 0.50 4576 T 0.43 0.07 I -H 0.63 6122 T 0.58 0.05 H -G 0.57 5482 T 0.52 0.05 G -F 0.57 5482 T 0.52 0.05 F -D 0.25 161 T 0.00 0.25 Webs ------------- J -E 0.02 85 T E -B 0.19 621 T B -I 0.60 1899 T I -K 0.22 970 C K -H 0.08 275 T H -L 0.16 712 C H -M 0.34 1066 T G -M 0.09 305 T M -F 0.53 2603 C 1 Br F -N 0.19 862 C F -C 0.77 4173 T D -C 0.61 2661 C WindLd LL Defl -0.32" in I -H L/999 TL Defl -0.64" in I -H L/574 Shear // Grain in N -C 0.57 DL Defl -0.48" at H L/773 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 Plus 6 Wind Load Case(s) ROBBINS ENGINEERING, INC. Plus 1 UBC LL Load Case(s) BASED ON SP LUMBER USING GROSS AREA TEST. Checked for NonConcurrent 200 Plate - LOCK 20 Ga, Gross Area Lbs Moving Point Load applied Plate - RHS 20 Ga, Gross Area at Panel Points and Mid -panel Jt Type Plt Size X Y JSI on BC A LOCK 3.Ox 8.0 2.4 1.1 0.93 A LOCK 6.Ox 6.0 6.3 1.9 0.93 Jt React Uplft Size Req'd B LOCK 7.Ox 8.0 1.5-4.3 0.94 Lbs Lbs In-Sx In-Sx S1 LOCK 4.Ox12.0 Ctr-0.2 0.91 Robbins Engineering. Inc./Online Plus' 0 1996-2005 Version 18.0.014 Engineering - Portrait MY2006 10:10:41 AM Page 1 C LOCK 7.Ox 6.0-1.0 Ctr 0.96 G LOCK 5.0x10.0 Ctr-0.5 0.91 F LOCK 7.Ox10.0 1.0 Ctr 0.91 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Girder Half Hip Framing King Jacks Jack Open Faced Setback 7- 0- 0 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Prevent truss rotation at all bearing locations. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 6307 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SBI2CUR H2 1 HHIP 310400 6 1- 2- 0 0 ENGLE/SBI2CUR/M#4153 HO 4-3 00 HO 4-10-3 NO TC '' 9-0-0 22-4-0 5x8 2x4 3x6 3x6 4x6 B I S2 J C 6 2x4 H 4-10-3 4x6 A D E G S3 F 2x4 3x6S1 4x8 3x6 3x6 W:400 3x6 HGR R:1349 R:1253 U: 549 U: 538 BC 31-4-0 31-4-0 ALL PLATES ARE LOCK20 Scale: 0.203" = 1' Online Plus -- Version 18.0.014 RUN DATE: 03-MAR-06 CSI -Size- ----Lumber---- TC 0.72 2x 4 SP-#2 BC 0.80 2x 4 SP-#2 WB 0.86 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 31- 4- 0 BC Cont. 0- 0- 0 31- 4- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 1349 550 4- 0 1- 9 Hz = 163 D 1253 538 3- 8 1- 8 Hz = 287 Membr CSI P Lbs Axl-CSI-Bnd Top Chords ---------- A -H 0.28 2269 C 0.01 0.27 H -B 0.32 1973 C 0.02 0.30 B -I 0.67 2187 C 0.09 0.58 I -S2 0.62 2187 C 0.03 0.59 S2-J 0.71 2187 C 0.03 0.68 Robbins Engineering, Inc./Online P1us- J -C 0.72 1620 C 0.05 0.67 Bottom Chords --------- A -E 0.80 2024 T 0.20 0.60 E -S1 0.51 1770 T 0.17 0.34 S1-G 0.71 1770 T 0.19 0.52 G -S3 0.69 1620 T 0.17 0.52 S3-F 0.78 1620 T 0.17 0.61 F -D 0.63 205 T 0.00 0.63 Webs ------------- H -E 0.11 279 C E -B 0.10 327 T B -G 0.21 487 T G -I 0.17 534 C G -J 0.32 667 T F -J 0.29 923 C F -C 0.86 1906 T D -C 0.39 1221 C WindLd LL Defl 0.14" in A -E L/999 TL Defl -0.25" in G -S3 L/999 Shear // Grain in S3-F 0.43 DL Defl -0.17" at G L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI A LOCK 4.Ox 6.0 Ctr 0.1 0.75 B LOCK 5.Ox 8.0 Ctr-0.1 0.89 F LOCK 3.Ox 6.0 1.0 Ctr 0.90 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 2269 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Robbins Engineering. Inc./Online Pluslu 0 1996.2005 Version 18.0.014 Engineering . Portrait 3/3/2006 10:10:42 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering S1312CUR H3 1 HHIP 310400 6 1- 2- 0 0 ENGLE/SBI2CUR/M#4153 HO 4-3 00 HO 5-10-3 NO TC ~ 11-0-0 20-4-0 5x6 3x6 3x6 3x6 2x4 B H S1 I c 6 2x4 G 5-10-3 4AA6 D i SPLE S2 F 4x6 5x12 3x6 3x6 W:400 HGR R:1428 R:1416 U: 543 U: 544 BC 31-4-0 31-4-0 ALL PLATES ARE LOCK20 Scale: 0.203" = 1' Online Plus -- Version 18.0.014 RUN DATE: 03-MAR-06 CSI -Size- ----Lumber---- TC 0.58 2x 4 SP-#2 BC 0.94 2x 4 SP-#2 WB 0.57 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 31- 4- 0 BC Cont. 0- 0- 0 31- 4- 0 WB 1 rows CLB on E -H WB 1 rows CLB on I -D Attach CLB with (2)-10d nails at each web. Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Plus 1 BC LL Load Case(s) Jt React Uplft Size Req'd Robbins Engineering, Inc./Online Plus- S1-I 0.58 1800 C 0.02 0.56 I -C 0.56 94 C 0.00 0.56 Bottom Chords --------- A -E 0.60 2156 T 0.20 0.40 E -S2 0.60 1967 T 0.33 0.27 S2-F 0.94 1967 T 0.33 0.61 F -D 0.84 1395 T 0.23 0.61 Webs ------------- G -E 0.18 403 C E -B 0.15 492 T E -H 0.08 251 C 1 Br H -F 0.21 359 C F -I 0.23 746 T I -D 0.57 1805 C 1 Br D -C 0.24 201 C WindLd LL Defl -0.32" in F -D L/999 TL Defl -0.52" in F -D L/714 Shear // Grain in I -C 0.36 DL Defl -0.12" at E L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Gal, Gross Area Jt Type Plt Size X Y JSI A LOCK 4.Ox 6.0 Ctr 0.1 0.80 B LOCK 5.Ox 6.0 0.7-3.1 0.86 H LOCK 3.Ox 6.0-0.1 Ctr 0.50 E LOCK 5.Oxl2.0 1.0-0.5 0.70 Lbs Lbs In-Sx In-Sx A 1429 544 4- 0 1-11 REFER TO ROBBINS ENG. GENERAL Hz = 200 NOTES AND SYMBOLS SHEET FOR D 1416 544 3- 8 1-11 ADDITIONAL SPECIFICATIONS. Hz = 352 NOTES: Membr CSI P Lbs Axl-CSI-Bnd Trusses Manufactured by: Top Chords---------- East Coast Lumber A -G 0.30 2409 C 0.03 0.27 Analysis Conforms To: G -B 0.29 2033 C 0.02 0.27 FBC2004 B -H 0.47 1764 C 0.01 0.46 OH Loading H -S1 0.48 1800 C 0.02 0.46 Soffit psf 2.0 Provide connection to bearing for 351 Lbs Horiz Reaction Design checked for LL on BC pjr BOCA (section 1606.2.3), I C/IRC-2003,and FBC 2004 section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 2409 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Robbins Engineering. Inc./Online Plus'" 0 1996-2005 Version 18.0.014 Engineering - Portrait 3/32006 10:23:57 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB12CUR H4 2 HIPP 310400 6 1- 2- 0 0 ENGLE/SBI2CUR/M#4153 HO 4-3 00NO TC 6-10-3 BC 13-0-0 Sx6 B 5-4-0 Sx6 C 13-0-0 HO 4-3 6 3x6 3x6 4x8 4x8 2x4 e W:400 HGR R:1434 R:1315 U: 562 U: 525 Online Plus -- Version 18.0.014 RUN DATE: 03-MAR-06 CSI -Size- ----Lumber---- TC 0.47 2x 4 SP-#2 BC 0.82 2x 4 SP-#2 WB 0.40 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 31- 4- 0 BC Cont. 0- 0- 0 31- 4- 0 WB 1 rows CLB on B -E Attach CLB with (2)-10d nails at each web. Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Plus 1 BC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 1435 562 4- 0 1-11 Hz = -163 D 1315 526 3- 8 1- 9 Hz = 164 31-4-0 31-4-0 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus- Top Chords A -I 0.44 2395 C 0.03 0.41 I -B 0.44 2168 C 0.03 0.41 B -C 0.26 1595 C 0.02 0.24 C -J 0.46 1792 C 0.02 0.44 J -D 0.47 2314 C 0.03 0.44 Bottom Chords H 0.78 2145 T 0.19 0.59 A -S1 0.59 1570 T 0.26 0.33 S1-E 0.82 1570 T 0.15 0.67 E -S2 0.67 2075 T 0.34 0.33 S2-G 0.62 2075 T 0.21 0.41 G -D 0.65 2075 T 0.19 0.46 Webs ------------- I -H 0.11 409 C H -B 0.23 650 T B -E 0.04 132 T 1 Br E -C 0.13 406 T E -J 0.40 544 C G -J 0.08 254 T LL Defl -0.25" in S1-E L/999 TL Defl -0.40" in S1-E L/919 Shear // Grain in C -J 0.27 DL Defl -0.15" at S1 L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area it Type Plt Size X Y JSI A LOCK 4.Ox 6.0 Ctr 0.1 0.79 B LOCK 5.Ox 6.0 0.7-3.1 0.73 C LOCK 5.Ox 6.0-0.7-3.1 0.60 D LOCK 4.Ox 6.0 Ctr 0.1 0.77 S2 LOCK 4.Ox 8.0 Ctr 0.2 0.88 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Scale: 0.205" = 1' NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 2395 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Membr CSI P Lbs Axl-CSI-Bnd Robbins Engineering. Inc./Online Plus" ® 1996.2005 Version 18.0.014 Engineering -Portrait 3/3/2006 10:10:43 AM Pagel JobJob markMark _PQuan Type Span P1-H1 Left OH Right OH Engineering SBI2CUR HS 2 HIPP 310400 6 1- 2- 0 0 ENGLE/SBI2CUR/M#4153 Ho 4-3 Ho 4-3 0O 0o NO TC '' 15-0-0 VO 15-0-0 5x6 5x6 B c 6 3x6 3x6 3x6 S2 S1 3x6 I J 7-10-3 4x6 4x6 A D V •. H S3 K S4 G II 2x4 3x6 4x10 3x6 2x4 1 W:400 HGR R:1349 R:1253 U: 562 U: 525 BC 31-4-0 31-4-0 ALL PLATES ARE LDCK20 Scale: 0.205" = 1' Online Plus -- Version 18.0.014 RUN DATE: 03-MAR-06 CSI -Size- ----Lumber---- TC 0.67 2x 4 SP-#2 BC 0.76 2x 4 SP-#2 WB 0.22 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 31- 4- 0 BC Cont. 0- 0- 0 31- 4- 0 WB 1 rows CLB on I -K WB 1 rows CLB on K -J Attach CLB with (2)-10d nails at each web. Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 1349 562 4- 0 1- 9 Hz = 188 D 1253 526 3- 8 1- 8 Hz = 189 Robbins Engineering, Inc./Online Plus" Membr CSI P Lbs Axl-CSI-Bnd Top Chords ---------- A -I 0.67 2141 C 0.02 0.65 I -S2 0.66 1529 C 0.01 0.65 S2-B 0.50 1418 C 0.04 0.46 B -C 0.20 1294 C 0.01 0.19 C -S1 0.50 1418 C 0.04 0.46 S1-J 0.66 1529 C 0.01 0.65 J -D 0.67 2142 C 0.02 0.65 Bottom Chords --------- A -H 0.75 1925 T 0.19 0.56 H -S3 0.52 1925 T 0.20 0.32 S3-K 0.76 1925 T 0.20 0.56 K -S4 0.76 1925 T 0.20 0.56 S4-G 0.52 1925 T 0.20 0.32 G -D 0.75 1925 T 0.19 0.56 Webs ------------- H -I 0.08 279 T I -K 0.22 733 C 1 Br B -K 0.14 365 T K -C 0.14 365 T K -J 0.22 733 C 1 Br G -J 0.08 279 T LL Defl -0.13" in K -S4 L/999 TL Defl -0.23" in K -S4 L/999 Shear // Grain in S4-G 0.43 DL Defl -0.15" at S4 L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area it Type Plt Size X Y JSI A LOCK 4.Ox 6.0 Ctr 0.1 0.71 B LOCK 5.Ox 6.0 0.7-3.1 0.60 C LOCK 5.Ox 6.0-0.7-3.1 0.60 D LOCK 4.Ox 6.0 Ctr 0.1 0.71 NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 2142 Lbs. Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW REFER TO ROBBINS ENG. GENERAL Robbins Engineering, Inc./Online Plus" 0 1996.2005 Version 18.0.014 Engineering - Portrait 3132006 10:10:43 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB12CUR I T9 3 TR 310400 6 1- 2- 0 0 ENGLE/SBI2CUR/M#4153 HO 4-3 HO 4-3 00NO TC ~ 15-8-0 15-8-0 5x6 B 6 3x6 3x6 S2 S1 2x4 2x4 F G 8-2-3 4x6 4x6 A \V C E S3 S4 D 0 3x6 3x6 3x6 3x6 1 W:400 HGR R:1451 R:1355 U: 562 U: 525 BC 31-4-0 31-4-0 ALL PLATES ARE LOCK20 Scale: 0.206" = 1' Online Plus -- Version 18.0.014 RUN DATE: 03-MAR-06 CSI -Size- ----Lumber---- TC 0.75 2x 4 SP-#2 BC 0.95 2x 4 SP-#2 WB 0.39 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 31- 4- 0 BC Cont. 0- 0- 0 31- 4- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Plus 1 BC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 1451 562 4- 0 1-11 Hz = -196 C 1355 526 3- 8 1-10 Hz = 197 Membr CSI P Lbs Axl-CSI-Bnd Top Chords ---------- A -F 0.69 2383 C 0.03 0.66 Robbins Engineering, Inc./Online Plus'" F -S2 0.69 2145 C 0.03 0.66 S2-B 0.75 2020 C 0.12 0.63 B -S1 0.75 2020 C 0.12 0.63 S1-G 0.69 2145 C 0.03 0.66 G -C 0.69 2383 C 0.03 0.66 Bottom Chords --------- A -E 0.95 2141 T 0.19 0.76 E -S3 0.69 1394 T 0.23 0.46 S3-S4 0.83 1394 T 0.12 0.71 S4-D 0.69 1394 T 0.23 0.46 D -C 0.95 2141 T 0.19 0.76 Webs ------------- F -E 0.19 514 C E -B 0.39 773 T B -D 0.39 773 T D -G 0.19 514 C LL Defl -0.49" in S3-S4 L/755 TL Defl -0.62" in S3-S4 L/594 Shear // Grain in F -S2 0.34 DL Defl -0.14" at S3 L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area it Type Plt Size X Y JSI A LOCK 4.Ox 6.0 Ctr 0.1 0.79 B LOCK 5.Ox 6.0 Ctr-0.1 0.60 C LOCK 4.Ox 6.0 Ctr 0.1 0.79 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 2383 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Robbins Engineering. Inc./Online Plus"' 0 1996.2005version 18.0,014 Engineering • Portrait 3IY2006 10.10:46AM Page t Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering Sh12CUR H8 1 HIPP 310400 6 1- 2- 0 1- 2- 0 ENGLE/SBI2CUR/M#4153 HO 4-3 HO 4-3 00N 00 O NO TC ~ 11-0-0 9-4-0 11-070 5x8 3x6 5x8 B H C 6 2x4 2x4 G I 5-10-3 4x6 4x6 A D F E 6x16 6x16 W:400 SPL SPL W:400 R:1409 R:1409 U: 562 U: 562 BC 31-4-0 31-4-0 ALL PLATES ARE LOCK20, PLATE SELECTED IN PLATE MONITOR Scale: 0.202" = 1' Online Plus -- Version 18.0.014 RUN DATE: 03-MAR-06 CSI -Size- ----Lumber---- TC 0.38 2x 4 SP-#2 BC 0.91 2x 4 SP-#2 WB 0.19 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 31- 4- 0 BC Cont. 0- 0- 0 31- 4- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Plus 1 BC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 1410 562 4- 0 1-11 Hz = -137 D 1410 562 4- 0 1-11 Hz = 138 Membr CSI P Lbs Axl-CSI-Bnd Top Chords ---------- G 0.38 2379 C 0.02 0.36 G -B 0.34 1993 C 0.04 0.30 B -H 0.27 1732 C 0.01 0.26 Robbins Engineering, Inc./Online Plus- H -C 0.27 1732 C 0.01 0.26 C -I 0.34 1994 C 0.04 0.30 I -D 0.38 2379 C 0.02 0.36 Bottom Chords A -F 0.88 2129 T 0.20 0.68 F -E 0.91 1869 T 0.18 0.73 E -D 0.88 2129 T 0.20 0.68 Webs ------------- G -F 0.19 415 C F -B 0.17 537 T F -H 0.16 200 C H -E 0.16 200 C C -E 0.17 537 T E -I 0.19 415 C LL Defl -0.22" in F -E L/999 TL Defl -0.38" in F -E L/978 Shear // Grain in A -F 0.32 DL Defl -0.14" at E L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Gar Gross Area Jt Type Plt Size X Y JSI A LOCK 4.Ox 6.0 Ctr 0.1 0.79 B LOCK 5.Ox 8.0 0.3-0.1 0.65 C LOCK 5.Ox 8.0-0.1 Ctr 0.61 D LOCK 4.Ox 6.0 Ctr 0.1 0.79 F# LOCK 6.Oxl6.0 1.0-0.5 0.60 E# LOCK 6.Ox16.0-0.8-0.5 0.60 Plate Monitor used REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. NOTE: USER MODIFIED PLATES This design may have plates selected through a plate monitor. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0.psf BC Dead Load 3.0 psf Max comp. force 2379 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Robbins Engineering. Inc./Online PIUS' O 1996.2005 Version 18.0.014 Engineering - Portrait 313/2006 10:10:45 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering Sh12CUR H7 1 HIPP 310400 6 1- 2- 0 1- 2- 0 ENGLE/SBI2CUR/M#4153 HO 4-3 HO 4-3 o p00 N ry O p TC 9-0-0 13-4-0 9-0-0 ' 5x8 2x4 3x6 5x8 B I S3 C 6 2x4 >2x4 H 4-30-3 4x6 4x6 A p G S2 E 3x6 3x6 4x8 3x6 3x6 w:400 w:400 R:1349 R:1349 U: 562 U: 562 BC 31-4-0 31-4-0 ALL PLATES ARE LOCK20 Scale: 0.202" = 1' Online Plus -- Version 18.0.014 RUN DATE: 03-MAR-06 CSI -Size- ----Lumber---- TC 0.58 2x 4 SP-#2 BC 0.80 2x 4 SP-#2 WB 0.20 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 31- 4- 0 BC Cont. 0- 0- 0 31- 4- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 1349 562 4- 0 1- 9 Hz = 111 D 1349 562 4- 0 1- 9 Hz = 112 Robbins Engineering, Inc./Online P1us- C -J 0.26 1968 C 0.02 0.24 J -D 0.28 2272 C 0.01 0.27 Bottom Chords F 0.80 2028 T 0.20 0.60 F -S1 0.52 1762 T 0.17 0.35 SI-G 0.65 1762 T 0.19 0.46 G -S2 0.65 1762 T 0.19 0.46 S2-E 0.52 1762 T 0.17 0.35 E -D 0.80 2028 T 0.20 0.60 Webs ------------- H -F 0.11 292 C F -B 0.10 327 T B -G 0.20 512 T G -I 0.16 518 C G -C 0.20 512 T E -C 0.10 327 T E -J 0.11 292 C LL Defl 0.15" in A -F L/999 TL Defl -0.24" in E -D L/999 Shear // Grain in B -I 0.33 DL Defl -0.17" at G L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Get, Gross Area it Type Plt Size X Y JSI A LOCK 4.Ox 6.0 Ctr 0.1 0.75 B LOCK 5.Ox 8.0 Ctr-0.1 0.89 C LOCK 5.Ox 8.0 Ctr-0.1 0.89 D LOCK 4.Ox 6.0 Ctr 0.1 0.75 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Membr CSI P Lbs Axl-CSI-Bnd Top Chords---------- NOTES: A -H 0.28 2272 C 0.01 0.27 Trusses Manufactured by: H -B 0.26 1968 C 0.02 0.24 East Coast Lumber B -I 0.58 2185 C 0.03 0.55 Analysis Conforms To: I -S3 0.58 2185 C 0.03 0.55 FBC2004 S3-C 0.45 2185 C 0.06 0.39 OH Loading Robbins Engineering, Inc./Online Plus" 0 1996.2005 Version 18.0.014 Engineering . Portrait 3/3/2006 10:10:45 AM Page 1 Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 2272 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER S SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SBI2CUR H6 1 HIPP 310400 6 1- 2- 0 1- 2- 0 ENGLE/SBI2CUR/M#4153 HO 4-3 HO 4-3 0 0 0 0 N NOO TC 7-0-0 17-4-0 7-0-0 r' 3x8 3x12 2x4 J S2 K 7x8 7x8 B C 3-10-3 BC R.2774 20G-RHS-5x10 #20G-RHS-5x10 R:2773 U:1161 U:1161 31-4-0 31-4-0 EXCEPT AS SHOWN ALL PLATES ARE LOCK20, # = PLATE SELECTED IN PLATE MONITOR Online Plus -- Version 18.0.014 RUN DATE: 03-MAR-06 CSI -Size- ----Lumber---- TC 0.77 2x 4 SP-#2 EX B -S2 2x 4 SP-SS EX S2-C 2x 4 SP-SS BC 0.66 2x 4 SP-SS WB 0.66 2x 4 SP-#3 PB --- 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 31- 4- 0 BC Cont. 0- 0- 0 31- 4- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.00 Fc=1.00 Ft=1.00 BC Fb=1.00 Fc=1.00 Ft=1.00 Load Case # 1 Girder Loading Lumber Duration Factor 1.25 Plate Duration Factor 1.25 plf - Live Dead From To TC V 40 30 0.0' 31.3' BC V 0 10 0.0' 31.3' TC V 50 38 7.0' 24.3' BC V 0 13 7.1' 24.2' BC V 280 280 7.1' CL-LB BC V 280 280 24.2' CL-LB Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 2774 1162 4- 0 3- 4 Hz = -86 D 2774 1162 4- 0 3- 4 Hz = 87 Robbins Engineering, Inc./Online Plus" Membr CSI P Lbs Axl-CSI-Bnd Top Chords ---------- A -I 0.72 5271 C 0.24 0.48 I -B 0.77 5206 C 0.22 0.55 B -J 0.95 6461 C 0.37 0.58 J -S2 0.68 6459 C 0.21 0.47 S2-K 0.67 6459 C 0.21 0.46 K -C 0.95 6459 C 0.37 0.58 C -L 0.77 5206 C 0.22 0.55 L -D 0.72 5271 C 0.24 0.48 Bottom Chords --------- F 0.54 4656 T 0.44 0.10 F -Sl 0.53 4690 T 0.44 0.09 S1-H 0.48 4690 T 0.44 0.04 H -G 0.66 6462 T 0.61 0.05 G -S3 0.48 4690 T 0.44 0.04 S3-E 0.53 4690 T 0.44 0.09 E -D 0.53 4656 T 0.44 0.09 Webs ------------- I -F 0.02 101 T F -B 0.19 647 T B -H 0.66 2073 T H -J 0.21 937 C J -G 0.09 156 C G -K 0.21 936 C G -C 0.66 2071 T E -C 0.19 647 T E -L 0.02 101 T LL Defl -0.34" in H -G L/999 TL Defl -0.69" in H -G L/529 Shear // Grain in B -J 0.64 DL Defl -0.51" at G L/726 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RES 20 Ga, Gross Area Jt Type Plt Size X Y JSI A LOCK 3.Ox 8.0 2.4 1.1 0.95 A LOCK 6.Ox 6.0 6.3 1.9 0.97 B LOCK 7.Ox 8.0 1.5-4.3 0.97 J LOCK 3.Ox 8.0 0.5 Ctr 0.85 C LOCK 7.Ox 8.0-1.5-4.3 0.97 D LOCK 3.Ox 8.0-2.4 1.1 0.95 D LOCK 6.Ox 6.0-6.3 1.9 0.97 S1 RES 5.0x10.0 Ctr 0.8 0.71 G LOCK 5.0x10.0 0.4 Ctr 0.66 S3#RHS 5.0x10.0 0.6 0.8 0.82 Scale: 0.202" = 1' REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Girder Step Down Hip Framing King Jacks Jack Open Faced Setback 7- 0- 0 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Prevent truss rotation at all bearing locations. NOTE: USER MODIFIED PLATES This design may have plates selected through a plate monitor. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 6461 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Plate Monitor used Robbins Engineering. Inc./Online Plus'" 0 1996.2005 version 18.0,014 Engineering - Portrait 3WO06 10:10:44 AM Pagel Job Mark Quan Type Span P1-H1 Left OH Right OH I Engineering SBI2CUR MV10 1 VLM. SB 100000 6 0 0 ENGLE/SBI2CUR/M#4153 5-0-0 TC 10-0-0 E HO 5-0-0 EIC 10-0-0 10-0-0 ALL PLATES ARE LOCR20 Soo Joint D For Typical Gable Plate Size and Placement Online Plus -- Version 18.0.014 RUN DATE: 03-MAR-06 CSI Size- Lumber---- TC 0.26 2x 4 SP-#2 BC 0.32 2x 4 SP-#2 WB 0.16 2x 4 SP-#3 GW 0.06 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 10- 0- 0 BC Cont. 0- 0- 0 10- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Robbins Engineering, Inc./Online Plus"' Membr CSI P Lbs Axl-CSI-Bnd Top Chords ---------- A -D 0.26 192 C 0.01 0.25 D -B 0.25 115 C 0.00 0.25 Bottom Chords --------- A -E 0.27 0 T 0.00 0.27 E -C 0.32 0 T 0.00 0.32 Webs ------------- C -B 0.16 115 C WindLd Gable Webs---------- E-D 0.06 349 C LL Defl 0.03" in A -E L/999 TL Defl 0.03" in A -E L/999 Shear // Grain in A -E 0.21 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR Checked for NonConcurrent 200 ADDITIONAL SPECIFICATIONS. Lbs Moving Point Load applied at Panel Points and Mid -panel NOTES: on BC Trusses Manufactured by: East Coast Lumber Jt React Uplft Size Req'd Analysis Conforms To: Lbs Lbs In-Sx In-Sx FBC2004 Cont. Brg 0- 0- 0 to 10- 0- 0 Design checked for LL on BC 751 315 Hz = 295 per BOCA (section 1606.2.3), Robbins Engineering, Inc./Online Plus'" 0 1996-2005 Version 18.0.014 Engineering - Portrait 313/2006 10:10:49 AM Pagel 2x4 C 2x4 Scale: 0.409" = 1 IBC/IRC-2003,and FBC 2004 section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 349 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSI-Bl SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Job Mark Quan Type Span P1-H1 Left OH Right OH I Engineering SBI2CUR MV8 1 VLM. SB 80000 6 0 0 ENGLE/SBI2CUR/M#4153 HO 4-0-0 TC 8-0-0 2x4 B 4-0-0 E J/_..1.. .. ._ •/ __l_t .. ice- BC 8-0-0 B-0-0 ALL PLATES ARE LOCK20 See Joint D For Typical Gable Plato Size and Placement Online Plus -- Version 18.0.014 RUN DATE: 03-MAR-06 CSI -Size- TC 0.15 2x 4 SP-#2 BC 0.26 2x 4 SP-#2 WB 0.10 2x 4 SP-#3 GW 0.05 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 8- 0- 0 BC Cont. 0- 0- 0 8- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Robbins Engineering, Inc./Online Plus" Membr CSI P Lbs Axl-CSI-Bnd Top Chords ---------- A -D 0.15 151 C 0.00 0.15 D -B 0.15 91 C 0.00 0.15 Bottom Chords --------- A -E 0.17 0 T 0.00 0.17 E -C 0.26 0 T 0.00 0.26 Webs ------------- C -B 0.10 100 C WindLd Gable Webs---------- E-D 0.05 273 C LL Defl 0.01" in A -E L/999 TL Defl 0.01" in A -E L/999 Shear // Grain in A -E 0.21 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR Checked for NonConcurrent 200 ADDITIONAL SPECIFICATIONS. Lbs Moving Point Load applied at Panel Points and Mid -panel NOTES: on BC Trusses Manufactured by: East Coast Lumber Jt React Uplft Size Req'd Analysis Conforms To: Lbs Lbs In-Sx In-Sx FBC2004 Cont. Brg 0- 0- 0 to 8- 0- 0 Design checked for LL on BC 591 248 Hz = 230 per BOCA (section 1606.2.3), Robbins Engineering. Inc./Online Plus"' 0 1996.2005 Version 18.0.014 Engineering - Ponrail 3/3/2006 10:10:49 AM Page 1 Scale: 0.482" = 1' IBC/IRC-2003,and FBC 2004 section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 273 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-SEARING BLOCK. 4. DESIGNER: JLW Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering Sh12CUR MV6 2 VLM. SB 60000 6 0 0 ENGLE/SBI2CUR/M#4153 HO 3-0-0 TC 6-0-0 2x4 3-0-0 BC 6-0-0 6-0-0 ALL PLATES ARE LOCK20 Sao Joint D For Typical Gable Plate Size and Placement Online Plus -- Version 18.0.014 RUN DATE: 03-MAR-06 CSI -Size- ----Lumber---- TC 0.07 2x 4 SP-#2 BC 0.16 2x 4 SP-#2 WB 0.05 2x 4 SP-#3 GW 0.03 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 6- 0- 0 BC Cont. 0- 0- 0 6- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx Cont. Brg 0- 0- 0 to 6- 0- 0 431 181 Hz = 165 Robbins Engineering, Inc./Online Plus' Membr CSI P Lbs Axl-CSI-Bnd Top Chords ---------- D 0.07 106 C 0.00 0.07 D -B 0.07 64 C 0.00 0.07 Bottom Chords --------- A -E 0.10 0 T 0.00 0.10 E -C 0.16 0 T 0.00 0.16 Webs ------------- C -B 0.05 73 C WindLd Gable Webs---------- E-D 0.03 192 C LL Defl 0.00" in E -C L/999 TL Defl 0.00" in E -C L/999 Shear // Grain in A -E 0.22 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Gar Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Design checked for LL on BC per BOCA (section 1606.2.3), Scale: 0.594" = 1' IBC/IRC-2003,and FBC 2004 section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 192 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Robbins Engineering• Inc./Online Plus" 0 1996-2005 Version 18.0.014 Engineering - Portrait 3/3/2005 10:17:28 AM Pagel Job Mark Quan Type Span P1-H1 Left OH Right OH I Engineering SBI2CUR MV4 3 VLM. SB 40000 6 0 0 ENGLE/SBI2CUR/M#4153 2-0-0 TC 4-0-0 Bc 4-0-0 4-0-0 ALL PLATES ARE LOCK20 Online Plus -- Version 18.0.014 RUN DATE: 03-MAR-06 CSI -Size- ----Lumber---- TC 0.08 2x 4 SP-#2 BC 0.14 2x 4 SP-#2 WB 0.02 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 4- 0- 0 BC Cont. 0- 0- 0 4- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Robbins Engineering, Inc./Online P1us- Membr CSI P Lbs Axl-CSI-Bnd Top Chords ---------- A -B 0.08 48 C 0.00 0.08 Bottom Chords --------- A -C 0.14 0 T 0.00 0.14 Webs ------------- C -B 0.02 90 C WindLd LL Defl 0.00" in A -C L/999 TL Defl 0.00" in A -C L/999 Shear // Grain in A -C 0.23 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Gar Gross Area it Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Checked for NonConcurrent 200 Trusses Manufactured by: Lbs Moving Point Load applied East Coast Lumber at Panel Points and Mid -panel Analysis Conforms To: on BC FBC2004 Design checked for LL on BC it React Uplft Size Req'd per BOCA (section 1606.2.3), Lbs Lbs In-Sx In-Sx IBC/IRC-2003,and FBC 2004 Cont. Brg 0- 0- 0 to 4- 0- 0 (section 1607.1), 20.0 psf. 335 113 Hz = 101 Design checked for 10 psf non - concurrent LL on BC. Robbins Engineering. Inc./Online PIUS- 0 1996.2005 Version 18.0.014 Engineering - Portrait 3IU2006 10:10:50 AM Page 1 HO 2-0-0 2x4 c x4 Scale: 0.757" = 1' Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 90 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Job Mark Quan Type Span P1-H1 Left OH Right OH I Engineering SBI2CUR MV2 3 VLMA. SB 20000 6 0 0 ENGLE/SBI2CUR/M#4153 Online Plus -- Version 18.0.014 RUN DATE: 03-MAR-06 CSI -Size- ----Lumber---- TC 0.00 2x 4 SP-#2 BC 0.00 2x 4 SP-#2 WB 0.00 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 2- 0- 0 BC Cont. 0- 0- 0 2- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC'Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) HO 1-0-0 TC 2-0-0 6 2x4 1-0-0 2x4 C x4 BC, 2-0-0 2-0-0 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus- Membr CSI P Lbs Axl-CSI-Bnd Top Chords ---------- A -B 0.00 15 C Bottom Chords --------- A -C 0.00 0 T Webs ------------ C -B 0.00 36 C WindLd LL Defl 0.00" in C -C L/999 TL Defl 0.00" in C -C L/999 Shear // Grain in C -B 0.03 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area it Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Checked for NonConcurrent 200 Trusses Manufactured by: Lbs Moving Point Load applied East Coast Lumber at Panel Points and Mid -panel Analysis Conforms To: on BC FBC2004 Design checked for LL on BC it React Uplft Size Req'd per BOCA (section 1606.2.3), Lbs Lbs In-Sx In-Sx IBC/IRC-2003,and FBC 2004 Cont. Brg 0- 0- 0 to 2- 0- 0 (section 1607.1), 20.0 psf. 254 47 Hz = 36 Design checked for 10 psf non - concurrent LL on BC. Robbins Engineering. Inc./Online Plus'" 0 1996.2005 Version 18.0.014 Engineering - Portrait 3/3(2006 10:10:51 AM Page 1 Scale: 0.859" = 1' Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 36 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW SBIJob Mark Quan Type Span Pi -Hi Left OH Right OH I Engineering 2CUR H,J% 7 MONO 91013 4.243 1- 7-13 0 ENGLE/SBI2CUR/M#4153 3-9-15 HO 3-15 TC 1-7-13 9-10-13 HO 3-9-15 t 2x4 B 8 38 35 C 3x3 I W:511 W:108 R: 501 R: 397 U: 120 U: 95 BC 9-10-13 9-10-13 ALL PLATES ARE LOCK20 Online Plus -- Version 18.0.014 RUN DATE: 03-MAR-06 CSI -Size- ----Lumber---- TC 0.54 2x 4 SP-#2 BC 0.92 2x 4 SP-#2 WB 0.29 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 9-10-13 BC Cont. 0- 0- 0 9-10-13 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.00 Fc=1.00 Ft=1.00 BC Fb=1.00 Fc=1.00 Ft=1.00 Load Case # 1 Girder Loading Lumber Duration Factor 1.25 Plate Duration Factor 1.25 plf - Live Dead From To TC V 40 30 0.0' 9.9' BC V 0 10 0.0' 9.9' TC V -40 -30 0.0' 45 34 9.9' BC V 0 -10 0.0' 0 11 9.9' Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Robbins Engineering, Inc./Online P1us- Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 502 120 5-11 1- 0 Hz = 142 B 289 186 1- 8 1- 0 Hz = 224 C 397 95 1- 8 1- 0 Membr CSI P Lbs Axl-CSI-Bnd Top Chords ---------- D 0.54 712 C 0.00 0.54 D -B 0.54 131 T 0.00 0.54 Bottom Chords --------- A -C 0.92 720 T 0.13 0.79 Webs ------------- D -C 0.29 769 C C -B 0.08 0 T WindLd LL Defl -0.24" in A -C L/465 TL Defl -0.36" in A -C L/307 Shear // Grain in D -B 0.34 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Gal, Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by East Coast Lumber Analysis Conforms To: FBC2004 Girder King Jack Scale: 0.468" = 1' Loading TC and BC Setback 7- 0- 0 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Use properly rated hangers for loads framing into girder truss. