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345 Porchester Dr 07-326 CO
PERMIT ADDRESS o SUBDIVISION kaw t7l CONTRACTOR ADDRESS PROPERTY OWNER ADDRESS PHONE NUMBER ELECTRICAL CONTRACTOR MECHANICAL CONTRACTO. PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE PERMIT #D7' 3 DATE . PERMIT DESCRIPTION .5rie. PERMIT VALUATION 101 Rd? SQUARE FOOTAGE 0&-Xf7P Ll G City'of Sanford Certificate of Occupancy This is to certify that the building located at 345 Porchester DR for which permit number 07-326 has heretofore been issued on November 03, 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 New Single Family Residence subdivision regulations ordinances of the City of Sanford with the provisions of these regulations. A Staff Approval Building: B Oden Date 02/ 19/07 Engineering & Planning: M Replogle 02/09/07 Public Works: M Watson 02/08/07 Utilities: R Blake 02/09/07 Fire Department: Conditions (if blank, no conditions apply) Engle Homes Q)3,, YY1 . '4� .� 02/20/07 Property Owner Building Official e Date BP200IO2 CITY OF SANFORD 2/20/07 Application Miscellaneous Information Inquiry 15:28:11 Application number: 07 00000326 Property . . . . : 345 PORCHESTER DR Display note at Print Code Freeform information Date Permit Insp C.O. flag HISB 1.NOC ON FILE, EXPIRES ON 09/11/07 11/17/06 Y Y Y HISB 1 Story/2 bath 11/17/06 Y Y Y HISB F/S ON FILE 2/08/07 Y Y Y Y HISB co sign off: 2/08/07 Y Y Y Y HISB P&Z: MR 02/09/07 2/08/07 Y Y Y Y HISB PW: MW 02.08.07 2/08/07 Y Y Y Y HISB Util: RB 02.09.07 2/08/07 Y Y Y Y Bottom Press Enter to continue. Ulf F3=Exit F12=Cancel \ D� CITY OF SANFORD PERMIT APPLICATION I I v Permit # - Date: 27t�r�� 7 Job Address: —,,� `�S /Oo�cil <tr�i C/� /V c / Description of Work: /� O LV k1411A9c ��ec-2" `cam / �,: u�,' a � f��� ems, l� d�1 S Historic District: Zoning: Value of Work: $ �Q 0' 00 k c� y,.• ilia Permit Type: Building Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole_ Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Cale- Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gras Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial _ Occupancy Type: Residential V' Commercial Industrial Construction Type: # of Stories: # of Dwelling Units: Total Square Footage: Flood"Zone: (FEMA form required for other than X) Pared #: (Attach Proof of Ownership & Legal Description) Owners Name & Address: 4', g /+ Phone: Contractor Name /& Address: �%'i� _5'm4 t 5:�/ ed % State License Number: Phone & Fax yd?:?B/" dd�� ��S�L '7 2.el- 2 KFY Contact Person: �/°� {S % C �/�E � Phone: �d � y.7% %"rZD--- Bonding Company - Address: Mortgage Lender: Address: Architect/Engineer: Address: Phone: Fax. Application is hereby made to obtain a permit to do the work and installations as indicated I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction- I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER-S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER- YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: in addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements Fof,.nda LipLaw,.FS 13. l as o7 Signature of Owner/Agent Date Si t f ontraetori gent Date Print Owner/Agem s Name Signature of Notary -State of Florida Date Owner/Agent is _ Personally Known to Me or Produced ID APPLICATION APPROVED BY: Bldg: Zoning: (Initial & Date) Special Conditions: i/" 1K 0 fn"C-k Pri/nt C or/Agem's Name Signature otary-State of Flori Date �J&Explres Bwny G Logan �ontiactor/ =went is ✓ Personally KnojAy Commission DD201S51 Produced ID May 17 2007 Utilities: (Initial & Date) (Initial & Date) (initial & Date) CITV /IF.CANFnRn PERMIT APPLICATION Permit #: c,) / — 3a 1� Job Address: 3 `l J /&c-h,- 5s7 l- Description of Work: Historic District: Zoning: Value of Work: i Date: / v 0 v uare Footage 2). -)) Permit Type: Building Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential commercial Industrial Construction Type: c5/ # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required) y ACAW 11a.rClRx,p A aml State License Number:. CAQ0 3,2443 / Phone &Fax: yJ% �31 a%G� ' V- 3 23 "3,K 3 Contact Person: Phone: Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Phone: Address: Fax: Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in co nce with a ppli able s regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COM M E N C E MAY SILT N O PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING/this CONSULT IT OUR LIE R O AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable pro r that may be dint public recor of this county, and there may be additional permits required from other governmental entities such as w• er many n/districts, s • e gencf ., or federal • gencies. Acceptance of permit is verification that I will notify the owner of the property of the require is of FI Law, F Signature of Owner/Agent Date Sin to ontrac +gent to G. DEL RtT5'° Print Owner/Agent's Name Print Intraccttor/A ennt'/s�Name Signature of Notary -State of Florida Date Owner/Agent is _ Personally Known to Me or Produced ID APPROVALS: ZONING: UTIL: FD: Special Conditions: Rev 03/2006 Signature of Notary -State of Florida Contractor/Agent V1_ Personally Known Produced ID ENG: BLDG: MIRINDA C. TURNER MY CoM, MISSION # DD 212893 EXPIRES: JUttP 14; 2007 Bonded Thru Notary Public Underwriters U:S. D-PARI'MENT OF HOMELAND SECURITY ELEVATION CERTIFICATE Federal Emergency Management Agency National Flood Insurance Program Important: Read the instructions on pages 1-8. SECTION A - PROPERTY INFORMATION Name A2. Building Street Address (including Apt ;Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. 34-5 po>zcNEsrr=t2 VPLWG City SANFORD State FL ZIP Code 32771 A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) LOT 32 , KAYS LANDING, PHASE 1, Plat Book 67, Pages 41-43 Seminole County, Florida. OMB No. 1660-0008 Expires February 28. 2009 A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.) Residential A5. Latitude/Longitude: Lat. N/A Long. N/A Horizontal Datum: ❑ NAD 1927 Q 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 enciosure(s) 0 sq It 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 61- NFIP Cnmmimi4v time 4. r ,.. :a.. ki ----_..__ y �.a ��� I FL. State CITY OF SANFORD 120294 SEMINOLE B4. Map/Panel Number B5. Suffix B6. FIRM Index B7. FIRM Panel B8. Flood B9. Base Flood Elevation(s) (Z Date Effective/Revised Date Zone(s) AO, use base flood depth) 12117CO040 E 04-17-1995 04-17-1995 N/A j�ND B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in Item B9. 1VoNE S1-oUJ1, 1-0 N F172 ❑ FIS Profile ®FIRM ❑ Community Determined ❑ Other (Describe) B11. Indicate elevation datum used for BFE in Item 69: ® 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 [I CBRS ❑ OPA SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. 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) f) Lowest adjacent (finished) grade (LAG) g) Highest adjacent (finished) grade (HAG) Check the measurement used. 36 •_� met ❑ meters (Puerto Rico only) ��� • ❑ feet ❑ meters (Puerto Rico only) NSA: ❑ feet ❑ meters (Puerto Rico only) r 3(0.0 13'teet ❑ meters (Puerto Rico only) 36. 3 ❑ feet ❑ meters (Puerto Rico only) 35 ❑met ❑ meters (Puerto Rico only) 3 to • 3 [�r" et ❑ 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. 1 understand that any false statement maybe punishable by tine 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 2603 Maitland Center Parkway Ste C City Maitland State FI 71P rnrio 10171Z4 "Vin Ful1ri 0 i-o i, reuruary zuuu See reverse side for continuation. Replaces all previous editions IMPORTANT: in these spaces, copy the corresponding Information from Section A.x.Wt� Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. ►'urr�� 346 PbRC�}t✓5T�� 0`Q— a City Sanford State FL ZIP Code 32771 ol)ny i5�nt�e� A 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 - Heat Pump Slab Elevation z16ID-r ❑ Check here if attachments SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zones AO and A (without BFE), complete Items El-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. 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, 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 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 pen -nit 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,ZoiieAO) "depth of flooding at the building site: ❑ feet ❑ meters (PR) Datum Local Officiai's Name - Title Community Name Telephone Signature Date Comments ❑ Check here if attachments FEMA Form 81-31, February 2006 Replaces all previous editions November 7, 2005 City of Sanford Building Division PO Box 1788 Sanford, FL 32772-1788 To Whom It May Concern: Re: Lot 32 - 345 Porchester Drive, Sanford, FL 32771 The finished floor elevation of the structure located at 345 Porchester Drive, Sanford, FL 32771, Lot 32, 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 I81 Group David 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/IBI Consultants, Inc. is a Division of I131 Group 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 BEARINGS BASED ON TH£ WEST LINE NA77ONAL FLOOD INSURANCE PROGRAM OF THE NORTHEAST 114 OF SECAON 34, COMMUNITY NUMBER 12117C TOWNSHIP 19 SOUTH, RANGE 30 EAST, PANEL NUMBER 0040 E SEMINOLE COUNTY, FLORIDA, BEING MAP REVISION 411711995 N00.14'40=W, AN ASSUMED MERIDIAN i FLOOD ZONE A and X NO BASE FLOOD ELEVATION SHOWN. o INDICATES 5/8- IRON ROD SET WITH NUMBER L E G E N D LB5610 CAP, UNLESS OTHERWISE NOTED L.B. LICENSED BUSINESS R= RADIUS NLD = SET NAIL AND DISC LBN5610 L= ARC DISTANCE PC POINT OF CURVATURE C= CENTRAL ANGLE PCC POINT OF COMPOUND CURVATURE A/C - AIR CONDITIONER SLAB PI - POINT OF INTERSECTION E = CENTERLINE PRC = POINT OF REVERSE CURVATURE D.E. = DRAINAGE EASEMENT ® — EXISTING LOT ELEVATION L.M.E. - LAKE MAINTENANCE EASEMENT U.E. =UTILITY EASEMENT F.F. = FINISH FLOOR I I I SCALE: 1" = 30' LOCATION SKETCH NOT TO SCALE) ' LOT: 7,329tsq.ft. I I Cl: a=2'20'40" ' R=825.00' I=33.76' I 38 35.3 AI&05' 3456 4 .S.5610 287E N 32'18" ADI) fC. J4.J4' 5.7'_ A/c PAD—5_D.E. — — 65.0' C a n -r =v T A t� I L. V / ONE STORY RESIDENCE Ui E' 345 Z F. F. EL. 36, 65' N&D yL?5-5"3 GAR. EL. 36.05' L.B. 681 O 17 4'O-- (� OZj o I c O N I 4.0' N 46.0' N&O�' — — 5' O.£. C.B. 5610 £L. J4.46• SM9*52'5Er,W25'34.82 0 O v L.V l m I � c7 122.20' V O `- 3Ti�T „�„ 34.7 M iII NNIQ ; t� M�L O — �00' ROD h CAP L. B. 68 LEGAL DESCRIPTION.• Lot 32, Kays Landing Phase 1, according to the Plat thereof, as recorded in Plot Book 67, at Page 41-43, of the Public Records, Seminole County, Florida. NOTES: O i. UNLESS IT BEARS THE SIGNATURE AND THE ORIGINAL RAISED SEAL OF A FLORIDA LICENSED SURVEYOR 4. LANDS SHOWN HEREON WERE NOT ABSTRACTED BY O AND MAPPER THIS CCL CONSULTANTS, INC. FOR EASEMENTS AND OR RICHTS- ORAW/NG, SKETCH, PLAT OR MAP /S FOR /NFORMA77ONAL OF -WAY OF RECORD, PURPOSES ONLY AND /S NOT VALID. ADD177ONS OR DELETIONS TO SURVEY MAPS OR REPORTS BY OTHER THAN THE SIGNING 5. LOCATTOMS ARE LIMITED TO VISIBLE IMPROVEMENTS ONLY. PARTY OR PAR77£S /S PROH18/7ED WITHOUT WRITTEN 6. THIS SURhFY OC'£S_ AiCT REFLECT OR DETERMINE OWNERSHIP. O CONSENT OF THE SIGN/NC PARTY OR PARTIES 2. T)ES 7 77-IlS SCIR•v£Y EXCEEDS THE MINIMUM CLOSURE ACCURACY FOR A_SUBURBAN,SURVEY�AS R_FOUIR£D ' ARE TO THE ABOVE GROUND FOUNOA AON OF BUILD/NC 1N 61G17-6.003 '�T£CHNiCAL U J J. PLAT AND RECORDED DIMENSIONS ARE THE SAME OF FL'OR/Q.4 -MIiV/MUM 'STANDARDS. AS MEASURED UNLESS OIHERW/SE NOTED. 8. ELEVA770NS BASED ON. COCAL Sl BENCH MARKS AS REVISIONS DATE BY PROWdE E'Y PLAT7TNG' SUR YOR.- - PLOT PLAN 8/28/06 JAM / FOUNDATION 11/15/06 JAM FINAL 2/1/07 JAM RONA W; F;LRR, P.L.S. OFESSiONAL,.SL'RVEYOR and.�MAPPER #4907 STATE OF FLORIDA D o o Z DATE OF SUk✓£Y T RAVVN'' CHECKED FIELD 1/31/07 1 DY JAM BY RWH BOOK 704173 21611027 28488 ENGLE HOMES 32 KAYS LANDING CITY OF SANFORD PERMIT APPLICA I N 345 PORCHESTER DR �I a: C6 SPRINGFIELD 07-326 Permit # : O — Dat Job Address: 3 r Description of Work: cr Historic District: Zoning: 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 Poled . 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: Residential -)<_ Commercial Industrial Total Square Footage: vim, a Construction Type: —A— # of Stories: # of Dwelling Units: IFlood Zane: (FEMA form required for other than X) Parcel #: (Attach Proof of Ownership & Legal Description) Owners Name & Address: F �j "S ei ]C+ \ Phone: Name & Aditress: P A Phone & Fax:`tv I " Q—T Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Address: 451 Contact Person: State License Number: Phone: Fax: (W& Y-b A-V Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating -,,,---constructionand-zoning.W-ARNING•TOOWNER:-YOURTAILURETO-RECORD-,ANOTIGE-OF-COMMENCEMENTMAY,RESULTIN.:YOUR.-PAYING- TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Flori' 'en Law, FS 713. A�/� 'f/aa loo of Owner/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date Signature re o�a State of Owner/Agent is Personally Known to Me or Contractor/Agent i Produced ID Produced ID APPLICATION APPROVED BY: Bldg: Zoning: (Initial & Date) (Initial & Date) Utilities: Late tkr -X — A-R.(AZ daoy Fug iJCDate" !bj7c State f Florida Temus W437139 Ylv Known to Me or FD: (Initial & Date) (Initial & Date) Special Conditions: CITY OF SANFORD PERMIT APPLICATION Permit # : lJ Job Address: 2 Date: Description of Work: Historic District: Zoning: Value of Work: S qliaf 0 , 0J Permit Type: Building Electrical Mechanical Plumbing C Fire Sprinkler/Alarm Pool Electrical: New Service —# of AMPS Addition/Alteration Change of Service Temporary Pale Mechanical: Residential Non -Residential - Replacement New (Duct Layout & Energy Cale. Required) v Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Z 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 owners Name & Address: (Attach Proof of Ownership & Legal Description) Phone: Contractor NatgQ 8UMW4N0IC _- P O BOIL( 1147 State License Number: SANFORD, FLORIDA 32772 111 Phone & Fax: (407) 323-7515 Contact Person:—=yANT-,gGE PLUMBING INC Bonding Company. Address: of Mortgage Lender: Address: Architect/Engineer: Address: Phone: Fax: P U Sf11X.,1117 I*NfORD, FLORIDA 32772 1117 (407) S23_7515 Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that -all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable i.aw construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN 'VOU'r2 ?, ; f t,.* 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 f deral agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Fl da-) iFn Law, FS 713. Signature of Owner/Agent Date Signature o- ontractor/Agent Date /r Print Owner/Agent's Name Print Contractor/Agent's Name 1) 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 Knot%Mfif exp. Feb. 1, 2008 Produced ID Produced ID Comm. No. f)D 258139 APPLICATION APPROVED BY: Bldg: (initial & Date) Spccial Conditions: Zoning: (Initial & Date) Utilities: FD: (Initial & Date) (initial & Date) 3115 r"A" 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 NATIONAL FLOOD INSURANCE PROGRAM COMMUNITY NUMBER 12117C PANEL NUMBER 0040 E MAP REVISION 411711995 FLOOD ZONE A and X NO BASE FLOOD ELEVATION SHOWN. L E G E N D R- RADIUS L- ARC DISTANCE 6CENTRAL ANGLE A/C AIR CONDITIONER SLAB CENTERUNE D.E. - DRAINAGE EASEMENT L.M.E. LAKE MAINTENANCE EASEMENT U.E. - UTILITY EASEMENT F.F. - FINISH FLOOR I I KA YS LANDING PHA BEARINGS BASED ON THE WEST LINE OF THE NORTHEAST 114 OF SEC71ON 34 TOWNSHIP 19 SOUTH, RANGE JO EAST SEMINOLE COUNTY, FLORIDA, BEING N0074'40'W, AN ASSUMED MERIDIAN a INDICATES 5/8' IRON ROD SET WITH NUMBER L85610 CAP, UNLESS OTHERWISE NOTED L.B. - LICENSED BUSINESS N60 - SET NAIL AND DISC LBN5610 PC = POINT OF CURVATURE PCC = POINT OF COMPOUND CURVATURE PI =POINT OF INTERSECTION PRC POINT OF REVERSE CURVATURE EXISTING LOT ELEVATION SCALE: I' - 30' LOT: 7,329tsq.ft. I Cl: 2'20'40" R=825.00' IL= 33.76' I Nk0 25' L.B. 5610 EL J4.J4' o C1 � n � y Z Z NB 068 f�i 0 -- 5.5'-- O tv C) OV �N — NID� O C L.B. 5610 R00 CAP EL. 34.46' L.B. 68 25' (A 0 0 cnlo O ' O O N ri I n LEGAL DESCRIPTION: LOCATION SKETCH (NOT TO SCALE) I I I � I I I 87'32'18" E (RADIAL) 122.20' ROD.B 6.65 65.0 — —© - j3p.6 _ — © 6.66 + 0 � IV L_V! , 7 0' FOUNDA 77ON b I 17.4' w b p >t ctin 4, 0' `� o 0 6.65 6.63 46.0' — `---- 5' D.E. Q S t 89'52 58 W 117.00 ROD B. AP / /1 T 1 1 L.k/ l va 4 TC) A ^.. Lot 32, Koy s 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. 0 NOTES. Y. UNLESS IT BEARS THE SIGNATURE AND THE ORIGINAL RAISED 4. LANDS SHOW11 HEREON WEN[ NOT ABSTRACTED BY O SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER THIS CCL CONSULTAhf15 INC. FOP EASEMENTS AND OR RIGHTS- DRAWTNG, SKETCH, PLAT OR MAP /S FOR INFORMATIONAL OF -WAY OF RECORD. PURPOSES ONLY AND IS NOT VALID. ADD17701VS OR DELE77ONS 5. LOCATlCNS ARE LAfl.to.. TO V/S%BLE IMPROVEMENTS ONLY. TO SURVEY MAPS OR REPORTS BY OTHER THAN 774E SIGNING 6. THIS SUR!%EY DOES NOT REFLECT OR DETERMINE OWNERSHIP, t� PARTY T F THE /S PROHIBITED WITHOUT WRITTEN Z THIS SUF.VE'Y EXCEEDS THE M/NIdUM CLOSURE ACCURACY ' CONSENT OF THE ABOVE PARTY OR PARTIES. FOR A SUBURBAN SURVEY AS REOU/RED /N 61G17-6.003 L.I J 2. AES ARE TO THE ABOVE GROUND FOUNTH AON OF BUILD/NC OF FLORIDA IVINIMUM TECHNICAL srvIDARDS. J PLAT AND RECORDED DIMENSIONS ARE D. SAME 8. ELE'VA77ONS BASED ON LOr4L S11E BENCH MARKS AS AS MEASURED UNLESS OTHERWISE NOTED. REVISIONS DATE BY PRO11 VIDE BY PLAT7)NC SU YO?. PLOT PLAN 8/28/06 JAM ' FOUNDATION 11/15/06 JAM RO ' LU W. HERR, P.L.S. C� p PROFESSIONAL SURVEYOR and MAPPER #4907 STATE OF FLORIDA n, z DATE OF SURVEY DRAWN I CHECKED I FIELD 11/14/06 BY JAM BY DSB BOOK 704145 STATEMENT NUMBER 106-76142 COUNTY OF SEMINOLE IMPACT FEE STATEMENT ISSUED BY CITY OF SANFORD DATE: qllcllbul BUILDING PERMI�JJUMBr,�: UNIT ADDRESS: :z � C)C_' TRAFFIC 7ONE: — �URISDIC SEC: TWP; t RNG: SUBDIVISION. ",\Jia �- PLAT BOOK. PLAT BOOK OWNER NAME: ADDRESS: APPLICANT NAmz; ADDRESS: Y) COUNTY NUMBER: IM: 2A CITY OF SAN ORD PARCEL: TR T: PAGE BLOCK: LOT: LAND USE CATEGORY: 001 - Single Family Detached House TYPE USE: Residential WORK DESCRIPTION: Single Family House: Detached - Construction FEE TYPE BENEFIT DIST RATE SCHEDULE FEE UNIT DESC, RATE PER UNIT # 6 TYPE OF UNITSr. TOTAL,,. -DUE ROADS -ARTERIALS CO -WIDE 0 dwl unit 705.00 1 001 ROADS .-COLLECTORS NORTH 0 dwl unit s 000.00 1 5 00110.00 LIBRARY CO -WIDE 0 dwl unit 54.00 1 54.00 ,.SCHOOLS CO -WIDE -,0 dwl unit 11,384.00 1 1,384.00 AMOUNT DUE 2,143.00 STATEMENT ("VT V LEAS, "DATE, NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. **** DISTRIBUTION: 1-COUNTY 3-CITY 2-APPLICANT 4-COUNTY **NOTE** PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES WHICH ARE DUE AND PAYABLE PRIOR TO ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL I THE CALCULATIONS OF THE ROAD, LIBRARY SYSTEM AND/OR EDUCATIONAL (SCHOOL) IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF THE RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD, FLORIDA 32771; (407) 665-7474. PAYMENT SHOULD BE MADE TO: CITY OF SANFORD BUILDING DEPARTMENT 300 NORTH PARK AVENUE SANFORD. FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE THE STATEMENT NUMBER AND 'CITY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THE NOTICE. ***THIS STATEMENT IS VALID ONLY IN CONJUNCTION WITH ISSUANCE OF A*** *******************SINGLE FAMILY BUILDING PERMIT******************** 2 CITY OF SANFORD PERMIT APPLICATION �1/ Permit #: _0 6 " 32// / /J Date: //T (�� Job Address: 3T Jr Phil 66t4 i,G !(J�L�[-k..�� 9UtE�t �'! � 3a 7.7 / Description of Work: ErPCt ('onr•reta R1 pck SFIR Total Square Footage Historic District: No Zoning: Value of Work: S / 0/ i Permit Type: Building X Electrical X Mechanical _ X Plumbing X Fire Sprinkler/Alarm - 'N, L Electrical: New Service — # of AMPS AdditlorJAlteration Change of Sclel— ice Temp& y Pole _ Mechanical: Residential _X Non -Residential Replacement New (Duct Layout & Energy Cale. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial _ Occupancy Type: Residential X Commercial Industrial SF/ Construction Type: e— # of Stories: I # of Dwelling Units: Flood Zone: (FEMA form required) Owners Name&Address: Tousa Homes dba Engle Homes, Orlando, Inc. 11315 Corporate Blvd., #250, Orlando 32817 Phone:_(4n7) 241D-2500 Contractor Name & Address: William Colby Franks 11301 Corporate Blvd., #303, Orlando State License Number: CGC1507971 Phone& Fax: 407-249-3500/407-313- on2t�ct"PLr17. Valerie/Ke Phone: 407-249-3500 Bonding Company: N/A Address: Mortgage Lender: N/A Address: Architect/Engineer: Residential Design Services Phone: 407-246-1 nAn 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 of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING. SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING. CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable tothis property that may be found in the public records of this county, and there may be additional permits required from other governmental entitieiSature s water manage nt districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requis ' Fl 'da n Law, FS 713. o 4(164_ Signature of Owner/Agent Date of ontractor/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Owner/Agent is _ Personally Known to Me or Produced ID APPROVALS: ZONING: M 5'ti1 �V UTIL: Date Wiliam Colby Franks- Print Contractor/Agent's Name Signature of Notary -Blatt 1F Ada ValeRat Furrer := MY COMMISSION # DD205915 EXPIRES •. ;o May 25, 2007 BONDED THRU TROY FAIN INSURANCE, INC Contractor/Agent is Personally Known to Me or 4 Produced ID a ®j FD: ENG: BI-DG: t Special Conditions: Rev 03; 2006 ro��'. �5.5 ') a� • 3`1 " Say 5 .ob' a, 5 .oR' ti ��a /. g IIIU.29 POWER OF ATTORNEY Date : q/jLflQ4-- 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, Lot3,4, Block Subdivision: Kay's Landing Phase 1 Address of Job: 3415 Pam M44Z O -6* - ` / )do-10' y— 3�?7 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 name of Certified Contractor IV w L4,A�— Si6ature of Certified Contractor State of Florida County of Orange The foregoing instrument was acknowledged this day of 26U1{, 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 Identification ignature lic, State of Florida Kimberly Kaminer Print or Type Name of Notary Public (Seal) 2O,�pR1 pG�' KifteN N * Commissi n # Dp finer Expires Ma 425691 tended rr Y Fain - Insu Y 4, 2009 rance, Inc. ""�-385-7019 Seminole County Property Appraiser Get Information by Parcel Number Page 1 of 1 - a2 @I , DAVID JOHNscN, CFA, AAA C I ,D - .k PROPERTY APPRAISER I s, r SEMINOLE COUNTY FL. 1101 E. FIRST ST �1.7 SANFORD, FL 32771-1468 437-665-7506 is i J � 2006 WORKING VALUE SUMMARY Value Method: Market GENERAL Number of Buildings: 0 Parcel Id: 34-19-30-519-0000-0320 Depreciated Bldg Value: $0 Owner: TOUSA HOMES INC Depreciated EXFT Value: $0 Mailing Address: 11315 CORPORATE BLVD #250 Land Value (Market): $62,000 City,State,ZipCode: ORLANDO FL 32817 Land Value Ag: $0 Property Address: 345 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 2005 VALUE SUMMARY Deed Date Book Page Amount Vac/Imp Qualified 2005 Tax Bill Amount: $539 SPECIAL 09/2005 05968 1145 $783,700 Vacant No 2005 Taxable Value: $27,000 WARRANTY DEED DOES NOT INCLUDE NON -AD VALOREM Find Comparable Sales within this Subdivision ASSESSMENTS LAND LEGAL DESCRIPTION Land Assess FrontaLand Unit Land ge Depth PLATS: Pick... Method Units Price Value LOT 32 KAYS LANDING PHASE 1 PB 67 PGS 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/pls/web/re_web.seminole_county_title?parcel=3419305190000O320... 8/31/2006 LOT-# 32 U.S. DEPARTMENT OF HOMELAND SECURITY. ELEVATION CERTIFICATE OMB No. 1660-0008 Federal Emergency Management Agency Expires February 28; 2009 . Natio nal Flood Insurance Program Important: Read the instructions on pages 1-8. SECTION A - PROPERTY INFORMATION Al. Building Owner's Name A2. Building Street Address (includin Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. 3 4.5 PoQztaS-tEt'L�iv t✓ art ,a , uref City rM 5ANF©RD State �� ZIP Code } A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc. Lo `(' �, 2 Kp.YS l Ahl 17 I r lC-1 , PH A S F _t r L Ae'— Z Pr,, ,- r- A I A A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.) RECS I 0 F I-4 T- j PL ' AS. Latitude/Longitude: Lat. Long. A6. Attach at least 2 photographs of the building N the Certificate is being used to obtain flood insurance; Horizontal Datum: NAD 1927 NAD 1983 A7. Building Diagram Number_ A8. For a building with a crawl space or enclosure(s), provide: A9. For a building with an attached garage, provide: ` a) Square footage of crawl space or enclosure(s) Q s It 1% b) No. of permanent flood openings In the crawl space or q a) Square footage of attached garage 33C sq ft enclosure(s) walls within 1.0 foot above adjacent grade b) No, of permanent flood openings in the attached, garage O walls within 1.0 foot above adjacent grade C) Total net area of flood openings in A8.b e`�_ sq in c) Total net area of flood openings in A9.b s inq SECTION B -FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B11. 812. LJ FIS Profile FIRM' Community De ined --- V-~~ " III „cI" oy. Indicate elevation datum used for BFE in Item B9: NGVD 1929 Other (Describe) _5Y ❑ NAVD 1988 Other (Describe) Is the building located in a Coastal Barrier Resources System (CBRS) area Designation Date or Otherwise Protected Area (OPA)? Yes No CBRS Q OPA SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) Ct. Building elevations are based on: 04construction Drawings' Under Construction' 'A new Elevation Certificate will be required when Buildingis Finished Construction construction of the building 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-9 below according to the building diagram specified in Item A7. Benchmark Utilized 1 a t— Conversion/Comments 1A0N1� Vertical Datum_ f110Z SJM � Check the measurement used. a) Top of bottom floor (including basement, crawl space, or enclosure floor) '3 feet ❑ meters (Puerto Rico b) Top the of next higher floor feet only) ❑ —El c) Bottom of the lowest horizontal structural member(V Zones only) N A feet meters (Puerto Rico only) ❑ —0 d) Attached garage (top of slab) � •—� feet meters (Puerto Rico only) ❑ e) Lowest elevation of machinery or equipment servicing the building (Describe type of equipment in Comments) --�A •—rl feet meters (Puerto Rico only) meters (Puerto Rico only) f) Lowest adjacent (finished) grade (LAG) JA g) Highest adjacent (finished) grade HAG —� feet meters (Puerto Rico only) — L_J k, UWIW I.IVV V111n 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 elei information. I certify that the information on this Certificate represents my best efforts to interpret the data available, 1 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 W K 5 aIJ E t W, y License Number Title Company Name P5 NA Mgh1.461NG [�421N � -1- 1 GRouP I'N/. Tt-A -N o Gr-t? ity Code 3 V}S uate Telephone... 2131I.,� -660-7_12-0 FEMA Form 81-31, February 2006 See reverse side for continuation. Replaces all previous editions IMPORTANT: In these spaces, copy the corresponding information from Sectlon A. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No.RIM x` City State ZIP Code N�h. #IiC a�e- SECTION D -SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agentloompany, and (3) building owner. Comments T�FM G 2 e- -H,C Ar Put A p S LAS E L.F V oyri o signature MIZ vace r� O �J� ❑ Check here if attachments SE 10 NG ELEVATION INFORMATION. (SURVEYNOT 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. El. Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent grade (HAG) and the lowest adjacent grade (LAG). a) Top of bottom floor (including basement, crawl space, or enclosure) is _ ❑ feet ❑ 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 Secti¢� Items 8 and/ol 8 (see' a e 8 of Instructions), the next higher floor (elevation C2.b in the diagrams) of the building is _ ❑ feet LJ meters ❑above or below the HAG. E3. Attached garage (top of slab) is ❑ feet E] meters E] 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, 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 items) 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 I 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 El meters (PR) Datum G9. BFE or (in Zone AO) depth of,flooding at the building site: ❑ feet ❑ meters (PR) Datum Local Officiai's Name Title Community Name Telephone Signature Date Comments ❑ Check here if attachments FEMA Form 81-31, February 2006 Replaces all previous editions INOR III ARIl1111INoil IIII III Il1 lm Permit Number 0-1 .3,a1.0 Parcel Identification Number Prepared by: Valerie Furrer / Kekalani Vazquez Return to: Engle Homes Orlando 11315 Corporate Blvd ste 250 Orlando,FI 32817 NOTICE OF COMMENCEMENT State of FLORIDA County of SEMINOLE MARYANNE MORSE, CLERK IF CIRCUIT COURT "INULE COWrY 814 0640-8 Pq 14061 (1pp) CLERK'S ## 2006145422 RF.V.1001 D 09/ 11 /E006 09146 t 01 AM REWRDINS FEES 10.00 RELORDFD BY L McKinley afffIFIE0 COPY iylAF y N I.I_ MORSE ClI'RK p C. CUIT COURT SEMINOLE C0 FLORtO� Bi PEP E K 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#3,Q- - 3e16- 2. General descri tlon 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 407-281-7766 Orlando, FI 32817 Interest in Property: 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 Corporate Blvd #250 Ad Telephone Number 407-281-4480 J,dress O rlando,Fl 32817 rlan 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 Address Telephone Number 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), Florida Statutes. Name Telephone Number Address Fax Number 10. Expiration date of notice of commencement (the expiration date is one year from the date of recording unless a different date is specified): Date Signed Sign ture 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." Swom to and subscribed before me this ?�A�!day of x,t20__ by William Colby Franks 1. who is X personally known to me OR produced as identffication. Signature of Notary (notarial seal to appear below) Form Revised:12/00 for 19,_ to 20_ Valerie L Furrer *: MYCOMMISSION# DD205915 EXPIRES 'o May 25, 2007 [iCNOED?HRU TROY FAIN INSURANCE, INC CCL CONSULTANTS, INC. AUTHORIZATION #LB5610 ENGINEERS SURVEYORS PLANNERS 2603 MAITLAND CENTER PARKWAY SUITE C MAITLAND. FL 32751 (407) 660-2120 POMPANO BEACH ORL:ANDO TAMPA JUPITER WWW. CCL -POMPANO, COM WWW.CCL -ORLANDO.COM NATIONAL FLOOD INSURANCE PROGRAM COMMUNITY NUMBER 12117C PANEL NUMBER 0040 £ MAP REVISION 411711995 FLOOD ZONE A and X NO BASE FLOOD ELEVA77ON SHOWN. LEGEND: R- RADIUS L- ARC DISTANCE A- CENTRAL ANGLE A � CEAIR CNEDITIONER SLAB D.E. - DRAINAGE EASEMENT L.M.E. - LAKE MAINTENANCE EASEMENT U.E. . UTILITY EASEMENT F.F. FINISH FLOOR I I I 2'20'40" ' R=825.00' I IL=33.76' 25' ' 34.4 S 8 Ul 5.68_ O �I C) y I -� rn v KA Y' S LANDING PHA BEARINGS BASED ON THE WEST LINE OF THE NORTHEAST o OF SECAON 34. TOWNSHIP 19 SOUTH, RANGE 30 EAST, SEM/NOLE COUNTY, FLORIDA, BEING N0074'40"W, AN ASSUMED MERIDIAN i O INDICATES 5/8" IRON ROD SET WITH NUMBER L85610 CAP, UNLESS OTHERWISE NOTED L.B.. LICENSED BUSINESS N&D a SET NAIL AND DISC LDN5610 PC = POINT OF CURVATURE PCC • POINT OF COMPOUND CURVATURE PI - POINT OF INTERSECTION PRC - POINT OF REVERSE CURVATURE - PROPOSED LOT ELEVATION SCALE: I" n 30' LOCATION SKETCH (NOT TO SCALE) LOT: 7,329tsq.ft. I 35.0 7*32'18" W 122.20' A/C PAD 5• D.E. _ _ N I O C) 25.50' -I- - - 11 17.33' C5 o O N oo ti � � N --.ram= S 89'52 58 LEGAL DESCRIPTION. 65.00' b.60_ 0 A MODEL: "SPRINGFIELD" w I ELEVATION 2 STONE" i (50. 00' x 65.00) R 7. 00' L _ ig 2, 687tsq. ft. �. F.F. EL. 35.80' I N 00' 46.00. rn � 5' D.E. a Nf 117.53 NOTE: BUILDING WILL BE STAKED AS SHOWN IN 04 TL) it /'T .. r ." I / \ /-I v / Ll Lot 32, Kays Landing Phase 1, according to the Plot thereof, as recorded in Plot Book 67, at Page 41-43, of the Public Records, Seminole County, Florida. 0 NOTES (SKETCH AND LECAL ONLY, NOT A SURt!E'Y) 0 I. UNLESS IT BEARS THE SIGNATURE AND THE ORIGINAL RAISED 2. LANDS SHOWN HEREON .KS?E NCY ABS,-RACTED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER THIS BY CCL Cr'VSOLTANTS, /N( F,)R EASEMENTS AND O DRAWING, SKETCH, PLAT OR MAP IS FOR INFORMATIONAL RIGHTS-ae-WAY CF-RECORD,`', PURPOSES ONLY AND IS NOT VALID. ADDITIONS OR DELE77ONS A DATA SHOWN HEREON WAS- COMPILED FROU OTHER L� TO SURVEY MAPS OR REPORTS BY OTHER THAN THE SIGNING INSTRUMENTS AND DOES )VO1 CONS77TUTE A SURVEY PARTY OR PARTIES IS PROH1817ED WITHOUT WRITTEN AS SUCH. CONSENT OF THE SIGNING PARTY OR PARTIES REVISIONS DATE BY PLOT PLAN 8/28/06 1 JAM P.S.M 0 o PROFESSIONAL SU EYOR n PPER #5670 STATE OF FLORIDA a Z DATE OF SKETCH DRAWN CHECKED FIELD 8/28/06 BY JAM BY DMB BOOK N/A 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 NARONAL FLOOD INSURANCE PROGRAM COMMUNITY NUMBER 12117C PANEL NUMBER 0040 E MAP REVISION 411711995 FLOOD ZONE A and X NO BASE FLOOD ELEVA77ON SHOWN. L E G E N D R- RADIUS L- ARC DISTANCE C- CENTRAL ANGLE A/C C -AIR CONDITIONER SLAB ENTERO.E. DRAINAGE EASEMENT L.M.E, a LAKE MAINTENANCE EASEMENT U.E. a UTILITY EASEMENT F.F. FINISH FLOOR I I I IA--2'20'40" R=825.00' IL=33.76' 25' I 34.4 U1 5.68' cz� -rj --- S 87*32'18" W O 0 — 25.50_ 17.33' N Q CS j C qN rl rn S 89'52 58 25' olo N fT1 I T c� LEGAL D£SCR/PT/ON.' KA Y' S LANDING PHA BEARINGS BASED ON THE WEST LINE OF 7H£ NORTHEAST 0 OF S£CRON 34, TOWNSHIP 19 SOUTH, RANGE 30 EAST, SEMINOLE COUNTY, FLORIDA, BEING , N0074'40"W, AN ASSUMED MERIDIAN i p INDICATES 5/8" IRON ROD SET WITH NUMBER L85610 CAP, UNLESS OTHERWISE NOTED L.B... LICENSED BUSINESS N&D = SET NAIL AND DISC LBU5610 PC = POINT OF CURVATURE PCC = POINT OF COMPOUND CURVATURE PI POINT OF INTERSECTION PRC .POINT OF REVERSE CURVATURE ® - PROPOSED LOT ELEVATION SCALE: 1" - 30' LOCATION SKETCH (NOT TO SCALE) LOT: 7,329tsq.ft. I x I 122.20' It PAD 5' D.E. _ 65.00' � MODEL: "SPRINGFIELD" ELEVATION 2 STONE" (50- 00' x 65.00) ia 2,687tsq.ft. F.F. EL. 35.80' b w Q � 8 0 A --d—ti n 127_39' j" vt t0 2 In T 7ate. I L.V / Uj TL/ A /lT n.. I © I 46.00' �! 5' D.E. 35.2 /1 T7 1 L_V I I'll 117.00' NOTE: BUILDING WILL BE STAKED AS SHOWN Z Lot 32, Kays Landing Phase 1, according to the Plat thereof, as recorded in Plat Book 67, at Page 41-43, of the Public Records, Seminole County, Florida. - NO TES. (SKETCH AND LEGAL ONLY, NOT A SURVEY) O 1, UNLESS IT BEARS THE SIGNATURE AND THE ORIGINAL RAISED 2. LANDS SHOWN HEREON WERE NOT ABSTRACTED SEAL OF A FLORIDA LICENSED SURVEYOR AND ,MAPPER THIS BY CCL CONSULTANTS INC.FOR, EA°�&tiiS,AND, O DRAWING, SKETCH, PLAT OR MAP IS FOR INFORMATIONAL RIGHTS -OF -WAY OF RECORD, ". PURPOSES ONLY AND IS NOT VALID. ADDI BON3 S OR DELE77ONS WN Ln J. DATA SHOHfREON:9✓AS COMP..lC�D FnOM OTHER. TO SURVEY MAPS OR REPORTS BY OTHER THAN 1HE SIGNING INSTRUMENTS AND DOGS NOT CJNS77 TEA SUR-VfY PARTY OR PARRS 1S PROH1817ED WITHOUT WRITTEN AS SUCH. CONSENT OF 7H£ SIGNING PARTY OR PARRES. REVISIONS DATE BY = PLOT PLAN 8/28/06 JAM `' w ViD�,, P.