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349 Porchester Dr 07-621 SFRPERMIT ADDRESS CONTRACTOR kll 6717 9 PHONE NUMBER q07 -ZLIg - 3.5 Do PROPERTY OWNER ADDRESS R �,-k-Bl>,CQ. -o- PHONE NUMBER LW? - Zq 4- 315 D O ELECTRICAL CONTRACTOR MECHANICAL CONTRACTO PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE I G SUBDIVISION PERMIT # U7" CQZ I DATE tOls�zoo� PERMIT DESCRIPTION S% ;:::' PERMIT VALUATION SQUARE FOOTAGE n O G 0 v City of -Sanford Certificate of Occupancy This is to certify that the building located at 349 Porchester Dr for which permit number 07-621 has heretofore been issued on December 12, 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. Staff Approval Building: B Oden Engineering & Planning: Date 03/26/07 M Replogle 03/26/07 Public Works: M Watson 03/26/07 Utilities: R Blake 03/26/07 Fire Department: Engle Homes Property Owner Conditions (if blank, no conditions apply) Yy1.'�,.; _ 03/28/07 Building Official Date BP210U01 CITY OF SANFORD 3/27/07 Application Miscellaneous Information Maintenance 9:28:25 Application number . . . . 07 000OU621 Parcel Number 34.19.30.519-0000-0330 Address 349 PORCHESTER Type information, press Enter. 2=Change 4=Delete S=Display Opt Code Date Print Miscellaneous Information _ HISB 3/21/07 FINAL FEMA AND SLAB ON FILE 03/21/07 _ HISB 3/23/07 Y CO Sign Off: HISB 3/23/07 Y P & Z: MR 3.26.07 HISB 3/23/07 Y PW: MW 3.26.07 HISB 3/23/07 Y Util:RB 03.26.07 Bottom F3=Exit F6=Add F12=Cancel 0 1 U.S. DEPARTMENT OF HOMELAND SECURITY ELEVATION CERTIFICATE OMB No. 1660-0008 Federal Emergency Management Agency I Expires February 28. 2009 National Flood Insurance Program Important: Read the instructions on pages 1-8. D -17 - 6 .2-t SECTION A - PROPERTY INFORMATION For Insurance Company Use: Al. Building Owner's Name ENGLE HOMES Policy Number A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Company NAIC Number 349 PORCHESTER DRIVE City SANFORD State FL ZIP Code 32771 A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) LOT 33 KAY'S LANDING PHASE 1, PLAT BOOK 67, PGS. 41-43, SEMINOLE COUNTY, FLORIDA A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.) RESIDENTIAL A5. Latitude/Longitude: Lat. 28.47'46.88"N Long. 81.18'29.48"W Horizontal Datum: ❑ NAD 1927 ® NAD 1983 A6. Attach at least 2 photographs of the building if the Certificate is being used to obtain flood insurance. A7. Building Diagram Number 1 A8. For a building with a crawl space or enclosure(s), provide A9. For a building with an attached garage, provide: a) Square footage of crawl space or enclosure(s) 0 sq ft a) Square footage of attached garage 330 sq ft b) No. of permanent flood openings in the crawl space or b) No. of permanent flood openings in the attached garage enclosure(s) walls within 1.0 foot above adjacent grade 0 walls within 1.0 foot above adjacent grade 0 c) Total net area of flood openings in A8.b 0 sq in c) Total net area of flood openings in A9.b 0 sq in SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION Bl. NFIP Community Name & Community Number B2. County Name B3. State SEMINOLE COUNTY, FLORIDA 12117CO040 I SEMINOLE I FLORIDA B4. Map/Panel Number B5. Suffix B6. FIRM Index B7. FIRM Panel B8. Flood B9. Base Flood Elevation(s) (Zone Date Effective/Revised Date Zone(s) AO, use base flood depth) 120289 0040 APRIL 17, 1995 APRIL 17, 1995 A & X NOT DETERMINED ON FIRM B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in Item B9. ❑ FIS Profile ® FIRM ❑ Community Determined ❑ Other (Describe) Bl 1. Indicate elevation datum used for BFE in Item 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 ❑ CBRS ❑ OPA SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) Cl. Building elevations are based on: ❑ Construction Drawings' ❑ Building Under Construction' ® Finished Construction 'A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations -Zones Al-A30, AE, AH, A (with BFE), VE, V1-V30, V (with BFE), AR, AR/A, AR/AE, AR/A1-A30, AR/AH, AR/AO. Complete Items C2.a-g below according to the building diagram specified in Item A7. Benchmark Utilized LOCAL Vertical Datum NGVD 1929 Conversion/Comments N/A Check the measurement used. a) Top of bottom floor (including basement, crawl space, or enclosure floor)_ 36.74 ® feet ❑ meters (Puerto Rico only) b) Top of the next higher floor N/A. ❑ feet ❑ meters (Puerto Rico only) c) Bottom of the lowest horizontal structural member (V Zones only) N/A. ❑ feet ❑ meters (Puerto Rico only) d) Attached garage (top of slab) 36.14 ® feet ❑ meters (Puerto Rico only) e) Lowest elevation of machinery or equipment servicing the building 36.19 ® feet ❑ meters (Puerto Rico only) (Describe type of equipment in Comments) f) Lowest adjacent (finished) grade (LAG) 35.7 ® feet ❑ meters (Puerto Rico only) g) Highest adjacent (finished) grade (HAG) 36.2 ® feet ❑ meters (Puerto Rico only) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. I certify that the information on this Certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. ® Check here if comments are provided on back of form. Certifier's Name RONALD W. HERR, PLS License Number LS#4907 Title PROFESSIONAL SURVEYOR & MAPPER Company Name IBI GROUP, INC. Address 2603 MN3LAND CENTER PAR)<WAY City MAITLAND State FL ZIP Code 32751 Date 03-19-07 FEMA Form 81-31, February 2006 See reverse side for continuation. Replaces all previous editions IMPORTANT: In these spaces, copy the corresponding information from Section A. For Insurance Company Use:. - Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number 349 PORCHESTER DRIVE City SANFORD State FL ZIP Code 32771 Company NAIC Number SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. Comments F.I.R.M. WAS SOLE SOURCE UTILIZED FOR FLOOD PLAIN DESIGNATION AND BASE FLOOD ELEVATION. MACHINERY SERVICING BUILDING WAS THE A/C PAD. Date 03-19-07 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 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. 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 I G5. Date Permit Issued I G6. Date Certificate Of Compliance/Occupancy Issued G7. This permit has been issued for: ❑ New Construction ❑ Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building: _❑ feet ❑ meters (PR) Datum G9. BFE or (In Zone AO) depth of flooding at the building site: ❑ feet ❑ meters (PR) Datum Local Official's Name Title Community Name Telephone Signature Date -Comments l; FEMA Form 81-31, February 2006 Replaces all previous editions ❑ Check here if attachments FEMA Form 81-31, February 2006 Replaces all previous editions Building Photographs See Instructions for Item A6. For Insurance Company Use: Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number 349 PORCHESTER DRIVE City SANFORD State FL ZIP Code 32771 Company NAlCNumber If using the Elevation Certificate to obtain NFIP flood insurance, affix at least two building photographs below according to the instructions for Item A6. Identify all photographs with: date taken; "Front View" and "Rear View"; and, if required, "Right Side View' and "Left Side View." If submitting more photographs than will fit on this page, use the Continuation Page, following. Check here if attachments FEMA Form 81-31, February 2006 Replaces all previous editions Building Photographs Continuation Paqe For Insurance Company Use: Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number 349 PORCHESTER DRIVE City SANFORD State FL ZIP Code 32771 If submitting more photographs than will fit on the preceding page, affix the additional photographs below. Identify all photographs with: date taken; "Front View" and "Rear View"; and, if required, "Right Side View" and "Left Side View." D'y - & .P-/ C November 7, 