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 769 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Robbins Engineering, Inc./Online Plus"' 0 1996.2005 Version 18.0.014 Engineering - Portrait 3/3/2006 10:10:51 AM Page 1 Job Al2CUR Mark HJ3 Quan Type 2 KNG1 Span 30607 P1-H1 Left OH Right OH 4.24 0 0 Engineering ENGLE/SBI2CUR/M#4153 HO 6-14 HO 1-9-14 TC 3-6-7 2x4 4.24 B 1-9-14 3x3 A C 2x4 W:108 R: 59 I U: 26 W:511 W:108 R: 124 R: 222 U: 14 BC 3-6-7 3-6-7 ALL PLATES ARE LOCK20 Scale: 0.517" = 1' Online Plus -- Version 18.0.014 RUN DATE: 03-MAR-06 CSI -Size- ----Lumber---- TC 0.10 2x 4 SP-#2 BC 0.26 2x 4 SP-#2 WB 0.01 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 3- 6- 7 BC Cont. 0- 0- 0 3- 6- 7 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.00 Fc=1.00 Ft=1.00 BC Fb=1.00 Fc=1.00 Ft=1.00 Load Case # 1 Girder Loading Lumber Duration Factor 1.25 Plate Duration Factor 1.25 plf - Live Dead From To TC V 40 30 0.0' 3.5' BC V 0 10 0.0' 3.5' TC V -40 -30 0.0' 19 -14 3.5' BC V 0 -10 0.0' 0 -5 3.5' Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Robbins Engineering, Inc./Online Plus - it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 125 14 5-11 1- 0 Hz = 40 B 59 26 1- 8 1- 0 Hz = 55 C 223 0 1- 8 1- 0 Membr CSI P Lbs Axl-CSI-Bnd Top Chords ---------- A -B 0.10 30 T 0.00 0.10 Bottom Chords --------- A -C 0.26 24 C 0.00 0.26 Webs ------------- C -B 0.01 0 T WindLd LL Defl 0.00" in A -C L/999 TL Defl 0.00" in A -C L/999 Shear // Grain in A -C 0.26 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Gar Gross Area it Type Plt Size X Y JSI A LOCK 3.Ox 3.0 1.5 0.4 0.78 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Girder King Jack Loading TC and BC Setback 2- 6- 0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Use properly rated hangers for loads framing into girder truss. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 24 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Robbins Engineering, Inc./Online Plus" 0 1996-2005 Version 18.0.014 Engineering - Portrait 3132006 10:10:52 AM Page 1 Job SBI2CUR Mark EJ% Quan 34 Type Span P1-H1 ENDJO 70000 6 Left OH Right OH 1- 2- 0 0 Engineering ENGLE/SBI2CUR/M#4153 HO 4-3 HO 3-10-3 TC 1-2-0 7-0-0 B 6 W:108 3-10-3 R: 215 U: 158 2x4 A C W:400 W:108 R: 377 R: 243 U: 104 U: 8 BC 7-0-0 7-0-0 ALL PLATES ARE LOCE20 Scale: 0.481" = 1' Robbins Engineering, Inc./Online Plus - Hz = 99 Online Plus -- Version 18.0.014 Membr CSI P Lbs Axl-CSI-Bnd RUN DATE: 03-MAR-06----------Top Chords ---------- A -B 0.55 91 C 0.00 0.55 CSI -Size- ----Lumber------------Bottom Chords --------- TC 0.55 2x 4 SP-#2 A -C 0.67 99 T 0.00 0.67 BC 0.67 2x 4 SP-#2 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 7- 0- 0 BC Cont. 0- 0- 0 7- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) LL Defl -0.08" in A -C L/999 TL Defl -0.17" in A -C L/458 Shear // Grain in A -B 0.28 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Checked for NonConcurrent 200 NOTES: Lbs Moving Point Load applied Trusses Manufactured by: at Panel Points and Mid -panel East Coast Lumber on BC Analysis Conforms To: FBC2004 Jt React Uplft Size Req'd OH Loading Lbs Lbs In-Sx In-Sx Soffit psf 2.0 A 377 104 4- 0 1- 0 Design checked for LL on BC Hz = 185 per BOCA (section 1606.2.3), B 215 158 1- 8 1- 0 IBC/IRC-2003,and FBC 2004 C 244 9 1- 8 1- 0 (section 1607.1), 20.0 psf. Robbins Engineering. Inc./Online Plus"' 0 1996.2005 Version 18.0.014 Engineering - Portrait 3I32006 10:10:52 AM Page 1 Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 91 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Job SB12CUR Mark EJ3 Quan 3 Type ENDJO Span P1-H1 Left OH Right OH 30000 6 1- 2- 0 0 Engineering ENGLE/SBI2CUR/M#4153 HO 4-3 HO 1-10-3 TC 1-2-0 3-0-0 6 1-10-3 2AA E i !C W:108 V R: 91 U: 68 q W:400 W:108 R: 262 R: 210 U: 63 U: 5 BC 3-0-0 3-0-0 ALL PLATES ARE LOCK20 Scale: 0.643" = 1' Robbins Engineering, Inc./Online Plus - Hz = 42 Online Plus -- Version 18.0.014 Membr CSI P Lbs Axl-CSI-Bnd RUN DATE: 03-MAR-06----------Top Chords ---------- A -B 0.10 38 C 0.00 0.10 CSI -Size- ----Lumber------------Bottom Chords --------- TC 0.10 2x 4 SP-#2 A -C 0.22 41 T 0.00 0.22 BC 0.22 2x 4 SP-#2 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 3- 0- 0 BC Cont. 0- 0- 0 3- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) LL Defl 0.00" in A -C L/999 TL Defl -0.01" in A -C L/999 Shear // Grain in A -C 0.17 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Checked for NonConcurrent 200 NOTES: Lbs Moving Point Load applied Trusses Manufactured by: at Panel Points and Mid -panel East Coast Lumber on BC Analysis Conforms To: FBC2004 Jt React Uplft Size Req'd OH Loading Lbs Lbs In-Sx In-Sx Soffit psf 2.0 A 262 64 4- 0 1- 0 Design checked for LL on BC Hz = 78 per BOCA (section 1606.2.3), B 92 68 1- 8 1- 0 IBC/IRC-2003,and FBC 2004 C 218 5 1- 8 1- 0 (section 1607.1), 20.0 psf. Robbins Engineering, Inc./Online Plus" 0 1996-2005 Version 18.0.014 Engineering . Portrait 3/3/2006 10:10:53 AM Pagel Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 38 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW 0 Job SB12CUR Mark CJS Quan Type 14 ENDJO Span P1-H1 50000 6 Left OH Right OH 1- 2- 0 0 Engineering ENGLE/SBI2CUR/M#4153 HO 4-3 HO 2-10-3 TC 1-2-0 5-0-0 6: 2-10-3 W:108 R: 153 U: 113 2x4 A 14:400 W:108 R: 300 R: 230 U: 84 U: 7 BC 5-0-0 5-0-0 ALL PLATES ARE LOCK20 Scale: 0.603" = 1' Robbins Engineering, Inc./Online Plus - Hz = 71 Online Plus -- Version 18.0.014 Membr CSI P Lbs Axl-CSI-Bnd RUN DATE: 03-MAR-06----------Top Chords ---------- A -B 0.27 65 C 0.00 0.27 CSI -Size- ----Lumber------------Bottom Chords --------- TC 0.27 2x 4 SP-#2 A -C 0.43 70 T 0.00 0.43 BC 0.43 2x 4 SP-#2 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 5-•0- 0 BC Cont. 0- 0- 0 5- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) LL Defl -0.02" in A -C L/999 TL Defl -0.04" in A -C L/999 Shear // Grain in A -B 0.19 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Checked for NonConcurrent 200 NOTES: Lbs Moving Point Load applied Trusses Manufactured by: at Panel Points and Mid -panel East Coast Lumber on BC Analysis Conforms To: FBC2004 Jt React Uplft Size Req'd OH Loading Lbs Lbs In-Sx In-Sx Soffit psf 2.0 A 300 84 4- 0 1- 0 Design checked for LL on BC Hz = 132 per BOCA (section 1606.2.3), B 153 113 1- 8 1- 0 IBC/IRC-2003,and FBC 2004 C 231 7 1- 8 1- 0 (section 1607.1), 20.0 psf. Robbins Engineering, Inc./Online Plus" 0 1996.2005 Version 18.0.014 Engineering - Portrait 3/3/2006 10:10:53 AM Pagel Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 65 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Job Al2CUR Mark CJ3 Quan 14 Type ENDJO Span P1-H1 30000 6 Left OH Right OH 1- 2- 0 0 Engineering ENGLE/SBI2CUR/M#4153 HO 4-3 HO 1-10-3 TC 1-2-0 3-0-0 6 1-10-3 2AA 11C W:108 R: 91 U: 68 W:400 W:108 R: 262 R: 218 U: 63 U: 5 BC 3-0-0 3-0-0 ALL PLATES ARE LOCK20 Scale: 0.643" = 1' Robbins Engineering, Inc./Online Plus - Hz = 42 Online Plus -- Version 18.0.014 Membr CSI P Lbs Axl-CSI-Bnd RUN DATE: 03-MAR-06----------Top Chords ---------- A -B 0.10 38 C 0.00 0.10 CSI -Size- ----Lumber------------Bottom Chords --------- TC 0.10 2x 4 SP-#2 A -C 0.22 41 T 0.00 0.22 BC 0.22 2x 4 SP-#2 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 3- 0- 0 BC Cont. 0- 0- 0 3- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) LL Defl 0.00" in A -C L/999 TL Defl -0.01" in A -C L/999 Shear // Grain in A -C 0.17 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Gar Gross Area it Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Checked for NonConcurrent 200 NOTES: Lbs Moving Point Load applied Trusses Manufactured by: at Panel Points and Mid -panel East Coast Lumber on BC Analysis Conforms To: FBC2004 it React Uplft Size Req'd OH Loading Lbs Lbs In-Sx In-Sx Soffit psf 2.0 A 262 64 4- 0 1- 0 Design checked for LL on BC Hz = 78 per BOCA (section 1606.2.3), B 92 68 1- 8 1- 0 IBC/IRC-2003,and FBC 2004 C 218 5 1- 8 1- 0 (section 1607.1), 20.0 psf. Robbins Engineering. Inc./Online Plus- 0 1996.2005 Version 18.0.014 Engineering - Portrait 3/3/2006 10:10:54 AM Page 1 Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 38 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering C.%1 18 ENDJO 10000 6 1- 2- 0 0S112CUR ENGLE/SBI2CUR/M#4153 HO 4-3 HO 10-3 TC 1-2-0 1-0-0 6 C 2x4 10-3 A 11 fi l j W:108 R: 48 U: 17 W:400 W:108 R: 235 R: 205 U: 46 U: 4 Bc 1-0-0 1-0-0 ALL PLATES ARE LOCK20 Scale: 0.716" = 1' Robbins Engineering, Inc./Online Plus - Hz = 12 Online Plus -- Version 18.0.014 Membr CSI P Lbs Axl-CSI-Bnd RUN DATE: 03-MAR-06----------Top Chords ---------- A -B 0.03 18 T 0.00 0.03 CSI -Size- ----Lumber------------Bottom Chords --------- TC 0.03 2x 4 SP-#2 A -C 0.04 12 T 0.00 0.04 BC 0.04 2x 4 SP-#2 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 1- 0- 0 BC Cont. 0- 0- 0 1- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) LL Defl 0.00" in A -C L/999 TL Defl 0.00" in A -C L/999 Shear // Grain in A -C 0.06 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Checked for NonConcurrent 200 NOTES: Lbs Moving Point Load applied Trusses Manufactured by: at Panel Points and Mid -panel East Coast Lumber on BC Analysis Conforms To: FBC2004 Jt React Uplft Size Req'd OH Loading Lbs Lbs In-Sx In-Sx Soffit psf 2.0 A 235 46 3- 8 1- 0 Design checked for LL on BC Hz = 23 per BOCA (section 1606.2.3), B 48 17 1- 8 1- 0 IBC/IRC-2003,and FBC 2004 C 205 4 1- 8 1- 0 (section 1607.1), 20.0 psf. Robbins Engineering. Inc./Online Plus" 0 1996.2005 Version 18.0.014 Engineering - Portrait YU2006 10:10:54 AM Page 1 Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 9 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW 1 IIII 11111111111111111111 it 11111111111 III 11 III 1111111111111111 Permit Number —7 4 -%io Parcel Identiflcatlon Number Prepared by: Valerie Furrer / Kekalani Vazquez Return to: Engle Homes Orlando 11315 Corporate Blvd ste 250 Orlando,Fl 32817 NOTICE OF COMMENCEMENT State of FLORIDA County of SEMINOLE MARYANNE MORSE, CLERK OF CIRCUIT COURT SEMINOLE COUNTY BK 06414 Pg 14761 tlpg) CLERK'S # 2006151018 RECORDED 09/20/2006 @913613@ AN RECORDING FEES 10.00 RECORDED BY D Thomas iW, . o Q EP 2 0 2pp6 S The undersigned hereby gives notice that Improvement(s) will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following Information Is provided in this Notice of Commencement. 1. Description of property (legal- description of the property, and street address if available) Kay's Landing Phase 1, Sec-34, Twsp-19, Rge-30, PB-67, Pages-41-43, Lot # 34 - 355 Porchester Drive in Seminole County 2. General description of Improvement(s) Single Family Residence 3. Owner Information Name Engle Homes/Orlando Inc. Telephone Number 407-281-4480 Address 11315 Corporate Blvd. #250 Fax Number 407-281-7766Orlando, FI 32817 Interest in Property: p rty: Fee Simple 4. Fee Simple Title Holder (If other than owner shown above) Name Telephone Number Address Fax Number 5. Contractor Engle Homes/Orrando Inc. Name 11315 Corporate Blvd #250 Telephone Number 407-281-4480 Address Orlando,Fl 32817 Fax Number 407-281-7766 6. Surety (if any) Name Telephone Number Address Fax Number Amount of bond $ N/A 7. Lender (If any) Name N/A Telephone Number Address Fax Number 8. Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as provided by §713.13(1)(a)7., Florida Statutes. Name Engle Homes/Olrando Inc. Telephone Number 407-281-4480 Address 11315 Corporate Blvd #250 Fax Number 407-281-7766 Orlando,Fl 32817 9. In addition to himself or herself, Owner designates the following to receive a copy of the Lienor's Notice as provided in §713,13(1)(b),.Flodda Statutes: Name Telephone Number Address Fax Number 10. Expiration date of notice of commencement (the expiration dat Is one year from the date of recording unless a different date is specified): Date Signed Sig ature of Owner Note: per §713.13(1)(g), "owner must sign ...and no one else may be permitted to sign In his or her stead," Sworn to and subscribed before me this 1941-- day of .-» . 20 UL byWILLIAMCOLBYFRANKS who is X personally known to me OR produced as tdentiflcation. Signature of Notary (notarial seal to appear below) Form Revised: 12100 for 19 to 20_ Valerie L Furrer MY COMMISSION# DD205915 EXPIRES o= May 25 2007 pf 1yFO BONDED THRU TROY FAIN INSURANCE, !N! CCL CONSULTANTS, INC. AUTHORIZATION &LB5610 ENGINEERS SURVEYORS PLANNERS2603MAITLANDCENTERPARKWAYSUITECMAITLAND, FL 32751 (407) 660-2120POMPANOBEACHORLANDOTAMPAJUPITERWWW.CCL-POMPAAfO.COM WWW CCL-ORL 4NDO.COM ENGLEKAY'S LANDING PHA NATIONAL FLOOD INSURANCE PROGRAM COMMUNITY NUMBER 12117C PANEL NUMBER 0040 E MAP RENSION 4IY711995 FLOOD ZONE A NO BASE FLOOD ELEVA77ON SHOWN. L S G 6 N D R- RADIUS L- ARC DISTANCE 6- CENTRAL ANGLE A/C CENTAE CONDITIONER SLAB U.E. - ORAINACE EASEMENT L-.E. - LAKE MAINTENANCE EASEMENT U.E. - UTILITY EASEMENT F.F. - FINISH FLOOR BEARINGS BASED ON THE WEST LINE OF THE NORTHEAST " OF SECTION J4 TOWNSHIP 19 SOUTH, RANGE JO EAST, SEMINOLE COUNTY, FLORIDA. BEING N0074 40-W, AN ASSUMED MERIDIAN O INDICATES 5/E' IRON ROD SET WITN NUMBER L8WIO CAP- UNLESS OTHERWISE NOTEDL.B. - UCENSEO BUSINESS NLD • SET NAIL AND DISC LB*5610PC • POINT OF CURVATURE PCC • POINT OF COMKIUND CURVATUREPI - POINT OF INTERSECTION PRC POINT OF REVERSE CURVATURE EXISTING LOT ELEVATION SCALE: 1' - 30' LOCAT/ N SKETCH NOT r0 SCALE) PLANS VIEWED LOT: 8,629tsq.ft. CITY Of SANFORO 10,FFICE I I 25- I 34.8 q 34. S 89.52'58" W 1117.00'. 5_O.E. _ I o___ OO 4 J6.J L.V O 2.9 CO4 O OC) I y OV c ct 2'I , o © 25.82- - O r^ rn I I 2.00 rrppN k ja A+ L T£)A r .. fN.. v! t O ` I c I/ \/nv I L/ 1 — 2a_85'— 4 q0 r(A 2 4 D C 1 : a ry Cl1 I 16.00' g ^ o V O » m b V1 (A I $ 4 .32' / C O - ----- 21. JJ2A AS'' v 31.00 _ %C Alt PAD a6' 34.1 5.0 V 35. 4 TA /IT .. r- 68.59'5 IL) L_ R 25.00' 5$1 L 30. 11' ' 0 K13 O,\/j 34.8\ \ F I L= 30.84' i. LEGAL DESCRIPTION. Lot 34, Kays Landing Phase 1, according to the Plot thereof, as recorded in P/al Book 67, at Page 41-43, of the Public Records, Seminole County, Florida. NOTES - I. I. UNLESS lTBEARS THE SIGNATURE AND THE ORIGINAL RAISED 4. LANDS SHOWN HEREON WERE NTT ABSTRACTED BY O SEAL OF AFLORIDALICENSEDSURVEYORANDMAPPERTHISCCLCONSiILTAI>;, INC. FOR EASEMENTS AND OR R/GHTS- ORAW/NG SKETCHPLATORMAPISFORINFORMATIONALOF -WAY OF RECORD. PURPOSES ONLY AND /S NOT VALID. ADD177ONS OR DELETIONS 5. LOCA77ONS ARE LIMITED TO VISIBLE IMPR7V£MENTS ONLY. TO SURVEY MAPSORREPORTSBYOTHERTHANTHEENSIGNING6. THIS SURVEY DOES NOT REFLECT OR D£TERM/NE ON9V£RSHIp. O PARTY OR PARTIESGPROHIBITEDWITHOUT NET/ ITEM 7. THIS SURVEY EXC£CDS THEE MINIMUM CLOSURE ACCURACY ' CONSENT OF THESIGNINGPARTYORPARTIESFORASUBURBAN SURVEY AS RECUIRED IN 61C17-6.003 J 71fS ARE TOTHEABOVEGROUNDFOUNOA1)OW OF BUILDING OF FLORIDA MINIMUM TE{ HA C, L S7ANOAR05 3. PLAT ANDRECORDEDDIMENSIONSARETHESAME1jASMEASUREDUNLESS OTHERWISE NOTED. B. ELEVAnt NS BASED ON LOCH TE BENC.Y MARKS ASPRONOLiIBY PLAl))NCSUYOR. REVISIONS DATE BYPLOTPLAN9/ 18/06 JAM W WILSO EE. WAY, P.S.M d PROFESSIONAL SURVEYO Vhd MAPPER #2558 STATE OF FLORIDA a = DATE OF SURVEY DRAWN CHECKED FIELD 9/18/061BYJAMBYWW80oK '-N/A IMPORTANT: In these spaces, copy the corresponding Information from Sectlon A. Building Street Address (Including Ap ., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. 3S5 POW2.ei t s1:0 D21UE City State ZIP Code At• . SECTION D -SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) Insurance agent/company, and (3) building owner. Comments • G2. e. — JAE Al- PULSP St_-A13 EL^V/.a?t(NDT BUILT Signature Date / l o oi0 El Check here if attachments SE 10 G ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zones AO and A (without BFE), complete Items E1-E5. If the Certificate is intended to support a LOMA or LOMR-F request, complete Sections A, B. and C. For Items E1-E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters. Ell. Provide elevation Information for the following and check the appropriate boxes to show whether the elevation Is above or below the highest adjacent grade (HAG) and the lowest adjacent grade (LAG). a) Top of bottom floor (including basement, crawl space, or enclosure) Is feet meters above or below the HAG. b) Top of bottom floor Oncluding basement, crawl space, or enclosure) is — feet meters []above or Hbolow the LAG. E2: For Building Diagrams 6-8 with perfnaneirt food openings"p oAdi In Sectiq 4 itelns 8 and/,or 9 (see 8 e 8 of Instructions), the next higher floor elevation C2.b in the diagrams) of the building is_._[]feet U meters above or belowthe HAG. E3. Attached garage (top of slab) is feet meters above or below the HAG: E4. Top of platform of machinery and/or equipment servicing the building is _ feet meters above or below the HAG. E5. Zone AO only: If no flood depth number is available, Is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? Yes No Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A; B, and E for Zone A (without a FEMA-Issued or community -issued BFE) or.Zone AO must sign here. The statements /n Secdons A, B, and E are correct to the best of my knowledge. Property Owner's or Owner's Authorized Representative's Name Address City State ZIP Code Signature Date Telephone Comments Check here If attachments SECTION G -COMMUNITY INFORMATION (OPTIONAL) The local official who Is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B. C (or E), and G of this Elevation Certificate. Complete the applicable ftern(s) and sign below. Check'the'measurement used in Items G8. and G9. G1. The information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect who Is authorized by law to certify elevation Information. (Indicate the source and date of the elevation data In the Comments area below.) G2. A community official completed Section E for a building located in Zone A (without a FEMA-Issued or community -Issued BFE) or Zone AO. G3. The following Information (Items G4.-G9.) is provided for community floodplain management purposes. G4. Permit Number G5. Date Permit Issued G6. Date Certificate Of Compliance/Occupancy Issued G7. This permit has been Issued for: New Construction Substantial Improvement G8. Elevation of as -built lowest floor (including basement) ofthe building: feet. meters (PR) Datum G9. BFE or On Zone AO) depth of flooding at the building site: feet meters (PR) Datum Local Official's Name Title Community Name Telephone Signature Date Comments Check here if attachments FEMA Form 8131, February 2006 Replaces all previous editions LOT 34' U.S. DEPARTMENT OF HOMELAND SECURITY ELEVATION CERTIFICATE OMB No. 1660-0008FederalEmergencyManagementAgencyExpiresFebruary28, 2009NationalFloodInsuranceProgramImportant: Read the instructions on pages 1-8. SECTION A - PROPERTY INFORMATION 11sery 9 Ac :icn wi1i71 an; `'' A2. Building Street Address (Including Apt, Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No.3 N f: j 355 PoRGN1 SZEkZ DRtvG 4 L S-;` j r.: A3. 54NFoRD state1=7L ZIP Code 3 } Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc. 1.oT 4- . 1'CikYS Ai iDIKKI PHASE 1 y •t LAJ •001< Cod I GE A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.) RESI l7 E t-I TI PiLA5. Latitude/Longitude: Lat. Long. Horizontal Datum: NAD 1927 NAD 1983AS. Attach.at least 2 photographs ofthe building If the Certificate is being used to obtain flood Insurance. , A7. Building Diagram Number— A8. For a building with a Crawl space or enclosure(s), provide: A9. For a building with an attached garage, provide: a) Square footage of crawl space or enclosures) Q tsqfla) Square footage of attached garage 3C) — sq ftb) No. of permanent flood openings in the crawl space or b) No. of permanent flood openings In the attache •garageenclosure(s) walls within 1.0 foot above adjacent grade 0 walls within 1.0 foot above adjacent gradec) Total net area of flood openings in AB.b _e`5 sq in c) Total net area of flood openings in A9.b sq in SECTION B -:FLOOD INSURANCE RATE MAP -,(FIRM) INFORMATION 81. Fi Community Name & Communtty Number B2. County Name B3 StateC%TY ot= Sp tj FORD IZo2 S EM10,40 _P_ F-LB4. Map/Panel Number 85. Suffix B6. FIRM Index B7. FIRM Panel B8. Flood . B9. Base Flood Elevation sDateEffective/Revised Date Zone(s) AO, use base flood depth) one112-11-Lop40 E o4 1 0.47/14 I'D55 A "1 AB10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered In Item B9. FIS Profile FIRM Community De ned E@Other (Describe) 5`( P LIATT l N S (Z-/ C Y D P 811. Indicate elevation datum used for BFE in item 139: 9 NGVD 1929 NAVD 1988 Other (Describe) LESS J M 812. Is the building located In a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? El Yes YN. DesignationDate CBRS OPA SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) Cl. Building elevations are based on: Construction Drawings' El Building Under Construction' Finished Construction AnewElevationCertificatewillberAuedwhenconstructionofthebuildingIscomplete. C2. Elevations —Zones Al-A30, AE, AH, A (with BFE), VE, VI-V30, V (with BFE), AR, AR/A, AR/AE, AR/A1-A30, AR/AH, AR/AO. Complete Items C2.a-g belowaccordingtothebuildingdiagramspecifiedInItemA7. Benchmark UtilizedoGpL Vertical Datum t 4V D I M Conversion/CommentsNCN35- Check the measurement used. a) Top of bottom floor (Including basement, crawl space, or encosure floor b ) 3• •-- feet meters (Puerto Rico only) Top ofthenexthigherfloor _unfeet meters (Puerto Rico only) c) Bottom ofthelowesthorizontalstructuralmember (V Zones only) A _ feet meters (Puerto Rico only) d) Attached garage (top of slab) W iA _ feet motors (Puerto Rico only) e) Lowest elevationofmachineryorequipmentservicingthebuildingNA _ feet meters (Puerto Rico only) Describe type ofequipmentinComments) 0 Lowest adjacent ( finished) grade (LAG) —Is_ feet meters (Puerto Rico only) g) Highest adjacent (finished) grade (HAG) ,_ feet meters (Puerto Rico only) SECTION D -SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation Information. l cerfHythattheInformationonthisCertificaterepresentsmybesteffortstoInterpretthedataevallable. t unde Ztendthatany false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. Check here if comments are provided on back of form. Certifier's Name License Number Title MOW E, wAy PSNA 2$$s M4AIMIMG eQ2TN6r_ Company Name a-••B Z ( Si PIo 0 P I ItGG Address City StateZIPEdeOM41TI.t ND,. c vl( t N r t,a J FL Z}5 Signature _ Date TelephoneAo -660 ' ZI ZO q%2o blo FEMA Form 81- 31, February 2006 See reverse side for continuation. Replaces all previous editions Oak-ridg e° PRO WAR Shingles sEo Sophisticated Design & v Dimensional Performance ,; z The witted color blends and subtle shadows featured in Oakridge PRO 30:1R shingles add depth and dintension to your home. Two asphalt shingles with a tcntFmat core are honrled together awl covered in colorful, durable surface ;,ranrtles. Oakridge PRO :41 AR shingles carry a separate algae P.cwisruueLimited 11'arranty. tear limited n-arratttrr Durable weathetin -grade asphalt composition. 