- SM, o PROFESSIONAL SU EYOR PPEI2' #5670 STATE OF FLORIDA (L Z DATE OF SKETCH I DRAWN � CHECKED FIELD 8/28/06 BY JAM 'BY DMB BOOK N/A FORM 60OA-2004 EnergyGauge® 4.0 FLORIDA E RGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: SPRINGFIELD Builder: ENGLE HOMES Address: j q6- p&4&t ,c - p4,�Permitting Office: 5AQ F'09,4 City, State: Permit Number: 0-I . WUP Owner: qnaF4_r7� Jurisdiction Number: CP a 1.e5 O D Climate Zone: C I. 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 4 _ 5. Is this a worst case? Yes _ 6. Conditioned floor area (ft') 2125 ft' 7. Glass type and area: (Label reqd. by 13-104.4.5 if not default) a. U-factor: Description Area (or Single or Double DEFAULT) 7a(Sngle Default)389.0 ft' _ b. SHGC: (or Clear or Tint DEFAULT) 7b. (Clear) 389.0 ft' _ 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 217.0(p) ft _ b. N/A _ c. N/A _ 9. Wall types a. Concrete, Int Insul, Exterior R=4.1, 1617.8 ft' _ b. Frame, Wood, Adjacent R=11.0, 282.0 ft' c. N/A _ d. N/A _ e. N/A 10. Ceiling types _ a. Under Attic R=30.0, 2131.5 ft' b. Under Attic R=30.0, 183.0 ft' c. N/A _ 11. Ducts _ a. Sup: Unc. Ret: Unc. AH(Sealed):Interior Sup. R=6.0, 1.0 ft b. N/A _ 12. Cooling systems a. Central Unit Cap: 48.0 kBtu/hr _ SEER: 14.00 b. N/A _ c. N/A 13. Heating systems a. Electric Heat Pump Cap: 48.0 kBtu/hr HSPF:7.76 _ b. N/A 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, HF-Whole house fan, sog ��gg PT -Programmable ThVPJgst ApIJp �� � E(Q® �� MZ-C-Multizone cooling; F {�( Slr�9UU ® D MZ-H-Multizone heat�)� Glass/Floor Area: 0.18 Total as -built points: 28521 PASS Total base points: 31444 I hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code. PREPARED BY:-�-i DATE: I hereby certify that this building, as designed, is in compliance with the Florida �Energy Code. OWNER/AGENT: - oV DATE: / O 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 EnergyGauge® (Version: FLRCSB v4.0) FORM 60OA-2004 EnergyGauge® 4.0 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES I .18 X Conditioned X BSPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X SPM X SOF = Points 18 2125.0 25.78 9860.9 Single, Clear E 1.0 9.0 32.0 63.97 0.99 2034.1 Single, Clear SE 12.0 11.0 22.0 61.07 0.50 666.5 Single, Clear 1 W 1.0 9.0 39.0 57.68 0.99 2236.1 Single, Clear W 8.0 16.0 24.0 57.68 0.74 1022.6 Single, Clear N 1.0 9.0 16.0 30.19 0.99 479.7 Single, Clear W 1.0 4.0 18.0 57.68 0.92 950.3 Single, Clear W 8.0 15.0 8.0 57.68 0.72 332.7 Single, Clear E 8.0 7.0 9.0 63.97 0.49 284.7 Single, Clear E 10.0 11.0 16.0 63.97 0.55 565.9 Single, Clear E 10.0 11.0 44.0 63.97 0.55 1556.2 Single, Clear E 10.0 3.0 16.0 63.97 0.36 371.5 Single, Clear W 8.0 12.0 16.0 57.68 0.65 598.7 Single, Clear S 1.0 6.0 16.0 48.22 0.94 728.4 Single, Clear S 1.0 7.0 16.0 48.22 0.97 748.8 Single, Clear S 1.0 5.0 9.0 48.22 0.92 397.6 Single, Clear E 1.0 9.0 46.0 63.97 0.99 2924.0 Single, Clear NE 20.0 12.0 42.0 47.10 0.50 984.1 As -Built Total: 389.0 16882.1 WALL TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Adjacent 282.0 0.70 197.4 Concrete, Int Insul, Exterior 4.1 1617.8 1.18 1909.0 Exterior 1617.8 1.90 3073.8 Frame, Wood, Adjacent 11.0 282.0 0.70 197.4 Base Total: 1899.8 3271.2 As -Built Total: 1899.8 2106.4 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 CEILING TYPES Area X BSPM = Points Type R-Value Area X SPM X SCM = Points Under Attic 2131.5 2.13 4540.1 Under Attic 30.0 2131.5 2.13 X 1.00 4540.1 Under Attic 30.0 183.0 2.13 X 1.00 389.8 Base Total: 2131.5 4540.1 As -Built Total: 2314.5 4929.9 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 FLOOR TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Slab 217.0(p) -31.8-6900.6 Slab -On -Grade Edge Insulation 0.0 217.0(p -31.90 -6922.3 Raised 0.0 0.00 0.0 Base Total: -6900.6 As -Built Total: 217.0 -6922.3 INFILTRATION Area X BSPM = Points Area X SPM = Points 2125.0 14.31 30408.8 2125.0 14.31 30408.8 Summer Base Points: 41209.1 Summer As -Built Points: 47433.6 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 48000 btuh ,SEER/EFF(14.0) Ducts: Unc(S),Unc(R),Int(AH),R6.0(INS) 47434 1.00 (1.09 x 1.150 x 0.85) 0.244 1.000 12348.3 41209.1 0.4266 17579.8 47433.6 1.00 1.069 0.244 1.000 12348.3 EnergyGaugeTm DCA Form 60OA-2004 EnergyGauge®/FlaRES'2004 FLRCSB v4.0 FORM 60OA-2004 EnergyGauge® 4.0 INTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS:... PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned X BWPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X WPM X WOF = Point .18 2125.0 5.86 2241.5 Single, Clear E 1.0 9.0 32.0 12.37 1.00 397.6 Single, Clear SE 12.0 11.0 22.0 10.59 1.54 359.2 Single, Clear W 1.0 9.0 39.0 13.25 1.00 516.3 Single, Clear W 8.0 16.0 24.0 13.25 1.04 331.8 Single, Clear N 1.0 9.0 16.0 15.07 1.00 240.7 Single, Clear W 1.0 4.0 18.0 13.25 1.01 241.0 Single, Clear W 8.0 15.0 8.0 13.25 1.05 111.0 Single, Clear E 8.0 7.0 9.0 12.37 1.19 132.4 Single, Clear E 10.0 11.0 16.0 12.37 1.15 226.9 Single, Clear E 10.0 11.0 44.0 12.37 1.15 624.0 Single, Clear E 10.0 3.0 16.0 12.37 1.32 261.2 Single, Clear W 8.0 12.0 16.0 13.25 1.06 225.2 Single, Clear S 1.0 6.0 16.0 9.90 1.01 159.7 Single, Clear S 1.0 7.0 16.0 9.90 1.00 158.4 Single, Clear S 1.0 5.0 9.0 9.90 1.02 91.1 Single, Clear E 1.0 9.0 46.0 12.37 , 1.00 571.5 Single, Clear NE 20.0 12.0 42.0 14.70 1.00 617.9 As -Built Total: 389.0 5265.0 WALL TYPES Area X BWPM = Points Type R-Value Area X WPM Points Adjacent 282.0 1.80 507.6 Concrete, Int Insul, Exterior 4.1 1617.8 3.31 5346.8 Exterior 1617.8 2.00 3235.6 Frame, Wood, Adjacent 11.0 282.0 1.80 507.6 Base Total: 1899.8 3743.2 As -Built Total: 1899.8 5854.4 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 CEILING TYPES Area X BWPM = Points Type R-Value Area X WPM X WCM = Points Under Attic 2131.5 0.64 1364.2 Under Attic 30.0 2131.5 0.64 X 1.00 1364.2 Under Attic 30.0 183.0 0.64 X 1.00 117.1 Base Total: 2131.5 1364.2 1 As -Built Total: 2314.5 1481.3 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 FLOOR TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Slab 217.0(p) -1.9 -412.3 Slab -On -Grade Edge Insulation 0.0 217.0(p 2.50 542.5 Raised 0.0 0.00 0.0 Base Total: -412.3 As -Built Total: 217.0 542.5 INFILTRATION Area X BWPM = Points Area X WPM = Points 2125.0 -0.28 -595.0 2125.0 -0.28 -595.0 Winter Base Points: 6413.5 Winter As -Built Points: 12621.1 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 48000 btuh ,EFF(7.7) Ducts: Unc(S),Unc(R),Int(AH),R6.0 12621.1 1.000 (1.078 x 1.160 x 0.87) 0.443 1.000 6114.1 6413.5 0.6274 4023.8 12621.1 1.00 1.093 0.443 1.000 6114.1 EnergyGaugeTm 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 4 2460.00 9840.0 50.0 0.90 4 1.00 2514.67 1.00 10058.7 As -Built Total: 10058.7 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points = Total Points Cooling Points + Heating + Hot Water = Total Points Points Points 17580 4024 9840 31444 1 12348 6114 10059 28521 EnergyGaugeTm DCA Form 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: , , , PERMIT #: 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors 606.1.ABC.1.1 Maximum:.3 cfm/s .ft. window area; .5 cfm/s .ft. door area. Exterior & Adjacent Walls 606.1.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wa foundation & wall sole or sill plate; joints between exterior wall panels at corners; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from and is sealed to the foundation to the top plate. Floors 606.1.ABC.1.2.2 Penetrations/openings >1/8" sealed unless backed by truss or joint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed to the perimeter, penetrations and seams. Ceilings 606.1.ABC.1.2.3 Between walls & ceilings; penetrations of ceiling plane of top floor; around shafts, chas soffits, chimneys, cabinets sealed to continuous air barrier; gaps in gyp board & top plat attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is sealed at the perimeter, at penetrations and seams. Recessed Lighting Fixtures 606.1.ABC.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3" from insulation; or Type IC rated with < 2.0 cfm from conditioned space, tested. Multi-storV Houses 606.1.ABC.1.2.5 Air barrier on perimeter of floor cavity between floors. Additional Infiltration reqts 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFP have combustion air. 6A-22 OTHER PRESCRIPTIVE MEASURES (must be met or exceeded by all residences.) COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements in Table 612.1.ABC.3.2. Switch or clearly marked ci breaker electric or cutoff as must be provided. External or built-in heat trap required. Swimming Pools & Spas 612.1 Spas & heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficient of 78%. Shower heads 612.1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and installed in accordance with the criteria of Section 610. Ducts in unconditioned attics: R-6 min. insulation. HVAC Controls 607.1 Separate readi[V 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. F_ Common ceiling & floors R-11. EnergyGaugeTm DCA Form 60OA-2004 EnergyGauge@/FlaRES'2004 FLRCSB v4.0 PERFORMANCEHNERGY DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 85.6 The higher the score, the more efficient the home. 1. 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 4 _ 5. Is this a worst case? Yes _ 6. Conditioned floor area (ft2) 2125 ft' 7. Glass typel and area: (Label reqd. by 13-104.4.5 if not default) a. U-factor: Description Area (or Single or Double DEFAULT) 7a(Sngle Default)389.0 ft' _ b. SHGC: (or Clear or Tint DEFAULT) 7b. (Clear)389.0 ft' 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 217.0(p) ft _ b. N/A c. N/A _ 9. "'Wall types a. Concrete, Int Insul, Exterior R=4.1, 1617.8 ft' _ b. Frame, Wood, Adjacent R=11.0, 282.0 ft' _ c. N/A _ A- N/A z:,N/A _ 1.0. "'Ceiling types a. Under Attic R=30.0, 2131.5 ft' b. Under Attic R=30.0, 183.0 ft' _ c. N/A 11. Ducts a. Sup: Unc. Ret: Unc. AH(Sealed):Interior Sup. R=6.0, 1.0 ft b. N/A 12. Cooling systems a. Central Unit b. N/A c. N/A 13. Heating systems a. Electric Heat Pump b. N/A c. N/A 14. Hot water systems a. Electric Resistance b. N/A c. Conservation credits (HR-Heat recovery, Solar DHP-Dedicated heat pump) 15. HVAC credits (CF-Ceiling fan, CV -Cross ventilation, HF-Whole house fan, PT -Programmable Thermostat, MZ-C-Multizone cooling, MZ-H-Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Date: Address of New Home: City/FL Zip: Cap: 48.0 kBtu/hr _ SEER: 14.00 Cap: 48.0 kBtu/hr _ HSPF: 7.70 Cap: 50.0 gallons _ EF: 0.90 _ *NOTE: The home's estimated energy pe7formance score is only available through the FLARES computer program. This is not a Building Energy Rating. If your score is 80 or greater (or 86 for a US EPA/DOE EnergyStarTmdesignation), your home may qualify.for energy efficiency mortgage (EEM) incentives ifyou obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge web site at www.fsec.ucf.edu for 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, see Summer & Winter Glass output on pages 2&4. EnergyGauge® (Version: FLRCSB v4.1p) Notes: „�_ �. �*waz, ,�r .. ,,. _. q- .€: .�'a„ x� a s � � : � 'ate-- � s;�aP -: Dess n `Informations11 Weather. Odarxb AP, FL US Winter Design Conditions Summer Design Conditions Outside db 38 °F Outside db 93 °F Inside db 70 °F Inside db 75 °F Design TD 32 °F Design TD 18 °F Daily range M Relative humidity 50 % Moisture difference 43 grAb Heating Summary Sensible Cooling Equipment Load Sizing Building heat loss 44762 Btuh Structure 35127 Btuh Ventilation air 0 cfm Ventilation 990 Btuh Ventilation air loss 0 Btuh Design temperature swing 3.0 °F Design heat bad 44762 Btuh Use ht. data y Ratelswing multiplier 1.00 Infiltration Total sens. equip. bad 36117 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction tion quality Average Fireplaces 0 Internal gains 1380 Btuh Ventilation 1474 Btuh Heating� Cool ingg Infiltration 4467 Btuh Area (ft2) 21A 2125 Total latent equip. bad 7322 Btuh Volume (ft3) 22722 22722 Air cha eslhour 0.70 0.40 Total equipment load 0.80 SHR 43439 Btuh 3.8 ton Equiv. AVF (clm) 265 151 Req. to l capacity at Heating Equipment Summary Cooling Equipment Summary Make LENNOX Make U34\OX Trade Trade Model Cond Col Efficiency 7.7 HSPF Efficiency 14 EER Heating input Sensible coding 37600 Btuh Heating output 0 Btuh @ 47°F Latent cooling 9400 Btuh Temperature rise 0 °F Total cooling 47000 Btuh Actual airflow 1600 cfm Actual airflow 1600 cfm Air flow factor 0.036 cfinBtuh Air flow factor 0.046 chVBtuh Static pressure 0.40 in H2O Static pressure 0.40 in H2O Space toTnostat Load sensible heat ratio 83 % Bold/italic values have been manually overridden Printout certified by ACCA to meet all requirements of Manual J 7th Ed. Avvrightsoft Right -Suite Residential 5.5.17 RSR32731 2006-Jun-20 10:54:35 R E:\Files\ENGLE2002\SPRINGFIELMSPRINGFIELD.rsr Page 1 RIGHT-J CALCULATION PROCEDURES A, B, C, D Entire House DEL AIR HEATING,AIR CONDITIONING,R Job: SPRINGFIELD 2125 02.13.03 109 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 22722 ft3 x 0.0167 = 265 cfm 2 Winter infiltration load 1.1 x 265 cfm x 32 *F Winter TD = 9331 Bl uh 3. Winter infiltration HTM 9331 Btuh / 407 ft2 Total window = 22.9 Btuh/ft2 and door area Procedure B - Summer Infiltration HTM Calculation 1. Summer infiltration AVF 0.40 ach x 22722 ft3 x 0.0167 = 151 cfm 2 Summer infiltration bad 1.1 x 151 cfm x 18 °F SuimerTD = 2999 Bbuh 3. Summer infiltration HTM 2999 Btuh / 407 ft2 Total window = 7.4 Btuh/ft2 and door area Procedure C - Latent Infiltration Gain 0.68 x 43 grAb moistdiff. x 151 cfm = 4467 Btuh Procedure D - Equipment Sizing Loads 1. Sensible sung bad Sensible ventilation bad 1.1 x 50 cfm vent. x 18 °F SZrnmerTD = 990 Btuh Sensible load for structure (Line 19) + 35127 Btuh Sum of ventilation and structure bads = 36117 Btuh Rating and temperature swing multiplier x 1.00 Equipment stung bad - sensible = 36117 Btuh 2 Latent siz;ng load Latent ventilation load 0.68 x 50 cfm vent. x 43 grAb moist.diff. = 1474 Btuh Internal bads = 230 Ruh x 6 people + 1380 Btuh Infiltration load from Procedure C + 4467 Btuh Equipment stung load - latent = 7322 Btuh *Construction Quality is: a No. of Fireplaces is: 0 Bold/italic values have been manually overridden Printout certified by ACCA to meet all requirements of Manual J Ah Ed. ,:6i:. wrightsoft Right -Suite Residential 5.5.17 RSR32731 2006-Jun-20 10:54:35 A.:CK E:\Files\ENGLE2002\SPRINGFIELD\SPRINGFIELD.rsr Page 1 For: ENGLE HOMES External static pressure Pressure losses Available static pressure Supply / return available pressure Lowest friction rate Actual air flow Total effective length (TEL) Heating 0.40 in H2O 0.06 in H2O 0.34 in H2O 0.17 / 0.17 in H2O 0.872 in/100ft 1600 cfm 39 ft Cooling 0.40 in H2O 0.06 in H2O 0.34 in H2O 0.17 / 0.17 in H2O 0.872 in/100ft 1600 cfm '`. ,� 3 ,. x 1 x ax *�.3" ..d'."?. x s.Y�A� a �2. ml a.: i ply Brancheta�l Table Name Design (Btuh) Htg (cfm) Clg (cfm) Design FIR Diam (in) Rect Size (in) Duct Matl Actual Ln (ft) Ftg.Egv Ln (ft) Trunk NOOK/KITCHEN c 3813 165 174 0.895 7 Ox 0 VIFx 38.0 0.0 2 NOOK/KITCHEN-A h 2702 97 91 1.097 6 Ox 0 VIFx 31.0 0.0 2 DIN/LIV/FOY-A c 5450 211 248 1.097 9 Ox 0 VIFx 31.0 0.0 2 DIN/LIV/FOY c 5450 211 248 0.872 9 Ox 0 VIFx 39.0 0.0 2 FAMILY -A c 2854 115 130 3.400 6 Ox 0 VIFx 10.0 0.0 FAMILY c 2854 115 130 2.429 6 Ox 0 VIFx 14.0 0.0 BATH2 c 156 4 7 2.429 4 Ox 0 VIFx 14.0 0.0 BDRM4 h 2124 76 68 1.417 5 Ox 0 VIFx 24.0 0.0 1 LAUN c 1208 43 55 1.417 4 Ox 0 VIFx 24.0 0.0 1 BDRM3 h 2917 104 52 1.259 6 Ox 0 VIFx 27.0 0.0 1 BDRM2 h 2015 72 46 2.429 5 Ox 0 VIFx 14.0 0.0 MSTR.BATHANIC h 1518 54 38 2.429 4 Ox 0 VIFx 14.0 0.0 MSTR.BR-A h 4646 166 156 2.429 7 Ox 0 VIFx 14.0 0.0 MSTR.BR h 4646 166 156 1.478 7 Ox 0 VIFx 23.0 0.0 &,-t��^a' xK,g� �a "g SupplyTrunk Detail Table, r� Trunk Htg Cig Design Veloc Diam Rect Duct Duct Name Type (cfm) (cfm) FIR (fpm) (in) Size (in) Material Trunk 1 Peak AVF 223 175 1.259 640 8 0 x 0 VinlFlx 2 Peak AVF 684 761 0.872 545 16 0 x 0 VinlFlx t wrightsoft Right -Suite Residential 5.5.17 RSR26014 2006-Feb10:25:15 ZCt1 E:\Files\ENGLE2002\SPRINGFIELD\SPRINGFIELD.rsr Page 1 For: ENGLE HOMES HEMELW®g CCIDid cif g External Slaiirltessww: 0.40 in H2O 0.40 in H2O Pressure looms: 0.06 in H2O 0.06 in H2O Available fitkadirre?: 0.34 in H2O 0.34 in H2O Sdppo p/F1�n available pressure 0.17 / 0.17 in H2O 0.17 / 0.17 in H2O Mition rate 0.872 in/100ft 0.872 in/100ft Actual airflow1600 cfm 1600 cfm Total Effec.five ba#dXTEI14): 39 ft Attn: lines indicate branches and trunks, numbers indicate AVF's SUPPLY TRUNKS AND BRANCHES - SCHEMATIC TREE DIAGRAM BDRM4 —68. 1 175. 'LAUN —55. BDRM3 —51. NOOK/KITCH —173. NOOK/KITCH —91. DIN/LIV/FO �48. DIN/LIV/FO FAMILY -A —130. < —NO TRUNK FAMILY —130. < —NO TRUNK BATH2 —7. < —NO TRUNK BDRM2 46. < —NO TRUNK MSTR.BATH/ —37. < —NO TRUNK MSTR.BR-A —156. < —NO TRUNK MSTR.BR —156. < —NO TRUNK RETURN TRUNKS AND BRANCHES 761. wrightsoft Right -Suite Residential 5.5.17 RSR26014 2006-Feb-28 10:25:15 ZCA E:\Files\ENGLE2002\SPRINGFIELD\SPRINGFIELD.rsr Page 1 RIGHTWORKSHEET Entire House DEL AIR HEATING,AIR CONDITIONING,R Job: SPRINGFIELD 2125 02.13.03 109 COMMERCE STREET LAKE MARY, FL 32746-6206 Phone: (407) B31-2665 MA AJALJ:7ri Ed 1 Namedloom ErtbreHale NOOKMffCHEN DIMNVFOY FAMILY 2 Lerigll d eposed wal 217.0 ft 41.0 ft 48.0 ft 14.0 ft 3 Room dirtagors 13.0 x 22.0 ft 18.0 x 23.0 ft 18.5 x 18.0 fi 4 Ceiings Cared[ Option 10.7 It i heW - - d 120 ft heakod 120 It heAtnd 120 ft heakmd TYPE CF C5T HTM Area Load (Bah) Area Load (Bah) Area Load (Bah) Area Load (Bah) E)POSLIRE ND. Htg I CIg (T) Htg Clg (ft') Htg Clg (ft') Htg Clg (ft') Htg Clg 5 Gress a 148 4.6 21 2007 '"" - 492 "" 576 "" "" 16E E�osed b 13C 32 12 300 - - 0 "" "" 0 "" "" walls and c 12C 2.9 1.9 0 0 0 "" "" - par6aors d 0.0 0.0 0 "" "" 0 "" 0 e 0.0 0.0 0 "" ""' 0 "" 0 .. If 0.0 0.0 0 "" 0 "" 0 6 Wrdxvsad a I 37.0 " 241 8907 "" 32 1183 "" 74 a 1183 lass doors b 8C 37.0 " 0 0 0 0 "" 0 0 "" 0 Heatirg c 9C 38.7 " 132 5111 22 am 24 929 "" 1704 of 1C 37.0 " 16 591 0 0 16 591 "" 0 " e 0.0 » 0 0 0 0 0 0 0 f 0.0 " 0 0 "" 0 0 "" 0 0 "" 0 7 V*d vsad North 24.7 135 - 3341 m "" 647 m "' 543 a"" 1377 glass doors NEMW 39:4 42 - 1655 0 "" 0 0 "" 0 0 EW 63.6 2R5 - 13027 m 1741 91 6633 .�. 1290 SESW 0.0 0 0 0 0 0 "" 0 0 South 30.4 7- 214 0 "" 0 0 "' 0 0 Horz 0.0 0 ""' 0 0 "" 0 0 "" 0 c"" 0 8 Other doors a 11A 18.9 127 18 340 229 0 0 0 0 0 0 1 0 0 b 11A 18.9 127 0 0 0 0 1 0 0 0 0 0 1 0 0 c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 9 Net a 14B 4.6 2.1 1618 7455 3331 43B 2018 902 462 2129 951 424 189 eQ�wed b 13C 32 12 282 888 330 0 0 0 0 0 0 c 0 0 Ovals and c 12C 2.9 1.9 0 0 0 0 0 0 0 0 0 c 0 0 mvions d 0.0 0.0 0 0 0 0 0 0 0 0 0 c 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 c 0 0 f 0.0 0.0 0 0 0 0 0 0 0 0 0 c 0 0 10: Ceilings a 162 1.1 1.4 2132 Z51 2951 286 302 396 414 437 574 352 462 b 16G 1.1 1.4 183 193 254 0 0 0 49 52 69 93 122 c 0.0 0.0 0 0 0 0 0 0 0 0 0 c 0 0 d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 11 Floors a 22A 25.9 0.0 217 5625 0 41 1063 0 48 1244 0 U 363 0 (Nde: room b 19G 1.1 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 is displ. d 0.0 0.0 0 0 0 0 0 0 0 0 0 c 0 0 for slab a 0.0 0.0 0 0 0 0 0 0 0 0 0 c 0 0 floors) If 0.0 0.0 0 0 0 0 0 0 0 0 0 c 0 0 12 Infdlration a 1 229 7.4 407 9M1 2999 54 123B 3981 114 2614 840 1742 560 13 Sirbfafalloss=6+8_+11+12 4M - "" 6656 "" - 10731 "" "" 58M Less a dernal heating '"" 0 "" 0 "" 0 «" 0 Less transfer "" 0 "" "" 0 .« 0 "" 0 Heating redistribution "" 0 "" 0 ""' "" 0 "' "" 0 14 Dud loss 101/ 4089 - 101/1 6ffi - 101 1073 '"" 10' 586 15 Total lass =13+14 "" 447E2 - - 7321 - - 11804 6446 16 InL gain: People @ 30D 6 "" 180D 0 "" 0 1 - 300 41270 Appl. @ 120D 2 ""' 180D 1 "" 1Z0 0 0 c"" 0 17 Sublot RSH garF7+8. +12+16 "" "" 31934 - "" 5284 - "" 9910 "" "" 5190 Less aderralcooling "" "" 0 "" 0 "" "' 0 "" 0 Lesstrwdff "" "" 0 "" 0 "" "" () "' 0 Cooling redistribution "" "" 0 "" "" 0 "" 0 "" "" 0 18 Dud gain 10°/ - 3193 101/1 - 5m 101 - 991 10' "" 519 19 Total RSH garr=417+18rPLF 1m - 35127 1.00 - 5B12 1.00 - 10801 1.0D "`" 5708 20 Air required (din) 160D 1600 - 232 Zo5 - 422 497 "" 230 260 Ptintout certified by ACCA to meet all requirements of Manual J 7th Ed. wrrrghtsoit Right -Suite Residential 5.5.17 RSR32731 2006-Jun-20 10:54:35 ��' E:\Files\ENGLE2002\SPRINGFIELD\SPRINGFIELD.rsr Page 1 RIGHT-J WORKSHEET Entire House DEL AIR HEATING,AIR CONDITIONING,R Job: SPRINGFIELD 2125 02.13.03 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 J:71h Ed 1 Naneofman MTH2 BDRM4 LAUN BDRW T4N,MM 2 Leigh of eposed wall 0.0 ft 15.0 ft 6.0 ft 26.0 ft 3 Room drnasors 17.0 x 6.0 ft 11.5 x 13D ft 6.0 x 11.0 ft 15.0 x 11.0 ft Ceilrlgs Condit Option 9.4 It heatlmd 9A It heaV000l 9A ft heetknd 9.4 ftheatknd TYPE CF (Sf HTM Area Load (Btih) Area Load W) Area Load (69ti) Area Load (BGtr) E)POSURE NSO HtgI Cig (ft') Htg I Clg (ft') Htg Clg (ft') Htg I Cig (ft') Htg I Clg 5 Bross a 14B 4.6 2.1 0 - - 38 - - 0 1 b 13C 32 12 0 - - 103 - - 56 "" "" 14' v 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 6 VVrrbAsard a 1C 37.0 " 0 0 "" 16 591 "" 0 0 glass doors b BC 37.0 " 0 0 "" 0 0 "" 0 0 "" 0 Heating c 9C 38.7 " 0 0 0 0 0 0 0 d 1C 37.0 0 0 "" 0 0 "" 0 0 "" 0 e 0.0 0 0 0 0 0 0 0 f 1 0.0 0 0 0 0 "" 0 0 "" 0 7 VVIndimsaid North 24.7 0 - 0 0 "" 0 0 "" 0 ji 287 1 doors NEMW 39.4 0- 0 0 "" 0 0 "" 0 0 Codrg EW 63.6 0 - 0 16 970 0 "" 0 0 SE/SW 0.0 0 0 0 "" 0 0 "" 0 "" 0 South 30A 0 "" 0 0 "" 0 0 0 "' 58 Horz 0.0 0 ""' 0 0 "" 0 0 "' 0 "" 0 8 Other doors a 11A 18.9 127 0 0 0 0 0 0 18 340 229 c 0 0 b 11A 18.9 127 0 0 0 0 0 0 0 0 0 c 0 0 c 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 22 101 45 0 0 0 87 401 179 o�osed b 13C 32 12 0 0 0 103 324 121 3B 120 44 141 444 165 Ovals and c 12C 2.9 1.9 0 0 0 0 0 0 0 0 0 0 0 partitions' 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 10: Ceilings a 16G 1.1 1.4 102 108 141 150 1-16 207 66 70 91 1 174 221 b 16G 1.1 1.4 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 d 0.0 0.0 0 0 0 0 0 0 0 0 0 c 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 c 0 0 f 0.0 0.0 0 0 0 0 0 0 0 0 0 c 0 0 11 Floors a 22A 25.9 0.0 0 0 0 15 389 0 6 156 0 674 0 (Note: room b 19G 1.1 0.0 0 0 0 0 0 0 0 0 0 c 0 0 perineter c 0.0 0.0 0 0 0 0 0 0 0 0 0 c 0 0 is displ. d 0.0 0.0 0 0 0 0 0 0 0 0 0 c 0 0 forshab a 0.0 0.0 0 0 0 0 0 0 0 0 0 c 0 0 floors) f 0.0 0.0 0 0 0 0 0 0 0 0 0 c 0 0 12 Infiltration a M9 7.4 0 0 0 16 367 118 18 413 133 16 397 118 13 Srblolal 1oss=6+8.+11+12 "" 106 "" "" 1931 "" "" 1097 "" "" 2551 Less a dunal heatixJ .... 0 „». ..« 0 «. «« 0 . » «.. 0 ..« Less transfer 0 "" "" 0 "" "" 0 ""' 0 Heating redistribution 0 "" 0 "" 0 "" "" 0 14 Duct loss 101/1 11 "" 101/ 193 '"" 10° 110 "" 101 15 Total loss =13+14 "" 118 "" "" 2124 1207 "" "" 2917 16 Int gains: People @ 300 0 "" 0 0 "" 0 0 "" 0 c"" 0 Appl. @ 12C0 0 "" 0 0 '" 0 1 "" 600 C 0 17 SLbtot RSH gainF7+8. +12+16 "" "" 141 "" "" 1361 "" "" 1098 "" "" 1035 Less a Bernal oxfrg "" 0 "" 0 "" "" 0 "" '"" 0 Less transfer "" 0 "" 0 "" 0 "" 0 Cooling redistii puns "- ""' 0 "" 0 "' "` 0 "~ ~~ 0 18 Duct gam 10'/ "" 14 10°/ "" 136 10° "" 110 10' "" 104 19 Total RSH gain=(17+18)'PLF 1.00 "" 156 1.00 "" 1497 1.00 "" 12M 1.00 "" 1140 M Avrequired (dim) 4 7 - 76 68 "" 43 56 104 52 Printout certified by ACCA ib meet all requirements of Manual J 7th Ed. I&wregf itsoTC Right -Suite Residential 5.5.17 RSR32731 2006-Jun-20 10:54:35 K E:\Files\ENGLE2002\SPRINGFIELD\SPRINGFIELD.rsr Page 2 RIGHT-J WORKSHEET 0 Entire House DEL AIR HEATING,AIR CONDITIONING,R Job: SPRINGFIELD 2125 02.13.03 109 COMMERCE STREET LAKE MARY FL 32746-6206 Phone (407) 831-2665 Ed 1 Namedr=n BDRM2 MSTRBATFNMC MSTRBR 14MANUALJ:71h 2 La1glo ot exposed viral 11.0 ft 10.0 ft 46.0 ft 3 RoQndrT. 16.0x 11.0ft 18.0x 10.0ft 20.0x 13.0ft Ceiings Cord[ Option 9.4 ft heatlmol 9A ft haatlood 9.4 It hcatbod TYPE CF CST MM Area Load (B1h) Area Load (Btih) Arm Lad (B1h) Am E)WOSLIRE NO. I Fltg Clg (fe) Htg Clg (ft') mg Cig (if) Htg Clg Clg 5 Grass a 148 4.6 2.1 103 94 432 b 13C 32 12 0 "" "" 0 "" "" 0 v aLs 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 If0.0 0.0 0 0 "" ' " 0 «.. .... .... .... 6 Widlvsad a 1C 37.0 " 16 591 "" 9 333 46 1700 glass doors b 8C 37.0 " 0 0 0 0 0 0 Heatrig c 9C 38.7 " 0 0 "" 0 0 "" 42 1625 d 1C 37.0 0 0 0 0 0 0 e 0.0 0 0 0 0 0 () f 0.0 0 0 `" 0 0 "" 0 0 7 Wrxbm and North 24.7 11 - 222 9 - 265 0 0 glass doors NEW 39.4 0 - 0 0 - 0 42 "" 1655 Cooing ENV 63.6 0 - 0 0 - 0 46 2502 SESW 0.0 0 "" 0 0 0 0 ""' 0 South 30A 5 155 0 "" 0 () "" 0 " Horz 0.0 0 "" 0 0 "" 0 0 "" 0 8 Otiierdoors a 11A 18.9 127 0 0 0 0 0 0 0 0 0 b 11A 18.9 127 0 0 0 0 0 0 0 0 0 c 0.0 0.0 0 0 0 0 0 0 0 0 0 9 .Not a 14B 4.6 2.1 87 403 180 85 392 175 344 1587 709 opceed b 13C 32 12 0 0 0 0 0 0 0 0 0 wals and c 12C 2.9 1.9 0 0 0 0 0 0 0 0 0 partitions d 0.0 0.0 0 0 0 0 0 0 0 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 f 0.0 0.0 0 0 0 0 0 0 0 0 0 10 Ceilings a 16G 1.1 1A 176 186 244 180 190 249 280 275 360 b 163 1.1 1 A 0 0 0 0 0 0 46 49 64 c 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 e 0.0 0.0 0 0 0 0 0 0 0 0 0 f 0.0 0.0 0 0 0 0 0 0 0 0 0 11 Floors a 22A 25.9 0.0 11 235 0 10 ZE 0 46 11M 0 (Note: room b 19G 1.1 0.0 0 0 0 0 0 0 0 0 0 peiit> 1- c 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 for slab a 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 12 Infiltration a 2Z91 7A 16 357 1181 9 2051 65 88 2D18 648 13 Stblotalbss=6+8.+11+12 1832 1390 8446 Less ex m-d heeding .... 0 « . «.. 0 ,,. ». 0 .« Lesstrarsfer 0 0 "" "" 0 ... ... Heating radon 0 "" 0 ""' 0 14 Dud loss 101/1 183 10% 138 101 845 "" ° - 15 Total loss =13+14 2015 1518 9291 "" 16 Ind. gaits: Pao* @ 300 0 '" 0 0 "" 0 1 - 300 Appl. @ 1200 0 0 0 0 0 ... 0 17 SlbbtRSHgan=7+8.+12+16 919 755 . (09 . 0 ,„ 0 » Less trarsb 0 "" "' 0 "" 0 .. «. ..« 18 Duct gain 10°/ - 92 10°7 -m 10° fi24 ° 19 Total RSH gairr=(17+18)'PLF 1.00 - 1011 1.00 831 1.00 6863 a) Air required (dm) - 72 46 - 54 38 332 313 " _ Printout certified by ACCA to meet all requirements of Manual J 7th Ed. wr�ghtsOft Right -Suite Residential 5.5.17 RSR32731 2006-Jun-20 10:54:35 ACCA E:\Files\ENGLE2002\SPRINGFIELD\SPRINGFIELD.rsr Page 3 RIGHT-J WINDOW DATA 5 DEL AIR HEATING,AIR CONDITIONING,R Job: SPRINGFIELD 2125 02.13.03 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 W S D W G L S S O N A S O O W C W S N K I A L O T H V G N H V V H H N H D Y R L A W R A H L G C R R G T A A W L Z E M D G Z L O X Y T M R R NOOK/KITCHEN a n e a C n 0 d 1 1 90 1.0 1.0 4.0 5.0 54.4 32.0 0.0 c n se a C n 0 n 1 1 90 1.0 12.0 3.0 8.0 76.4 22.0 22.0 DIN/LIV/FOY a n w a C n 0 d 1 1 90 1.0 1.0 3.0 6.0 54.4 39.0 0.0 a n w a C n 0 in 1 1 90 1.0 1.0 1.0 3.0 87.4 18.0 0.0 a n w a c n 0 n 1 1 90 1.0 8.0 7.0 8.0 87.4 8.0 0.0 a n e a c n 0 n 1 1 90 1.0 8.0 5.0 2.0 87.4 9.0 7.4 c n w a c n 0 n 1 1 90 1.0 8.0 8.0 8.0 87.4 24.0 0.0 d n n a c n 0 d 1 1 90 1.0 1.0 4.0 5.0 20.4 16.0 0.0 FAMILY a n e a c n 0 n 1 1 90 1.0 10.0 3.0 8.0 87.4 16.0 10.6 a n e a C n 0 n 1 1 90 1.0 10.0 1.0 2.0 87.4 16.0 16.0 c n e a C n 0 d 1 1 90 1.0 10.0 3.0 8.0 54.4 44.0 29.1 BATH2 BDRM4 a n w a C n 0 d 1 1 90 1.0 8.0 7.0 5.0 54.4 16.0 0.0. LAUN BDRM3 a n S a C n 0 d 1 1 90 1.0 1.0 1.0 5.0 30.4 16.0 14.1 BDRM2 a n S a C n 0 d 1 1 90 1.0 1.0 2.0 5.0 30.4 16.0 10.9 MSTR.BATH/WIC a n s a C n 0 n 1 1 90 1.0 1.0 1.0 4.0 46.4 9.0 9.0 MSTR.BR a n e a C n 0 d 1 1 90 1.0 1.0 4.0 5.0 54.4 46.0 0.0 C in ne a C n 0 d 1 1 90 1.0 20.0 4.0 8.0 39.4 42.0 0.0 vvnghtSC) t Right -Suite Residential 5.5.17 RSR32731 2006-Jun-20 10:54:35 ACCK E:\Files\ENGLE2002\SPRINGFIELD\SPRINGFIELD.rsr Page 1 '14' � 3 7�4• 6.4•q•4. =� np 0.FIU BY 3 L D R-' u,"J AREA CALCULATIONS R 1' Undercut to entry door if a transfer `Lypass syst2r) is used instead or a dir^_ct re turn. Must have a nlninun clearance of 4 Inches around the air handier per. the State Energy code, All duct has an r=6 Insulation value. 1 1. DES113W .44D TESTED IN ACCORDANCE WITH FLORIDA BUILDING CODE, 12. JAMB DETAIL TO BE IN ACCORDANCE WITH DWG 409783. INTERNA?IONAL BUILDING CODE, AND INTERNATIONAL RESIDENTIAL CODE. JAMB/SECTION BRACKET ATTACHING HARDWARE SHALL BE AS FOLLOWS: 2. DASH NUMBERS REPRESENT VARIOUS SECTION HEIGHTS. WOOD JAMB — 605574-0001 LAG SCREW, 5/16 X 1-3/4 3. FOUR SECTION 7' HIGH DOOR SHOWN. 8' HIGH DOORS HAVE CONCRETE BLOCK — RAWL LOCK BOLT, 5/16 X 1-1/2 FIVE SECTIONS. 4. SEC- ION HEIGHT OF 20.812, 19.00 & 16.75 ARE AVAILABLE AND MAY BE USED IN COMBINATION TO ACHIEVE VARIOUS HEIGHT DOORS. `5. EMBOSSMENT PATTERN OF 14.50 X 20.375 SHOWN. ALTERNATE PATTERNS OF 12.50 X 43.375 AND 12.50 X 20.375 MAY BE USED. DOOR WITHOUT EMBOSSMENTS ALSO AVAILABLE. 6. TORSION SPRINGS SHOWN. EXTENSION SPRINGS AVAILABLE. 7. USE THIS BRACKET, REF. P/N 405964-0002, ON 8' HIGH DOORS ONLY. 8. WINDOW MAY BE INSTALLED IN THE TOP SECTION OR THE APPROVED PRESSURE RATING CHART DOOR WIDTH 12' 10' 9' 8' DESIGN PRESSURE 44.4 60.0 60.0 60.0 TEST PRESSURE 66.7 90.0 90.0 90.0 JAMB LOAD LBS FT 267 300 270 240 NUM. OF EXTRA BRKTS PER SIDE - 1 - - 7' BRKT LOCATIONS -- 8' BRKT LOCATIONS - SECTION IMMEDIATELY BELOW THE TOP SECTION- 9- THE STRUT PLACEMENT ON DOORS CONSTRUCTED WITH 5 OR MORE SECTIONS MUST BE CONSISTENT WITH THE DOOR SHOWN. THE STRUTS FOR THE ADDITIONAL INTERMEDIATE SECTIONS ARE TO BE PLACED AS SHOWN ON THE THIRD SECTION. 10. THE STRUT PLACEMENT DIMENSION ON ALL SECTIONS LESS THAN 20.812" MUST BE REDUCED BY THE DIFFERENCE BETWEEN THE ACTUAL SECTION HEIGHT & 20.812". 11. DOOR CONSTRUCTIONS OVER 8' TALL ARE AVAILABLE AND REQUIRE COMMERCIAL TRACK. REFER TO DRAWING D-408352. OHD/GENIE EQUIVALENCY CHART OHD DOOR SERIES No. GENIE DOOR SERIES No. PAN THICKNESS SERIES 188 SERIES GDS300 24 Go. SERIES 189 SERIES GDS30R 24 Go. SERIES 281 SERIES GD5200 25 Ga. SERIES 381 SERIES GDS550 25 Go. 3 1/8 rl DT, OPENING HEIGHT (VARIES) SHAFT CE (VARIES) OPENING HEIGHT MINUS 11" -2" X 6" WOOD JAMB 2" X 4" WOOD JAMB "D" OR EQUIVALENT �HORIZONTAL TRACK & -COUNTERBALANCE � I 12 R OPTIONAL SPLICE IN HORIZONTAL TRACK AT TOP OF RADIUS 405964-0002 �405964-0002 <7 046450-0003 54 1/2 —� 36 20 1/2 405964-0001J \-405964-0001 STANDARD TRACK DETAIL FOR 16' SCALE: 1/16" = 1'• END HINGE 1-1/2 — ROLLER SHAFT BRACKET 405742-0001 (2 REQ'D) 407605-0004---- TYP 2 PLCS 061166-0001 TYP 2 PLCS 407605-0003 TYP 2 PLCS 061166-0001 TYP 2 PLCS 607935-0005 &- 405831-0003 TYP 4 PLACES 407605-0002 TYP 2 PLCS 061166-0001 --.968 TYP 2 PLCS 2.093 j VIEW "D—D" 2" TRACK 068 THK (VERTICAL) R TRACK o �I I ROLLER DETAIL 'IF" SCALE: 1/4 HEADPLATE � `_ HAFT h I 41h, rilm, a m 405771-0001 061166-0002 DOOR STILE END STILE ROLLER HFT STRUTS/SECT. ROLLER VERTICAL TRACK JAMB LOAD HARDWARE HWIDTHENTER GAGE (# PER FT—HT)13 SINGLE I YES 2 XHS1065 2" X 7/16" .068" 200 STD. NOTE: THIS DOOR IS DESIGNED FOR A +/— 25 PSF DESIGN WINDLOAD PRESSURE AND +/— 37.5 PSF TEST WINDLOAD PRESSURE. -- — - -— — LmER DESGRP110N .DATE IPP I! C REV PER EN 10099 01 09 98 D REV PER EN 11060 1 129 02 A E REV PER EN 11205 /12/02 1 D It e •� �. ire �Qi #�` IPANEL - li���r��S N MA TER A SECTION LE ®%Y, HS STRUT °83Z IX FIXTURE -ZU `BOTTOM BAR WEATHERSEAL (DFvi SECTION "C—C" SCALE: 1/2 CENTER STILE ` P/N 408680-0004,5,6 2 (3 PLCS) SPRING ANCHOR 407603-0001 BRACKET r (9 PLCS) SEE OT OTE 4 TOP FIXTURE END HINGE TUBE STRUT AND STRAP 409808-0001 1 TYP 2 PLCS 061166-0002 TYP 2 PLCS 400650-0001 a �1 7/8 THK. 8 HS 1 SECTION "A —A" SCALE: 1/4 „F„ PUNS REVIEWED CITY OF SANEOR 16'-0" MAX. WIDTH INTERIOR ELEVATION SCALE: 1/16"=1" -F DRAWRIG AND/OR TECHNICAL —OR T10N ON THIS SHEET IS THE PROPERTY OF OVERHEAD DOOR CORPORATION OR ITS SUDSIDIAR- MO IS LOANED IN WNFICIENCE FOR ENGINEERING MID MUTUAL ASSISTANCE PURPOSES ONLY, AND wY NOT W REPROWCED OR USED TO MANUFACTURE AN -C DISCLOSED HEREON WRHOUT THE EMPRESS PERMISSION 0< OVERHEAD DOOR CORPORATION WIRCH wY (7'-0" SHOWN) MAX. HEIGHT a 12 405771-0002 —' Ubllbb-0002 _r r- UNLESS OTHERWISE SPECIFIED HEAD o�EP D°oR z� • NAME a N BY: AWG.J.MOORE DATE - DRALIY.0 Yf+t ". DLOAD', 180/281 /381, o ENs �c IN ^ ON t Y%18/94 >25/37..5. PSF. wTERIAL: a+ECREo BY: -',__._ ` ,.. 16'-0" MAX o-:.oT ,, FRL ONS N/A ADA JOHNSON 12/01/94 APPUED FLASH: —N NuweER D- 408832 NONE I OF MEASURE: EACH APPROVED BY: S.B000HER 12/01/94 S F, 3/8 SHEET 1 OF 2 Y � s 108 STK �Q- .070 STK 2-11/16 0 0 2— 1 3/32 P/N 409808-0001 , TOP FIXTURE 2-9/32 000 3-3/16 O O oho .070 MIN 1-3/32 � "L' � 1-3/4 o ° 0 o I= 2-1/2 O 2-1/4 __ft. fl � -- 7/16 .108 MIN 2-11/32 .091 MIN 0 3-9/16 jo O CDo 40 0 I 2-7/ 16 P/N 405771 -XXXX, BOTTOM FIXTURE 2-1/4 1/8 1-7/81 5/8 .030 THK LENGTH = DOOR WIDTH - 1 " P/N 400650-0001, ROLLED HS-1 STRUT 1-11/32 27/32 1 0�° 090 MIN P/N 407603-0001 , CENTER HINGE P/N 405742-0001 , BRACKET. ROLLER SHAFT 3 � Ij-�-- LENGHT= DOOR WIDTH I Li: REF P/N 607935-0005 STRUCTURAL TUBING RECTANGULAR, 065 THK END STILE WITH CLOSED END CAP 2 P/N 408794-0001,2,3 SCREW P/N 605911-0001 SECTION "B-B" CENTER STILE P/N 408680-0004,5,6 a TUBE STRUT 607935-0005 AND STRAP 405831-0003 EACH CENTER. STILE END STILE WITH CLOSED END CAP 2 P/N 408794-0001,2,3 SCREW P/N 60591 1 -0001 P/N 405964 & 046450, BRACKET, SCAB PaRT NUMBER "L' 405964-0001 3-1/4" 0,6450-0003 4" �7/16 DIA 5-1/8 1-13/16 DIA 7/16 P/N 061166-0002 ROLLER ASSY SECTION "G-C" LETTER DATEC MDESC-PDON REV 01 09 98D REV 05 29 02E REV 11/12/02 o 0 o lo 2-1/16 THROW O4 .5/8 0_ 0 0 0 I I �-- 3 -�-� P/N 409334-0001 SLIDE LOCK ASSY so 4-3/8 --i� 1-3/4 .070 MIN 2 „H,. O o O 2-3/8 O f 00. 0 f 3-3/16 .108 MIN P/N 405964-0002, BRACKET SCAB JOINT 3.001 � 3/4 0 2.00 O MAW 7-9/16 CENTER STILE REF P/N 408680-0004,5,E a � � 7/16 7/16 DIA REF 1-13/16 DIA I REF P/N 061166-0001, ROLLER ASSY TR-3 i P/N 407605-XXXX, END HINGE PART NUMBER H" 407605-0002 .85 407605-0003 1.10 407605-000a 1.35 407605-0005 1.60 PLANS R Vf `A' SERIES SELECTION GUIDE SERIES INSULATION PANEL GAGE 184 YES* STD .021'• 185 FLUSH 02.1 186 YES* FLUSIJ_ _ 021188 189 R1itJCH� - s 021 281 Z.siJ?. 018= 284 i�1Sy 09'3' 285 DANCE+ fi18-; 381 ;:�.Y.E STD„ 0 i'8, 384 S* t FLL1Stj 385 *INSULATED DOO. ARE.P AbDaCFD k '- STEEL HS-1 STRUT, P/N 400650-0001 UNLESS OTHERWISE SPECIFlED ppOR NAY.E;;:OATz -- DjtAwl '-- — THE ORA— AND/OR TECHNICAL INFORUATO ON Tws audsoxs ARE N Nol[s:TatDwaEs vN pJEFNEAU DAUAs duwN Br: .. WI D OAD, }�SD/281 /3E SHEET" Is THE PROPERTY OF OVERW.AD DOOR CORPORATION OR ns SUOSIDMRY vL-o,,,. , ,wus nMLT+soNs OWUETERs v � ,,,m o ' G.J. MOORS 1 1 /18/9a..1 - 25/37.5 PSF, AND rs LOANED IN ONFIDENCE FOR C ENGINEERING AND MU1WL ASSWMCE PURPOSES ONLY. * �D HATERNL: CHECKED BY: 1 6 -0" MAX AND MAY NOT BE REPRODUCED OR USED TO—UFACTURE ANYTNMIG DISCLOSED HEREON wDlIOUT THE - * a, m, N/A ADA JOHNSON 1 l/22/94 <eiRAwwc E%PRESS PERWSSION CF OVERHEAD DOOR _ _ - • ���� u,PV� FlNISH: ()ND pF MEASURE: MPROVED B1'' NUMBER D = 408832 CORPORATION WHICH WY RECALL THIS SHEET AT ANY TIME. NONE EACH S.B000HER 1 1 /23f94`_, 1scaE: 3/8 SHEET 2 of WEAThERMASTER Buildiaee PQoducrs, llec. 