2005 City of Sanford Building Division PO Box 1788 Sanford, FL 32772-1788 To Whom It May Concern: Re: Lot 33 - 349 Porchester Drive, Sanford, FL 32771 The finished floor elevation of the structure located at 349 Porchester Drive, Sanford, FL 32771, Lot 33, Kays Landing Phase 1 meets or exceeds the requirements set forth in the City of Sanford Code Chapter 6, sec. 6-7(a). Sincerely, CCL / IBI Consultants, Inc. a division of IBI Group David M. Bruno, P.S.M. Manager of Survey — Central Florida Region DMB / sd 2603 Maitland Center Parkway, Suite C, Maitland, Florida 32751 USA (407) 660-2120 FAX (407) 660-9070 CCUIBI Consultants, Inc. is a Division of IBI Group o-7-6�-1 CCL CONSULTANTS, INC. AUTHORIZATION #L85610 ENGINEERS SURVEYORS PLANNERS 2603 MAITLAND CENTER PARKWAY SUITE C MAITLAND. FL 32751 (407) 660-2120 III;!! a POMPANO BEACH ORLANDO TAMPA JUPITER WWW CCL -POMPANO .COM WWW.CCL-ORLAVDO.COM ENGLE KAY' S LANDING PHA BEARINGS BASED ON THE WEST LINE NA77ONAL FLOOD INSURANCE PROGRAM OF THE NORTHEAST 114 OF SECTION J4, COMMUNITY NUMBER 12117C TOWNSH/P 19 SOUTH, RANGE JO EAST, PANEL NUMBER 0040 E S£M/NOLE COUNTY, FLORIDA. BE/NC MAP REV/S/ON 411711995 N00'14'40'W, AN ASSUMED MERIDIAN I FLOOD ZONE X AND A NO BASE FLOOD ELEVATION SHOWN, o INDICATES 5/8' IRON ROD SET WITH NUMBER L E G E N D L85610 CAP, UNLESS OTHERWISE NOTED L.B. - LICENSED BUSINESS R- RADIUS NLD SET NAIL AND DISC LBN5610 L- ARC DISTANCE C- CENTRAL ANGLE PC POINT OF CURVATURE PCC POINT OF COMPOUND CURVATURE A/C AIR CONDITIONER SLAB PI • POINT OF INTERSECTION F CENTERLINE PRC POINT OF REVERSE CURVATURE O.E. - DRAINAGE EASEMENT ® - EXISTING LOT ELEVATION L.M.E. - LAKE MAINTENANCE EASEMENT U.E. : UT'LITY EASEMENT F.F. FINISH FLOOR SCALE: 1' a 30' 25 NOD L.B. 5610 EL. 34.46' O p T. ~ I o .�i 2 N&D I L.B. 56/0 25' I v 0 I0 0 N N I O 0 0 35.5 3a.81 JU 89'52'58 E I `'• O C � N 35.5 � 7. 7' o-. 5.5' - -I- -� - �w 1.7' � I n A \, � 15.5 __-- 21.7 to 89'S2 5IT I 35.16 LOT 32 1 5' D.E. 55. J' Cx LOT 33 ONE STORY RESIDENCE ® J49 F.F. EL. J6.74' GAR. EL. 36.14' LOCATION SKETCH (NOT TO SCALE) I I I < I I 27.5' O O O O N TRACT "O" m CT) ^' O 42.3' L27.5' O O 117.00 35.7 3a.9 LOT 34 I LEGAL D£SCR/PT/ON.' Lot 33, Kays Landing Phase 1, according to the Page 41-43, of the Public Records, Seminole County, Plot thereof, as recorded in Plot Book 67, at Florida. NOTES: 1. O UNLESS I BEARS THE SIGNATURE AND THE ORIGINAL RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER THIS 4. LANDS SHOWN HEREON WERE NOT ABSTRACTED BY CCL CONSU O ORAWING, SKETCH, PLAT OR MAP IS FOR INFORMATIONAL LTANTS INC. FOR EASEMENTS AND OR RIGHTS- OF -WAY RECORD. PURPOSES ONLY AND IS NOT VALID. ADD177ONS OR DELETIONS TO SURVEY MAPS OR REPORTS BY OTHER THAN THE SIGNING 5 LOCA7704'5 ARE LlM:TEG TO V/S!PLE IMPROVEMENTS ONLY. PARTY OR PARTIES /S PROHIBITED WITHOUT WRITTEN 6. THIS 'URVEY DOES NOT REFLECT OR DETERMINE OWNERSHIP. O CONSENT OF THE SIGNING PARTY OR PARTIES. 7. THIS SURVE.e F.XC'_'EDS'THF. M/N/MUP CLOSURE ACCURACY 2. TIES ARE TO THE ABOVE GROUND FOUNDATION OF BUILDING FOR A *SUBURSAN SURVEY. AS REOUIR£D /N 61G17-6.003 1 �1 J J. PLAT AND RECORDED DIMENSIONS ARE THE SAME OF FLORIDA A41NIMI/M. TECHNICAL STANDARDS, AS MEASURED UNLESS OTHERWISE NOTED. 8. ELEVATIONS BASED ON LOCAL SITE BENCH MARKS AS REVISIONS GATE BY PLOT PLAN PE D BY.PLAT77NG SURVEYOR; 8/29/06 JAM FOUNDATION 1/3/07 JAM + L.J FINAL 3/12/07 JAM ALD W,� HERR, PLS PROFESSIONAL SURVEYOR and MAPPER #4907 STATE OF FLORIDA o' o a Z DATE OF SURVEr pRgWsv CHECKED FIELD 2/27/07 BY JAM 8Y RWH BOOK 700/J5 CITY OF SANFORD PERMIT APPLICATION �y Permit # : 6 Y) C0 .lob Address: Date: Description of Work: /- D iN Historic District: "Zoning: Value of Work: s Permit Type: Building Electrical V 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 & Sever Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial _ Occupancy Type: Residential `✓ Commercial Industrial Total Square Footage: Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required for other than X) Parcel #: (Attach Proof oof-Ownership & Legal Description) Owners Name & Address: �na�� /%L' ��>� S ( n��t'�«Te ��vc� ✓mot.'