0 % n1 Wind Resistance Limited Warranty- helps ensure perfonnance. Class A L L Fire Rating- the industrys highest rating. Enhanced warranty protection and e extendedpetiodofnon -prorated Tni PROtection ' coverage of 10 years • with optional System advantage ,' no ,; Limited Warranty. Aw A o` aAa T TA 7leAchitectuful Se-ies M Owens Coming architectural Series products are designed and•enq iaeeted to help you create a dMncft one of akind" style for your home's exterimProduct Specifications Nominal size 13 4" x 381/•" Exposure g /^ Shingles: per square 66 Bundles per squarer' 3 Coverage per square 99.9 sq ft Tested for Excellence All Owens-Corningshingles ereheavily tested to meet orexceed applicable standards measuring fire coverage andwindresistance. Applicable Standards & Codes ASTM D 3462 ASTM D 228 ASTM E 108, Class A UL 790, Gass A ASTM D 3161 UL 997 ASTM D 3018, Type 1 .flcrido Building Code Plant Service Areas: Jessup ( South), MD Jacksonville, R 4tlania, GA See cctuc! wcrrenty -,r eercils. lrnjretrons end requiremenrs. y y V- yT 03/26/02 UIE 15:51 FAA 4U7a8U1J0Z rv1%ti.ZM0Aj.a7 . -- .--- ... M; tMtVq PANVEST GROUP LEE CHU ENTERPRISE CO., LTD. N. TAICHUNG SHUrCH * t ff- V F 10 4 9 4l Na. 9, Rd.10, Indvatrial Park, Taichung q4, Taiwan To[: 886.4-359.3508 Fax:888-4-3W3447 E. maM letclwt. February 3, 1999 SUB.TECT: 1" to 3"z .I20" Smooth or Ring Shank Electro-Galvanized Nail Wire Di2meter:. 120 +/- .001" Length:.975" min., 3.016" max Head Diameter:. 275" min., .375" max. Thread Diameter: ( ring shank) .132" min., .135" max. Ring4nch: (ring shank) 25 min. to 29 max. Galvanization: Electro Galy. w/ 6-8 microns chromate The above mentioned nails made for Interchange Brand meet ASTM641-92 and are Class 1 galvanized. d7 2002 08.22 FR OWENS COMING 2-A 419 248 7354 TO 913213481001 P.06i34 File•-R2975; r Page !T1-T'of 1 23sued: 6/15/200i TEST RECORD No. 1 ~ WIND RESISTANCE TEST: METHOD The tests were conducted at 1 in, in six incline in accordance with theequipmentandproceduresasdescribedinProtocolPA107. Throughout the test, observations were made to note the condition oftheshingles. The test panels were constructed of nominal 3./4 in. thick plywooddeckingmaterialandmeasuredSoin. wide by 66 in. long. Nominal 2 by a in. dimensional lumber provided the support and rigidity required for handling. The plywood was secured to the support lumber with'ad nails. One layer of Underwriters Laboratories Classified Type 30 asphalt saturated felt (ASTH D226, Type II) underlayment was applied to the deck, utilizing a 2 in. overlap and cap nails spaced 12 in. oc. The shingles were applied by using four standard 1-1/2 in. galvanizedroofingnailspershinglebyUnderwritersLaboratories, personnel parallel totheshortdimensionofthetestpanelswhileat -room temperature (80 t'15°F) and in a manner recommended by the manufacturer. The panels were maintainedataninclineofoneverticalainchforeachsixhorizontalinchesduringapplicationoftheshingles. No adhesive other than the factory -appliedadhesivewasusedtofastendownthetabsandnopressurewasappliedto theshingletabseitherduringorafterapplication. The panels were placed into a conditioning cell while maintaining theoneinsixinclineatatemperaturewithintherangeof ].35°F to 14007 for acontinuousperiodof16h. After conditioning the panels were allowed tocooltoroomtemperatureagainwhilemaintainingaoae'in six incline. Two tests were conducted, unless the first test yielded unsuccessfulresults. RESULTS At no time during the 2 h period of exposure did any test panelexperience1) the adhesive of the self-sealing shingle fail to restrain anyfullshinglefromliftingnor2) any free portion of a shingle lift so as tostanduprightorbendbackonitself. Report by.. Martin K Rowan Sr. Project Engineer MR/DM:Iib DMS Reviewed by: Douglas C Miller Engineering Group Leader TAMKO®- H0.15 UL PRODUCT DATA Asphalt -Saturated: •0 anic Felt TAMKO° NO. 15 UL felt features a premium. quality TAMKO organic felt no that isor9 (non -perforated) r `',•k=r . s'• if saturated with asphalt e;:,;'•• ., l;r na 'r`e:tom `, Accepted for use as an underiayment felt to be applied over the deck prior to the installation of TAMKO asphalt a'" r;' shingles. Underwriters Laboratories Built -Up Type 15 Label ASTM D 226, Type I Roll Dimensions Coverage per roll Laying Lines Ali values stated as nominal 144'XW 4 Squares 2', 8-1/2, 11-1/4', 1T CAUTION:.The National Institute for Occupational Safety.and Health (NIOSH) has concluded that fumes of heated asphalt are a potential occupational carcinogen. Do not heat or bum this product. TANKO ROOFING PRODUCTS TAAMQD•is a n-1 , It I Uft aAcd M"O tioo6np Pnouctti k= Visit our Web Site at www.tamko.00m oarwot Central District 220 West 4th SL, Joplin, MO 64801 800-641-4681 Northeast District 4500 Tamko Dr., Frederick, MD 21701 800368-2055 Southeast District 2300 35th SL, Tuscaloosa, AL 35401 800-228-2656 Southwest District 7910 S. Central Exp., Dallas, TX 75216 800-443-1834 Western District 5300 East 43rd Ave., Deriver, CO 8=6 800-530-8868 WATER•-R'ESISTANT UNDERLAYMENTS Water resutant.undedayment is a product'that•consists of organic felt impregnated with'asphah saturant Somewater-resistant unde>}'ymeats, such as Certaintid's: Roofers' Seletx, also cont #a•afiber glass 'rein- . forgemeht'which in&iises tear stiingth and reduces wrinkling Waterresistant uaderlaymentwas originally invented`to'kceep ckithe roof decking until shingles could.be applied 'Applying this lay6entwasawn* nailed ", drying -in. the roof" It was also. useful as a separation sheet between theIro:f sh': g:bo?ids. (Tiefort OSB andplywood: sheets.aere.used is roof detldmg)'and the asphah shin- ' flies This•was 1mpoitaat,beczuue*reau-pockets-in•the piiie plankis. . . caused the asphaltso.degrade pie i*ely uiiless'the onderliyment - separated.the resn'and asphaltImm eacli`othei. Water= resistant dedaymeatis•made to:shed_most of the water that talls,on' ii nnless`iVIS tom oi.p chired Its -ability 10 be swaier e,. iai is•tempoary As the sun degrades. the, exposed' asphak the absorb: more moisture, Iose its_, and' evedtoall begin e lessasp. used to saturate the under- ymeatsheetdurm *; g :mauufaaritrng; the shoixer its.life Since asphalt component oisliiiigle underliymeat, louver: rIILS: wi7l;lrive less asphah and '-shorter life whenexposed priced shingle undedaymeiti, for the same reason, is ry' iwsub1 to seveie.wrinlding when it'gets wet or even just damp. 13nderlsymeaas`used'under asphalt shinglesfor. a variety of rea5ons,'sucias;providiag ' 1Ckfllp`fpr, Water-sh J .: 8Protection of. the deck if shingles fail Yfioia:winddrive' ' ' :The:lower the slope; the'more important a: tam . imdeaymeof'. isisince : Ilows more .easily'under shingles on. lotrslopes Aptoteciivi hairier to`the elements between the time.the old shingles Have' beea'toin•:off'and•prior-to the new. shingle being . apPlied..However,--the:underlaymeni should not be -relied on as a temporary roof system;; especWlY when the dap edge flashing is not yetinplaceItisunlikelyto: Prevent leaking in the event of .... heavy wind andrain.' .. An agent to hide minor impedections'of.the'decking material and reduce "pictureframing" of deck panels. Fire ratings ( Class A or C) .when.used in conjunction with shingles. CbaDter5 INSTALLATION G• UIDELINf'S'•FOR WATER-RESISTANT UNDERLAYMENTS The following is a general guide for the installation of water-resistantshingle andedayment. These guidelines can be used regardless of the weight of the anderlayment. However, always be sure to consider the, local codes. OVERNIGHT EXPOSURE if anderiaymeat lies been ezposed overnight, moisture from dew ' should be allowed to completely city before shingling over If this does not happen, .the moisture will become trappedbeneath the shingles Wrinkling can telegraph through%the shingle and make a good shingle job. look terrible: The worse-partis that.the job can . look good. when you leave in* the' evening but the vhnid'es canreappear the nest morning when the homeowner will notice them. While we' ve disc used undedayment being exposed overnight, it is highly recommended that the roofing wntractor.only tear off what'he' can shingle over that same dayThis prevents themost common. unded2yin66nstan2 lon problems. FASTENER:TYPE:. Certainihed recommends nsing nails iamher•thati*.staples Flails provide : more resistance against underlayment tear.out Itis.very important,.: whether hand nailing or using a pneumatic. gun,'•ihai the fastener's be ' driven flush ' INSTALLATION METHOD.* When applying Mukd'yment the lcey is to kCe . •the product as wrinkle free as possible 1. `Unroll the nndedayment parallel with the eaves The eaves edged the underiaymeut should'go OVER the drip edge.eaves flashing, ' but go UNDER the drip edge flash.ing.alon "Ahe rake- Figure 5- 1. Appong Water -Resistant OnderlVment' dkng The Eames And Rake The type ofdecking material used may influence the bolding power ofthefasteners. Your experience mayHereAreindicatethatmorefastenersarenecessaryinsomesituations. Some Tips... fpsForsteeprootcbes above 7:12 consider adding a third row offasteners, making each row 9" apart instead of 12" apart. Dennis Torbackfrom Fulton, KY tells us. Valways use Plasti Top nails onfelt, .it resists tearing underfoot and has held up during an unexpected storm with high winds.' 2. Around the perimeter of the underlayment, place the nails approximately 6 inches apart and about 1 inch in from the edge. In the main area of the undedayment, two rows of nails are used. The first is placed 12' up from -the bottom edge and the second is.24' from that same edge (or in fact 12' from the upper edge). This nicely separates the 36" wide undedayment sheet into thirds. Nail along these two rows 12-15" apart Nail placement should be alternated so that one row places the nail opposite the open area of the first, creating a-sortof zigzag pattern. This will result in a -simple pattern with all nails being approximately 12-15" apart See tips above.) WARNING When installing underlayment where hot vent stacks protrude from wood burning stoves etc), it is important to allow a minimum 2' clearance. Check fire codes. HIGH WIND / OVERNIGHT. RECOMMENDATIONS: If planning to leave water-resistant underlayment exposed overnight, or for a longer period of time, or if high winds are expected, any of the following suggestions or a combination of them can be used for additional protection: Use cap nails or tin caps. Decrease the nailing spacing recommended above, using additional fasteners. Nad 2x4 stringers across lap areas. DEALING WITH WRINKLES AND BUCKLES Organic felts expand when wet They can wrinkle after being applied to a wet deck or if moisture is absorbed from dew, rain, or snow. If shin are lied over an uneven and , f3 applied erlayment surface some VV* of the wrinkles may "telegraph" (show) through on the finished roof Of course, wrinkles and buckles can also result from incorrect installation. If these problems'appear, several approaches are available to eliminate them. First, the underlayment can be replaced. Second, Figure 5-2 Standard Nailing Pattern For WaterResistant Underiayment the wrinkles can be cut and repaired with patches and asphalt plastic 3. Succeeding courses should be unrolled in a similar manner over- cement Third, wet and wrinklednde:rlayment can be allowed to dry out naturally from exposure to theusun. As the underlayment dries, lappingthe.previous course. by-2".-Be-carefuk-to-roB4t-out-straight—e-wrinkles-often-"pull-down' an astheunderlaymentwilltendtoslidedownthepitchoftheroofand end up crooked The spacing of nails in this overlap area The best solution for wrinkled underlayment is prevention. should be approximately 6" apart, centered in the 2' area Applying high quality, well -saturated felt, such as Roofers' Select, - eliminate many wrinkling type problems. Ask your supplier for Seetipsbelow.) the highest quality he can obtain. Do not assume the underlayment he 4. If the length of the roll is not sufficient to complete the entire run, stocks is the best amilole.-Be willing to pay more for a superior. an end lap of 6" is required. We recommend two rows of nails product The cost of high quality underlayment adds very little to the 6" apart to hold the lapped edges in place. End laps should be cost of a job and can often be offset by the savings from reduced locaied 6-8' from any other end lap that may be in the preceding rework and repaic'Installets who insist on the lowest prices for underlayment course. utiderlayment are the cause of the low quality underlayment generally found in supplier warehouses. Roll out only 10' of underlaymentat one time, stretch it, cbeck alignment and nail into place before moving on. HereAreSome contractors prefer to do the deck in stages applying 2 3courses of underlayment then immediate a n SomeTips... pph g the shingles- to that area Using this method they can sometimes reduce the number offasteners used but they must work carefrdly to be surethe underlayment 'remains flat. Michael Saunders fromBath, NY suggests, `When doing a tear -off thedrip edge can be reused to bold the edges of yournewlyinstalledfeltovernight. " 05/03/ -j002 09: 45 05/ .12/ 2092 14: 49 3213481001 14078948412 COLLIS ROOFING INC KAYCAN ORLANDO PAGE 02 PAGE 04 YCAM TABLE 1607_2-9.2 MATEMAL. MINIMUM THICI MSS (in.) GAGECopper WEIO1{T It+) 1 28nd0.0179 26 (zinc coated G90) 0.027' 2p 1501.3.93 Drip edge. Drip edge shall be provided at eays and gables of shingle roofs. and ovcrlspptd a minimum of 2 inches (5) mm). Save drip edges shall extend 1/4 inch (6.4 mm) below sheathing and extendbackontharoofaminimumof2inches (51 nm). Dripedgeshallbemechanicallyfastenedamaximumof12 inches (305 cim) on center. 0 15 Wu'. VIILIIG Page 1 of 6 tit v4 '3 oaff ,${ - = •:yy``-yy.} ; i•ii FF 'yt :s5" IZ•:':w;tja::' etch-a a"t 7 Submit Surcharge Product Approval USER: Public User Mrs Stats & Facts ' Publications !" FBC Staff ! B FFICE Product Aooroval Menu > Product or Aoolication Search > Application List > Application Detail FL # Application Type Code Version Application Status Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Certification Agency Referenced Standard and Year (ofStandard) FL4668-RI Revision 2004 Approved Masonite International One North Dale MabrySuite950 Tampa, FL 33609 615) 441-4258 sschreiber@masonite.com Steve Schreiber sschreiber@masonite.com Exterior Doors Swinging Exterior Door Assemblies Certification Mark or Listing National Accreditation & Management Standard ASTM E1300 http://floridabuilding.org/pr/pr app_dtl.aspx?pazam='vGEVXQwtDgtAcG5vedS%2bbvQu... 3/28/2006 o- - - ASTM E1300 TAS 202 , , Equivalence of Product Standards Certified By Sections from the.Code Section 2612 HVHZ PI Product Approval Method Method 1 Option A Date Submitted 09/14/2005 Date Validated 10/16/2005 Date Pending FBC Approval 10/01/2005 Date Approved 10/19/2005 7 i I jlvi j MA0111 OZ 14AQ142.02 Cenllp, X XX XOfOX Seln9 Iwl I I I MIR.Oenxil 81te Jim) 36 K BO 12 x 80 12 x BD all I 1, 2 1 Kaminel 14xe. list She line.) 36 x 80 36 x 80 36 x BO Olntn lips IG IG IG up Ipell 52.0 5Z 0 52.0 Op Ipell 51.0 52.0 52.0 Im ecl Appi'd II II 11 AVe1. tellIleoils, C I LA-005YI.2 CILA- 805YI.2 CILA• B05YI•Z Ad 0a1e11 IIAAO- WL•MA) 000110041. 02 OOOZIO041. 02 0003MOU610041. 02 I01e11 Oelxn IMIO• YIL•MAI 0001. 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UZ LK0154. 02 UXU 0 108 x BO 5L 1 36 K BO 35 K 80 IG IG 55. 0 55. 0 55. 9 55. 0 II II CILA UU5W2 U0141UDIIIUD41.92 0004 02 MAD 165.02 OXXO 0 144 x BD SL I, 2 38 x 80 36 x 80 IG IG 55. 0 55. 0 55. 0 55. 0 II II CILA•605•N•2 UU151OUIB/U041•UZ n0U5.02 MA9166 02 14AU101. 02 IAAO BB•0Z X XX XO/ OX ' 0 0 0 36 x 96 12 x 98 T2x98 5L I I, 2 1 36 K GO 35 x 96 36 K 96 JBit96 IG IG IG 10 55. 0 41. 11 4f. 0 41. 0 55. 0 41. 0 47. 9 41. 0 If II II U CILA• 605W CILA• 805YI CILA- UUSW 0011IOU41. OZ 0012/ 0041.OZ 00131UU15IU041. 02 0001. 02 0002. 02 0003. 02 fM0169 02 DXO 0 IUB x 96 SL I 36 K 96 36 x 96 IG IG 41. 0 4i. 0 41. 0 41. 0 II tl CILA•095Y1 9014ro0ll/U041-02 uuu4-O2 MA0110 02 OXXO D H,44x 96 SL 1, Z 36 x 95 30 x 96 19 IG 41. 0 41. 0 47. 0 41. 0 II It CILA•005Y1 0015/0010/6041-U2 0005 OZ 0. UPI00e: I91iieulal6q pleas nllh inlnlmum 1/0- lempaed Olazinp lalsdInsccuidancewithMcUO.Oade 1`1010101e PA201. PA202 and PA203 1 w vi X r r nI P0 0 M. mill ltt (Ina.( Leill Nominal Mtr, Leif Slit (Ins.1 Oladng 17pr, LOP pill OP 1pi1) hnptcl APpI'd All. lad flcptds' Aas'l Daiall MAD-WL-MA) Will Ociall 1410-VIL•IAA) J6 x 80 72 x 8o 12 x 80 I 1,2 1 36 x 80 36 x 80 36 x 80 0 0 0 76.0 55.0 55.0 76.0 55.0 55.0 tl If If IICIL 210.1913 1•3 CfU•712W2 CTU•712W2 0001.02 OD02.02 0001/0006)0041.02 0001.02 0002.02 0003-02MMAOIOS-OZ I--- SL 14 x 80 IG 55.0 55.0 tl 05 x 80 - 1 90'x 80 0 55'.0 55.0 11 CTLA-712W2 00041000710041.02 0004.02 SL 14 x 80,IG 55.0 55.0. II SL J6 x 80 10 55.0 55.0 11105r, 05 x BO 1.2 38 x 80 0 55.0 55.0 14 CIU•712W2 OOOSODOB/0041.02 OD05.02 SL 66 x 80 10 - . 55.0 55A 11MA0106.02 X I 36 x 96 I 70 x GB 0 70.0 70A 11 CILA-772W 0001.02 0001.02MA010702XXI72x96 IAA0108-02 XO/OX ( 50,98 1, 2 I 08 x 96 06 x 96 0 0 55.0 55.0 55.0 55.0 11 11 CILA•712YI-I CIU•7121'f•1 0002.02 000310006/0041.02 0902•07 OG03-02 MAD109.02 OXO I 64 x 96 SL 1 i/ x 96 36496 10 0 55.o 55.0 55.0 55.0 11 11 CILA•712W1 0004/000110041.02 0004.02 5L 14,x 96 IC 55.0 55.0 IIMAOIIO-02 OXXO I 105 x 96 1.2 36 x 06 0 55.0 55.D If CILA-772W1 DOOSM14.02 0005.021AA0121-02 X 0 36 x 80 MA1202 XX 0 12 x 80 1 1, 2 38 x 80 JB x 80 0 0 16. 0 55. 0 76. 0 55. 0 11 tI' IICTL 210.19711•3 CILA• 772VI.2 0011. 02 0012. 02 0001- 02 0002. 02 h1AO12J3.o2 XOrOX 0' ' 12 x 80 I 08 x 80 0 55.0 55.0 It CIU•712W2 0017/00I0014.02 0003.02 MA0124. 02 OXO 0 108110 SL 1 I/ it80 36 x 80 IG 0 55. 0 55. 0 55. 0 55. 0 tl If CILA•772YI.2 0014/0017/0041.02 0004.02 L 14 x 80 IG 55.0 55.0 11 MA0125.02 OXXO 01, 2 O6 x 80 0 55.0 55.0 If CILA•772YI.2 0015/0018/0041.02 0005.02 MAOIZB- 02 X 036196I MA012102 XX 0, h1M128 02 XOIOX ::ff SL2 I 00' x 80 J6 x BB 35110 J69655. 0 IG 0 0 55. 0 10. 0 55. 0 55. 0 10. 055. 0 55. 0 11 11 11 II CTLA T12W CTU 112W I CTLA1TTY1 I 001 102 0012 02 OOIJ/ OOI610041 02 0001 02 0001. 02 000J 02 MAO129. 02 OXO 0 .1 L J6x96. 00 x O6 IG 0 55. 0 55. 0 55. 0 55. 0 I) 11 CILA•712W 1 00141001710041.02 000402 O2 OXXO 0, L 2 J6 x 9B 76 x 96 IG 0 55. 0 55. D SS. DMAOIJD 55. 0 II ' CTU 7721Y I 0015/00I810041 02 0005 02 L J6 w 98 10 55.0 55.0 11 O. opapua; IO.Insula6np plan wllh minlmum 1/8' lempurd gladn0 ItsledNraoldtncahr101MeliOOadrPtolocolsPAN1. PA2021nd PA203 ar 0 0 0{ rr UI T L1L.'.—.' i'$'L Wskpata Review Certifi, Cateeernscate=3025447c 1?- 1ce5: _! _ .`,e iiC P,-'•'W,f, ::1C =! iC?C :5: Door - __- OL311Z3Oe10WlO = L'7 ! =eB-C DiDD%stOZ!SiciGdCIlC 1u c: n_ 5 S eC:r C Jv'YL= -Dad:! Coum:; . '1Gi Ca P-JLOCDIT).=M' _`=J_ C IV?,S 1 : 0- SU:)'-07'. Oi :,ice- v1aso P' i Do-=Oi a:._ I._.1T L - Od1C' anCt 1 for 'M`2 roduc: tinaril -- SI= _ Jz O. C I ri 5 ala, :IIe :eS:: -70: a Vld^. art C o , , -_onSi: 6e w : fasc : e C;!:'Mc z! o= o-o=man' C! suee:s (CGP's)- VL.L. pe-=aIICC G3 n,c'IIll? 1 S,7eC'.=:ed IIe: -zL. 1 IIe a'3C1ed _M2.soP11:e."? t !GOr ISs OOi..VcL";°LonUfaCAS (UZIOU N II 11-Dei tG y productrnode! iDrOvides or each D- OCLC: ! r iIlQ1Ca_ o P - l de v _ -ws6 lac, . Po—, n„e- ra!!2: 'r'- 0ivari0n and =inns for QeSl' load =ne 3 D11C:c?11-: G: SS:i_ p' ac- Lest. . c_r tiCsul_ COP's and zaus-L Dear :.:eYY„1Ocr C=:lOL za r Enterzv Entry Doors c: _IVIoc s: Wood-EEdge Steel Door ti 1ar-iX =30614 7C-001', feral-EdcrA Seel Door (Niatr'ie-302-641 C-00_) Fiberglass Door jemko hay no i,2 i..owie^Qo eve =end e _ uce: jn . m,:avo no aremar :o •e-=; Il.. 1_ ILG: 1L:,. wa. Lo cIP:?'71ia.^.e LeT Or^-ior".. ; p "- aciII SL_ D711" from r'ie%v J` ., - d11'ir+:0 : r,1exwW" tor,, .:,~.urQ: e,-;•Orm n; : n^::1 OR.N QTIC u:.: ri-oi iTL+::Ii'. rvurraiion or ware- gene: omonj APR-16-2003 WED 03:49 PM TRIM PAK FAX N0. + P. 02/12 PR;-MDOR DICKSON 615 446 7229 No,191c P. !/i1 cn 2 To: L1 i Masonite International Corporation TIE CHNICAL ADVI S O R Y PD White Date: April 16, 2003 City -ofOviedo, noiida (407/977-Q27; 407/977-60'_'S fix) From: Kenneth R Imhoff CC: D. stmd (407/957.6r34 fax) 6r. Pttrjeet Manger — Exterior Door Ptocia= R Barry (913=2.0914 fax) kimho8®rnaaonite.com 61V441-4255 a=w 813/335-4171 mobile 6151446.7729 fat; Subject: Air & Water Performance Results on Exterior Door Units Sublodtted for Permittiug by Engle Homes. Reference: Product Approval Sbeet's COP-WL-MA0101-02; COP-VVLrMA0121-02 Indepantly Validated under the Warnock Hersey (WH) Mark. It is our belief that the exterior door units defined under the aforementioned certificate of performance (COP) sheets comply with the requirements of the 2001 Florida Building Code (FBC), Chapter 17 (Structural Tests & Inspections). This unit was been tested in accordance with Miami -Dade Building Code Compliance Office (BCCO) protocol PA202 performance guidelines. PA202 procedures include water penetration in accordance with. ASTM E331 -.Standard Test Methodfor Water. Penetration ofExterior Windows, Skylights, Doors, and Curtain Walls by Uniform Static Air Pressure Difference air infiltration in accordance with ASTNI E283 - Standard Test Method for Determining the Rate of Air Leakage Through Exterior Windows, Curtain Walls, and Doors Under Specfed Pressure Differences Across the Specimen. Masonite certified test report noted on page 2 of the COP sheet (NCT'L-210-1973-1,2,3 / copy enclosod) ccnfrrnc that this unit achieved no water penetration at 8.25 pounds per square foot (psf) for door units designed to swing out. Door units designed to swing in achim,ed no water penetration at 2.86 psf. The test report also confums that this unit achieved an air infiltration rate of 0.03 cubic feet per minute per square foot of crack (cfm/ft2) for door units designed to swing out. Door units designed to swing in achieved an air infiltration rate, of 0.18 cfm/ft'. Thank you in advance for your further review of this information & let me know if you require addifimal infoanation to resolve this subject. Respec ly Submirted, fCOZAA X . .r N!4710f Maeonite/Prerodor Exterior Door Produete - One Prsmaor Drive • Dickton, Tentieseer 37055 ArTek, Caetlegnte, Celco, Colorado, Dczcz, DorFab, Entergy, Rvergrceu, Johnson, Montetey, Oakoreft, PrctnvU. Rachman Univcrr¢l, Royal A2ahoc2ny Products, Spar,-Rltc, specialty/Baylite, steelwood APR-16-2003 WED 03:50 PM TRIM PAK FAX NO. + P. 03/12 APr.l^. 2003 S'34PM, PHMDO, DICKSON o10 446 7229 No,1918 P• 2/11 Premdor Entry Systems -3- NCT1,210-1973-1,2,3 (S)(F) UJLU- URAL TES' RESULTS SMahM NO IS (Outswine) PARAGRAPH NO, 52,7 523 52.6 5.2.3 PARACRAPH NO, 5.2.7 5.2.3 5.2.6 5.2.3 PARAg.&&EH NO. 5.2.7 2.3 5.2.6 5.2.3 TITLE OF TEM' Air 1nfilcation 1.57 psf (2.5 mph) 0.02 CFM/F-e 0.20 CFM/FTZ Uniform Static Air Procedure Design Loads (30 second durations) 76.0 psf txtcrior Meets as stated 76.0 psf interior Meets as stated Water Rssistaoee (5A GPH/FI1) WTP - 8.25 psf No Entry No Entry Uniform Static Air Procedure Full Loads 114.0 psf exterior 0.041" 0.144" H4,0 psf interior 0.124^ 0.14411 STRUCTURAL TEST RESULTS SPECIMEN NO.2S (Outswinr) TITLE OF TEST MBE gURED ALLOWED Air Infihration 1.57 psf (25 mpb) 0.03 CFM/FI2 020 CFM/FTz Uniform Static Air Procedure Design Loads (30 second durations) 76.0 psf exterior Meets as stated 76.'0 psf interior Meets as stated Water -Resistance (5.0 GPB/FT2) VI'TP - 825 psf No Entry No Envy Uniform Static Air Procedure Full Loads 114.0 psf exterior 0.0511, 0.144" 114.0 psf interior 0.147" 0.144" iTRIJCTURAL TEST RESULTS SPEC[MEN NO. 3S flnswin 1 TITLE OF TEST NE.ASURED ALLOWED Air Infiltration 1.37 psf (25 mph) 0.18 CFM/FT2 0.20 CFM/F-e Uniform Static Air Procedure Design Loads (30 second durations) 76.0 psf exterior Meets as stated 76.0 psf interior Meets as stated Water Resistanaa (5.0 GPH/FT2) WTP = 2.96 psf No Entry No Entry Uniform Static Air Procedure Full Loads 114.0 psf exterior 0.143" 0.144" 114.0 psf interior 0.039" 0.144" nuu-cf ,-4 uuc i nu uo . oo rn ! K 1 n rmh NIA NU, 4U f tlo f bL54 r. UL/Ud f3UILDE-Evp." Val zo Prole.slonai Enplr earinr, Sorvi=s for Developers and Bulldem of Residential -Housing i 10 P.O. Box 69S4 T14utvilie, FL— 32793 ' Phone (407) 2894US ' Fax C407) 2R.4-5"8 OFTFr?D T Acr-pPTANr'r i!'t 9.jo0 Kmiit sr:t Corporation 516 East Santa An: Street 1.0. Fu% 4250 nal,::n1, 0sfi(orria 92F03 25D T)1 SCRii%'S'In t oF TT i-r mode) Dcsimitior- Kmikset Secs and Timn Scric: (C)'Iind.