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 Installatton 1100 Fin SH 1100/1900/1970 5 1 GA 3/A lCont. Head And Sill Fin Mull 1900/1100/1970 1900/1100/1970 6 IGA 4 1 Installation 1100 Fin PW 1100 7 IGA 5 lInstallation 1450 PW Flange Designer PW 1450/1550/1570 8 IGA 6 1 Installation 1100 PW Fin Designer PW 1100/1900/1970 9 IGA 7 linstallation 1480 Flange.HR 1480/1580/1590 10 1 GA 7/A linstallation 1580/1590 Flange 3 Lite Slider 1580/1590 11 IGA 8 1 Installation 1180 Fin HR 1180/1980/1990 12 1 GA B/A I Installation 1980 Fin 3 Lite Slider 1980/1990 13 IGA 9 IGEN 0024 Block Inst. SLIDING GLASS DOOR 420/4301440 14 IGA10 IGEN 0028 Wood Inst. SLIDING GLASS DOOR 420/430/440 15 1 GA 10/A I GEN 0027 2x in Block SLIDING GLASS DOOR 420/430/440 16 GA 11 IGEN 0450 Fin Vert. Mull Clip 1448 17 GA 12 Mull Bar Load Chart 1x4 Fig. Hz. SH 1445 18 GA 12 A Mull 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 1x4 FI . Vert. PW 1445 21 GA 14 A Mull Bar Load Chart 1x4 Fin Vert. PW 1445 22 GA 15 Mull Clip 1x4 (>61 Fin Vert. Mull Clip 1445 23 GA 18 Mull Clip GEN 0453 Fin HZ Mull Clip 1447 24 GA 19 Mull.Bar Load.Chart 1x4 w/lip 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 1x2.5 Fig. Vert. SH 1442 29 GA 24 Mull Bar Load Chart 1x2.5 Fig. Vert. PW 1442 30 GA 25 Mull Clip GEN 0454 Fig. Vert. Mull Clip 1442 31 1 GA 26 Mull Clip GEN 0459 Fig. Vert. Sill Clip 1442 32 GA 28 Mull Clip GEN 0456 Fig. HZ Mull Clip 1445 33 GA 29 Mull Clip GEN 0452 (>6) Flg. Vert. Mull Clip 1445 34 GA 30 Installation FEB. HEB. Fig. SH 1450/1550/1570 FE+HE 1450/lF50/1570 35 GA 31 Installation FEB. HEB. FIN SH 1100/1900/1970 FE+HE 1100/190011970 1n ' r• 1 3/9 2 14WLSO Swim 11"Ons40 Sens FINW/Vertloel U42 F1mgP/vwU=l 11"a Licrge windcw tuba mall Inr Plunge wi^dua :.;*)c ^+.: i for varl:col S-uclu+al opolicat:I,— w1r1'cc str.rctura uopliLut•ur c Of do purige wi-dows. of all Hcmgr.. wincow:. Adds 1/8- to Openlnq. Acc•: ' /S' :o Ujc i1q U =n . R.r. If>3s. I ' V4 I 1IMllffi Selo Re/Hmtroenl i4aT f'r n•nc,1e 1,v;u.r .•..j hrT17M',1) SI•uL:11YC L;J11, Lulmns w im --i.Pnc ,*c :ip a air cee3 i- lor. o opmirtp: .x 'c• h:;- wind Jr cc apµl'c3:ic^.3. Adun ' : /B- t a -^4 Am;ny rl I LI Vor" d tmbe Ul3Or Morlaertlel i VMsed T1re Yiee Sreete! 144e n � ' 1In 134dt�ee ed Ib101L!'M bvlr VerVael Tube OW Msekel %444 . crr,nr - .I f F:--L-- I I INen "low PAMS&INSFammew lees 7baq' Yerfleer petals 4 /q whs- rr„ I �y n•ya, �p� wnJpvr•. toad w3 kot :*c. 'lunq.: Arcs 1/M- 'n Op --". Fin •nna t 1/fl- :n Oov'n,Q. 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.floridabuildina.ora under their product approval section. FL 5171 Single Hung Windows FL 5170 Sliding Glass Doors FL 5169 Fixed Picture Windows FL 5168 Horizontal Sliders ONE BY W000 BUCK BY OTHER CAULK BETWEEN WINDOW FLANGE a WOW SUCK PERIMETER CAULK BY OTHER77yypp�E TUS— EXTERIOR ,MMDC% SKL PERIMETER BY 01HER SHIM AS REO D (SEE NOTES) ONE BY WOOD BUCIC BY OTHER INS1ALlATIOM BtJCIt 1MDTH 1 1 ANCHOR FLANGE 71PE E4DMEENi WINDOW FRAME SHIM AS REOD. CAULX BETWFDI WOOD * 3 JAMB (SEE NOTES) Q a BYASONRTISOPENING Q Q MIN. INSTALLATION a a ENBEDMENi ANCHOR PERIMETER CAUIXJ Q BY OTHERS CAULK BETWEEN WINDOW WIDTH WOOD BUCK k MASONRY OPENING BY OTHERS EXTERIOR BUCK WINDOW PRE CAST By O1ITEAS CAULX BETWEEN WINDOW FLANGE 01 PRE CAST SILL WITH VULXT]M 11e ADHESIVE CAULK OR SECTION 1 APPROVED EQUAL GENERAL NOTES: 1) SHIM AS REO•D. AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. MAIL ALLOWABLE SHIM STACK TO 13E 1/4- z) WINDOW FRAME MATERIAL ALUMINUM ALLOY 0063 J CAULK BEHIND WNDOW FLANGE AT HEAD AND JAMBS,SILL MUST BE ATTACHED TO THE SUBSTRATE WITH VULKEM 110 ADHESIVE CAULK OR APPROVED EQUAL 4) APPLICATION OAS ULKI M118 AADHESIVE CAULK AT FRAME SILL MUST COMPLY WITH SEALANT 5) CAULK FOR PERIMETER SEAL AROUND EXTERIOR OF WINDOW FLANGE B) CRASS THICKNESS MAY VARY PER THE REQUIREMENTS OF ASIM E13M GLASS CHART SINGLE CLASS IS SHOWN. INSULATING CLASS IS ALSO QUALIFIED. CAULK BETWEEN WINDOW FLM4GE WOCO BUCK SECTION 2 ELEVATION % Na.42371 VIEWED FROM EXTERIOR 70 * w Z o •• STATE OF ,• _ rirA � •. FC 0 R 10P•• (i T JFrr 44 ONAL NN%w`.,: G.A. 1 SSB ANNEALED J ANNEALED CALL WINDOW CLASS DESIGN DESIGN TAPOON ANCIICR LOCATION SIZE SIZE (INCHES) PRESSURE PRES"E LOCATIONS CAPACITY N PSF CAPACITY III PSF 11 A 1/0 ■ 21 -M -W -SDe -ae AC F.ONJ i3 to 1/e ■ . ]M -77 -77 -143 -113 AC r.0ju 14 14 1/11 • m e/e --m -m -iN -144 AC f-wU 1N4 14 1/0 1 N 0/0 -53 -OJ -100 -100 AC 144e 12 i/e ■ m 0/e -m -07 -147 -147 AC F.O.W Is n tie . m -4 -4 -133 -t33 Ae Dx-r.w it it1/e • 71 -40 -40 -11e -11e AC MILF.QNJ 17 is t • N - - -IN -IN AC 0.LFANJ 1W a 1/3 v a -47 -e7 -in -t3e AC F.ONJ 1ILI a 1/1 v a 3/e -e4 -Oe -10e -ice AC rau 1NA m 1/3 ■ W e/e -47 -47 -tO -101 AC F.OW N Kf4 a 1/2 . N s/e -44 -44 -100 -Iw AC F.Wu DINe s 1/3 . Be 0/e -43 -43 -100 -100 AC r.OW IN0 Se 1/1 ■ e3 -40 -40 -41 -111 AC FAW 1tN a 1/1 ■ 71 -40 -40 -7e -74 A0 ..wu a 1 • 64 - - I -O -a AC F,0j1J 3DA2 30 1/3 a a -0e -! -113 -113 AC F.e111 30.3 30 t /1 a 34 3/0 -47 -47 -0e -m AC f.MHJ 30e4 30 1 h ■ e0 0/1 -41 -41 -7e -70 AC F.WU 30.4+4 30 1/3 A N 0/e -40 -40 -T7 -77 AO F.ONJ 30.440 30 1/3 • m 0/4 -40 -40 -7e -7e AC ro)u 304 30 1/J . 43 -40 -40-710 -74 AC F.QW 304 30 1/e ■ 71 -40 -40 -71 -71 AC FAM AC r.wu 11 37 K a -01 -01 -i -00 AC I.tLW u 37 x a 3A -40 -40-47 -a AD F.0.NJ 14 37 x eD e/e -40 -40 -e7 -07 AC raw 34+4 31 x N 0/0 -40 -4 -ee -e0 AC F.WU 244e 37 x Be et1 -40 -4 -ee -m AC /.CAW a 311 e3 -40 -40 -m -m A.0 F.OW a 37 x 71 -40 -4 -m -04 AC F,QHJ -64 -10 1 AC I F.WU 4IIe 43 x a -44 -40 -40 -44 AC F.0 H1 4239 43 x . 3/e _40 -W -40 -40 AC F.ONJ 4= 41 x 00 0/E -40 -40 -40 -40 AC F,O)U 41444 41 x N 0/0 _40 -40 -W -40 AC ►•nW 4144e 43 x b e/0 -4 -40 -40 -40 A.0 rtuu 41e3 u x O -40 -W -W -40 AC f..%HJ 4012 4e x TS -4 -W -40 -W AC F.WU 4eN 44 1 N -4 -40 -40 -4 AC Cam 4e70 40 x 10 -44-W - - Ao F.ONI 4me 4 x 30 1/e -40 -W - - AC F,WNI 4em W x m 0/0 -40 -40 - - AC F.OJU 4B"4 4e x 04 0/0 -4 -40 _ _ AC RI I,O 4e44e 4e x m OA -40 -40 - - AC FAR: 4103 4 1 m -40-40- - AC FIRM. W71 AC rANJ 31 m t/e:■ a -4 -4 - AC I"w" 33 m 1/0 v 3e e/e -40 -40 - - AC r.ONJ 34 m 1/0 . 00 e/0 -4 -4 - - AC F.ONJ 3444 m 1/e . 54 e/e -40 -4 - - AC F,OW 341e m 1/0 x W 6/e -40 -40 - - AR F.WU 30 m 1/e x 43 -40a -40 - - AC ►.0 30 m 1 -4 -4 A,C rANJ NQm 1) INE ADM A11[ POWM AND KOATIIE SIRUCIIJIM MUCH LOAN rIWM OWAMNI[ ANALYSIS W HAVE NOT *�yer = CAFPW ADMIS OF WIM H70OIU4= InTM0 INOW eE SKIM IQSTANCt IV RIMNOK7JT OF t9t OF i0 WAPRI,3 PO4T1K DBM U5AN Will BE LIm TO 4K ►IF LIM TO WAR11 Trn RUJIM Cr W %WALUDOe RANI[ FAnt 11111110111 M OMMM M-W30 wY O' " tM 3/Ie' RNA TAPCON AIIOIQI Or !/FIAIDIT L04M 10 PROM E WLI-1/4 D/RD104T Wid SAISIMrz AT UrAIION/ SHNN a CAW 71 EI EL VA1EW r01 KEY TO TMOOI UICAMIS 41 F DIACI WVCW ON O NOT UIFM N. AMC" OUST. ME AMIN OJANiRT UIrIm WIN MW LMM K JII11 M A"ll"ATE MM "EMME KOOD. YLA JOB 0318 T; YOOSEF LAVY, P.E. �Y- CONSULTING ENGINEER tLM L OdI O. Oni • 74IM •/l r MI1.0KA II Hal seep ram IMF. am / IN DAILAI TEW 70343 ASSEMBLY ORATING T. (114)340-OINK P. !14}T40-Ml mRa two/Imo/Ie70 mac ww Imm" AR 7. 1 N/A NSTALLATICN ANCNOR.— CNEBY WOOD BUCK BY OTTER - CAULK BE AILE1N WINDOW - FLANGE A WOOD BUCK a PERIMETER CAULK - BY onIERT�p� / �(" FRAME-f EXTERIOR WONA FFRR SILL PERIMETER BY OTHER CAULK BETWEEN WOOD BUCK N1 MASONRY OPENING BY OTHERS ll SHIM AS (SEE I MAJTBEL SILL STOOL PRE CAST SILL BY OTHERS BY OTHERS CAULK BETWEEN WINDOW FLANGE A PRE CAST SILL WITH VULK M 116 ADHESIVE CALX OR SECTION 1 APPROVED EQUAL BUCK WIDTH -- SHIM AS REOD. (SEE NOTES) FLANGE TYPE WINDOW FRAME JAMB GLAZING (ilP. SEE NOTES) PERIMETER BY DINERS WINDOW MOTH - EXTERIOR GE?f.1NAL NOTESI 1) SHIM AS REQT). AT EACH INSTALLATION M40M IITH LOAD BEARING SIM. MAX ALLOWABLE SHIM STACK TO BE 1/4. 1) WINDOW FRAME MATERIAL ALLOY 6061 3) CAULK BEHIND WINDOW FLANGE AT HEAD ARID JAMBS. SILL MUST BE ATTACHED TO THE SUBSTRATE WITH VUKEM 116 ADHE9VE CAULK OR APPROVED EQUAL 4) APPLICATION OF VULKY 116 ADHESIVE CAULK AT FRAME SILL MUST COMPLY WITH SEALANT MANUFACTUREWS RECOMMENDATION. 0) CAULK PERIMETER SEAL AROUND EXTERIOR OF WINDOW FLANGE. 6) CLASS THICKNESS MAY VARY PER THE REQUIREMENTS OF ASTM E1300 CLASS CHART. 7) THE ABOVE ARE POSITIVE A NEOATTVE STRUCTURAL DESIGN LOAD FROM -COMPARATIVE ANALYSIS A HAVE NOT BEEN CAPPED BY NESLILTS OF WATER PERFORMANCE NESTING, WHERE THE WATER RESISTANCE TEST REQUIREMENT OF 15 X OF DE90 N LOAD APPLIES, POSITIVE DESIGN LOAD APPLES. POSITIVE DESIGN LOADS WILL BE LIMITED TO 40.0 PSF DUE TO WATER TEST PRESSURE OF ILO PSK ACHIEVED N NEST. 6) IN57A LA710H OF FLANGE FRAME WIDOW IN CONCRETE OR MASONRY CPENINO USE 3//1e' DIA TAPOON ANCHORS OF SUFFICIENT LENOLH TO PROVIDE MIN. 1 1/4' EMBEDMENT INTO SUBSTRATE AT LOCATIONS SHO104 ON CHART. I)) SEE ELEVATION FOR KEY TO TAPOON LOCATION& 10) IF EXACT WINDOW IS NOT LISTED N ANCHOP CHART. USE MN04M QUANTITY LISTED WIN NEXT URGER SIZE, FOR THE APPROPRIATE DESIGN PRESS/RE HE". D li F CNE BY WV00 BUCK BY OTHER 1 1/4' MIN. EMBEDMENT INSTALLATION a / ANONOR a \-CAU WOOD BUOC !N MASONRY OPENNG BY OTHERS CAULK BETwEw L WINDOW FLANGE —! WOOD BUCK SECTION 2 —WINDOW WIDTH. 4--1 C G ELEVATION VIEWED FROM EXTERIOR `,`.��A44s444444 SEF 44 NO. 42371 i P •• w i 0 ••• STATE OF W rrr P OR11D. p?�r rrFr R 'ON AL ..: .A. 2 WINDOW CLASS DESIGN I TAPCON AN OR LOCATION SIZE (INCHES) PRESSURE CAPACITY IN PSI' PARE CAP AQTT N PSf LOCA110NS 137 -131 1 -141 AA F.QIU 11 x Is 11 x 34 M -M 1: -1m M F.oJIJ 13 x 30 74 -74 Im -Im A4 13 x 34 44 -44 144 -144 A6 F' 11 x 4e of -41 137 -137 An F.QNJ 13 x m 67 -47 _ - A! F.0.111 I7 :< 72 Ito-6s N iAIU N X le 104 -toe lm -im AC F.4NJ le x 31 44 -ae 13e -13e AC F. NJ 1e r 30 m -m 133 -tu A11 FrA,UU t 41 -41 Ito -119 AC le x N 40 -40 Io -10e AC f,4H 4 to x m 40 _40 _ _ AC F,QHU le :4 73 40 -40 AC I F.QW 34 R 14 44 -as 130 -1>0 AC F.4N.1 14 R 14 00 -53 130 -1. AC F.QHU 34 R 30 44 -44 too -Im AC F.WU 14 x N 40 -40 67 -Q AG rILHJ 14 R 44 40 -40 M -4s AC F.OHJ x4 x So 40 -40 - - AC F.cUu 34 x 72 40 -40 AC F.0" 33 R 1s 47 -47 130 -I= AC FAHI 32 R 14 41 -41 40 -0 AC F,0.Nl 311 30 40 -40 in-s1 AC r.4NJ 3a 1 3s 40 -b N -ss AC FIN 33 4 44 40 -40 m -m Ac F.01U 31 R 40 40 -40 - - Ac F.Q/U = x 71 40 -4o AA I.4HU 31 x 14 4t -1t Its -110 AC F.4HJ 34 R 34 40-40 67 -07 Ac r,OJU 34 R 30 40 -40 73 - -A AC r.wU 36 x 3s 40-40 q -41 At: FAHN 34 R 4e 40 -40 0 -41 AG FAaHJ 30 ■ m 40 -40- - AC F.a111 30 x 73 40 -40 AC F,4/U 40 R is 40 -44 to -10e AC F.Wil 0 R 14 40-40ss -es Ac F.000 46 R 36 40 -40 e3 -61 Ac 41 `:M 44. t N 0 - 0 0 -0 AC F.0.H.1 48 R m 40 -40 - - AC F,4HJ 44 R 71 40 -40 AC r.4w m x to 40 -40 104 -104 AC F.QJU m 1 24 40 -40 44 -M AC F,0U1.1 m R 30 40-0 40 -40 AC F. JU m 4 34 40 -0 40 -0 AC r•sHJ m s N 40 -40 40 -40 AC F.4HJ m IT 40 40 _40 AC r,41U 71 R I4 40 -40 Im -101 AC F.aHJ 73 R 34 40 -40 61 -61 Ac F.0.NJ 73 R 30 40-40 40-40 AC F.4Nt 73 R 34 40 -40 40-40 AC a11 F.1 73 4 46 40 -b 'HI-40 Ac F.G.W 73 K so 40 -40 1- - AC F." M R Is AC r.0.NJ 04 R 24 - - 4e -48 AC F,OJU 44430 - - 40 -b AO I Am 84 R 3e - - 40 -40 AC r.QHJ 64 K 40 - - 40 -40 A0. F,O.NJ 04 It Is - - 04 -4e AC F.LHJ M R 34 - - 44 -44 AC r,4A1 M x 30 - - b -40 AC F.0JU M It 30 - - 40 -40 AC F.oxf 0 x 4s - - 40 -40 AC r;0.NJ YLA JOB /D4-0210 y„ YOOSEF LAVY, P.E. CONSULTING ENC INI M JIM FOElf IANF. e11TE / 106 WK a any rtt• ai► I M •►a 4. Ism • ua Q ISM ASSEMBLY ORAWNG DAIIAi tFYll1 7tu43 (SIA)340-ODIs F. 3HT•140-Oo7 $Mo 100 UL ►1CNIE WIDOW ' wam 0w t2/10/OJ a ruu44r g s6UU1KN II30 IOW TWO BY BUILD DOWN BY OTHERS CAULK BETWEEN WINDOW FLANGE >k FILL STRIP --I SHEATHING BY OTHERS PERIMETER CAUL( BY OTHERS FLANGE TYPE WINDOW FRAME HEADER FLANGE TYPE WINDOW FRAME SILL PERIMETER CAULK BY OTHERS CAULK BETWEEN WINDOW b. FLANGE h WOOD BUCK d D CAULK BETWEEN WOOD BUCK R MASONRY OPENING BY OTHERS SECTION 1 ULK BETWEEN FILLERSTRIP BUILD DOWN BY OTHERS 1 1/B- MIN EMBMMONT FTLLERSTRIP BY OTHERS. SHIM AS REO'D. (SEE NOTES) INSTALLATION ANCHOR. BUCK GLAZING (TYP. HEIGHT SEE NOTES). I C,`E7NERA1 NOlESL 1) SHIM AS REO'O. AT EACH INSTALLATION ANCHOR USING LOAD BEARING SHIM, MAX ALLOWABLE STACK TO BE 1/4. 2) WINDOW FRAME MATERIAL ALLOY 6063 3 CA" BEHIND WINDOW FLANGE. AT HEAD. SILL h JAMBS 4) CAULK FOR PERIMETER SEAL AROUND DaER10R O WINDOW FLANGE. 5) CLASS THICKNESS MAY VARY PER THE REQUIREMENTS OF ASTM E1300 GLASS CHART SINGLE GAZING IS SHOWN, INSULATING GLASS IS ALSO QUALIFIED B) WI1EF£ WATER RESISTANCE TEST �ETIGN LOAD ROF DMON SWILL BE UMITM TO 40.ODUE 1D WATER TEST PRESSURE 0.0 PSF ACHIEVED IN TEST. 7) 13/16' TAPCON WE INSTALLATION ANCHOR MUST BY OF SIIFFIOENT LENGTH TES PROVIDE A MM. 1 1%SUBSTRATE 4* EMBEDMENT INTO %B INSTALLATION SCREW AT HEAD AND JAMBS MUST BE OF SIIFFIC"T LENOTH TO ACHIEVE 1 1/0' YIN' EMBEDMENT INTO WOOD FRAMING. 3/16' DIA. TAPCON ANCHOR • IB INSTALLA110N SCREW 70 BE PLACED a' MAX FROM CORNERS is2r MAX O.C. YAK BETWEEN. E) OSURD DOYM AROUND THE THER URR DOWN MUST BCE OF SUFFICIENT STRENOTHVE PORTION OF 1=011 F TAD ADEQUATELY E TO BE ENGINEERED By B LOAD FROM WINDOW TO THE STRUCTURE. 9) NTENDED TO LIMIT USE OF THfS PRODUCT NTo THESE TWO CONFIGURATIONS THIS IS (APPLIES TD ALL CONFIGURATIONS OF FIXED WINDOW FRAMING SYSTEM. �;;J__1 ELEVATION Q 1 1/4- MIN EMBEDMENT. VIEWED FROM EXTERIOR ,••"""�•MM 1N ,EF M F INSTALLATION = {r C' i No. 42371 ANCHORS i i ••• STATE OF 1" S F[ORID,, ?- SHIM AS REO'D (SEE NOTES) FLANGE TYPE 1 1/4 MIN. WINDOW FRAME EMBEDMENT JAMB GLAZING (TV) SEE NOTES•-7 v _ �ANCHORAl10N `/CAUL BETWEEN WINDOW FIANCE SHEATHINGd 1�rtwa ONE BY WOOD PERIMETER CAULK BUCK BY OTHERS. BY OTHERS CAULK BETWEEN WINDOW FLANGE k WOOD BUCK. SECTION 2 ELEVATION VIEWED FROM EXTERIOR YLA JOB 104-021F : YOOSEF LAVY, P.E. CONSULTING ENGINEER e'�'• am 1apm MALE 9xx 1108 IOMt W. 0.4 K • Calil a ISM( • FR IN EIIGD • aNb. U TSAI OAUA% JUCA7 75343 114W4* F: M4 INSTALLATION DETAILS TWO BY BUILD DOWN SERIES 1450/1550/1570 DESIGNED PICTURE WINDOW DRN. d1KD eGMd AIR 1P N/A N1Df iDpQ DATE DIE NUYBEII 12/10/03 01 ItISTALATWN 1450 PW INSTALLATION ANCHOR INSTALLATION ANCHOR SMM AS REO'D (SEE NOTES) ONE BY WOOD CONCRETE OR /B SCREW (IYP. 3/IB' CUL TAPC13N mm BY OTHERS MASONRY OPINING w11EiE TAPM ARE By OTHMS NOT RE0'0.) cALXx Bt:-tr1EETN DOOR FRAME woo BUCK AJAMS INSTALLATION ANCHOR ONE BY WOOD MASONRY CPENND p /B SCNEN. (TfP, . S BUCK BY OTHERS BY OTHERS GLAZING ARE NOT RECO.) d (SEE NOTES) AS O 1-tEABEp1,BHMT . 41 (SSHIM EE NOTES). 4 CONCRETE 4 OR MASONRY • _JI_ 1//4' MAIL SH111 SPACi OPENING BY OTHERS 4 INSTALLATION ANCHOR 3/Ir dA TAPCOI ST0000 BY on1ENs 0 CAULX WEEN wow Buac a MAST OPflONO PfJeMETER CALJX DOOR FRAME BY OTHERS! BY OTHERS HEAD PERIME,ER CAUEIK BY OTHERS DOM BYOTHERS1-1 4CCO'OBIT MAPNG HE1G T (SEE NOTES) DOOR MOTH 1/4' MAIL SHIM SPACE EXTERIOR SECTION 9-8 J CAULK BET9FL1 WOW BUCK r MANY OPENING 4 . BY OTHERS •v d — W 4 _ 41dNO MASS DOOR 4 4 • 4 1-1/4� MIN. HOOK STRIP UI£RALLY APPLY CNAKWc • v EY &EENT BUNDER ED OF C �T sxl IN O 4 4 I aAallo c(SEE NOTES) ONCEh OR INSTALLATION ANCHOR MASONRY OPENING A -A BY O1HIfA3 J/1a' dA TAPCON amn 1' O= MAIWM: KWMAII ALLOT W.1 O M�.PI O� IM A OIW WSI St OF e1RfNZ41T KOICM TO AOKW 1/6 MWIME ft Or 1-1/e WM ])j ALTFJNAM TAPrAft MIALLAVIN mom= FRONT TO SAM M ALL MAW Unmom 43 UK LATER CALLA rm POOKM IM ARnen I71011X1 OF OOOL Ou1CT OMIT eQ M NOT Urlm N NOW CHA . USK AND1101 OLLWWTV LWW RM Ma LAR" WM fv1 Im AF'FIIO'1eA1r,Omi F1T UW C OWIT 1)) 97 nm¢I asOR t® NNE Daeear Ot*A>tl tAPP !Lt • OOIEREDRwi.As m raaaen OPO4Na SLIDING GLASS » setA.7 eLALO =%.=r OLAa4s ALeO NT11O4ED, 10/D® QAm DIOOLN MAY W111► PER NCOUIFNNOIIs DOOR INTEALOOL t► AXfll RYOr RO Mn♦) ALL FACTORY AFRO ua NOT WWO Fa TMO41 ANCHOR fH01xD ON tim IXIN A aDIDRa. or 1Xm01INT IXRON A 1-11101itQ ML. Dow OA M= f KID MOO UUOC / AM/ u MOM AN TO a WA M WM,ll'tAIW L Af WAN WaM � HOOK STRIP DETAIL 1 sm N M AT CA an W oWNLI ATpN foomm MAX ALLOWAX •m m1m 10 KM 1/4 . - 11 ALL NRTALLAVOt. AIIDIDIS LOT AM MAIM K* CORROSION NtWtAPIT MATNOALI IN.. . 1 e m MWM=U.MONLM PNQ AM Y AIMMM1e POW PAIML A/PRONm OMM M1101e AIM AS UVW ON IMA11A9OK OWIL, 11) NOT ALL 02fNLPATa11 Uom ATott AR L►IOOq tw TIO MAMIr. NOIeWI 9WAALATOK KCROW *A -A". 1-e' A NOW ssi OCTAL AIRY 10 rOtALlA00M v ALL APROMA mIf10INA11mm 1.)) ISM NLOMSZ W4WWQ S7IRM, TAFVM MGM4 a m: m ae Ot ISJ QRO 420,19U0Nr OAIM DOOR M YIOIBL T10 PRINT ALXO.MRAIS10 430 A 440 MNOL IP RNOM ODOR M MfAURS N ROOD FRANK e1101CWW US 010 SOW" Q TAA'FIMM LN1ON1 W AD KM 1-3ff ICI. CMWWtM IHO RMMI[ I AGN 110 M Rx" r ►ROM LOSQf A 24' D.0 MAIL a ONE IVY wow Buoc BY OTTERS TAPCON INSTALLATION CHART CALL DOOR LOCATION Oct STRIP Pw eW LIP 70 SIZE SIZE 4s � TOW 70 7ff o � 45 m so 70 70 OP PSF OP PW DP OP DP PSF OP PSF OP SON X06 OX, XX s0 X BD 3 3 3 4 3 4 4 SOSO TIM CX, XX 72 X SO 4 4 4 4 3 4 6 No X% OX, Xx N X e0 S S S 4 3 4 e TOO"m ON. Xx 120XeO a 11 7 ♦ 3 4 S BOND XQ OIL XX IID X 96 3 J 3 a 4 a B soap NO, OIL xx 72 X 96 3 3 3 a 4 S s D X eoe0. OIL lot 96 X 96 4 4e i ; 4 6 e IDOW79068 OOXO WSW X e0 S S e 4 3 4 6 20" 0XV 45-NAIf m 7 7 e 4 7I4 51 l-Xd a 10 6 e1 76p0 an 91-2/4 x so a a 4 E SOW OXO IM-3/1 X e a a 4 e IT 120e0 Wo 149-NA xW 4 e Bose Rex toeis x so s e 6 4 i a 1200e lax 143-PAN X 60 7 7 B 4 3 4 S 1BOSS xd 176-" X BO a 10 11 4 J 4 6 78100 lox sB-yN X 98 a 3 S a 4 6 e low T9x 106-a/q X 9s a S a a 4 s e 120M XX 142-11/N X r0 7 6 r B 4 e 0 150111111 MIT 17a-a 13 B 12050 OIdO. xm I,*^ X BD 7 7 a 4 3 4 S ism CxX0. )COCK 192-" X a0 9 10 12 4 3 4 6 iDOO) cm mm IN-- X N 6 r 7 S 4 6 6 12060 OxRO. xxxX 144-ye X 0e 7 a 9 S 4 It b 12 14 a i-1 MIN. EOMEN 9alloow TROTH A -1 - CPIEWCONCRETE OR MASIOMW OtNNc STUCCO BY O11ERs I I I I --11 BY OTHERS A �wom BUCK & EXTERIOR ELEVATION CLASS DOOR OOK STRIP 1STAL1TION ANCHOR 3/16- CIA. 7APCO1 '• ►�lAh • A ''yf ` Q ' 11FL' 1001 L CrT.4 gL• dn11M4 11 ISM •?A,h 111E027.bh& II =1 -Avi 117 SERIES 420/430/440 SLIDING CLASS DOOR .: INSULATION DETAIL IV. B9 N A OZ-2o1 d E• KA.A�I 02/20/02 8 eas .ASOI GEN=0024 .ins O weer • rwsa R.eAt .a s r1R.rt� a1� w A4e No.ArN RAd a rwR. r f4s Iu N e4o,4 CONCRETE TMD 9Y BOOp DUCK ANC"W CO MASONRY 3/16• CIA. 7APC011 r FROM OR • 13-1/Y &C. MAIL BY OTI tY O'BO11 ! BY IL OR 2 R B 11000 eudc BY OTHERS (SEE MOLE 16) SECM AS REOV (SEE NOTES) '4 C - — STUCCO eY OtHE w� e DIVERS DOOR i/ EXTEIOOR GLAD" — (SEE NOTES) SHIM As Rm ---� (SEE MOTs) DOOR FRANC ---� .IAMB FGLAP40 (SEE NOTES) PDMNETER CAW( — BY OIIIERS sTUCCO — BY OTHETn OCKIR 1{[ai1T 1 OOOR WTN- CAUW BETNED N000 BUCK a Q • MA" OPEHINQ 7 BY SHIRRS -{T OR MASONRY IN I DPOG DOTHERS . p Too BY RICO) BUCK ANCHOR 3/1r OIL TAPOQI 6' P MGM DWS a 13-11; O.C. MAX BY OTHERS O NSTALLA1fON ANCHOR n /s SCREW CAULK IEEN liam BLOCK a MASY OPENING BY OTHERS _1/4• MAX ! BY 6 OR51191 S1' 2 x e 6000 BUCK BY OTIfAS SECTION R-B (SEE NOTE 16) iA INSTALL, CALL DOOR SIZE R SIZE IN CONMMATION INCHES ai sow xa OIL Rx 00 x 90 0060 -MD. OOx. lot " 1TICS 6 to0e0 x0. OR. Loa 120 It 00 6 OIL xx 40 WOO 30Do. OK XX nam K 96 .3 DODO, mo. OIL xx N N 96 4 90" Oxo' Ioo—L. R so • 12011a Ox0 143-In x e0 1 ISM ONO IN-L/ft x m 9 7600 0010 01-7/4 R 96 3 90e0 ONO 100-1A It 06 s 12060 OxO 145-I/• x 96 1 IM A x 9068 10x 106-rM x 00 y 12068 >mt 142-W x 90 7 15Oee xTx Ile-4/M x 00 e 7600 bx M-.P/M it 96 3 9000 ',1' 100-9M R 96 0 129e0 xtx 142-1n IT 96 1 M T2aes oToro. 1DOa Is4-yN x Ta. 1806B MOOD xx7a III -LA x INSO OOOa4 xxxx 120-L's R 17000 OIOO. MM 144-/n R CONCAM 6 OR MASONRY • OPDMC Q Q • Q I-1/4• wn. Sm"G; CLASS DOOR 4 4- 4 BY On"ERs LIBERALLY APPLY tlu)mc • • Ih/BEOAErIi ROOK sm 6 . UNDER Su OR SET SILL IN A � 4 . Bm O' CONCRETE • Q SECTION A -A INstuLATIOM Ana+oR d 1-1 4' 1aE BBIIt 3AC OIA TAPOON 11 BOOR KATpµ: NAW"M AUAT Wl 1) ►ARGON TM NWA UAVM MIOIOR! 0 9LL WIT K Or 2XFKW IT LOOM 10 A0WW UK 060MCWT Or r-1/i• TIIIO MASOIAr OR OOK KW A MWV ILDTALUANp1 ANCHOR IRIST K II RN11=11 1DKC11 TO ACH" A M9L O4amYOA OF WO TM i4 M000. 0XVL » ALIDWII tAPOOK NIIALUAINN ANCK M! N171T 10 TAQ N rRAAM SILL Q UK CAIAX TON PVMCTM 9UL MOIAO OKT816R Or COON. I N OMCT COON IM 6 NOT LMW M MMTALLAYM AI100II O VAX UK AMOl01 OUAANTK LISTED NIT" IKORI LARIYA SM FIX IWaNROYATE ITlSOI.MOM I1110'D ) rOR PODST OOON,BK! IAQ LtOSIT,NTPAIS DOOR SK • COWMM VM W rltltm OPDwm A MLLAIM SASS *WK SINU QAMW ALb APHIOITA R)UO® GLASS TNIMM MAY VARY ►q ROUOM"T7 STUCCO or ASTM OSOO;pAS1 CHARM BY OTHERS e) Au r" 10 AT4DTd1 9auD K iSl6! OM A iDK[R6 CIF 91Rr10BIT AWACS IIOIL7.MOT 9Es+oco ►.7 P ev w ROOM IO r1e+K IMA 1' pOOMCIf TKKIO:ttO M POGO 4wL CALRR BE1TiEM 9)) AM* / BILL OOMOS ME TO K SSMEO 01) A -IMAM A W RAM SSALM 1 t1) " AS MWIL AT /A $ET Or DWAIUASM ANO/ORI ON LOAD KAMO VOL WX ML.O'wN" 64M I1AOIL TO WOOD A SwmO GLASSBE 0001 tMTALLATIN HOOK STRIP /1 IAAOg6 MUST K WN OF Cailpppl MESISTMIT w16ILMl IZ�0.�ING UV[ x1 f 1VIISID111 moo m PAIRAwe b• Awrazo s R1® ►A41 wPFA m CONIVI MANpIS Atc AS CM DWAILAN" CHART. (SEE NOR$) NSTALLAN ANCHOR Upo' 131 MOT ALL OpN10Ums" tTITSD AMOK AM WKO.N ON 1.I MUKI` HCOVIA R-061A AASECIKW 'A -A. Y-1• 3/1r OUL TAPCON a ROOM Illy KTAL APPLY TO T.STATLAMN Or ALL ANM 1oKD,CMFI AOpIE CLASS SLICING ASS 14) tW ALLOW2 WOO"9ITIM 1oI/N TAPM AN0! O AME ILL t0 K 24. CA 0" INTERLOCKIS) mRIK l 420 ILOM OUD" 6 TMKOOI RES NWt ALSO ArKRS TO 4W • N0 fUltt I'll I* of IM MW CUM 10 K TRSNLLY rAMMD 10 NTAK" 1W 1DA6 10 NK UMM". COMM TE M 01MM HOOK STRIP DETAIL I1NUI:Twt 61ott11AR 1r) IM�1 rR.:snc w.or. v K+laacr To K u. vs. 3/16• IRA It scram T... 00SILL HEAD 0 TO 70 V PSF ro •0 TO 70 r4 70 PW '.Or PSf DR -DP Or PIF OP OP 3 3 3 3 3 4 y `s a 4 s` e 3 s It4 33 3 3 3 3 e t 3 3 ♦ 4 4 9 0 4 S y S • • • 7 7 0 • e • 9 e 7 . 3 1 9 7 9 10 4 S 10 11 9 12 14 4 y 6 6 e e 7 • • e s s to u • 6 11 13 to 13 Is 6 S 6 3 6 7 • y 10 4 3 10 11 2 12 14 4 3 y S y s 3 0 6 + 11 I tl 7 10 0 11 12 1 1S • T 0 7 0 w 4 0 I1 12 10 13 Is 4 S 0 0 11 ! 14 1. 10 fA 11 17 6 1 I R DOOR MOTH A B B DOM / HEIGKi A EXTERIOR ELEVATION WOW', f.� � _c (001 L 9L 1 hn9EN6 TL 1700f • //: I� /10017 • IeB1i TE 7S111 i t.n■s enel..ell SERIES 420/430/440 SLIDING CLASS DOOR t INSTALLATION DEWL (MTH TWO BY BUCK IN MASONRY I'KS�• ,.`` BB N/A ♦ .A ROAR lt MAW �'A•6..4tI•I♦II♦ 12 OJ 02 8 CEN-0027 .raw waver I.OrM KY�_ .10 A.K.N+r At �.w a �rK .r< wm AIr• Het 1w m-.M1 rr r1 .Ke-..a rnmc + Vd./ V or V V N FM GENERAL ALL WNIAN CORP. FLANGE HOR>ZONTAL MULLION DESIGN LOAD CAPACITIES HORZ EXTRUDED ALUMINUM TUBE MULLION 8144S SH S¢E8 WHEN USED FOR MULLING TRANSOM MULL SPAN:- WDW. HGT. V 53.000 61.000 74.000 80.000 90.000 96.000 106250 26.000 197 136 81 62 40 32 22 38.375 175 119 71 54 35 28 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 72.000 168 110 62 46 29 23 16 84.000 16B 110 62 46 29 22 15 NOTES: • CHART APPLIES ONLY TO EXTRUDED ALUMINUM MULLION 014451 HORIZONTALLY. • CHART ASSUMES TRANSOM HEIGHT TO BE ONE HALF MULLION SPAN OR LESS • WINDOW HEIGHTS SHOWN ON •Y• AXIS OF CHART DESIGNATE HEIGHT OF WINDOWS BELOW MULLION AND DO NOT INCLUDE TRAMSOM HEIGHT. • READ MULLION SPAN AND WINDOW HEIGHT IN P40HE9. • DESIGN PRESSURE VALUES ON THIS CHART ARE IN PSF. • DESIGN Lo AD CAPACITIES SHOWN ON THIS CHART Do NOT CONSIDER ANY STRBI KITH OBTAINED FROM FRAME MEMBERS OF ADJACENT WINDOWS. • Dmmt. U173 • CALCULATIONS PERFORMED FOR THE PREPARATION OF THIS CHART COMPLIES WITH THE 2002 REVISIONS TO THE 2001 FLORIDA BUILDING CODE PREPARED BY: Ptt00EJCT 7zcp6MOLOOY CORrOAA7xw IIM LOUISIANA AVE SUITE S WINTER PARK FLORIDA 32782 PHONE 407 8224SM41 FAX 407 =-= �j �o0 t ha•rsat�aa GENERAL ALUMINUM ALUMINUM MULLION. DIE #1442 WITH NO REINFORCING BAR VERTICAL MULLION DESIGN LOAD CAPACITY CHART COMPARATIVE CHART IN DESIGN PRESSURE - PSF FLANGE VERTICAL SH SIZES WDW. WTH. > WDw. HGT. V 19.125 26.50D 30.5D0 37.000 48.000 53.125 26.000 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 Omsk w L/175 CALCULATIONS PERFORMED FOR THE PREPARATION OF THIS CHART COMPLIES WITH THE 2002 REVISIONS TO THE 2001 FLORIDA BOILING CODE. PREPARED BY: PRODUCT TECHNOLOGY CORP. 1150 LOUISIANA AVE., SURE 6 WINTER PARK, FLORIDA 32789 PHONE 407 6224 4 / FAX 407 62246 W • r � • s Y � V Y ;° • 'kS0 22110eAWOW r'JR CA020140 isOct-03 02-0808 Florida License 047946 GENERAL ALUMINUM N ALUMINUM I ULLION, DIE #1442 WITH NO REINFORCING BAR s VERTICAL MULLION DESIGN LOAD CAPACITY CHART • COMPARATIVE CHART IN DESIGN PRESSURE - PSF FLANGE VERTICAL PW SIZES WDW. WTH. > WOW. MGT. V 16.000 24.000 36.000 48.000 53.125 73.000 64.000 96.000 16.000 4237 4237 4237 4237 4237 4237 4237 4237 24.000 1412 1255 .1255 1255 1255 1255 1265 1255 30.000 822 670 643 643 643 643 643 643 36.000 538 418 372 372 372 372 372 372 48.000 282 209 167 157 157 157 157 157 .60.000 145 105 80 70 68 67 67 67 -72.000 82 58 43 36 35 32 32 32 84.000 51 36 26 21 20 18 17 17 98.000 34 23 17 14 13 11 10 10 CHART APPLES ONLY TO MULLION 1442 WHEN USED TO MULL SINGLE HUNG FLANGE WINDOWS AND PICTURE WINDOWS READ WINDOW WIDTH AND HEIGHT IN INCHES DESIGN PRESSURE VALUES ON THIS CHART ARE IN PSF MULLION AND FRAM ANCHORS SHOULD BE CHECKED IN EACH SPECIFIC CONDITION Dmtx = U175 CALCULATIONS PERFORMED FOR THE PREPARATION OF THIS CHART COMPLIES WITH THE 2002 REVISIONS TO THE 2MI FLORIDA BUILDING CODE PREPARED BY: PRODUCT TEChWOLOGY CORP. 1150 LOUI.SIANAAVE, SUITE 6 WINTER PARK, FLORIDA 32M PHONE 407 822-8334 ! FAX 407 62 4=5 CAMMAII 18-OCt-03 02-OW1 INSTALLATION ANCHOR (TYP.) MULLION ANCHOR BRACKET WINDOW FRAME JAMB (TYP.) EN SECTION MULLION ANCHOR BRACKET #8 SELF TAPPING SMS (TYP.) MULLION DIE NO. 1442 1 A, u, EXTERIOR ELEVATION II I II I I II I I II I I II I I I e v - v CONCRETE OR MASONRYv a a " a a SUBSTRATE SHOWN, WOOD v QA FRAME SUBSTRATE ALSO APPLIES SECTION B-B ow" NO: GEN-0454 MULUON G.A. 25 DIE NO. 1442 INSTALLATION ANCHOR (rn'•) SEE NOTES #2 do #3 -f 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 010 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 do SILL. 5) 1 IAI,L OF MULLION AS SHOWN ON THIS SHEET COMPLIES WITH THE 2004 b G CODE NTH 2002 REVISIONS. IT IS THE RESPONSIBILITY INE COMPLIANCE ON A SPECIFIC STRUCTURE. GENERAL ALUMINUM CORP. CARROLLTON, TEXAS . w. 3 S FLANGE VERTICAL MULLION INSTALLATION DETAIL • w �L . c �I— ALUMINUM TUBE MULLION, DIE N0. 1442 ` •`� ARGb ---- m b B8 "r m ---- °"'�' 8/21 /02 9-11-02 A REMOVE ANCHOR SPACING DIM. BBo �a"N�AI- ''o�� ecArs HALF MAM---- °�OO1OeM—G5 DATE SYM. REVISION 6Y ''`'tt«�t''t! ---- . ... ARa YA ►wi0011CI tiA/1fAD0Y =W. IM 10 MMA AW— vom MAIL no= RIOT mm-at-am /AM SOT-� INSTALLATION ANCHOR (TYP-) MULLION ANCHOR BRACKET WINDOW FRAME JAMB (TYP.) MULLION ANCHOR BRACKET #8 SELF TAPPING SMS (TYP.) MULUON DIE NO. 1442 SECTION A- A EXTERIOR ELEVATION a � v V v G.A. 26 4 v 4 a v a 4 SUBSTRATE ° a SECTION B-B MULLION DIE NO. 1442 INSTALLATION ANCHOR (TYP.) GEN-0459 1-1/4" MIN. EMBEDMENT 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 THE 2001 FLORIDA BUILDING CODE WITH 2O02 REVISIONS. IT IS THE RESPONSIBILITY OF OTHERS TO DETERMINE COMPLIANCE ON A SPECIFIC STRUCTURE. 5) DESIGN PRESSURE CAPACITY OF INSTALLATION AS SHOWN ON THIS DRAWING �t y'pi•eii se' GENERAL ALUMINUM CORP. �' Q �' •. !�a CARROLLTON, TEXAS �` ��g,, F1E', ► 0 Q�;•' • �� *� PRE —CAST SILL MULLION INSTALLATION DETAIL 4„ a W/ALUMINUM TUBE MULLION, DIE NO. 1442'vo` A+Ea ---- °°`t BB "^ wry: ---- W-*" HALF I MAIU---- °W cEN-0459 s� a � w .� 0 . .... . 11113NO100► COP.. logo IWdM Alf— %of= ►NM, Ran" ,'!7M "am 4d7_/2*-&m •AR QT-1�-#fib 9a_ .�A►111� � _. MULLION ANCHOR BRACKET WINDOW FRAME SILL (TYP.) Col rO WINDOW —' FRAME HEAD (TYP.) SECTION A —A 0 A 3 INSTALLATION ANCHOR (TYP.) #S SELF TAPPING SMS (TYP.) MULLION DIE NO. 1445 G Ao 28 SEE NOTES -1 DVG Na GEN-0456 #2 L #3 MULLION ° d DIE NO. 1445 D INSTALLATION MULLION D a ANCHOR ANCHOR (TYP.) BRACKET v p v Q D CONCRETE OR MASONRY V SUBSTRATE IS SHOWN, WOOD FRAME SUBSTRATE D ALSO APPLIES. v a SECTION B—B I ol 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 1-3/6' MIN. EMBEDMENT INTO WOOD FRAMING, 4) MULLION ATTACHMENT IN SECTION B-B IS TYP. AT JAMBS. 5) INSTALL v"m*® °MIJIvLION AS SHOWN ON THIS SHEET COMPLIES WITH THE 2001 FLORIDA DBVG JLUf X 2O02 REVISIONS. IT IS THE RESPONSIBILITY OF OTHERS TO DETERM t4q ..SPECIFIC STRUCTURE, GENERAL ALUMINUM CORP. CARROLLTON, TEXAS 1p Tm-D FLANGE HORIZONTAL MULLION INSTALLATION DETAIL Q��t�� ALUMINUM TUBE MULLION, DIE N4. 1445 I D NCI, I '" -- BB ---- EXTERIOR E L E V A T °"'� 8/zl/o2 LonFvJ%RsOl 9 VT1/T' ---- ' HALF ten'---- ! �GEN-0456 pMWMAW ■M M== UneaAa Mr,. LM LpXWM AVC. WWM PAW nMIM 4".421-4=4 rAx 4n,40D-g 0 f r' }R Oak ridge'PR® 30Th`AR ang�esa ,Sephisticoted,Design i g Y .` -bimensionol,Perforriiiihce The nutted color blends subtle 9°00 WQ��c P sliacfotts"featut`eti to Coal<riclge°PP'o 30. sliin les,:add clef tli an(l dimension to tour houu 1 Ttto <tslihalt ,htr lcs with a tent h Fiberglasmaf cpt� are-honrlecl-ttr,ethcr`aucl covered in colod r'4` a �liu thle utf a e l uiulPS. O ilaicl e PP,6 :;p AR 'Alm�le, cant• a Separate ' yv: 11, to .= A r ^t PEsislance Lunt[rcl 1� trrantt :, �0yearIinuteif tautamtt Durable iv eatl ei me ^��de asphalt composition t'Pttl�mclResistuueItnutedAlarranty ensure performance. } gClas, ani L Fir '8Rating the industry s - highest ratirir .' - 6-Etrltaneed ttai-ilntt prorecti6n and r._ extended her ud of non-peorated ,I: o Tnt PPLOtectioii cotetage of 10 year's tt ith optionairSycteni adt anta,e a � - f. 4 YOOfIMG P� Limited R ari "u1tt �Vr a e`.� Q ,' A.. ...'' - t The -lrchitecturul Ser tes :$ <all Ott 11s Cortung AicfutectA Seiies products`are .. destgiied# trill ennuleeted to help von create a distinctive, g ; orie of a idnct si le toi vour home's_ fit. exterior..'- yam, ,Product`Specifications t ; 4Nommal size - . 13%"'x 38'/. M s`s'=�.Exposurem` P, sShrngiesiper square 66 ? ,° i3undles,per sq 7.s 3 pCovercgd per square 99 q sq tt i Tested foc Excellence ;4i1 Gwens'Corntng,shingles�pre heavily tested to meet or. ' "- exceed applicable"standards"measuring fire 6veroge K: n and wind;resistance =' v APPlicoble Stondords"-;Codes ', ` r, ASTM D 3462 ASTM D 228 4 i ASTM E 108 ClasA'`,yn UL1790 Class,4 <1,LTM D 3161 W997 F r ASTM D 3018, Type l floido Building % { Tt k to '� ■�!�� =ram 4 , €' "p - S i a■�� ��2` Plant Qr Service feCS R ��—'�� 2 Jessup (South); MD 3 Jac6nvil(e AFL r� Or t 6 Atlanta GAS ; , r SIN ee ectual wcrrcnty+`For C tc r� 4 nrrahoas ad equiremenrs s 0 tl .r,° ��+�-�� * x.- a 7 �+,�; - a+�C �,v�•.ry., �k 3.a ,+ �'rrx, k r �€*,a� a a'�'`� #, ° t, n _}V r ¢Y Oy #,. 03/26/02 Tl7E 15:51 YRa 4U73dU1a0z rL-JM'-nn.ulr.v PANVEST GROUP N- TAtcffUNr2BRAE iGH * t _. lFg-I o 4 9 lt rp4}n0 No. 9, Rd.10, lndusWal Park, Taichung C,ityc, Talwan LEE CHU ENTERPRfSE CO., LTD. 101:8884-359.350 Fax:1188-4.359-3447 E,ma -1s1d uN§ms$ :ud net. FeWwry. 3, 7999 511WECT: V to 3"x .120" 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. Ringllnch: (ring shank) 25 min. to 29 max. Galvanization: Electro Galy. w/ 6-8 microns chromate The above mentioned nail made for Interchange Brand meet AS-1 M641-92 and are Class 1 galvanized. FEB 27 2002 08:22 FR OWENS CORNING 2-A 419 24B 7354 TO 913213481001 P.O6i34 File'R2:45; page !T1-T •of 1 2s3ued: 6/15/2ooi TEST RECORD No. 1 WIND RESISTANCE TEST: Zj .. . The tests were conducted at 1 in. in six incline in accordance with the equipment and procedures as described in Protocol PA 107. Throughout the test, observations were made to note the condition of the shingles. The test panels were constructed of nominal 3./4 in. thick plywood decking material and measured 50 in. wide by 66 in. long. Nominal 2 by 4 in. dimensional lumber provided the support and rigidity required for handling. The plywood was secured to the support lumber with'ed nails. One layer of Underwriters Laboratories Classified Type 30 asphalt saturated felt (ASTM 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 fourstandard1-1/2 in.. galvanized roofing''nails per shingle - by Underwrjters Laboratories, personnel parallel'to the short dimension of the test panels while at•room temperature (80 i'15°F) and in a manner recommended by the manufacturer. The panels were maintained at an incline of one vertical- inch for each six horizontal inches during application of the shingles. No adhesive other than the factory -applied adhesive was used to fasten down the tabs and no pressure was applied to the shingle tabs either during or after application. The Panels were placed into a conditioning cell whale maintaining the one in six incline at a temperature within the range of 135OF to 140°F for a continuous period of 16 h. After conditioning the panels were allowed to cool to room temperature again while maintaining a one*in six incline. Two tests were conducted, unless the first test yielded unsuccessful results. R-VSMTS At no time during the 2 h period of exposure did any test panel experience 1) the adhesive of the self-sealing shingle fail to restrain any full shingle from lifting nor 2) any f ree portion of a shingle lift so as to stand upright or bend back on itself. Report by: / Martin K Rowan Sr. Project Engineer MR/DM:Iib DMS Reviewed by: Douglas C Miller Engineering Group Leader t k 998lfS T S Yr4i" Accepted for use as an underiayment felt to be applied over the deck prior to the installation of TAMKO asphalt shingles. Underwriters Laboratories Built -Up r Type 15 Label ASTM D 226,.Type°I ti MDUCT': * T Roll Dimensions 144' X 36' y Coverage per roll 4 Squares '_ Laying Lines 2% 8-1/2`, 11-1/42, 1T t � r 'AJI values stated as nominal �� Stir rK, 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. ITANKU Visit our Web Site at www.tamko.com oerzoot Central District 220 West Ott, cr Joplin, MO 64801 800-641-4691 F®®MN r PaODUCTS Northeast District 4500 Tamko Dr., Frederick, MD 21701 800.368-2055 TAM O%a "9kt°f°d Vademarkd Southeast District Southwest District 2300 35th SL, Tuscaloosa, AL 35401 800-228-2656 TAMM taoofirq Produces; toy. 7910 S. Central Exp., Dallas, TX 75216 800-443-1834 Westem District 5300 East 43rd Ave., Denver, CO 8=6 8o0-530-W68 WATER-RESISTANT UNDER'LAYMENTS Water resistant.un&dayment is a product that.consists of organic felt impregnatedwith aspbah saturant Some water-resistant undedayments, such as CerrainTeed's.Roofers -Select, also contain a fiber glass rein_' . forcement which incrFases tear strength and reduces wrinkling Water-renstant;,undedaymentwas originally invented'to keep the roofdeOong *.untu shingles could.be applied Applying this Wider laymeat was originally tilled "drying -in. the roof'. It was also. useful as a separation sheet between the roof sheathing boards (bdore OSB. andplywood sheets.were used as roof decking) .and the asphalt .shin- gles Thz- was important because resin . pocketsm thepine planks. caused the asphal '19-degrade P unless the im y . dedayment - separated.the resinand asphalt from.eachothez Water resistant undedapment 1s made to shed most of the water that falls on tt unless iris torn or puni peed. Its ability to be waier- resistant'is temporary As.the son degrades the exposed asphak the matenals begin to :dry, absorb: moremoisture, Iose its. stretgth and evenhtitll� tie�n to teal The. less asphalt used to saturate the under- - ` lapmemsheet during »m urng. the shorter sts'hfe. Since asphalt. u them ---�— _ ... _ . apes eve component of siiingle undedaymezit, lower r. Pn mateaals wzllhave less asphah and a shorter life when exposed _ to the stm Tower priced shingle. undedayment, for the same reason, is also ruble , t . severe, Wrinkling when it gets wet or even just damp. Underlaymeat is used under asphalt shingles fora variety of . reasons, such as;pmviding Backup Eor water shedding protection of the deck if shingles.fall . fromwind-dnvezt lain, :lower the slope, the more important 'undedapinent is, since wafer flows more .easily under shingles on lowslopes ;� A protective tamer to the elements between the time.the old shingles hive -been torn::off and prior to the new -shingle being . applied .liowevey;the tmderhyment should not be relied on as a temporary roof system, lY.whett the dap edge flashing is not yet in place It is unlpkely to prevent leaking.in the event of...,. heavy wind and.rain. + An agent to hide minor imperfections of the decking material and reduce "picture framing" of deck panels. Fire ratings (Class A or C) when used in conjunction with shingles. 