/� c�L� Phone: Contractor Name & Address: f�� .Sn7a.• f �1 �'� � ul/� if1 ,� /�i g , - ✓�� _9 e /2z ' Wp , L w % State License N-�umber: Phone & Fax: y0i ��" Od':t S�C %'�7['/ S> j' Contact Person: Z—"," es Xy U/;t Z• Phone: �CI7- 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 of Florida Lien Law. FFSS 713. Signature of Owner/Agent Date tgnal a of ontnctor gent Date Print Owner/Agents Name Print Co aclor,Agem-s Name Signature of Notary -State of Florida Date Signature ry-State of Florid. Date X ly, Bonny G Logan My Commission DD201551 Owner Agent is _ Personally Known to Me or onticn, or gent is VPerally KnownerExpires May 17 2007 Produced ID _ teedID APPLICATION APPROVED BY: Bldg: (Initial & Date) Special Conditions: Zoning: (initial & Date) Utilities: FD: (Initial & Date) (Initial & Date) ,$53 (ATN' OF SANFORD PERMIT APPLICATION Permit H fob Address (0 2- Description of Work: ( X.' f k9 I{istoric District: Zoning: Date: &-Pu^ L&_W -To(al Square Footage Value of Work: $ L Ierx--)0fn Permit Type: Building Electrical Mechanical %/ Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service - H of AMPS AdditiordAlteration Change of Scrvicc Temporal)- Pole Mechanical: Residential Non -Residential Replacement Ncw (Duct Layout & Energy Colic. Required) Plumbing/ New Commercial: 4 of Fixtures H of Water & Scwcr Lines H of Gas Lines Plumbing/New Residential: N of Watcr Closets Plumbing Repair - Residential or Commercial Decupancy Type: Residential / Commercial Industrial Construction Type: �H of Stories: H of Dwelling Units: Flood Zone: (FEMA form required ) owners Name & Address: E/ _a LE .+, rv� n _ I Y1• r�✓ STtti I'hone. 1, i -. 1,i i� t t [�� contractor Name & Address f t oh lu'` a ST M—,1r Ulr%.tI-, toil; l l �`110 '„Jr�n Slate License Number: r ?bone & Fax: Contact Person: iC ey Phone: 3onding Company: \ddress: 11orlgagc Lcndcr. \ddress: 1 rchitect/Enginecr: \ddress: I'llone. Fa X: ypplication is hereby made to obtain a permit to do the work and installations as indicated I ccttifv that no wort; or uutallation has corrtntcnced prior to the ssuanee 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 Icurnit must be secured for ELECTRICAL_ WORK, PLUMBING, SIGNS, WELLS, 1100I. S, FURNACES, BOILERS, HEATERS, TANKS, and UR CONDITIONERS, etc. )WNER'S AFFIDAVIT: I certify that all of the foregoing infuriation is accurate and that all work will he done in compliance with all applicable laws regulating onstruction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORI) A NOTICE OF COMMENCEMENT• MAY RESULT IN YOUR PAYING 'WICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND 1-0 0131-AIM FINANCING. CONSULT WITH/ UK 1-1=N ER OR AN tTTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. IOTICE: In addition to the requirements of this pennit, there may be additional restrictions applicable to th* pro y that ay be.found ' t the public records of tis county, and there may be additional permits required from other governmental entities such as water ana + intent di iGs state ag • tics, qr federal agencies. �eceplancc of permit is verification that I will notify the owner of the property of the requirement • 6t I I aVLicn_aw•S 713. Signature of Owner/Agent Date i lure ofContfaclol/Agent Date ROBERT G. DELLO 91ISSO Print Owner/Agent's Name Print ntractor/Agent's Narnc /Io/cV Signature of Notary -State of Florida Datc Signature of Notary -State of Florida Date Owner/Agent is _ Personally Known to Me or Produced ID PPROVALS: ZONING: ;)ecial Conditions: cv 03/2006 UI'IL: Contractor/Agent is personally Known to Me or Produced !D ENG: 131-DG: ?:'ryc MIRINDA C. T�RNER?:'rycMY COMMISSIO4 DC 212893 'a EXPIRES: June 14, 2007 %� of n°:° Bonded Thru Notary Public Underwriters . 