^ioaI Lo.i:s) Altlirnurtl Bore '%%lth a.1" Cross 5or_•( 2•5/8" or 2-314' Ea-.1sct ) ccuer:tl des-cl ipior:: D.lindric:l Fared rpe loci; I ic,icd cry Atrcrinu Test i,.'Ibs of South Florida. 'feat P\e_+ol-i n_iL (1212.03-06, 0212.04-56 signed and scaled tr: William R J,; ilner, )'.r:... Tes! Load Desi en Load T,. rrii<:: ntn { 1' STMI F-942 ; PA-202) passed gsss: d Uargc- tiwctle Init?Ci. Fz:r PA-201 Fars; Q pssseJ i 1paClE'4 aS irsr.:rtg unit) g . 1':ztlt+Ui':I:Oa'lpg'IeSt 671 total ci cl?c P- G " •ktriicset Series posiii a F stigSuC'roadiag T 671 65. 0 ps; E,5.0'psf st_ total cycles I' . 1:sci'Scries neC3tive 96.0 psf 86.0 psi lil li,^. i.naliinC, 7cst o71 total c:'k-S Titan Series posiiiv^ 86.0 psf 86.0 M. rjUQt: e LoaIiin Ten 673 total 1Er I itlri _17G5 necziive 86.0 m f S6.0 Dsf 3I, rrI I'r-I5l t RC 'I 6' k;ct Series ra r,g iD•,. ]:i17 - c 5 t_ P95J.lit'. 6S,(1 p.i OtTI' SIWING) Entn tr.quires F:St:ag boll) Negative 65.0 pd Deacttiolt sif; 1.1 F;.Ssu;;.kaiir,: i:ti il:s :+cries :issage •, Positirc ES.G oaf CJNSWING) — Enln• (,mgai. s p:ap bolt) Negative 8 6. 0 psf Dcadt olt cs.: are Paung: Titan Series -Passage Positive 86 G -csf f ( OuTSV rING/ =•ntry (i: quit:5 5.3pC bolt) iegatiw_ SUPS" TYS*' i A] ',.4.T30 AM) ANCY70IZIIti C,: See revere; side thus paRc = ' t, S} T40.40116 cd far Lsc it lc>•: nti :,U a gS.F.D.$TAT- r'rF1•... hI'P c. , o dhrrin to the S.B.SBC.C.I., ..-c-C., S I.B.BC. Brou•ar_ Edition and u he, tllc osru • ctuitcr t;n! tt detr.rnunci b .ASCF 7 Minimum Ilcsi-n Leads for Building6 and Other Stnimirtc doss not 6z p' Ssur ;atinLr iistai 21x 1c. •,,tA+ 2. The G-a t ItAling of a 1x1: is not pCrtinent io strnct-::al perionnancc a_sralates to HarricAne / Wind Cn& Compi, i, M:i ;o-, used on doors uwcd io d_sigtl pressuz;_s cz=l to or less; tnan tiigr Fi,oar above. 4, 1111I iic3tion for buildinl; nlal shalt accompanied by a co^;• of !Is appro:aL nuu--o-!uuc Inu uo,cn rcl IfC11.1 rrin rhA nu. 4ulootoCJ4 r. u3/u1j INSTALLATION OF' LOCH SETS PER TESTING Acceptance W309400 61AD We! _ KWIKSE T SER IE.c NOT -,.,TO BUILDING INSPECTOR THEE= KwIKSET AND TITAN SCHEMATICS ARE FOR FIELD INSPECTION PURPOSES AND REFLECT T'SfcD CONFIGUP.ATIONS. DETAILED INSTALLATION INSTRUCTIONS rRE PACF.AGED WITH THE LOCK UNIT INDIVIDUALLY, TITAN` .S r;RIES - pry 1•II.PGwARE THUNE TURN R(N16;.D i I 2 Ile MACHINE SCkW sTitlr: _l F, LA'I KEYED wOOC SCREW i - STR,Kr..J scaF. DEAD SOLI w/ 2 3/E' or 2 3/4' BA.^.KSET PLAT_ , 1/4' c«\ice/ cw 01 rl KV woon SCR -- LATCH BOLT V 2 5/Z' or 27 SiRIK_ BACKSEi ., PLATE a PER HANDL' OFAD SOLT / BA--XI-ET 3/t• MECHANISM TO BE L.[ xacr R r S;pcw MATCH DOLT W/ 4.3/%3 or 2 3/4-4 OFCK:,ET 1 HANDL SET. L-NER or KNOB. SET wECW NISiv TO or HANDLE SET. LEVER or KNOB. NOT- TO BUILDING INS?EC TC MECHANISKIS WITHIN THE CLOT, ARE OPTIONAL TO T}-I_ PRIMAf MECHANISMS SHOWN. FOR EXAMPLE: A THUMB TURN DEAD L OCF CAN BE SUBSTITUTED WITH A KEYED MECHANISM WITHOt INVALIDATING THE SYSTEM. OXO1 I , r t Glazed Outswing Unit 1 a a n FIBERGLASS DOORS APPROVED ARRANGEMENT- i171 tea;"' 14 : t:r l I 1nr•n.ock M-Rw rI Test Data Alrview certificate 13026447A:130264a78; 13025447C and COP/Test Reoon validation matrix 13026447A-001, 002. 003; 130264476.001. 002. 003: 13026447C-001, 002. 003 provides additional Int0muo0n - available from the ITS/WH wedshe www.edsemkoxam , me Masonite weosite www.masonft&cQnlorteeMasonitetechnicalcenter. We: Units of other sizes are covered by this report as long as the pahels used do not exceed TO" x 6'8". 1. Single Door with 2 Sidelites Maximum unit size • 9'0' x 6'8' Design Pressure 55. 0/-55. 0 - Urfuled water unless special threshold design is used. Large Missile Impact Resistance Hurricane protective system ( shutters) is REQUIRED. Actual design pressure and impact resistant requirements for a Weci0c building design and geographic location is determmed by AS6E 7•national, state or localbuildingcodesSpecifytheeditionrequired. MINIMUM ASSEMBLY DETAIL: Compliance requires that minimum assembly details have been followed — see r MAD-WL-MA0017- 02 and MAD-WL-MA0041-02. MINIMUM INSTALLATION DETAIL: Compliance requires that minimum installation details have been followed — see MID-WL-MA0004-02. APPROVED DOOR STYLES: 1/4 GLASS: am ® — aoo 00 - 00 00 00 00 00 100 series 133, 135 Series 136 Series 622 Series 1/2 GLASS: 00 0o 00 00 00 0o- 105 Series 106. 160 Series' 129 Series' 12 RA- 23 RA- 24 fi/L 107 Series' 108 Series 304 Series Series' This glass tll may also be used In the tdtlowing.door style: Eyebrow 5-pand wlm scrod. Oak aft K a \ a.<t. rl..I. r... PISSROLASS ENTRY DOORS — 1—i flu. L—f Mnh Of erRC., o— ,&.,— • R..IIr. ••• r. ot OW tlz.SoMasoniteInternational Corporation Oat t1"Iiwiq ar•gnm eOYdS"Drewrt4N O.. mau. W.tl1VJ4•n.. MJII .n0 .d Goa nood to Wng. wtu ow nObc.. OXO L ov 1 1 f Glazed Outswing Unit FIBERGLASS DOORS APPROVED DOOR STYLES: 3/4 GLASS: FULL GLASS: IN 013 404 Senes IN 00 410 Series e 109 Senes 114. 120, 122 ITSenes 149 Series 300 Senes Series APPROVED SIDELITE STYLES: 1, a a F e - i] 129 Series 200 Series 12R, 12L, 23R, 23L. 450 Series 152 Series 149 Series 109 Series 120. T22 Series 300 Series 24R. 24L Series CERTIFIED TEST REPORTS: CTLA- 805W-2 Certifying Engineer and License Number: Ramesh Patel, REJ20224 Unit Tested in Accordance with Miami -Dade BCCO PA202. Door panels constructed from 0.075" minimum thick fiberglass skins. Both Stiles constructed of 1-5/8" laminated lumber. Top end rails constructed of 31/32" wood. Bottom end rails constructed of 31/32" wood composite. Interior cavity of slab filled with rigid polyurethane foam core. Slab glazed with insulated glass mounted in a rigid plastic lip lite surround. Frame constructed of wood with an extruded aluminum threshold. PRODUCT COMPLIANCE LABELING: TESTED IN ACCORDANCE WITH MIAMI- DADE BCCO PA202 COMPANY NAME CITY, STATE To the best of my knowledge and ability the above side -hinged exterior door unit conforms to the requirements of the 2001. Florida Building Code, Chapter 17 (Structural Tests and Inspections). v ` aaf 5 State of Florida, Professional Engineer Kurt Balthazor, P.E. — License Number 56533 Test Dan Rmrlew Cer011ote /3026447A: ._ 30264476: 13MS447C and COP/rest .. Repon Vanutlon Mitre nM6447A- 001. 002. OM: 030264479-001. 002. ... 003: 1=6441C-001, 002. 003 provioes leabonal Wartraoon We0eble tmn the rTS&VK weoshe www. e0semk0.=nl. the Mamie wehshe ( wwwMasonitomm) or the Masotute teMMW center. Oak aft UOORS AR EKn' F19eROLASS eNTRY ne.:. rages... fi.a Des, rIICJVewnye// wY.o.. L 0. cemo Q Program of er." knormP m -t..•PPcl-tan•, even•ne pros Masonite International Corporation OXO 0 ° e F , (I Unit " OUTSWING UNIT WITH SINGLE DOOR & TWO SIDELITES (BOXED CONSTRUCTION) TYPICAL HINGE ATTACHMENT Ir. r BUTT HINGE 11122 GAUGE) • If SIDEJAMB 11<'—--u NIVANEIi , nii OL A V1 IB) P+o - yr cUT MEAD WOOD SCREWS To BE ADDED DURING INSTALLATION SEE MINIMUM INSTALLATION DETAIL SIDE JAMBS ATTA[MEO BACX•TO•BACr MUST BE JOINED USING I' X 1? LONG rORRAGATED FASTENERS LOCATED TFROMEACHENOMAxImUMANOrO.C. MAXIMUM (STOP SIOEI OR Pic X T FIAT HEAD WOO OSCREWS LOCATED T FROMEACMENONWUMUM -0 IS D.C. MAXHAUM (ON CENTERLWE OF STOPL TYPICAL THRESHOLD & SIDE JAMB ATTACHMENT FINGER -JOINTED KILN DRY WOOD SIDE JAMB I.114• x 44q6' WITH 1? STOP HEIGHT MINIMUM( 0 21 PBX t •yr HIGH PERFORMANCELONGFLATMEADBUMPERTHRESHOLDWOODSCREWSOR4-Bn6 X3) r LONG X ur M9GHi MWIMUM)tJrSTOPCROWNWIRE STAPLES TYPICAL MULLION ATTACHMENT TYPICAL HEADER & SIDE JAMB ATTACHMENT RNGER.JOINTEO XRA OFF WOO OFRAMEHEAOEAPrXagRroJzMoMENOWMWIW")M) N RMGER• JO0nTO (21 T IDIIG X FINGEII•AWTEO [RN CRY WOOD ON Vr LONG X FCROWNRAME HEADER N•1T 4K WIRE STAPLES TW t WtrWITH ur STOP NFIGNT WITHRHEIGHT MWLWW) M6NIMIMPH RNGER,AINTEO KILN OPM WOOD SLOE JAMB A 1. 1FA' X 1? STSTD LHEIGHT MINIMUM) 3) FOR 77HEIGHT OR SMALLL•R i 4) FOR HEIGHTS GREATER THAN 7. 0• B TYPICAL THRESHOLD & MULLION ATTACHMENT NIGH PERFORMANCE SUMS THRESHOLD ANGEA•JOINMED W tr X7/r STOP EIGHTKAPI OFF WOOD MINIyW) M AIAN R•Irr X a•Yr WITH t? STOP SECTION A -A TYPICAL SIDE JAMB & SIDELITE PANEL BACK BEDDING ATTACHMENT IDOWBBSDREQUAL) RNGER. AINTED J KILN DRY WOOD tt SIDE JAMB WR1111, STOPMEIGIM SIDELITE PANELA 6+P10XrJ L- w000 R,M RAT MEAD WOOD SCREWS. scX I!r MIN,( TTX ED MTN LOCATE r FROM EACH CORNEA AND 16 GAUGE RN NAILS K YA' LONG LOCATE I<' D.C. T FROM EACH OUTSIDE NOR USE PIOXT CORNER K3•YA'O.r— FOR MILLIONSIDE FOR MOP12ONTAL TRIM ArTACNMENT a Iro. G FOR vEARCAL TRIM SECTION B-B TYPICAL THRESHOLD & SIDELITE PANEL ATTACHMENT SIDELITE PANEL WmTwck HerwRyHE+ GMT MINIMUM) I7 /10 X T J HIGHPERFORMANCE BUMPER TRESMOLp Test Om Review Cenlr+cate /3026u7A: FLITMEAD WOOD S:AEWS. (<•Bnrx 7rr STOP LOCATE T FROM MEANT MWMAJAP) A3026447B;03026447C and COP/Tem Red on EACH CORNEAOaG ValiOn M21nx rl026447A-M. 002. 003; NOTE USE PIOX SKEW' 1302Fi4478-0OT, 002. 003: /3026447C-001, 002• FLAT MEAD w0p0 FOR HEADER ATTACHMENT 003 Orovim a0DiD0na1 in(ormauOn • avaitnta from tRe FTSMH wetisne (www.aBsemtacoml. me Masonne weosite ( www.mA`m'te.cOm) or the Masante Technical center. F.<INIL.Nr I.Rs Pam_ F./ is ' Ci Y:1 t Z/t/l/t June 17. 2002R....., R..., Ow IX<--V mw.. of oroema Nmo--mm M—f-INnL Masonite International Corporation eoHIN <R6 arowaon" wpeC to tltmOP .RIIAN mNca BACK BEDDING DOW 995 OR EQUAL) GLASS INSERT IN DOOR OR SIDELITE .PANEL i SECTION A -A TYPICAL RIGID PLASTIC LIP LITE SURROUND t.on a - fu- qp 0" 0 I 1/8' SINGLE A O,SO OI + PANE GLASS; 2.7/16' a p4G DOUBLE 3/4 OR 1' Q j Vp ~ DOUBLe PANE; i O Qp a 0 ag0 "Q0'Q + TRl L PANE INSULATED GLASS t.rrr 2 1B'SINGLE PANE GLASS: 1lI. 3/4' OR v DOUBLE PANE. 3/4' OR 1 TRIPLE PANE INSULATED GLASS i HIGH PERFORMANCE RIGID PLASTIC OR CELLULAR VINYL UP LITE SURROUND FOR 1/8' SINGLE PANE GLASS I/T. 3/4. OR 1' INSULATED GLASS. 16 X 1-1/7 PAN HEAD SCREWS LOCATED 13-1/8' MAXIMUM FROM CORNERS AND 14-3/4' O.C. MAXIMUM Rr.A DOOR 1-7/16' 1/8' SINGLE PANE GLASS: I/T. 3/4' OR T' DOUBLE PANE; 3/4' OR 1' TRIPLE PANE INSULATED GLASS 1/B' SINGLE PANE GLASS: 1/7. 3/4' OR 1' DOUBLE PANE: 3/4' OR 1' T TRIPLE PANE INSULATED GLASS Glass inserts to be sub -listed by Intertek Testing Services/ETL Semko or approved validation service. Test Data Review CertlOcate 13026447A: r30264478: r3025447C and COPRest Reoon Validation ' Matra 03026447A-001. 007 0(13: 130264478-Mi. 002. 003: 13026447C-001. 002. 003 I)mvioes additional information - available Item me ITSAVH mosite (—.ebsemko.com)• lot Masomts website (w .masomte.com) or Ine Masonite tecrinal centet. LJ l.d.ti.dr r..w June 17.2002 Pf M"Mv- '1/ " • ow camnup eroonm m pnxkc imerwwnem meus sowtraoan' MaSOnILG International CorporationstageemWraeonwtanto0-4. utwr rote. vq N i" ' \ o j vv SINGLE DOOR WITH 2 SIDELITES LiNP• TYR CL I TYP. TYP. •-- TI 6. l TYP. 6'8" UNIT 8'D" UNIT 13-15/16' 17-1/8' MAXIMUM ON CENTER TYR t. FastenerMinimumr 6 per vertical framing member 11 per horizontal framing member Hinge and strike plates require two 2-12" long screws per location. 1. Rough Opening 1 Width of door unit plus 1/2" Height of door unit plus 1/4" f T T T T T 1 L T T Weruxk Homy Test Data Review Cenf6ale 03025447A 130254478; 13026447C and CONTest Report Validation Mama 13026447A-001, 002. 003:130264478-0M. 002. 003; 03026447C-001, 002. 003 providesadditionalinformation • milatfle tram me ITS/WM wedsite (www.edsernw.cam), trio Masonite weosltt (www.masorple.com) or mC Masonite tecriNGi center. Latching Hardware: Compliance requires that GRADE 3 or better (ANSVBHMA A156.2) cylindrical and deadlock hardware De installed. UNITS COVERED BY COP DOCUMENT 3244% 3249, 3254' or 3259 Compliance requires that 8" GRADE 1 (ANSI/BHMA A156.16) surface bolts be installed on latch side of active door panel — (1) at topand (1) at bottom. Based on required Design Pressure — see COP sheet for details. Notes: 1. Anchor calculations have been carried out with the lowest (least) fastener rating from the different fasteners being considered for use. Fasteners analyzed for this unit include #8 and #10 wood screws or 3/16" Tapcons. 2. The wood screw single shear design values come from Table 11.3A of ANSI/AF & PA NOS for southern Dine lumber with a side member thickness of 1-114" and achievement of minimum embedment. The 3/16" Tapcon single shear design values come from the ITW and ELCO Dade Country approvals respectively, each with minimum 1-1/4" embedment. 3. Wood bucks by others, must be anchored property to transfer loads to the structure. 0 PREN' ?Zr.11w, o June 17. 2002 Our C-WIWV Nopam of MOW finerO—IM rfuu4 sssoreafons, M a s o n i t e international C o r p o r a t ta n ftwon uf0 woatrcl aduf wMW to Nwp..VW eotri X Glazed Outswing Unit APPROVED ARRANGEMENT- O cf FIBERGLASS DOORS Note: Units of other sizes are covered by this report as long as the panel used does not exceed 37 x 68". Vd—ock tt eD" 0 Test Oats Review CertlDate $3026447& 30264478: f3026447C and COP/fesl Ration VaWM= Ma7a 13026447A- 001.002. 003;1d0264478.OM, 002, OM; /3026447C-001.002.003 Provides additional information - availaDle from the nSAVH weosite www."Urnio.eam), the Masornewebwefwww.mnmds.com) or the Masonhe technial tenter. Single Door Masimum uM size • 3'0' s 6'8' Design Pressure 55.0/-55.0 Limited water unless specal threshold design is used. Large Missile Impact Resistance Hurricane protective system (shutters) is REQUIRED. Adual design pressure and impact resist"n reauiremans for a specilic building design and 900graphic W=on is determined by ASCE 7-national, state or local building codes SPedty, the edition required. MINIMUM ASSEMBLY DETAIL: Compliance requires that minimum assembly details have been followed — see MAD-WL-MA0011-02 andMAD-WL-MA0041-02. MINIMUM INSTALLATION DETAIL: Compliance requires that minimum installation details have been followed — see MID-WL-MA0001-02. APPROVED DOOR STYLES: 1/4 GLASS: 00 0o oil 00 00 00 100 Series IM.135 Series 136 Series 822 Sens 1/2 GLASS: F ail oil 00 00 00 00 105 Sene; 106,160 Series' 129 Series' 17 RfL. 23 RIL. 24 RP 107 Series' 10? Seer_= 304 Sem- Series' This glass kh may also De used In tine 10DOW9 door mk: Eyearow 5-panel with scroll. Oak aft r Tc.rurcd AR k EK" FrBEROLA$m 81:TR1' DOORS t+m Cam. l I Lr/T/• VJ e4NnlCoulrY. huR 17. Ppd' - 4..Urf Userr on Our rmUmuy Drug—tie orodua im"—M MUS eoCOe.KU .Dm*n erro Vo= MasOnite international COrDOr8tiOndemd9-bmd to mnae orcr drl mum. X Glazed Outswing Unit FIBERGLASS DOORS APPROVED DOOR STYLES: 3/4 GLASS: FULL GLASS: as nn _. 404 Series 410 Series 109 Senes 114,120,122 152 Series 149 Series 300 Series series CERTIFIED TEST REPORTS: CTLA-805W-2 Certifying Engineer and License Number. Ramesh Patel, REJ20224 Unit Tested in Accordance with Miami -Dade BCCO PA202. Door panels constructed from 0.075" minimum thick fiberglass skins. Both stiles constructed of 1-5/8" laminated lumber. Top end rails constructed of 31/32" wood. Bottom end rails constructed of 31/32" wood composite. Interior cavity of slab filled with rigid polyurethane foam core. Slab glazed with insulated glass mounted in a rigid plastic lip lite surround. Frame constructed of wood with an extruded aluminum threshold. PRODUCT COMPLIANCE LABELING: TESTEDIN ACCORDANCE WITH MIAMI-DADE BCCO PA202 COMPANY NAME CITY, STATE To the best of my knowledge and ability the above side -hinged exterior door unit conforms to the requirements of the 2001 Florida Building Code, Chapter 17 (Structural Tests and Inspections). af 5 State of Florida, Professional Engineer Kurt Bafthazor, P.E. — License Number 56533 ttv.. ck w.r v rlfl/ F=7® Test Data Review Cartifirte I302607A I3026447B: 03026447C and COP/lest Report Vabdation Matrix rr3026447A- OM. 002. 003: /3026447B-001. 002. CM: rM26447C-001. 002. 003 provioes additional imormon - availaDk trom the ITSIWH weme Iwww. etlsemko.comi, fie Masorete wetrsrta twww.masorete.com) or Ine Masorete tectmi®! txmar. Qakcraff v. a"A-.ra" lea v.ea PreERGLASS ENTRY DOORS AR brm.. l uFvv r_ l. eruu.ur lrom PR61. kfa l/ecG „ Q/%2/i e JUM t1 204. Ou I.i Dsen .i Our Op0nMV MWM 01 PM*Jd oDDrvmnea DY0 Saujtcnq .amp a"a pt=U Masonite International Corporation dmo & WNW to canoe w"M mum, X Unit OUTSWING UNITS WITH SINGLE DOOR TYPICAL HINGE ATTACHMENT 4' x 4' BUTT HINGE 12 GAUGE) R PANEL SIDEJAMB 1<S U TYPICAL HEADER & SIDE JAMB ATTACHMENT FINGER -JOINTED KILN DRY WOOD FRAME HEADER 1-1/4' X 4-9/16' WITH 12' STOP HEIGHT MINIMUM) 3) 7 LONG X 1/7 CROWN WIRE STAPLES 6) 010 x 3/4' FLAT HEAD WOOD SCREWS TO BE ADDED DURING INSTALLATION SEE MINIMUM INSTALLATION DETAIL TYPICAL THRESHOLD & SIDE JAMB ATTACHMENT 3) FOR7'0- HEIGHT OR SMALLER 4) FOR HEIGHTS GREATER THAN 7'0' FINGER -JOINTED KILN DRY WOOD SIDE JAMB (I.1/4' X 4-9116' WITH 12' STOP HEIGHT MINIMUM) HIGH PERFORMANCE BUMPER THRESHOLD 4-9/16' X 7/8' STOP HEIGHT MINIMUM) 2) /8 X 1-3/4' LONG FLAT HEAD WOOD SCREWS OR 3) 2- LONG X 12' CROWN WIRE STAPLES FINGER -JOINTED KILN DRY WOOD SIDE JAMB 1-1/4' X 4-9116' WITH 1/7 STOP HEIGHT MINIMUM) at lest Data Review Certir iate 13026447& /3026447B; 3026447C and COP/Ies1 Report Validation Matrix 03026447A-001, 002.CM: /30264478•001,002, OM; rrA26447C-001, 002. 003 provides addldonal imormammin - avaitaale trom the rT5/WH waoshe Iwww.cpsemko.com), pre Masonne weCsite lwww.masordte.com) or the Masontte txrrniml ccrcar. June 17.2002rr{u/ Our cpnm v wwzm m oroeua mtwmamm=a cowttranom, Masonite International Corporationoemnammowsamumtommaewaewnmote. BACK BEDDING DOW 9% OR EQUAL) 1-on9* t 1 A001 I GLASS INSERT IN DOOR OR SIDELITE PANEL SECTION A -A TYPICAL RIGID PLASTIC LIP LITE SURROUND lAi SINGLE PANE GLASS; 1/7, 3/4' OR 1' DOUBLE PANE; 3/4' OR 1' TRIPLE PANE INSULATED GLASS 1/8' SINGLE PANE GLASS; 114-. 3/4' OR 1' DOUBLE PANE; 3/4.OR 1' TRIPLE PANE INSULATED GLASS HIGH PERFORMANCE RIGID PLASTIC OR CELLULAR VINYL LIP LITE SURROUNDFOR1ArSINGLEPANEGLASS 117, 3/4' OR 1' INSULATED GLASS. 6 X 1.1/7 PAN HEAD SCREWS LOCATED 13-1/e- MAXIMUM FROM CORNERS AND 14.3/4' O.C. MAXIMUM DOOR 1-7/16' Glass inserts to be sub -listed by laterek Testing ServicBS)TTL Semko or approved validation service. 1B'SINGLE PANE GLASS: 1/7. 3/4. OR 1' DOUBLE PANE: 3/4' OR 1' TRIPLE PANE INSULATED GLASS 1B' SINGLE PANE GLASS: 1/2. 3/4' OR 1' DOUBLE PANE: T- 3r4' OR 1' TRIPLE PANE INSULATED GLASS a1OCk Nwanr Test Data Review Certificate /3026447A: /3026447B: /3026447C and COP/Test Report ValidationWtria /302W47A-0Ol. 002, 003: 030264478-WI.OD2. DM; /3026447C-0Dl. 002. CM providesadditionaladornu110n- avWW* from pre ITSWH webwe (w w.epeernko.com). the Masonneowel)mc (www.masaile.ratm) or the Masmme tearrorai center. Apc June 17. 20M r. Our mrreun.q voenm N rqomdaaero.errrrlG mes wmr. o.."', o.."a.aecar MID and VotoraOEM mpratoowawimmnnowA, Masonite International Corporation x Unit SINGLE DOOR 6' TYR r UNIT 8'Q' UNIT 15/16' 17-1/8' MAXIMUM ON CENTER, TYR. CountMinimumFastener 6 per vertical framing member 2 per horizontal framing member Hinge and strike plates require two 2-112" long screws per location. Width of door unit plus 1/2" Height of door unit plus 114" 1 Tesl Dale Review Certificate /30264470. I3026447e; /3026447C ana COPrtem Repon VabMon Mama /3026447A-MI. 002. 003; /3026447B-Ml. 002. OM: /3026447C-WI.002.003 pmvimaatlGaulirdormation - Milable from the riSrWH websrte (www.etsemka.bom). the Masonheiii=--Na webfhe (www.masOmtex0m) or t'e MasaMB tuhr W r2mer. Latching Hardware: Compliance requires that GRADE 3 or better (ANSI/BHMA A156.2) cylindrical and deadlock hardware be installed. UNITS COVERED BY COP DOCUMENT 3146, 3166, 3241 % 3246, 3251 • or 3266 Compliance requires that 8" GRADE 1 (ANSI/BHMA A156.16) surface bolts be installed on latch side of active door panel — (1) at topand (1) at bottom. Based on required Design Pressure — see COP sheet for details. Notes: 1. Anchor calculations have been carried out with the lowest (least) fastener rating from the different fasteners being considered for use. fasteners analyzed for this unit include #8 and 110 wood screws or 3/16" Tapcons. 2. The wood screw single shear design values come from Table 11.3A of ANSI/AF & PA NOS for southern pine lumber with a side member thickness of 1-114" and achievement of minimum embedment. The 3/16" Tapcon single shear design values come from the ITW and ELCO Dade Country approvals respectively, each with minimum 1-1/4" embedment. 3. Wood bucks by others, must be anchored property to transfer loads to the structure. p ; %% k.rlu.I%.11%y I!ro n • A/ L June 17. 200? . u a„ ue•,: Our ummuapompmr,wcroalraMmrwememmmsmoc,=n. Masonite International Corporation aaNn ana nrooua ama UrbXM m emlae or" M n=Z. W EATh ERMASTER Builditfts Peodut.rs. lac Office 407-324-2080 fax 407-324-0503 df LABEL DRAWING # OR TYPE USED WITH PRODUCT # 1 Legend of contents 2 GA 1 Installation 1450 Flange SH 1450/1550 3 GA 2 Installation 1450 Flange PW 1450 4 GA 3 Installafton 1100 Fin SH 1100/1900/1970 b IGA 3/A lCont. Head And Sill Fin Mull 190011100/1970 190011100/1970 6 IGA 4 1Installation 1100 Fin PW 1100 7 GA 5 Installation 1450 PW Flange Designer PW 1450/1550/1570 8 GA 6 Installation 1100 PW Fin Designer PW 1100/1900/1970 9 GA 7 Installation 1480 Flange HR 1480/1580/1590 10 GA 7/A Installation 1580/1590 Flange 3 Lite Slider 1580/1590 11 GA 8 Installation 1180 Fin HR 1180/1980/1990 12 1 GA 8/A I Installation 1980 Fin 3 Lite Slider 1980/1990 13 GA 9 GEN 0024 Block Inst. SLIDING GLASS DOOR 420/430/440 14 GA 10 GEN 0028 Wood Inst. SLIDING GLASS DOOR 420/430/440 16 GA 10/A GEN 0027 2x in Block SLIDING GLASS DOOR 420/430/440 16 GA 11 GEN 0450 Fin Vert. Mull Clip 1448 17 GA 12 Mull Bar Load Chart 1 x4 Fig. Hz. SH 1445 18 1GA 12 A 1Mull Bar Load Chart 1x4 Fin Vert. SH 1445 19 GA 13 Mull Bar Load Chart 1x4 Fig. Vert. SH 1445 20 GA 14 Mull Bar Load Chart 1 x4 Fig. Vert. PW 1445 21 GA 14 A Mull Bar Load Chart 1x4 Fin Vert. PW 1445 22 GA 15 Mull Clip1x4 >8 Fin Vert. Mull Clip 1445 23 GA 18 Mull Clip GEN 0453 Fin HZ Mull Clip 1447 24 IGA19 I Mull Bar Load Chart 1x4 Wip Fin HZ SH 1447 25 GA 20 Mull Clip GEN 0457 Fin Vert. Mull Clip 1448 26 GA 21 Mull Bar Load Chart 1x2.5 Fin Vert. SH 1448 27 GA 22 Mull Bar Load Chart 1x2.5 Fin Vert. PW 1448 28 GA 23 Mull Bar Load Chart 1 x2.5 Fig. Vert. SH 1442 29 GA 24 Mull Bar Load Chart 1x2.5 Fig. Vert. PW 1442 30 IGA 25 lMull Clip GEN 0454 Fig. Vert. Mull Clip 1442 31 GA 26 Mull Clip GEN 0459 Flg. Vert. Sill Clip 1442 32 GA 28 Mull Clip GEN 0456 Fig. HZ Mull Clip 1445 33 GA 29 Mull Clip GEN 0452 >8) Fig. Vert. Mull Clip 1445 34 GA 30 Installation FEB. HEB. IFIg. SH 1450/1550/1570 FE+HE 145011550/1570 35 GA 31 Installation FEB. HEB. IFIN SH 110011900/1970 FE+HE 1100/1900/1970 rn t /• I a l/J 4 1 1 3/6 t. 1 !n - • L 144111344 Bain 1"M540Resit Flanp/Yorbeel 1"2 F1mgp/Vartbal44te serge windew tube n.tll 1or Hurwe wi,dua :Jac -+.:'I w V01FCo1 S"UClu'OI opoliCaf'I;ns vart'ccl s:ricturd oopliecl•u1 of a;; Gut15e widows. of oil fle.mgr. rr;ncow.. Adds 1/8 to ()Pan:nq. Act:-; ' /S- ;o Uj;v- my t n „n 111W190 soft Ftw/lfortoabt 9"? Fi x+,Cra 6•vvv ••:J ::r mmir al-Ir ::1.7eltr l' _A,'!•u,l,nnS nr:•1 •n.Uine Tc :O;e AdU:, ' /9' to 7nMMrr, lIaalMt ar Nos 111aYr SCAN MMvAro1141lYaASearTMnesat 1440 OFFICE 1n 114a100..w wvwSSarin Veraoal Tube MA 10re"61 MN . a two — 1 towns 1 bm w.a.rww..r wns rf+...• r.+tir fray. a rqr nr r.„r : r•"R•c mJe•• I;,a:f 1s, cal :•C lun.! ACC•: 1/M• •. rIOT . Weathermaster Building Products, Inc. 227 Power Court Sanford, FL 32771 407-324-2080 407-324-0503 Fax 2004 Florida Statewide Product Approval Numbers For General Aluminum Products These numbers are posted on www.floridabuildine.or_g under their product approval section. FL 5171 Single Hung Windows FL 5170 Sliding Glass Doors FL 5169 Fixed Picture Windows FL 5168 Horizontal Sliders SHIM AS REOTI SES: NOTE* ONE BY wooD 81101 BY OT/IEA TNSTALLATIQI ANCHOR CAULX BETIIEETI r11DOW DI /rcALAx IIETIIF LNGFIANCE & WOOD BACK TIERS 1 1 4• MITI. Q Q i PERIMETER CAULKBYOTHER EXTERIOR BUCKHEIGHT iIANEGE pEfRWNNGGM PERWTER CA BY on" PRE GIST By OnHEN3 CAMX BETWEEN WINDOW RANGE A PIE CAST SILL WITH VUIIRM TO ADHESIVE CAULK OR SECTION 1 P'L - EQIIAL BUM YMTN ILANGE TYPE WINDOW FRAME JAMB PERIIIETER BY OntERS WeHDOW WIDTH - EXTERIOR WINDOW GENERAL NOTES 1) SeM AS REOD. AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. MAX. ALLOWA13E SHY STACK TO BE 1/4• 4)) WINDOW FRAME MATERALUM ALLOY 6063 7) UAL• CAULK BEHIND WND01N FLANGE AT HEM AND JAMBeSII MUST EE ATTACHED TO THE SUBSTRATE WITH VULKEM 116 ADHESIVE CAULK OR APPROVED EQUAL I) APPLICATION OF WUOM 116 ADHESVE CAULK AT FRAME SILL (JUST COMPLY 10111714 SEALANT MANUFACTERER'S RECOMMENDATION S) CALK FOR PERIMETER SEAL AROUND EXTERIOR OF WINDQW RANGE 6) CLASS TTeC(NESS MAY VARY PER THE REQUIREMENTS Or ASTM E1300 GLASS CHART SINCE CURS IS SHOWN. RMILATING GLASS IS ALSO OUALEIED. ONE BY WOOD BUCK BY On4IER 1 1 4' LOT. SHIM AS REO'D. SEE NoTEs) d INSTALLATION ANCHOR a CAULX BETWEEN WOOD BUCK 6: MASONRY OPENING BY OTHERS CAULK BETWIN WNDOW FLAHOE 17000 BUM SECTION 2 E K 2 G I `,,ANN\L3LI31gF.F L Fr4 ELEVATION No.42371 VIEWED FROM EXTERIOR p W i •. STATE OF IS r- rrMl lCIONAL G.A. 1 S CALL WINDOW l=Jam DESON MM DESIGN TAPHxH ANOICR LOCATION SIZE SIZE (INCHES) PRESM PRESSORE LOCATIONS GPA[!TY N PSI CAPAQTI' N PST e u ,/W • b m W tm fm AO r,aNl 13 e 1/e . 