46.' Cbapter5 s INSTALLATION GUIDELINE'S FOR WATER-RESISTANT UNDERLAYMENTS The following is a general guide for the installation of water-resistant. shingle undedayment..These guidelines can be used regardless of the . weight of the undedayment. However, always be sure to consider the . local codes. OVERNIGHT EXPOSURE If underpayment has been exposed overnight, moisture from dery should be allowed to completely dry before shingling ovt= If this does not happen, :the moisture will become trapped beneath the shingles. Wrinkling can telegraph through -the shingle and make a . good shingle job look terrible: The worse -part, is that the job can . look good when you leave in- the evening but the wrinkles can reappear the neat morning when the homeowner will notice theta While we've discussed underpayment being exposed overnight, it is. highly recommended that the roofing contractor .only tear off what he can shingle over that same day. This prevents the most common .underpayment installation problems. FASTENER:TYPE. CertainTeed recommends using nails rather than staples. Bails provide more resistance against underpayment tear.OUL Xis very important, whether hand nailing or using apneumatic. gun, that the fasteners be driven flush. INSTALLATION METHOD: When applying underpayment the key is to keep the product as. wrinkle free as possible. 2. `Unroll the nnderlayment parallel with the eaves. The eaves edge of the underpayment should go OVER the dap edge.eaves flashing, but go UNDER the dap edge flashing.along.the rake. Figure 5-1: Applying Water Resistant underlayment Along The Eaves And Rake The type of decking material used may influence the holding power of the fasteners. Your experience may Here Are indicate that more fasteners are necessary in some situations. Some Tips... For steep roof pitches above 7.•12 consider adding a third row of fasteners, making each row 9" apart instead of 12" apart. Dennis Torhack from Fulton, KS tells us. V always use Plasti Top nails on felt, .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 underlayment, 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 underlayment 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 sort of zigzag pattern. This will result in a simple pattern with all nails being approximately 12-15" apart. (See tips above.) Figure j 2: Standard Nailing Pattern For Water Resistant Underlayment 3. Succeeding courses should be unrolled in a similar manner over- lapping- the.previous course by-2".-.Be-carefil-to-roll4t-out-sum'ght— as the underlayment will tend to slide down the pitch of the roof and end up crooked. The spacing of nails in this overlap area should be approximately 6" apart, centered in the 2" area. (See tips below.) 4. If the length of the roll is not sufficient to complete the entire run, an end lap of 6" is required. We recommend two rows of nails 6" apart to hold the lapped edges in place. End laps should be located 6-8' from any other end lap that may be in the preceding undedayment course. WARNING When installing undedayment 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 RECOMbMNDAnONS: 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. • Nail 2x4 stringers across lap areas. DEALING WITH WRINKLES AND- BUCKLES J 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 shingles are applied over an uneven underlayment surface, some 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, the wrinkles can be cut and repaired with patches and asphalt plastic cement. Third, wet and wrinkled underlayment can be allowed to dry out naturally from exposure to the sun. As the underlayment dries, —rthe-wrinkies-often—pull-down—md-ft Ymn The best solution for wrinkled underlayment is prevention. Applying high quality, well -saturated felt, such as Roofers' Select; will eliminate many wrinkling type problems. Ask your supplier for the highest quality he can obtain. Do not assume the underlayment he stocks is the best avadole: Be willing to pay more for a superior product The cost of high quality underlayment adds very little to the cost of a job and can often be offset by the savings from reduced rework and repair.'Installers who insist on the lowest prices for underlayment are the cause of the low quality underlayment generally found in supplier warehouses. Roll out only 10' of underlayment at one time, stretch it, check alignment and nail into place before moving on. Here Are Some contractors prefer to do the deck in stages applying 2-3 courses of underlayment then immediately applying Some Tips... the shingles -to that area. Using this method t g they can sometimes reduce the number of fasteners used but they must work carefully to be sure the underlayment remains flat. Michael Saunders from Bath, NY suggests, "When doing a tear -off the drip edge can be reused to hold the edges of your newly installed felt overnight. " V rhnnto ; X � 05/031/!002 09:45 3213461001 COLLIS ROOFING INC PAGE 02 05/12/2032 14:49 14078949412 KAYCAN ORLANDO PAGE 04 TABLE 1607-".Z MINIMUM WRIGHT MATERIAL, THICKKESS (in.) GAGE (1b) Copper I Aluminum 0.024 rainless Steel 28 alvanized Steel 0.0179 26 (zinc coated G90) inc Alloy 0.027 d 2 r/Z aced Tone 20 I5073.9.3 Drip edge. Drip edge shall be provided at raves and gables of shingle roofs, and ovcrlappod a minimum of 2 inches (:1 mm). Eave drip edges shall extend 1/4 inch (6.4 mm) below sheathing and extend back on tha roof a minimum of 2 inches (51 nm). Drip edSe shall be mechanically fastened a maximum (if 12 inches (905 n m) on a 4 av 1l " L,UIIL[ll,g .-uuc umine Page 1 of 6 Hot Topics I Submit Surcharge Product Approval USER: Public User s : K cF Ynn'Y1",,,_iA 443'< hyl In ,.i..-J' �1ttM Stats & Facts ' Publications ' FBC Staff ' B Product Approval He— > Product or Application 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 '!mod Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Certification Agency Referenced Standard and Year (of Standard) FL4668-R1 Revision 2004 Approved Masonite International One North Dale Mabry Suite 950 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://"Oridabuilding-Orglpr/pr app_dtl.asPx?param=wGE17XQvitDgtAcG5vedS%2bbvQu... 3/28/2006 ASTM E1300 TAS 202 ;. + 1v L V1 %J Equivalence of Product Standards Certified By Sections from the. Code Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Section 2612 HVHZ P! Method 1 Option A 09/14/2005 10/16/2005 10/01/2005 10/19/2005 FIBERGLASS DOORS •5 �-- N N N N N N v N o N v N v N p o o N v N v N o 0 N 0 0 0 v o 0 0 0 o N O N p O r7 N C N O G N p N O O O _ p� — — v 0 = p 0 o 0 0 0 0 o 0 p 0 o 0 o 0 C 0 o 0 0 C N iA 3:: 3-- 1 Y•f .l9 ID 1!9 117 L'9 1!) V] m 1(Y U.f O N V> m 47 . m m m u�i m •r}i m u}'a o m c ca v v v �, ca ca c> r > U rz Ll 0 o O C p O p p p � o p o o p p p o - —�- T - I tl�I11'11- - — — — — M)�— — Yi O `V V V V V V V V 2 V V V V C_. 2 s� m Jig t; Ct p 0 0 .p .p CY! m. tD ID t0 IG . n [D Ip mo r N e N171 J J N J I I N• J� J N J — J J N J J J N L j to I � y G Ec ' m L - i = 9 i1-1 { 0 0 0 II0 I 00 I I 0 1 ca .4 O O O G �� C O • t CDI*AU WD cma youm = m nds Mwa Omvg= l0m=w miD,nl%n n - Mzabb armn QC 1A>aDRRL 1RtIDi[ Wrmne uo,ma tamtt Enterv Entry Systems . 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".'1e 3L)proDr_aIe ".Sic^ l0ad aIlC 171L2C: si•'e'-"_ �;v NL:.'..mi-Dade L ou= . -i0P_�ctoc0i _ R_ -r� "'i..tr'-r lied was e, -,4 :Ct vlN., i 1L�TJ1iC�sDIl1Lti/ LT ni:00r. of _..��e�r- edOT l �'GQ11C: Pe07"r,3IlCe DcII?. 1'IcIl1131.i0r Cr0aLC1 - • . Hnt _IIG � r :JC1L . . GCels 1�::,,2=cQ DelOW. l S/77- _ J2: G. Cef ley Alai Ile :es: 7e7or4 ''roVldec _ t`^.e :V125Gir?Le Ce'ti1CaTe C' P!7 fb--i_...iT Ce s'ueez C CJP'c ^ _ - �) Grl:alLic_ uC 1roL'_L. pe-O=mnc,- dam manual Speciffed Ilereir. lae 3L-.. hed yI2S0Il1'.e'�:e:1cOr CC�P/Tc:Sh, IvIaz--CeS (=i0UelV Mi1L'De7eC' 'by L)roduc: mmdei ) provides .CDi_.-Ia-L- ' ZCr e2CIl prDCLUC: Model revleWea ' dica:'ro the es-, 13C � ^ - pat- e ,,L��..; Siie cIlC ' Lal12LiGIl ?n"oru,8i'i0Il anC ratmas for desk load and aL'Jl1C3D11l'7 GI Pac. LeSL. i 27L, 1Casrle COP'S and 2Y L ices =,I=-L De?r :Ile YY moc: Entergy Entry Doors �-ocsc: _vloce-is: ood-E-dge Steel Door (-Matrix -302644%C-001 ) 'yletal-Edge Steel Door Nfaur x 30_641 C-00_) Fiberglass Door (Iarrix =30_' .1 '2x 710 dirn:^: iL-cwieC_va_ � o; he �eiu COnduc a avid!1aS made n :�C_1ru"• or a �� 0 LTIemDr x 'Je."';;1 Gnc" Or me �Qra mbmiCon'd10.°d war Dniv ro dme,-mine rnar 1 U_ : zr_ ZDrre= rwre einamons O,, zile ,= a u-D1i?.� JrOm rite 1a.70raiOr.e.". _ , JBntieO re'vie-w wa.;_ior,,M U=Urai 0e7-,"0rMa=Z rae:%L1 OnrV ara a,- ,.Or I7LC:Ilu'� r evtesv �f eir imiitrarion or wares gene.: on Z= rev?f Siii 7 ugtscn,Yf_a: APR-16-2003 WED 03,49 AP r,; 6, .2 PM TRIM PAK FAX N0. + P. 02/ 12 M PRRDOR DICKSON 615 446 7229 Na .191 S P. 1/11 i w Masonite International Corporation TECHNICAL ADVISORY To: PD White Date: April 16, 2003 City -of Oviedo, Florida (407/977-6027; 407/977-60-r5 fix) From: Kenneth R Imhoff CC: D. Sund (407/957.6234 fix) 6r: T*tvjeet Mansger—Smeriar Door Praducm R. BuTy (913/982•D914 tax) kimboff@maeonite.com 6 J V441-4255:oMa 9131335-4171 =blle 615/446.7729 fay: Subject: Air & Water Performance Results on Exterior Door Untts Sublimated for Permittiug by Engle Homes. Refereace: Plroduct Approval ,Sbeet's COP-WL-MA0101-02; COP-Vv%-XA0121-02 Indepantly Validated under the Warnock Hersey (WH) Mark. It is our belief that the exterior door touts defined under the aforementioned certificate of performance {COP) tshccts comply with the requirements -of the 2001 1orida.Buil&ng Code (FBQ, Chapter .17 :(Structural Tests & ;Inspections). 'This unit was been-.testcd:in -accordance with MiamiDade Building Code Compliance Office (BCCO) protocol A202 performance guidelines. PA202 procedures include water penetration in :aeeoraauce vi%i#h.ASTM-E331 Standard Test Method for Water.Penetration of,�xterior .indows, Skylights, Doors, <and .`curtain :Wa11s'hy Unifornc Static Air Pressure Difference; air. ,inftltration in 'accordance vi7th A"IW E283 - Standard Test Method for �3etemun 'the Rate of Air Leakage Through Exterior Windows, CurtainWalls, and Doors Under Spec f ed Pressure Differences Across the Specimen. Masonite certified test report noted on page 2 of the COP sheet (NCTL-210-1973-1,2,3 / copy enclosed) conf-srJ=is 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 achieved no water penetration at 2.86 psf. The test report also confirms that this unit achieved an air infiltration rate of 0.03 cubic feet per minute per square foot of crack (cfm/fF) for door units designed to swing out. Door units designed to swing in ar bieved an air infiltration rate of 0.18 cf nfft�. Thank: you in advance for your further review of this information & let me know if you require additional information to resolve this subject. Respec ly Submirted, Masonite/Prertdor Exterior Door Products • One Premdor Drive • Dickron, Tonoessee 37055 ArTak, Castlagote, Celco, Colorado, Decor, DorFab, Bntergy, EveTgreen, Johnson, Monterey, oakoraft, PretnVU, Roelman Universal, Royal Mahogany Products, Span -Rite, Specialty/Baylite, Steelwood APR-16-2003:WED 03:50 PM TRIM PAK FAX NO, + P. 03/12 W-1c• 2H3 O'WM PREMDOR DICKSON U1 446 7229 No,1918 P. 2I11 Prcmdor Entry Systems -3- NCTL-230-1973.14,3 (S)(F) STRUCTURAL TEST RESULTS MCIMMN NO, IS (Out3wiA2) PAR&GRAPii NO. TTTLE OF TEST MEASu�D ALLOWED 5.2,7 Air Infiltration ' 1.57 psf (25 Mph) 0.02 CFMTV 0.20 CFM/FTZ 521 Uniform Static Air Procedure Design Loads (30 second durations) 76.0 psf oxterior Meets as stated 76.0 psf ulterior Meets aS stated 52.6 water Resistance (5.0 GPHNI► ) WTP - 8.25 psf No Entry No Entry 5.2.3 uniform Static Air Procedure M Loads 114.0 psf exterior 0.04I" 0.144" 114.0 psf interior 0.124" 0.1441, STRUCTiTRAL't'EST RESULTS SMC-MEN NO.2$ (Qutswi r) PAR4.CR: IR NO, TrTLE OF TEST ME,� D ALLOWED 5.2.7 AlrInf It ation 1.57: ps€ (25 .mpb) 0,.03 CFMIFTa 020 CFKIF [s 5123 Unrfdrm Static Air Procedure Design.:Load9.(30.sscond durations) 7fi0,1ssf exterior Meets as stated 76:Opsf interior Moots as stated 5.2:6 Water:Reslstance-(5.0 GPHTr) WIT - 8.25 psf No Entry No Entry 52.3 uniform Static Ail Procedure Full Loads 114.0 psf exterior 0.051" 0.144" 114.0 psf interior 0.147" 0.144" STR(jCTURAL TEST RES TS S)?ECIMEN NO. ffnswinvl PARAg,$A,PH NO, TITLE OF 'EST EAV - kLLOWED 5.2.7 Air MItation 1.37 psf (25 mph) 0.18 CFM/F 7 0.20 CFM/FT= S 2.3 Uniform Static Air Procedure Lesion Loads (30 second durations) 76.0 psf exterior Meets as stated 76.0 psf interior Meets as stated 5.2.6 Water Resistance (S.0 GPH/FV) % TP = 2,96 psf No Entry No Entry 5.2.3 Uniform Static Air Procedure Fult Loads 114.0 psf exterior 0.143" 0.144" 114.0 psf interior 0.039" 0.144" muu-t-=%uu4 inu uo. oo rn inn rrih rHh NU. 4U ado loL:54 Y. U?-/Ud ,a j a Profs"ionai cnplrYe rin;; S+-,rvsceT for Developers and Builders or.Rrmiden ial Housing .50 P,D. Sax 6994 TliL:tviiie, F% 32.793 ' Phone (407) 289ZUS ` Fax �'407) 283-S"S f%'fTfl'OFT'FnDT?CTAC�(`FpTahr: �'i[►9�DO K-viil, scat Corporation 516 E&15t Sana Ana Strut 1':0, Box 4250 Ambe-I'M, Califomia 929034250 Dr SCRT;-riox or Trt\i"r Modcl Dcsigm,ttior_: KNNiksat Scri s and Titan Scric. (C IindricaI Lz.-:s) Matimum Overall Size: 2.1/V Ft Bore pith al" Cross 2.5/8" or 2-3W Bat ksct ) Gencral dec 6piion: C�, 'lindric:l bared tipe Joel~ I D71) ..1. r4ttr,'r,+C77t,D 7c;1L d r*' Ainarkm Test I: Abs d South Florida. Test 0212.03,46. 0212.04-96 signed and se.alyd bk• Will:am R. Mohner, l'.F.... II�S WN G) 1?radbolt �ti:iuL at4u,t, See rci•er.�. side this page �= 40116 ME _ t3�. S"i'AT>: OF 1. Arprc.:•�d far use irl lc�ilti4;l5 adhcring to the S_F.B.C. BTOW2rd MitiOn- and «•here tl+c.� Osry requ,mr;fmU; as aetexnvneci by -ASCi. 7 Minimum Bela-n Loads for Euildinp and Other SMICTUTt.5 duos not p-cssur ratinus lista'1 above. �'.j,�� �i ti 2, The Gradc Tinting of a lxl: is not Nrtinenl io simctu:al pcnor:nancc as rclates to Hurricane / Win cl Cndt Compii 3, 1`d:t� be Ur,1-4 on doors icsIC4to drsiLVn pressures er,=l to or less t'nan tliorz Fhou-n above. 4. plication for building Nrrnit shall tom- accompanied isr a cc-,, of • is approval. nuu-cC-cuuc lnu uD-DD rri imin rrin rftA Nu. 4U1001DL64 r. Uz5/u6 INSTALLATION OP LOCH SETS PER TESTING AccepLonce W309400 PER r-HARDWARE KWIKSET SERIE.5 �L RROYIDED r—THUMB TURN ND.T- TO BLJILDININSPECTOR THESE KWIKSE T AND TITAN SCHEMATICS ARE FOR FIELD INSPECTION PURPOSES AND REFLECT TESTED CONFIGURATIONS. ,DETAILED *NSTALLATION INSTRUCTIONS Ar{E PACKAGED WITH THE LOCK UNIT INDIVIDUALLY, prp tlT r'G NaRE THUMB TURN r.r'� PRWIGED 1</ uachlNE SCREY KEYED .., .%� t1p^/�► 1,✓'•. WOOD t WOOD DEAD BOLT r/ 3/fe' or 2 314' SACKSET sTalr_ r_ ` • �1 q��� xarr j` .raD SCPt'� WOOD `zr%:w - ti BACK:iET F+LA'I;" F'ER KEYED WOOD SCREW —1 DFAG Btr 3/ 2 3/B' a2 3/d' STRixE_f BACKSE7 PLATE i/r :Era• �i� �,��"�\ WOOD SCREWLATCH BOLT wl 2 3/3' or 2 3/4' 57 RIKE _ f BACKSET PLATE > ;PER HAIJDLE SET MECHANISM TO BE HANDLE SET, LEVER ar KNOB. V., WECHANISu TO or HANOLZ SET. Lz) ER or KNOB. 00cmem- ,L7-r,*q,7 NOTE TO BUILDING INSPECTC MECHANISMS WITHIN THE CLOT ARE OPTIONAL TO THE PRIMA'r MECHANISMS SHOWN. FOR EXAMPLE; A THUMB TURN DEAD, LOCI, CAN BE' SUBSTITUTED WITH A KEYED MECHANISM WITHOL INVALIDATING THE SYSTEM. XO or OX Oil' �Cd �^' , I t , i i Glazed Outswing Unit $'O" FISERG LASS DOORL'S APPROVED ARRANGEMENT: I 4 r �!Y-, �� ••--.' Note: Units of other sizes are covered by this report as long as the panels used do not exceed 3'0" x 87. Test OataAeviEW Cartificate 13026447A; 130264478: I3026447C and COP/Test Report validation Matrix 13026447A• 001, 002. 003:130264478.001. 002, 003:1=8447C-001, 002.003 omt rides additional Information - availablefrom the ITSLWH website (www.ellsemk0.com), the Masorete webelte (www.masomte.com) or the MuOnit. tecMlCal center. Single Door with 1 Sidelite Maximum unit size - 6'0' x 8'0" Design Pressure +47.0/-47.0 - Limited water unless special threshold design is used. Large Missile Impact Resistance Hurricane protective system (shutters) is REQUIRED. Actual design pressure and.impaC resistant requirements for a specific building design and geographic location is determined by ASCE 7-national, state or local building codes specify the edition required. MINIMUM ASSEMBLY DETAIL: Compliance requires that minimum assembly details have been followed — see MAD-WL-MA0013-02 or MAD-WL-MA0016-02 and MAD-WL-MA0041-02. MINIMUM INSTALLATION DETAIL: Compliance requires that minimum installation details have been followed — see MID-WL-MA0003-02. APPROVED DOOR STYLES: 1/4 GLASS: 8= series 1/2 GLASS: 00 404 Series 108 Series Wn O akcxaff AR 4 Ery FIBERGLASS ENTRY DOORS Ownt�t�.�..i.//I//'!!?C/W✓fir/ Jee.t7.2t>oz �nwiYw Ou.11.1 Own VV• Masanite international Corporation Our romnun9 ureeraul at praeutl mwwrrww nu1r. w.cibotiona Mriyl and Product p boil subi4a to CnIms ss eout netiea XO or OX o' It r; I Glazed Outswing Unit 8'0" FIBERGLASS DOORS APPROVED DOOR STYLES: FULL GLASS: 810 Series APPROVED SIDELITE STYLES: 450 Series :CERTIFIED TEST REPORTS: CTLA-805W t, 852 Series 810 Series 300 series 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 PA20-2 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). State of Florida, Professional Engineer Kurt Balthazor, P.E. — License Number 56533 Test Data Review Cudflate 03028447A: 03028447e:13025447C and COP/rest Report Validation Matr6t 13028447A- 001: 002. 003: 030264475.001.002. 00113028447C-001.002,003 provides additional irdomadan . avallahle from the n SJW website (www.etlsamko.c=). the Masortde webslte (www.masonita.com) er the Masordle technical center O ak aft wawa. Kry P 198ROLA33 ENTRY U00R3 NwT�AJ .&w Dw r na-� �4/VltrYellidisw ADw iT, ZOOY 0ucaA-9Droe1un W produtl impray.mult—W .wee000m. dMonand 9.du[1 Masonite Intern atlon al Corporation dud udljed tD clunps witMW roda. XIO or OXUn L 1 L I I r l OUTSWING UNIT WITH SINGLE DOOR & ONE SIDELITE (BOXED CONSTRUCTION) TYPICAL HINGE ATTACHMENT r x 4• BUTT HINGE (IZ G.wc^El ,.. SIDE JAM �ANEL a i✓� 01 J 0% (a loxyr — WOOD SCREWS _ TO BE ADDED DURI%MS,TALCA "I SEE MINIMUM INSTAOTIam DETAIL TYPICAL MULLION ATTACHMENT FINGER -JOINTED KM ORY WOOD FRAME NEWER i1.ur X 48n r WTWITH? STOP HEIGHT MINIMUM) SIDE JAMBS ATTACHED SACK -TO -BACK MUST BE JOINED USING I•X I?LONG CORRAGATED FASTENERS LOCATED I' FROM EACH ENO MAXIMt1AA AND r O.C. •••••••••• _•••--•........ MAXIMUM (STOP SIDE) OR Ito X r RAT HEAD WOOD SCREWS LOCATED r FROM EACH ENO MAXIMUM AND 1r O.C. MAXIMUM (ON CENTERLINE OF STOPI. _ TFOR rO*HEIGHT R SMALLER • • 1 4 1 FOR HEIGHTS GREATEA THAN Mr TYPICAL THRESHOLD & SIDE JAMB ATTACHMENT FlNGEA-JOINTED KILN a" %=a SIDE JAMB •' 41-I1r X 4-411 r •. WITH IIT STOP NEIGNT MINIMUM) - :A © TYPICAL THRESHOLD & MULLION ATTACHMENT TYPICAL HEADER & SIDE JAMB ATTACHMENT FINGER-=mTEO KILN DRY WOOD C FRAME XEAOER t i•ur 149/1, n Q WITH 1?STOP HEIGHT MINIMUM) FINGER.IOINTED (a) rLONG X KILN ORYWOOD 1?CROWN MULLION WIRE STAPLES (2.1? 3/ X A-r WITH Irr STOP HEIGHT MINIMUM) FlNGER.WINTED KILN DRY W000 SIDE JAMB Vir X4911r WITH Vr STOP t • NEIGHT MINIMUM) SECTION A -A TYPICAL SIDE JAMB & SIDELITE PANEL LUX BEDDING ATTACHMENT 90EW. U FINGER -JOINTED KILN DRY WOOD SIOE.JAMS ������ 4/11TX1 rSSTIOP _• HEIGHT) . SIDELITE PANEL (e1.ArogJ L-woconuM FL THFAO WOOD SCREWS. LIr I/t MIN.) TTWITH LOCATE T FROM IS GAUGE PIN NAILS EACH CORNER AND X 31CLONG. LOCATE 14' a c. r FROM OUTSIDE NOTE USE na Xr CORNER X 3.314*= FOR MULLION SIDE FOR HORIZONTAL TRIM ATTACHMENT a 14* D.C. FOR VERTICAL TRIM SECTION B-B TYPICAL THRESHOLD & SIDELITE PANEL ATTACHMENT SMPAANNEL e X r-]tr AAHIGH PERFORMANCE MiO WOpp SCREWS BUMPER THRESHOLD (HnrX 7/e•STOP - fr (31 r LONG X I? MEIGHT MINIMUM CROWN WIRE NIGH PEATORMAW2 FINGER -JOINTED KILN DRY WOOD . STAPLES BUMPER TNRESIgLD MULLION . (Hurl TAS• SrDP (2-tri X A.3/r ' HEIGNT 4KNIWM) WITH Vr STOP Wernac A Hw." - NEIGKT MULIAUMI 10 1/1-TX-T NIGH PERFORMANCE BUMPER THRESHOLD ® WOOD: SCREWS. - =1rITTr STOP LOCATE TFROM NfJGNr MINIMUM) Test Om Review Cemrcate I3026407A; 13026447T - EACH CORNER mom USE no I r =26147C and COP/Test Report Validation Manix FLATHEAD WO �F GWA-001, 002. 003; P30264478-001, 002, OM; FHAS /3026447C-00T, 002. 003 provides addiden;u intormation - available from the.ITSFWH websits �www.11"Semko.com), the. Masonite waosite www.masomle.Com) Or the MaSonite teCrImCal Canter. Ealvli..rr Law . R✓41✓vnw// June 17, 2002 u ow—ft..waW.W—aHveardtmmw.m.mm,.aa.ancam Masonite International Corporation daps and WadW d.ON N.d to enanp weNOwr warha w XO or OX ���' N�„'v�. 19ML.MA0003I Unit SINGLE DOOR WITH 1 SIDELITE TCL Typ, TYP. TYP. 'UNIT 87 UNIT 15116, 17-1/8' MAXIMUM ON CENTER TYR I KWIZZ.MM-Tlffi • 6 per vertical framing member • 7 per horizontal framing member Hinge and strike plates require two 2-1/2" long screws per location. • Width of door unit plus 1/2" • Height of door unit plus 1/4" T t t t t t t w- --k H--v Test Data Review CeMf=te 13026447A: $30264478: 13026447C and COP/Test Aeoon Widadon Matrix e3026447A-0Ot, 002. 003; 130264478-001, 002, 003: 03026u47C-001, 002. 003 provides additional information • "labie from tbelTS/WH website (www.edsemkc.com), the Masonite website (www.masonite.com) or me Masonite techninl Center — Latching Hardware: - • Compliance requires that GRADE 3 or better (ANSI/BHMA A1562) cylindrical and deadlock hardware be installed. • UNITS COVERED By COP DOCUMENT 3243-, 3248, 3263- or 3258 Compliance requires that 8" GRADE 1 (ANSI/BHMA A156.16) surface bolts be installed an latch side of active door panel — (1) at top and (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 .48 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 1-1/4" 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 properly to transfer loads to the structure. e•,t.a..h na. June il, 2002 A o..n�. o.. oulcl-d-eacmaa.otoradwunmonm,mmvnso.cmonoM Masonite International Corporation 4estan aM Mad,d d t" —a w to aa." w~ macs Glazed Outswing Unit 8`0i79 FIBERGLASS DOORS APPROVED ARRANGEMENT: Warnock Hwy ILM06® * me Test Data Review Certificate 13026447A:13026447H: 13026447C and COP/rest Report Validation Matrix 13026447A-001. 002. OM:130264478-Wl, 002, 003; /3026447C-001,002,OM Provides additional information • available tram Me ITSA1/H wtosite �111.1semko.com), the Masonita webslte wwwmasonita.com or me Masonite Wirlical center Note: Units of other sizes are covered by this report as long as the panels used do not exceed'ST x 87. Double Door with 2 Sidelites Maximum unit site • 170' x ST Design Pressure +47.0/-47.0 - Umited water unless special threshold design is used. Large Missile Impact Resistance Hurricane protective system (shutters) is REQUIRED. Actual design Dressure and Imoact resistant requirements for a specific building design and geographic location is determined by ASCE 7-national, state or local building codes specify the edition required. MINIMUM ASSEMBLY DETAIL: Compliance requires that minimum assembly details have been followed — see MAD-WL-MA0015-02 or MAD-WL-MA0018-02 and MAD-WL-MA0041-02. MINIMUM INSTALLATION DETAIL: Compliance requires that minimum installation details have been followed — see MID-WL-MA0005-02. APPROVED DOOR STYLES: 1/4 GLASS: 1/2 GLASS: aaea 622 series 404404 Series U 1011 Sarin Oak aft IC e e LJ tael�.i.dv Ins FIREROLASS ENTRY;DOORS Nr:.s..+fiRru uer O•�n A- 17.20(d .r.www nu•111. n••r. Owe=Wgprogramofpredwimworemmtm.u..oaieatiaru.dopn.nnprO&C Masonite international Corporation o.tW .obi.et to en.np• ritnow notic.. 0XX0 Glazed Outswing Unit APPROVED DOOR STYLES: FULL GLASS: 'COP=WL-MA0770-02 8'0" FIBEROL.ASS DOORS 810 Series 300 Series APPROVED SIDELITE STYLES: 0 450 Seres 852 Series 810 Series 300 Series CERTIFIED TEST REPORTS: CTLA-805W 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" woad composite. Interior, cavity of slab filled with rigid polyurethane foam core. Frame constructed of wood with an extruded aluminum threshold. PRODUCT COMPLIANCE LABELING: TESTEDiN ACCORDANCE WITH MIAMI-OADE 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). State of Florida, Professional Engineer Kurt Balthazor, P.E. — License Number 56533 tfr. mde off •••r mamw * =—ma Test Data Review Certlf m 13026447A; /302W78; /3025447C and COP/rest Reoori Validation Ma tr/3026447A• am:00Z M3: 030264476-0M, 002. 003, 13028447C-001. M?_ OM Provides additlonal Infotrmeon milaOle tram the rTSi1MH wetnite (vtwvLadsemtm.oam), trn Uasonne w8=11(www.raawnitntom) or the mitsonile to mniol Mier. Oak aft FIT ER wooOLASS ENTRY 'Donn, t.e1..i..lY lr.m DOORS J— 17,2e02 n O".tlr1 T.." Our .onfmn4 we9<2m of araau0 Imor.v.m.ra Mkos to.dewbn., a.&* .na ot.auc M a s o n i t e International Corporation moil .wits to —.0. -thm noft., OXXO Unit �� -r 111IFT133M OUTSWING UNIT WITH DOUBLE DOOR & TWO SIDELITES (BOXED CONSTRUCTION) TYPICAL HINGE ATTACHMENT TYPICAL ASTRAGAL PROFILES 4• x 4• BUTT HINGE ;'E7L —1-)3/16 1-3/4•SIDE JAMB (12 GAUGE) DOOR PANEL2.5m_2-3/4• Ielo1-3/4' h�ouEltR 1.3/4' zrWir: umt-3/C w11Q O w ++ REpuRED REOteRM 1 L (6) Pi x 314' FLATHEAD WOOD SCREWS TO BE ADDED DURING INSTALLATION SEE MINIMUM INSTALLATION DETAIL SECTION A -A TYPICAL SIDE JAMB & SIDELITE PANEL ATTACHMENT LNNBE0°1NG Ao°w ees R EOUAU RMGER-r01MEp / A OR7 Wdpp txR.Y N1nN >TGOn / aoe.ItE nwEL - W000 M. "L,gxJL O O41WOWStEWS, A"ACrEWT1' � q re oauca nNxAR s� �+' 4G x yA• WRG t.OrE r rROY EAOI OUtarSIOE RprtusEno:r wR+wnuoRswE WRNfR;]YA'o.0 wRN=FORAtiYY AnAawfRr vtrtn rpi SECTION B-B TYPICAL THRESHOLD &. SIOELITE PANEL ATTACHMENT slows PANEL I 1- I 1' 1• I �1 ALUMINUM EXTRUDED ASTRAGAL rO.06- MINIMUM WALL THICKNESS) WITH ADDED REINFORCEMENT INSERTS AT TOP EXTENSION BOLT. BOTTOM EXTENSION BOLT AND CYLINOERICAUOEAOSOLT LATCHING LOCATIONS. -..ATTACH WITH 1+6 X 1-PAN HEAD SCREWS -LOCATE I'FROM EACH ENO MINIMUM AND = D.C. MAXIMUM. _•..................................................................................... TYPICAL HEADER & SIDE JAMB ATTACHMENT A FOR TO' HEIGHT A SMALLER (4) FOR HEIGHTS GREATER THAN 7-7 B TYPICAL THRESHOLD & SIDE JAMB ATTACHMENT FIR6ER-JOINTED KILN DRY WOOD FRAME HEADER (1-1/4• X 4.9/16- WITH 1AP' STOP HEIGHT MINIMUM) I (3) 7 LONG X 1/7 CROWN WIRE STAPLES FINGER -JOINTED KILN DRY WOOD SIDEJAMS (1-1/4• X 4-9/16 WITH 117 STOP HEIGHT MINIMUM) FINGER -JOINTED KILN W000 JAM SDE JAMB SIDE JAMBS ATTACHED BACK-TO-BACK (1-114 MUST BE JOINED USING 1- X 12' LONG WITH 1? OP CORRAGATED FASTENERS LOCATED 3'FROM HEIGHT MINIMUM) EACH ENO MAXIMUM AND 7. O.C. MAXIMUM (STOP SIDE) OR /tO X 2 FLATHEAD SCREWS LOCATED 7FROM EACH END END MAXIMUM AND 17 D.C. MAXIMUM (ON CENTERLINE OF STOP). I � I I m no AD suk" RrMISHO t RAt NfAO eUYPfR rNRES+rWd 1k.-V i Wern•ge . wpodsrnfws, (wrvrrr3Tor L°WfEJ AHOY NflGrlr YueWYI nAa rXwrtR. (2) /B X 1-14' LONG HIGH PE-nFORMANCE c BUMPER "It USE rlosz FLATDW000 SCREWS OR THRESHOLD a MR KQER Mn r (O T LONG X TAPE CROWN WIRE STAPES (4-9/16 X 7I6 STOP Tm 02M Review C°rtyfiZIM J3026447k /3026447B:13026447C and HEIGHT MINIMUM) COP/Test Reoon Validation Matrix 03026447A-001, 002, 003: /30264475401, 002. 003: 03026447C-001, 002,003 provides additional irdomution - ava"ole from Ina ITS/WM weosite (www.aftemitd.com), the Masoning weesite (www.masonite.com) or the Masomts teal centec E.a..:.at 1..., June 17.2002 Pr�M �'^�✓� �=- G • Our camnuuq popam of oroole ImprovYnRrN m+ae; ;efOipeony ^ o"'1•rt o..r. °R+mvowaew+;uoNRtt000ngeWmoYrolra. Masonite International Corporation BACK BEDDING (DOW 995 OR EQUAL) GLASS INSERT IN DOOR OR SIDELITE PANEL SECTION A -A TYPICAL RIGID PLASTIC LIP LITE SURROUND HIGH PERFORMANCE RIGID PLASTIC OR CELLULAR VINYL UP LITE SURROUND FOR 1/8' SINGLE PANE GLASS 1/Z'. 3/4' OR 1' INSULATED GLASS. 16 X 1.1IT PAN HEAD SCREWS LOCATED 13-1/8' MAXIMUM FROM CORNERS AND 14-3/4' O.C. MAXIMUM DOOR 6- 1-1 DOOR oO-OO I 1/8'SINGLE q, OG, 1/8'SINGLE pPpn�0 0 pVaoQ UU�1 PANE GLASS: �OU��G-0Uo UOt PANE GLASS; 2.7/16 U (� 0 p0a� t lT, Ja' OR t' p �,Qpo�poP 12 , 314' OR Y 1� 7J p,j DOUBLE PANE;2-1R 4ff�0QaUUap, p. �— DOUBLE PANE I' Ppop00'p�U "CTO'0 fIP�A PANE'fJQOVOQQ000�p ; 3/4' OR 1' I O Q.0 n GLASS INSULATED ( 0 44Ci a C C INSULATED TRIPLE E GLASS E 1/8' SINGLE PANE GLASS: 1/T. 3/4 OR 1' DOUBLE PANE: 3/4• OR 1' TRIPLE PANE INSULATED GLASS E DOOR 1-716' Glass rose^s tO be sub -listed by Intertek Testing Servicesir i L Semko or approved validation service. 1/8' SINGLE PANE GLASS: 1?, 3/4' OR 1' --- DOUBLE PANE. 1 TRIPLE PANE I INSULATED GLASS �® Test Data Review CerdOtate /3026447A: /3C264478: f=6447C and COP/Test Retion vatioation Matmt 03026447A-001. 002. OM: /30264478-001, OOZ, OD3: ►3C26447C.001. 002, OM orovides leer aoditional information - available from me ITSIWH weosite (www.edsemko.com), the Maumee } ® website (www.masomte.com) or the Masonits techmcu cemec done 17, 2002 PRFM'�'^�✓/ 4M • ... o..r... e.... Ow 1,tcl gpaGN of b.=ttimw." msussorotkaem>, Masonite International Corporation �• i110 pOpIG 010i1 fY•MCt b awq. '.<MYI nenu. oO Unit DOUBLE DOOR WITH 2 SIDELITES 6' 7 Y P. TYP. I TYR T o 1 1 1 1 1 1 1 1 1 1 1 1 11 11 1 fill 1 11 t. - t 11 1 1 11 y 11 1 11 11 i 11 11 1^ vv_'�k ""® Test Can Review Certificate 03026"7A: 130264478: 13026447C and COP/rest Reoon validation Matra I3026447A- 001. OM 003: 030264478-001. 0112. 003: 03026447C-001, ® Oo2. 003 provides additional intornution -available from the ITVWH wettsite (www:etlsemko.mml,'the Masanite weostte (www.masonite.com) car the Masonhe technitat center. ` T T T T T r • 6 per vertical framing member • 16 per horizontal framing member Hinge and strike plates require two 2-1/2" long screws per location. TYR 6'8" UNIT 8'it• UNIT 13-15/16' 17.1/8' MAXIMUM ON CENTER TYP. .^ L T T T • Width of door unit plus 1/2". • Height of door unit plus 114" Latching Hardware: Compliance requires that GRADE 3 or better (ANSI/BHMA A1562) cylindrical and deadlock hardware be installed. • UNITS COVERED BY COP DOCUMENT 3147, 3157, 3245•, 3250, 3255• or 3270 Compliance requires that 8" GRADE 1 (ANSI/BHMA A156.16) surface bolts be installed on latch side of active door panel — (1) at top and (1) at bottom. 'Eased 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 410 wood screws or 3116" Tapcons. 2. The wood screw single shear design values come from Table 11.3A of ANSI/AF 3 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. 7 PRF4f �'��.ir �a li• rune 17, 2002 � o..'s, o..., Out tannno-na omeom or atomic lmarw•mmt mans so•dtfaacni M a s o n i t e International Corporation ware..na oraaaR do" WNW 1a =.." vstloat mn- XX Glazed Outswing Unit C®P-WL MA016T 02 FIBERGL.ASS DOORS APPROVED ARRANGEMENT- wrmck-►to" Test Data Review CarMeate 03026447A:I30264478; 43026447C and COPlrest Reoort Validation Matrix i3026447A-001, 002 003:130264478.001, 002. 003; M26447C•001, 002 003 provides additional information - available from the ITSJWH website www. etisemkozomI, the Masonits weosite .-masonftcom) or the Masonde technical center. Note: Units of other sizes are covered by this report as long as the Panels used do not exceed 37 x 87. Double Door Maximum unit size. 6'0' x 8'0' Design Pressure j +47.0/-47.0 Limited water unless special Mreshoid design is used. Large Missile Impact Resistance Hurricane protective system (shutters) is REQUIRED. Actual design,pressure and impact resistant requirements fora specific building design and geographic location is determined by ASCE 7-national, stale or local building codesspecifythe edition required. -MINIMUM ASSEMBLY DETAIL: Compliance requires that minimum assembly; details have been followed- see MAD-WL-MA0012-02 and'- ... MAO-WL-MA0041-02. MINIMUM INSTALLATIONDETAIL: Compliance requires that minimum installation details have been followed — see MID-WL-MA0002-02. APPROVED DOOR STYLES: 1/4 GLASS: Im 00 a22 series 1/2 GLASS: 00 404 Series 108 Seder Oak aft AR-- P1980.0 LASS BNTAY DOORS {pw[ open �P0.L/Ir0.Mir['Ml. Imw A Jun 77, iOdi H.ql.