3 P671-1� CCL CONSULTANTS, INC. AUTHORIZATION #LB5610 ENGINEERS SURVEYORS PLANNERS 2603 MAITLAND CENTER PARKWAY SUITE C MAITLAND, FL 327S1 (407) 660-2120 POMPANO BEACH ORLANDO TAMPA JUPITER WWW.CCL-POMPANO.COM WWW.CCL-ORLANDO.COM NATIONAL FLOOD INSURANCE PROGRAM COMMUNITY NUMBER 12117C PANEL NUMBER 0040 E MAP REVISION 411711995 FLOOD ZONE X AND A NO BASE FLOOD £LEVA77ON SHOWN. L E G E N D R- RADIUS L- ARC DISTANCE A- CENTRAL ANGLE A£/C CENTERAIRDONE ITIONER SLAB O.E. 72 EASEMENT L.M.E. LAKE MAINTENANCE EASEMENT U.E. UTILITY EASEMENT F.F. FINISH FLOOR 25' NAD LB. 5510 EL. 34.46' Q Q old C N&D L.B. 5610' EL J4.67 25' LEGAL DESCRIPTION: KA Y' S LANDING PHA BEARINGS BASED ON THE WEST LINE OF THE NORTHEAST 1/4 OF SEC770N J4, TORNSHIP 19 SOUTH, RANGE JO EAST. SEMINOLE COUNTY, FLORIDA, BEING N0074'40'W, AN ASSUMED MERIDIAN i 0 INDICATES 5/8' IRON ROO SET WITH NUMBER L8 6610 CAP, UNLESS OTHERWISE NOTED L.B. LICENSED BUSINESS NLD a SET NAIL AND DISC LB05610 PC a POINT OF CURVATURE PCC • POINT OF COMPOUND CURVATURE PI . POINT (IF INTERSECTION PRC POINT OF REVERSE CURVATURE ® — EMSTING LOT ELEVATION SCALE: I' a 30' I LOCATION SKETCH I i (NOT TO SCALE) I I I I I I � � / ^ T I N O � L.V I it (n O 1 O N m N 89'52'58" E 117.00'1 ROD & CAP 68 Z _ _ _ 0 5' O.£. 0 27.5' O I _ cNn 6.77 55.J' 56,76, N I O w O I O Q T I fV I 1\7.7 L.L/ I O _ II 25.5' �' I ?v FOUNDATION p N TL) A T •• /1" / - I---- 1.7' p m CD O I I 6.7J O -_ s.s --- 21.7' ti 56.7812L27.5' O O — — — — 41.J' O 0 5' D.E. c O S 89'52 58 W t 117.00 ROD & CAP I L.B. 68 I I I I Lot 33, Kays LandJng Phase 1, according to the Plat thereof, as recorded in Plat Book 67, at Page 41-43, of the Public Records, Seminole County, Florida. O NOTES I. UNLESS IT BEARS THE SIGNATURE AND THE ORIGINAL RAISED 4. LANDS SHOWN HEREON WERE NOT ABSTRACTED BY O SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER THIS CCL CONSULTANTS INC. FOR EASEMENTS' AND OR RIGHTS - DRAWING, SKETCH, PLAT OR MAP IS FOR INFORMA17ONAL OF -WAY OF RECORD. PURPOSES ONLY AND IS NOT VALID. ADDITIONS OR DELETIONS 5. LOCATIONS ARE. .1AI/TED TO VISIBLE IMPROVEMENTS ONLY. TO SURVEY MAPS OR REPORTS BY OTHER THAN THE SIGNING 6. THIS SURVEY DOES WINOT' RF_FLECT OR DETERMINE OWNERSHIP, O CONSENT OF THE G PARTY OR PARTIES 7THIS OR PARTIES IS PROHIBITED WITHOUT WRITTEN . Sl/RVEY fXCEEP•`; .THE MINIMUM CLOSURE ACCURACY ' 1 J F-r.Y A St;&URSAN SURVEY AS REOUIRED IN 61G17-6.00J L 2. A£S ARE TO THE ABBOVEOVEGROUND FOUNDATION OF BUILDING Cr' FLCRIDA H1!V!AU,AJ TECFINICAL STANDARDS J. PLAT AND RECORDED DIMENSIONS ARE THE SAME 8. ELEVATION$ BASED ON LOC .' SIT, BENCH MARKS AS AS MEASURED UNLESS OTHERWISE NOTED. ?R O DY.PLAT)I!VC REVISIONS DATE BY ; PLOT PLAN 8/29/06 JAM FOUNDATION 1/3/07 JAM ROB Y D WY' HERR, PLS O d PROFES:IG!JAL SURVE R cnd MAPPER #4907 STATE OF FLORIDA o_ z DATE OF SERVE'/ DRAWN " CHECKED FIELD 1/2/07 BY ' JAM I BY DS8 I BOOK 704165 21612024 28488 ' ENGLE HOMES 33 KAYS LANDING CITY OF SANFORD PERMIT APPLICATION 349 PORCHESTER DR STANFORD 2000 07-621 Permit # : 0 -'' ,,nn a l 1Date: 2 Job Address: 3`-1"'I a Cr1QSElr lY Description of Work: Historic District: Zoning: Value of Work: Permit Type: Building Electrical X Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS o _a-) Addition/Alteration Change of Service Temporary Pole d . 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: '�DEI:5 Construction Type: _L_ # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required for other than X) Parcel q: r r L' n,�,/ n (Attach Proof of Ownership & Legal Description) Owners Name & Address: I" .0 G L E— / �1 lit + 7C' , Phone: _ 3.