3e 3/1-11 T7 1N 113 wC F.WU 14 n 1A . m eA w b IN-1 AC F.WU1HlUIA N eA W 113 tag lm AC i44 a IA m eA W a 1.7 147 wC LWJu fe O IA • O 3 IO Ia 1a AC D.EF.0.1U 1. D IA . 77 0 0 ILA 11 wC D.Eraml 17 11 1 . N M INN wC O.EJAW 1N7 b 1/7 . b 01 87 13e 1b AC F,n,U IK3 b A . s 3A m m 01 100 AC r.cuu IN. b 1/3 • e0 o/W 17 47 1111 ICI AC r.0N1 WNN b ,A . N eA N M Im m AC 01U I... 71 1/f . m .A 47 43 Im tm A.0AC f,QKImm 11! ew 11 IA . e3 b 1/3 . 17 0O 100 Wt7I M71 A0 IAKI 1 e n AC 0We 300 30 1/1 a m IR 113 113 AC r.Wtl ao.3 30 fA . b 3A 41 0 m we rn1U 30" 30 1A . m WA 41 1 71 71 AC r.Huu 30." o 30 1/3 . S. e/e 0 40 77 7, AC F.WU3o... 301A Is eA b 0 71 7e AC ACF.OW7.n,U 7016DIA . fJ 0 AC FANS 3" 30 IA . 7l o o n n A. 0 FAULT 73 r x b 31 31 0 m wC F.WU E3 37 x b 3/80 o 47 17 AC raw 74 37 x m 0/8-40 40 e7 07 At FAA a" 37 x N OA a Io m m AC it 77xm 0A 40 0 es ee AC AcF.CLKI utoxu40auAC i.n bn n 0 0 a W 4a1 11 x b e e W N AC F.GAO an I7 x 3e 3A 40 60 40 40 wC r.(LHl 42n0 41 x e0 0A 40 40 0 IO AC I,OIu 43441 I1 x N 40 40 AC CLW 43Me 1I m1A-n-.o-0 0 AC ACF.WU f.nNl 423YItOa040AC ANT 77E L. E x 71 to 40 0 4040 40O 40AO F,OIU an b x b N e AC F,nNJ 41! W x b 3A 40 0 AC m W x m eA F.WU WI. 3 M N 5/0b p AC WI. xx 1 40 0 AC FrF.,nn1NNUlA N 0-.0 AL CrAN1A1 a e3 IA. b N Ie wt o7U a U IA . a eA e 40 wt N /.TI 34e3 fA . m eA 0 e Ac F. 3I44 IM IA . N BA 40 I0 u 3416 O1/1 x as 0/1 F.Q)U 36 3 1 O 053 w10 CC HAOWN fAN11) M Apt[ AM PON" 40 IMAM lIIOJCMUL D[ql IDAOe /xW OOIPAAAIM AMALlII7 0 N.K e0T m Dlwm r IOAa Ol Mt01 P01aWaFOF Bann W1OR t R TR1W 1rJatuoM Tm IILT1/o3m IF 1m H' as,nK enlmLn.oe xu ec LrTm TO .e a rs aTO1a1a 1m No7u a u>Awr1 e ffLM u x, OM IO11 1~ A OI OFeliRANKi T I Dnx~ m WLt-1O KMOWY W10 RrellItArz ATIDG1100 0I01101 W OHMT. BLE CLYAl1OO Fm TRY TO tAPm1 TMARM I Or OLWJ MOOR ON R MY IND M AII I OWIT. M AMM WARTITY Ufim ELM In0 Ell" on x= M N90WMTE CmRI IORR[ I m'0. YLA JOB 191; 4 YOOSEF LAVY, P. E. CONSULTING ENGIN m L &* K • oIi Rb •Il R1 W10 • Ti 6 IE11 eem FO,r11 LANERxR / 1oe ASSEMBLY ORA" M DAl1A1 TOM 70143 T. (114)340-000 R M 7 WIM 140CAam/1A0 Emu HMO voom AR IP I N/ A 12/05/03 NSTALLAncN Ammm— DUCK BY OTTER - CAULK BE VII N NDOW - FLANCE ! WOOD DUCK Q PERMME TER CAULK BY OCHER / V EM J EXTERIOR NINlIOIT FrnR, Su PERIMETER BY OTHER w o a P1E CAST SILL BY OTHERS .. SECTION 1 CAM BETOM WOOD DUCK & MASONRY OPENING BY oTNFR3 O I 1 1 • YIN. a 1 SHIM AS REO'D SEE NOTES) a-"—MARDEL Sal STOOL BY OTHERS CAW( BETWEEN WIDOW MANGE PRE CAST SnL WITH HARM Ile AMVESIVE CA" OR APPROVED EQUAL CHE BY WOOD BUCK BY OTHER BUCK "DTN - 11 WK O1 PENT SKIM AS REOD SEE NOTES) FLANGE TYPE /-NSTALLAPON JAW FRAME -- Q a ANCHOR GLAZING (TYP. SEE NOTES) PER TMERlH GIIl1K7 GI1lX BETWEEN BY OTHERS 4 W000 eutx a YAS(NRY OPENING BY OTHERS MNOOW MOM EXTERIOR CAW( BETWEEN MNOOW FLANGE ] WOOD DUCK SECTION 22 YHNDow lMDTI1. A +C B 92LB NOTES 1) SOM AS REOb. AT EACH NSTALLATYA ANCHOR MTH LOAD BEARING SON, MAX ALLOWABLE 501E STAG( TO BE 1/4•. 3; Iro M SUBSTRATE DI 110 A0EAMBS. MUST BE ATTACHED bFRIAKORAPPROVEDEQUALV KIM10AVE CAULK AT FRAME BILL MUST COMPLY M 1NSEALANTVAMIFACRRIRS oE3) GUNK PERIMETER SEAL AROUND OCTHOI DF WNDOW FLANGE. 0) MASS TMIOOESS MAY VARY PER THE REQINEIgITS OF ASTM L1300 CLAM CHART. 7) THE ABOVE ANE POSITIVE • NEGATIVE STIOACTULAL DOWN LOAD FROM-CMWARATIYE ANALYSIS At HAVE NOT BEEN CAPPED BY RESULTS OF WATER PERFORMMICE TESTOM WHERE THE WATER RESITANQ TEST REQUIREMENT OF 15 W OF DESIGN LOAD APPLIES, P09TIVEDE904LOADAPPLESPOSITIVEDE9011LOADSWLLBEMATEDTO40.0 PSF DUE TO WATER TEST PPSMW OF d0 P 1i. ACHIEVED 01 TM. e) NSTAL1ATWH Of FIAMM FRAME WIDOW 01 OOMC1f[TE OR MASONRY rnvmq USE: JA0' DIATAPODNAMCOMOFSUFFICIENTLEMOTHTOPROVIDEMIK11/4' DAMMOO INTO SUBSTRATE Ai LOCATKM "IN ON ONART• 0)) SEE ELEVATION FOR KEY TO TAP001N LOGTMS. 10) S DUCT WINDOW R NOT LWO N NIQ10R CHART. USE ANCHOR QUANTITY LISTED MTN MM LARGER SIZE. FORM APPROPRIATE SE31D1 PI16SIAi REO'D. D I E 2 1 EIDOW H HocTH F u 1 fJ ELEVATION VIEWED FROM EXTERIOR .•••""IAII1 SEFL1EtF No. 4P1 i v * ac • A •• lui 0STATEOFwjiff f'. F(00.DP'••p?- ffFF I IONAL tV1V G. A. 2 1 MNDOIN CLASS OE5CN TAPCON ANCHOR LOCATION SIZE (( NCHES) PRESSURE PRESSURE LOCATIONS CAPACITY N PSF CAPACITY M PSF 11 x Is 101 137 In In AD Caw 11 x 11 a w IV 100 AA r."I 11 x } 14 14 Igo 100 AD F. AsWu11 x a 1I 11 I37 1.71AD r.au 11 x w 67 07 A I l.WU Is : t n 00 w Ab fAW u x u lot I01 1w Iw A. Wu M x rH n Ae r.axlN x } 00 w 11.7lu AC F.IUU w x } 41 41 IN u. AC r.WUI} x w 40 0 lam Iw AC F. 10 x w b p AC 1ANN to K 77 40 40 1k0 r.Wu Er K 11 w 130 1} AC I.aNI u t 11 b 00 Im 110 AC r.Wu1. 1 } 14 M too 100 AC F. 1/ t } b 40 a v AC r.Ivu E1 1 a 40-KO M w AC F.WU14 1 w 40 40_ AC rAw H x 71 b b AC ANR K H1 u Q 110 1} Ac m ia t 1f a U a a Ac F.OJua,} 40 0 NI 01 AC ww F. a c Y 40-.0 w AO f.wut N 40 p AC F. K 71 40 1 40 A.0r,tAWIt 41 1 Its 114 AA I,QII.1 1 11 0 40 A 67 A.0F. b 40 T7 71 AC am AC aK4W0Ydr,41u 00 40_p AC r.Wu b 40 C IAtU 40 [ 16 40 40 t00 Its AC rILKI a [ 14 40b a a AC 1.0Ju 401 } b b 01 01 AC F.wuN K } 40 40 N N AC F.WU401 a 40-40 40 40 AC F-wUpFN 10 40 AC F.aUa t 11 40 b t0N 104 AC F. N K u a 40 a AC r..wWll So ( 70 H0 40as HOb AC FU a 1 } 40-b 40 b AC r.WUM [ a 40 40 0 0 AC F,OJ uN t a 40 Ao AC l,OIU n t IK b 40 101 101 AC F.wu n t H b b 01 0t AC TAM n1 n 40 40 b 0 AC JA nK10Wa0CF.m71 N 40 p AC FAW M 1 IK N M AC r.aXlN / 14 N M AC rgNl M A } p 0 AC 04 1 40 A-0 I,WUC TAW w 1 tt a w AC I.OJIIN x 14 41 Y AC w K } 40 H0 AC FAJU M K } 40 p0 bAC A.0F.aKRr,wU YL1 JOB /D4-OZID YOOSEF LAVY. P.E. CONSILTD10 ENOOMER WW 0 Gip LL • 0111r W ION • F1 Hr We • rA O 11W1 awFOmFLA11GWTI0100DAl1A1 TEXAS M43 ASSEMBLY CRANK) 214) 340-0041 f: S1.})1D-0007 lam 1400 m PCWW "em BOWAR AAW N/A 1Z/ f0/G3 K6INAIOI IlSO SE SIIEAT14ING BY OTHER INS TALATION ANCHOR I \ CAULK FIN TIPE WINDOW FRAME F IPERIMETER CAULK BY OTHER INSTALADON ANCHOR CAULX BETWEEN FIN h SHEATING I' MIN SHEATHING BY OTIIER— 1" MIN. EMBEDMENT MInA' , sm IF REO D 2 X WOOD By orHrtRs cnuuc BETWEEN FIN TYPE WINDOW FIN R WINDOW FRAME SHEATHING JAMB I"MIN. EMBEDMENT SHEATHING BY OTHERS INSI-k!,A, DON WINDOW "ONT i ANCHOR EXTERIOR PERIMETER CAULK BY OTHER WINDOW H. I 24" O.C. / WINDOW HG T. CAULK EIETWEEN WINDOW FIN h SHEA TING SEF L "to No.4t371 S i STATE OF A•4 ' '[ 00. LOCI.' V?. e I IfONAL1\\\\\NNE`~• EQUALLY SPACE ANCHORS (TYP.) 8' MAX(TYP) 1--.*-J - -1 I-8'MAx.(TYP). ELEVATION VIEWED FROM EXTERIOR G.A. 3 COMPARATIVE ANALY515 & TAPGON ANC CHART WINDOW . DESGN PRESSURE K H7 18 SLBEN MA R (I.m RANAI SIZE INCHES CAPACITY N PST rift N FRAYS W. N FRNE 1e 30 too 109 2 2 2 3 1e . 40 83 e3 2 2 3 2 2 3 to . 80 e3 e3 2 3 2 2 3 Is . so SD 00 2 2 3 2 2 3 20 , 30 se m 2 2 7 2 2 3 20 , a 73 73 2 2 3 2 2 4 20 . So e9 59 2 2 3 2 2 4 20 . so 4e 4e 2 2 3 2 2 4 7E . 30 37 S7 2 2 2 2 2 2 2e . 40 52 52 2 2 3 2 2 2e . w 4e 4e 2 2 3 2 2 4 2e , e0 40 40 2 2 3 2 2 4 30 , 30 62 52 2 2 2 2 2 2 30 , 40 49 49 2 2 3 2 2 3 30 2 30 43 4J 7 2 7 7 2 4 30 , e0 40 40 2 2 2 2 4 3e 30 41 41 3 3 2 2 2 2 33e40404032333 3e 50 40 40 3 3 3 3 3 4 3e . SO 40 40 3 3 3 3 3 S 40 , 30 40 40 3 3 2 3 3 2 40 . 40 40 40 3 3 3 3 3 3 40 50 40 40 3 3 3 3 3 4 40 . e0 3 7 3 3 S 33 . 72 so 40 3 3 4 4 4 7 GENERAL NOTES: 1) SHIM IF REQUIRED FOR LEVELING. 2)) WINDOW FRAME MATERIAL. ALLOY 60033) CAULK BEHIND WINDOW FIN AT HEAD ,SBl 8c JAMBS. 4) CAULK FOR PERIMETER SEAL AROUND EXTERIOR OF WINDOW FLANGE. 5) GLASS THICKNESS MAY VARY PER THE REQUIREMENTS OF ASIM E1300 GLASS CHART, SINGLE GLAZING IS SHOWN, INSULATING GLASS IS ALSO QUALIFIEDe) WEIGHS WATER RESISTANCE TEST REGIAIDIELIT OF 10% OF DESIGN LOAD APPU S, PCSITIVEDE90HLOADSVL11ELIMITEDTO40.0 PS DUE TO WATER TEST ME3SURE OF e.0 PSF AMEVED N TIST: 7) INSTALLATION: rTH FRAME WINDOW IN WODO FRAME OPOIING WIOT TWO BY WOOD STUDSUSNO .090 NCH. CIA. NAILS OR /9 SCREW OF Stff"mNT LEHCII TO PROVIDE IRMA' EMBEDMENT INTO SUBSTRATE. e) f EKACT WMOW SIZE IS NOT LISTED IN ANCHOR CHART , USE ANCHOR QUANTITY LISTED MIN NEXT LARGER SIZE. SHEATHING BY OTHER INSTALATION ANDCOR I PER BY OTHER FIN TIPS rVANDOW FRAME HEADER LAZING / I EX TERIO PERIMETER CAULK BY OTHER CAUL( BETWEEN FIN a SHEATING 1' MIN I_ EATBEIIMLNT WINDOW HEIGHT SHIM IF REO'D INSTALATItkI ANCHOR 4AII CAULK BETWEEN SHEATHING WINDOW FIN a BY OTHER 1' MIN. _ _ SHEATTNGEMBEDMENT SECTION 1 ROTES: 1) THE A120VE ARE POSITIVE a NEOATWE STRUCTURAL DEEM LOADS FKW COMPARATIVEANALY99ANDHAVENOTBEENCAPPEDBYF&SMTS1 OF WATER Pf FORMANCE TESRNCL * M *AIM RmSTAHCE TEST ITE OWNT Or 15Z OF DC9rN LOADAPPILRPD9TWEDCSIONLOADSWILLBECYTIDTO4MOOPSFDUETOWATER P = T.h !.0 PSF ADRVFD N TEEST. 2) MASS THICKHMS MAY VARY PER REOQST REMM17OFAME13W O A-'L! C2U M NSTAWRON FN fAAIE LMIOOW N 00D IIVJIE WOOM WHH 7M0 By WOOD 5 2 D9185711Ak f1R QOM00air NdANAV04T L TM TO PRCJOE IO1.1' F]IBEDMENI 1) F EXACT WMM SZE IS NOT ISTED N MMOR CHART. USE QUANTITY LISTED mTN NW LARM SIZE S) SKI F REQ HIED FOR LEVFUNC>, e) MNDOW FRAME MATERIAL. AWWNUM ALLOY 1TIe] 7) CAULK BDOND WDIDOW FIN SR ATIW". l • JAMBS. e) CAULK FOR 143METER SEAL MOUND 211600R of wDmw rLANLE. CAULK MCI -- FIN TYPE — WINDOW FIN R WINDOW FRAME EATNING JAMB I' MIN. EMBEDMENT 1NE— ATHING OTHERS INSTALATICN WINDOW WIDHT 1 ANCHOR ESQ$ 1LPERIMETER CAULK BY OTHER SECTION 2 WINDOW VADTH. MAX.— i O.C. I A(TYP.) 2 EE2UALLY NINDOW SPACE HEIGT/ ANCHORS H1 —*— J e' MAx. (T7P.) LLEVATIOU VIEWED FROM EXTERIOR 0- MAX. (TYP) G. A. 4 WINDOW SSB AMIEAU,D0 OIASS SCKV ND 0? O.OAO DIA. aorNAISREQURED9ZEREQUIREDINFRAMENFRAMEINCHESGPPtiF59Jli£ PRE'SSURE an 1O 1 ]D y y as 101 1 a 20 l q N N N TD 1 N D l m n1n N qN Nn K 30 a n 40 1 70140 q q N N f f 7 1 74 70 I 4010 40 t2 e1 f t 7 7 1 70 1 n 0 q m 7 7 1 70 1 V 10 N 40 r0 2 2 i 1 m N N 77 1 1 N 40-q 7 1 1 1 r2N10NNr272111J. s1 m N NN NN NM 107 12 a 1 1 1 40130 N 40 N 1 1 2 1 1 401 40 40-40 17 az 1 2 1 11 q1N010q10221 1 1 u i a w q0 IN0 1N0 2 i 2 11 t w 1 m N N e2 ei I 1 f 1 1 1 1/ 1 10 q q y 1/ 1 w N N N 1 1 491mN t SO N 40N 10N 4010 ID1 1a a 71 1 0D 1 70 N 40 m a1 1 2 2— 1 1 1 m 1 10 N 40N N 1 f 7 4 m I N 0 N 40-ID f 1 11 1 1 m 1 m m1so10 40--40 4040-ID 40 40 1 a1 2a 1 m 1 70 40 N N 2 2 a n 1 4040-N 40-40 2 2 1 p l y q q q q 1 2 2 1 p I m n1soIoNN qN 40ID a02 21 t1 e t t 70170 q 40 q 2 2 a 1 7 7 70 1 40 40 q 10 ID 1 2 2 1 701 N 40 40 40-q 2 1 7 7 7 70 l p 70 1 so N q40 NN aN COt 1t 1 i7 7 7f 1 70 10 10 N 2 2 2 2 722 1 N 40 N N ID n 1 1/ 10 N q a• 7! 1 m 72 1 n q 10q qN NID m130 N K l 1 2 2 7 n 1 10 40-/D 7 2 1 1 1 10Im 40 10 2 2 2 1 a m IJD a 2 7 7 2 n 40- N 40 f 1 t r 01NpIp 0 10ID f t1 a ar 1010 1 7 7 1 1r7LE11 EFai* tgqYLAJOB001-021C No. 42371 YOOSEF LAVY, P.E. o * z CON5ULTDro ENGINEER W i mew rwalf IANL all[ P 14 i o •• STATE OF '' . A F IO' . DMAM TOM$ 75M1 r. ( M4)34D-OM r.(21a}i10 •01 Q R 2- I21f• F70 {• NAL fIWIIOrw tl•OKi J•Ill •/ra 7D1 ASSEWDLY DRAMM t<] O Ulm IZK R Ma NMDOW N A I I I t/10/O7 113 1/6TMAOOI I tm TWO BY BUILD DOWN BY OTHERS CAULK BETWEEN WINDOW FLANGE A FILL STRIP-1 SHEATHING BY OTHERS PER114EIER CAULK BY OTHERS FLANGE TYPE WINDOW FRAME HE/DER• FLA14GE TYPE •rt•rr WINDOW FRAME SILL- PERIMETER CAULX BY OTHERS ICAULK BETWEEN WINDOW FLANGE & WOOD BUCK & D d CAULK BETWEEN WOOD BUCK RMASONRYOPENINGBYOTHERS CAUL( 13ETWEEN FILLERSTRIP k BUILD DOWN BY OTHERS SECTION 1 1 1/8- MIN EMBFDMEHHIT BY OTHERS. SHIM AS REO'D. SEE (NOTES) INSTALLATION ANCHOR. GLAZING (TYP. HEIGHT ISEENOTES). JI.A. 5 gag —HOLES; 1) SHIM AS REO'D. AT EACH NSTALLATION ANCHOR USING LOAD BEARING111. MAK. ALLOWABLE STACK TO BE 1/4'. p) WINDOW FRAME MATERIAL ALLOY E083 J CAUU( BEHIND WINDOW FL, AT HEAD. SILL 3 JAMBS 4) CAULK FOR PERIMETER SEAL AROUND EXTERIOR OF WINDOW FIANCE. 5) GLASS THICKNESS MAY VARY M 111E REOLRREMENTS OF ASTM E1300 GLASS CHARTSINGLEGLAZINGISSHOWN. INSULATING GLASS IS ALSO OUALF7ED B) pADWLBERD Or ATES REMa p( N LOADS LMDT40 DM NWATER TT PRESSURE OF 0 AC HEVFD N TEST. 7) Idifi' TMCOM TYPE NSTMlA110N AM KA MD57 BV Of 4KT10ENT liNC1H idRTOVWEAWIN. 1-1//1' EYBE114FJIT INTO Si1B91RATE p t151ALLATKN SCREW ATHEADANDJAMBSYU9TBEOFSIFICIENTLENOIH1DACHIEVE11/B' INM. EINBEDYFN7 INTO W000 RAMINC. 3/10' DIA. TAPOOM ANCHCR a fa NSTAU AMDN Mmo TO BE RACED 0' MAX FROM L'OIIIa" ! 24' MAX O-r- WAX BETWEEN. 8) By OTHERS UUILD Dow, M19T DOWN AROUNDTHEmEa SUT1C1[IIT STRENGTH DEQUATTl AHTo BE 9 M LOAD FROMNNNDOW 10 THE STRUCTURE. t) PRROODUCTTTTO SIM COMMON TTIFSETwo CONFIGURATIONS, THIS Imo( ET (MNP UESDTO ALL CLIMITOWVCURAYMS of nxmWINDOWFRAYING SYSTEM. a__j ELEVATION Q 1 1/4" MIN EMS MENT. VIEWED FROM EXTERIOR `'S a r`i,,EEINSTALLATIONANCHORS No.42) 71 S A W i 0 STATE OF ANEW i'' SHIM AS REO"D SEE NOTES) TUNE TYPE 1 1/ 4 111 N. MNDOW FRAMEEMBEDMENT JAMBGLAZIND ( TYP) SEE NOTES v -ANCHO . L CAUL BI' r EE1N WINDOW ILANGE SHEATHING d f. 74 ONE RY WI)00 PERIMETER CAULK BUCK BY OTHERS BY OTHERS CAULK BETWEEN WINDOW FLANGE R WOOD BUCK. SECTION 2 ELEVATION VIEWED FROM EXTERIOR YOOSEF LAVY, P.E. CONSULTING ENCINEER WISED romm LAIC SINT I Im DAUA1 In" 7N47 t Iml t. Owtl ' caft 0 Tl01 • FII 4 Itg3.13A 0 MIT INSTAUAIION DETAILS TWO BY BUILD 00111N SERIES 1430/1990/1870 DESIGNED PICTURE WINDOW AR IP MIA OIE NUYBCR 12/10/ o3 BRISIN.ARON 1450 Ph 1' Mill. SHEATHING DABEDMENT er oTRERs CAULK BEHIND FIN—\ PERIMETER EAlN( BY OTTERS rim TYPE FRAME MEAGER GLA21NG (TYP. SEE HOTE J EXTER1013 =J MAYE ii —/ PMUETER CAUIX DY OTHERS INSTALATION AN047R CAW( BEHIND FIN SHEATMNO BY 0TV03M P.A. 6 - u: 1) DESIGN PRESSURE CAPACITY OF WINDOW 4 INSTALLATION IS 40.0 PSF. 2) INSTALLATION OF FIN FRAME WINOOW IN WOOD FRAME OPENING WITH TWOO.QY9 INCH. OIA MARS PLACE .099 NNLS 6' FROMBYWOODSTUDS CORNERS MAX R 6' O.C. MAX BETWEEN. 3) FOR INSTALLATION OF FIN FRAME WINDOW IN WOOD FRAME OPENING "INTWOBYWOWSTUDS. USING /6 SOtEW OF SUrnaETNT LENGTH TOBMDDOMPROWMIN1' EMBEDMENT INTO SUBSTRATE PLACE SCREW 0 6 MAXByOnRERSFROMCORNERS & 24' D.C. MAX BETWEEN. INSIALA ON W01OR 4) S1DA IF REQUIRED FOR LEE UNG. 5) MWDOW FRAME MATERIAL- ALUMINUM ALLOY 6063. 6) CAULX BEHIND WINDOW FIN AT HEAD. SILL h JAMBS 7) CAULK FOR PERIMETER SEAL AROUND EXTERIOR OF WINDOW FIANCE. 8) GLASS THICKNESS MAY VARY PER THE REQUIREMENTS OF ASTM 1300 GLASS CHART. SINGLE GLAZING IS SHOW14 INSULATING GLASS IS ALSO QUALIFIED. 10) ELEVATION SHOW COMMON COHnGURATIONS IT IS NOT INTENDED TO LIMITPRODUCTTOTHESETWOCONFIGURATIONSTHISSHEETAPPLIES TO ALLUSEOFTNIS CONFIGURATIONS OF FIXED PICTURE WINDOW FRAMING SSTEM. I' MIN. IBEOMEN T IF RWO I ELEVATION VIEWED FROM EXTERIOR WINDOW HEIGHT 2 FIN TYPE FRAME JAMB 1' MIN. SIEATImNG BY OMERS CAUII: BETTING FIN. GLADNG (( )) SEE 9011ES INSIALLATION ANWOR EXTERIOR PERIMETER CAIRN( WINDOW NADTH aEUK BY OTHERS N 2 WINDOW WIDTH 1 --' ELEVATION VIEWED FROM EXTERIOR S NN 111111 II, s E F L I, L4 L li YLA JOB /04-021E I • No.42371 i YOOSEF LAVY. P.E. W % CONSLRTIND ENGINELR.R DopWtla0 /OQI LNQ. am III 0 •, STATE of ? DAUAC TVAS rM11 af1 III .J•• ( OR 1I]P,.C == a 11I TIFF''•/ONAL IL alae.rr•a..rn I•ralrFrae•ar.n tal ASSOBLY 011IIWM I >osS Han /Rmnrn roan W =w M v N/A wa .. r,..r 12/Deio3 B 11MA AM 110" INSTALLATION ANCHOR INSTALLATION ANCHOR SHIM AS AM - CONCRETE OR /B d15r EM (TYP. J/Ie' OA TAPCON (SEE MOTO) YASCNNY OPENING M Ei E U1PLONs AIC BT OTHERS NOT IRO-D.) CAULN BETW EN Dom FRAME - NoOD BUCK A JAMS ONE BY WOW MASONRY OPEKNO Bum By OMLRS BY OTHERS OLAMO a (SEE HORS) 1III11 AS REOD— 4 4 Q 1-1/4• MN. SEE NOTES) \ Dml77MlERT STUCOD eY OTHERS PMWETER CALLA BY OTHERS C AMINO — SEE NOBS) OUIEAOR 1//1• MAL sHNY SPACE DOOR FRAME HEAD DOORDoff ONE ar WOOD OUO1 BY OTHERS INSTALLA710H ANCHOR D //Ba SC HEW (TYP. YIOI[ TAPbOHS ARE NOT IRO/0.) o CONCRETE OR MASONRY OPENING p By OIIHne INWALLATICM AN04M 7/IS• NA TAPOOM D CEN ooeotai MASY OP17I0 BT O1NOR9 PER•IETER GLLx BY OTHE7R$ Y CCIDM 1-1 4' 1MIN.BBY QTHERS OR DOOR "a TH 1/4• MAL SEEM SPACE SECTION R-B ON" BEfMED1 TOOo S= • wfY CPEMIMC 4 DY H7TO0 1I 4 4 4 1-1/4' I "NO GLASS DOOR YNN. NOOK STOP f7 4 U®HAI.LT APPIT CARAAWC • dellENT u IN v 4UNOF 4 OLAa10CONCRETESEEMolts) CONCRETE OR NSTMAATIOM ANCHORMASOI•TT OPENING SECTION A -AByOTHERS 3/10• CA. TAPCOH M1DOA MIATIAA, AUAMM X10T •OAS TV= IM N-MCM M/T t O •ONODIY U3'M m A04M WL CAMMM T OF 1-1im YIO 7) Dq ALWORAt TAPOA EiTYlAVIN 401OHM FRONT 10OL49K 0ALLFRAMEO1LLEEE IARYCYAN FM FEWt70 O OM EH>D•01 O DOM IFOHAW DOOR Q •HOE LXIW N AMM O1ART. 11Q A1OIA Hx•TY NATUS•mWINMM LNwx sm TA PM ww rwAa m TOR11176 M FA FWAET OQA =s uQ ILNifT •IPJ•11 E071 >$ e1AI10<IRA1O1 m M t!r•OOta TOOOmWMN• OO/S• MAY WIRY POI 1[nN0mlule SWNC OlASs 7; 1eluttn lAsa f10x E117q ANO AA11Am. DOOR INTERLOCK O ASHY OA .. OWTf 1) AL VICTORYAH4RRIxxOMOTOvmFOTMCOI AIOOI INC" t MUM OIM A W W= O MIT1mITDON A TWOYQ AL •X an M NO NO; PAL HOOK STRIP D A BLL osNB. OMTOfAMmOWNA1•HAL AAA REAM OL M)))))) U,. WA1wA• MOM At EA tY OrYWIAEA101 Ao1oLL MAL ALLOGAIM w 1YAA m R I/4` '.: 11 ALL NrUlIAIMIN AaO Wn t MADE O OSYYbI tt•TAAT VA'MAIL 1 NA YADREO'U Iw11 PA M AO Y A04mflS FIRM FARM MPNOMO OO/KNMTASN At AN LMFD A WVILLAT01 DIM[ 11) HOT ALLmI1RMOOCtxtlmAWNAR OWN Of TM• MOM MOLTER M OLLATION WMM '/ C. R NOA •TA• MAL AMLT 10 MOUAoeI 07 AL ARAPm mWYA11111Od ' I•)j YAt ALLOMWE W%Ow IETWQY T~ INDIGO TO Se Am mo Iq 14O KENOWMOMO NOW TO FORT A•NO APFM 10 ADO • 4A0 HOOT IM DOE DOA IN AWTAtm ROOD FRAM 11OLLIM t= PO SHNIWYD Or IRFFnDM U90 N TOAO<T• 1 W. dm,OTT 4A0WAWWVL ".Am Fro saw" r R1DAE0 a 14' as MAL ONE BY 1110010 Nlbt aY Or," S TAPCON INSTALLATION CHART CALL DOOR Up ro b et PSr 1R To 1r TD 40 v SIZE SIZE 43 P4 TD a TO 7o 7D Psr 4S TO, a TD 70 Op Pf OF Pf OF OP PST Dp PST DP SON M OIL NO a k a 3 S 4 4 3 44 xx ISO 0 x S 64J 4 O MISS X% ON. xxSooS44e100"110.mCa 120xso 6 7 4 7 4 S a= 1t4 OL XX a x OB O 4 e De0 x0. OIL )0( 72 x M S 7 2 e 4 S Saw xq OIL xx M IT is 4 4 a a e e in W4 4 Ism 010 11" ,a 1 7 11 4 3 4 S S lam Do 7•a0201a1- SA x a h-2A x so a e 10 0 S4 a 1 4 46 a MID OSO lo•-An x N s S S 4 e 0 1201f0 am 14a-AI4 It 7 0 4 e D• a Hex 10•- yn x e0 e e e 4 7 a 4 s 12063 Nt142-" x a0 7 7 a 4 S 4 S taw NE1 17s-y1. x ISO a 10 11 4 k 4 a 70a qx aa-•/N X SO 6 S s e 4 0 a oa NOx 1191" x 04 S S S 4 e 6 120M Not142-WO x . 67 e S 4 e 1 120641 am TO00 144- V• x ISO 7 7 a 1 S 4 S Ism OOP xxNOH 1. 2-LA x a 10 12 4 J 4 S 100a0 C M xxxx 120-•A x •a 7 S 4 e e 120M ONOD. xxfol 144- SA x SS 7 S 4 e S lam am xxu A 12 14 S 4 ,-1 ,• uN. T COHOREIE WOOD MASONRYmmm BY OTHERS BY OTHERS CAW EET11ED1 Wom BMW . S0004O QA4 DOOR NOON STRIP irtDOW 1•DTH -{ A --- N EXTERIOR ELEVATION 7W IT INSTALLATION ANCHOR' 3/16• OA. TAPCOM y` P.1A7T yr.. p••tlFiCqAf 10010. kl • fLe1i• R 1 • Ib 11a 111071.Orµn )s1 CRAWO SERIES 420/430 440 SLIDING CUSS DOOR ALATION DETAIL OMiOILN A of-Zo- d*. 02 2 BENN 0024 A .• .1.>Y !A L >• .1N•l lr. 71R NA .O1 R RIB• O A A w• ./ AiO COMICAM Tn0 BY WOOD BUM ANCHOR TMam3/1r TM4" r nKu Ir1/ Y ac YAWL BY an CYOs2 1T 4 OR 2x1wow BLICI BY OTHERS Su NOSE 11)21- MAS b 222 Notts) C 21ULT0 - eY OM[M n1MIE1nR CAULKBYO11Mns DOOR IUYt OtTMOR CLAZMC — SU NOT(S) MIALLATIOI ANCHOR w Swat CAM BETWEEN VOCIP MUCK • MASONRY oF' OMNBY OTN71S 9011 AS —\ CZdDIT SEEMOTES) 1 1- 1/r 101. TDOOR fRA1AE A/ 1e DoNOM1E 6eORMASONRYsA2E 0.1) s eOY oWilixsI OOMETUI CAULK — 1Y OWLS cn3oco — HrY onlEle DOOR W04T1 DOOR VVTN- CAULK BEINE01 WOOD at" at Q • MAYY w0wo BY OTHER2 Ic r MOOD MUCK "$ I" 3/ Hr VIA TA OOI 1• T1011 ow f 13- 1/2. ae MAIL BY 004M D NSTAf1A1I0N A ANCHOR w smu CAULK KTIM WOOD SUM a BY OTHERS 1/ 4• mA.X2 YY a OR RNSPAQ2xeWOODOVCA • Y ovens SFcnON H-e (WE NOR 1e) d • d d . I-I/4• MIN. SLEANO CLASS DOOR G IBEIIPLLY APPLY CAUL10N0 • 9 cm.BECIAMI NOOK SRPUND eem a COMaarE v noOSILL OR TE su N d. 4 ( SECDON A -A 144tALATIOI MtC1CR d wn )/ r DIA. TAim( J IiNIOrlees11Opa -r—ftB 1 K V N MfTL ONxD O t-1/i IMOWTT14x11fA1wwAIID100 • 1AA LK or 1101NgO/Y a mOMR. /e IOIIfM 1nrAuw.01 AN1oteR/ 1Alaf K O NITNMOOTI 1214N ro AON[1IL A Wl m" Raft Mu" "W" OAImMO" V 1• NO"0 n.OeD WOl ALxe. 1111t LAMOI NOt1"vm A OMM MOT 10 110M M /IMAM IlL uW eau rs f47Mxtm aX no" On1Ma 0, MW P OfACT eta Ma a MIT MW N /aTAW"M NOW OWn VNE ANCHM OWAANTT farm MTN MW IAA= M FIN IN[ AIMAOMATL OEM NMS11M HRDO on awl MOOR was u= CLOW1 WWAa Ilea Sa • cowm m"M O Fx.S1M OTOMq I MUMa OAM MOOR NOR MAIM ALTO MM= MOW" 4N INpMS1 MT YMT Tq IMY/OOIfS O 071M Epee a" c"ARM N NL FACTORY MtLIOW = 7 Not 0E31010 a TAMMM M0101 M410 K nM MIHI A SM" W WITTILENT UMIN A PWAK on 1• ejewout Np T" BY Wo S11Cx. P)) MM / I1LL COMM AR M N X^W tA OMA N1 AM SMM 1.) 00 a OEM At 2A SIt WON Q W I ITALLAxo1 AMMMS Mx1 ION KMNNO ft MAIL MOM1ME fw 1tAOt 10 K t14•. 11 ALL.. ANOMMO MW K MAN Or COIIMM I M1t VATOUM IZ mu i • r 11Dativ111 MOA1M PA t. M v 1 trarso ! Film run MRO1m o""A2ONS AN As QuAri N' U S= a MITAMA1101 01AAL (322 NOTES) 31 HOT ALL mWM0AAO11 LMM AMW UK 1NONN ON INS aAM POEM WSIALLAS01 WtWW 'A -A. •e-O• Nf= 111M 11"M M LT 10 MITALLAION Or ALL AA•N01la Ce rMph"a d YlOR10 CLASS I . ALLONAM2 VA" KT11m1 TMOON 4NOWS M nAW BILL 10 K 24. OL DOOR INTU"J" Tf1 UPI" •N MaNM OWN D" M Dow W" Pop" ALSO Af•L(S in 4M A 4" 11MIX 11) to OR 20 MOO MW 10 K SM WOr FAVOM f0 1111MM xM LM TO IW MUDRT. m4tll a 1rotl HOOK STRIP DETAIL 2 CPAPLWWWA1LI') DESIM NM*2R M CA AOn Cr MCBMt TO IN 310 PW. INSTALLATION ANCHOR CHART a/1e' ew w •D!clle Suez. i • CALL DOORTMb01SINSILLNWADMnNOOKSIZER SIZE IN v M w -Wn W1 m y n+ 11 Is to UP CONFICUURATION INCHES 43 Pw l0 m ro 70 to DSr ro Hm to m o r4 fD r or Pl. Or Ps Or or Or Pw OP OF w" 101 OR xx 10 x W, 3 2 3 3 s 3 4 s I 4 4 4 4 S SO" M nK xx a It so E 3 e s s 4 S too" xO. OIL xx 130 x Be 6 1 7 3 11 3 4 1 s6010 In Ox IO 6010 x0. OIL Kx 020 n x M 3 3 33 33 4 34 41 1 e ace, Maj OOL xl IMF N x Be 4 4 7 S 1 6 am Ox* PC" 4xv IOF-xlf x so 0 1 some ONO lu-SA x W1 7 to 160ee ORO 111-" x BD 1 fo tl 17 14 s Moo" 11-&% If Ile e e 90e0 Ox0 101-DA x N e 6 e e i flow O20 145-M x 90 7 6 1 6 10 t2 1 6 1111-2pa 1 M 9 11 1 13 to 1 13 N e MIX 10ee fox i. loe- NM x eo s s e e IO i 110" foxIq-Vn 1 10 7 f e 1 0 S Ism = 170- 0," x e0 a to If 1 12 14 s 4s 7600 fox EM-NIt1 x M S S S t es I e e am fox too-N/w If M 6 S S 7 e10 Is10 6 12MxOx847e12iWM2_ SimamxIDOfiM-y x e0 7 7 1 7 1 10 4 s e 1142-9mIBM a= XMCI 112-IN x W1 11 12 0 13 Is I s Iowo 07310L 1DOOt 12O-NA x b 6 0 7 4 6 1 12010 WOOL xxxx a...1. IN -ILA x /o 7 e 13 1 14 6 11 1014 11If 11 1 A CONCRETEOR MASONRY OPOWN G air OTHERS d I 1-I/ 4• IOl e E' er 't A — EXTERIOR ELEVATION ITtfao Q 1A, IT CAW" BETWEEN . A• - IO•O' 1.= laa • alwa a Tsea • ra B. n1o» • 1+11 n xlE1 NOOK Invj ; Its • 11 1fIiM It1eIPa INSTALIAT1011 ANCHOR S #' r c SERIES 420/430/440 SLIDING GLASS DOOR 3/I9• ONL TAIOOI A yA } INSTALLATION DETAIL IMn1 TWO BY BUCK IN MASONRY 4iilil14`M - 1 12/03/02 1 d I GEN-0027 rauwM+ V"UGI V V N pm Q V GENERAL ALUMINUM CORP. FLANGE HORIZONTAL MULLION DESIGN LOAD CAPACITIES HORZ EXTRUDED ALUMINUM TUBE MULLION 91"S SH SAS WHEN USED FOR MULLING TRANSOM MULL SPAN), wow. HGT. V 53.000 61.000 74.000 90.000 90.000 96.000 106250 26.000 197 136 81 62 40 32 22 38.375 175 119 71 54 35 29 19 50.625 168 112 65 49 32 25 17 54.625 168 111 64 48 31 25 17 55.625 168 111 64 48 31 24 17 63.000 168 110 62 47 30 24 16 72.000 tss 110 62 46 29 23 16 84.000 168 110 62 46 29 22 15 NOTEB: CHART APPLIES ONLY TO EXTRUDED ALUMINUM MULLION 014451 HORIZONTALLY. CHART ASSUMES TRANSOM HEIGHT TO BE ONE HALF MULLION SPAN OR 1 ESS VANDOIN HEO M SHOVYN ON 'Y' AXIS OF CHART DESIG ATE VOGHiT OF WINDOWS BELOW MULLION AND DO NOT WCIIJOE TRAMSOM HEIGHT. READ MILLION SPAN AND WINDOW HEIGHT IN RICHES. DESIGN PRESSURE VALUES ON THIS CHART ARE IN PSF. DESIGN LOAD CAPACITIES SHOWN ON THIS CHART DO NOT CONSIDER ANY STRENGTH OBTAINED FROM FRAME MEMBERS OF ADACENT WINDOWS. Omm - U175 CALCULATIONS PERFORMED FOR THE PREPARATION OF THIS CHART OOMPJES W Tl j THE 20M REVISIONS TO THE 2001 FLORIDA MALDING COOS PREPARED BY: IIIaDucr recxAIOLD" cloRroRA7rON 115D LOUISIANA AVE SUTE 6 WINTER PARK FLORIDA 37709 PHONE 407 O243M J FAX 407 022-M CA020DOD 2R.hr w 01-1201 MULLI^" ANCH BRACK WINDOW FRAME JAMB TYP•) 0" No- GEN-0457 TALLATION I MULLION CHOR I II I DIE NO. 1448 rp•) I II I II I I II I N8 SELF TAPPING I II I SMS (TYP.) I I I MULLION ANCHOR BRACKET TWO BY WOOD FRAMING MULLIVI I DIE NO. 1448 SECTION A- A L EXTERIOR ELEVATION NOTES: 1) MULLION INSTALLATION DETAILS APPLY TO ALUMINUM TUBE MULLION, DIE NO. 1448. WHEN USED TO MULL SINGLE HUNG AND OR PICTURE WINDOWS SIDE BY SIDE. DETAIL AT SILL IS SHOWN, DETAIL AT HEAD IS SIMILAR. 