� OWIIl1 Oa.r. Ow cannnuine program of product Imoruv.mmt m.kn .o.cinextlan., d..qn WO prodid 600" . *.a to cm g. *h*W Wt... XX Glazed Outswing Unit 81011 FIBERGLASS DOORS APPROVED DOOR STYLES: FULL GLASS: 810 Series 952 Series 300 Series CERTIFIED TEST REPORTS: f CTLA-805W 1 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 cite 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). State of Florida, Professional Engineer Kurt Balthazor, P.E. — License Number 56533 vnack Hareei F■® Test Data RrAiw Cartlfl ate 03026447A: /30264478:IN26447C and COPfrest Report VaBdatbd Matrix /9026447A- 001, 002 003: /30264478-001, 002• CM: /3028447C-001, 002, 003 provi,es addltkunl kdomutlon - aw0ahle from.the rrvWH website (www.etlsemko.com), the Masonite wehsh01-00.masadta.com) or the Mamllite teftkal cenlec Oakaft w e.d •. Tc c000Ra laclw7.fy /r"w •� P19eROi.A35 eNTRY NwFbL.f a —Own i0�"lwdeerf Te Pppr.E.4w4wZEw v ` awtr.2m2 Q-1�1"l•ppC OW contgwinp Dre4rfnl at pmaRr impravgnfnt maims fpedlka[lon� deign and p1edlC Masonite International Corporation . data weled to cloape without Mike. N xx o Unit ^� TYPICAL HINGE ATTACHMENT 4' x 4' BUTT HINGE SIDE JAMB (12 GAUGE) I DOOR PANEL 2-15/ifi' ©i © DIAMETER MISTEEL MUAUM- / i wit. V, J L (6)110 x 3/4' I FLAT HEAD WOOD SCREWS TO RF AnnPn n SI' OUTSWING UNITS WITH DOUBLE DOOR TYPICAL ASTRAGAL PROFILES 1 1-13A6' 1 115 2-3/4• Sn6 1-3/4' bstE 0 1•4' bsrEaR WNIMJM- MINIMUM- RTHROW EOUIREO I TTHROWM L_ I I+ TNROw REQUIRED I I' I F-1— '1 I--- I. --i ALUMINUM EXTRUDED ASTRAGAL (0.06- MINIMUM WALL THICKNESS) WITH ADDED REINFORCEMENT INSERTS AT TOP EXTENSION BOLL BOTTOM EXTENSION BOLT AND CYLINOERICAUDEAOBOLT LATCHING LOCATIONS. ATTACH WITH 18 X 1' PAN HEAD SCREWS - LOCATE 1' FROM EACH ENO MINIMUM AND 22' O.C. MAXIMUM. TYPICAL HEAOER & SIDE JAMB ATTACHMENT FINGER -JOINTED KILN ORYWOOD FRAME HEADER (1-1/4' X 4-9116' WITH 1/T STOP HEIGHT MINIMUM) (3) 2- LONG X 1/2' CROWN WIRE STAPLES FINGER -JOINTED KILN DAY WOOD SIDE JAMB (1-1/4' X 4.9/16" WITH 117 STOP HEIGHT MINIMUM) ® FINGER -JOINTED KILN DRY WOOD SIDE JAMB (1-1/4- X 4-9/16' WITH 1/YSTOP HEIGHT MINIMUM) HIGH PERFORMANCE BUMPER THRESHOLD I4-9/1 o X 7/8' STOP w.Inork Hw w ® HEIGHT MINIMUM) Test Data Review Cartlfiate 13026447A:130264478: 13026447C and COP/rest Report Validabon Matrix 13026447A-001, (2)18 X 1.3/4' LONG 002. 003: 130264473-001. 002. FLAT HEAD WOOD SCREWS OR GM;13026447C-001, 00Z, 003 (3) Z' LONG X 1/Y CROWN WIRE STAPLES Provides additional informatlon available tram the ITSIVH wetuits (www.edsemko.com), the Masomta website (www.masonite.coml or the Masonite technical center. �%/% IulWivdf Ives June 17, 2002 y� ourcmomm o'"n. at oromd isttro,vemt_k. lmdkatlmm dnW ano product ascot suei•et to o Vq@ W inout Inae Masonite International Corporation P BACK BEDDING (DOW 995 OR EQUAL) 2 e t.tm llf�AD-WQW0041 '02 • - see - i MCI 1 a -. SECTION A -A TYPICAL RIGID PLASTIC LIP LITE SURROUND 1/8' SINGLE PANE GLASS; 1/T, 3/4' OR 1' — DOUBLE PANE; 3/4' OR 1' TRIPLE PANE INSULATED GLASS 1/87 SINGLE PANE GLASS; 1/'I, 3/4' OR 1' DOUBLE PANE; 3/4' OR 1' TRIPLE PANE INSULATED GLASS HIGH PERFORMANCE RIGID PLASTIC OR CELLULAR VINYL UP LITE SURROUND FOR 1/8' SINGLE PANE GLASS 1/T, 3/4' OR 1' INSULATED GLASS. 16 X 1.1/2' PAN HEAO SCREWS LOCATED 13.1/8' MAXIMUM FROM CORNERS AND 14.3/4' D.C. MAXIMUM DOOR 1-7/16' 1/8' SINGLE PANE GLASS; 11T. 3/4' OR 1' — DOUBLE PANE; 3/4' OR 1' TRIPLE PANE INSULATED GLASS lAr SINGLE PANE GLASS; 1/T. 3/4' OR 1' -� DOUBLE PANE. T r TRIPLE 1' TRIPLELE PANE INSULATED GLASS 'Glass inserts to be sub -listed by Intertek Testing Services/ETL Semko or approved validation service. Test Data Review Canitlate 13026447A: 130264478: /3026447C and COP/Test Report validationlUwMftff ' Matrix 03026447A-001, 002. GM:130254478-Ml. 00Z 003; /3025447C-Ml. 002. Om provides additianal information - available Irom me ITSIWH webeite (wwar.edsemeo.aom), the Mawfute wetisite (www.masomte.com) or me Masomte technial center. June 17.2002 PRy in(✓/„�:, .,//:� Vt�i`��:"/l/C/r/�/e OW aDf""ofct predlmpreramsmmapsseeOlkaL Masonite International Corporation eeaap aR R ere00n dAW WWC1 m MW" WGWA oca. 0"� V Unit 6' 3' 6• TYP. TYR CL TYP. TYR l l l l l t MIQ WL WA0002=0� . ..: r DOUBLE )••- 6' rrP. UNIT 1IT" UNIT 1315/16* 17-1/8' MAXIMUM ON CENTER TYR t, I • 6 per vertical framing member • 8 per horizontal framing member Hinge and strike plates require two 2-1/2" long screws per location. ' ME. [TIP", f • 1 • Width of door unit plus 1/2" • Height of door unit plus 1/4" r r T T T WffeilOCt( Fianry Test Data Review Certificate 03026447A:130264473:13026447C andlAPrrest Report Validation �W Matnx J3026447A-aOt, 002. OM:130264478-001, 002. 003:0302rr147C-em. oo2. 003 provides �additional information . available tram Ne IT&WH website (www.eesemko.com), the Masonite ® vrawa (www.rpascniie.com) or me Masonite technical certtec Latching Hardware: • Compliance requires that GRADE 3 or better (ANSI/BHMA A1562) cylindrical and deadlock hardware be installed. • UNITS COVERED BY COP DOCUMENT 3147, 3167, 3242% 3247, 3252' or 3267 Compliance requires that 8" GRADE 1 (ANSI/BHMA A156.16) surface bolts be installed an latch side of active door panel — (1) at top and (1) at bottom. 'Based an 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 18 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 pine lumber with a side member thickness of 1-1/4" and achievement of minimum embedment. The 3/16" Tepcon 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/ L.1 l•tlu�{. •Ir Nen rI�✓1'4/Vn l�✓�et/ ew � June 17. M02 ow=164 gw0wareatoro&JOlmeevmenrmate0.0oaen Masonite International Corporation 40g4 uq womla OUM mgeo to Nyge weoaw front 50-0-0 20-4-0 19-8-0 10-0-0 , f� in M w c3 3 c3 0 I 0 I �o I C I M 28-8-0 9-4-0 1-4-0 10-8-0 50-0-0 0 I 0 I SPRINGFIELD JUb IVHME: of DATE: 9/8/00 L�_lj ELEVATION #2 REVISED: 6/02 '06 Q WITH TRAY IN ACCORDANCE WITH THE FLORIDA ADMINISTRATIVE CODE 61G15S-31.003 (3) (c), EAST COAST LUMBER 15 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. LUCIE BLVD. FT. -PIERCE FL. 34946 OFFICE: (772)466-248.0 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 TIT-iEiv IN ADVANCE. ■ • PLATE PLATE12-0-0 i!i!i!i!i!i!i!i!i!i!i!i!i!ilKINZ li, PLATE HT. 12 61 _1 0-4-3 14 1 �- 1 DRAWN BY: ACJ ACAD BY: KSM DESIGN CRITERIA COUNTY: _ CODE: FBC—ASCE 7 LOADING: TILE MWF SPEED: 120 N.P.H. SCALE: 1/8" = V-O" 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 ps TC LIVE: 20psf C D: t Sf TC DEAD: 15pst C U - Opsf BC LIVE: OOpsf C sf BC DEAD: 05psf F OUR FACTOR: i.25 ADDITIONAL LOADS PER FBC & FRC NON —CONCURRENT BC LL lOpst FBC TABLE 1607.1.27 FRC TABLE R301.4 (NOTE B) CONCURRENT BC STORAGE LL 20psf FBC TABLE 1607.1.27 FRC TABLE R301.4 (NOTE B.G,H) NON —CONCURRENT BC MOYAG LL 20U� FBC TABLE 1607.1.31 DEFINITIONS MWF = MAIN WIND FORCE TO = TOP CHORD BC = BOTTOM CHORD LL = LIVE LOAD OL = DEAD LOAD I psf = POUNDS PER SQUARE FOOT 8 = POUNDS � � M r-a V w � � U cd r6 ,i;.� er: Lot Number: t 'i',liscellan €;uts: Address: ;1; 'VctprmationRn this box is for administrative purposes only and is not part of the Truss Fabricator:EAST COAST LUMBER- PLANT #1 Job Reference:SPF2TY - ENGLE/SPF2TY/M#3723/TRUSS ROBBINS P.O. Box280055 Tampa, FL 33682-0055 Engineering Index Sheet ENGINEERING, INC. Phone:(813)972-1135 Index Page 1of1 Job Number Date FBC - 2004 Chapter 16 and 23 Specification Quantity T06060952 06/08/2006 54 A Professional Engineer's 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 responslbilty of the Building Designer, as defined in ANSUTPI 1-2002, Section 2.2. Permanent files of the original Truss Specificstlon Sheet are maintained by Robbins Engineering, 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 06/08/06 H1 5 06/08/06 HS 9 06/08/06 H9 13 106/08/061 H14 17 06/08/06 H18 21 06/08/O6 H22 25 06/08/06 T26 29 06/08/06 H30 33 106/08/061 T33A 37 106/08/061 HV12 41 06/08/06 MV2 45 06/08/06 PIG-1 49 106/08/061 EJ5 53 106/08/061 HJ7 MIN Date Mark 2 06/08/06 H2 6 06/08/06 H6 10 06/08/06 G11 14 06/08/06 H15 18 106/08/061 H19 22 06/08/O6 H23 26 106/08/061 T27 30 106/08/061 H31 34 106/081061 G34 38 06/08/06 MV8 42 06/08/06 V9 46 06/08/06 PIG-2 50 06/08/06 CJ5 54 06/07/06 1 HJ5 Date Mark 1 3 106/08/061 H3 7 106/08/061 H7 11 06/08/06 H12 15 106/08/061 H16 19 06/0846 H2O 23 06/08/06 1 H24 27 06/0856 GE28 —71 31 06/08/06 GE32 35 106/08/061 HV20 39 06/08/06 1 MV6 43 06/08/06 VS 47 06/08/06 EJ7 51 06/08/06 CJ3 Date Mark 4 106/08/061 H4 8 106/08/061 H8 12 106/08/061 H13 16 06/08/O6 H17 20 06/08/06 H21 24 106/08/061 H25 28 06/08/06 H29 32 106/08/061 T33 36 06/08/06 HV16 40 106/08/061 MV4 44 106/08/061 V4 48 106108/061 EJ7A 52 06/08/06 CJ1 (I Iff c F 11!FOFV Index Page 1 of 1 Standard Loadin 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 Occupancy Factor - 1.00 MWFRS Enclosed Notes: Refer to individual truss design drawings for special loading conditions. Truss Design Engineer: Philip J. O'Regan License #: t) o Address: P.O. Box 280055, Tampa, FL 33682 Nb, SE 126 '� ��Of�IQr .• Date Sealed: 6/8/2006 Job - Mark C.uan Type Span P1-H1 Left OH Right OH Engineering SPF2TY H22 1 HIPP 280800 6 1- 2- 0 1- 2- 0 ENGLE/SPF2TY/M#3723 3-10-3 HO 4-3 0 0 N O TC 1 7-0-0 5x6 5x4 A 14-8-0 4x4 3x12 L S2 5x8 B 2x4 M 5x8 C HO 4-3 0 0 N O 7-0-0 ' 3x4 K ,i - 3x4 N 5 5 w:800 R:2534 U: 519 BC J ^' F S 1 I 2x4 'j3x4 5x8 4x4 c6 c4 H S3 E G 75-1 3x8 5x8 !3x4 2x4 W:800 R:2534 U: 519 28-8-0 28-8-0 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus" A -K 0.50 4711 C 0.18 0.32 K -B 0.66 4698 C 0.17 0.49 Online Plus -- Version 19.0.028 B -L 0.99 5476 C 0.32 0.67 RUN DATE: 08-JUN-06 L -S2 0.89 5473 C 0.25 0.64 S2-M 0.88 5473 C 0.25 0.63 CSI -Size- ----Lumber---- M -C 1.00 5473 C 0.32 0.68 TC 1.00 2x 4 SP-#2 C -N 0.67 4699 C 0.17 0.50 BC 0.57 2x 4 SP-SS N -D 0.50 4710 C 0.18 0.32 WB 0.49 2x 4 SP-#3 --------Bottom Chords --------- PB --- 2x 4 SP-#3 A -J 0.52 4175 T 0.39 0.13 J -F 0.51 4175 T 0.39 0.12 Brace truss as follows: F -S1 0.44 4228 T 0.40 0.04 O.C. From To Sl-I 0.51 4228 T 0.22 0.29 TC Cont. 0- 0- 0 28- B- 0 I -H 0.57 5476 T 0.52 0.05 BC Cont. 0- 0- 0 28- B- 0 H -S3 0.44 4228 T 0.40 0.04 S3-E 0.45 4228 T 0.40 0.05 Loading Live Dead (psf) E -G 0.51 4175 T 0.39 0.12 TC 20.0 15.0 G -D 0.52 4175 T 0.39 0.13 BC 0.0 5.0 ------------- Webs ------------- Total 20.0 20.0 40.0 J -K 0.04 152 T Spacing 24.0" K -F 0.03 137 C Lumber Duration Factor 1.25 F -B 0.20 633 T Plate Duration Factor 1.25 B -I 0.49 1540 T TC Fb=1.00 Fc=1.00 Ft=1.00 I -L 0.18 793 C BC Fb=1.00 Fc=1.00 Ft=1.00 L -H 0.07 143 C H -M 0.18 792 C Load Case # 1 Girder Loading H -C 0.49 1535 T Lumber Duration Factor 1.25 E -C 0.20 634 T Plate Duration Factor 1.25 E -N 0.03 136 C plf - Live Dead From To G -N 0.04 152 T TC V 40 30 0.0' 28.7' BC V 0 10 0.0' 28.7' TL Defl -0.54" in I -H L/607 TC V 50 38 7.0' 21.7' LL Defl -0.27" in I -H L/999 BC V 0 13 7.1' 21.5' DL Defl -0.39" at H L/831 BC V 280 280 7.1' CL-LB Shear // Grain in B -L 0.54 BC V 280 280 21.5' CL-LB Plates for each ply each face. PLATING CONFORMS TO TPI. Plus 6 Wind Load Case(s) REPORTS: SBCCI 9761 Plus 1 UBC LL Load Case(s) ROBBINS ENGINEERING, INC. BASED ON SP LUMBER Checked for NonConcurrent 200 USING GROSS AREA TEST. Lbs Moving Point Load applied Plate - LOCK 20 Ga, Gross Area at Panel Points and Mid -panel Plate - RES 20 Ga, Gross Area on BC Jt Type Plt Size X Y JSI A LOCK 5.Ox 4.0 2.0 1.4 0.95 Jt React Uplft Size Req'd A LOCK 5.Ox 6.0 3.8 1.4 0.77 Lbs Lbs In-Sx In-Sx B LOCK 5.Ox 8.0-0.5-0.4 0.95 A 2534 519 8- 0 3- 0 L LOCK 4.Ox 4.0 Ctr 0.5 0.83 Hz = -82 C LOCK 5.Ox 8.0 0.5-0.4 0.95 D 2534 519 8- 0 3- 0 D LOCK 5.Ox 4.0-2.0 1.4 0.95 Hz = 83 D LOCK 5.Ox 6.0-3.8 1.4 0.77 S1 LOCK 5.Ox 8.0 Ctr 0.8 0.99 Membr CSI P Lbs Axl-CSI-Bnd I LOCK 4.Ox 4.0-0.5 Ctr 0.87 ----------Top Chords--------- H LOCK 3.Ox 8.0 1.0 Ctr 0.90 Scale: 0.218" = 1 S3 LOCK 5.Ox 8.0 Ctr 0.8 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 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: 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 5476 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 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'" © 1996-2006 Version 19.0.02F Engineering - Portrait 6/8/2006 11:10.52 AM Pagel Job Mark C_uan Type Span P1-H1 Left OH Right OH Engineering SPF2TY H23 1 HIPP 280800 6 1- 2- 0 1- 2- 0 ENGLE/SPF2TY/M#3723 � t HO 4-3 HO 4-3 0 0 0 0 N N O O TC 9-0-0 10-8-0 9-0-0 " 5x6 3x4 5x6 B H C 6 2x9 �>2x4 i 9-10-3 / 4x6 / 4x6 A \ 1 I� D F S1 S2 E 3x83x6 3x63x8 w:800 W:800 R:1242 R:1242 U: 251 U: 251 BC 28-8-0 28-8-0 ALL PLATES ARE LOCK20 Scale: 0,218" = 1' Online Plus -- Version 19.0.028 RUN DATE: 08-JUN-06 CSI -Size- ----Lumber---- TC 0.35 2x 4 SP-#2 BC 0.91 2x 4 SP-#2 WB 0.21 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 28- 8- 0 BC Cont. 0- 0- 0 28- 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 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 1243 252 8- 0 1- 8 Hz = -106 D 1243 252 8- 0 1- 8 Robbins Engineering, Inc./Online P1us- I -D 0.28 2055 C 0.01 0.27 --------Bottom Chords --------- * -F 0.77 1835 T 0.18 0.59 F -S1 0.65 1794 T 0.18 0.47 S1-S2 0.91 1794 T 0.18 0.73 S2-E 0.65 1794 T 0.18 0.47 E -D 0.77 1835 T 0.18 0.59 ------------- Webs ------------- G -F 0.12 310 C F -B 0.14 458 T F -H 0.21 312 C H -E 0.21 312 C E -C 0.14 458 T E -I 0.12 310 C TL Defl -0.36" in S1-S2 L/902 LL Defl -0.19" in S1-S2 L/999 DL Defl -0.14" at S2 L/999 Shear // Grain in B -H 0.26 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 6.0 Ctr 0.1 0.68 B LOCK 5.Ox 6.0 0.7-3.1 0.58 C LOCK 5.Ox 6.0-0.7-3.1 0.58 D LOCK 4.Ox 6.0 Ctr 0.1 0.68 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Hz = 107 NOTES: Trusses Manufactured by: Membr CSI P Lbs Axl-CSI-Bnd East Coast Lumber ----------Top Chords---------- Analysis Conforms To: A -G 0.28 2055 C 0.01 0.27 FBC2004 G -B 0.19 1740 C 0.01 0.18 OH Loading B -H 0.35 1559 C 0.01 0.34 Soffit psf 2.0 H -C 0.35 1559 C 0.01 0.34 Design checked for LL on BC C -I 0.19 1740 C 0.01 0.18 per BOCA (section 1606.2.3), Robbins Engineering, Inc./Online Plus- © 1996-2006 Version 19.0.02E Engineering - Portrait 6/8/2006 11:10; 52 AM Page 1 IBC/IRC-2003 and F13C 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 2055 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 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 C,•uan Type Span P1-H1 Left OH Right OH Engineering SPF2TY H24 1 HIPP 280800 6 0 1- 2- 0 ENGLE/SPF2TY/M#3723 HO)4-3 HO 4-3 0 0 TC 11-0-0 6-8-0 N O 11-0-0 'a 5x6 5x6 6 B C �) 2x4 2x4 H 5-10-3 r� 4x6 / �D 4x6 F S1 S2 E 3x4 3x6 3x6 3x8 w:800 W:800 R:1215 R:1292 U: 236 U: 251 BC 28-8-0- - 28-8-0 -- - ALL PLATES ARE LOCK20 Scale: 0.225" = 1' Online Plus -- Version 19.0.028 RUN DATE: 08-JUN-06 CSI -Size- ----Lumber---- TC 0.46 2x 4 SP-#2 BC 0.87 2x 4 SP-#2 WB 0.14 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 28- 8- 0 BC Cont. 0- 0- 0 28- 8- 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 Robbins Engineering, Inc./Online P1us- A -G 0.31 2171 C 0.01 0.30 G -B 0.28 1851 C 0.02 0.26 B -C 0.46 1496 C 0.03 0.43 C -H 0.29 1803 C 0.02 0.27 H -D 0.30 2124 C 0.01 0.29 --------Bottom Chords --------- A -F 0.79 1941 T 0.18 0.61 F -S1 0.60 1525 T 0.15 0.45 S1-S2 0.87 1525 T 0.15 0.72 S2-E 0.60 1525 T 0.15 0.45 E -D 0.80 1902 T 0.18 0.62 ------------- Webs ------------- G -F 0.12 363 C F -B 0.14 445 T B -E 0.04 124 T 1 Br C -E 0.12 424 T E -H 0.12 374 C TL Defl -0.40" in S1-S2 L/811 LL Defl -0.26" in S1-S2 L/999 DL Defl -0.12" at S1 L/999 Shear // Grain in B -C 0.29 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 0.72 B LOCK 5.Ox 6.0 0.7-3.1 0.96 C LOCK 5.Ox 6.0-0.7-3.1 0.96 D LOCK 4.Ox 6.0 Ctr 0.1 0.72 it React Uplft Size Req'd REFER TO ROBBINS ENG. GENERAL Lbs Lbs In-Sx In-Sx NOTES AND SYMBOLS SHEET FOR A 1216 236 8- 0 1- 8 ADDITIONAL SPECIFICATIONS. Hz = -131 D 1292 252 8- 0 1- 8 NOTES: Hz = 132 Trusses Manufactured by: East Coast Lumber Membr CSI P Lbs Axl-CSI-Bnd Analysis Conforms To: ----------Top Chords---------- FBC2004 Robbins Engineering. Inc./Online Plus- 0 1996-2006 Version 19.0.02i' Engineering - Portrait 6/8/2006 11:10:53 AM Page 1 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 2171 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 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 Mark Quart Type Span P1-H1 Left OH Right OH Engineering LJob PF2TY YH25 1 HIPP 280800 6 0 1- 2- 0 ENGILE/SPF2TY/M#3723 HO 4-3 HO 4-3 o 0 TC 13-0-0 2-8-0 13-0-0 N O 5x6 5x6 B C 6 3x4 / 3J4 6-10-3 i 4x6 // I 4x6 A /� D S1 F S2 G 2.4 4.8 3x10 4x8 2x4 W:800 W:800 R:1146 R:1242 U: 236 U: 251 BC 28-8-0 28-8-0 i ALL PLATES ARE LOCK20 Scale: 0.225" = 1' Online Plus -- Version 19.0.028 RUN DATE: 08-JUN-06 CSI -Size- ----Lumber---- TC 0.49 2x 4 SP-#2 BC 0.70 2x 4 SP-#2 WB 0.61 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 28- 8- 0 BC Cont. 0- 0- 0 28- 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 6 Wind Load Cases) Plus 1 UBC LL Load Cases) 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 1147 236 8- 0 1- 8 Hz = -155 D 1243 252 8- 0 1- 8 Hz = 156 Membr CSI P Lbs Axl-CSI-Bnd Robbins Engineering, Inc./Online P1us- C -J 0.48 1336 C 0.01 0.47 J -D 0.49 1969 C 0.02 0.47 --------Bottom Chords --------- A -H 0.63 1768 T 0.17 0.46 H -S1 0.57 1768 T 0.19 0.38 S1-F 0.70 1768 T 0.19 0.51 F -S2 0.70 1768 T 0.19 0.51 S2-G 0.48 1768 T 0.19 0.29 G -D 0.63 1768 T 0.17 0.46 ------------- Webs -------------- H -I 0.08 267 T I -F 0.61 641 C B -F 0.09 322 T F -C 0.09 322 T F -J 0.61 641 C G -J 0.08 267 T TL Defl -0.23" in S1-F L/999 LL Defl -0.15" in S1-F L/999 DL Defl -0.14" at S1 L/999 Shear // Grain in I -B 0.28 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 Gat, Gross Area Plate - RES 20 Ga, Gross Area it Type Plt Size X Y JSI A LOCK 4.Ox 6.0 Ctr 0.1 0.65 B LOCK 5.Ox 6.0 0.7-3.1 0.58 C LOCK 5.Ox 6.0-0.7-3.1 0.58 D LOCK 4.Ox 6.0 Ctr 0.1 0.65 S1 LOCK 4.Ox 8.0 Ctr 0.2 0.78 S2 LOCK 4.Ox 8.0 Ctr 0.2 0.78 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. ----------Top Chords ---------- A -I 0.49 1969 C 0.02 0.47 NOTES: I -B 0.48 1336 C 0.01 0.47 Trusses Manufactured by: B -C 0.13 1240 C 0.01 0.12 East Coast Lumber Robbins Engineering. Inc./Online Pius"" © 1996-2006 Version 19.0.02E Engineering - Portrait 6/8/2006 1 1-.10.53 AM Page 1 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 1969 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 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 . Uan Type Span P1-H1 Left OH Right OH Engineering SPF2TY T26 2 TR 280800 6 0 1- 2- 0 ENGLE/SPF2TY/M#3723 HO 4-3 HO 4-3 0 0 i TC 14-4-0 .. 19-9-0 N 0 _..._ _.. 5x6 6 B 3x6 3x6 2x9 S1 � 2x4 F G 7-6-3 9x6 �i \ 4x6 A C E D 5x6 5x6 W:800 SPL SPL W:800 R:1226 R:1322 U: 236 U: 251 BC 28-8-0 - - ---.. 28-B-0 ALL PLATES ARE LOCK20 Scale: 0.226" = 1' Online Plus -- Version 19.0.028 RUN DATE: 08-JUN-06 CSI -Size- ----Lumber---- TC 0.58 2x 4 SP-#2 BC 0.88 2x 4 SP-#2 WB 0.22 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 28- 8- 0 BC Cont. 0- 0- 0 28- 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 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 1227 236 8- 0 1- 8 Hz = -171 C 1323 252 8- 0 1- 9 Hz = 172 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -F 0.58 2102 C 0.02 0.56 Robbins Engineering, Inc./Online Plus- F -S2 0.58 1901 C 0.02 0.56 S2-B 0.43 1794 C 0.05 0.38 B -S1 0.43 1794 C 0.05 0.38 S1-G 0.58 1901 C 0.02 0.56 G -C 0.58 2102 C 0.02 0.56 --------Bottom Chords --------- A -E 0.88 1888 T 0.17 0.71 E -D 0.73 1251 T 0.11 0.62 D -C 0.88 1888 T 0.17 0.71 ------------- Webs ------------- F -E 0.15 470 C E -B 0.22 688 T B -D 0.22 688 T D -G 0.15 470 C TL Defl -0.32" in D -C L/999 LL Defl -0.18" in E -D L/999 DL Defl -0.12" at D L/999 Shear // Grain in A -F 0.30 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 4.0x 6.0 Ctr 0.1 0.70 B LOCK 5.Ox 6.0 Ctr-0.1 0.58 C LOCK 4.Ox 6.0 Ctr 0.1 0.70 E LOCK 5.Ox 6.0 Ctr-0.5 0.67 D LOCK 5.Ox 6.0 Ctr-0.5 0.67 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 2102 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1, EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 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- © 1996-2006 Version 19.0.02E Engineering - Portrait 6/8/2006 1 is 10: 54 AM Page 1 __F Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SPF2) r27 1 TR 210400 6 1- 2- 0 0 ENGLE/SPF2TY/M#3723 HO 4-3 HO 4-0-3 0 0 N O r TC 14-4-0 7-0-0 4x4 B 6 3x4 S 2� 2x4 3x4 F H 1 7-6-3 / / w 3x4 IT I E S1 D _ _ 2x4 3.4 4.4 3x4 W:800 W:800 R:1003 R: 965 U: 188 U: 178 BC 21-4-0 21-4-0 ALL PLATES ARE LOCK20 Scale: 0.254" = 1' Online Plus -- Version 19.0.028 RUN DATE: 08-JUN-06 CSI -Size- ----Lumber---- TC 0.63 2x 4 SP-#2 BC 0.83 2x 4 SP-#2 WB 0.26 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 21- 4- 0 BC Cont. 0- 0- 0 21- 4- 0 WB 1 rows CLB on B -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) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Robbins Engineering, Inc.'Online Plus"' Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -F 0.53 1406 C 0.01 0.52 F -S2 0.53 1225 C 0.01 0.52 S2-B 0.54 1117 C 0.00 0.54 B -H 0.63 414 C 0.00 0.63 --------Bottom Chords --------- A -E 0.83 1266 T 0.12 0.71 E -S1 0.50 639 T 0.05 0.45 S1-D 0.67 639 T 0.06 0.61 D -I 0.51 176 T 0.00 0.51 ------------- Webs ------------- F -E 0.14 449 C E -B 0.22 697 T B -D 0.14 471 C 1 Br D -H 0.23 739 T I -H 0.26 1051 C WindLd TL Defl -0.27" in A -E L/878 LL Defl -0.18" in S1-D L/999 DL Defl -0.12" at S1 L/999 Shear // Grain in A -F 0.30 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 Gat, Gross Area Jt Type Plt Size X Y JSI S1 LOCK 4.Ox 4.0 Ctr 0.2 0.84 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: A 1004 188 8- 0 1- 8 Trusses Manufactured by: Hz = -149 East Coast Lumber I 966 179 8- 0 1- 8 Analysis Conforms To: Hz = 235 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 1406 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 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"" © 1996-2006 Version 19.0,026 Engineering -Portrait 6/8/2006 11:10t55 AM Pagel Job Mark Quan Type Span P1-H1 Left OH Right OH E�rgrneeri�rg SPF2TY H2 1 SP 500000 6 1- 2- 0 1- 2- 0 ENGLE/SPF2TY/M#3723 HO 4-3 HO 4-3 o O o O N N O O TC ' 7-0-0 30-8-0 _12-4-0 L� 3x8 6x6 3x6 3x8 2x4 4x8 S5 2x4 3x6 6x6 B K S1 L S Q T C 9 6-6--. 2-8-OA 2-8-OF 6 W:800 E R S3 P H S4 G R. 989 2x4 3x6 3x84x8 4x8 3x8 2x4 U: 203 W:800 W:800 R:2871 R: 558 U: 528 U: 123 BC 17-6-0 - 11-6-0 21-0-0 50-0-0 ALL PLATES ARE LOCK20 Scale: 0.132" = 1' 6 3x6 R..bbins Engineering, Inc./Online Plus- SI-L 0.30 961 C 0.00 0.30 D LOCK 4.Ox 6.0 Ctr 0.1 0.81 L -S 0.36 950 C 0.00 0.36 F LOCK 6.Ox10.0 Ctr 1.2 0.75 Online Plus -- Version 19.0.028 S -S5 0.58 1343 T 0.22 0.36 RUN DATE: 08-JUN-06 S5-Q 0.51 1343 T 0.22 0.29 Q -T 0.51 1343 T 0.22 0.29 REFER TO ROBBINS ENG. GENERAL CSI -Size- ----Lumber---- T -C 0.22 222 T 0.03 0.19 NOTES AND SYMBOLS SHEET FOR TC 0.58 2x 4 SP-#2 C -0 0.49 242 T 0.00 0.49 ADDITIONAL SPECIFICATIONS. BC 0.82 2x 4 SP-#2 O -D 0.49 516 C 0.00 0.49 cW 0.68 2x 4 SP-#3--------Bottom Chords--------- NOTES: WB 0.50 2x 4 SP-#3 A -J 0.63 1247 T 0.13 0.50 Trusses Manufactured by: J -S2 0.59 1379 T 0.13 0.46 East Coast Lumber Brace truss as follows: S2-F 0.82 1379 T 0.13 0.69 Analysis Conforms To: O.C. From To E -R 0.47 70 C 0.00 0.47 FBC2004 TC Cont. 0- 0- 0 50- 0- 0 R -S3 0.36 197 C 0.00 0.36 OH Loading BC Cont. 0- 0- 0 50- 0- 0 S3-P 0.40 197 C 0.00 0.40 Soffit psf 2.0 WB 1 rows CLB on S -P P -H 0.62 676 C 0.00 0.62 Design checked for LL on BC WB 1 rows CLB on P -T H -S4 0.41 475 T 0.04 0.37 per BOCA (section 1606.2.3), Attach CLB with (2)-10d nails S4-G 0.48 475 T 0.07 0.41 IBC/IRC-2003 and FBC 2004 at each web. G -D 0.52 475 T 0.06 0.46 (section 1607.1), 20.0 psf. ---------- Chord -Webs ---------- Design checked for 10 psf non - Loading Live Dead (psf) E -F 0.68 224 T 0.00 0.68 concurrent LL on BC. TC 20.0 15.0 F -L 0.60 379 C 0.00 0.60 Prevent truss rotation at all BC 0.0 5.0-------------Webs------------- bearing locations. Total 20.0 20.0 40.0 J -B 0.08 282 T Wind Loads - ANSI / ASCE 7-02 Spacing 24.0" J -K 0.13 233 C Truss is designed as a Main Lumber Duration Factor 1.25 K -F 0.31 534 C Wind -Force Resistance System. Plate Duration Factor 1.25 F -S 0.40 1275 T Wind Speed: 120 mph TC Fb=1.15 Fc=1.10 Ft=1.10 F -R 0.11 204 C Mean Roof Height: 15-0 BC Fb=1.10 Fc=1.10 Ft=1.10 R -S 0.08 259 T Exposure Category: B S -P 0.50 1706 C 1 Br Occupancy Factor : 1.00 P -Q 0.19 348 C Building Type: Enclosed Plus 6 Wind Load Case(s) P -T 0.32 1284 C 1 Br Zone location: Exterior Plus 2 Unbalanced Load Cases T -H 0.31 988 T TC Dead Load 7.0 psf Plus 1 UBC LL Load Case(s) H -C 0.21 375 C BC Dead Load 3.0 psf Plus 1 BC LL Load Case(s) H -0 0.40 598 C Unbalanced Loads Checked G -O 0.08 265 T Load Factors = 1.00 and 0.00 Checked for NonConcurrent 200 Max comp. force 1706 Lbs Lbs Moving Point Load applied TL Defl -0.35" in S2-F L/971 Quality Control Factor 1.00 at Panel Points and Mid -panel LL Defl -0.20" in S2-F L/999 B on BC DL Defl -0.18" at S2 L/999 FARICATOR NOTES: Shear // Grain in E -R 0.29 1. EAST COAST LUMBER 6 SUPPLY Jt React Uplft Size Req'd MAURICE A. SHASHOUA, Lbs Lbs In-Sx In-Sx Plates for each ply each face. P.E.#EB5251 6 19554 A 990 203 8- 0 1- 8 PLATING CONFORMS TO TPI. 5285 ST. LUCIE BLVD. Hz = -123 REPORTS: SBCCI 9761 FORT PIERCE FL. 34946 P 2872 529 8- 0 3- 4 ROBBINS ENGINEERING, INC. 2. !!!CAUTION!!! READ "SCSI-B1 D 558 123 6- 0 1- 8 BASED ON SP LUMBER SUMMARY SHEET" BEFORE Hz = 132 USING GROSS AREA TEST. HANDLING , INSTALLING 6 Plate - LOCK 20 Ga, Gross Area BRACING TRUSSES. Membr CSI P Lbs Axl-CSI-Bnd Plate - RHS 20 Ga, Gross Area 3. SEE ATTACHED DETAIL SHEET ----------Top Chords---------- Jt Type Plt Size X Y JSI FOR: 1-JACK NAILS. A -B 0.47 1397 C 0.03 0.44 A LOCK 4.Ox 6.0 Ctr 0.1 0.81 2-TBRACE. 3-BEARING BLOCK. B -K 0.31 1247 C 0.00 0.31 B LOCK 6.Ox 6.0 0.9-3.6 0.75 4. DESIGNER: JLW K -Sl 0.31 961 C 0.00 0.31 C LOCK 6.Ox 6.0-0.9-3.6 0.75 Robbins Engineering. Inc./Online Plus- © 1996-2006 Version 19.0.028 Engineering - Portrait 6/8/2006 11:10:38 AM Page 1 Job S PF2TY Mark H3 Quan 1 Type Span SP 500000 P1-H1 6 Left OH 1- 2- 0 Right OH 1- 2- 0 0ENGLE/SPF2TY/M#3723 EngineeMig HO 4-3 0 0 HO 4-3 0 0 N O TC 'i 9-0-0 26-8-0 147470 N O I'"r 6x6 3x6 2x4 3x12 3x6 3x6 6x6 B T L S1 R S C 6 2x4 -- K 3x8 5x4 S2 3x6 7-6-3 3x6 / `� 0 2-8-OA A 2-8-OF �•��' - 5x4 J S5 F 3x6 W:800 2- 8- 0 4.8 5x10 6x12 D R:2166 U: 425 E Q S3 H S4 G 2x4 4x14 5x16 4x8 5x8 2x4 W:800 R:2202 U: 430 BC 17-6-0 32-6-0 50-0-0 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online P1us- B -T 0.28 3372 C 0.09 0.19 S5 LOCK 5.0x10.0 Ctr 0.8 0.83 T -L 0.46 5252 C 0.19 0.27 F LOCK 6.Oxl2.0 Ctr 1.2 0.91 Online Plus -- Version 19.0.028 L -Sl 0.86 5238 C 0.37 0.49 Q LOCK 4.Oxl4.0-0.5 Ctr 0.99 RUN DATE: 08-JUN-06 SI-R 0.75 5238 C 0.37 0.38 S3 LOCK 5.Oxl6.0 Ctr O.B 0.96 R -S 0.51 3699 C 0.09 0.42 S4 LOCK 5.Ox 8.0 Ctr 0.8 0.96 CSI -Size- ----Lumber---- S -C 0.40 3126 C 0.06 0.34 TC 0.86 2x 4 SP-#2 C -S2 0.66 3372 C 0.20 0.46 BC 1.00 2x 4 SP-#2 S2-0 0.56 3478 C 0.08 0.48 REFER TO ROBBINS ENG. GENERAL EX E -S3 2x 4 SP-SS O -D 0.75 3979 C 0.27 0.48 NOTES AND SYMBOLS SHEET FOR EX S3-S4 2x 4 SP-SS --------Bottom Chords--------- ADDITIONAL SPECIFICATIONS. CW 0.48 2x 4 SP-#3 A -J 0.90 3565 T 0.32 0.58 WB 0.87 2x 4 SP-#3 J -S5 0.83 4429 T 0.74 0.09 NOTES: EX F -Q 2x 4 SP-#2 S5-F 1.00 4429 T 0.41 0.59 Trusses Manufactured by: PB --- 2x 4 SP-#3 E -Q 0.33 40 C 0.00 0.33 East Coast Lumber Q -S3 0.53 3552 T 0.30 0.23 Analysis Conforms To: Brace truss as follows: S3-H 0.55 3552 T 0.30 0.25 FBC2004 O.C. From To H -S4 0.51 3559 T 0.30 0.21 OH Loading TC Cont. 0- 0- 0 50- 0- 0 S4-G 0.88 3559 T 0.33 0.55 Soffit psf 2.0 BC Cont. 0- 0- 0 50- 0- 0 G -D 0.81 3559 T 0.31 0.50 Design checked for LL on BC WB 1 rows CLB on R -Q ---------- Chord -Webs ---------- per BOCA (section 1606.2.3), WB 1 rows CLB on S -H E -F 0.39 227 T 0.00 0.39 IBC/IRC-2003 and FBC 2004 WB 1 rows CLB on H -0 F -L 0.48 377 C 0.00 0.48 (section 1607.1), 20.0 psf. Attach CLB with (2)-10d nails -------------Webs------------- Design checked for 10 psf non - at each web. K -J 0.08 218 C concurrent LL on BC. J -B 0.43 1343 T Prevent truss rotation at all Loading Live Dead (psf) J -T 0.87 1568 C bearing locations. TC 20.0 15-0 T -F 0.38 1192 T Wind Loads - ANSI / ASCE 7-02 BC 0.0 5.0 F -R 0.52 1631 T Truss is designed as a Main Total 20.0 20.0 40.0 F -Q 0.76 4125 T Wind -Force Resistance System. Spacing 24.0" R -Q 0.35 1417 C 1 Br Wind Speed: 120 mph Lumber Duration Factor 1.25 Q -S 0.08 260 T Mean Roof Height: 15-0 Plate Duration Factor 1.25 S -H 0.24 758 C 1 Br Exposure Category: B TC Fb=1.15 Fc=1.10 Ft=1.10 H -C 0.35 1097 T Occupancy Factor : 1.00 BC Fb=1.10 Fc=1.10 Ft=1.10 H -0 0.17 585 C 1 Br Building Type: Enclosed G -0 0.08 259 T Zone location: Exterior TC Dead Load 7.0 psf Plus 6 Wind Load Case(s) TL Defl -0.98" in Q -S3 L/598 BC Dead Load 3.0 psf Plus 1 UBC LL Load Case(s) LL Defl -0.58" in Q -S3 L/999 Max comp. force 5252 Lbs Plus 1 BC LL Load Case(s) DL Defl -0.62" at S3 L/947 Quality Control Factor 1.00 Shear // Grain in S4-G 0.43 Checked for NonConcurrent 200 FABRICATOR NOTES: Lbs Moving Point Load applied Plates for each ply each face. 1. EAST COAST LUMBER & SUPPLY at Panel Points and Mid -panel PLATING CONFORMS TO TPI. MAURICE A. SHASHOUA, on BC REPORTS: SBCCI 9761 P.E.#EB5251 & 19554 ROBBINS ENGINEERING, INC. 5285 ST. LUCIE BLVD. Jt React Uplft Size Req'd BASED ON SP LUMBER FORT PIERCE FL. 34946 Lbs Lbs In-Sx In-Sx USING GROSS AREA TEST. 2. !!!CAUTION!!! READ "SCSI-B1 A 2167 425 8- 0 2- 9 Plate - LOCK 20 Ga, Gross Area SUMMARY SHEET" BEFORE Hz = -150 Plate - RHS 20 Ga, Gross Area HANDLING , INSTALLING S D 2203 430 8- 0 2-10 Jt Type Plt Size X Y JSI BRACING TRUSSES. Hz = 159 A LOCK 3.Ox 6.0 1.4 0.7 0.91 3. SEE ATTACHED DETAIL SHEET A LOCK 5.Ox 4.0 3.2 1.1 0.93 FOR: 1-JACK NAILS. Membr CSI P Lbs Axl-CSI-Bnd B LOCK 6.Ox 6.0 0.9-3.6 0.75 2-TBRACE. 3-BEARING BLOCK. ----------Top Chords---------- C LOCK 6.Ox 6.0-0.9-3.6 0.75 4. DESIGNER: JLW A -K 0.42 4012 C 0.11 0.31 D LOCK 3.Ox 6.0-1.4 0.7 0.90 K -B 0.39 3752 C 0.09 0.30 D LOCK 5.Ox 4.0-3.2 1.1 0.91 Robbins Engineering. Inc./Online Plus" 0 1996-2006 Version 19.0.028 Eng:neering - Portrait 6/8/2006 11:10:39 AM Page 1 _]- Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SPF2TY H4 1 SP 500000 6 1- 2- 0 1- 2- 0 ENGLE/SPF2TY/M#3723 HO 4-3 HO 4-3 0 0 0 0 N N O O TC . 11-0-0 22-8-0 16-4-0 6x8 2x4 3x10 3x6 3x6 6x6 B L S1 M P C 6 2x4 I 3x6 K I N 8-6-3 5x4 3x10 3x6 S2 2x4 2-8-OA A O 2-8-OF i _ 4x6 J F 3x6 W:800 2- 8- 0 3x6 6x10 JAD R:2182 S3 U: 425 20G-RHS-3x10 E I S4 H S5 G 2.4 4x12 4x8 4x8 5x16 3x6 W:800 R:2261 U: 430 BC 17-6-0 32-6-0 - - - 50-0-0 --- EXCEPT AS SHOWN ALL PLATES ARE LOCK20 Scale: 0.132" = 1' Online Plus -- Version 19.0.028 RUN DATE: 08-JUN-06 CSI -Size- ----Lumber---- TC 0.70 2x 4 SP-SS EX S1-C 2x 4 SP-#2 EX C -S2 2x 4 SP-#2 BC 0.93 2x 4 SP-#2 EX A -S3 2x 4 SP-SS EX S5-D 2x 4 SP-SS CW 0.32 2x 4 SP-#3 WB 0.51 2x 4 SP-#3 EX F -I 2x 4 SP-#2 PB --- 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 50- 0- 0 BC Cont. 0- 0- 0 50- 0- 0 WB 1 rows CLB on I -M WB 1 rows CLB on P -H 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 Robbins Engineering, Inc./Online Plus- * -B 0.23 3639 C 0.10 0.13 B -L 0.38 4383 C 0.07 0.31 L -S1 0.70 4377 C 0.29 0.41 S1-M 0.96 4377 C 0.38 0.58 M -P 0.54 3318 C 0.07 0.47 P -C 0.26 2953 C 0.07 0.19 C -N 0.35 3301 C 0.07 0.28 N -S2 0.51 3919 C 0.20 0.31 S2-0 0.25 4004 C 0.14 0.11 O -D 0.24 4199 C 0.07 0.17 --------Bottom Chords --------- * -J 0.54 3576 T 0.16 0.38 J -S3 0.39 3248 T 0.14 0.25 S3-F 0.75 3248 T 0.30 0.45 E -I 0.68 27 T 0.00 0.68 I -S4 0.78 3195 T 0.53 0.25 S4-H 0.90 3195 T 0.53 0.37 H -S5 0.93 3368 T 0.56 0.37 S5-G 0.85 3368 T 0.15 0.70 G -D 0.44 3744 T 0.16 0.28 ---------- Chord -Webs ---------- E -F 0.28 231 T 0.01 0.27 F -L 0.32 544 C 0.01 0.31 ------------- Webs ------------- K -J 0.19 356 C J -B 0.11 372 T B -F 0.47 1483 T F -M 0.41 1297 T F -I 0.64 3476 T I -M 0.35 1204 C 1 Br I -P 0.09 283 T P -H 0.18 545 C 1 Br H -C 0.36 1138 T H -N 0.51 596 C N -G 0.13 408 T G -O 0.08 310 C Plus 6 Wind Load Case(s) TL Defl -0.73" in S4-H L/802 Plus 1 UBC LL Load Case(s) LL Defl -0.43" in S4-H L/999 Plus 1 BC LL Load Case(s) DL Defl -0.47" at E L/999 Shear // Grain in S5-G 0.43 Checked for NonConcurrent 200 Lbs Moving Point Load applied Plates for each ply each face. at Panel Points and Mid -panel PLATING CONFORMS TO TPI. on BC REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. Jt React Uplft Size Req'd BASED ON SP LUMBER Lbs Lbs In-Sx In-Sx USING GROSS AREA TEST. A 2183 425 8- 0 2- 9 Plate - LOCK 20 Ga, Gross Area Hz = -177 Plate - RHS 20 Ga, Gross Area D 2262 430 8- 0 2-11 Jt Type Plt Size X Y JSI Hz = 186 A LOCK 3.0x 6.0 1.4 0.7 0.91 A LOCK 5.Ox 4.0 3.2 1.1 0.93 Membr CSI P Lbs Axl-CSI-Bnd B LOCK 6.Ox 8.0 1.4-3.8 0.80 ----------Top Chords---------- C LOCK 6.Ox 6.0-0.9-3.6 0.75 A -K 0.21 4009 C 0.06 0.15 D LOCK 3.Ox 6.0-1.4 0.7 0.95 Robbins Engineering, Inc./Online Plus" © 1996-2006 Version 19.0.028 Engineering - Ponrait 6/812006 11:10:40 AM Page 1 D LOCK 4.Ox 6.0-4.2 1.6 0.94 F LOCK 6.Ox10.0 Ctr 1.2 0.93 I LOCK 4.0x12.0-0.5 Ctr 0.97 S4 LOCK 4.Ox 8.0 Ctr 0.2 0.75 S5 LOCK 5.Oxl6.0 Ctr 0.8 0.82 G LOCK 3.Ox 6.0 0.2 Ctr 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. 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 4383 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 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 SPF2TY HS 1 SP 500000 6 1- 2- 0 1- 2- 0 ENGLE/SPF2TY/M##3723 HO 4-3 HO 4-3 0 0 0 0 N N O O TC ' 13-0-0 18-8-0 18-4-0 ' 6x8 2x4 3x83x6 6x8 B M S1 N C 6 3x6 % 3x6 I / O 3x8 9-6-3 5x4 S2 2x4 2-8-OA 3x6 / P 2-8-OF A / 4x6 K S3 J F 3x6 W:800 2- 8- 02x9 3x8 3x6 6x10 I D R:2195 ,; L U: 425 E I S4 H S5 G. 2x4 4x12 4x8 3x6 4x8 3x6 W-800 R:2287 U: 430 BC 17-6-0 32-6-0 50-0-0 ALL PLATES ARE LOCK20 Scale: 0.132" = 1' Online Plus -- Version 19.0.028 RUN DATE: 08-JUN-06 CSI -Size- ----Lumber---- TC 0.72 2. 