�7g1 Bonding Company: Address: Mortgage Lender: _ Address: Archltect/Englneer:' 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 da n Law, FS 713. )1�%7 Signature of Owner/Agent Date Signature ofContractor/Age Date qcbur± N ' Print Owner/Agents Name Contractor/Agent's Fame . jla, p Signature of Notary -State of Florida Daie.. Signature of Notary -State of ort . Nota00bl'ic State of Florida +Q Pamela S Temus, ci My Lummission 0.1)437139 1/o► a Expires 0a/07/2009 Owner/Agent is'_ Personally Known to Me or Produced ID - APPLICATION APPROVED BY: Bldg: Zoning: (Initial & Date) Special Conditions: Contractor/Agent is Produced ID _ (Initial & Date) Utilities: go (Initial & Date) (Initial & Date) CITY OF SANFORD PERMIT APPLICATION Permit # Job Address: 10��-bZ 1 Description of Work: Historic District: Zoning: Value of Work: Date: I Z I ZCi�b 0.03 Permit Type: Building Electrical Mechanical Plumbing —K 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 Commertdal: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair - Residential or Commercial _ Occupancy Type: Residential Commercial Industrial Total Square Footage: Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required for other than x) Parcel #: (Attach Proof of Ownership & Legal Description) Owners Name & Address: �_ (--IV Phone: ContractorNatA9MWIWM8U&%W4NQ4C P 0 501.K 1117 State License Number: C 1%— C Dt 7 RR SANFORO, FLORIDA:3?.772 111 . Phone & Fax: (407) 323-75!1 j Contact Person " -ADVANTACMF, PLUMBING, INC Bonding Company. ' . . P 'O - Q0.L111-7 Address: Ot' F*14FORD, FLORIDA 32772 1117 Mortgage Lender: (407)_�23=7513 Address: Architect/Englneen Phone: Address: Fax: Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that -all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws ,,-* •lathg . construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN 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 requireme f ien Law, FS 713. l %db Signature of Owner/Agent Date Signatur of Co Date Print Owner/Agent's Name Print Conrmetor/Agent's Name Signature of Notary -State of Florida Date Signature of Notary -State of lorida Date Owner/Agent is _ Personally Known to Me or Produced ID APPLICATION APPROVED BY: Bldg: (Initial & Date) Special Conditions: Zoning: MARTHA Y. HALL Contractor/Agent is Personally Known NQ/a Public, State of Florida _ Produced ID t y comm. exp. Feb. 1, 2008 Comm. No. DD 258139 Utilities: FD: (initial & Date) (Initial & Date) (initial & Date) COUNTY OF SEMINOLE IMPACT FEE STATEMENT ISSUED BY CITY OF SANFORD STATEMENT NUMBER 106-75170 fgI LATE: 10('!2 BUILDING PERMIT NUMBER:.-C-:2/(CITY) COUNTY NUMBER: UNIT ADDRESS: ,> L t E I TRAFFIC ZONE: JURISDICTION: 06 CITY OF SANFORD SEC: 511 TWP: /12 RNG: 3� PARCEL: SUBDIVISION: g, , . i•i P TRACT: PLAT BOOK: .� PLAT BOOK PAGE: BLOCK: LOT: OWNER NAME: ADDRESS: APPLICANT NAnQ ADDRESS: >1 ". L LAND USE CATEGORY: 001 - Single Family Detached House TYPE USE: Residential WORK DESCRIPTION: Single Family House: Detached - Construction FEE BENEFIT RATE FEE UNIT RATE PER * d TYPE TOTAL DUE TYPE DIST SCHEDULE DESC. UNIT OF UNITS ROADS -ARTERIALS CO -WIDE 0 dwl unit $ 705.00 1 $ 705.00 ROADS -COLLECTORS NORTH 0 dwl unit $ 000.00 1 $ 000.00 LIBRARY CO -WIDE 0 dwl unit $ 514.00 1 $ 54.00 SCHOOLS CO -WIDE 0 dwl unit $1,384.00 1 $ 1,384.00 AMOUNT DUE $ ?,7,143.00 STATEMENT �) RECEIVED BY: y �-� `r'� ('� �rr ` SIGNATURE: (PLEASE PRINT NAME) DATE: UG NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND 1 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 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. 'C PAYMENT SHOULD BE MADE TO: CITY OF SANFORD \v BUILDING DEPARTMENT 300 NORTH PARK AVENUE 1 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. 7 ***THIS STATEMENT IS VALID ONLY IN CONJUNCTION,WITH ISSUANCE OF A*** *******************SINGLE FAMILY BUILDING PERMIT******************** S ►,.