2) IN WOOD FRAME CONSTRUCTION, ATTACFI MULLION TO SUBSTRATE USING 010 SCREWS OF SUFFICIENT LTH. TO ACHIEVE 1' MIN. EMBEDMENT INTO WOOD FRAMING. 3) INSTALLATION OF MULLION AS SHOWN ON THIS SHEET COMPLIES WITH THE2001FLORIDABUILDINGCODEWITH2002REVISIONS. IT IS THE RESPONSIBILITY OR OTHERS TO DETERMINE COMPLIANCE ON A SPECIFIC STRUCTURE. 4)DESIGN PRESSURE CAPACITY OF INSTALLATION AS SHOWN ON THIS DRAWING IS 62.0 PSF. INSTALLATION ANCHOR TYP. ) SEE SECTION B- B i'Ailmila lesJO y40trC.P 1 F 'G'9 iiQ'. 4. • NOTE 12 .479 o ,2 V ." ea GENERAL ALUMINUM CORP. CARROLLTON, TEXAS NnEJ FIN VERTICAL MULLION INSTALLATION DETAIL ALUMINUM TUBE MULLION, DIE NO. 1448 BB "r' & ---- 12 05 T ---- scK, HALF n ---- ao "°`cEN-as7 ndmm " 14 MWI ioonmmy oar., lose tom"" evt- vwA' "K Ft~ =I neat 407-4n- M& rAX per-Gn- &M N GENERAL ALUMINUM CORPORA77ON VERTICAL MULLION DESIGN LOAD CAPACITY CHART ALUMINUM MULLION, DIE s1448 FIN VERTICAL 8.H. SIZES WDW. WTH. WDW. NGT. V 18.125 25.500 29.500 38.000 47.000 52-125 25.000 1245 1151 1151 1151 1151 1151 37.375 469 383 380 345 344 344 49.625 235 184 188 152 141 140 53.625 183 142 129 115 104 103 54.625 172 133 121 108 97 98 62-000 115 88 79 70 61 59 72.000 72 54 49 42 36 34 84.000 44 33 29 25 21 20 CHART APPLIES ONLY TO MULLION •144B WHEN USED TO MULL FIN SINGLE HUNG AND PICTURE WINDOWS READ WV,DOW WIQTH AND HEK IT IN INCHES DESIGN PRESSURE VALUES ON THNS CHART ARE IN PW MULLION AND FRAME ANCHORS SHOULD BE CHECKEDE IN EACH SPECIFIC CONDITION. Dmec LA75 CALC L LAT10NS PERFORMED FOR THE PREPARATION OF THIS CHART COMPLIES WITH THE 2002 REVISIONS TO THE 2001 FLORIDA BUILDING CODE PREPARED BY: PRODUCT 71<CNI1K L09Y COPY ORA710N 1150 L.OLIISIANA AVE. SUITE 6 CA020037 WINTER PARK, FLORIDA 32759 29-Jvo-M PHONE 407 =4334 I FAX 407 622-a335 D7-1201 QUI O q- a °ci° = N GENERAL ALUMINUM ALUMINUM MULLION. DIE #1"2 WITH NO REINFORCING BAR VERTICAL MULLION DESIGN LOAD CAPACITY CHART COMPARATIVE CHART IN DESIGN PRESSURE - PSF FLANGE VERTICAL SH SIZES WDW. WTH. > WOW. HGT. V 19.125 26.500 30.500 37.000 48.000 53.125 28.000 1062 987 987 987 987 987 38.375 410 340 321 307 307 307 50.625 216 172 158 143 133 133 54.625 169 133 122 109 99 98 55.625 160 125 114 102 93 91 63.000 107 83 75 67 59 57 72.000 70 54 49 42 36 35 84.000 43 33 29 25 21 20 CHART APPLIES ONLY TO MULLION 1442 WHEN USED TO MULL SINGLE HUNG WINDOWS AND PICTURE WINDOWS. READ WINDOW WIDTH AND HEIGHT IN INCHES DESIGN PRESSURE VALUES ON THIS CHART ARE IN PSF MULLION AND FRAME ANCHORS SHOULD BE CHECKED IN EACH SPECIFIC CONDITION Dmmc - LJ175 CALCULATIONS PERFORMED FOR THE PREPARATION OF THIS CHART COMPLIES WITH THE 2002 REVISIONS TO THE 2001 FLORIDA BUILING CODE. PREPARED BY: PRODUCT TECMNOL.OGY CORP. 1150 LOUISIANA AVE.. SUITE 6 WINTER PARK, FLORIDA 32789 PHONE 407 6224334 / FAX 407 622-6335 opt fftt f•f Q R0 ar 6: Q,• r r fq Florida License 047946 CA020140 16- 0ct-03 02- OSM INSTALLATION ANCHOR TYP. ) MULLION ANCHOR BRACKET WINDOW FRAME JAMB TYP-) I II 1 I II I I II I MULLION i II I I II I ANCHOR I I I I BRACKET I I 00 8 SELF TAPPINGt SMS (TYP.) MULLION DIE NO. 1442 SECTION A- A Ll v EXTERIOR ELEVATION 4 v V a a CONCRETE OR MASONRY " a v SUBSTRATE SHOWN, WOOD FRAME SUBSTRATE ALSO APPLIES ow" N0' GEN-0454 MUWON G.A. 25 DIE *NO. 1442 INSTALLATION ANCHOR TYP•) v SEE NOTES 2 & #3 SECTION B-B NOTES: 1) MULLION INSTALLATION DETAILS APPLY TO ALUMINUM TUBE MULLION, DIE NO. 1442, WHEN USED TO MULL SINGLE HUNG AND OR PICTURE WINDOWS SIDE BY SIDE. 2) IN MASONRY CONSTRUCTION. ATTACH MULLION TO SUBSTRATE WITH 3/16" DIA. CONCRETE SCREW ANCHOR OF SUFFICIENT LTH. TO ACHIEVE 1-1/4- MIN. EMBEDMENT INTO CONCRETE OR MASONRY. 3) IN WOOD FRAME CONSTRUCTION. ATTACH MULLION TO SUBSTRATE USING #10 SCREWS OF SUFFICIENT LTH. TO ACHIEVE 1-3/8* MIN. EMBEDMENT INTO WOOD FRAMING. 4) MULLION ATTACHMENT IN SECTION B-B IS TYP. AT HEAD k SILL. 5) 1 IA L OF MULLION AS SHOWN ON THIS SHEET COMPLIES WITH THE 2 b G CODE NTH 2002 REVISIONS. IT IS THE RESPONSIBILITY INE COMPLIANCE ON A SPECIFIC STRUCTURE. qp C e' er GENERAL ALUMINUM CORP. f 3 CARROLLTON, TEXAS S a FLANGE VERTICAL MULLION INSTALLATION DETAILwCove ` ALUMINUM TUBE MULLION, DIE NO. 1442 DAM 9-11-02 A REMOVE ANCHOR SPACING DIM. BBO 1"' ','% M`` ---- 011' BB '""0` ---- 8/21/02 It's NI Al- srxa HALF u n' - --- °10 N0t CEN-wu DATE SYM. REVISION BY of• wr/ ---- dr. men mom_ ne IO MA AW- MM PIHR nOMM woe 4ffr-43*-4= fAX 40-OAS-6M INSTALLATION ANCHOR TYP-) MULLION ANCHOR BRACKET WINDOW FRAME JAMB TYP-) SECTION G.A. 26 MULLION I II I DIE NO. 1442 I II I I II I I II i MULLION I I I I ANCHOR I I I I BRACKET I I INSTALLATION ANCHOR p8 SELF TAPPING (TYP.) SMS (TYP.) MULLION DIE NO. 1442 V EXTERIOR ELEVATION a o v l v oa a ° 1-1/4" MIN. SUBSTRATE a a EMBEDMENT SECTION B-B NOTES: 1) MULLION INSTALLATION DETAILS APPLY TO ALUMINUM TUBE MULLION, DIE NO. 1442, WHEN USED TO MULL SINGLE HUNG AND OR PICTURE WINDOWS SIDE BY SIDE. 2) IN MASONRY CONSTRUCTION. ATTACH MULLION TO SUBSTRATE WITH 3/16" DIA. CONCRETE SCREW ANCHOR OF SUFFICIENT LTH. TO ACHIEVE 1-1/4" MIN. EMBEDMENT INTO CONCRETE OR MASONRY. 3) MULLION ATTACHMENT IN SECTION B-B IS TYP. AT SILL ONLY. 4) INSTALLATION OF MULLION AS SHOWN ON THIS SHEET COMPLIES WITH THE2001FLORIDABUILDINGCODEWITH2O02REVISIONS. IT IS THE RESPONSIBILITYOFOTHERSTODETERMINECOMPLIANCEONASPECIFICSTRUCTURE. 5) DESIGN PRESSURE CAPACITY OF INSTALLATION AS SHOWN ON THIS DRAWING IS 9;ogP0S to GENERAL ALUMINUM CORP. 010, CARROLLTON, TEXAS Fie PRE -CAST SILL MULLION INSTALLATION DETAIL 4,. W/ALUMINUM TUBE MULLION. DIE N0. 1442 Mu - - - - °"t BB _ - - - ono / 05 I T)aTE _ wr r. --- - , HALF wn---- GEN-o m.an.r m.. ,so a vc...eoi .rwc naa anw mugon-a aa+ .o..m•-W-.see G.A. 28 MULLION ANCHOR BRACKET WINDOW FRAME SILL TYP.) 1 0 WINDOW —' FRAME HEAD TYP.) SECTION A -A INSTALLATION ANCHOR TYP.) 8 SELF TAPPING SMS (TYP.) MULLION DIE NO. 1445 SEE NOTES --12L #3 MULLION °° o DIE NO. 1445 D D MULLI NANCHOR D a BRACKET v i SECTION B-B 1 GEN-0456 INSTALLATION ANCHOR TYP.) 4 CONCRETE OR MASONRY SUBSTRATE IS SHOWN, WOOD FRAME SUBSTRATE ALSO APPLIES. v a v D v NOTES, 1) MULLION INSTALLATION DETAILS APPLY TO ALUMINUM TUBE MULLION, DIE NO. 1445, WHEN USED TO MULL SINGLE HUNG AND OR PICTURE WINDOWS HEAD TO SILL. 2) IN MASONRY CONSTRUCTION, ATTACH MULLION TO SUBSTRATE WITH 3/16' DIA. CONCRETE SCREW ANCHOR OF SUFFICIENT LTH. TO ACHIEVE 1-1/4' MIN. EMBEDMENT INTO CONCRETE OR MASONRY. 3) IN WOOD FRAME CONSTRUCTION, ATTACH MULLION TO SUBSTRATE USING #10 SCREWS OF SUFFICIENT LTH. TO ACHIEVE 1-3/8' MIN. EMBEDMENT INTO WOOD FRAMING. 4) MULLION ATTACrMENT IN SECTION B-B IS TYP. AT JAMBS. 5) INSTALL VaROOP P LION AS SHOWN ON THIS SHEET COMPLIES WITH THE 2001 FLORIDA Dg1G t1rjj H 2O02 REVISIONS. IT IS THE RESPONSIBILITY OF OTHERS TO nFTFRM `MN5; _ taoR_ SPECIFIC STRUCTURE. a s .. . •. .. i 4$ ad4 47 s n~. / n .. Pi di EXTERIOR EEEVATI11411 GENERAL ALUMINUM CORP. CARROLLTON, TEXAS nn-D FLANGE HORIZONTAL MULLION INSTALLATION DETAIL ALUMINUM TUBE MULLION, DIE NO. 1445 AM* ---- D6 BB AnrvS ---- OATD 8/21/02 HALF ---- ml wGEN-0456 rm aw-t S1•AI a •aoo ONI 01 W000 - AUAnON AJIOIOR. M,CA III 01"It\\ CAWeCM[N17'9y C.AULMet IWLLN 1 ND01r I I An OE ! WOOD RUCK orI<Rs 1 1/4- MN Q [NOCDY[NT O"I o CAIttKByonnN EXIERIOR NtX>Ir ib8to in ;lc_ slit CAx By 011 JA er OnlA V, 4 I'Mt CAST OSll. DI n(RS -- CAt x OCTUIECH MNOOW PIANO[ 1NIE CAST SRI HMI.) NAAIM I10 ADHESIVE CALUI OR U1/ CA rDIN-- rl. 44CC TYK MN001/ 1 RAMEJAMS PL RUEFLA e1 OPIMS Do* MOD4 FXTERIOR J MNUUrr NCr. I r 2LCI M 1 APPRO" [DUAL r NrRA. NOTES' I) SIeN / REO.O. FOR LLVELING. 7) rAvp0* RAY[ MATERIAL ALLOY U63 J CAWk O[.IWD VARDOM rLILNCE AT IIEAO AND JAMDS. e) CAULN TORT KAPATER SEA& AROl1NO EXTERIOR Or WINDOW rIAAG[ S) D196H PRISSIMS SHORN AA[ SAM ON MUIION CAPACITY 0e1 PN[SSMS TTrSS I OATHPOWSSMUSTRIE D[ IOCOIED In ASIM-1700 CUSS OAXI APO PC 9AMLOR VAIHIE MUST eI UUO TOM M901 e) rltR[ skin 19SISIANC[ TEST e[OINVOT Or Is% Or D[901 DAD APPLIES Dt9C1 Tow at N W HID 104000PY, MA 10 VAILR TEST PRESS M Or s00 PST AOIIEMD ON TEST E) NSIALtarot nANttIXAIIEWONaOCI[ll[I[ OR MASOnr OMNNO V94 7/I9' tAPOON ANOIOR Ot S;•IIiC"IRDIGIHToPIIMWWW1I/e' LAKEIENI MID 9UISTRATE AT IOCATIOK 910111% ON OlM1 e) 1 IWI MOOe 9A IS NOT HARD M AN" plMi• VSL ANCHOR OUANI IT USRD IN MIXI LAAUR SIR ONE 81 *Ow 91 OndA EI9DMI N I• SHIM D RLO. O. n a A INSIALtAnOR ANCHOR Q CAUtx KTKEN WOW %X4 ! WaSORAY OPENING a OnKA1S C. VIM PEIW1tN MMOOW rl ANO[ -- olow suck SFC110N 7 WL7r/, 1 -.0 J 0 FVATK) VILY& D iRoM EXTERIOR 2 G G. A. 30 688 AAN AUD DSB AAMIAl10 I CALL MnNUOYI CLASS DLSIOI GASS Dt" TAPCON ANOTOR LOCAOCh SITE SItE (INCNcs) P%SM PRLSSUII! LOCATIONS CAPACITY N PS CAPAOIT In PSI no -70e AC f CN, felts . N NM1Aisto1n so lh rr 77 a n] At 1 :N, 1. 1 In . so eh W -4/ kc fall, I A,C 1 61/! N.. 1 In . e. In e7 e7 J yl0 -Isor -1// 0 I,H:It! 1..! II Ie In • » In 11 fh . 1l 4 1J1 --10 c OALO-, 1 p 10 1/ 2. n 4 4 11e UJ A 0. 1, 1 e•, M. Its VJ . 43 L0,1 Ac In • 11en In • S• e/ e N N 01 . ,cl 00 00 I OM, INN• 100kC c ran, 1 INI 1n . nACIGMI _1 1/ ee y AC 10.1 b/ JO I/ 1 . >• 1/e JO 1/7 • atIt 11 1 i n AC arl! i Jp.... 70 In . a-9/0-b 4 rANI AO...! A0 In . fa eh ww A n0 f .O N l0 701/ .Is bto 71C c I.OHI 430 1 0 JI JT [ Jh w w er er Ac r.mu 14 IF 3 !n a 0 4 7 c rut• n N 37 1 Q lr 1n 10 4 b 4 11 01 01 C 1. ON, IG... ' it _ ILL24 f At c C Lan• r lnl' ae Q . » 1. 1, 4- 4N04J11 . 1/0 4 0 4 4 4 0 40 t1011 I I,a11/ e. lh 40 pby AC I u.•a 4 f Is An c roN, 1 72 4— c I. a.11 W» 4 1 y eh 60 4 a 0- r oi, 4.•.fh W..e 4 1asehi0 4 k AC I.a If LaIU w w Ac IRH611 lJy1/e.N 4 N AC IaNI J SJ In . M lh 4 4 AC 1 CND AC f and li A.I! 13 Ine Is 1/e 4 b 0 IAnI JO fJ •h tl 4 w Ift7 5 E r l r111, nAHoeoe-uz YooSEr LAVY. P.E. No Ql) 1 Ct tSIA llNcL/rONL1N y V if i elm fQ<ftLAw. wm P 10e O STATE Of _ I OR %0." V 1 171gJ. o-oo.e r:( Rglw-a IIORIDA LICENSE / e737 Ilrl 1/0 NA 1Ie\\1\\ 0,,``` rl.wtr•Iw..e It»• nrl•rre n., ASS[fd1 ORANNG tlrNle 14Wn»a/• fro n • 1, 1 v.ar r.r.o ..Oo. No JW IP N/A Wn,-/. 0. n a1slµAnpl '.:i W. DONALD OSTEEN President" P. ALLEN OSTEEN 7:xecutive Vice President November 9, 2006 CHARLIE MARTINEZ Vice President Truss Division FORT PIERCE MELBOURNE City of Sanford Building Division 300 N. Park Ave. Sanford, FL 32771 Dear Sir or Madam, Regarding the "Plan Review Response" for Lot 34 Kays Landing, we have enclosed the sealed engineering sheet for the ML 1 as per your request. If you have any questions, please contact me at 772-466-2480 X1909. Thank you. Sincerely, , ) OFFICE 1 Armando Cano, Jr. Senior Truss Designer East Coast Lumber -Truss Division WE'RE HERE TO HELP YOU BUILD A BETTER WAY.TM 5285 St. Lucie Blvd. • Fort Pierce, FL 34946 • (772) 466-2480 • Fax (772) 466-5336 V www.eastcoastlumber.com • e-mail: ftptruss@eastcoastlumber.com TN ML1-SB12C NC Woodford Plvwood 1504 S Mock Rd Albanv GA 31705 800-342-6400 NOTE: 2006.1 Allowable SlfLOAD TABLE eas Design 2 BEAMS 1.75 X 16.000 LP LVL2250Fb-1.SE 1. THIS COMPONENT ISDESIGNED TO SUPPORT ONLY DESIGN CONSISTS OF 2 - PLIES FASTENED THEVERTICALLOADSSHOWNASDETERMINEDBYNOTE: LOADS SHOWN ARE FOR INPUT LOAD CASE (1). OTHER LOAD CASES TOGETHER (REFER TO NOTES) . OTHERS. VERIFICATION OF LOADING, DEFLECTION FOR PATTERN LIVE LOADING ARE CHECKED AS REQUIRED. LIMITATIONS, FRAMING METHODS, WIND AND SEISMIC (DIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTILEVER.) BRACING, AND OTHER LATERAL BRACING THAT IS DISTRIBUTION SOURCE TYPE TOP/SIDE LOAD FROM TO LOAD LDF ALWAYSREQUIREDISTHERESPONSIBILITYOFTHEFT-IN-SX FT-IN-SX PROJECTENGINEERORARCHITECT. I DISCLAIM ALL UNIFORM ROOF LIVE TOP 365 PLF 06-08-00 10-00-00 1.25 RESPONSIBILITYFORALLPLANS, SPECIFICATIONS UNIFORM ROOF DEAD TOP 219 PLF 06-08-00 10-00-00 0.90 OROTHERDOCUMENTSTHATMAYBEUSEDTOUNIFORMROOFLIVETOP120PLF00-00-00 04-08-00 1.25 INCORPORATETHISCOMPONENTINTOTHEUNIFORMWALLDEADTOP110PLF00-00-00 10-00-00 0.90 BUILDINGDESIGN. UNIFORM ROOF DEAD TOP 72 PLF 00-00-00 04-08-00 0.90 2. PROVIDE RESTRAINT AT SUPPORTS TO ENSURE UNIFORM BEAM WEIGHT 16 PLF 00-00-00 10-00-00 0.90 LATERALSTABILITY. CONCENTRATED ROOF LIVE TOP 5000 LBS 05-08-00 MINBRG=2.50" 1.25 3. DO NOT CUT, NOTCH OR DRILL LP LVL. CONCENTRATED ROOF DEAD TOP 3000 LBS 05-08-00 MINBRG=2. 50" 0.90 4. SHIM ALL BEARINGS FOR FULL CONTACT. 5. VERIFY DIMENSIONS BEFORE CUTTING WARNING NOTES: LP LVL TO SIZE. 6. THIS LP LVL IS TO BE USED AS A THIS COMPONENT DESIGN IS SPECIFICALLY FOR L-P ENGINEERED WOOD PRODUCTS. ROOFBEAMONLY. . USE OF THIS DESIGN FOR ANYTHING OTHER THAN LP LVL OR LP I -JOISTS IS MAKEPROVISIONFORADEQUATEDRAINAGE. 7. STRICTLY PROHIBITED. ANY MODIFICATION OF THIS DOCUMENT REQUIRES REVIEW PROVIDECOMPRESSIONEDGEBRACINGATBYADESIGNPROFESSIONAL. EACHENDOFCOMPONENT. DESIGN ASSUMES COMPONENTS CARRIED ARE APPLIED TO TOP EDGE OF LP LVL, SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY. ATTACH THE TWO PLIES WITH 3 ROWS OF 16d 3- 1/2-) NAILS AT 12' OC. STAGGER ROWS. NAILS CAN BEDRIVEN FROM ONE FACE OR HALF FROM EACH FACE. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131". 16d SINKERS (3-1/4-) MAY BE USED, BUT HALF MUST BE DRIVEN FROM IIDISTRIBUTED 1TO ALO LLIES. SADDITIONAL T BEEQUALLYSUPPORTREACTIONS ( LBS): MAXIMUM B E A R I N G N U M B E R 1 2 DOWN 5108 6995 UPLIFT --- MIN BEARING SIZES (IN-SX) 3- 0 3- 0 MAXIMUM DEFLECTIONS CALCULATED ALLOWABLE LIVE LOAD 0.11" 0.49" DEAD LOAD 0.12" TOTAL LOAD 0.18" 0.65" Handling 8 Erection PROVIDE RESTRAINT AT CONCENTRATED LOAD TO ENSURE LATERAL STABILITY MINIMUM BEARING SIZES ARE SUFFICIENT TO PREVENT CRUSHING OF THE LP LVL BEAM AS DESIGNED. IT IS THE RESPONSIBILITY OF THE PROJECT ENGINEER, ARCHITECT OR DESIGNER TO VERIFY THAT THE SUPPORT STRUCTURE FOR THIS BEAM IS CAPABLE OF SUPPORTING THE REACTIONS. ANCHOR LP LVL ROOF BEAM SECURELY TO BEARINGS OR HANGERS Information DESIGN CRITERIA : LIVE LOAD DEAD LOAD TOTAL LOAD MSI: 0. 68 VSI: 0. 46 20PSF 20 PSF 40 PSF ROOF LEFT SPAN CARR. 0.00 FT ROOF RIGHT SPAN CARR. 0.00 FT DEFLECTION CRITERIA : LIVE LOAD DEFL: L / 240 TOTAL LOAD DEFL: L / 180 CODE COMPLIANCES : REPORT It ICBO ER- 5004 CCMC 11518- R N.Y. CITY MEA 97-94-E WISCONSIN 200124- W L.A. City RR 25167 NER 622 HUD MR 1214D 12 0 16. 000 1.750 US 13.500CROSSSECTION 10- 0- 0 THIS DRAWING IS NOT TO SCALE Temporary and permanent bracing for halting component The use of this coonent mpshag be specifiedby the designer of the Plumb and for resisting lateral forces shag he designed and compete structure. Obtain all the necessary =do compliance approval installed try others. NOloadsaretobeappliedtotheandinstructionsfromthedesignersofthecompletestructurebeforecomponentuntilalterall the franirg and fastening are Wrg this component. If the design criteria fistedabove does not meal completed. At no time shag loads greater than design loads be local diking code requirements, dorot use this design. When this applied to the component, drawing Is signed and sealed, the structural design is approved as show Design Criteria in Ilia drawing based ondata provided bythe customer. LPLVL and CTR. LP 1-)Oise are node without combat and will deflect under load. The design and material specified are In substantial Wood in direct contact with concrete mist be protectedas required by conformity with the latest revisions of NOS and AITC.' Dead code. Continuous lateral support is assumed (wag, floor beam etc.). LP load detection Includes adprstmerd factor for creep. Total load does not provide omsite inspection. This drawing mast have an deflection is insumamous. I ArcNtecl.a or Engineer's sealallied to be considered an Engineering LP LVL and CTR, LP I -Joist Specifications Supports and connections for LP LVL and CTR- LP 1-Joists to be specific applicatiom. Common nails driven parallel to gibe Ones shag be spaced a minimum of 4- for 10d and 3' for ad. Do not cut, notch, drill or after LP LVL and CTR, LP I -Joists except as shown in published material from LP arty use of LP LVL and CTR, LP I -Joists contrary to the tints set form hereon, negates any express warranty of the product and LP disclaims all implied wamanities inoildng the implied warranties of merchantability and (dress fora panicubt use. A COPY OF THIS DRAWING IS TO BE GIVEN TO THE INSTALLING CONTRACTOR LP Is a registered trademark of Lousana-Pacific Corporation. LP Engineered Wood Products 11/07106 SBCCI 2006.1 2706 Highway 421 North Wilmington, NC 28401 Local 910.762.9878 National Wals 800.999. 9105 DWG # 0611-046 SHEET # 1 Of 3 FORM 60OA-2004 EnergyGauge® 4.0 FLORIDA EN IENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: Santa arbara3001 Builder: ENGLE HOMES Address: 3S5 -1 Permitting Office: SAAAb r City, State: t1-7 Permit Number: Q "j - 4 -7 (o Owner: IkQ L` - a Jurisdiction Number: 9 54> Climate Zone: Cent al 1. New construction or existing New 2. Single family or multi -family Single family _ 3. Number of units, if multi -family 1 _ 4. Number of Bedrooms 5 _ 5. Is this a worst case? Yes _ 6. Conditioned floor area (ft') 3001 ft' 7. Glass typel and area: (Label reqd. by 13-104.4.5 if not default) a. U-factor: Description Area or Single or Double DEFAULT) 7gSngle Default) 581.0 ft' b. SHGC: or Clear or Tint DEFAULT) 7b. Clear) 581.0 ft' _ 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 190.0(p) ft _ b. N/A c. N/A 9. Wall types a. Concrete, Int Insul, Exterior R=4.I, 1165.2 ft' _ b. Frame, Wood, Adjacent R=11.0, 227.0 ft' _ c. Frame, Wood, Exterior R=11.0, 1149.0 ft' _ d. N/A c. N/A 10. Ceiling types a. Under Attic R=30.0, 1566.0 ft' b. Under Attic R=30.0, 55.0 ft' c. N/A 11. Ducts a. Sup: Unc. Ret: Unc. AH(Sealed):Garage Sup. R=6.0, 1.0 ft h. Sup: Unc. Ret: Unc. AH(Sealed):Interior Sup. R=6.0. 1.0 ft _ 12. Cooling systems a. Central Unit Cap: 42.0 kBtu/hr SEER: 14.00 _ b. Central Unit Cap: 30.0 kBtu/hr SEER: 14.50 _ c. N/A 13. Heating systems a. Electric Hcat Pump Cap: 42.0 kBtu/hr _ HSPF:7.70 _ b. Electric Heat Pump Cap: 30.0 kBtu/hr _ HSPF:8.20 _ c. N/A 14. Hot water systems a. Electric Resistance Cap: 50.0 gallons _ EF: 0.90 _ b. N/A c. Conservation credits HR-Heat recovery, Solar DHP-Dedicated heat pump) 15. HVAC credits CF-Ceiling fan, CV -Cross ventilation,',•.DHF-Whole house fan, PT -Programmable Ther it , SANFORDMZ-C-Multizone coolicaly O MZ-H-Multizone heating) Glass/Floor Area: 0.19 Total as -built points: 39744 PASSTotalbasepoints: 42429 I hereby certify that the plans and specifications covered by this calculation armin compliance with the FloridaEnergy Code. ; 1 PREPARED DATE: I hereby certify that this building,, as designed, is in compliance with the Florida Energy Go r OWNER/AGENT: DATE: Review of the plans and specifications covered by this calculation indicates compliance with the Florida Energy Code. Before construction is completed this building will be inspected for compliance with Section 553.908 Florida Statutes. BUILDING OFFICIAL: DATE: 1 Predominant glass type. For actual glass type and areas, see Summer & Winter Glass output on pages 2&4. EnergyGauge® ( Version: FLRCSB v4.0) OF _ VHE STq.-, o u 4 OD WE FORM 60OA-2004 EnergyGauge® 4.0 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES I18XConditionedXBSPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X SPM X SOF = Points 18 3001.0 25.78 13925.8 Single, Clear N 1.0 26.0 28.0 30.19 1.00 843.3 Single, Clear W 1.0 16.0 39.0 57.68 1.00 2242.2 Single, Clear W 1.0 16.0 39.0 57.68 1.00 2242.2 Single, Clear W 8.0 17.0 36.0 57.68 0.76 1570.9 Single, Clear W 1.0 11.5 8.0 57.68 1.00 459.2 Single, Clear S 1.0 4.0 7.0 48.22 0.87 293.2 Single, Clear S 1.0 20.0 39.0 48.22 1.00 1871.5 Single, Clear E 1.0 18.0 44.0 63.97 1.00 2805.0 Single, Clear E 1.0 18.0 88.0 63.97 1.00 5610.0 Single, Clear E 1.0 17.0 18.0 63.97 1.00 1147.5 Single, Clear N 1.0 23.0 23.0 30.19 1.00 692.7 Single, Clear E 1.0 14.0 7.0 63.97 1.00 446.0 Single, Clear W 5.0 8.0 36.0 57.68 0.67 1386.3 Single, Clear W 5.0 6.0 20.0 57.68 0.59 676.0 Single, Clear W 5.0 8.0 36.0 57.68 0.67 1386.3 Single, Clear S 1.0 10.0 5.0 48.22 0.99 238.7 Single, Clear S 1.0 8.0 16.0 48.22 0.98 755.7 Single, Clear E 1.0 5.0 16.0 63.97 0.95 972.8 Single, Clear E 5.0 8.0 14.0 63.97 0.66 592.7 Single, Clear E 5.0 8.0 36.0 63.97 0.66 1524.2 Single, Clear E 1.0 4.0 6.0 63.97 0.92 351.8 Single, Clear E 1.0 6.0 20.0 63.97 0.97 1239.5 As -Built Total: 581.0 29347.6 WALL TYPES Area X BSPM = Points Type R-Value Area X SPM Points Adjacent 227.0 0.70 158.9 Concrete, Int Insul, Exterior 4.1 1165.2 1.18 1374.9 Exterior 2314.2 1.90 4397.0 Frame, Wood, Adjacent 11.0 227.0 0.70 158.9 Frame, Wood, Exterior 11.0 1149.0 1.90 2183.1 Base Total: 2541.2 4555.9 As -Built Total: 2541.2 3716.9 DOOR TYPES Area X BSPM = Points Type Area X SPM Points Adjacent 18.0 1.60 28.8 Adjacent Insulated 18.0 1.60 28.8 Exterior 0.0 0.00 0.0 Base Total: 18.0 28.8 As -Built Total: 18.0 28.8 EnergyGauge® DCA Form 60OA-2004 EnergyGauge®/FlaRES'2004 FLRCSB v4.0 FORM 60OA-2004 EnergyGauge® 4.0 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT CEILING TYPES Area X BSPM Points Type R-Value Area X SPM X SCM = Points Under Attic 1566.0 2.13 3335.6 Under Attic 30.0 1566.0 2.13 X 1.00 3335.6 Under Attic 30.0 55.0 2.13 X 1.00 117.2 Base Total: 1566.0 3335.6 As -Built Total: 1621.0 3452.7 FLOOR TYPES Area X BSPM Points Type R-Value Area X SPM Points Slab 190.0(p) -31.8 6042.0 Slab -On -Grade Edge Insulation 0.0 190.0(p -31.90 6061.0 Raised 0.0 0.00 0.0 Base Total: 6042.0 As -Built Total: 190.0 6061.0 INFILTRATION Area X BSPM Points Area X SPM Points 3001.0 14.31 42944.3 3001.0 14.31 42944.3 Summer Base Points: 58748.4 Summer As -Built Points: 73429.4 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 42000 btuh ,SEER/EFF(14.0) Ducts: Unc(S),Unc(R),Gar(AH),R6.0(INS) 73429 0.58 1.09 x 1.150 x 0.95) 0.244 1.000 11770.3 sys 2: Central Unit 30000 btuh ,SEER/EFF(14.5) Ducts: Unc(S),Unc(R),lnt(AH).R6.0(INS) 73429 0.42 1.09 x 1.150 x 0.85) 0.235 1.000 8117.4 58748.4 0.4266 25062.1 73429.4 1.00 1.128 0.240 1.000 19881.8 EnergyGaugeT''^ DCA Form 60OA-2004 EnergyGauge@/FlaRES'2004 FLRCSB v4.0 FORM 60OA-2004 EnergyGauge® 4.0 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES I18XConditionedXBWPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X WPM X WOF = Point 18 3001.0 5.86 3165.5 Single, Clear N 1.0 26.0 28.0 15.07 1.00 421.7 Single, Clear W 1.0 16.0 39.0 13.25 1.00 516.5 Single, Clear W 1.0 16.0 39.0 13.25 1.00 516.5 Single, Clear W 8.0 17.0 36.0 13.25 1.04 496.0 Single, Clear W 1.0 11.5 8.0 13.25 1.00 105.9 Single, Clear S 1.0 4.0 7.0 9.90 1.05 72.8 Single, Clear S 1.0 20.0 39.0 9.90 1.00 385.1 Single, Clear E 1.0 18.0 44.0 12.37 1.00 545.6 Single, Clear E 1.0 18.0 88.0 12.37 1.00 1091.2 Single, Clear E 1.0 17.0 18.0 12.37 1.00 223.2 Single, Clear N 1.0 23.0 23.0 15.07 1.00 346.4 Single, Clear E 1.0 14.0 7.0 12.37 1.00 86.8 Single, Clear W 5.0 8.0 36.0 13.25 1.06 504.8 Single, Clear W 5.0 6.0 20.0 13.25 1.08 285.1 Single, Clear W 5.0 8.0 36.0 13.25 1.06 504.8 Single, Clear S 1.0 10.0 5.0 9.90 1.00 49.3 Single, Clear S 1.0 8.0 16.0 9.90 1.00 157.9 Single, Clear E 1.0 5.0 16.0 12.37 1.01 200.3 Single, Clear E 5.0 8.0 14.0 12.37 1.09 188.5 Single, Clear E 5.0 8.0 36.0 12.37 1.09 484.8 Single, Clear E 1.0 4.0 6.0 12.37 1.02 75.6 Single, Clear E 1.0 6.0 20.0 12.37 1.01 249.6 As -Built Total: 581.0 7508.3 WALL TYPES Area X BWPM Points Type R-Value Area X WPM Points Adjacent 227.0 1.80 408.6 Concrete, Int Insul, Exterior 4.1 1165.2 3.31 3851.0 Exterior 2314.2 2.00 4628.4 Frame, Wood, Adjacent 11.0 227.0 1.80 408.6 Frame, Wood, Exterior 11.0 1149.0 2.00 2298.0 Base Total: 2541.2 5037.0 As -Built Total: 2541.2 6557.6 DOOR TYPES Area X BWPM Points Type Area X WPM Points Adjacent 18.0 4.00 72.0 Adjacent Insulated 18.0 4.00 72.0 Exterior 0.0 0.00 0.0 Base Total: 18.0 72.0 As -Built Total: 18.0 72.0 EnergyGauge® DCA Form 60OA-2004 EnergyGauge®/FlaRES'2004 FLRCSB v4.0 FORM 60OA-2004 EnergyGauge® 4.0 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: " " , PERMIT #: BASE AS -BUILT CEILING TYPES Area X BWPM Points Type R-Value Area X WPM X WCM = Points Under Attic 1566.0 0.64 1002.2 Under Attic 30.0 1566.0 0.64 X 1.00 1002.2 Under Attic 30.0 55.0 0.64 X 1.00 35.2 Base Total: 1566.0 1002.2 As -Built Total: 1621.0 1037.4 FLOOR TYPES Area X BWPM Points Type R-Value Area X WPM Points Slab 190.0(p) -1.9 361.0 Slab -On -Grade Edge Insulation 0.0 190.0(p 2.50 475.0 Raised 0.0 0.00 0.0 Base Total: 361.0 As -Built Total: 190.0 475.0 INFILTRATION Area X BWPM Points Area X WPM Points 3001.0 -0.28 840.3 3001.0 -0.28 840.3 Winter Base Points: 8075.4 Winter As -Built Points: 14810.1 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 42000 btuh ,EFF(7.7) Ducts: Unc(S),Unc(R),Gar(AH),R6.0 14810.1 0.583 1.078 x 1.160 x 0.95) 0.443 1.000 4367.1 sys 2: Electric Heat Pump 30000 btuh ,EFF(8.2) Ducts: Unc(S),Unc(R),Int(AH),R6.0 14810.1 0.417 1.078 x 1.160 x 0.87) 0.416 1.000 2929.1 8075.4 0.6274 5066.5 14810.1 1.00 1.140 0.432 1.000 7289.2 EnergyGauge'" DCA Form 60OA-2004 EnergyGauge®/FlaRES'2004 FLRCSB v4.0 FORM 60OA-2004 EnergyGauge® 4.0 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #: I BASE AS -BUILT WATER HEATING Number of X Multiplier Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 5 2460.00 12300.0 50.0 0.90 5 1.00 2514.67 1.00 12573.3 As -Built Total: 12573.3 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points Total Points Cooling Points Heating + Hot Water = Total Points Points Points 25062 5067 12300 42429 1 19882 7289 12573 39744 PASS I' EnergyGauge"" DCA Forth 60OA-2004 EnergyGauge®/FIaRES'2004 FLRCSB v4.0 FORM 60OA-2004 EnergyGauge® 4.0 Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS: 1 " 1 PERMIT #: CA OA Iwlcu TonTInA1 CFn11/'TInki CnMPI IANrF rHFCKLIST 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 wall; 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, chases, soffits, chimneys, cabinets sealed to continuous air barrier; gaps in gyp board & top plate; attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is sealed at the perimeter, at penetrations and seams. Recessed Lighting Fixtures 606.1.ABC.