4 SP-#2 BC 0.94 2x 4 SP-#2 CW 0.25 2x 4 SP-#3 WB 0.43 2x 4 SP-#3 EX F -I 2x 4 SP-#2 PB --- 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 50- 0- 0 BC Cont. 0- 0- 0 50- 0- 0 WB 1 rows CLB on I -N WB 1 rows CLB on H -O 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 Robbins Engineering, Inc./Online P1usTM S1-N 0.72 3718 C 0.09 0.63 N -C 0.72 2984 C 0.14 0.58 C -O 0.49 3163 C 0.06 0.43 O -S2 0.63 3923 C 0.23 0.40 S2-P 0.38 4017 C 0.10 0.28 P -D 0.49 4232 C 0.12 0.37 --------Bottom Chords --------- * -K 0.74 3575 T 0.31 0.43 K -S3 0.77 3575 T 0.33 0.44 S3-J 0.68 3575 T 0.60 0.08 J -F 0.61 3119 T 0.52 0.09 E -I 0.59 25 T 0.00 0.59 I -S4 0.64 2825 T 0.25 0.39 S4-H 0.86 2825 T 0.47 0.39 H -S5 0.94 3316 T 0.55 0.39 S5-G 0.79 3316 T 0.55 0.24 G -D 0.93 3778 T 0.32 0.61 ---------- Chord -Webs ---------- E -F 0.25 227 T 0.00 0.25 F -M 0.18 397 C 0.01 0.17 -- -- Webs ------------- K -L 0.07 247 T L -J 0.38 511 C J -B 0.12 386 T B -F 0.34 1060 T F -N 0.32 1018 T F -I 0.58 3177 T I -N 0.43 1255 C 1 Br I -C 0.24 303 T .H -C 0.24 769 T H -0 0.21 692 C 1 Br O -G 0.15 483 T G -P 0.11 366 C TL Defl -0.74" in H -S5 L/786 LL Defl -0.44" in H -S5 L/999 DL Defl -0.43" at E L/999 Shear // Grain in S5-G 0.44 at Panel Points and Mid -panel Plates for each ply each face. on BC PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 Jt React Uplft Size Req'd ROBBINS ENGINEERING, INC. Lbs Lbs In-Sx In-Sx BASED ON SP LUMBER A 2195 425 8- 0 2- 9 USING GROSS AREA TEST. Hz = -204 Plate - LOCK 20 Gar Gross Area D. 2287 430 8- 0 2-11 Plate - RHS 20 Ga, Gross Area Hz = 213 Jt Type Plt Size X Y JSI A LOCK 3.Ox 6.0 1.4 0.7 0.90 Membr. CSI P Lbs Axl-CSl-Bnd A LOCK 5.Ox 4.0 3.2 1.1 0.92 ----------Top Chords---------- B LOCK 6.Ox 8.0 0.9-3.8 0.78 A -L 0.55 4000 C 0.21 0.34 C LOCK 6.Ox 8.0-0.9-3.8 0.75 L -B 0.53 3493 C 0.17 0.36 D LOCK 3.Ox 6.0-1.4 0.7 0.96 B -M 0.40 3721 C 0.09 0.31 D LOCK 4.Ox 6.0-4.2 1.6 0.95 M -S1 0.53 3718 C 0.16 0.37 F LOCK 6.0x10.0 Ctr 1.2 0.87 Robbins Engineering. Inc/Online Plus` © 1996-2006 Version 19.0-028 Engineering - Portrait 6161200611: 1040 AM Page 1 I LOCK 4.Oxl2.0-0.5 Ctr 0.90 S4 LOCK 4.Ox 8.0 Ctr 0.2 0.99 S5 LOCK 4.Ox 8.0 Ctr 0.2 0.93 G LOCK 3.Ox 6.0 0.2 Ctr 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. 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 4232 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 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 SPF2TY H6 1 SP 500000 6 1- 2- 0 1- 2- 0 ENGLE/SPF2TY/M##3723 HO 4-3 HO 4-3 0 0 0 0 N N O O TC 15-0-0 14-8-0._... - -- . - . _ _.--..__.. - 20-4-0 6x8 2x4 3x8 3x6 6x8 B M S6 N C 3x8 u 6 S1 3x6 3x6 O 3xl0 10-6-3 S2 5x4 \ / 2x4 2-8-OA 3x6 / P 2-8-OF / i ,\ A 4x6 K S3 F 3x6 W:800 2- 8- 0 2x4 5x10 6.10 D R:2209 \ J U: 425 3x6 E I S4 H S5 G pip 2x4 4x10 3x8 3x6 4x8 3x6 W:800 R:2298 U: 430 BC 17-6-0-32-6-0 , 50-0-0 ALL PLATES ARE LOCK20 Scale: 0.131" = 1' Online Plus -- Version 19.0.028 RUN DATE: 08-JUN-06 CSI -Size- ----Lumber- TC 0.83 2x 4 SP-#2 BC 0.78 2x 4 SP-SS EX A -S3 2x 4 SP-#2 EX E -S4 2x 4 SP-#2 CW 0.29 2x 4 SP-#3 WB 0.94 2x 4 SP-#3 PB --- 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 50- 0- 0 BC Cont. 0- 0- 0 50- 0- 0 WB 1 rows CLB on L -J WB 1 rows CLB on I -N WB 1 rows CLB on I -C WB 1 rows CLB on H -O 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 Los Moving Point Load applied Robbi:.5 ;_.ngineerinq, Inc./Online Plus- S1-B 0.79 3344 C 0.23 0.56 B -M 0.25 3250 C 0.07 0.18 M -S6 0.38 3249 C 0.11 0.27 S6-N 0.53 3249 C 0.07 0.46 N -C 0.50 2696 C 0.04 0.46 C -0 0.52 2992 C 0.06 0.46 0 -S2 0.70 3861 C 0.25 0.45 S2-P 0.64 3966 C 0.25 0.39 P -D 0.56 4227 C 0.23 0.33 --------Bottom Chords --------- * -K 0.84 3571 T 0.31 0.53 K -S3 0.83 3571 T 0.33 0.50 S3-J 0.78 3571 T 0.17 0.61 J -F 0.34 2994 T 0.13 0.21 E -I 0.47 30 T 0.00 0.47 I -S4 0.63 2666 T 0.23 0.40 S4-H 0.47 2666 T 0,23 0.24 H -S5 0.53 3238 T 0.28 0.25 S5-G 0.46 3238 T 0.28 0.18 G -D 0.54 3776 T 0.16 0.38 ---------- Chord -Webs ---------- E -F 0.29 224 T 0.00 0.29 F -M 0.10 291 C 0.06 0.04 ------------- Webs ------------- K -L 0.08 267 T L -J 0.19 647 C 1 Br J -B 0.15 473 T B -F 0.26 820 T F -N 0.29 904 T F -I 0.94 2931 T I -N 0.49 1192 C 1 Br I -C 0.06 200 T 1 Br H -C 0.27 867 T H -O 0.30 807 C 1 Br O -G 0.18 575 T G -P 0.15 416 C TL Defl -0.82" in H -S5 L/715 LL Defl -0.51" in H -S5 L/999 DL Defl -0.38" at E L/999 Shear // Grain in S3-J 0.45 at Panel Points and Mid -panel Plates for each ply each face. on BC PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 it React Uplft Size Req'd ROBBINS ENGINEERING, INC. Lbs Lbs In-Sx In-Sx BASED ON SP LUMBER A 2210 425 8- 0 2-10 USING GROSS AREA TEST. Hz = -230 Plate - LOCK 20 Ga, Gross Area D 2298 430 8- 0 2-11 Plate - RHS 20 Ga, Gross Area Hz = 240 it Type Plt Size X Y JSI A LOCK 3.Ox 6.0 1.4 0.7 0.90 Membr CSI P Lbs Axl-CSI-Bnd A LOCK 5.Ox 4.0 3.2 1.1 0.92 ----------Top Chords---------- B LOCK 6.Ox 8.0 0.9-3.8 0.92 A -L 0.83 3990 C 0.29 0.54 C LOCK 6.Ox 8.0-0.9-3.8 0.76 L -Sl 0.63 3456 C 0.08 0.55 D LOCK 3.Ox 6.0-1.4 0.7 0.96 Robbins Engineering, Inc./Online Plus- 0 1996-2006 Version 19.0,028 Engineering - Portia,[ 6/8/2006 11:10:41 AM Page 1 D LOCK 4.Ox 6.0-4.2 1.6 0.95 S3 LOCK 5.Ox10.0 Ctr 0.8 0.91 F LOCK 6.0xl0.0 Ctr 1.2 0.98 I LOCK 4.0x10.0-1.0 Ctr 0.94 S5 LOCK 4.Ox 8.0 Ctr 0.2 0.78 G LOCK 3.Ox 6.0 0.2 Ctr 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. 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 4227 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 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 SPF2TY H7 1 SP 500000 6 1- 4- 0 1- 4- 0 ENGLE/SPF2TY/M#3723 HO 4-3 • o O O TC - 17-0-0 11-6-3 2-8-OA 2-8-OF BC 17-6-0 Online Plus -- Version 19.0.028 RUN DATE: 08-JUN-06 CSI -Size- ----Lumber---- TC 0.92 2x 4 SP-#2 BC 0.89 2x 4 SP-#2 CW 0.62 2x 4 SP-#3 WB 0.89 2x 4 SP-#3 PB --- 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 50- 0- 0 BC Cont. 0- 0- 0 50- 0- 0 WB 1 rows CLB on K -F WB 1 rows CLB on L -H WB 1 rows CLB on H -M WB 1 rows CLB on G -N WB 1 rows CLB on F -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 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Plus 1 BC LL Load Case(s) 10-8-0 2x4 6x6 3x6 6x6 B L C 22-4-0 HO 4-3 O O P O r/ 2x4 5x164x8 3x6 4x8 2.4 W:800 F R:2226 #10x16 U: 432 32-6-0 50-0-0 - --- .- - -- - - ._ ALL PLATES ARE LOCK20, # = PLATE SELECTED IN PLATE MONITOR Scale: 0.131 = 1' Robbins Engineering, Inc./Online Plus- B -B 0.21 2849 C 0.05 0.16 B -L 0.34 2842 C 0.07 0.27 L -C 0.31 2371 C 0.03 0.28 C -M 0.72 2665 C 0.16 0.56 M -S2 0.67 3352 C 0.07 0.60 S2-N 0.59 3466 C 0.08 0.51 N -D 0.92 3990 C 0.31 0.61 --------Bottom Chords --------- A -I 0.89 3671 T 0.32 0.57 I -S3 0.73 3249 T 0.54 0.19 S3-F 0.89 3249 T 0.29 0.60 E -H 0.87 62 C 0.00 0.87 H -S4 0.86 3030 T 0.26 0.60 S4-G 0.77 3030 T 0.27 0.50 G -S5 0.87 3569 T 0.33 0.54 S5-0 0.69 3569 T 0.33 0.36 O -D 0.85 3569 T 0.31 0.54 ---------- Chord -Webs ---------- E -F 0.62 240 T 0.01 0.61 F -B 0.28 74 T 0.00 0.28 ------------- Webs ------------- J -I 0.10 338 C I -K 0.14 441 T K -F 0.19 668 C 1 Br B -F 0.34 1066 T F -L 0.11 346 T F -H 0.89 2783 T L -H 0.42 726 C 1 Br H -C 0.29 771 T H -M 0.40 949 C 1 Br G -M 0-15 475 T G -N 0.17 612 C 1 Br O -N 0.08 270 T TL Defl -0.81" in E -H L/717 LL Defl -0.42" in E -H L/999 DL Defl -0.37" at E L/999 Shear // Grain in S5-0 0.43 Checked for NonConcurrent 200 Plates for each ply each face. Lbs Moving Point Load applied PLATING CONFORMS TO TPI. at Panel Points and Mid -panel REPORTS: SBCCI 9761 on BC ROBBINS ENGINEERING, INC. BASED ON SP LUMBER Jt React Uplft Size Req'd USING GROSS AREA TEST. Lbs Lbs In-Sx In-Sx Plate - LOCK 20 Gar Gross Area A 2239 427 8- 0 2-10 Plate - RHS 20 Ga, Gross Area Hz = -258 Jt Type Plt Size X Y JSI D 2227 432 8- 0 2-10 A LOCK 3.Ox 6.0 1.4 0.7 0.93 Hz = 268 A LOCK 5.Ox 4.0 3.2 1.1 0.98 B LOCK 6.Ox 6.0 0.9-3.6 0.75 Membr CSI P Lbs Axl-CSI-Bnd L LOCK 3.Ox 6.0-0.4 Ctr 0.60 ----------Top Chords---------- C LOCK 6.Ox 6.0-0.9-3.6 0.75 A -J 0.47 4115 C 0.12 0.35 D LOCK 3.Ox 6.0-1.4 0.7 0.90 J -S1 0.46 3894 C 0.20 0.26 D LOCK 5.Ox 4.0-3.2 1.1 0.92 S1-K 0.54 3805 C 0.20 0.34 I LOCK 3.Ox 6.0-0.3 Ctr 0.58 K -B 0.38 3109 C 0.06 0.32 S3 LOCK 4.Ox 8.0 Ctr 0.2 0.77 F LOCK I0.0x16.0-0.4 3.3 0.94 S4 LOCK 4.Ox 8.0 Ctr 0.2 0.95 S5 LOCK 4.Ox 8.0 Ctr 0.2 0.97 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 4115 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 6 19554 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 1996-2006 Version 19.0.028 Engineering - Portrait 6/8/2006 1 t31:18 AM Page 1 Job Mark Quan Type Span P1-HI Left OH Right OH Engitreering SPF2TY H8 1 SP 500000 6 1- 2- 0 1- 2- 0 ENGLE/SPF2TY/M#3723 HO 4-3 O O r N r O TC H 19-0-0 12-6-3 2-8-OA HO 4-3 O O cli 6-8-0 24-4-0 6x6 6x8 B C U: 9LJ /; R 1 S9 n Jn V i 2x42x4 4.10 3x8 3x6 4x8 3x6 W:800 R:2194 2.4 U: 430 17- 6- 0 BC 10-0-0 7-6-0 32-6-0 50-0-0 ALL PLATES ARE LOCK20 Online Plus -- Version 19.0.028 RUN DATE: 08-JUN-06 CSI -Size- ----Lumber---- TC 0.73 2x 4 SP-42 BC 0.49 2x 4 SP-SS EX A -S3 2x 4 SP-#2 CW 0.69 2x 4 SP-#3 WB 0.75 2x 4 SP-#3 PB --- 2x 4 SP-43 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 50- 0- 0 BC Cont. 0- 0- 0 50- 0- 0 WB 1 rows CLB on M -F WB 1 rows CLB on I -C WB 1 rows CLB on I -0 WB 1 rows CLB on H -P 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 Robbins Enginer-_ring, Inc./Online Plus" L -S1 0.33 3662 C 0.13 0.20 S1-M 0.58 3573 C 0.08 0.50 M -B 0.73 2888 C 0.18 0.55 B -C 0.50 2581 C 0.08 0.42 C -O 0.63 2430 C 0.04 0.59 O -S2 0.65 3138 C 0.06 0.59 S2-P 0.47 3247 C 0.07 0.40 P -Q 0.49 3733 C 0.09 0.40 Q -D 0.39 4067 C 0.11 0.28 --------Bottom Chords --------- * -K 0.97 3515 T 0.32 0.65 K -S3 0.68 3156 T 0.27 0.41 S3-F 0.47 3156 T 0.15 0.32 R -I 0.27 70 C 0.00 0.27 I -S4 0.34 2838 T 0.24 0.10 S4-H 0.40 2838 T 0.13 0.27 H -S5 0.42 3352 T 0.16 0.26 S5-G 0.35 3352 T 0.15 0.20 G -D 0.49 3623 T 0.16 0.33 ---------- Chord -Webs ---------- F -B 0.41 804 T 0.16 0.25 R -F 0.69 223 T 0.00 0.69 ------------- Webs ------------- L -K 0.13 344 C K -M 0.12 409 T M -F 0.26 735 C 1 Br F -C 0.23 744 T F -I 0.75 2353 T I -C 0.09 165 C 1 Br I -O 0.50 1019 C 1 Br H -O 0.18 574 T H -P 0.19 633 C 1 Br G -P 0.10 330 T G -Q 0.14 299 C Plus 6 Wind Load Case(s) TL Defl -0.59" in S4-H L/998 Plus 1 UBC LL Load Case(s) LL Defl -0.33" in S4-H L/999 Plus 1 BC LL Load Case(s) DL Defl -0.37" at S4 L/999 Shear // Grain in S5-G 0.43 Checked for NonConcurrent 200 Lbs Moving Point Load applied Plates for each ply each face. at Panel Points and Mid -panel PLATING CONFORMS TO TPI. on BC REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. Jt React Uplft Size Req'd BASED ON SP LUMBER Lbs Lbs In-Sx In-Sx USING GROSS AREA TEST. A 2157 425 8- 0 2- 9 Plate - LOCK 20 Ga, Gross Area Hz = -284 Plate - RHS 20 Ga, Gross Area D 2194 430 8- 0 2- 9 Jt Type Plt Size X Y JSI Hz = 294 A LOCK 3.Ox 6.0 1.4 0.7 0.89 A LOCK 5.Ox 4.0 3.2 1.1 0.89 Membr CSI P Lbs Axl-CSI-Bnd B LOCK 6.Ox 6.0 0.9-3.6 0.75 ----------Top Chords---------- C LOCK 6.0x 8.0-0.9-3.8 0.75 A -L 0.41 3939 C 0.17 0.24 D LOCK 3.Ox 6.0-1.4 0.7 0.92 Robbins Engineering. Inc./Online Plus- © 1996-2006 Version 19.0.028 Engineering - Portrait 6/6/2006 11:1042 AM Page 1 Scale: 0.131" = 1' D LOCK 5.Ox 4.0-3.2 1.1 0.96 K LOCK 3.Ox 6.0-0.7 Ctr 0.64 F LOCK 6.Oxl2.0 Ctr 1.2 0.85 S5 LOCK 4.Ox 8.0 Ctr 0.2 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 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: 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 4067 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 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 SPF2TY Mark H9 Quan Type Span P1-H1 1 SP 500000 6 Left 1- 2- OH Right 0 1- 2- OH 0 Engineering ENGLE/SPF2TY/M#3723 HO 4-3 0 0 HO 4-3 0 0 N ' O TC 'i 19-0-0 6-8-0 24-4-0 N O 6x6 6x8 B C 6 3x6 M 3x6 0 3x8 2x4 S1 3x8 12-6-3 L � M1, S2 3x6 P 2-8-OA 5x9 3x6 2x4 Q _ I K S3 F N \��� 3x6 W:800 2- 8- 0 3x6 3x8 6x12_ D R : 2156 U: 425 E S I S4 H S5 G 2x42x4 4.10 3x8 3x6 4x8 3x6 W:800 2.4 R:2194 U: 430 17- 6- 0 BC 10-0-0 7-6-0 32-6-0 - 50-0-0 - ALL PLATES ARE LOCK20 Scale: 0.131"=1' Online Plus -- Version 19.0.028 RUN DATE: 08-JUN-06 CSI -Size- ----Lumber---- TC 0.73 2x 4 SP-42 BC 0.49 2x 4 SP-SS EX A -S3 2x 4 SP-#2 CW 0.69 2x 4 SP-#3 WB 0.75 2x 4 SP-#3 PB --- 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 50- 0- 0 BC Cont. 0- 0- 0 50- 0- 0 WB 1 rows CLB on M -F WB 1 rows CLB on I -C WB 1 rows CLB on I -0 WB 1 rows CLB on H -P 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 Robbins Engineering, Inc./Online Plus'" L -S1 0.33 3662 C 0.13 0.20 S1-M 0.58 3573 C 0.08 0.50 M -B 0.73 2888 C 0.18 0.55 B -C 0.50 2581 C 0.08 0.42 C -0 0.63 2430 C 0.04 0.59 O -S2 0.65 3138 C 0.06 0.59 S2-P 0.47 3247 C 0.07 0.40 P -Q 0.49 3733 C 0.09 0.40 Q -D 0.39 4067 C 0.11 0.28 --------Bottom Chords --------- * -K 0.97 3515 T 0.32 0.65 K -S3 0.68 3156 T 0.27 0.41 S3-F 0.47 3156 T 0.15 0.32 S -I 0.27 70 C 0.00 0.27 I -S4 0.34 2838 T 0.24 0.10 S4-H 0.40 2838 T 0.13 0.27 H -S5 0.42 3352 T 0.16 0.26 S5-G 0.35 3352 T 0.15 0.20 G -D 0.49 3623 T 0.16 0.33 ---------- Chord -Webs ---------- F -B 0.41 804 T 0.16 0.25 S -F 0.69 223 T 0.00 0.69 ------------- Webs ------------- L -K 0.13 344 C K -M 0.12 409 T M -F 0.26 735 C 1 Br F -C 0.23 744 T F -I 0.75 2353 T I -C 0.09 165 C 1 Br I -0 0.50 1019 C 1 Br H -0 0.18 574 T H -P 0.19 633 C 1 Br G -P 0.10 330 T G -Q 0.14 299 C Plus 6 Wind Load Case(s) TL Defl -0.59" in S4-H L/998 Plus 1 UBC LL Load Case(s) LL Defl -0.33" in S4-H L/999 Plus 1 BC LL Load Case(s) DL Defl -0.37" at S4 L/999 Shear // Grain in S5-G 0.43 Checked for NonConcurrent 200 Lbs Moving Point Load applied Plates for each ply each face. at Panel Points and Mid -panel PLATING CONFORMS TO TPI. on BC REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. Jt React Uplft Size Req'd BASED ON SP LUMBER Lbs Lbs In-Sx In-Sx USING GROSS AREA TEST. A 2157 425 8- 0 2- 9 Plate - LOCK 20 Ga, Gross Area Hz = -284 Plate - RHS 20 Ga, Gross Area D 2194 430 8- 0 2- 9 Jt Type Plt Size X Y JSI Hz = 294 A LOCK 3.Ox 6.0 1.4 0.7 0.89 A LOCK 5.Ox 4.0 3.2 1.1 0.89 Membr CSI P Lbs Axl-CSI-Bnd B LOCK 6.Ox 6.0 0.9-3.6 0.75 ----------Top Chords---------- C LOCK 6.Ox 8.0-0.9-3.8 0.75 A -L 0.41 3939 C 0.17 0.24 D LOCK 3.Ox 6.0-1.4 0.7 0.92 Robbins Enoineer ing. Inc./Online Plus- ID 1996-2006 Version 19.0.026 Engineering - Portr a,i 6.'cr2006 11:10.-43 AM Page 1 D LOCK 5.Ox 4.0-3.2 1.1 0.96 K LOCK 3.Ox 6.0-0.7 Ctr 0.64 F LOCK 6.Ox12.0 Ctr 1.2 0.85 S5 LOCK 4.Ox 8.0 Ctr 0.2 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 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: 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 4067 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 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 SPF2TY H18 2 SP 500000 6 1- 2- 0 1- 2- 0 ENGLE/SPF2TY/M#3723 HO 4-3 HO 4-3 o a 0 N N O O TC '-' 19-0-0 6-8-0 ..._._-._-__. -__ 24-4-0 6x8 6x6 B C 3x6 1\ 4x6 M L I 3x10 S1�/ / 3x6 2x4 / - \ j O 3x8 12-6-3 K S2 2-8-OA �\\\\\\\\ 2-8-OF 4.6 1'//// \ 3x6 �-F, 4x6 '- J I S4 H F 3x6 W:800 2- 8- 0 5x8 3x6 3x8 4x8 6x10 D R:2321 SPL U: 425 E N S3 Q rd 2x4 4x12 4x8 2x4 W:800 R:2248 U: 430 BC 30-10-0 - 19-2-0 - -- - --- -...i ALL PLATES AR6 LOCK20 Scale: 0.131" = 1' Online Plus -- Version 19.0.028 RUN DATE: 08-JUN-06 CSI -Size- ----Lumber---- TC 0.86 2x 4 SP-#2 BC 0.96 2x 4 SP-42 CW 0.48 2x 4 SP-#3 WB 0-72 2x 4 SP-#3 £X F -N 2x 4 SP-#2 PB --- 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 50- 0- 0 BC Cont. 0- 0- 0 50- 0- 0 WB 1 rows CLB on L -I WB 1 rows CLB on H -M 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 P.obbins Engineering, it:c.. )m ine Plus- L -B 0-50 3173 C 0.06 0.44 B -C 0.70 2954 C 0.10 0.60 C -M 0.46 3295 C 0.06 0.40 M -0 0.63 4276 C 0.12 0.51 O -S2 0.59 3535 C 0.06 0.51 S2-P 0.86 3644 C 0.27 0.59 P -D 0.45 4164 C 0.11 0.34 --------Bottom Chords --------- * -J 0.96 3834 T 0.31 0.65 J -I 0.95 3351 T 0.28 0.67 I -S4 0.84 2833 T 0.47 0.37 S4-H 0.65 2833 T 0.24 0.41 H -F 0.79 3819 T 0.64 0.15 E -N 0.50 21 C 0.00 0.50 N -S3 0.72 3722 T 0.62 0.10 S3-Q 0.83 3722 T 0.34 0.49 Q -D 0.79 3722 T 0.62 0.17 ---------- Chord -Webs ---------- E -F 0.20 221 T 0.00 0.20 F -M 0.48 1171 T 0.37 0.11 ------------- Webs ------------- K -J 0.13 387 C J -L 0.16 502 T L -I 0.24 731 C 1 Br I -B 0.25 784 T B -H 0.22 272 T H -C 0.33 1030 T H -M 0.44 1391 C 1 Br F -O 0.21 671 T F -N 0.65 3538 T N -O 0.72 1140 C N -P 0.42 516 C Q -P 0.07 238 T TL Defl -0.71" in J -I L/823 LL Defl -0.39" in J -I L/999 DL Defl -0.46" at E :./999 Shear // Grain in O -S2 0.30 at Panel Points and Mid -panel Plates for each ply each face. on BC PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 Jt React Uplft Size Req'd ROBBINS ENGINEERING, INC. Lbs Lbs In-Sx In-Sx BASED ON SP LUMBER A 2321 425 8- 0 2-12 USING GROSS AREA TEST. Hz = -284 Plate - LOCK 20 Ga, Gross Area D 2249 430 8- 0 2-10 Plate - RHS 20 Ga, Gross Area Hz = 294 Jt Type Plt Size X Y JSI A LOCK 3.Ox 6.0 1.4 0.1 0.97 Membr CSI P Lbs Axl-CSI-Bnd A LOCK 4.Ox 6.0 4.2 1.6 0.98 ----------Top Chords---------- B LOCK 6.Ox 8.0 0.9-3.3 0.75 A -K 0.50 4294 C 0.12 0.38 C LOCK 6.Ox 6.0-0.9-3.61 0.75 K -Sl 0-44 4051 C 0.25 0.19 D LOCK 3.Ox 6.0-1.4 0." 0.94 S1-L 0.68 3953 C 0.25 0.43 D LOCK 4.Ox 6.0-4.2 1.6 0.92 Robbins Engineering. Inc./Online Plus- 0 1996-2006 Version 19.0.028 Engineering - Portrait 6/8/2006 11.10:49 P.M Page 1 J LOCK 5.Ox 8.0 Ctr-0.5 0.88 F LOCK 6.0x10.0 Ctr 1.2 1.00 N LOCK 4.Ox12.0-1.0 Ctr 0.93 S3 LOCK 4.Ox 8.0 Ctr 0.2 0.80 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. 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 4294 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 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 uan Type Span P1-HI Left OH Right OH Engineering Q SPF2TY HI 1 SP 500000 6 1- 2- 0 1- 2- 0 ENGLE/SPF2TY/M##3723 HO 4-3 HO 4-3 o o o 0 N O O TC '' 19-0-0 6-8-0 ., _. 24-4-0 .N 6x8 6x6 B C -� 3x6 4x6 L i M 3x10 S1 6 I 3x6 2x4 / O 3 12-6-3 K S22 2-8-OA 4x6 2-8-OF / 3x6 I 3x6 P A / 4x6 J I S4 H F 3x6 W:800 2- 8- 05x8 3x6 3x8 4x6 6x10 / D R:2321 SPL 0: 425 E N S3 Q 2x4 4x12 4x8 2x4 W:800 R:2248 U: 430 BC 30-10-0 19-2-0 ALL PLATES ATE LOCK20 Scale: 0.131" = 1' Robbins Engineering, lnc..Online P1us- L -B 0.50 3173 C 0.06 0.44 J LOCK 5.Ox 8.0 Ctr-0.5 0.88 B -C 0.70 2954 C 0.10 0.60 F LOCK 6.0x10.0 Ctr 1.2 1.00 Online Plus -- Version 19.0.028 C -M 0.46 3295 C 0.06 0.40 N LOCK 4.Oxl2.0-1.0 Ctr 0.93 RUN DATE: 08-JUN-06 M -O 0.63 4276 C 0.12 0.51 S3 LOCK 4.Ox 8.0 Ctr 0.2 0.80 O -S2 0.59 3535 C 0.08 0.51 CSI -Size- ----Lumber---- S2-P 0.86 3644 C 0.27 0.59 TC 0.86 2x 4 SP-#2 P -D 0.45 4164 C 0.11 0.34 REFER TO ROBBINS ENG. GENERAL BC 0.96 2x 4 SP-#2 --------Bottom Chords--------- NOTES AND SYMBOLS SHEET FOR CW 0.48 2x 4 SP-#3 A -J 0.96 3834 T 0.31 0.65 ADDITIONAL SPECIFICATIONS. WB 0.72 2x 4 SP-#3 J -I 0.95 3351 T 0.28 0.67 EX F -N 2x 4 SP-#2 I -S4 0.84 2833 T 0.47 0.37 NOTES: PB --- 2x 4 SP-#3 S4-H 0.65 2833 T 0.24 0.41 Trusses Manufactured by: H -F 0.79 3819 T 0.64 0.15 East Coast Lumber Brace truss as follows: E -N 0.50 21 C 0.00 0.50 Analysis Conforms To: O.C. From To N -S3 0.72 3722 T 0.62 0.10 FBC2004 TC Cont. 0- 0- 0 50- 0- 0 S3-Q 0.83 3722 T 0.34 0.49 OH Loading BC Cont. 0- 0- 0 50- 0- 0 Q -D 0.79 3722 T 0.62 0.17 Soffit psf 2.0 WB 1 rows CLB on L -I ---------- Chord -webs ---------- Design checked for LL on BC WB 1 rows CLB on H -M E -F 0.20 221 T 0.00 0.20 per BOCA (section 1606.2.3), Attach CLB with (2)-10d nails F -M 0.48 1171 T 0.37 0.11 IBC/IRC-2003 and FBC 2004 at each web. ------ Webs------------- (section 1607.1), 20.0 psf. K -J 0.13 387 C Design checked for 10 psf non - Loading Live Dead (psf) J -L 0.16 502 T concurrent LL on BC. TC 20.0 15.0 L -I 0.24 731 C 1 Br Prevent truss rotation at all BC 0.0 5.0 I -B 0.25 784 T bearing locations. Total 20.0 20.0 40.0 B -H 0.22 272 T Wind Loads - ANSI / ASCE 7-02 Spacing 24.0" H -C 0.33 1030 T Truss is designed as a Main Lumber Duration Factor 1.25 H -M 0.44 1391 C 1 Br Wind -Force Resistance System. Plate Duration Factor 1.25 F -0 0.21 671 T Wind Speed: 120 mph TC Fb=1.15 Fc=1.10 Ft=1.10 F -N 0.65 3538 T Mean Roof Height: 15-0 BC Fb=1.10 Fc=1.10 Ft=1.10 N -O 0.72 1140 C Exposure Category: B N -P 0.42 516 C Occupancy Factor : 1.00 Q -P 0.07 238 T Building Type: Enclosed Plus 6 Wind Load Case(s) Zone location: Exterior Plus 1 UBC LL Load Case(s) TL Defl -0.71" in J -I L/823 TC Dead Load 7.0 psf Plus 1 BC LL Load Case(s) LL Defl -0.39" in J -I L/999 BC Dead Load 3.0 psf DL Defl -0.46" at E E/999 Max comp. force 4294 Lbs Checked for NonConcurrent 200 Shear // Grain in O -S2 0.30 Quality Control Factor 1.00 Lbs Moving Point Load applied at Panel Points and Mid -panel Plates for each ply each face. FABRICATOR NOTES: on BC PLATING CONFORMS TO TPI. 1. EAST COAST LUMBER & SUPPLY REPORTS: SBCCI 9761 MAURICE A. SHASHOUA, Jt React Uplft Size Req'd ROBBINS ENGINEERING, INC. P.E.#EB5251 & 19554 Lbs Lbs In-Sx In-Sx BASED ON SP LUMBER 5285 ST. LUCIE BLVD. A 2321 425 8- 0 2-12 USING GROSS AREA TEST. FORT PIERCE FL. 34946 Hz = -284 Plate - LOCK 20 Ga, Gross Area 2. !!!CAUTION!!! READ "SCSI-B1 D 2249 430 8- 0 2-10 Plate - RHS 20 Ga, Gross Area SUMMARY SHEET" BEFORE Hz = 294 Jt Type Plt Size X Y JSI HANDLING , INSTALLING & A LOCK 3.Ox 6.0 1.4 0.7 0.97 BRACING TRUSSES. Membr CSI P Lbs Axl-CSI-Bnd A LOCK 4.Ox 6.0 4.2 1.6 0.98 3. SEE ATTACHED DETAIL SHEET ----------Top Chords---------- B LOCK 6.Ox 8.0 0.9-3.. 0.75 FOR: 1-JACK NAILS. A -K 0.50 4294 C 0.12 0.38 C LOCK 6.Ox 6.0-0.9-3.6 0.75 2-TBRACE. 3-BEARING BLOCK. K -S1 0.44 4051 C 0.25 0.19 D LOCK 3.Ox 6.0-1.4 0.7 0.94 4. DESIGNER: JLW Sl-L 0.68 3953 C 0.25 0.43 D LOCK 4.Ox 6.0-4.2 1.S 0.92 Robbins Engineering, Inc./Online PIUSTM ©1996-2006 Version 19.0.028 Engineering -Portrait 61812006 11:10:48 FIA Page 1 Job Mark an Type Span P1-H1 Left OH Right OH EngineeringSPF2TY HI 1 SP 500000 6 1- 2- 0 1- 2- 0 ENGLE/SPF2TY/M#3723 HO 4,-3 HO 4-3 0 0 0 0 N N O O TC 17-0-0 10-8-0 22-4-0 6x6 3x6 6x6 B M C 4x6 3x6 // N 3x10 � 3x6 2.4 S1 Q/ / O 11-6-3 K / 3x10 S2 2-8-OA 4x6 2-8-OF 3.6 3x6 A P 5x4 J S3 I S5 H F 3x6 W:600 2- 8- 0 3x6 4x8 4x8 4x8 4x8 6x10 D R:2281 U: 425 E G S4 Q, 2x4 4x12 4x8 2x4 W600 R:2203 U: 430 BC 30-10-0 - _- 19-2-0- -- ---- 50-0-0 - - ALL PLATES ARE LOCK20 Scale: 0.131" = 1' Robbins Engineering, Inc./Online Plus" L -B 0.38 3219 C 0.07 0.31 B -M 0.39 2992 C 0.06 0.33 Online Plus -- Version 19.0.028 M -C 0.39 3179 C 0.06 0.33 RUN DATE: 08-JUN-06 C -N 0.35 3405 C 0.07 0.26 N -0 0.64 4123 C 0.12 0.52 CSI -Size- ----Lumber---- O -S2 0.75 3467 C 0.24 0.51 TC 0.80 2x 4 SP-#2 S2-P 0.80 3577 C 0.25 0.55 BC 1,00 2x 4 SP-#2 P -D 0.44 4066 C 0.10 0.34 CW 0.37 2x 4 SP-#3 --------Bottom Chords --------- WB 0.69 2x 4 SP-#3 A -J 0.90 3776 T 0.32 0.58 EX F -G 2x 4 SP-42 J -S3 0.71 3376 T 0.56 0.15 PB --- 2x 4 SP-#3 S3-I 1.00 3376 T 0.56 0.44 I -S5 0.97 3190 T 0.53 0.44 Brace truss as follows: S5-H 0.87 3190 T 0.28 0.59 O.C. From To H -F 0.94 3674 T 0.61 0.33 TC Cont. 0- 0- 0 50- 0- 0 E -G 0.50 38 T 0.00 0.50 BC Cont. 0- 0- 0 50- 0- 0 G -S4 0.71 3635 T 0.61 0.10 WB 1 rows CLB on L -I S4-Q 0.83 3635 T 0.34 0.49 WB 1 rows CLB on I -M Q -D 0.77 3635 T 0.61 0.16 WB 1 rows CLB on M -H ---------- Chord -Webs ---------- WB 1 rows CLB on H -N E -F 0.37 221 T 0.00 0.37 Attach CLB with (2)-10d nails F -N 0.34 1032 T 0.22 0.12 at each web. ------------- Webs ------------- K -J 0.10 329 C Loading Live Dead (psf) J -L 0.13 415 T TC 20.0 15.0 L -I 0.21 665 C 1 Br BC 0.0 5.0 B -I 0.34 1082 T Total 20.0 20.0 40.0 I -M 0.16 439 C 1 Br Spacing 24.0" M -H 0.04 167 T 1 Br Lumber Duration Factor 1.25 H -C 0.39 1226 T Plate Duration Factor 1.25 H -N 0.32 1165 C 1 Br TC Fb=1.15 Fc=1.10 Ft=1.10 F -O 0.19 609 T BC Fb=1.10 Fc=1.10 Ft=1.10 F -G 0.63 3416 T G -O 0.69 1090 C G -P 0.43 516 C Plus 6 Wind LoadCase(s)Q -P 0.07 238 T Plus 1 UBC LL Load Case(s) Plus 1 BC LL Load Case(s) TL Defl -0.80" in S5-H L/727 LL Defl -0.48" in S5-H L/999 Checked for NonConcurrent 200 DL Defl -0.47" at S5 L/999 Lbs Moving Point Load applied Shear // Grain in O -S2 0.30 at Panel Points and Mid -panel on BC Plates for each ply each face. PLATING CONFORMS TO TPI. Jt React Uplft Size Req'd REPORTS: SBCCI 9761 Lbs Lbs In-Sx In-Sx ROBBINS ENGINEERING, INC. A 2281 425 8- 0 2-11 BASED ON SP LUMBER Hz = -258 USING GROSS AREA TEST. D 2204 430 8- 0 2-10 Plate - LOCK 20 Ga, Gross Area Hz = 267 Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI Membr CSI P Lbs Axl-CSI-End A LOCK 3.Ox 6.0 1.4 0.7 0.96 ----------Top Chords---------- A LOCK 4.Ox 6.0 4.2 1.6 0.95 A -K 0.47 4233 C 0.12 0.35 B LOCK 6.Ox 6.0 0.9-3.6 0.75 K -S1 0.51 4007 C 0.21 0.30 C LOCK 6.Ox 6.0-0.9-3.6 0.75 S1-L 0.54 3919 C 0.21 0.33 D LOCK 3.Ox 6.0-1.4 0.7 0.92 Robbins Engineering, Inc./Online PIUS- Q 1996-2006 Version 19.0.028 Engineering - Portrait 6/8/2006 11:41:29 AM Page 1 D LOCK 5.Ox 4.0-3.2 1.1 0.96 S3 LOCK 4.Ox 8.0 Ctr 0.2 0.78 S5 LOCK 4.Ox 8.0 Ctr 0.2 0.89 F LOCK 6.0x10.0 Ctr 1.2 0.96 G LOCK 4.Oxl2.0-0.5 Ctr 0.98 S4 LOCK 4.Ox 8.0 Ctr 0.2 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 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: 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 4233 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER S SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 6 19554 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 SPF2TY Mark HIS Quan 1 Type Span SP 500000 P1-H1 Left 6 1- 2- OH 0 Right 1- 2- OH 0 Engineering ENGLE/SPF2TY/M#3723 HO A-3 0 0 HO 4-3 0 0 N O TC 'i 15-0-0 14-8-0 20-4-0 1y O '''r - 6x8 3x102x4 6x6 B S5 M C 2x4 3x8 - N 6 S1 3x6 I 3x6 L / O 3x10 10-6-3 S2 5x4 !-� 2-8-OA 3x6 / \ 3x6 2-8-OF Aj \\ P G,' - rs--� -- 5x4 K J S6 I F 3x6 W:800 2x4 2- A-, 0 3x8 4x8 6x10 D R:2254 S3 U: 425 20G-RHS-3x10 E G S4 Q 2x4 4x12 4x8 2x4 W:800 R:2230 U: 430 SC 30-10-0 19-2-0 EXCEPT AS SHOWN ALL I`LATES ARE LOCK20 Scale: 0.131 = 1' Robbins Engineering, Inc. Online P1us- B -S5 0.85 3 67 2 C 0.23 0.62 D LOCK 3.Ox 6.0-1.4 0.7 0.93 S5-M 0.73 3672 C 0.09 0.64 D LOCK 5.Ox 4.0-3.2 1.1 0.99 Online Plus -- Version 19.0.028 M -C 0.73 3672 C 0.0'.i 0.64 F LOCK 6.Ox10.0 Ctr 1.2 1.00 RUN DATE: 08-JUN-06 C -N 0.26 4233 C 0.12 0.14 G LOCK 4.Ox12.0-1.0 Ctr 0.93 N -0 0.65 4235 C 0.12 0.53 S4 LOCK 4.Ox 8.0 Ctr 0.2 0.79 CSI -Size- ----Lumber---- 0 -S2 0.76 3530 C 0.2.5 0.51 TC 0.90 2x 4 SP-#2 S2-P 0.81 3640 C 0.25 0.56 BC 0.90 2x 4 SP-#2 P -D 0.44 4124 C 0.10 0.34 REFER TO ROBBINS ENG. GENERAL CW 0.55 2x 4 SP-#3 --------Bottom Chords--------- NOTES AND SYMBOLS SHEET FOR WB 0.72 2x 4 SP-#3 A -K 0.84 3652 T 0.31 0.53 ADDITIONAL, SPECIFICATIONS. EX F -G 2x 4 SP-#2 K -S3 0.66 3652 T 0.6; 0.05 PB --- 2x 4 SP-#3 S3-J 0.87 3652 T 0.33 0.54 NOTES: J -S6 0.77 3097 T 0.27 0.50 Trusses Manufactured by: Brace truss as follows: S6-I 0.82 3097 T 0.52 0.30 East Coast Lumber O.C. From To I -F 0.90 3533 T 0.59 0.31 Analysis Conforms To: TC Cont. 0- 0- 0 50- 0- 0 E -G 0.50 56 C 0.00 0.50 FBC2004 BC Cont. 0- 0- 0 50- 0- 0 G -S4 0.71 3687 T 0.6'. 0.10 OH Loading WB 1 rows CLB on L -J S4-Q 0.83 3687 T 0.34 0.49 Soffit psf 2.0 WB 1 rows CLB on I -C Q -D 0.77 3687 T 0.61 0.16 Design checked for LL on BC Attach CLB with (2)-10d nails ----------Chord-Webs --- per BOCA (section 1606.2.3), at each web. E -F 0.55 221 T 0.00 0.55 IBC/IRC-2003 and FBC 2004 F -N 0.35 224 C 0.02 0.33 (section 1607.1), 20.0 psf. Loading Live Dead (psf) -------------Webs------------- Design checked for 10 psf non- TC 20.0 15.0 K -L 0.08 268 T concurrent LL on BC. BC 0.0 5.0 L -J 0.18 622 C 1 Br Prevent truss rotation at all Total 20.0 20.0 40.0 J -B 0.15 468 T bearing locations. Spacing 24.0" B -I 0.26 827 T Wind Loads - ANSI / ASCE 7-02 Lumber Duration Factor 1.25 I -M 0.46 557 C Truss is designed as a Main Plate Duration Factor 1.25 I -C 0.06 211 T 1 Br Wind -Force Resistance System. TC Fb=1.15 Fc=1.10 Ft=1.10 C -F 0.47 1492 T Wind Speed: 120 mph BC Fb=1.10 Fc=1.10 Ft=1.10 F -0 0.21 664 T Mean Roof Height: 15-0 F -G 0.65 3548 T Exposure Category: B G -0 0.72 1145 C Occupancy Factor : 1.00 Plus 6 Wind Load Case(s) G -P 0.42 514 C Building Type: Enclosed Plus 1 UBC LL Load Case(s) Q -P 0.07 238 T Zone location: Exterior Plus 1 BC LL Load Case(s) TC Dead Load 7.0 psf TL Defl -0.79" in I -F L/741 BC Dead Load 3.0 psf Checked for NonConcurrent 200 LL Defl -0.42" in I -F L/999 Max comp. force 4235 Lbs Lbs Moving Point Load applied DL Defl -0.47" at E L/999 Quality Control Factor 1.00 at Panel Points and Mid -panel Shear // Grain in S5-M 0.37 on BC FABRICATOR NOTES: Plates for each ply each face. 1. EAST COAST LUMBER & SUPPLY Jt React Uplft Size Req'd PLATING CONFORMS TO TPI. MAURICE A. SHASHOUA, Lbs Lbs In-Sx In-Sx REPORTS: SBCCI 9761 P.E.#EB5251 & 19554 A 2255 425 8- 0 2-11 ROBBINS ENGINEERING, INC. 5285 ST. LUCIE BLVD. Hz = -231 BASED ON SP LUMBER FORT PIERCE FL, 34946 D 2230 430 8- 0 2-10 USING GROSS AREA TEST. 2. !!!CAUTION!!! READ ''SCSI-B1 Hz = 240 Plate - LOCK 20 Ga, Gross Area SUMMARY SHEET" BEFORE Plate - RHS 20 Ga, Gross Area HANDLING , INSTALLING & Membr CSI P Lbs Axl-CSI-Bnd Jt Type Plt Size X y JSI BRACING TRUSSES. ----------Top Chords---------- A LOCK 3.Ox 6.0 1.4 0.7 0.92 3. SEE ATTACHED DETAIL SHEET A -L 0.90 4081 C 0.31 0.59 A LOCK 5.Ox 4.0 3.2 1.1 0.96 FOR: 1-JACK NAILS. L --Sl 0.60 3565 C 0.09 0.51 B LOCK 6.Ox 8.0 0.9-3.8 0.75 2-TBRACE. 3-BEARING BLOCK. Sl-B 0.69 3454 C 0.21 0.48 C LOCK 6.Ox 6.0-0.4-3.8 0.92 4. DESIGNER: JLW Robbins Engineering. Inc./Online Plus- © 1996-2006 Version 19.0.028 Engineering - Portrait 6/612006 11:10:47 All. Page 1 Job Mark Quan Type Span P1-HI Left OH Right OH Engineering SPF2TY U14 1 SP 500000 6 1- 2- 0 1- 2- 0 ENGLE/SPF2TY/M#3723 HO 4'-3 HO 4-3 0 0 o O N N O O 13-0-0 18-8-0 18-4-0 '~ 6x8 3x6 3x8 2x4 3x6 6x6 B U S1 V N C 6 3x6 // i K / � I \ 9-6-3 Sx9 ;/r]:6:::3S x82 3x62-8-OA 3x6 P5xJ S3 I T S5 SF 3x6 W:800 2x4 9R19- 0 3x6 3x6 4x8 4x8 1Ox10 D R:2252 U: 425 E G S4 Q `� 2x4 4x12 4x8 2x4 W:800 R:2214 U: 430 _ - BC 30-10-0 i - 19-2-0 50-0-0 ALL PLATES ARE LOCK20 Scale: 0.132" = 1' Online Plus -- Version 19.0.028 RUN DATE: 08-JUN-06 CSI -Size- ----Lumber---- TC 0.68 2x 4 SP-#2 BC 0.80 2x 4 SP-#2 CW 0.32 2x 4 SP-#3 WB 0.54 2x 4 SP-#3 EX F -G 2x 4 SP-#2 PB --- 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 50- 0- 0 BC Cont. 0- 0- 0 50- 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) Plus 1 BC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Robbins Engineering, ]nc./Orline P1us- 0 -S2 0.56 3588 C 0.19 0.37 S2-P 0.38 3684 C 0.19 0.19 P -D 0.41 4077 C 0.11 0.30 --------Bottom Chords --------- * -J 0.74 3679 T 0.31 0.43 J -S3 0.76 3679 T 0.33 0.43 S3-I 0.77 3679 T 0.33 0.44 I -T 0.69 3237 T 0.29 0.40 T -S5 0.77 3982 T 0.66 0.11 S5-S 0.76 3982 T 0.66 0.10 S -F 0.80 3910 T 0.65 0.15 E -G 0.55 28 C 0.00 0.55 G -S4 0.70 3640 T 0.61 0.09 S4-Q 0.77 3640 T 0.34 0.43 Q -D 0.76 3640 T 0.61 0.15 ---------- Chord -Webs ---------- E -F 0.28 226 T 0.00 0.28 F -N 0.32 434 C 0.08 0.24 ------------- Webs ------------- J -K 0.07 248 T K -I 0.37 495 C I -B 0.12 381 T B -T 0.35 1102 T T -U 0.41 663 C U -S 0.10 316 T S -V 0.27 437 C S -N 0.14 413 T F -C 0.50 1568 T F -0 0.18 578 T F -G 0.64 3469 T G -0 0.54 974 C G -P 0.30 450 C Q -P 0.07 231 T TL Defl-0.7.9" in S -F L/737 LL Defl -0.43" in S -F L/999 DL Defl -0.52" at S L/999 Shear // Grain in V -N 0.30 Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx Plates for each ply each face. A 2253 425 8- 0 2-11 PLATING CONFORMS TO TPI. Hz = -203 REPORTS: SBCCI 9761 D 2215 430 8- 0 2-10 ROBBINS ENGINEERING, INC. Hz = 213 BASED ON SP LUMBER USING GROSS AREA TEST, Membr CSI P Lbs Axl-CSI-Bnd Plate - LOCK 20 Ga, Gross Area ----------Top Chords---------- Plate - RHS 20 Ga, Gross Area A -K. 0.58 4120 C 0.23 0.35 Jt Type Plt Size X Y JSI K -B 0.50 3626 C 0.17 0.33 A LOCK 3.Ox 6.0 1.4 0.7 0.93 B -U 0.57 3983 C 0.18 0.39 A LOCK 5.Ox 4.0 3.2 1.1 0.98 U -Sl 0.49 4193 C 0.12 0.37 B LOCK 6.Ox 8.0 0.9-3.8 0.78 S1-V 0.51 4193 C 0.12 0.39 C LOCK 6.Ox 6.0-0.9-3.6 0.84 V -N 0.68 4193 C 0.23 0.45 D LOCK 3.Ox 6.0-1.4 0.7 0.92 .N -C 0.34 3904 C 0.10 0.24 D LOCK 5.Ox 4.0-3.2 1.1 0.96 C -O 0.55 4202 C 0.23 0.32 S3 LOCK 5.Ox12.0 Ctr 0.8 0.96 Robbins Engineering, Inc./Online Plus- 0 1996-2006 Version 19.0.028 Engineering - Portrait 6/86006 11:10,46 AM Page 1 S5 LOCK 4.Ox 8.0 Ctr 0.2 1.00 F LOCK 10.0x10.0 Ctr 1.5 0.95 G LOCK 4.Oxl2.0-0.5 Ctr 0.98 S4 LOCK 4.Ox 8.0 Ctr 0.2 0.93 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. 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 4202 Lbs Quality.Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 S 19554 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 SPF2TY H13 1 SP 500000 6 1- 2- 0 1- 2- 0 ENGLE/SPF2TY/M#3723 HO 4-3 HO 4-3 O O O O V N O O TC 11-0-0 22-8-0 16-4-0 6x8 3x6 3x10 3x6 2x4 8x10 B L S1 M N C 6 2x4^�. K 3x6 8-6-3 5x4 / P 3x8 3x6 \ / S2 2-8-1A p 2x4 2-8-OF Q %f c 5x4 J SPLI 3x6 W:800 4x8 S3 5x10 2- 8- 0 D R:2235 5x10 U: 425 E H S4 0 2x4 8x8 4x8 3x6 W:800 F R:2194 #Bxl6 U: 430 BC 30-10-0 19-2-0 50-0-0 - - ALL PLATES ARE LOCK20, # = PLATE SELECTED IN PLATE MONITOR Robbins Engineering, Inc./Online P1us- A -K 0.44 4147 C 0.12 0.32 S3 LOCK 5.0x10.0 Ctr 0.8 0.79 K -B 0.55 3776 C 0.16 0.39 I LOCK 5.0x10.0 Ctr-0.5 0.88 Online Plus -- Version 19.0.028 B -L 0.53 3290 C 0.07 0.46 F LOCK 6.Ox16.0 0.4 1.8 0.98 RUN DATE: 08-JUN-06 L -S1 0.53 4797 C 0.16 0.37 H LOCK B.Ox 8.0-1.0 0.5 0.99 Sl-M 0.35 4797 C 0.09 0.26 S4 LOCK 4.Ox 8.0 Ctr 0.2 0.80 CSI -Size- ----Lumber---- M -N 0.60 4564 C 0.26 0.34 TC 0.55 2x 4 SP-#2 IN -C 0.27 4546 C 0.08 0.19 EX S1-C 2x 4 SP-SS C -P 0.56 3206 C 0.18 0.38 REFER TO ROBBINS ENG. GENERAL EX C -S2 2x 4 SP-SS P -S2 0.34 3776 C 0.05 0.29 NOTES AND SYMBOLS SHEET FOR BC 0.70 2x 4 SP-SS S2-Q 0.26 3845 C 0.12 0.14 ADDITIONAL SPECIFICATIONS. EX E -S4 2x 4 SP-#2 Q -D 0.41 4059 C 0.11 0.30 EX S4-D 2x 4 SP-#2 --------Bottom Chords--------- NOTES: CW 0.55 2x 4 SP-#3 A -J 0.53 3701 T 0.16 0.37 Trusses Manufactured by: WB 0.75 2x 4 SP-#3 J -S3 0.50 4504 T 0.39 0.11 East Coast Lumber EX F -C 2x 4 SP-#2 S3-I 0.67 4504 T 0.39 0.28 Analysis Conforms To: EX F -H 2x 4 SP-#2 I -F 0.70 4916 T 0.42 0.28 FBC2004 PB --- 2x 4 SP-#3 E -H 0.41 56 C 0.00 0.41 OH Loading H -S4 0.82 3448 T 0.32 0.50 Soffit psf 2.0 Brace truss as follows: S4-0 0.62 3448 T 0.57 0.05 Design checked for LL on BC O.C. From To 0 -D 0.90 3607 T 0.32 0.58 per BOCA (section 1606.2.3), TC Cont. 0- 0- 0 50- 0- 0 ---------- Chord -Webs ---------- IBC/IRC-2003 and FBC 2004 BC Cont. 0- 0- 0 50- 0- 0 E -F 0.55 191 T 0.00 0.55 (section 1607.1), 20.0 psf. WB 1 rows CLB on J -L F -N 0.52 276 C 0.00 0.52 Design checked for 10 psf non- WB 1 rows CLB on M -F -------------Webs------------- concurrent LL on BC. WB 1 rows CLB on H -C K -J 0.18 382 C Prevent truss rotation at all WB 1 rows CLB on H -P J -B 0.40 1262 T bearing locations. Attach CLB with (2)-10d nails J -L 0.52 1532 C 1 Br NOTE: USER MODIFIED PLATES at each web. L -I 0.18 583 T This design may have plates I -M 0.14 245 C selected through a plate Loading Live Dead (psf) M -F 0.14 450 C 1 Br monitor. TC 20.0 15.0 F -C 0.73 3997 T Wind Loads - ANSI / ASCE 7-02 BC 0.0 5.0 F -H 0.77 4175 T Truss is designed as a Main Total 20.0 20.0 40.0 H -C 0.75 2575 C 1 Br Wind -Force Resistance System. Spacing 24.0" H -P 0.21 691 C 1 Br Wind Speed: 120 mph Lumber Duration Factor 1.25 0 -P 0.09 304 T Mean Roof Height: 15-0 Plate Duration Factor 1.25 0 -Q 0.06 180 C Exposure Category: B TC Fb=1.15 Fc=1.10 Ft=1.10 Occupancy Factor : 1.00 BC Fb=1.10 Fc=1.10 Ft=1.10 TL Defl -0.99" in I -F L/591 Building Type: Enclosed LL Defl -0.50" in S3-I L/999 Zone location: Exterior DL Defl -0-61" at I L/960 TC Dead Load 7.0 psf Plus 6 Wind Load Case(s) Shear // Grain in S4-0 0.42 BC Dead Load 3.0 psf Plus 1 UBC LL Load Case(s) Max comp. force 4797 Lbs Plus 1 BC LL Load Case(s) Plates for each ply each face. Quality Control Factor 1.00 PLATING CONFORMS TO TPI. Checked for NonConcurrent 200 REPORTS: SBCCI 9761 FABRICATOR NOTES: Lbs Moving Point Load applied ROBBINS ENGINEERING, INC. 1. EAST COAST LUMBER & SUPPLY at Panel Points and Mid -panel BASED ON SP LUMBER MAURICE A. SHASHOUA, on BC USING GROSS AREA TEST. P.E.