�� II.��k% � ""�'�" ECEIVED CITY OF SANFORD PTRMIT AP ATION " Permit # V2!/1 _ n . - , Date: Job Address: 3�9 J�-�'�` 3� Description of Work: Eriart-. f_nnr-rPtP R1n(-lc SFR ottalSquareFootage 3a s Historic District: No Zoning: Value of Work: $^t, I C-) - . Permit Type: Building X Electrical _ Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service - # of AMPS Addition/Alteration Change of Service Temporary Pole _ Mechanical: Residential X 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 X Commercial Industrial �( A Construction Type: 9# of Stories: / # 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) 749-19nn Contractor Name&Address: William Colby Franks 11301 Corporate Blvd., #303, Orlando State License Number: CGC1507971 Phone& Fax: 407-249-3500/407-313-r1Cpr�tAt`P§17 Valerie/Ke Phone: 407-249-3500 Bonding Company: N/A 4 Address: Mortgage Lender: Address: Archltect/Engineer: Residential Design Services Phone: 4n7-946-1 n8n Address: 3301Bartlett Blvd.. Orlando 32811 Fax: 407-2460-0n94 Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. ON TICS: In addition to the requirements of this permit, there may be additional restrictions applicable to this operty 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 man ement districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requi tKI is oft�d ien w, FS 713. // /off IOIv Signature of Owner/Agent Date u e o ontractor/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is _ Personally Known to Me or _ Produced ID APPROVALS: ZONING: f%'il 1/40O6,UTIL: Special Conditions: Wiliam Colby Franks Print Con[ractor/Agent's Name Signature of Notat .. of Florida Valerie L 15 hQr MYCOMMICSION# DD205915 EXPIRES May 25, 2007 IN", BONDED THRU TROY FAIN INJURANU Contractor/Agent is _)L Personally Known to Me or ZI Produced ID FD: ENG: %* BLDG:_� Rev03/2006 S X a W� a441,&4 ^�(� Lr i O c4. �A I' J 1 3 S% YY ` O � - V I �� NOTE: 00 Add ; 4t&...-, ,_D ; Arry io tas n c u 6,A,+ t KA *c d- 0 Pt, f► 6 s I Ss� �o0 /S I IN 1/11111111 li 111 II 11111111 II III II 11111 III 1111111 III 1 IIII Permit Number Parcel Identification Number Prepared by: Valerie Furrer / Kekalani Vazquez Return to: Engle Homes Orlando 11315 Corporate Blvd ste 250 Orlando,Fl 32817 NOTICE OF COMMENCEMENT State of FLORIDA C f SEMINOLE MARYANNE MORSE, CLERK OF CIRCUIT COURT SEMINOLE COUNTY BK 06467 Pg 01751 Q pg ) CLERK'S # 2006174158 RECORDED 11/02/2006 09:20:37 AM RECORDING FEES 10.00 RECORDED BY H Bailey OERTIFIEO COORSEt MP, CLERK D C 1ORIDA SEM CLF BY DEP�TM ounty o Nn� 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-3�, Twsp-11 Rge-30, PB-67, Pages-41-43, Lot#33 - 31I9 A4 c� � 2. General description of Improvement(s) Single Family Residence 3. Owner information Name Engle Homes/Orlando Inc. Telephone Number - 407-281-4480 Address 11315 Corporate Blvd. #250 Fax Number 407-281-7766 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 11315 Corporate Blvd #250 Address Orlando,Fl 32817 6. Surety (if any) Name Address 7. Lender (if any) Name N/A Address Telephone Number 407-281-4480 Fox Number 407-281-7766 Telephone Number Fax Number Amount of bond $_ Telephone Number Fax Number N/A 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/Orrando 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 ne year from the date of recording unless a different date is specified): Date Signed SlgnAfijre of Owner Note: per §713.13(1)(g), "owner must sign ...and no one else may be permitted to sign in his or her stead." Sworn to and subscribed before me this /-5jL day of .