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3" from insulation; or Type IC rated with < 2.0 cfm from conditioned space, tested. Multi -story Houses 606.1.ABC.1.2.5 Air barrier on perimeter of floor cavity between floors. Additional Infiltration reqts 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. OH_LL V 1 rIGR rRCJlsRlr 11YL In L_/1 V11-- - --' -" - -- CHECK COMPONENTS I SECTION REQUIREMENTS Water Heaters 612.1 Comply with efficiency requirements in Table 612.1.ABC.3.2. Switch or clearly marked circ breaker electric or cutoff as must be provided. External or built-in heat trap required. Swimming Pools & Spas 612.1 Spas & heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficient of 78%. Shower heads E12.1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Air Distribution Systems 610.1 All ducts. fittings. mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and installed in accordance with the criteria of Section 610. Ducts in unconditioned attics: R-6 min. insulation. HVAC Controls 607.1 Separate readily accessible manual or automatic thermostat for each system. Insulation 604.1, 602.1 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. EnergyGaugeT" DCA Form 60OA-2004 EnergyGauge@/FlaRES'2004 FLRCSB v4.0 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 84.6 The higher the score, the more efficient the home. I . New construction or existing New - 2. Single family or multi -family Single family - 3. Number of units, if multi -family I - 4. Number of Bedrooms 5 - 5. Is this a worst case? Yes - 6. Conditioned floor area (f4') 3001 ft' - 7. Glass typel and area: (Label reqd. by 13-104.4.5 if not default) a. U-factor: Description Area or Single or Double DEFAULT) 7RSngle Default) 581.0 ft' - b. SHGC: or Clear or Tint DEFAULT) 7b. Clear) 581.0 ft' - 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 190.0(p) ft - b. N/A c. N/A 9. Wall types a. Concrete, Int Insul, Exterior R=4.1, 1165.2 ft' - b. Frame, Wood, Adjacent R=11.0, 227.0 ft' - c. Frame, Wood, Exterior R=11.0, 1149.0 ft' - d. N/A e. N/A 10. Ceiling types a. Under Anic R=30.0. 1566.0 ft' - b. Under Attic R=30.0, 55.0 ft' - c. N/A I i . Ducts a. Sup: Unc. Ret: Unc. AH(Sealed):Garage Sup. R=6.0. 1.0 ft - b. Sup: Unc. Ret: Unc. AH(Sealed):Interior Sup. R=6.0, 1.0 ft - 12. Cooling systems a. Central Unit b. Central Unit c. N/A 13. Heating systems a. Electric Heat Pump b. Electric Heat Pump c. N/A 14. Hot water systems a. Electric Resistance b. N/A c. Conservation credits HR-Heat recovery. Solar DHP-Dedicated heat pump) 15. HVAC credits CF-Ceiling fan, CV -Cross ventilation, HF-Whole house fan, PT-Proerammable Thermostat, MZ-C-Multizone cooling, MZ-H-Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Date: Address of New Home: City/FL Zip: Cap: 42.0 kBtu/hr - SEER: 14.00 _ Cap: 30.0 kBtu/hr - SEER: 14.50 Cap: 42.0 kBtu/hr - HSPF:7.70 _ Cap: 30.0 kBtu/hr - HSPF: 8.20 Cap: 50.0 gallons - EF: 0.90 01 C1iE STqj 0 to Ce NOTE: The home's estimated energy performance score is only available through the FLARES computer program. This is not a Building Energy Rating. 1f your scare is 80 or greater (or 86for a US EPA/DOE EnergvStJP' designation), vour home may qualify for energy efficiency mortgage (EEM) incentives ifyou obtain a Florida Energ} Gauge Rating. Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge web site at wwtyfrec.ucfedufor information and a list of certified Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of Community Affairs at 8501487-1824. 1 Predominant glass type. For actual glass type and areas, ner yGaube® (Veryon: FLmRCSBpages4.0) 4 PROJECT SUMMARY Entire House DEL AIR HEATING,AIR CONDITIONING,R Job: SANTA BARBARA (II & 0 III) 3006 08.13.03rvsd 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 Project• • For: ENGLE HOMES Notes: RVSD 8-31-05 BY EJH CHANGED TO LENNOX EQUIPMENT Design Information Weather: Orlando AP, FL, US Winter Design Conditions Outside db 38 °F Inside db 70 °F Design TD 32 °F Heating Summary Building heat loss 55233 Btuh Ventilation air 0 cfm Ventilation air loss 0 Btuh Design heat load 55233 Btuh Infiltration Method Construction quality Fireplaces Simplified Average 0 Heating Cooling Area (ft') 3001 3001 Volume (ft3) 28768 28768 Air changes/hour 0.70 0.40 Equiv. AVF (cfm) 336 192 Heating Equipment Summary Make n/a Trade n/a Model n/a Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure S th t t n/a 0 Btuh 0 °F 0 cfm 0.000 cfm/Btuh 0.00 in H2O n/a Summer Design Conditions Outside db 93 F Inside db 75 F Design TD 18 F Daily range M Relative humidity 50 Moisture difference 43 gr/lb Sensible Cooling Equipment Load Sizing Structure 49452 Btuh Ventilation 0 Btuh Design temperature swing 3.0 F Use mfg. data y Rate/swing multiplier 1.00 Total sens. equip. load 49452 Btuh Latent Cooling Equipment Load Sizing Internal gains 1610 Btuh Ventilation 0 Btuh Infiltration 5656 Btuh Total latent equip. load 7266 Btuh Total equipment load 56718 Btuh Req. total capacity at 0.70 SHR 5.9 ton Cooling Equipment Summary Make n/a Trade n/a Cond n/a Coil n/a Efficiency n/a Sensible cooling 0 Btuh Latent cooling 0 Btuh Total cooling 0 Btuh Actual airflow 0 cfm Air flow factor 0.000 cfm/Btuh Static pressure 0.00 in H2O Load sensible heat ratio 0paceermosa Printout certified by ACCA to meet all requirements of Manual J 7th Ed.(111 (A wrighitsoft Right -Suite Residenbal5.5.17 RSR26014 2006-Feb21 08:39:02 ACC , E:1Files\ENGLE2002\SantaBarbara3006\SantaBarbara3001\SantaBarbara3001.rsr Page 1 RIGHT-J CALCULATION PROCEDURES A, B, C, D 0 Entire House DEL AIR HEATING,AIR CONDITIONING,R Job: SANTA BARBARA (II & III) 3006 08.13.03rvsd 109 COMMERCE STREET, LAKE MARY. FL 32746-6206 Phone: (407) 831-2665 Procedure A - Winter Infiltration HTM Calculation' 1. Winter infiltration AVF 0.70 ach x 28768 ftz 0.0167 = 336 cfm Isolated zones = 0 cfm Total = 336 cfm 2. Winter infiltration load 1.1 x 336 cfm x 32 °F Winter TD = 11814 Btuh 3. Winter infiltration HTM 11814 Btuh / 599 ft2 Total window = 19.7 Btuh/ft2 and door area Prnr_arlurP R - Summer Infiltration HTM Calculation 1. Summer infiltration AVF 0.40 ach x 28768 2. Summer infiltration load 1.1 x 192 cfm x 18 3. Summer infiltration HTM 3797 Btuh / 599 ft3 x 0.0167 = 192 cfm Isolated zones = 0 cfm Total = 192 cfm F Summer TD = 3797 Btuh ft2 Total window = 6.3 Btuh/ft2 and door area Procedure C - Latent Infiltration Gain 0.68 x 43 gr/lb moist.diff. x 192 cfm = 5656 Btuh Procedure D - Equipment Sizing Loaas 1. Sensible sizing load Sensible ventilation load 1.1 x 75 cfm vent. x 18 °F Summer TD = 0 Btuh Sensible load for structure (Line 19) + 49452 Btuh Sum of ventilation and structure loads = 49452 Btuh Rating and temperature swing multiplier x 1.00 Equipment sizing load - sensible = 49452 Btuh 2. Latent sizing load Latent ventilation load 0.68 x 75 cfm vent. x 43 gr/lb moist.diff. = 0 Btuh Internal loads = 230 Btuh x 7 people. + 1610 Btuh Infiltration load from Procedure C + 5656 Btuh Equipment sizing load - latent = 7266 Btuh Construction Quality is: a No. of Fireplaces is: 0 Printout certified by ACCA to meet all requirements of Manual J 7th Ed. wngFjtsoft RightSLite Residential 5.5.17 RSR26014 2006-Feb21 08:39:02 ACCK E:TiiesIENGLE2002L3antaBarbara30061Sentaaerbara30p1LSantaBarbara3001.rsr Page 1 RIGHT-J WORKSHEET n Entire House DEL AIR HEATING,AIR CONDITIONING,R Job: SANTA BARBARA (II 8 3006 08.13.03rvsd 109 COMMERCE STREET LAKE MARY FL 3274843206 Phone: (407) 831-2665 1 MANUAL J: 7th Ed. Name of room Entire House ZONE 1 ZONE 2 2 Length ofexposed wall 326.0 ft 159.0 ft 167D ft 3 4 Room dmermons Coiings Condit Option 8.8 ft heav000l d 9.4 ft heatA=l d o 8.1 ft heatfocol d o TYPE OF CST HTNI Area Load (Btuh) Area Load (BWh) Area Load (Btt6t) Area Htg ClgEO6URENO. Ht.9 Clg OF) Htg CI9 W ) Htg H Clg 5 Gross a 1413 4.6 2.1 1250 1250 0 0Exposedb13C3212245245 walls and c 12C 2.9 1.9 1354 0 1354 partitions d 0.0 0.0 0 0 0 e 0.0 0.0 0 0 0 f0.0 0.0 0 0 0 6 Wrdowsand a 1C 37.0 287 10608 190 7022 97 3585glass doors Heafug b 8C c 9C 37. 0 38. 7 0 294 0 11384 0 186 0 7202 0 108 0 41fu d 0.0 0 0 0 0 0 0 0 0 0 0 e f 0. 0 0. 0 0 0 0 0 0 0 0 0 7 Windows and WindowsNorth 21.7 135 2914 46 938 89 1975 0 glass doors Cooling NEMW ENV 0. 0 59. 3 0 396 0 23466 0 279 0 16630 0 117 6836 SE/ SW South 0. 0 30. 4 0 51 0 1550 0 51 0 1550 0 0 0 0 Horz 0.0 0 0 0 0 0 0 8 Other doors a 11A 18.9 12.7 18 340 229 18 340 229 0 0 0 b 11A 18.9 112.7 0 0 0 0 0 0 0 0 0 0 0 0 0 0 c0.0 0.0 0 0 0 0 9 Net a 14B 4.6 2.1 874 4026 1799 874 4026 1799 0 0 0 0 exposedb13C3.2 12 227 715 266 227 715 266 0 0 wads aril c 12C 2.9 1.9 1149 3309 2234 0 0 0 1149 3309 0 2234 0 partitions d 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 0 0 0 f0.0 0.0 0 0 0 0 10 Cefnlgs a 16G 1.1 1.4 1566 1654 2170 0 0 0 1566 1654 2 170b 16G 1.1 1.4 55 58 76 0 0 0 55 58 76 c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 d0.0 0.0 0 0 0 0 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 f0.0 0.0 0 0 0 0 0 0 0 11 Floors a 22A 25.9 0.0 159 4121 0 159 4121 0 0 0 0 0 0 Note: room b 0.0 0.0 0 0 0 0 0 0 U 0 0 0 perimeter is displ. c d 0. 0 0. 0 0. 0 0. 0 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 0 0 0 Boors) f 0.0 0.0 0 0 0 0 12 Infiltration a 19.7 6.3 599 11814 3797 394 7771 2498 205 4043 1300 13 Subtotals+8.+11+12 48M 31198 16831 0 Lowexternalheating000 0 Lesstransfer0_ 14 Ductbss stiibutiorl 15°/ 7204 15°/ 4680 0Heating 15 Total loss = 13+14 35877 15°/ 19356 16 Int gains: People Q 300 7 2100 5 1500 2 600 0 Appl. @a, 1200 2 2400 43002 2 2400 27810 0 15191 17SubtotRSHgain=7+8..+12+16 0 Loosexternalcooling000 0 Lesstransfer00-- 18 Cooling redistribution Duct gam 15°/ 0 6450 t5°/ 0 4172 15° 19 Total RSH gatr>=(17+18)'PLF 1.00 2400 49452 2400 1. 00 1400 31982 1400 1. 00 1000 17470 7470toot 20Airrequired (don) Printout certified by ACCA to meet all requirements of Manual J 7th Ed. wrap htsoft Right -Suite Residential 5.5.17 RSR26014 2006-Feb-21 08:39:02 49& E:1Files%ENGLE2002GantsBarbara30081SantaBarbam30011SontaBerbam3001.rsr Page 1 PROJECT SUMMARY 0 ZONE 1 DEL AIR HEATING,AIR CONDITIONING,R Job: SANTA BARBARA (II & III) 3006 08.13.03rvsd 10g COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831.2665 Project Information For: ENGLE HOMES Notes: RVSD 8-31-05 BY EJH CHANGED TO LENNOX EQUIPMENT Design Information Weather. Winter Design Conditions Outside db 38 OF Inside db 70 OF Design TD 32 OF Heating Summary Building heat loss 35877 Btuh Ventilation air 0 cfm Ventilation air loss 0 Btuh Design heat load 35877 Btuh Infiltration Orlando AP, FL, US Method Simplified Construction quality Average Fireplaces 0 Hea16g Co16g Area ft' Volume (ft') 16083 16083 Air changes/hour 0.82 0.47 Equiv. AVF (cfm) 221 126 Heating Equipment Summary Make LENNOX Trade Model Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat 7.7 HSPF 0 Btuh @ 47°F 0 OF 1400 cfm 0.039 cfrrl/Btuh 0.30 in H2O Summer Design Conditions Outside db 93 OF Inside db 75 OF Design TD 18 OF Daily range M Relative humidity 50 Moisture difference 43 gr/lb Sensible Cooling Equipment Load Sizing Structure 31982 Btuh Ventilation 495 Btuh Design temperature swing 3.0 OF Use mfg. data y Rate/swing multiplier 1.00 Total sens. equip. load 32477 Btuh Latent Cooling Equipment Load Sizing Internal gains 1150 Btuh Ventilation 737 Btuh Infiltration 3720 Btuh Total latent equip. load 5607 Btuh Total equipment load 38084 Btuh Req. total capacity at 0.80 SHR 3.4 ton Cooling Equipment Summary Make LENNOX Trade Cond Coil Efficiency 14 EER Sensible cooling 33200 Btuh Latent cooling 8300 Btuh Total cooling 41500 Btuh Actual air flow 1400 cfm Air flow factor 0.044 cfm/Btuh Static pressure 0.30 in H2O Load sensible heat ratio 85 Bold/halic values have been manually overrfdden Printout certified by ACCA to meet all requirements of Manual J 7th Ed. zr- wnghltsoft Right -Suite Residential5.5.17RSR26014 rr" ACCK E:TilesIENGLE20021SentsBarbam3006LSantaBarbara30011SantaBorbara3001.rsr C 1" RIGHT-J CALCULATION PROCEDURES A, B, C, D s ZONE 1 a DEL AIR HEATING,AIR CONDITIONING,R Job: SANTA BARBARA (II 8 III) 3006 08.13.03rvsd 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 Prnrsarhim A - Winter Infiltration HTM Calculation` 1. Winter infiltration AVF 0.82 ach x 16083 ft3 x 0.0167 = 221 cfm 2. Winter infiltration load 1.1 x 221 cfm x 32 'F Winter TD = 7771 Btuh 3. Winter infiltration HTM 7771 Btuh / 394 ft2 Total window = 19.7 Btuh ft and door area Prf%t-arluro R - Ai mmpr Infiltration HTM Calculation 1. Summer infiltration AVF 0.47 ach x 16083 ft3 x 0.0167 = 126 cfm 2. Summer infiltration load 1.1 x 126 cfm x 18 °F Summer TD = 2498 Btuh 3. Summer infiltration HTM 2498 Btuh / 394 ft2 Total window = 6.3 Btuh/ftZ and door area Procedure C - Latent Infiltration Gain 0.68 x43 gr/lb moist.diff. x 126 cfm = 3720 Btuh Procedure D - Equipment Sizing uoaas 1. Sensible sizing load Sensible ventilation load 1.1 x 25 cfm vent. x 18 °F Summer TD = 495 Btuh Sensible load for structure (Line 19) + 31982 Btuh Sum of ventilation and structure loads = 32477 Btuh Rating and temperature swing multiplier x 1.00 Equipment sizing load - sensible = 32477 Btuh 2. Latent sizing load Latent ventilation load 0.68 x 25 cfm vent, x 43 gr/lb moist.diff. = 737 Btuh Internal loads = 230 Btuh x 5 people + 1150 Btuh Infiltration load from Procedure C + 3720 Btuh Equipment sizing load - latent = 5607 Btuh Construction Quality is: a No. of Fireplaces is: 0 BoldAtalic values have been manuaW ovanfdden Printout certified by ACCA to meet all requirements of Manual J 7th Ed. wnghtsoft Right.S Ate Residential 5.5.17 RSR26014 2006-Feb-21 08:39:02 fICGA E:1FilesIENGLE20021SantsBarbara30061SantaBarbara3001lSantsBarbara3001.rsr Page 2 Duct System Summary ZONE 1 DEL AIR HEATING,AIR CONDITIONING,R Job: SANTA BARBARA (II & III) 3006 08.13.03rvsd 10g COMMERCE STREET, LAKE MARY. FL 32746-6206 Prime: (407) 831-2665 Project• • For: ENGLE HOMES External static pressure Pressurelosses Available static pressure Supply / return available pressure Lowest friction rate Actual air flow Total effective length (TEL) Heating 0.30 in H2O 0.06 in H2O 0.24 in H2O 0.12 / 0.12 in H2O 0.381 in/100ft 1400 cfm 63 ft Supply Branch Detail Table Cooling 0.30 in H2O 0.06 in H2O 0.24 in H2O 0.12 / 0.12 in H2O 0.381 in/100ft 1400 cfm Name Design Btuh) Htg cfm) Clg cfm) Design FIR Diam in) Rect Size (in) Duct Mat Actual Ln (ft) Ftg.Egv Ln (ft) Trunk LIVING h 6242 244 191 0.381 8 Ox 0 VIFx 63.0 0.0 2 FOYERIDINING c 8126 273 356 2.000 10 Ox 0 VIFx 12.0 0.0 LAUN h 1631 64 52 3.429 5 Ox 0 VIFx 7.0 0.0 KITCHEN h 2489 97 96 2.000 6 Ox 0 VIFx 12.0 0.0 NOOK h 6732 263 199 0.960 9 Ox 0 VIFx 25.0 0.0 FAMILY -A c 4511 162 197 0.800 8 Ox 0 VIFx 30.0 0.0 1 FAMILY c 4511 162 197 0.667 8 Ox 0 VIFx 36.0 0.0 1 UBRARYBDRMS h 2572 100 85 0.429 6 Ox 0 VIFx 56.0 0.0 2 BATH3 h 897 35 27 0.421 4 Ox 0 VIFx 57.0 0.0 2 Supply Trunk -Detail -Table -- -- Trunk Htg Clg Design Veloc Diam Rect Duct Duct Name Type cfm) cfm) FIR fpm) in) Size (in) Material Trunk 1 Peak AVF 324 395 0.667 503 12 0 x 0 VinlFlx 2 Peak AVF 379 303 0.381 695 10 0 x 0 VinlFlx Wr1ghtsc)ft Right -Suite Residential5.5.17 RSR26014 2006-Feb-21 08:38:36 ACCA E:%FUes1ENGLE20021SentaBerbara3OOeSentaBerbara30011SentsBerbara3001.rsr Page 1 DUCT TREE DIAGRAM ZONE 1 DEL AIR HEATING,AIR CONDITIONING,R Job: SANTA BARBARA (II & III) 3006 08.13.03rvsd 10g COMMERCE STREET, LAKE MARY, FL 32746406 Phone: (407) 831-2665 Project Information For: ENGLE HOMES HENCHIBg Comin6g External Rodpwawm: 0.30 in H2O 0.30 in H2O Pressure' 0.06 in H2O 0.06 in H2O Available RWfftesmaw: 0.24 in H2O 0.24 in H2O SdpW/ Rallem available pressure 0.12 / 0.12 in H2O 0.12 / 0.12 in H2O Acbmt Ilff ion rate 0.381 in/100ft 0.381 in/100ft Actual airflow 1400 cfm 1400 cfm Total EfFecibve ie gg! TEE¢): 63 ft Attn: lines indicate branches and trunks, numbers indicate AVF's SUPPLY TRUNKS AND BRANCHES - SCHEMATIC TREE DIAGRAM FAMILY - A —197. 1 1 394. — FAMILY — 197. LIVING ___ 191. LIBRARY/ BD — 84. BATH3 — 26. FOYER/ DINI —355. < --NO TRUNK LAUN — 51. < —NO TRUNK KITCHEN — 95. < —NO TRUNK NOOK < -- NO TRUNK RETURN TRUNKS AND BRANCHES 302. — wngF- itsoft Right -Suite Residential 5.5.17 RSR26014 2006-Feb-21 08:38:36 AC(>, E:1FUes%ENGLE2002lSantaBarbara3006%santsaarbara30011SantsBarbara3001.rsr Page 1 RIGHT-J WORKSHEET ZONE 1 DEL AIR HEATING,AIR CONDITIONING,R Job: SANTA BARBARA (11 & 111) 3006 08.13.03rvsd 109 COMMERCE STREET LAKE MARY FL 32746.6206 Phone: (407) 831-2665 17t1 Ed. Name of roan ZONE 1 LMNG FOYER/DININGLAI) TMANUALLengthlofexpomsed wal 159.0 ft 28.0 ft 13. 0 x 16.0 ft 26. 0 ft 18. 0 x 14.0 ft 17. 0 ft 16. 0 x 8.0 ft RoomderlsionsCekgs Condit. Option 9.4 ft heaticool d n 9.4 ft heaticool 9.4 it heatl000l 9.4 ft heaVcool TYPE OF CST HfM Area load (Btlh) Area toad (Btuh) Area Load (Btth) Area Load (Bhh) FJa' 06lhiE NO. Htg Clg ft' Htg Clg tt Ht9 Cig ft') Htg Ci9 fe) Htg Cig 5 Gross a 14B 4.6 2.1 1250 263 178 85 75 Exposed b 13C 32 1.2 245 0 66 0 wagsandc12C2.9 1.9 0 0 p partitions d 0.0 0.0 0 0 0 0 0 e0.0 0.0 0 0 f0. 0 0.0 0 0 0 p 6 Wind. and a 1C 37.0 190 7022 67 2476 47 1737 7 259 glass doors b 8C 37.0 0 0 0 0 0 0 36 0 1394 0 0 0 0 Heatingc9Cd 38. 7 0. 0 186 0 7202 0 0 0 0 0 0 0 0 e 0.0 0 0 0 0 0 0 0 0 f 0.0 0 0 0 0 0 0 0 0 7 V*xkws and North 20.4 46 938 0 0 0 0 7 143 0 glassdoesCo ft NEMW ENV 0. 0 59. 6 0 279 0 16630 0 39 0 2122 0 w 0 S9g7 0 0 0 SEISW 0.0 0 0 0 0 0 0 0 0 0 0 0 South30.4 51 1550 m 851 0 0 0 0 0 F1orz0.0 0 0 0 0 8 Otter doors a 11A 18.9 12.7 18 340 229 0 0 0 0 0 0 0 0 0 b 11A 18.9 12.7 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 c0.00.0 0 0 0 0 0 9 Net a 14B 4.6 2.1 874 4026 1799 196 904 404 95 438 196 68 313 140 elposed b 13C 3.2 1.2 227 715 266 0 0 0 66 ma 77 85 268 99 Ovals and c 12C 2.9 1.9 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 partitions d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ef 0. 0 0. 0 0. 0 0. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10 CePmgs a 16G 1.1 1.4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 b16G1.1 0. 0 1. 4 0. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 c d 0.0 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 0 0 0 0 0 f0.0 0.0 0 0 0 0 0 0 0 0 11 Fbnrs a 22A 25.9 0.0 159 4121 0 28 72B 0 26 674 0 17 441 0 0 0 Note: room b 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 painster is displ. c d 0. 0 0. 0 0. 0 0. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 for stab a 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 floors) f 0.0 0.00 0 0 0 0 0 121 Infittration a 19.71 6.3 394 7771 2498 67 1321 425 83 1637 526 7 1381 44 13 Subtotal loss=6+8.+11+12 31198 5428 6088 1419 0 LassexmDW3nalheating000 0 0 0 transferLesstra014 redistribution Ong_ Duct loss 15% 0 4680 15% 814 15% 0 913 15°/ p 213 15 Total loss = 13+14 MM 6242 7001 1631 16 InL gains: People Q 300 5 1500 0 0 1 300 0 0 1 0 600 17 Appl. @ 1200 Subtot RSH gaut=7+8. +1 16 2 2400 27810 0 0 3802 0 7066 10Z7 Less external cooling0 p 0 0 0 0 Lesstransfer000 18 Coding redistribution Duct gain 150 0 4172 15° 0 570 159/ 0 1060 1& 154 19 Total RSH ga'ur=(17+18)-PLF 1.00 31982 100 4372 1 AO 8356 1.00 64 1181 22 Air () 1400 1400 244 191 273 358 Printout certified by ACCA to meet all requirements of Manual J 7th Ed. wrrrghtsoVt Right -Suite Residential 5.5.17 RSR26014 2006-Feb21 08:39:02E: 1Foes1ENGLE2002Zantagarbara30061SantBBarbara3GOl%SantaBarbara3001.rsr Page 2 RIGHT-J WORKSHEET s ZONE 1 DEL AIR HEATING,AIR CONDITIONING,R Job: SANTA BARBARA (11 & III) 3006 08.13.03rvsd 109 COMMERCE STREET LAKE MARY. FL 32746-6206 Phone: (407) 631-2665 1 MANUAL Name of J: 7th Ed. lQTCHEN K FAMILY LBRARY18DRM5 2 3 Length ofexposed war Room dinwsum 24.0 ft 14.0 x 16.0 It 21.0 ft 11.0 x 11.0 ft 22.0 ft 22.0 x 22.0 ft 15.0 it 14.0 x 15.0 It 4 Ceirgs Condit option 9.4 ft heaV000l 9.4 ft hBatf000l 9.4 ft haatkool 9.4 ft heatr0001 TYPE OF CST HfM Area Load (Btuh) Area Load (Btuh) Area Load (Btuh) Area Load (Btuh) ENURE NO. Htg Clg fF) Htg Clg ft) Htg Clg OF) Htg CIg OF) Htg I Clg 5 Gross a 14B 4.6 2.1 132 197 207 141 0Exposedb13C32129400 0 0wallsandc12C2.9 1.9 0 0 0 partitions d 0.0 0.0 0 0 0 0 0e0.0 0.0 0 0 0 0f0.0 0.0 0 0 6 Wttdows and a 1C 37.0 0 0 39 1441 0 0 21 0 850 0glassdoors Heating b 8C c 9C 37.0 38.7 0 0 0 0 0 44 0 1704 0 106 0 4104 0 0 d 0.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0e f 0.0 0.0 0 0 0 0 0 0 0 0 7 Wndows and North 20.4 0 0 39 796 0 0 0 0 0 0 0glassdoors Cooling NENW ENV 0.0 59.6 0 0 0 0 0 44 0 2394 0 106 5766 0 0 SE/SW 0.0 0 0 0 0 0 0 0 0 0 0 0 0 699South Hoe 30.4 0.0 0 0 0 0 0 0 0 0 0 0 8 Other doors a 11A 18.9 12.7 18 340 229 0 0 0 0 0 0 0 0 0 0b11A10.0 12.7 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 c 0.0 0.0 9 Net a 14B 4.6 2.1 132 608 272 114 527 236 101 464 208 118 544 243 0exposedb13C3212762398900000000 walls and c 12C 2.9 1.9 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 partitions d e 0.0 0.0 0.0 0.0 0 0 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 0 10 Ce6ugs a 16G b 16G 1.1 1.1 1.4 1.4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0d e 0.0 0.0 0.0 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 0 11 Floors a 22A 25.9 0.0 24 622 0 21 544 0 22 570 0 1 0 389 0 0 0Note: room b 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 pertrneter is displ. c d 0.0 0.0 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 for stab a 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0Boors) f 0.0 0.0 0 0 0 0 121 Inditoation a 1 19.7 6.3 18 355 114 83 1637 526 106 2091 672 23 454 146 13 Subtotal loss=6+8.