#EB5251 & 19554 Plate - LOCK 20 Ga, Gross Area 5285 ST. LUCIE BLVD. Jt React Uplft Size Req'd Plate - RHS 20 Ga, Gross Area FORT PIERCE FL. 34946 Lbs Lbs In-Sx In-Sx Jt Type Plt Size X Y JSI 2. !!!CAUTION!!! READ "SCSI-B1 A 2235 425 8- 0 2-10 A LOCK 3.Ox 6.0 1.4 0-7 0.94 SUMMARY SHEET" BEFORE Hz = -177 A LOCK 5.Ox 4.0 3.2 1.1 1.00 HANDLING , INSTALLING & D 2194 430 8- 0 2- 9 B LOCK 6.Ox 8.0 0.9-3-8 0.75 BRACING TRUSSES. Hz = 186 M LOCK 3.Ox 6.0 0.1 Ctr 0.56 3. SEE ATTACHED DETAIL SHEET C LOCK 8.0x10.0-2.2-5.0 0.99 FOR: 1-JACK NAILS. Membr CSI P Lbs Axl-CSI-Bnd D LOCK 3.Ox 6.0-1.4 0.7 0.92 2-TBRACE. 3-BEARING BLOCK. ----------Top Chords---------- D LOCK 5.Ox 4.0-3.2 1.1 0.95 4. DESIGNER: JLW Robbins Engineering, Inc./Online Plus" O 1996-2006 Version 19.0.028 Engineering - Portrait 6/6/2006 11: 10:45 i:1d Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SPF2TY H12 1 SP 500000 6 1- 2- 0 1- 2- 0 ENGLE/SPF2TY/M#3723 HO 4-3 HO 4-3 0 0 0 0 N N O O TC '-' 9-0-0 26-8-0 1474-0 6x6 3x6 3x10 3x6 3x6 3x12 2x4 8x8 B M S1 N 0 S6 P C 6 2L4 / ,---/j\ / 3x8 5x4_-- S2 3x6 i 7-6-3 3x6 / Q 2-8-OA A 2-8-OF 5x4 K S3 J S5 I F 3x6 W:800 4.8 5x10 3x6 2- 85x403x6 7x12 D R:2095 U: 425 E H S4 G 2x4 4x12 4x8 2x4 W:800 R:2096 U: 430 BC 30-10-0 19-2-0 50-0-0 -- - ALL PLATES ARE LOCK20 Scale: 0.132" = 1' Robbins Engineering, Inc./Online Plus- SI-N 0.37 4748 C 0.15 0.22 D LOCK 5.Ox 4.0-3.2 1.1 0.80 N -0 0.54 5406 C 0.20 0.34 S3 LOCK 5.0x10.0 Ctr 0.8 0.93 Online Plus -- Version 19.0.028 0 -S6 0.69 5124 C 0.32 0.37 J LOCK 3.Ox 6.0 0.5 Ctr 0.69 RUN DATE: 08-JUN-06 S6-P 0.76 5124 C 0.32 0.44 S5 LOCK 5.Ox10.0 Ctr 0.8 0.86 P -C 0.58 5113 C 0.17 0.41 I LOCK 3.Ox 6.0-0.6 Ctr 0.62 CSI -Size- ----Lumber---- C -S2 0.46 3132 C 0.15 0.31 F LOCK 7.Oxl2.0 Ctr 1.8 0.91 TC 0.46 2x 4 SP-SS S2-Q 0.33 3238 C 0.04 0.29 H LOCK 4.Oxl2.0-1.0 Ctr 0.95 EX B -Sl 2x 4 SP-#2 Q -D 0.35 3767 C 0.15 0.20 S4 LOCK 4.Ox 8.0 Ctr 0.2 0.97 EX S1-S6 2x 4 SP-#2 --------Bottom Chords --------- EX S6-C 2x 4 SP-#2 A -K 0.46 3428 T 0.16 0.30 BC 0.54 2x 4 SP-SS K -S3 0.42 4514 T 0.39 0.03 REFER TO ROBBINS ENG. GENERAL EX E -S4 2x 4 SP-#2 S3-J 0.48 4514 T 0.22 0.26 NOTES AND SYMBOLS SHEET FOR CW 0.39 2x 4 SP-#3 J -S5 0.54 5211 T 0.26 0.28 ADDITIONAL SPECIFICATIONS. WB 0.96 2x 4 SP-#3 S5-I 0.48 5211 T 0.45 0.03 EX F -C 2x 4 SP-#2 I -F 0.54 5458 T 0.27 0.27 NOTES: EX F -H 2x 4 SP-#2 E -H 0.37 27 C 0.00 0.37 Trusses Manufactured by: PB --- 2x 4 SP-#3 H -S4 0.65 3373 T 0.56 0.09 East Coast Lumber S9-G 0.42 3373 T 0.17 0.25 Analysis Conforms To: Brace truss as follows: G -D 0.42 3373 T 0.16 0.26 FBC2004 O.C. From To ---------- Chord -Webs ---------- OH Loading TC Cont. 0- 0- 0 50- 0- 0 E -F 0.27 213 T 0.00 0.27 Soffit psf 2.0 BC Cont. 0- 0- 0 50- 0- 0 F -P 0.39 308 C 0.00 0.39 Design checked for LL on BC WB 1 rows CLB on K -M -------------Webs------------- per BOCA (section 1606.2.3), Attach CLB with (2)-10d nails L -K 0.08 218 C IBC/IRC-2003 and FBC 2004 at each web. K -B 0.39 1233 T (section 1607.1), 20.0 psf. K -M 0.39 1663 C 1 Br Design checked for 10 psf non - Loading Live Dead (psf) M -J 0.22 695 T concurrent LL on BC. TC 20.0 15.0 J -N 0.37 744 C Prevent truss rotation at all BC 0.0 5.0 N -I 0.09 311 T bearing locations. Total 20.0 20.0 40.0 I -0 0.05 165 C Wind Loads - ANSI / ASCE 7-02 Spacing 24.0" 0 -F 0.33 423 C Truss is designed as a Main Lumber Duration Factor 1.25 F -C 0.59 3211 T Wind -Force Resistance System. Plate Duration Factor 1.25 F -H 0.60 3249 T Wind Speed: 120 mph TC Fb=1.15 Fc=1.10 Ft=1.10 H -C 0.96 1269 C Mean Roof Height: 15-0 BC Fb=1.10 Fc=1.10 Ft=1.10 H -Q 0.57 637 C Exposure Category: B G -Q 0.08 259 T Occupancy Factor : 1.00 Building Type: Enclosed Plus 6 Wind Load Case(s) TL Defl -1.04" in I -F L/559 Zone location: Exterior Plus 1 UBC LL Load Case(s) LL Defl -0.51" in I -F L/999 TC Dead Load 7.0 psf DL Defl -0.77" at I L/762 BC Dead Load : 3.0.psf Checked for NonConcurrent 200 Shear // Grain in S2-Q 0.31 Max comp. force 5406 Lbs Lbs Moving Point Load applied Quality Control Factor 1.00 at Panel Points and Mid -panel Plates for each ply each face. on BC PLATING CONFORMS TO TPI. FABRICATOR NOTES: REPORTS: SBCCI 9761 1. EAST COAST LUMBER & SUPPLY Jt React Uplft Size Req'd ROBBINS ENGINEERING, INC. MAURICE A. SHASHOUA, Lbs Lbs In-Sx In-Sx BASED ON SP LUMBER P.E.#EB5251 6 19554 A 2096 425 8- 0 2- 8 USING GROSS AREA TEST. 5285 ST. LUCIE BLVD. Hz = -150 Plate - LOCK 20 Ga, Gross Area FORT PIERCE FL. 34946 D 2096 430 8- 0 2- 8 Plate - RHS 20 Ga, Gross Area 2. !!!CAUTION!!! READ "SCSI-B1 Hz = 159 Jt Type Plt Size X- Y JSI SUMMARY SHEET" BEFORE A LOCK 3.Ox 6.0 1.4 0.7 0.87 HANDLING , INSTALLING 6 Membr CSI P Lbs Axl-CSI-Bnd A LOCK 5.Ox 4.0 3.2 1.1 0.85 BRACING TRUSSES. ----------Top Chords---------- B LOCK 6.Ox 6.0 0.9-3.6 0.75 3. SEE ATTACHED DETAIL SHEET A -L 0.21 3855 C 0.06 0.15 M LOCK 3.Ox 6.0-0.5 Ctr 0.79 FOR: 1-JACK NAILS. L -B 0.22 3595 C 0.05 0.17 0 LOCK 3.Ox 6.0 0.6 Ctr 0.62 2-TBRACE. 3-SEARING BLOCK. B -M 0.44 3233 C 0.11 0.33 C LOCK 8.0x 8.0-2.2-4.8 0.99 4. DESIGNER: JLW M -S1 0.47 4748 C 0.15 0.32 D LOCK 3.Ox 6.0-1.4 0.7 0.85 Robbins Engineering, Inc./Online Plus- 0 1996-2006 Version 19.0,028 Engineering - Portrait 6r812006 11:10:45 FN Page 1 Job Mark Qllan Type Span P1-H1 Left OH Right OH jEngineering SPF2TY GI1 1 SP 500000 6 1- 2- 0 1- 2- 0 ENGLE/SPF2TY/M#3723 HO 4r3 0 0 N O TC ''� 7-0-0 30-8-0 8x12 B 2x4 4x8 5x12 2x4 4x6 6x12 4x6 1Oxl2 6 Q U S3 V W S1 N C 3x6 Y / \ 8x16 6-6-3 A 2-8-OA < 2-8-OF ✓: Z `I K "SPL T S R F W:800 2x4 j4x6 2x4 4x8 S4 4x6 Bx16 / R: 4197 20G-RHS-8xl4 3 U: 858 E H S2 P 2x4 4x14 5x10 20G-RHS-8xl4 BC 30-10-0 50-0-0 EXCEPT AS SHOWN ALL PLATES ARE LOCK20 19-2-0 HO 4-3 0 0 N O 12-4-0 i 3x6 O �!56 x4 D G 2x4 W:800 R:2551 U: 524 Scale: 0.132" = 1' Robbins Gncrneering, Inc./Online Plus"' Hz = -121 ROBBINS ENGINEERING, INC. D 2552 524 8- 0 3- 0 BASED ON SP LUMBER Online Plus -- Version 19.0.028 Hz = 131 USING GROSS AREA TEST, RUN DATE: 08-JUN-06 Plate - LOCK 20 Ga, Gross Area Membr CSI P Lbs Axl-CSI-Bnd Plate - RHS 20 Ga, Gross Area CSI -Size- ----Lumber---- ----------Top Chords---------- Jt Type Plt Size X Y JSI TC 0.88 2x 6 SP-112 A -Y 0.58 8422 C 0.43 0.15 A LOCK 8.Ox16.012.3 5.6 0.90 EX A -B 2x 4 SP-SS Y -B 0.55 8468 C 0.37 0.18 B LOCK 8.Oxl2.0 1.2-5.3 0.94 EX C -D 2x 4 SP-SS B -Q 0.59 9930 C 0.37 0.22 S1 LOCK 6.0.12.0 Ctr-0.2 0.92 BC 0.80 2. 6 SP-SS Q -U 0.55 9930 C 0.38 0.17 C LOCK 10.0x12.0-2.5-6.2 0.99 EX E -S2 2x 4 SP-112 U -S3 0.70 10984 C 0.48 0.22 D LOCK 5.Ox 4.0-2.0 1.4 0.97 EX S2-D 2. 4 SP-SS S3-V 0.69 10984 C 0.46 0.21 D LOCK 5.0x 6.0-3.8 1.4 0.81 CW 0.82 2x 4 SP-113 V -W 0.80 10984 C 0.51 0.29 P RHS 8.Ox14.0 Ctr-0.2 0.96 We 0.67 2x 4 SP-113 W -S1 0.84 10648 C 0.48 0.36 S4 RHS 8.Oxl4.0 Ctr 1.2 0.91 EX B -P 2x 4 SP-112 - S1-N 0.88 10648 C 0.48 0.40 F LOCK 8.Ox16.0 Ctr 1.2 0.87 EX F -C 2x 4 SP-SS N -C 0.85 9302 C 0.31 0.54 H LOCK 4.0.14.0-0.5 Ctr 0.99 EX F -H 2x 4 SP-112 C -0 0.61 4312 C 0.21 0.40 S2 LOCK 5.Ox10.0 Ctr 0.8 0.82 PB --- 2x 8 SP-SS 0 -D 0.35 4789 C 0.11 0.24 EX D -D 2. 4 SP-113 --------Bottom Chords --------- EX S4-S4 2x 4 SP-#3 A -Z 0.70 7515 T 0.52 0.18 REFER TO ROBBINS ENG. GENERAL EX S2-S2 2x 4 SP-43 Z -K 0.70 7515 T 0.52 0.18 NOTES AND SYMBOLS SHEET FOR K -P 0.59 7590 T 0.52 0.07 ADDITIONAL SPECIFICATIONS. Brace 'truss as follows: P -T 0.60 10663 T 0.73 0.07 O.C. From To T -S 0.80 10663 T 0.73 0.07 NOTES: TC Cont. 0- 0- 0 50- 0- 0 S -S4 0.80 10646 T 0.73 0.07 Trusses Manufactured by: BC Cont. 0- 0- 0 50- 0- 0 S4-R 0.80 10647 T 0.73 0.07 East Coast Lumber R -F 0.72 9319 T 0.64 0.08 Analysis Conforms To: Loading Live Dead (psf) E -H 0.59 81 T 0.00 0.59 FBC2004 TC 20.0 15.0 H -S2 0.94 4280 T 0.79 0.15 OH Loading BC 0.0 5.0 S2-G 0.49 4280 T 0.23 0.26 Soffit psf 2.0 Total 20.0 20.0 40.0 G -D 0.52 4280 T 0.40 0.12 Design checked for LL on BC Spacing 24.0" ---------- Chord -Webs ---------- per BOCA (section 1606.2.3), Lumber Duration Factor 1.25 E -F 0.82 223 T 0.00 0.82 IBC/IRC-2003 and FBC 2004 Plate Duration Factor 1.25 F -N 0.33 1034 C 0.05 0.28 (section 1607.1), 20.0 psf. TC Fb=1.00 Fc=1.00 Ft=1.00 -------------Webs------------- Design checked for 10 psf non - BC Fb=1.00 Fc=1.00 Ft=1.00 Z -Y 0.03 190 C concurrent LL on BC. Y -K 0.03 129 T Prevent truss rotation at all Load Case If 1 Standard Loading K -B 0.17 562 T bearing locations. Lumber Duration Factor 1.25 B -P 0.63 3443 T Wind Loads - ANSI / ASCE 7-02 Plate Duration Factor 1.25 P -Q 0.06 331 C Truss is designed as a Main plf - Live Dead From To P -U 0.36 962 C Wind -Force Resistance System. TC V 40 30 0.0' 50.0' T -U 0.07 247 T Wind Speed: 120 mph BC V 0 10 0.0' 50.0' U -S 0.13 430 T Mean Roof Height: 15-0 TC V 50 38 7.0' 10.0' S -V 0.07 366 C Exposure Category: B BC V 0 13 7.0' 10.0' S -W 0.12 462 T Occupancy Factor : 1.00 BC V 199 199 7.0' CL-LB R -W 0.13 672 C Building Type: Enclosed BC V 786 786 10.0' CL-LB R -N 0.48 1525 T Zone location: Exterior TC V 144 144 7.0' CL-LB F -C 0.67 6058 T TC Dead Load 7.0 psf F -H 0.75 4097 T BC Dead Load 3.0 psf H -C 0.67 1250 C Max comp. force 10984 Lbs Plus 6 Wind Load Case(s) H -0 0.34 507 C Quality Control Factor 1.00 Plus 1 UBC LL Load Case(s) G -O 0.07 223 T FABRICATOR NOTES: Checked for NonConcurrent 200 TL Defl -1.82" in S4-R L/321 1. EAST COAST LUMBER S SUPPLY Lbs Moving Point Load applied LL Defl -0.90" in S4-R L/645 MAURICE A. SHASHOUA, at Panel Points and Mid -panel DL Defl -1.37" at R L/427 P.E.IIEB5251 6 19554 on BC Shear // Grain in C -0 0.29 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 Jt React Uplft Size Req'd Plates for each ply each face. 2. !!!CAUTION!!! READ "SCSI-B1 Lbs Lbs In-Sx In-Sx PLATING CONFORMS TO TPI. SUMMARY SHEET" BEFORE A 4197 858 8- 0 4-15 REPORTS: SBCCI 9761 HANDLING , INSTALLING 6 Robbins Engineering, Inc./Online Plus"" © 1996-2006 Version 19.0.028 Engineering - Portrait 61812006 11 s 10:44 AM Page 1 of 2 Job SPF2TY Mark G11 Quan Type Span P1-H1 Left OH Right OH 1 SP 500000 6 1- 2- 0 1- 2- o Eirgineering co,rr. ENGLE/SPF2TY/M#3723 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET i FOR: 1-�JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Robbins Engineering. Inc./Online Plus- © 1996-2006 Version 19.0.028 Engineering - Portrait 6/812006 11: 10:44 AM Page 2 of 2 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SPF2TY H21 1 SP 400000 6 0 1- 2- 0 ENGLE/SPF2TY/M#3723 HO 4-3 HO 4-3 0 0 N O TC 11-0-0 12-8-0 16-4-0 5x6 3x6 2x4 5x8 B N O C 6 2M4 3x6 e-6-3 / \ Q 3x10 2-8-OA 5x6 i' S1 2-8-OJ A 3x10 1-0-OG �_ ..� 3x10 1-0-OF - Pq �..� R S 8 L S2 J��\ 5x6 2- 8- 0 _ HGR 4xB9x8 Sx121 D " R:1665 ,(._ TU I- .S K F U: 326 1 G H 4x10 ,1,3x8 4x6 6x10 E 2x4 12 5xI0W:Boo 2x4 3x3 R:1738 #3x3 U: 348 BC Online Plus -- Version 19.0.028 RUN DATE: 08-JUN-06 CSI -Size- ----Lumber---- TC 0.88 2x 4 SP-#2 BC 0.99 2x 4 SP-#2 EX G -S3 2x 4 SP-SS EX S3-F 2x 4 SP-SS EX F -E 2x 4 SP-SS Cw 0.71 2x 4 SP-#3 WB 0.85 2x 4 SP-#3 EX F -S 2x 4 SP-#2 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 40- 0- 0 BC Cont. 0- 0- 0 40- 0- 0 WB 1 rows CLB on K -R 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 20-3-13 N 13- 0- 0 - o � 0 w � 0 15-8-11 0 0 0 0 40-0-0 ALL P:.ATES ARE LOCK20, # = PLATE SELECTED IN PLATE MONITOR Robbins Engineering, Inc./Online P1us- N -O 0.32 3021 C 0.06 0.26 0 -C 0.19 3007 C 0.06 0.13 C -Q 0.62 2498 C 0.04 0.58 Q -S1 0.65 3368 C 0.07 0.58 S1-R 0.88 3465 C 0.20 0.68 R -S 0.51 6738 C 0.32 0.19 S -Dt 0.30 3205 C 0.07 0.23 --------Bottom Chords --------- * -L 0.99 2782 T 0.25 0.74 L -S2 0.75 2883 T 0.48 0.27 S2-J 0.90 2883 T 0.27 0.63 G -U 0.16 116 C 0.00 0.16 U -S3 0.38 3090 T 0.15 0.23 S3-K 0.29 3090 T 0.26 0.03 K -F 0.65 5812 T 0.50 0.15 F -E 0.93 3324 T 0.28 0.65 E -D 0.66 2816 T 0.47 0.19 ---------- Chord -Webs ---------- G -J 0.71 202 T 0.00 0.71 J -O 0.38 232 C 0.00 0.38 -- -Webs------------- - -L 0.21 382 C L -B 0.27 867 T L -N 0.55 703 C N -J 0.07 234 T J -C 0.51 1611 T J -U 0.83 2594 T U -C 0.47 624 C U -Q 0.85 1025 C K -Q 0.15 480 T K -R 0.57 2753 C 1 Br F -R 0.54 1708 T F -S 0.59 3216 T E -S 0.29 1858 C TL Defl -0.72" in S2-J L/648 LL Defl -0.39" in S2-J L/999 DL Defl -0.51" at S3 L/926 Hz Disp LL DL TL Jt D 0.20" 0.18" 0.38" Shear // Grain in F -E 0.86 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 A 1665 327 3- 8 1-15 ROBBINS ENGINEERING, INC. Hz = -172 BASED ON SP LUMBER D 1738 348 8- 0 2- 1 USING GROSS AREA TEST. Hz = 179 Plate - LOCK 20 Go, Gross Area Plate - RHS 20 Ga, Gross Area Membr CSI P Lbs Axl-CSI-Bnd Jt Type Plt Size X Y JSI ----------Top Chords---------- A LOCK 5.Ox 6.0 1.4 0.6 0.90 A -M 0.38 3116 C 0.03 0.35 B LOCK 5.Ox 6.0 0.7-3.1 0.68 M -B 0.32 2731 C 0.08 0.24 C LOCK 5.Ox 8.0 Ctr-0.1 1.00 B -N 0.30 2421 C 0.04 0.26 R LOCK 3.0x10.0-0.7 0.4 1.00 Robbins Engineering. Inc./Online Plus`" © 1996-2006 Version 19.0.02£ Engineering - Portrait 6/8/2006 11,10:51 AIV Page 1 Scale: 0.130" = 1' S LOCK 3.0x10.0-0.7 0.4 0.98 D LOCK 5.Ox 6.0-1.4 0.6 0.93 S2 LOCK 4.Ox 8.0 Ctr 0.2 0.89 J LOCK 5.Oxl2.0 Ctr 0.8 0.98 U LOCK 4.Ox10.0-0.5 Ctr 0.95 K LOCK 4.Ox 6.0 1.0 Ctr 0.96 F LOCK 6.0x10.0 Ctr-0.5 0.82 E LOCK 5.Ox10.0 1.7 4.2 0.81 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 6738 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER S SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 6 19554 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 Job Mark Juan Type Span P1-H1 Left OH Right OH Engineering SPF2TY H2O 1 SP 400000 6 0 1- 2- 0 ENGLE/SPF2TY/M#3723 HO 4-3 HO 4-3 TC 9-0-0 6-6-3 1-8-OA 1-8-0J 16-8-0 5x6 3x63x6 3x6 B N S1 O -��� 3x6 6 4x6 Y i Ao U L S3 J 2x4 4 x 8 .3?ic6 8- 0 5x8 r�z AA I G CC H 2x4 4x8 V 2x4 0 0 N O 19-4-0 ti 5x8 C 3x8 .!3x6 Cant:l- 9- 7 DD 3x6 3x3 2x4 2x4 W:800 W:800 2x4 - ---- 13- 0- 0 R: 622 R:2049 w U: 159 U: 397 to r N 0 5x6 E 125x6 031 I W:800 R: 746 U: 161 BC 15-11-8 rnm. 17-2-3 o 207131 0 00 0 rn 0 0 0 N ,y 40-0-0 ... _ ALL PLATES ARE LOCK20 Scale: 0.123" = 1' Robbins Engineering, Inc.;!.In]ine Plus- R -S2 0.33 816 C 0.00 0.33 D LOCK 4.Ox 6.0 Ctr 0.1 0.73 S2-S 0.24 898 C 0.00 0.24 J LOCK 5.Ox 8.0 0.1 0.4 0.77 Online Plus -- Version 19.0.028 S -T 0.10 2312 C 0.06 0.04 F LOCK 5.Ox 6.0 Ctr-1.0 0.89 RUN DATE: 08-JUN-06 T -D 0.08 1142 C 0.00 0.08 E LOCK 5.Ox 6.0 1.4 3.5 0.68 --------Bottom Chords - CSI -Size- ----Lumber---- A -U 0.38 188 T 0.03 0.35 TC 0.66 2x 4 SP-#2 U -L 0.46 237 T 0.03 0.43 REFER TO ROBBINS ENG. GENERAL BC 0.61 2x 4 SP-#2 L -S3 0.35 477 C 0.00 0.35 NOTES AND SYMBOLS SHEET FOR CW 0.30 2x 4 SP-#3 S3-V 0.57 477 C 0.00 0.57 ADDITIONAL SPECIFICATIONS. WB 0.51 2x 4 SP-#3 V -J 0.57 840 C 0.00 0.57 G -AA 0.53 9 T 0.00 0.53 NOTES: Brace truss as follows: AA-S4 0.46 766 T 0.09 0.37 Trusses Manufactured by: O.C. From To S4-W 0.42 766 T 0.09 0.33 East Coast Lumber TC Cont. 0- 0- 0 40- 0- 0 W -F 0.58 1998 T 0.24 0.34 Analysis Conforms To: BC Cont. 0- 0- 0 40- 0- 0 F -E 0.61 1199 T 0.20 0.41 FBC2004 WB 1 rows CLB on J -C E -D 0.22 1006 T 0.16 0.06 OH Loading Attach CLB with (2)-10d nails ---------- Chord -Webs ---------- Soffit psf 2.0 at each web. G -J 0.12 226 T 0.07 0.05 Design checked for LL on BC J -0 0.30 634 T 0.20 0.10 per BOCA (section 1606.2.3), Loading Live Dead (psf) -------------Webs------------- IBC/IRC-2003 and FBC 2004 TC 20.0 15.0 U -Y 0.09 598 C (section 1607.1), 20.0 psf. BC 0.0 5.0 Y -L 0.06 160 T Design checked for 10 psf non - Total 20.0 20.0 40.0 L -B 0.12 374 C concurrent LL on BC. Spacing 24.0" L -N 0.22 689 T Prevent truss rotation at all Lumber Duration Factor 1.25 N -V 0.50 993 C bearing locations. Plate Duration Factor 1.25 V -O 0.37 1119 C Wind Loads - ANSI / ASCE 7-02 TC Fb=1.15 Fc=1.10 Ft=1.10 J -C 0.33 1228 C 1 Br Truss is designed as a Main BC Fb=1.10 Fc=1.10 Ft=1.10 J -AA 0.06 200 T Wind -Force Resistance System. AA-C 0.13 447 T Wind Speed: 120 mph AA-R 0.42 690 C Mean Roof Height: 15-0 Plus 6 Wind Load Case(s) W -R 0.11 372 T Exposure Category: B Plus 2 Unbalanced Load Cases W -S 0.51 1251 C Occupancy Factor : 1,00 Plus 1 UBC LL Load Case(s) F -S 0.21 680 T Building Type: Enclosed F -T 0.34 1076 T Zone location: Exterior Checked for NonConcurrent 200 E -T 0.10 662 C TC Dead Load 7.0 psf Lbs Moving Point Load applied BC Dead Load 3.0 psf at Panel Points and Mid -panel TL Defl -0.16" in W -F L/999 Unbalanced Loads Checked on BC LL Defl 0.12" in S3-V L/999 Load Factors = 1.00 and 0.00 LL Cant 0.01" in A -U L/999 Max comp, force 2312 Lbs Jt React Uplft Size Req'd DL Defl -0.13" at F L/999 Quality Control Factor 1.00 Lbs Lbs In-Sx In-Sx Hz Disp LL DL TL U 623 159 8- 0 1- 8 Jt D 0.03" 0.03" 0.06" FABRICATOR NOTES: Hz = -145 Shear // Grain in V -J 0.42 1. EAST COAST LUMBER 6 SUPPLY V 2050 398 8- 0 2- 5 MAURICE A. SHASHOUA, D 747 162. 8- 0 1- 8 Plates for each ply each face. P.E.#EB5251 6 19554 - Hz = 153 PLATING CONFORMS TO TPI. 5285 ST. LUCIE BLVD, REPORTS: SBCCI 9761 FORT PIERCE FL. 34946 Membr CSI P Lbs Axl-CSI-Bnd ROBBINS ENGINEERING, INC. 2. !!!CAUTION!!! READ "SCSI-131 ----------Top Chords---------- BASED ON SP LUMBER SUMMARY SHEET" BEFORE A -Y 0.50 191 C 0.00 0.50 USING GROSS AREA TEST. HANDLING , INSTALLING 6 Y -B 0.50 312 C 0.00 0.50 Plate - LOCK 20 Ga, Gross Area BRACING TRUSSES. B -N 0.23 269 C 0.00 0.23 Plate - RHS 20 Ga, Gross Area 3. SEE ATTACHED DETAIL SHEET N -Sl 0.41 1072 T 0.18 0.23 Jt Type Plt Size X Y JSI FOR: 1-JACK NAILS. S1-O 0.66 1072 T 0.17 0.49 A LOCK 4.Ox 6.0 Ctr 0.1 9.73 2-TBRACE. 3-BEARING BLOCK. O -C 0.62 834 T 0.13 0.49 B LOCK 5.Ox 6.0 0.7-3.1 0.68 4. DESIGNER: JLW C -R 0.33 230 C 0.00 0.33 C LOCK 5.Ox 8.0 Ctr-0.1 1.00 Robbins Engineering, Inc./Online Plus`" © 1996-2006 Version 19.0,02:: Engineering -Portrait 6/8/2006 11:10.50 AM Pagel , Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SPF2TY H19 1 SP 400000 6 0 1- 2- 0 ENGLE/SPF2TY/M#3723 HO 4-3 HO 4-3 0 0 0 TC 7-0-0 _y 20-8-0 ! 12-4-0 H5x6 2x4 4x10 3x6 3x64x6 5x8 6 _lL �r B CC DD S1 O LL C 2x4 Z 3x6 6-6-3 4x6 ;:i R 2-8- )A P' 3x6 2-8-OJ S 3x6 "f 1 -0-OG ':.l S2 BB AA J Il i �_�-c.:,� T 9x6 1-0-OF 2- 8- 0 ii _ _ W:800 .��_ 3x8 9x8 2x9 5xyj)9q'8- '--v -F\ R:1920 '�� R:32,9-9 �/ 1- 0 OK S3 II F\�`�-� , U: 288 M U:I 697 H JJ - 3x6 3x6 3x6 5x6E 3x6 2x4 xK 12 Sx6 W:800 U ax8 R: 596 4x6 U: 130 3x3 2x4 2x4 r 13- 0- 0 i c o 0 BC 20-0-0 oro 15-5-8 0 2-13-0 00 0 rr1 O 0 40-0-0 -. _._.. ._ ..... ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online P1us- Membr CSI P Lbs Axl-CSI-Ond ----------Top Chords---------- OnlinePlus -- Version 19.0.028 A -Z 0.27 2661 C 0.06 0.21 RUN DATE: 08-JUN-06 Z -B 0.28 2477 C 0.04 0.24 B -CC 0.53 2010 C 0.03 0.50 CSI -Size- ----Lumber---- CC-DD 0.66 2010 C 0.03 0.63 TC 0.94 2x 4 SP-#2 DD-S1 0.94 1706 T 0.31 G.63 BC 0.71 2x 4 SP-#2 S1-O 0.88 1706 T 0.31 G.57 CW 0.41 2x 4 SP-#3 O -LL 0.63 1449 T 0.26 0.57 WB 0.75 2. 4 SP-113 LL-C 0.44 713 T 0.13 0,31 C -R 0.26 154 C 0.00 0.26 Brace truss as follows: R -S 0.26 538 C 0.00 0,26 O.C. From To S -T 0.07 1601 C 0.05 0.02 TC Cont. 0- 0- 0 40- 0- 0 T -D 0.06 829 C 0.00 0.06 BC Cont. 0- 0- 0 40- 0- 0 --------Bottom Chords --------- WB 1 rows CLB on DD-U A -M 0.71 2360 T 0.24 C.47 Attach CLB with (2)-10d nails M -S2 0.48 2213 T 0.22 0.26 at each web. S2-BB 0.57 2213 T 0.23 0.34 BB -AA 0.40 804 T 0.07 C.33 Loading Live Dead (psf) AA-U 0.41 604 T 0.06 0.35 TC 20.0 15.0 U -J 0.35 1463 C 0.00 0.35 BC 0.0 5.0 G -KK 0.26 24 C 0.00 C.26 Total 20.0 20.0 40.0 KK-K 0.38 130 T 0.01 0.37 Spacing 24.0" K -S3 0.26 492 T 0.06 C.20 Lumber Duration Factor 1.25 S3-II 0.40 492 T 0.08 C.32 Plate Duration Factor 1.25 II-F 0.50 1373 T 0.21 0.29 TC Fb=1.00 Fc=1.00 Ft=1.00 F -E 0.45 884 T 0.16 0.29 BC Fb=1.00 Fc=1.00 Ft--1.00 E -D 0.22 731 T 0.09 C.13 ---------- Chord -Webs ---------- Load Case # 1 Standard Loading G -J 0.15 199 T 0.00 0.15 Lumber Duration Factor 1.25 J -O 0.41 752 T 0.24 0.17 Plate Duration Factor 1.25 ------------- Webs ------------- pl£ - Live -Dead From To Z -M 0.03 150 C TC V 40 30 0.0' 40.0' M -B 0.17 609 T BC V 0 10 0.0' 40.0' B -BB 0.19 441 C TC V 50 38 7.0' 19.7' -BB-CC 0.16 701 C BC V 0 13 7.0' 19.7' BB-DD 0.52 1639 T BC V 199 199 7.0' CL-LB AA-DD 0.09 281 T TC V 144 144 7.0' CL-LB DD-U 0.56 2935 C 1 Br U -O 0.28 1221 C J -LL 0.46 1791 C Plus 6 Wind Load Case(s) J -KY, 0.17 993 C Plus 2 Unbalanced Load Cases KK-LL 0.46 1448 T Plus 1 UBC LL Load Case(s) KK-C 0.75 984 C K -C 0.13 417 T Checked for NonConcurrent 200 K -R 0.24 576 C Lbs Moving Point Load applied II-R 0.11 357 T at Panel Points and Mid -panel II-S 0.26 903 C on BC F -S 0.19 606 T F -T 0.22 706 T Jt React Uplft Size Req'd E -T 0.07 492 C Lbs Lbs In-Sx In-Sx A 1421 289 8- 0 1-11 TL Defl -0.15" in M -S2 L/999 Hz = -120 LL Defl -0.06" rn M -S2 L/399 U 3294 658 9- 8 3-12 DL Defl -0.12" at S2 L/S9 D 596 130 8- 0 1- 8 Hz Disp LL DL Ti. Hz = 127 Jt D 0.03" 0.03" 0.06" Shear // Grain in DD-S1 0.51 Robbins Engineering, Inc./Online Plus'" © 1996-2006 Version 19.0.028 Enoineering - Portrail 6/8/2006 11 10.49 AM rage 1 of 2 Scale: 0.126" = 1 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 6.0 Ctr 0.1 0.88 B LOCK 5.Ox 6.0 Ctr-0.1 0.98 DD LOCK 4.Ox10.0 0.5 Ctr 0.99 C LOCK 5.Ox 8.0 Ctr-0.1 1.00 D LOCK 4.Ox 6.0 Ctr 0.1 0.73 BB LOCK 4.Ox 8.0 0.5 Ctr 0.86 U LOCK 4.Ox 6.0-1.0 Ctr 0.92 J LOCK 5.Ox10.0 Ctr 0.8 0.68 F LOCK 5.Ox 6.0 Ctr-1.0 0.90 E LOCK 5.Ox 6.0 1.4 3.5 0.69 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. 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 Unbalanced Loads Checked Load Factors = 1.00 and 0.00 Max comp. force 2935 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY Job SPF2TY Mark H19 Quan Type Span P1-H1 Left OH Right OH 1 sP 400000 6 0 1- 2- o Engineering co„r. ENGLE/SPF2TY/M#3723 MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 . 5285 ST., LUCIE BLVD. FORT PIERCE FL. 34946 !!!CAUTION!!! READ "BCSI-BI SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. DESIGNER: JLW Robbins Engineering, Inc./Online Plus- © 1996-2006 Version 19.0.028 Engineering - Portrait 6/812006 11:10,49 AM Page 2 of 2 Job Mark SPF2TY H31 ENGLE/SPF2TY/M#3723 HO 4-3 0 0 N O a . TC y 6-0-3 1-0-OG 1-0-OF W:800 R: 876 U: 148 Quan Type Span P1-H1 Left OH Right OH 1 SP 200000 6 1- 2- 0 0 HO 6-0-3 11-4-0 4x6 3x8 #6x12 B M C 4x6 12 6x6 D 2x4 W : 400 R: 814 U: 199 #3x8 BC 2-8-0 0 13-0-0 0 .1-10-8m'. 0 0 0 0 o M 0 0 20-0-0 ALL PLATES ARE LOCK20, # = PLATE SELECTED IN PLATE MONITOR Online Plus -- Version 19.0.028 RUN DATE: 08-JUN-06 CSI -Size- ----Lumber---- TC 0.33 2x 4 SP-#2 BC 0.68 2x 4 SP-#2 WB 0.52 2x.4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 20- 0- 0 BC Cont. 0- 0- 0 20- 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 it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 877 149 8- 0 1- 8 Hz = 182 P 814 199 4- 0 1- 8 Hz = -27 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- Robbins Engineering, Inc./Online Plus- C -C 0.02 0 T 0.00 0.02 --------Bottom Chords---------' A -H 0.25 1229 T 0.20 0.05 H -G 0.55 1534 T 0.25 0.30 G -I 0.68 1282 T 0.14 0.54 I -F 0.41 425 T 0.05 0.36 F -E 0.19 496 T 0.08 0.11 E -D 0.15 14 C 0.00 0.15 ------------- Webs ------------- H -J 0.14 919 C J -G 0.44 1399 T G -K 0.01 66 C G -L 0.52 1640 T L -I 0.22 614 C I -B 0.05 175 T I -M 0.15 484 T F -M 0.12 389 T M -E 0.47 983 C E -C 0.23 729 T D -P 0.11 214 T 0.00 0.11 P -C 0.16 794 C WindLd TL Defl -0.24" in G -I L/953 LL Defl -0.12" in G -I L/999 DL Defl -0.16" at G L/999 Hz Disp LL DL TL it P 0.04" 0.04" 0.08" Shear // Grain in H -G 0.26 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 C LOCK 6.Oxl2.0 2.5 Ctr 0.57 H LOCK 4.Ox 6.0-1.2 3.0 0.66 G LOCK 6.Ox 8.0 Ctr-0.5 0.84 F LOCK 4.Ox 6.0-0.1-0.1 0.57 E LOCK 6.Ox 6.0 0.9 4.7 0.93 A -J 0.10 1396 C 0.01 0.09 J -K 0.22 2955 C 0.05 0.17 # = Plate Monitor used K -L 0.33 2906 C 0.07 0.26 L -B 0.21 877 C 0.00 0.21 REFER TO ROBBINS ENG. GENERAL B -M 0.24 778 C 0.00 0.24 NOTES AND SYMBOLS SHEET FOR M -C 0.23 231 C 0.00 0.23 ADDITIONAL SPECIFICATIONS. Robbins Engineering, Inc./Online Pius"i © 1996-2006 Version 19.0.028 Engineering - Portrait 6/8/2006 11:10:57 AM Page 1 Engineering Scale: 0.203" = 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. Max gap between edge of brg and end vertical is 1/2". 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 2955 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 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 SPF2TY H30 1 SP 200000 6 1- 2- 0 0 ENGLE/SPF2TY/M#3723 HO 4-3 HO 5-0-3 ' TC 1_2-0 9-4-0 10-8-0 4x6 3x8 #6x12 B L C 6 <� � i 5-0-3 e4x4" 1-0-OG 3x4 N 1-0-OF J W 400 OD 3x4 I 814 �5x6 3x8 1 0- 0 4x6 1�. 186 J 3 - - H 12 E #3x82O4 4x6 4x10 W:800 R: 877 U: 161 BC 2-8-0 0 13-0-0 0 1-10-8 m 0 0 0 0 o rn 0 0 ti ti 20-0-0ALL PLATES ARE LOCK20, # = PLATE SELECTED IN PLATE MONITOR Scale: 0.295" = 1' Online Plus -- Version 19.0.028 RUN DATE: 08-JUN-06 CSI -Size- TC 0.46 2x 4 SP-#2 BC 0.77 2x 4 SP-#2 WB 0.71 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 20- 0- 0 BC Cont. 0- 0- 0 20- 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 it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 877 162 8- 0 1- 8 Hz = 123 0 814 186 4- 0 1- 8 Hz = -54 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- RobbinsEngineering, Inc./Online Plus- --------Bottom Chords --------- A -H 0.28 1244 T 0.20 0.08 H -G 0.77 1475 T 0.24 0.53 G -I 0.67 2499 T 0.30 0.37 I -F 0.58 578 T 0.06 0.52 F -E 0.26 691 T 0.11 0.15 E -D 0.16 23 C 0.00 0.16 ------------- Webs ------------- H -J 0.13 814 C J -G 0.43 1355 T G -K 0.25 788 T K -I 0.71 1477 C I -B 0.05 186 T I -L 0.16 525 T F -L 0.16 525 T L -E 0.39 1163 C E -C 0.25 789 T D -0 0.18 217 T 0.00 0.18 O -C 0.19 790 C 0.04 0.15 TL Defl -0.19" in H -G L/999 LL Defl -0.10" in H -G L/999 DL Defl -0.16" at G L/999 Hz Disp LL DL TL it 0 0.05" 0.04" 0.091' Shear // Grain in H -G 0.37 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 J LOCK 3.Ox 4.0 0.4 0.2 0.98 C# LOCK 6.Ox12.0 2.6 Ctr 0.54 H LOCK 4.Ox 6.0-1.2 3.0 0.64 G LOCK 5.Ox 6.0 Ctr-1.0 0.84 I LOCK 3.Ox 8.0-0.5 Ctr 1.00 F LOCK 4.Ox 6.0-0.1-0.1 0.57 E LOCK 4.Ox10.0 0.8 4.5 0.97 A -J 0.11 1414 C 0.01 0.10 'J -K 0.14 2886 C 0.09 0.05 # = Plate Monitor used K -B 0.34 1153 C 0.01 0.33 B -L 0.46 1042 C 0.01 0.45 REFER TO ROBBINS ENG. GENERAL L -C 0.45 300 C 0.00 0.45 NOTES AND SYMBOLS SHEET FOR C -C 0.02 0 T 0.00 0.02 ADDITIONAL SPECIFICATIONS. Robbins Engineering. Inc./Online Plus"" © 1996-2006 Version 19.0.028 Engineering - Portrail 6/8I2006 11:10.57 AM Page 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. Max gap between edge of brg and end vertical is 1/2". 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 2886 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 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 SPF2TY H29 ENGLE/SPF2TY/M#3723 HO 4-3 TC 1-2-0 7-4-0 4-0-3 w:800 R: 877 U: 165 BC Quan Type Span P1-H1 Left OH Right OH 1 Sp 200000 6 1- 2- 0 0 4x6 B 12-8-0 3x4 G HO 4-0-3 Engineering #6x12 C D 2x4 3x4 4x4 3x4 - W:400 R: 814 U: 162 19-6-8 20-0-0 ALL PLATES ARE LOCK20, # = PLATE SELECTED IN PLATE MONITOR Robbins Engineering, Inc - Online Plus- B -G 0.46 1002 C 0.00 0.46 G -C 0.46 901 C 0.00 0.46 Online Plus -- Version 19.0.028 C -C 0.02 0 T 0.00 0.02 RUN DATE: 08-JUN-06--------Bottom Chords --------- A -F 0.66 1002 T 0.11 0.55 CSI -Size- ----Lumber---- F -S1 0.41 901 T 0.08 0.33 TC 0.51 2x 4 SP-#2 S1-E 0.51 901 T 0.10 0.41 BC 0.66 2x 4 SP-#2 E -D 0.47 4 C 0.00 0.47 WB 0.34 2x 4 SP-#3 ------------- Webs ------------- F -B 0.05 175 T Brace truss as follows: F -G 0.06 202 T O.C. From To E -G 0.12 534 C TC Cont. 0- 0- 0 20- 0- 0 E -C 0.34 1075 T BC Cont. 0- 0- 0 20- 0- 0 D -I 0.07 225 T WindLd I -C 0.12 786 C WindLd 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 877 166 8- 0 1- 8 Hz = 116 I 814 182 4- 0 1- 8 TL Defl -0.13" in A -F L1999 LL Defl -0.08" in S1-E L/999 DL Defl -0.12" at F L/999 Shear // Grain in G -C 0.31 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 Gat, Gross Area Jt Type Plt Size X Y JSI C LOCK 6.0x12.0 2.7-0.1 0.50 Sl LOCK 4.Ox 4.0 Ctr 0.2 0.93 # = Plate Monitor used REFER TO ROBBINS ENG. GENERAL NOTES AND. SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Hz = -17 NOTES: Trusses Manufactured by: Membr CSI P Lbs Axl-CSI-Bnd East Coast Lumber ----------Top Chords---------- Analysis Conforms To: A -B 0.51 1121 C 0.02 0.49 FBC2004 Robbins Engineering, Inc./Online Plus" 0 1996-2006 Version 19.0.028 Engineering - Portrait 61812006 11.10.56 AM Pagel m 0 Scale: 0.284" = 1 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. Max gap between edge of brig and end vertical is 1/2". 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 1121 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 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 I Quan Type Span P1-H1 Left OH Right OH Engineering SPF2TY GE28 1 HHIP 190608 6 1- 2- 0 0 ENGLE/SPF2TY/M#3723 3-0-3 HO 4-3 HO 3-0-3 TC 1-2-0 5-4-0 14-2-8 4x4 3x4 2x4 B J L N S2 P R T v C 3xY BC 19-6-8 19-6-8 -. ALL PLATES ARE LOCK20 See Joint F For Typical Gable Plate Size and Placement Scale: 0.313" = 1' Robbins Encineering, Inc./Online P1us- N -S2 0.04 33 T 0.00 0.04 S2-P 0.04 33 T 0.00 0.04 Online Plus -- Version 19.0.028 P -R 0.04 33 T 0.00 0.04 RUN DATE: 08-JUN-06 R -T 0.04 33 T 0.00 0.04 T -V 0.04 35 C 0.00 0.04 CSI -Size- ----Lumber---- V -C 0.02 36 C 0.00 0.02 TC 0.06 2x 4 SP-#2 --------Bottom Chords --------- BC 0.12 2x 4 SP-#2 A -G 0.10 6 C 0.00 0.10 WB 0.04 2x 4 SP-#3 G -I 0.12 0 T 0.00 0.12 GW 0.08 2x 4 SP-#3 I -K 0.12 0 T 0.00 0.12 K -M 0.12 0 T 0.00 0.12 Brace truss as follows: M -S1 0.05 0 T 0.00 0.05 O.C. From To S1-O 0.05 0 T 0.00 0.05 TC Cont. 0- 0- 0 19- 6- 8 0 -Q 0.12 0 T 0.00 0.12 BC Cont. 0- 0- 0 19- 6- 8 Q -S 0.12 0 T 0.00 0.12 S -U 0.12 0 T 0.00 0.12 Loading Live Dead (psf) U -W 0.12 0 T 0.00 0.12 TC 20.0 15.0 W -D 0.08 0 T 0.00 0.08 BC 0.0 5.0 ------------- Webs ------------- Total 20.0 20.0 40.0 D -C 0.04 46 C 0.00 0.04 Spacing 24.0" ----------Gable Webs---------- LumberDuration Factor 1.25 G -F 0.08 142 C 0.00 0.08 Plate Duration Factor 1.25 I -H 0.06 134 C 0.00 0.06 TC Fb=1.15 Fc=1.10 Ft=1.10 K -J 0.05 136 C 0.00 0.05 BC Fb=1.10 Fc=1.10 Ft=1.10 M -L 0.05 138 C 0.00 0.05 0 -N 0.04 140 C 0.00 0.04 Q -P 0.05 139 C 0.00 0.05 Plus 6 Wind Load Case(s) S -R 0.05 139 C 0.00 0.05 Plus 1 UBC LL Load Case(s) U -T 0.05 143 C 0.00 0.05 W -V 0.05 115 C 0.00 0.05 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. Brig 0- 0- 0 to 19- 6- 8 1659 338 Hz = 112 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -F 0.06 62 C 0.00 0.06 F -H 0.04 43 C 0.00 0.04 H -B 0.04 .31 C 0.00 0.04 B -J 0.05 34 T 0.00 0.05 J -L 0.04 34 T 0.00 0.04 L -N 0.04 34 T 0.00 0.04 TL Defl 0.00" in A -G L/999 LL Defl 0.00" in W -D L/999 DL Defl 0.00" at L/999 Shear // Grain in M -S1 0.21 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 B LOCK 4.Ox 4.0 Ctr-1.0 0.68 D 2x4 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. 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 143 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 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 1996-2006 Version 19.0.028 Engineering - Portrait 6/8/2006 11:10.55 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SPF2TY G34 1 ENDJO 70000 6 0 0 ENGLE/SPF2TY/M#3723 HO 4-3 HO 3-10-3 TC 7-0-0 ' ##4x8 B 6 3-10-3 / #i5x4 A 2x4 D �7 3 x 8 LIIIJIII W:800 HGR R: 694 R:1572 U: 131 U: 335 BC� 7-0-0 _...---.._._ 7-0-0 -------.___ ALL PLATES ARE LOCK20, 4 = PLATE SELECTED IN PLATE MONITOR Scale: 0.472" = 1' Robbins Engineering, Inc./Online Plus - A 694 131 8- 0 1- 8 Hz = -56 Online Plus -- Version 19.0.028 C 1573 336 3- 8 1-14 RUN DATE: 08-JUN-06 Hz = 142 CSI -Size- ----Lumber---- TC 0.51 2x 4 SP-#2 BC 0.39 2x 6 SP-#2 WB 0.63 2x 4 SP-#3 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..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' 7.0' BC V 0 10 0.0' 7.0' BC V 854 854 5.3' CL-LB Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -B 0.51 978 C 0.01 0.50 --------Bottom Chords --------- A -D 0.39 860 T 0.11 0.28 D -C 0.08 Ill T 0.00 0.08 ------------- Webs ------------- D -B 0.63 1985 T C -B 0.33 1545 C WindLd TL Defl -0.05" in A -D L/999 LL Defl -0.03" in A -D L/999 DL Defl 0.00" at L/999 Shear // Grain in A -B 0.28 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 B LOCK 4.Ox 8.0-1.2-0.5 0.84 D LOCK 3.Ox 8.0-0.2-0.4 0.74 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 Design checked for LL on BC Lbs Lbs In-Sx In-Sx per BOCA (section 1606.2.3), Robbins Engineering. Inc/Online Plus- © 1996-2006 Version 19.0.028 Engineering - Portrait 6/8/2006 11:11:00 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. 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 1545 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 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 SPF2TY PIG- I 2 HIPP 60800 6 10-14 10-14 ENGLE/SPF2TY/M#3723 TC 10-14 1-1-2 2-8-0 1-1-2 10-14 s - 2- 0- 0 -- -- ---- 6 10-8 BC 2x4 A #4x6 #4x6 #2x4 /n, . 4-10-4 6-8-0 ALL PLATES ARE LOCK20, # = PLATE SELECTED IN PLATE MONITOR #2x4 2x4 D Scale: 0.880" = 1' Robbins Engineering, Inc./Online Plus- --------Bottom Chords--------- Design checked for 10 psf non - A -F 0.08 10 T 0.00 0,08 concurrent LL on BC. Online Plus -- Version 19.0.028 F -E 0.11 0 T 0.00 0.11 Refer to Gen Det 3 series for RUN DATE: 08-JUN-06 E -D 0.08 10 T 0.00 0.08 web bracing and plating. -------------Webs------------- NOTE: USER MODIFIED PLATES CSI -Size- ----Lumber---- F -B 0.01 117 C This design may have plates TC 0.06 2x 4 SP-#2 E -C 0.01 117 C selected through a plate BC 0.11 2x 4 SP-42 monitor. wE 0.01 2x 4 SP-43 TL Defl 0.00" in E -D L/999 Wind Loads - ANSI / ASCE 7-02 LL Defl 0.00" in E -D L/999 Truss is designed as a Main Brace truss as follows: DL Defl 0.00" at L/999 Wind -Force Resistance System. O.C. From To Shear // Grain in F -E 0.14 Wind Speed: 120 mph TC Cont. 0- 0- 0 6- 8- 0 Mean Roof Height: 15-0 BC Cont. 0- 0- 0 6- 8- 0 Plates for each ply each face. Exposure Category: B PLATING CONFORMS TO TPI. Occupancy Factor : 1.00 Loading Live Dead (psf) REPORTS: SBCCI 9761 Building Type: Enclosed TC 20.0 15.0 ROBBINS ENGINEERING, INC. Zone location: Exterior BC 0.0 5.0 BASED ON SP LUMBER TC Dead Load 7.0 psf Total 20.0 20.0 40.0 USING GROSS AREA TEST. BC Dead Load 3.0 psf Spacing 24.0" Plate - LOCK 20 Ga, Gross Area Max comp. force 117 Lbs Lumber Duration Factor 1.25 Plate - RHS 20 Ga, Gross Area Quality Control Factor 1.00 Plate Duration Factor 1.25 Jt Type Plt Size X Y JSI TC Fb=1.15 Fc=1.10 Ft=1.10 B# LOCK 4.Ox 6.0 0.6 0.4 0.49 FABRICATOR NOTES: BC Fb=1.10 Fc=1.10 Ft=1.10 C# LOCK 4.Ox 6.0-0.7 0.2 0.51 1. EAST COAST LUMBER & SUPPLY F# LOCK 2.Ox 4.0 Ctr-0.2 0.38 MAURICE A. SHASHOUA, E LOCK 2.Ox 4.0-0.1-0.3 0.38 P.E.