+11+12 2165 7230 2 0Lessextemalhealing"" 0 0 0 0 0 0Lesstransfer00 14 Heating redstrQxrtion Duct loss 15°/ 0 325 150 0 878 15°/ 0 1084 151/ 3W 15 Total loss = 13+14 2489 6732 8314 2572 16 Int.gains: People @ 300 0 0 0 0 4 1200 0 0 1 0 17 1200 Subtot RSH gau>=7+8+ 2 16 1 1200 19D4 0 0 3951 0 7846 16BB Less extemal cooling 0 w 0 0 0 0 0 0Lessmistertra0 18 Coolirig red Ductggain istribution 151 286 159 593 15°/ 1177 191/ 253 19 Total RSH gakMl7+18)-PLF 1.00 2190 1.00 4544 1 00 324 9023 395 1.00 100 1941 B520Airrequired (din) 97 96 20"3 199 Printout certified by ACCA to meet all requirements of Manual J 7th Ed. wr ght50f C RighlSuite Residential 5.5.17 RSR26014 2006-Feb21 08:39:02 A& E:W estENGLE2002LSontaBarbara30061SantsBarbara3DOl%Santaaarbars3001.rsr Page 3 RIGHT-J WORKSHEET ZONE 1 DEL AIR HEATING,AIR CONDITIONING,R 109 COMMERCE STREET, LAKE MARY. FL 32746-6206 Phone: (407) 831-2665 Job: SANTA BARBARA (11 & III) 3006 08.13.03rvsd MANUAL J: 71h Ed. 1 Name of room BATED 2 Length of exposed wall 6.0 ft 3 Room drnensions 6.0 x 14.0 ft 4 Ceirgs Condit Option 9.4 It heatkool TYPE OF CST HfM Area Load (BLih) Area Area HC9 C19 Area HCq C19 DFOSURE NO. mg Clg On mg Clg mg Clg 5 Gross a 14B 4.6 2.1 56 Exposed b 13C 3.2 1.2 0 walls and c 12C 2.9 1.9 0 partitions d 0.0 0.0 0 f 0.0 0.0 0 6 Windowsand a 1C 37.0 7 259 glass doors b 8C 37.0 0 0 Heating c 9C 38.7 0 0 e 0.0 0 0 f 0.0 0 0 7 Windows and North 20.4 0 0 glass doors Goofing NENW EM 0.0 59.6 0 7 0 381 SEISW 0.0 0 0 South 30.4 0 0 Horz 0.0 0 0 8 Other doors a 11A 18.9 12.7 0 0 0 b 11A 18.9 12.7 0 0 0 c 0.0 0.0 0 0 0 9 Net a 14B 4.6 2.1 49 228 102 eposed b 13C 3.2 1.2 0 0 0 walls and 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 10 Cebigs a 16G 1.1 1.4 0 0 0 b 16G 1.1 1.4 0 0 0 c 0.0 0.0 0 0 0 d 0.0 0.0 0 0 0 e 0.0 0.0 0 0 0 f 0.0 0.0 0 0 0 11 Floors a 22A 25.9 0.0 6 156 0 Note: room b 0.0 0.0 0 0 0 per611eter c 0.0 0.0 0 0 0 is d'rspl. d 0.0 0.0 0 0 0 for stab a 0.0 0.0 0 0 0 floors) f 0.0 0.0 0 0 0 12 Infiltration a 19.71 6.3 71 138 44 13 Subtotal11+12 780 Less external heafirg 0 Less transfer 0--- 14 Haafing redistrbition Duct loss 150/ 0 117 u/ c 15 Total loss = 13+14 897 16 Int. gains: People @ 300 0 0 n 1200 0 0 17 Sublot RSH gain=7+12+16 527 Less external mating 0 0 LesstransferC, 00lingredistribution 79 o 18 Duct gain 150M 19 Total RSH 9*Ml7+18)-PLF 1.00 606 20 A'rrrequired (dm) 35 Printout certified by ACCA to meet all requirements of Manual J 7th Ed. wr raghtsOft Right -Suite Residential 5.5.17 RSR26014 200SFeb 21 0Page 4E:1Faes1ENGLE2002tSantaBarbara3006GantsBarbara30011SantsBerbara3001.rsr Page 4 PROJECT SUMMARY 0 ZONE 2 DEL AIR HEATING,AIR CONDITIONING,R Job: SANTA BARBARA (II & III) 3006 08.13.03rvsd 109 COMMERCE STREET, LAKE MARY, FL 32746.6206 Phone: (407) 831-2665 For. ENGLE HOMES Notes: RVSD 8-31-05 BY EJH CHANGED TO LENNOX EQUIPMENT Design Information Weather. Orlando AP, FL, US Winter Design Conditions Outside db 38 OF Inside db 70 OF Design TD 32 OF Heating Summary Building heat loss 19356 Btuh Ventilation air 0 cfm Ventilation air loss 0 Btuh Design heat load 19356 Btuh Infiltration Method Simplified Construction quality Average Fireplaces 0 Heatingg Cool' Area (ft2) 1395 139b Volume (f 3) 12685 12685 Air changes/hour 0.54 0.31 Equiv. AVF (cfm) 115 66 Heating Equipment Summary Make LENNOX Trade Model Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat 8.2 HSPF 0 Btuh @ 47'F 0 OF 1000 cfm 0.052 cfm/Btuh 0.30 in H2O Summer Design Conditions Outside db 93 OF Inside db 75 OF Design TD 18 OF Daily range M Relative humidity 50 Moisture difference 43 gr/lb Sensible Cooling Equipment Load Sizing Structure 17470 Btuh Ventilation 990 Btuh Design temperature swing 3.0 OF Use mfg. data y Rate/swing multiplier 1.00 Total Sens. equip. load 18460 Btuh Latent Cooling Equipment Load Sizing Internal gains 460 Btuh Ventilation 1474 Btuh Infiltration 1936 Btuh Total latent equip. load 3870 Btuh Total equipment load 22330 Btuh Req. total capacity at 0.80 SHR 1.9 ton Cooling Equipment Summary Make LENNOX Trade Cond Coil Efficiency 14.5 EER Sensible cooling 23200 Btuh Latent cooling 5800 Btuh Total cooling 29000 Btuh Actual air flow 1000 cfm Air flow factor 0.057 cfm/Btuh Static pressure 0.30 in H2O Load sensible heat ratio 83 Bold/italic values have been manually ovanldden Printout certified by ACCA to meet all requirements of Manual J 7th Ed. wnghtsoft RlghlSulte Residenbal5.5.17 RSR26014 2006-Feb-21 08:39:02 ACC 1, E:%Fdes1ENGLE2002ZantaBarbara3006%SantaBarbara3GOlZantaBarbara3001.rsr Page 3 RIGHT-J CALCULATION PROCEDURES A, B, C, D ZONE 2 DEL AIR HEATING,AIR CONDITIONINGA Job: SANTA BARBARA (11 & 0 III) 3006 08.13.03rvsd 109 COMMERCE STREET. LAKE MARY. FL 32746-6208 Phone: (407) 831-2685 Procedure A - Winter Infiltration HTM Calculation* 1. Winter infiltration AVF 0.54 ach x 12685 ft3 x 0.0167 = 115 cfm 2. Winter infiltration load 1.1 x 115 cfm x 32 *F Winter TD = 4043 Btuh 3. Winter infiltration HTM 4043 Btuh / 205 ft2 Total window = 19.7 Btuh/ft2 and door area Procedure R - Summer Infiltration HTM Calculation 1. Summer infiltration AVF 0.31 ach x 12685 ft3 x 0.0167 = 66 cfm 2. Summer infiltration load 1.1 x 66 cfm x 18 *F Summer TD = 1300 Btuh 3. Summer infiltration HTM 1300 Btuh / 205 ft2 Total window = 6.3 Btuh/ft2 and door area Procedure C - Latent Infiltration Gain 0.68 x 43 gr/lb moist.diff. x 66 cfm = 1936 Btuh Procedure D - Equipment Sizing I_oaas 1. Sensible sizing load Sensible ventilation load 1.1 x 50 cfm vent. x 18 *F Summer TD = 990 Btuh Sensible load for structure (Line 19) + 17470 Btuh Sum of ventilation and structure loads = 18460 Btuh Rating and temperature swing multiplier x 1.00 Equipment sizing load - Sensible = 18460 Btuh 2. Latent sizing load Latent ventilation load 0.68 x 50 cfm vent. x 43 gr/lb moist.diff. = 1474 Btuh Internal loads = 230 Btuh x 2 people + 460 Btuh Infiltration load from Procedure C + 1936 Btuh Equipment sizing load - latent = 3870 Btuh Construction Quality is: a No. of Fireplaces is: 0 Bold/italic values have been manually overrfdden Printout certified by ACCA to meet all requirements of Manual J 7th Ed. wr oghtsoft Right -suite Residential 5.5.17 RSR26014 2006-Feb21 08:39:02 X'CA E:1Poes1ENGLE2002LSentaBarbara3006ZantaBarbam3001lSantaBarbara3001.rsr Page 3 AdL Duct System Summary 004 1 ZONE 2 DEL AIR HEATING,AIR CONDITIONING,R Job: SANTA BARBARA (II & III) 3006 08.13.03rvsd 109 COMMERCE STREET, LANE MARY. FL 32746.6206 Phone: (407) 831.2665 Mill M• • For. ENGLE HOMES External static pressure Pressure losses Available static pressure Supply / return available pressure Lowest friction rate Actual airflow Total effective length (TEL) Heating Cooling 0.30 in H2O 0.30 in H2O 0.06 in H2O 0.06 in H2O 0.24 in H2O 0.24 in H2O 0.12 / 0.12 in H2O 0.12 / 0.12 in H2O 0.774 in/100ft 0.774 in/100ft 1000 cfm 1000 Cfm 31 ft Supply Branch Detail Table Name Design Btuh) Htg cfm) Clg cfm) Design FIR Diam in) Rect Size (in) Duct Mat Actual Ln (ft) Ftg.Egv Ln (ft) Trunk BDRM2 h 3442 178 158 0.889 7 Ox 0 VIFx 27.0 0.0 2 UP-FOY C 1599 82 92 1.091 5 Ox 0 VIFx 22.0 0.0 2 BDRM4 h 3288 170 151 0.923 7 Ox 0 VIFx 26.0 0.0 MSTR.BTH h 3901 202 191 0.774 8 Ox 0 VIFx 31.0 0.0 1 MSTR.BR c 4191 215 240 1.091 8 Ox 0 VIFx 22.0 0.0 1 BATH2 C 687 34 39 0.923 4 Ox 0 VIFx 26.0 0.0 2 BDRM3 c 2269 120 130 0.800 6 Ox 0 VIFx 30.0 0.0 2 Supply Trunk Detail Table Trunk Htg Clg Design Veloc Diam Rect Duct Duct Name Type cfm) cfm) FIR fpm) in) Size (in) Material Trunk 1 Peak AVF 830 849 0.774 546 16 16 x 14 VinlFlx 2 Peak AVF 414 418 0.800 533 12 0 x 0 VinlFlx 1 wnghtsofC Right -Suite ReSidentiai 5.5.17 RSR26014 2008-Feb-21 08:38:36 ACC; , E:1F es1ENGLE2002GantaBarbara3006GantaBarbara30011SentaBarbare3001.rsr Page 2 IALI DUCT TREE DIAGRAM ZONE 2 DEL AIR HEATING,AIR CONDITIONING,R Job: SANTA BARBARA (II & III) 3006 08.13.03rvsd 109 COMMERCE STREET, LAKE MARY. FL 32746-6206 Phwe: (407) 831-2665 Project• • For. ENGLE HOMES HEN&WI g CC©isift External EftIftlRessuim: 0.30 in H2O 0.30 in H2O Pressure' 0.06 in H2O 0.06 in H2O AvailablerM: 0.24 in H2O 0.24 in H2O 6dp0*/PjAern available pressure 0.12 / 0.12 in H2O 0.12 / 0.12 in H2O AcMEt fbon rate 0.774 in/100ft 0.774 in/100ft Actual air flow 1000 Cfm 1000 cfm Total EfteCtive bmj# h(TE14): 31 ft Attn: lines indicate branches and trunks, numbers indicate AVF's SUPPLY TRUNKS AND BRANCHES - SCHEMATIC TREE DIAGRAM MSTR.BTH —190. 1 1 849• MSTR.BR —239. BDRM2 -157. 2 418. — UP-FOY —91. BATH2 —39. BDRM3 BDRM4 —150. — < --NO TRUNK RETURN TRUNKS AND BRANCHES wrllghtsoft Right -Suite Residentlal 5.5.17 RSR26014 2006-Feb-21 08:38:36 ACCA E:WdesTNGLE2002ZantsBarbara30o61SentaBarbam30011SantaBarbara3001.rsr Page 2 RIGHT-J WORKSHEET ZONE 2 DEL AIR HEATING,AIR CONDITIONING,R Job: SANTA BARBARA (II & III) 3006 08.13.03rvsd 109 COMMERCE STREET. LAKE MARY. FL 32746-6206 Phone: (407) 831-2665 MANUAL 171h Ed. 1 Name d room ZONE 2 BDRM2 UP-FOY BDRM4 274CeLength ofexposed wall 167D ft 32.0 ft 7.0 ft 27.0' ft 3 Room dmnsensio 18.0 x 13.0 ft 7.0 x 18.0 ft 12.0 x 18.0 ft figs Condit. Option 8.1 It heaVcool d n 8.1 ft heaUcool 8.1 It IheaVcool 8.1 ft heaVcool TYPE OF CST HMI Area Load (Btuh) Area Load (Btuh) Area Load (Btuh) Area Load (Btuh) E* OSI W tE NSO HIg I C 9 F) Ht9 I Cig OF) m9 I C19 ff) HC9 I CIg Hf9 I G9 5 Gross a 14B 4.6 2.1 0 0 0 0Exposed b13C3.2 12 0 0 0 0 walls and c 12C 2.9 1.9 1354 259 57 219 partitions d 0.0 0.0 0 0 0 0 e 0.0 0.0 0 0 0 0 f0. 0 0.0 0 0 0 0 6 Widows and a 1C 37.0 97 3585 0 0 20 739 0glass doorsb8C37.0 0 0 0 0 0 0 0Heating c9C38.7 108 4182 36 1394 0 0 1394d 0.0 0 0 0 0 0 0 1000 0e 0.0 0 0 0 0 0 0 0f 0.0 0 0 0 0 0 0 0 7 VVIndaas and North 22.3 m 1975 16 330 13 370 11 330 glass doors NE WV 0.0 0 0 0 0 0 0 0 0 Cooling ENV 58.7 117 6836 20 1077 7 647 1077 SEISW 0.0 0 0 0 0 0 0 0 0 South 0.0 0 0 0 0 0 0 0 0 Florz 0.0 0 0 0 0 0 0 0 0 8 Other doors a 11A 18.9 12.7 0 0 0 0 0 0 0 0 0 0 0 0 b 11A 18.9 12.7 0 0 0 0 0 0 0 0 0 0 0 0 c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 9 Net a 14B 4.6 2.1 0 0 0 0 0 0 0 0 0 0 0 0 exposed b 13C 3.2 12 0 0 0 0 0 0 0 0 0 0 0 0 wads andc 12C 2.91.9 1149 3309 2234 223 642 434 37 107 72 183 527 356 partitions d 0.0 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 0 f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 10 Ce9elgs a 16G 1.1 1.4 1566 1654 21M 234 247 324 128 133 175 216 228 299 b 16G 1.1 1.4 55 58 76 0 0 0 0 0 0 0 0 0 c 0.0 0.0 0 0 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 0 e 0.0 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 0 11 Floors a 22A 25.9 0.0 0 0 0 0 0 0 0 0 0 0 0 0 Note: room to 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 perimeter c 0.0 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 0 for slab a 0.0 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 0 0 12 Infilhation a 1 19.7 6.3 205 4043 1300 36 710 22B 20 394 127 36 7101 228 13 Subtotal los5=6+8..+11+12 16831 29M 1373 2859 0 Lessaxtatlalheating0000 0 Lesstransfer0014 Heating _ Duct loss bution 150/ 2525 15°/ 0 w 15% 0 U 151 15 Total loss = 13+14 19356 3442 1579 3288 16 Int gains: People Q 300 2 600 0 0 0 0 0 0 0 0 17 a1200 Subtot RSH gairr-7+8..+tf+16 0 0 15191 0 0 2394 0 0 1391 2291 Less external coo° nig 0 0 0 0 0 Low transfer 0018Codingredistribution Duct gain 15°/ 0 2279 15° 0 359 150/ 209 15°/ 344 19 Total RSH ga n 17+18)-PLF 1.00 174M 1.00 7753 1.00 1599 1.00 170 2635 151 a Air required (dm) 1000 1000 178 1581"" ffi 92 Ptintout Certified by ACCA to meet all requirements of Manual J 7th Ed. wry j htsoft RighlStdte Residential 5.5.17 RSR26014 2006 Feb 21 08:39:02 E:tFGes1ENGLE20021SantaBarbara3006L%niaBarbara3001GSantsBarbara3001. rsr Page 5 RIGHT-J WORKSHEET R ZONE 2 DEL AIR HEATING,AIR CONDITIONING,R Job: SANTA BARBARA (II & III) 3006 08.13.03rvsd 109 COMMERCE STREET. LAKE MARY, FL 32746-6208 Phone: (407) 831-2665 1 J: 71h Ed. Name of room MSTR.BTH MSTR.BR SATH2 BDRM3 J4MANUAL2 3 Lengthgth of exposed wall Room dirnermorts 47.0 ft 12.0 x 24.0 ft 18.0 ft 18.0 x 20.0 It 6.0 ft 6.0 x 18.0 ft 30.0 ft 13.0 x 18.0 ft Cekgs Condit Option 8.1 ft heatcool 8.1 It heat000l 8.1 ft heaticool 8.1 ft haatcool TYPE OF CST HTM Area Load (Btuh, Area Load (Bbh) Area Load (Bb h) Area Load (Bbrh) DARE NO. HC9I cig OF) m9 I Cl9 fF) m9 I G9 ft.) mg I Cig OF) mg 09 5 Gross a 148 4.6 2.1 0 0 0 0 0wagsand b 13C c 12C 32 2.9 12 1.9 0 381 0 146 0 49 243 partitions d 0.0 0.0 0 0 0 0 0e0.0 0.0 0 0 0 6 Wind -sand a 1C 37.0 37 1368 14 517 6 222 20 739 glass doors b BC 37.0 0 0 0 0 36 0"' 1394 0 0 0 0 0 0 0 0Heatingc9C38.7 0 0 0 0 0 0d a 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 7 VNrtdows and North 223 21 428 22 516 0 0 0 0 0classdoors Coorng NEMW E/W 0.0 58.7 0 16 0 8m 0 28 0 1750 0 6 0 326 0 20 1086 SE/SW 0.0 0 0 0 0 0 0 0 0 0 0 0South Horn 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 0 8 Other doors a 11A 18.9 127 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0b11A18.9 12.7 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0c0.0 0.0 9 Net a 14B 4.6 2.1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0exposed wallsand b 13C c 12C 3.2 2.9 12 1.9 0 344 0 991 669 96 Z76 187 43 124 84 zn 642 434 partitions d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 e f 0.0 0.0 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10 Callings a 16G 1.1 1.4 288 304 399 360 380 499 108 114 150 247 324 b 16G 1.1 1.4 0 0 0 55 58 76 0 0 0 0 0 0 0 0 0c d 0.0 0.0 0.0 0.0 0 0 0 0 0 0 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 0 0 0 0 0 0 0 0f0.0 0.0 0 0 0 0 0 11 Floors a 22A 25.9 0.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0Note: room b 0.0 0.0 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 perimeter is displ. c d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0forslab floors) a f 0.0 0.0 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12 Infiltration a 19.7 6.3 37 730 2351 50 986 317 6 118 38 20 394 127 13 Subtotal bss=6+8, +11+12 3392 3612 bm 0 0Lessextemalheating00 0 0 0Lesstransfer"" 0 0 0 14 Healing redistribtrtiort Duct loss 150/ 0 509 150/ 0 542 15°/ 87 15°/ 303 15 Total loss = 13+14 3901 4154 1 665 2326 16 Int. gains: People Q 300 1 300 1 300 0 0 0 0 0 0 0 17 Appl. @ 12M Subtot RSH gain=7+8_+1E+16 0 0 2901 0 0 3645 0 598 1973 Less extemal cocA g 0 0 0 0 0 0 0Lesstransfer0 15°/ 0 0 18 Cooling recistrfbution 15°/ 435 0 547 15° 90 1S/ 296 19 Total RSH gain=(17+18)'PLF 1.00 3336 1.00 4191 240 1.00 34 687 39 1.00 120 2289 130 120, Air (dm) 202 191 215 Printout certified by ACCA to meet all requirements of Manual J 7th Ed. wr7ght50R RightStite Residential 5.5.17 RSR26014 2006-Feb-21 08:39,02 A& E:WUesIENGLE2002%SantaBarbara30061SantaBarbara3001lSentaBorbam3001.rsr Page 6 RIGHT-J WINDOW DATA 0 DEL AIR HEATING,AIR CONDITIONING,R Job: SANTA BARBA" (II & III) 3006 08.13.03rvsd 109 COMMERCE STREET, LAKE MARY, FL 32746.6208 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 LIVING a n S a c n 0 d 1 1 90 1.0 1.0 20.0 6.0 30.4 28.0 0.0 a n e a c n 0 d 1 1 90 1.0 1.0 10.0 6.0 54.4 39.0 0.0 FOYER/DINING a n e a c n 0 d 1 1 90 1.0 1.0 10.0 6.0 54.4 39.0 0.0 a n e a c n 0 n 1 1 90 1.0 1.0 10.0 1.5 87.4 8.0 0.0 c n e a c n 0 n 1 1 90 1.0 8.0 10.0 7.0 87.4 36.0 0.0 LAUN a n n a c n 0 d 1 1 90 1.0 1.0 1.0 3.0 20.4 7.0 0.0 a -,n n a c n 0 d c ,n W a c n 0 d c n W a c n 0 d c n W a c n 0 d a n S a C n 0 d a n w a c n 0 d c n e c c n 0 d a n e c C n 0 n KITCHEN NOOK 1 1 90 1.0 1.0 14.0 6.0 20.4 39.0 0.0 1 1 90 1.0 1.0 10.0 8.0 54.4 44.0 0.0 FAMILY 1 1 90 1.0 1.0 10.0 8.0 54.4 88.0 0.0 1 1 90 1.0 1.0 10.0 7.0 54.4 18.0 0.0 LIBRARY/BDRM5 1 1 90 1.0 1.0 18.0 5.0 30.4 23.0 0.0 BATH3 1 1 90 1.0 1.0 10.0 4.0 54.4 7.0 0.0 BDRM2 1 1 90 1.0 5.0 1.0 7.0 54.4 36.0 16.2 UP-FOY 1 1 90 1.0 5.0 1.0 5.0 87.4 20.0 12.6 WPlghtsc) t Right-s dto Residential 5.5.17 RSR26014 2006-Feb-21 08:39,02 Ao(:; { E:WgesXENGLE2002ZantaBorbara3006%SantaBarbara3wi%SantaBarbwa3001.rsr Page 1 BDRM4 c n e c c n 0 d 1 1 90 1.0 5.0 1.0 7.0 54.4 36.0 16.2 MSTR.BTH a n n c c n 0 d 1 1 90 1.0 1.0 7.0 3.0 20.4 5.0 0.0 a n n c c n 0 d 1 1 90 1.0 1.0 4.0 4.0 20.4 16.0 0.0 a n w c c n 0 d 1 1 90 1.0 1.0 1.0 4.0 54.4 16.0 0.0 MSTR.BR a n w c c n 0 n 1 1 90 1.0 5.0 1.0 7.0 87.4 14.0 6.3 c n w c c n 0 d 1 1 90 1.0 5.0 1.0 7.0 54.4 36.0 16.2 BATH2 a n w c c n 0 d 1 1 90 1.0 1.0 1.0 3.0 54.4 6.0 0.0 BDRM3 a n w c c n 0 d 1 1 90 1.0 1.0 1.0 5.0 54.4 20.0 0.0 WP7 htSOft RightSt to Residential 5.5.17 RSR26014 2006-Feb-21 08:39:02 4CCA E:1FilesT=NNGLE2002%SantaBarbare3006\SantaBarbara30011SantaBarbara3001.rsr Page 2 3" bath di to rooF 'c w/fan Nutone bath duct 4" bath duct3" J to roof cap to roo` cap w/Fan w/fan -light Nutone 696RNB Nutone 763RLN D 1 : u S -_9 a,, i Mill12.6 1. d130 Q 0 r i to m — O m w w Ili o It d N In In r LOv1vI1)x70 REN 1- w- r 0 lllyyyggAAA••...cAcAcA titiyiJ NppN///99yyyyl' platformmer by R 0 z.s t7at mna... ez a. lon Wn ey drQ N stole 4ie'=PO' { (n Q SECOND FLOOR ELECTRICAL PLAN OQ Oo W o fir_. sxs . z O t FIRST FLOOR ELECTRICAL PLAN `z < O F— rn > Rating z o } N m w > z o z a iu 3 JQI- m 4 5 J 0 0 0 Must have o minlnun Clearance of 4 Inches around the dr hand r per the State Energy Code. All duct has on r=6 Insulplion value. [O d J UJ 0 POWER OF ATTORNEY Date : 9 /,P- / Id (e I hereby name and appoint Valerie Furrer / KeKalani Vazquez of Engle Homes Orlando to be my lawful attorney in fact to act for me and apply to the Orange County Building Department for a Residential Building permit for work to be performed at a location described as: Section 34, Township 19, Range 30, LotJ4, Block Subdivision: Kay's Landing Phase 1 Address of Job: 65-5- Owner of Property and Address: Engle Homes Orlando 11301 Corporate Blvd. 303 Orlando, FL 32817 And to sign my name and do all things necessary to this appointment. William Colby Franks Type or Print VamF of Certified Contractor SiYnature of Certified Contractor State of Florida County of Orange The foregoing instrument was acknowledged this day of 2 D04r, by William Colby Franks, who personally appeared before me and acknowledged that he/she signed the instrument voluntarily for the purpose expressed in it. Personally Known Produced Identification Type f Identificatio ignatur otary Public, State of Florida Kimberly Kaminer Print or Type Name of Notary Public Seal) O PFY PO Kimberly Kamine, Commission # D 42569 , O' Expires May 4, 2009 crFBnnd•a Troy F@h • rnwranc•, rr,Ie00-3e5-7019 Seminole County Property Appraiser Get Information by Parcel Number Page I of I r DAYID JOHNSON, CFh, hSh d:' PROPERTY 31L—LAPPRAISER SEMINOLE COUNTY FL. 1101 E. FIRST 5T SANFORD, FL32771-146a407 6613750E 2006 WORKING VALUE SUMMARY Value Method: Market GENERAL Number of Buildings: 0 Parcel Id: 34-19- 30-519-0000-0340 Depreciated Bldg Value: $0 Owner: TOUSA HOMES INC Depreciated EXFT Value: $0 Mailing Address: 11315 CORPORATE BLVD STE 250 Land Value (Market): $62,000 City,State,ZipCode: ORLANDO FL 32817 Land Value Ag: $0 Property Address: 355 PORCHESTER DR SANFORD 32771 Just/Market Value: $62,000 Subdivision Name: KAYS LANDING PHASE 1 Assessed Value (SOH): $62,000 Tax District: S1-SANFORD Exempt Value: $0 Exemptions: Taxable Value: $62, 000 Dor: 00-VACANT RESIDENTIAL Tax Estimator 2006 Notice of Proposed Property Tax SALES Deed Date Book Page Amount Vac/Imp Qualified 2005 VALUE SUMMARY CORRECTIVE 06/2006 06306 1619 $100 Vacant No 2005 Tax Bill Amount: $ 539 DEED 2005 Taxable Value: $ 27,000 SPECIAL 12/2005 06054 0807 $1,068,700 Vacant No DOES NOT INCLUDE NON -AD VALOREM WARRANTY DEED ASSESSMENTS Find Comparable Sales within this Subdivision LAND LEGAL DESCRIPTION Land Assess Frontage DeLand Unit Land pth PLATS: Pick... Method Units Price Value LOT 34 KAYS LANDING PHASE 1 PB 67 PG5 LOT 0 0 1.000 62,000.00 $62,000 41 - 43 NOTE: Assessed values shown are NOT certified values and therefore are subject to change before being finalized for ad valorem tax purposes. If you recently purchased a homesteaded property your next ear's property tax will be based on JusUMarket value. http://www.scpafl.org/web/ re_web.seminole_county_title?parcel=34193051900000340&c... 9/19/2006 SANTA BARBARA ELEVATION 1 FLOOR 2-CAR 50-0-0 47-4-0 to to co HT o Hn d a d I d rz 9. O.C. I cV J 3 rnCDI-n m m FT19 rule jj FT19 FG21 l FT19 F— BRG WALL .10 n cv N v N `` FT19 t t t t(L-21 m I FT19 I FT19 P RE`' S i*pRD Cvl0 13- 4-0 6-0-0 11-4-0 19-4-0 50- 0-0 0 1I Ln z Y U U ON V) 0 Q oQ JpLL_ ZU 3 LL_ 00 I— _ U D a o w1-- Qw 2V) n U) 0 d U Q I- 0 ( n Z UO'0 W J LL I— pQQ Q> Of Ld (nCO V) oa_j NoDpQ rZww ow= z0 LL_ U) WQLj Q= OwL,lCO Z~ Z m m J H_ O p (Q < pww00 wOfOoZUnI-Oow- w U LL Itr n LIJ W LL In Q D CO ww Q In 0 H( nl— i—JQ EAST COAST LUMBER TRUSS DIVISION CUSTOMER: ENGLE HOMES JOB NAME: DATE: 4-30-97 REVISED: 2-8-06 PAGE 1 OF 3 SBI2CFL MI IN ACCORDANCE PATH THE FLORIDA ADMINISTRATIVE CODE 61G15S- 31.003 (3) (c), EAST COAST LUMBER IS THE 'TRUSS DESIGN ENGINEER'. TRUSSES ARE DESIGNED IN ACCORDANCE WITH THE FLORIDA BUILDING CODE 2004. NOTE: BY APPROVING THIS PLACEMENT PLAN, THE CUSTOMER ACKNOYVLEDGES THAT THIS PLACEMENT COMPLIES WH THE STRUCTURAL INTENT OF THE PROJECT. 2255 AVOCADO AVE. MELB., FL. 32935 OFFICE: ( 321)254-1581 FAX: 321) 254-1582 5285 ST. LU IE BLVD. FT. PIERCE FL. 34946 OFFICE: ( 772)466-2480 FAX: (772)466-5336 BUILDER' S WARNING* THIS LAYOUT IS FOR PLACEMENT OF ENGINEERED COMPONENTS. FOR ERECTION AND INSTALLATION TEMPORARY AND PERMANENT) FOLLOW INSTRUCTIONS ON BCSI-B1 SUMMARY SHEETS AND FINAL ENGINGEERING SHEETS FOR EACH TRUSS. SEE FINAL ENGINEERING SHEETS FOR NUMBER OF GIRDER PLIES AND CONNECTION. ALTERATIONS AND/OR REPAIRS TO TRUSSES MUST BE APPROVED IN ADVANCE BY OUR ENGINEERING DEPARTMENT. BACKCHARGES WILL NOT BE ACCEPTED UNLESS OUR ENGINEERING DEPARTMENT APPROVES THEM IN ADVANCE. 9- 4-0 PLATE HT HELD BACK 1" 8' L8*' DESIGN BY: ACJ ACAD BY: KSM DESIGN CRITERIA COUNTY: - CODE: FBC-ASCE 7 LOADING: 55 psf MVJF SPEED: 120 M.P.H. SCALE: 1/8" a 1'-0' EXPOSURE CATEGORY = 8 MEAN HEIGHT: 15-0' IMPORTANCE FACTOR = I BUILDING TYPE: a ENCLOSED TRUSS SPACING 19.2' & 24' 0 C. EXCEPT AS NOTED GRAVITY LOADS FLOOR ROOF TC UVE: 40p5I TC LIVE: 20psf TC DEAD: IOpsf TC DEAD: 15pst 8C LIVE: OOpsf BC LIVE: OOpsf BC DEAD: 05psf BC DEAD. 05psf OUR FACTOR: 1.00 OUR FACTOR: 1.25 ADDITIONAL LOADS PER FBC & FRC NON - CONCURRENT BC LL IOpsf FBC TABLE 1607.1.27 FRC TABLE R301.4 (NOTE 8) CONCURRENT BC STORAGE LL 20psf FBC TABLE 1607.1.27 FRC TABLE R301.4 (NOTE B.G,H) NON - CONCURRENT BC MOMNG LL 200f FBC TABLE 1607.1.31 DEFINITIONS MWF = MAIN o1NO FORCE TC - TOP CHORD BC = BOTTOM CHORD LL = LIVE LOAD OL = DEAD LOAD psf = POUNDS PER SOUARE FOOT f = POUNDS 0 41 M 010 50-0-0 47-4-0 2-0-0 I II I I II I I I I II I II I jII III `Y/ II \ \ II I LEDGER BY BLDR. \ I I II/----------- H26------------------` I I G20 v----------- BEAM BY BL[ 10-10-0 cm 10-0-0 9-10-0 50-0-0 In cv) 19-4-0 U U SANTA BAR BARA ELEVATION 1 LOWER ROOF 2-CAR 0 CID 01 CD I I ti cI10 GE22 M24 M24 0Iv V y> 0-4 EAST COAST LUMBER TRUSS DIVISION CUSTOMER: ENGLE HOMES JOB NAME: DATE: 4-30-97 REVISED: 2-8-06 PAGE 2 OF 3 SB12CLR Z#ZI w Q IN ACCORDANCE WITH THE FLORIDA ADMINISTRATIVE CODE 61IG15S-31.003 (3) (c), EAST COAST LUMBER IS THE "TRUSS DESIGN ENGINEER'. TRUSSES ARE DESIGNED IN ACCORDANCE WITH THE FLORIDA BUILDING CODE 2004. NOTE: BY APPROVING THIS PLACEMENT PLAN, THE CUSTOMER ACKNOWLEDGES THAT THIS PLACEMENT COMPLIES WITH THE STRUCTURAL INTENT OF THE PROJECT. 2255 AVOCADO AVE. MELB., FL. 32935 OFFICE: (321)254-1581 FAX: (321) 254-1582 5285 ST. LU IE BLVD. FT. PIERCE FL. 34946 OFFICE: (772)466-2480 FAX: (772)466-5336 BUILDER'S WARNING* THIS LAYOUT IS FOR PLACEMENT OF ENGINEERED COMPONENTS. FOR ERECTION AND INSTALLATION TEMPORARY AND PERMANENT) FOLLOW INSTRUCTIONS ON BCSI-B1 SUMMARY SHEETS AND FINAL ENGINGEERING SHEETS FOR EACH TRUSS. SEE FINAL ENGINEERING SHEETS FOR NUMBER OF GIRDER PLIES AND CONNECTION. ALTERATIONS AND/OR REPAIRS TO TRUSSES MUST BE APPROVED IN ADVANCE BY OUR ENGINEERING DEPARTMENT. BACKCHARGES WILL NOT BE ACCEPTED UNLESS OUR ENGINEERING DEPARTMENT APPROVES THEM IN ADVANCE. 9-4-0 PLATE HT UtJIUIV O T : /Ak J COUNTY: - CODE: FBC-ASCE 7 LOADING: TILE NWF SPEED: 120 N.P.H. SCALE: 1 /8' • 1'-0' EXPOSURE CATEGORY = B MEAN HEIGHT: 15'-0* IMPORTANCE FACTOR = I BUILDING TYPE: - ENCLOSED TRUSS SPACING 24' O.C. EXCEPT AS NOTED GRAVITY LOADS FLOOR ROOF TC LIVE: 40psf TC LIVE: 20psf TC DEAD: 10psf TC DEAD: 15ps1 BC LIVE: OOpsf BC LIVE: OOpsf BC DEAD: 05p5f BC DEAD: 05psf OUR FACTOR: 1.00 OUR FACTOR: 1.25 ADDITIONAL LOADS PER FBC At FRC NON -CONCURRENT BC LL lopsf FBC TABLE 1607.1.27 FRC TABLE R301.4 (NOTE 8) CONCURRENT BC STORAGE LL 20psf FBC TABLE 1607.1.27 FRC TABLE R301.4 (NOTE B.G,H) NON -CONCURRENT BC MOVING LL 2001 FBC TABLE 1607.1.31 DEFINITIONS MWF = MAIN WIND FORCE TC TOP CHORD BC = BOTTOM CHORD LL = LIVE LOAD DL = DEAD LOAD psf = POUNDS PER SQUARE FOOT POUNDS OIv I O OIII 50-0-0 le 47-4-0 2-877 Leo ctn °E 30-8-0 50-0-0 4e 16-0-0 e[.. m CJ3 CJ5 SANTA BAR BARA ELEVATION 1 UPPER ROOF 2—CAR 0-4 EAST COAST LUMBER TRUSS DIVISION CUSTOMER: ENGLE HOMES JOB NAME: DATE: 4-30-97 REVISED: 2-8-06 PAGE 3 OF 3 SBI2CUR rn In Iw, NI Q IN ACCORDANCE WITH THE FLORIDA ADMINISTRATIVE CODE 61G15S-31.003 (3) (c), EAST COAST LUMBER IS THE "TRUSS DESIGN ENGINEER". TRUSSES ARE DESIGNED IN ACCORDANCE WITH THE FLORIDA BUILDING CODE 2004. NOTE: BY APPROVING THIS PLACEMENT PLAN, THE CUSTOMER ACKNOWLEDGES THAT THIS PLACEMENT COMPLIES WITH THE STRUCTURAL INTENT OF THE PROJECT. 2255 AVOCADO AVE. MELB., FL. 32935 OFFICE: (321)254-1581 FAX: (321) 254-1582 Ej 5285 ST. LUCIE BLVD. FT. PIERCE FL. 34946 OFFICE: (772)466-2480 FAX: (772)466-5336 BUILDER'S WARNING* THIS LAYOUT IS FOR PLACEMENT OF ENGINEERED COMPONENTS. FOR ERECTION AND INSTALLATION TEMPORARY AND PERMANENT) FOLLOW INSTRUCTIONS ON BCSI-B1 SUMMARY SHEETS AND FINAL ENGINGEERING SHEETS FOR EACH TRUSS. SEE FINAL ENGINEERING SHEETS FOR NUMBER OF GIRDER PLIES AND CONNECTION. ALTERATIONS AND/OR REPAIRS TO TRUSSES MUST BE APPROVED IN ADVANCE BY OUR ENGINEERING DEPARTMENT. BACKCHARGES WILL NOT BE ACCEPTED UNLESS OUR ENGINEERING DEPARTMENT APPROVES THEM IN ADVANCE. 18-1 1-12 PLATE HT DESIGN BY: ACJ ACAD BY: KSM COUNTY: - CODE: FBC-ASCE 7 LOADING: TILE MWF SPEED: 120 N.P.N. SCALE: 1/8 = 1'-0* EXPOSURE CATEGORY = B MEAN HEIGHT: 25'-0' IMPORTANCE FACTOR = I BUILDING TYPE = ENCLOSED TRUSS SPACING 24" O.C. EXCEPT AS NOTED GRAVITY LOADS FLOOR ROOF TC UVE: 40psf TC LIVE: 20psf TC DEAD: TOP s1 TC DEAD: 15psf BC DIVE: OOpsf BC LIVE: OOpsf BC DEAD, 05psf BC DEAD: 05pst OUR FACTOR: 1.00 OUR FACTOR: 1.25 ADDITIONAL LOADS PER FBC & FRC NON -CONCURRENT BC LL lops( FBC TABLE 1607.1.27 FRC TABLE RJ01.4 (NOTE B) CONCURRENT BC STORAGE LL 20pst FBC TABLE 1607.1.27 FRC TABLE R301.4 (NOTE B.G.H) NON -CONCURRENT BC MOVING U. 2001 FBC TABLE 1607.1.31 DEFINITIONS NMF = NAM MIND FORCE TC = TOP CHORD BC = BOTTOM CHORD LL = LIVE LOAD OL = DEAD LOAD psf = POUNDS PER SQUARE FOOT 8 - POUNDS OFFICE