#EB5251 & 19554 Plus 6 Wind Load Case(s) 5285 ST. LUCIE BLVD. Plus 1 UBC LL Load Case(s) # = Plate Monitor used FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSI-B1 Checked for NonConcurrent 200 REFER TO ROBBINS ENG. GENERAL SUMMARY SHEET" BEFORE Lbs Moving Point Load applied NOTES AND SYMBOLS SHEET FOR HANDLING , INSTALLING & at Panel Points and Mid -panel ADDITIONAL SPECIFICATIONS. BRACING TRUSSES. on BC 3. SEE ATTACHED DETAIL SHEET NOTES: FOR: 1-JACK NAILS. Jt React Uplft Size Req'd Trusses Manufactured by: 2-TBRACE. 3-BEARING BLOCK. Lbs Lbs In-Sx In-Sx East Coast Lumber 4. DESIGNER: JLW Cont. Brig 0- 0- 1 to 4-10- 5 Analysis Conforms To: 528 115 Hz = 9 FBC2004 OH Loading Mombr CSI P Lbs Axl-CSI-Bnd Soffit psf 2.0 ----------Top Chords---------- Design checked for LL on BC A -B 0.02 40 C 0.00 0.02 per BOCA (section 1606.2.3), B -C 0.06 38 C 0.00 0.06 IBC/IRC-2003 and FBC 2004 C -D 0.02 40 C 0.00 0.02 (section 1607.1), 20.0 psf. Robins Engineering, Inc /Online Plus- © 1996-2006 Version 19.0,028 Engineering - Portrait 6/8/2006 11:11:06 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SPF2TY PIG-2 1 TR 60800 6 10-14 10-14 ENGLE/SPF2TY/M#3723 TC 10-14 2-5-2 2-5-2 10-14 4x4 1-6-8 Robbins Engineering, Inc./Online P.1us- TL Defl -0.01" in A -C L/999 LL Defl -0.01" in A -C L/999 Online Plus -- Version 19.0.028 DL Defl 0.00" at L/999 RUN DATE: 08-JUN-06 Shear // Grain in A -B 0.08 CSI -Size- ----Lumber---- Plates for each ply each face. TC 0.05 2x 4 SP-#2 PLATING CONFORMS TO TPI. BC 0.05 2x 4 SP-42 REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. Brace truss as follows: BASED ON SP LUMBER O.C. From To USING GROSS AREA TEST. TC Cont. 0- 0- 0 6- 8- 0 Plate - LOCK 20 Ga, Gross Area BC Cont. 0- 0- 0 6- 8- 0 Plate - RHS 20 Ga, Gross Area it Type Plt Size X Y JSI Loading Live Dead (psf) B LOCK 4.Ox 4.0 Ctr-1.0 0.33 TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 REFER TO ROBBINS ENG. GENERAL Spacing 24.0" NOTES AND SYMBOLS SHEET FOR Lumber Duration Factor 1.25 ADDITIONAL SPECIFICATIONS. Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 NOTES: BC Fb=1.10 Fc=1.10 Ft=1.10 Trusses Manufactured by: East Coast Lumber Analysis Conforms To: Plus 6 Wind Load Case(s) FBC2004 Plus 1 UBC LL Load Case(s) OH Loading Soffit psf 2.0 it React Uplft Size Req'd Design checked for LL on BC Lbs Lbs In-Sx In-Sx per BOCA (section 1606.2.3), Cont. Brg 0- 0- 1 to 4-10- 5 IBC/IRC-2003 and FBC 2004 523 101 Hz = 22 (section 1607.1), 20.0 psf. Design checked for 10 psf non- Menlbr CSI P Lbs Axl-CSI-Bnd concurrent LL on BC. ----------Top Chords---------- Refer to Gen Det 3 series for A -B 0.05 184 C 0.00 0.05 web bracing and plating. B -C 0.05 184 C 0.00 0.05 Wind Loads - ANSI / ASCE 7-02 --------Bottom Chords--------- Truss is designed as a Main A -C 0.05 26 C 0.00 0.05 Wind -Force Resistance System. Rob'cins Engineering, Inc,/Online Plus- © 1996-2006 Version 19.0,028 Engineering - Portrait 61812006 11:11.07 AM Page 1 Scale: 0.876" = 1' 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 184 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 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 Engineeru:g SPF2TY HI 1 SP 290000 6 1- 2- 0 0 ENGLE/SPF2TY/M#3723 HO 4-3 HO 5-6-3 0 0 N O TC 'i 5-0-0 24-0-0 15x8 3x6 3x6 3x8 2x4 5x6 3x6 4x6 6 B M N S1 O P Q C 2x4 L 4x8 5-6-3 A 2-8-OA - K J I ra F 2-8-OF :':3x6 3x6S2 3x6 6x10 W:800 4x8 °D t R:1930 U: 388 0 D E H G ® 2x4 2x4 3x10 4x6 j W:400 R:1348 U: 282 BC 17-6-0 11-6-0 ' - - 29-0-0 - -- - - - - ALL PLATES ARE LOCK20 Scale: 0.219" = 1' Online Plus -- Version 19.0.028 RUN DATE: 08-JUN-06 CSI -Size- ----Lumber---- TC 0.47 2x 4 SP-#2 BC 0.81 2x 4 SP-#2 EX S2-F 2x 4 SP-SS CW 0.30 2x 4 SP-#3 WB 0.79 2x 4 SP-#3 EX F -P 2x 4 SP-#2 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 29- 0- 0 BC Cont. 0- 0- 0 29- 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 Standard Loading Lumber Duration Factor 1.25 Plate Duration Factor 1.25 plf - Live Dead From To TC V 40 30 0.0' 29.0' BC V 0 10 0.0' 29.0' TC V 30 23 5.0' 11.3' BC V 0 8 5.0' 11.3' BC V 124 124 5.0' CL-LB TC V 118 118 5.0' 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 1931 389 8- 0 2- 4 Hz = -77 D 1348 283 4- 0 1- 9 Hz = 186 R-i.-,bins Engineering, Inc./Online P1us- Meinbr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- * -L 0,40 3488 C 0.10 0.30 L -B 0.36 3482 C 0.10 0.26 B -M .0.47 4241 C 0.17 0.30 M -N 0.44 4370 C 0.16 0.28 N -S1 0.36 3897 C 0.16 0.20 S1-O 0.22 3897 C 0,12 0.10 O -P 0.27 3880 C 0.14 0.13 P -Q 0.22 1512 C 0.01 0.21 Q -C 0.21 866 C 0.00 0.21 --------Bottom Chords --------- * -K 0.66 3061 T 0.56 0.10 K -J 0.70 3144 T 0.34 0.36 J -S2 0.81 4242 T 0.78 0.03 S2-I 0.43 4242 T 0.40 0.03 I -F 0.46 4370 T 0.41 0.05 E -H 0.30 31 T 0.00 0.30 H -G 0.39 866 T 0.10 0.29 G -D 0.32 107 T 0.00 0.32 ---------- Chord -Webs ---------- E -F 0.30 215 T 0.00 0.30 F -0 0.28 262 C 0.00 0.28 ------------- Webs ------------- L -K 0.03 119 T K -B 0.10 325 T B -J 0.40 1275 T J -M 0.10 570 C M -I 0.09 286 T I -N 0.03 102 T N -F 0.19 552 C F -P 0.53 2896 T F -H 0.58 1838 T H -P 0.79 1923 C H -Q 0.34 1086 T G -Q 0.48 1176 C G -C 0.47 1494 T D -C 0,54 1330 C WindLd TL Defl -0.51" in I -F L/664 LL Defl -0.25" in I -F L/999 DL Defl -0.38" at I L/878 Shear // Grain in B -M 0.33 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 RO&BINS ENGINEERING, INC. BI.SED 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 8.0 0.8 0.3 0.96 B LOCK 5.Ox 8.0 Ctr-0.1 0.86 P LOCK 5.Ox 6.0-0.5 Ctr 0.95 S2 LOCK 4.Ox 8.0 Ctr 0.2 0,82 F LOCK 6.0xl0.0 Ctr 1.2 0.97 H LOCK 3.Ox10.0-0.5 Ctr 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 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 4370 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 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 Robbins Engineering, Inc./Online PlusT 0 1996-2006 Version 19.0.028 Eng.noering - Portrait 6/8/2006 11 10:37 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineerhig SPF2TY T33A 2 TR 110400 6 0 0 ENGLE/SPF2TY/M#3723 HO 4-3 AO 4-3 TC 5-8-0 5-8-0 4x6 B 6 i � I 3-2-3 3x8 3x3 % 3x3 i C E D 2x4 Cant: 8- 0 W:200 W:400 R: 475 R: 430 U: 119 U: 88 BC 1-0-0 10-4-0 11-4-0- --- ALL PLATES ARE LOCK20 Scale: 0.523" = 1' Online Plus -- Version 19.0.028 RUN DATE: 08-JUN-06 CSI -Size- ----Lumber---- TC 0.26 2x 4 SP-#2 BC 0.46 2x 4 SP-#2 WB 0.08 2x 4 SP-#3 WG --- 2x 6 SP-42 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 11- 4- 0 BC Cont. 0- 0- 0 11- 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 1.5 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 P1us- C 431 88 4- 0 1- 8 Hz = 55 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -B 0.16 488 C 0.00 0.16 B -C 0.26 489 C 0.00 0.26 --- Bottom Chords --------- A -D 0.34 438 T 0.05 0.29 D -C 0.46 438 T 0.05 0.41 ------------- Webs ------------- D -B 0.08 253 T TL Defl -0.04" in D -C L/999 LL Defl 0.02" in D -C L/999 DL Defl -0.12" at D L/928 Shear // Grain in B -C 0.20 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 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: E 476 115 8- 0 1- 8 FBC2004 Hz = -53 Design checked for LL on BC Robbins Engineering. Inc./Online Plus'° © 1996-2006 Version 19.0.028 Engineering - Portrait 6/8/2006 11,10.59 AM Page 1 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 489 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 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 Engineering SPF2TY T33 2 TR 110400 6 1- 2- 0 1- 2- 0 ENGLE/SPF2TY/M#3723 3-2-3 HO 4-3 TC - 1-2-0 5-8-0 4x6 B _5-8-0 HO 4-3 1-2-0 Cant: 1- 0- 0 W:400 W:800 R: 587 R: 511 U: 142 U: 99 8C 1-2-0 10-2-0 - - - - 11-4-0 ALL PLATES ARE LOCK20 Scale: 0.474" = 1' Online Plus -- Version 19.0.028 RUN DATE: 08-JUN-06 CSI -Size- ----Lumber---- TC 0.27 2x 4 SP-#2 BC 0.47 2x 4 SP-#2 WB 0.07 2x 4 SP-#3 WG --- 2x 6 SP-#2 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 11- 4- 0 BC Cont. 0- 0- 0 11- 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 Robbins Engineering, Inc./Online Plus - Hz = 55 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- * -B 0.24 450 C 0.00 0.24 B -C 0.27 444 C 0,00 0.27 --------Bottom Chords --------- A -E 0.30 397 T 0.05 0.25 E -C 0.47 397 T 0.05 0.42 ------------- Webs ------------- E -B 0.07 237 T TL Defl -0.05" in E -C L/999 LL Defl -0.02" in E -C L/999 DL Defl -0.12" at E L/896 Shear // Grain in B -C 0.20 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 b Y• East Coast Lumber Jt React Uplft Size Req'd Analysis Conforms To: Lbs Lbs In-Sx In-Sx FBC2004 D 587 143 4- 0 1- 8 OH Loading Hz = -53 Soffit psf 2.0 C 511 100 8- 0 1- 8 Design checked for LL on BC Robbins Engineering. Inc./Online Plus- 0 1996-2006 Version 19.0,028 Engineering - Portrait 6/8/2006 11:10:58 AM Page 1 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 450 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION1!! 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 SPF2TY GE32 1 TR 110400 6 1- 2- 0 1- 2- 0 ENGLE/SPF2TY/M#3723 3-2-3 HO 4-3 HO 4-3 TC 1-2-0 5-8-0 _ -- - _ 5-8-0 1-2-0 4x6 B ,71 777; EIC 11-4-0 11-4-0 - - ALL PLATES ARE LOCK20 See Joint E For Typical Gable Plate Size and Placement Online Plus -- Version 19.0.028 RUN DATE: 08-JUN-06 CSI -Size- ----Lumber---- TC 0.05 2x 4 SP-#2 BC 0.13 2x 4 SP-#2 WB 0.01 2x 4 SP-#3 GW 0.02 2x 4 SP-43 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 11- 4- 0 BC Cont. 0- 0- 0 11- 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 Cont. Brig 0- 0- 0 to 11- 4- 0 1099 218 Hz = 55 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- * -K 0.05 34 C 0.00 0.05 K -E 0.04 36 C 0.00 0.04 E -B 0.04 42 T 0.00 0.04 Robbins Engineering, Inc./Online P1us- B -H 0.04 42 T 0.00 0.04 H -L 0.04 36 C 0.00 0.04 L -C 0.05 34 C 0.00 0.05 --------Bottom Chords --------- A -M 0.08 4 C 0.00 0.08 M -F 0.13 0 T 0.00 0.13 F -G 0.13 0 T 0.00 0.13 G -I 0.13 0 T 0.00 0.13 I -J 0.13 0 T 0.00 0.13 J -C 0.08 4 C 0.00 0.08 ------------- Webs ------------- M -K 0.01 124 C J -L 0.01 124 C ----------Gable Webs ---------- F-E 0.02 148 C G -B 0.01 95 C I -H 0.02 148 C TL Defl 0.00" in J -C L/999 LL Defl 0.00" in J -C L/999 DL Defl 0.00" at L/999 Shear // Grain in A -M 0.17 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 OH Loading Soffit psf 2.0 Scale: 0.474" = 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 148 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 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, IncJOnline PIUS- © 1996-2006 Version 19.0,028 Engineering - Portrait 6/8/2006 11:10:56 AM Page 1 Job SPF2TY Mark HV20 Quan Type Span P1-H1 Left OH Right OH 1 VLHP. SB 200000 6 0 0 Engineering ENGLE/SPF2TY/M#3723 TC 5-5-0 9-2-0 5-5-0 *2x4 4x4 E 4x4 H G I C 6 12 2-6-6 3x4 / 3x4 F S1 H J 3x4 BC 20-0-0 _ 20-0-0 ALL PLATES ARE LOCK20 See Joint E For Typical Gable Plate Size and Placement Scale: 0.328" = 1' Online Plus -- Version 19.0.028 RUN DATE: 08-JUN-06 CSI -Size- ----Lumber---- TC 0.23 2x 4 SP-#2 BC 0.38 2x 4 SP-#2 GW 0.04 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 20- 0- 0 BC Cont. 0- 0- 0 20- 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 Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx Cont. Brg 0- 0- 0 to 20- 0- 0 1789 379 Hz = 228 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -B 0.23 251 C 0.00 0.23 B -E 0.17 226 C 0.00 0.17 Robbins Engineering, Inc./Online P1us- E -G 0.17 226 C 0.00 0.17 G -I 0.17 226 C 0.00 0.17 I -C 0.17 226 C 0.00 0.17 C -D 0.23 251 C 0.00 0.23 --------Bottom Chords --------- * -F 0.37 1 C 0.00 0.37 F -S1 0.26 0 T 0.00 0.26 S1-H 0.16 0 T 0.00 0.16 H -J 0.25 0 T 0.00 0.25 J -D 0.38 1 C 0.00 0.38 ----------Gable Webs ---------- F-E 0.03 226 C H -G 0.04 279 C J -I 0.03 227 C TL Defl -0.04" in A -F L/999 LL Defl 0.02" in J -D L/999 DL Defl 0.00" at L/999 Shear // Grain in E -G 0.18 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 Gal, Gross Area Plate - RES 20 Ga, Gross Area Jt Type Plt Size X Y JSI B LOCK 4.Ox 4.0 Ctr-1.0 0.68 C LOCK 4.Ox 4.0 Ctr-1.2 0.68 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. 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 279 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 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- © 1996-2006 Version 19. 0.028 Engineering -Portrait 6/8/2006 11.11 00 AM Pagel Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SPF2TY HV16 1 VLHP. SB 160000 6 0 0 ENGLE/SPF2TY/M#3723 TC 5-5-0 5-2-0 5-5-0 4x4 4x4 B G C 6 *2x4 E / E-J I 2-8-8 3x4 A 3x4 F H J BC 16-0-0 - - 16-0-0 -- - _ ALL PLATES ARE LOCK20 See Joint E For Typical Gable Plate Size and Placement Scale: 0.406" = 1' Robbins Engineering, Inc./Onlin.: P1us- E -B 0.11 199 C 0.00 0.11 Design checked for LL on BC B -G 0.10 161 C 0.00 0.10 per BOCA (section 1606.2.3), Online Plus -- Version 19.0.028 G -C 0.10 161 C 0.00 0.10 IBC/IRC-2003 and FBC 2004 RUN DATE: 08-JUN-06 C -I 0.11 199 C 0.00 0.11 (section 1607.1), 20.0 psf. I -D 0.11 170 C 0.00 0.11 Design checked for 10 psf non- CSI -Size- ----Lumber------------Bottom Chords--------- concurrent LL on BC. TC 0.11 2x 4 SP-#2 A -F 0.21 3 C 0.00 0.21 Wind Loads - ANSI / ASCE 7-02 BC 0.26 2x 4 SP-#2 F -H 0.26 0 T 0.00 0.26 Truss is designed as a Main GW 0.03 2x 4 SP-#3 H -J 0.26 0 T 0.00 0.26 Wind -Force Resistance System. J -D 0.21 3 C 0.00 0.21 Wind Speed: 120 mph Brace truss as follows: ----------Gable Webs---------- Mean Roof Height: 15-0 O.C. From To F -E 0.03 214 C Exposure Category: B TC Cont. 0- 0- 0 16- 0- 0 H -G 0.03 219 C Occupancy Factor : 1.00 BC Cont. 0- 0- 0 16- 0- 0 J -I 0.03 214 C Building Type: Enclosed Zone location: Exterior Loading Live Dead (psf) TL Defl 0.01" in H -J L/999 TC Dead Load 7.0 psf TC 20.0 15.0 LL Defl 0.01" in H -J L/999 BC Dead Load : 3.0 psf BC 0.0 5.0 DL Defl 0.00" at L/999 Max comp. force 219 Lbs Total 20.0 20.0 40.0 Shear // Grain in A -F 0.17 Quality Control Factor 1.00 Spacing 24.0" Lumber Duration Factor 1.25 Plates for each ply each face. FABRICATOR NOTES: Plate Duration Factor 1.25 PLATING CONFORMS TO TPI. 1. EAST COAST LUMBER & SUPPLY TC Fb=1.15 Fc=1.10 Ft=1.10 REPORTS: SBCCI 9761 MAURICE A. SHASHOUA, BC Fb=1.10 Fc=1.10 Ft=1.10 ROBBINS ENGINEERING, INC. P.E.#EB5251 & 19554 BASED ON SP LUMBER 5285 ST. LUCIE BLVD. USING GROSS AREA TEST. FORT PIERCE FL. 34946 Plus 6 Wind Load Case(s) Plate - LOCK 20 Ga, Gross Area 2. !!!CAUTION!!! READ "BCSI-B1 Plus 1 UBC LL Load Case(s) Plate - RHS 20 Ga, Gross Area SUMMARY SHEET" BEFORE it Type Plt Size X Y JSI HANDLING , INSTALLING & Checked for NonConcurrent 200 B LOCK 4.Ox 4.0 Ctr-1.0 0.63 BRACING TRUSSES_ Lbs Moving Point Load applied C LOCK 4.Ox 4.0 Ctr-1.2 0.63 3. SEE ATTACHED DETAIL SHEET at Panel Points and Mid -panel FOR: 1-JACK NAILS. on BC 2-TBRACE. 3-BEARING BLOCK. REFER TO ROBBINS ENG. GENERAL 4. DESIGNER: JLW it React Uplft Size Req'd NOTES AND SYMBOLS SHEET FOR Lbs Lbs In-Sx In-Sx ADDITIONAL SPECIFICATIONS. Cont. Brig 0- 0- 0 to 16- 0- 0 1372 268 Hz = 163 NOTES: Trusses Manufactured by: Membr CSI P Lbs Axl-CSI-Bnd East Coast Lumber ----------Top Chords---------- Analysis Conforms To: A -E 0.11 170 C 0.00 0.11 FBC2004 Robbins Engineering, Inc./Online Pius'" © 1996-2006 Version 19.0.028 Engineering -Portrait 6/8/2006 11:11:01 AM Pagel Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SPF2TY HV12 1 VLHP. SB 120000 6 0 0 ENGLE/SPF2TY/M#3723 2-8-8 TC 5-5-0 1-2-0 5-5-0 4x4 *2x4 4x4 B E c 6 3.3 3x3 F ggpy I sc 12-0-0 12-0-0--- - - - ALL PLATES ARE LOCK20 See Joint E For Typical Gable Plate Size and Placement Scale: 0.531" = 1' Robbins Engineering, Inc./Cnl.in,� Plus- ---------- Top Chords ---------- A -B 0.22 318 C 0.00 0.22 Online Plus -- Version 19.0.028 B -E 0.14 286 C 0.00 0.14 RUN DATE: 08-JUN-06 E -C 0.14 286 C 0.00 0.14 C -D 0.22 318 C 0.00 0.22 CSI -Size- ----Lumber---- --------Bottom Chords --------- TC 0.22 2x 4 SP-#2 A -F 0.38 1 C 0.00 0.38 BC 0.38 2x 4 SP-#2 F -D 0.38 1 C 0.00 0.38 G'r: 0.01. 2x 4 SP-#3 ----------Gable Webs---------- F-E 0.01 ill C Brace truss as follows: O.C. From To 'rC Cont. 0- 0- 0 12- 0- 0 BC Cont. 0- 0- 0 12- 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 Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx Cont. Brig .0- 0- 0 to 12- 0- 0 1174 259 Hz = 288 Membr CSI P Lbs Axl-CSI-Bnd TL Defl -0.03" in F -D L/999 LL Defl 0.02" in A -F L/999 DL Defl 0.00" at L/999 Shear // Grain in A -B 0.17 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 Pit Size X Y JSI B LOCK 4.Ox 4.0 Ctr-1.0 0.57 C LOCK 4.Ox 4.0 Ctr-1.2 0.57 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. 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 318 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 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 Pius'"' © 199G-2006 Version 19,0.028 Engineering - Portrait 6/8/2006 11.11:01 AM Page 1 Online Plus -- Version 19.0.028 RUN DATE: 08-JUN-06 CSI -Size- ----Lumber---- TC 0.18 2x 4 SP-#2 BC 0.23 2x 4 SP-#2 WB 0.17 2x 4 SP-43 GW 0.19 2x 4 SP-#3 Robbins Engineering, Inc./Online Plus- Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- * -D 0.18 100 C 0.00 0.18 D -B 0.15 51 C 0.00 0.15 --------Bottom Chords --------- * -E 0.23 2 C 0.00 0.23 E -C 0.21 0 T 0.00 0.21 - -------Webs------------- C -B 0.17 103 C 0.00 0.17 ----------Gable Webs---------- E-D 0.19 274 C 0.00 0.19 Brace truss as follows: O.C. From To TL Defl -0.01" in A -E L/999 TC Cont. 0- 0- 0 8- 0- 0 LL Defl 0.00" in E -C L/999 BC Cont. 0- 0- 0 8- 0- 0 DL Defl 0.00" at L/999 Shear // Grain in A -D 0.17 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 8- 0- 0 726 121 Hz = 268 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), 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 274 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 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"` © 1996-2006 Version 19.0.028 Engineering - Portrait 6/8/2006 11:11:02 AM Page 1 Online Plus -- Version 19.0.028 RUN DATE: 08-JUN-06 CSI -Size- ----Lumber---- TC 0.17 2x 4 SP-SS BC 0.24 2x 4 SP-SS WB 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 89 Hz = ill Robbins Engineering, Inc./Onliii- Plus"' Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -B 0.17 56 C 0.00 0.17 --------Bottom Chords --------- A -C 0.24 2 C 0.00 0.24 ------------- Webs ------------- C -B 0.03 170 C WindLd TL Defl -0.05" in A -C L/999 LL Defl -0.02" in A -C L/999 DL Defl 0.00" at L/999 Shear // Grain in A -B 0.20 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), 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 170 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 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"' o 1996-2006 Version 19.0.028 Engineering - Portrait 6/8/2006 11:11:03 Awl Page 1 Online Plus -- Version 19.0.028 RUN DATE: 08-JUN-06 CSI -Size- ----Lumber---- TC 0.12 2x 4 SP-#2 BC 0.22 2x 4 SP-#2 WB 0.01 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) 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 4- 0- 0 335 56 Hz = 68 Robbins Engineering, Inc./Online Plus- Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -B 0.12 33 C 0.00 0.12 --------Bottom Chords --------- A -C 0.22 4 C 0.00 0.22 ------------- Webs ------------- C -B 0.01 108 C WindLd TL Defl -0.01" in A -C L/999 LL Defl -0.01" in A -C L/999 DL Defl 0.00" at L/999 Shear // Grain in A -C 0.19 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 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 108 Lbs Ouality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 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"" © 1996-2006 Version 19.0.028 Engineering - Portrait 6/8/2006 11:11:03 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SPF2TY MV2 2 VLMA. SB 20000 6 0 0 ENGLE/SPF2TY/M#3723 Online Plus -- Version 19.0.028 RUN DATE: 08-JUN-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 BC 2-0-0 2-0-0 ALL PLATES ARE LOCK20 1`01DID1nS Engineei:.ing, Inc./Online Plus- Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -B 0.00 10 C --------Bottom Chords --------- A -C 0.00 0 T ------------- Webs ------------- C -B 0.00 36 C WindLd TL Defl 0.00" in C -C L/999 LL Defl 0.00" in C -C L/999 DL Defl 0.00" at L/999 Shear // Grain in C -B 0.03 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: 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 Jt 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 24 Hz = 25 Design checked for 10 psf non - concurrent LL on BC. Robbins Engineering, Inc./Online Plus` © 1996-2006 Version 19.0,028 Engineering - Portrait 6/8/2006 11 11,04 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: 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 36 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 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- ---------- Top Chords ---------- A -B 0.20 110 C 0.00 0.20 Online Plus -- Version 19.0.028 B -C 0.20 110 C 0.00 0.20 RUN DATE: 08-JUN-06--------Bottom Chords --------- A -D 0.35 2 C 0.00 0.35 CSI -Size- ----Lumber---- D -C 0.35 2 C 0.00 0.35 TC 0.20 2x 4 SP-#2----------Gable Webs ---------- BC 0.35 2x 4 SP-#2 D -B 0.04 249 C GW 0.04 2x 4 SP-#3 TL Defl -0.02" in D -C L/999 Brace truss as follows: LL Defl 0.02" in D -C L/999 O.C. From To DL Defl 0.00" at L/999 TC Cont_ 0- 0- 0 11- 2- 9 Shear // Grain in A -B 0.19 BC Cont. 0- 0- 0 11- 2- 9 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 Cont. Brg 0- 0- 0 to 11- 2- 9 1012 212 Hz = 106 Membr CSI P Lbs Axl-CSI-Bnd 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 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 249 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 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 Robb-,,s Engineering, inc./Online Pius- © 1996-2006 Version 19.0.028 Engineering -Port ail 6/82006 11.11,04 AM Pagel Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SPF2TY V8 2 VL. SB 80000 6 0 0 ENGLE/SPF2TY/M#3723 2-0-0 TC 4-0-0 4x6 u •2x4 4-0-0 Bc 8-0-0 8-0-0 ALL PLATES ARE LOCK20 See Joint D For Typical Gable Plate Size and Placement Robbins Engineering, Inc./Online Plus'" Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- OnlinePlus -- Version 19.0.028 A -B 0.11 66 C 0.00 0.11 FTJ1 DATE: 08-JUN-06 B -C 0.11 66 C 0.00 0.11 --------Bottom Chords--------- CSI -Size- ----Lumber---- A -D 0.21 3 C 0.00 0.21 TC_ 0.11 2x 4 SP-#2 D -C 0.21 3 C 0.00 0.21 BC 0.21 2x 4 SP-#2----------Gable Webs---------- GD; 0.02 2x 4 SP-#3 D -B 0.02 169 C Brace truss as follows: O.C. From To Tr 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 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) TL Defl 0.00" in A -D L/999 LL Defl 0.00" in A -D L/999 DL Defl 0.00" at L/999 Shear // Grain in A -D 0.16 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 Gat, 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 Lbs Moving Point Load applied NOTES: at Panel Points and Mid -panel Trusses Manufactured by: on BC East Coast Lumber Analysis Conforms To: Jt React Uplft Size Req'd FBC2004 Lbs Lbs In-Sx In-Sx Design checked for LL on BC Cont. Brg 0- 0- 0 to 8- 0- 0 per BOCA (section 1606.2.3), 684 142 Hz = 66 IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Robbo,= Engineering. Inc./Online Plus- © 1996-2006 Version 19.0.028 Engineering - Portrait 6/8/2006 11 11:05 AM Page 1 Scale: 0.719" = 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: 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 169 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 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 SPF2TY V4 3 V_L. SB 40000 6 0 0 ENG-LE/SPF2TY/M43723 TC 2-0-0 6 4x4 BN 1-0-0 / 2x4 BC 4-0-0 4-0-0 ALL PLATES ARE LOCK20 2-0-0 Robbins Engineering, Inc./Online P1us- TL Defl 0.00" in A -C L/999 LL Defl 0.00" in A -C L/999 Online Plus -- Version 19.0.028 DL Defl 0.00" at L/999 RUN DATE: 08-JUN-06 Shear // Grain in A -B 0.05 CSI -Size- ----Lumber---- TC 0.02 2x 4 SP-#2 BC 0.02 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 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt 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), Jt React Uplft Size Req'd IBC/IRC-2003 and FBC 2004 Lbs Lbs In-Sx In-Sx (section 1607.1), 20.0 psf. Cont. Brig 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 0.02 115 C 0.00 0.02 Wind Speed: 120 mph B -C 0.02 115 C 0.00 0.02 Mean Roof Height: 15-0 --------Bottom Chords--------- Exposure Category: B A -C 0.02 1 C 0.00 0.02 Occupancy Factor : 1.00 Robbins Engineering, Inc./Online Plus- © 1996-2006 Version 19.0.028 Engineering - Portrait 6/8/2006 11.11:05 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 115 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 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 - Hz = 86 Online Plus -- Version 19.0.028 Membr CSI P Lbs Axl-CSI-Bnd RUN DATE: 08-JUN-06----------Top Chords ---------- A -B 0.55 62 C 0.00 0.55 CSI -Size- ----Lumber------------Bottom Chords --------- TC 0.55 2x 4 SP-#2 A -C 0.67 0 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) TL Defl -0.17" in A -C L/435 LL Defl -0.08" in A -C L/967 DL Defl 0.00" at L/999 Shear // Grain in A -B 0.28 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 377 70 8- 0 1- 8 Design checked for LL on BC Hz = 126 per BOCA (section 1606.2.3), C 244 0 1- 8 1- 8 IBC/IRC-2003 and FBC 2004 B 215 94 1- 8 1- 8 (section 1607.1), 20.0 psf. Roboins Engineering, Inc./Online Pius'" 0 1996-2006 version 19.0.028 Engineering - Portrad 6/8/2006 11 11.07 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: 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 62 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 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 I Engineering SPF2TY EJ7A 3 MONO 70000 6 0 0 ENGLE/SPF2TY/M#3723 3-10-3 HO 4-3 TC HO 3-10-3 7-0-0 W:800 R: 281 U: 38 BC 7-0-0 7-0-0 ALL PLATES ARE LOCK20 Rohbins Engineering, Inc./Online Plus'" Hz = 86 Online Plus -- Version 19.0.028 Membr CSI P Lbs Axl-CSI-Bnd RUN DATE: 08-JUN-06----------Top Chords ---------- A -B 0.55 62 C 0.00 0.55 CSI -Size- ----Lumber------------Bottom Chords --------- TC 0.55 2x 4 SP-#2 A -C 0.67 0 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) TL Defl -0.17" in A -C L/435 LL Defl -0.08" in A -C L/967 DL Defl 0.00" at L/999 Shear // Grain in A -B 0.28 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. 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 Design checked for LL on BC Lbs Lbs In-Sx In-Sx per BOCA (section 1606.2.3), A 281 38 8- 0 1- 8 IBC/IRC-2003 and FBC 2004 Hz = 126 (section 1607.1), 20.0 psf. C 244 0 1- 8 1- 8 Design checked for 10 psf non- B 215 94 1- 8 1- 8 concurrent LL on BC. Robbins Engineering, Inc./Online Plus- 0 1996-2006 Version 19.0.028 Engineering - Portrait 6/8/2006 11 11:08 AM Page 1 B 8 l5 )3 W:108 R: 243 Scale: 0.481" = 1' 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 62 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 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"' Hz = 61 Online Plus -- Version 19.0.028 Membr CSI P Lbs Axl-CSI-Bnd RUN DATE: 08-JUN-06----------Top Chords ---------- A -B 0.27 44 C 0.00 0.27 CSI -Size- ----Lumber------------Bottom Chords --------- TC 0.27 2x 4 SP-#2 A -C 0.43 0 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) TL Defl -0.04" in A -C L/999 LL Defl -0.02" in A -C L/999 DL Defl 0.00" at L/999 Shear // Grain in A -B 0.19 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 59 8- 0 1- 8 Design checked for LL on BC Hz = 90 per BOCA (section 1606.2.3), C 231 0 1- 8 1- 8 IBC/IRC-2003 and FBC 2004 B 153 67 1- 8 1- 8 (section 1607.1), 20.0 psf. Robbins Engineering, Inc./Online Plus- 0 1996-2006 Version 19.0.028 Engineering - Pooralt 618/2006 11. 11:08 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: 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 44 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 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 SPT2TY C,J5 8 ENDJO 50000 6 1- 2- 0 0 ENGLE/SPF2TY/M#3723 HO 4-3 HO 2-10-3 TC 1-2-0 5-0-0 2-10-3 3 3 6 I. w:800 W:108 R: 300 R: 230 U: 59 BC 5-0-0 5-0-0 ALL PLATES ARE LOCK20 Robbins Engineering, lnc./Online Plus'" Hz = 61 Online Plus -- Version 19.0.028 Membr CSI P Lbs Axl-CSI-Bnd RUN DATE: 08-JUN-06----------Top Chords ---------- A -B 0.27 44 C 0.00 0.27 CSI -Size- ----Lumber------------Bottom Chords --------- TC 0.27 2x 4 SP-#2 A -C 0.43 0 T 0.00 0.43 BC 0.43 2x 4 SP-#2 TL Defl -0.04" in A -C L/999 Brace truss as follows: LL Defl -0.02" in A -C L/999 O.C. From To DL Defl 0.00" at L/999 TC Cont. 0- 0- 0 5- 0- 0 Shear // Grain in A -B 0.19 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) 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 59 8- 0 1- 8 Design checked for LL on BC Hz = 90 per BOCA (section 1606.2.3), C 231 0 1- 8 1- 8 IBC/IRC-2003 and FBC 2004 B 153 67 1- 8 1- 8 (section 1607.1), 20.0 psf. Robbins Engineering, Inc./Online Plus- © 1996-2006 Version 19.0.028 Engineering - Portrait 6/8/2006 11:11:09 AM Pagel Scale: 0.603" = 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: 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 44 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-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 Robbins Engineering, Inc./Online Plus"" Hz = 36 Online Plus -- Version 19.0.028 Membr CSI P Lbs Axl-CSI-Bnd RUN DATE: 08-JUN-06----------Top Chords ---------- A -B 0.10 26 C 0.00 0.10 CSI -Size- ----Lumber------------Bottom Chords --------- TC 0.10 2x 4 SP-#2 A -C 0.22 0 T 0.00 0.22 BC 0.22 2x 4 SP-42 TL Defl -0.01" in A -C L/999 Brace truss as follows: LL Defl 0.00" in A -C L/999 O.C. From To DL Defl 0.00" at L/999 TC Cont. 0- 0- 0 3- 0- 0 Shear // Grain in A -C 0.17 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) 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 262 48 8- 0 1- 8 Hz = 53 C 218 0 1- 8 1- 8 B 92 40 1- 8 1- 8 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 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: FEC2004 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 26 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 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 1996-2006 Version 19.0.028 Engineering -Pon r a it 6/8/2006 11:11:09 AM Pagel Robbins Engineering, Inc./Online Plus" Hz = 11 Online Plus -- Version 19.0.028 Membr CSI P Lbs Axl-CSI-Bnd RUN DATE: 08-JUN-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 10 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) TL Defl 0.00" in A -C L/999 LL Defl 0.00" in A -C L/999 DL Defl 0.00" at L/999 Shear // Grain in A -C 0.06 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 19 3- 8 1- 8 Design checked for LL on BC Hz = 16 per BOCA (section 1606.2.3), B 48 10 1- 8 1- 8 IBC/IRC-2003 and FBC 2004 C 205 2 1- 8 1- 8 (section 1607.1), 20.0 psf. Robbins Engineering, Inc./Online Plus' © 1996-2006 Version 19. 0.028 Engineering -Pon ra it 6/8/2006 11.11: 10 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: 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 6 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 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 SPF2TY HJ% 4 MONO 91013 4.243 1-10-10 0 ENGLE/SPF2TY/M#3723 HO 3-14 HO 3-9-14 TC 1-10-10 9-10-13 "1. 2x4 B 3-9-14 BC 8 38 39 C 3x3 W:1105 W:108 R: 519 R: 397 U: 86 U: 36 Online Plus -- Version 19.0.028 RUN DATE: 08-JUN-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 9.91 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 9-10-13 9-10-13 ALL PLATES ARE LOCK20 Robbins i::nyineeriny, Inc./Online Plus'" Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 520 87 11- 5 1- 8 Hz = -51 C 398 37 1- 8 1- 8 B 288 100 1- 8 1- 8 Hz = 151 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -D 0.54 714 C 0.00 0.54 D -B 0.54 89 T 0.00 0.54 --------Bottom Chords --------- A -C 0.92 721 T 0.13 0.79 ------------- Webs ------------- D -C 0.29 770 C C -B 0.04 0 T WindLd TL Defl -0.36" in A -C L/292 LL Defl -0.24" in A -C L/443 DL Defl 0.00" at L/999 Shear // Grain in D -B 0.34 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 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 1- 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: 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 770 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 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- G 1996-2006 Version 19,0.028 Engineering - Pontak 6i8/2006 11,11. 11 AM Page 1 ___[ Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SPF2TY H,J5 1 MONO 70014 4.243 1-10-10 0 ENGLE/SPF2TY/M#3723 HO 3-14 HO 2-9-14 46 TC _ 1-10-10 7-0-14_ 2x4 B 4.243 Y 2-9-14 W 108 / R: 235 U: 72 2x4 A C 2x4 W:1105 W:108 R: 374 R: 248 U: 69 BC- - 7-0-14 . 7-0-14 ALL PLATES ARE LOCK20 Scale: 0-577" = 1' Online Plus -- Version 19.0.028 RUN DATE: 08-JUN-06 CSI -Size- ----Lumber---- TC 0.57 2x 4 SP-#2 BC 0.73 2x 4 SP-#2 WB 0.01 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 7- 0-14 BC Cont. 0- 0- 0 7- 0-14 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 0.01 7.1' BC V 0 10 0.0' 7.1' TC V -40 -30 0.0' 17 12 7.1' BC V 0 -10 0.0' 0 4 7.1' 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 Enqineering, Inc./Online PIUSTM Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 374 69 11- 5 1- 8 Hz = -34 C 249 0 1- 8 1- 8 B 235 73 1- 8 1- 8 Hz = 85 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -B 0.57 43 T 0.00 0.57 --------Bottom Chords --------- A -C 0.73 33 T 0.00 0.73 ------------- Webs ------------- C -B O.Oi 0 T WindLd TL Defl -0.13" in A -C L/553 LL Defl -0.05" in A -C L/999 DL Defl 0.00" at L/999 Shear // Grain in A -C 0.30 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 King Jack Loading TC and BC Setback 5- 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: 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 21 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 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'"' © 1996-2006 Version 19.0-028 Engineering -Portrait 6/8/2006 11:1 1:11 AM Pagel