�>-rt�X�O �G' by William Colby Franks who Is X personally known to me OR produced as identification. Signature of Notary (notarial seal to appear below) Form Revised: 1210D for 19 to 20_ w� "`• Valerie L Furrer .: MYCOMMISSION# DD205915 EXPIRES • �= May 25, 2007 80NDEDTHP.0TROY FAIN INSUPAriCi ML 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-ORIA#VDO. COM a . KAY'S LANDING PHA ENGLE BEARINGS BASED ON THE WEST LINE NA ROYAL FLOOD INSURANCE PROGRAM OF THE NORTHEAST 114 OF SEC7701V 34, COMMUNITY NUMBER 12117C TOWNSHIP 19 SOUTH, RANGE JO EAST, PANEL NUMBER 0040 E SEMINOLE COUNTY, FLORIDA. BEING MAP REVISION 411711995 N0074'40-W, AN ASSUMED MERIDIAN 9 FLOOD ZONE X AND A NO BASE FLOOD ELEVATION SHOWN. 0 INDICATES 5/8- IRON ROD SET WITH NUMBER L85610 CAP, UNLESS OTNERVASE NOTED L E G E N D L.B. - LICENSED BUSINESS R- RADIUS NLD - SET NAIL AND DISC LB15610 L- ARC DISTANCE PC - POINT OF CURVATURE KC - POINT OF COMPOUND CURVATURE 6- CENTRAL ANGLE A/C AIR CONDITIONER SLAB PI - POINT OF INTERSECTION CENTERLINE PR C POINT OF REVERSE CURVATURE FC IN Y.E. - DRAAGE EASEMENT ® - PROPOSED LOT ELEVATION L.M.E. - LAKE MAINTENANCE EASEMENT U.E. - UTILITY EASEMENT F.F. FINISH FLOOR SCALE: I" - 50' I 1 I PLANS REVIEWED OF SANFORD I 1 25' VI O � O i 1,C > O ^' 34.6 m S 89.52-58" W !2 I — — N)- 1 Q 6.50' J5.50' O S 89* 67' 1.67' I /%7 L. V I 35.2 11' 5' D.£. 55.JJ' a "STANFORD 2000" R £LEVAT70N 1 (50.00' x 64.00 ) 29731sq.It. F.F. ELEV. 36.00' ' 1.67' _ _ 41.JJ' VC Pod 5' D.f. W 35.4117.0E LOT: 7,020tsq.ft. LOCATION SKETCH (NOT TO SCALE) OFFICE I1f 7 i' T 0 27.50'_ Z O o „• O o O +. 17.50' O o O y1 CA O 27.50' Q NOTE: BUILDING WILL BE STAKED AS SHOWN LEGAL D£SCR/PRON. Lot 33, 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, Florido. O NOTES: (SKETCH AND LECAL ONLY, NOT A SURVEY,! O I. UNLESS IT BEARS THE SIGNATURE AND THE ORIGINAL RAISED 2. LANDS SH0.4N HEREON. -%)7r NOT ABS,RACTEO SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER THIS BY CCL CONSULTANT$ INC. FOR E.4SCK`.T$ AND O DRAWING, SKETCH, PLAT OR MAP IS FOR INFORMATIONAL RIGHTS -OF -WAY OF REI:ORO.; PURPOSES ONLY AND IS NOT VALID. ADDITIONS OR DELE77ONS J. DATA SHO.'W HEREON WAS COMPILED FROM OTHER ' L1 J TO SURVEY MAPS OR REPORTS BY OTHER THAN THE SIGNING PARTY OR PARTIES IS PRowanE0 WITHOUT WRITTEN INSTRUM£NIS AND DOES NOT�N3fT7L7E�iI'. D SURVEY CONSENT OF 1H£ SIGNING PARTY OR PAR77ES AS SUCH. REVISIONS DATE BY i PLOT PLAN 8/29/06 JAM "I - I DAY,?-,, A . ; I i RUR-0-, P.S.M 0 o I PR15FES.SIONAL SURVE OR MAPPER 15670 STATE OF FLORIDA a Z ATE OF SKETCH DRAWN CHECKED FIELD 14 8/29/06 BY JAM BY DMB BOOK N/A 11--Fv1 ,.--/MvT, LOT U.S, DEPARTMENT OF HOMELAND SECURITY Federal Emergency Management Agency National Flood Insurance Program ELEVATION CERTIFICATE Important: Read the instructions on pages 1-8. SECTION A - PROPERTY INFORMATION OMB No. 1660-0008 Expires February 28. 2009 A2. Building Street Address (includin t., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. 34ri QoR��r's iER ��UC y� City 5A N Fc>f? D State P L ZIP Code A3 Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc. LoT KAYS LANl71t�lGJ PHAsE PLAL �ooK G�i 1��1GE 41-4-% A4. Building Use (e.g., Residential, Non -Residential, AdditioNAccessory, etc.) RES i l7 E _ T 1 AJ— A5. Latitude/Longitude: Lat. `6ng. ' Horizontal Datum: ❑ NAD 1927 ❑ NAD 1983 A6. Attach.at least 2 photographs of the building If the Certificate is being used to obtain flood Insurance: . A7. Building Diagram Number- A8. For a building with a crawl space or enclosure(s), provide: A9. For a building with an attached garage, provide - a) Square footage of crawl space or enclosures) R a + sq ) Square footage of attached garage 3C - sq R b) No. of permanent flood openings in the crawl space or b) No. of permanent flood openings in the attache !garage enclosure(s) walls within 1.0 foot above adjacent grade _0 walls within 1.0 foot above adjacent grade ©© c) Total net area of flood openings in A8.b _en� sq in c) Total net area of flood openings in A9.b sq in SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION' k Bt. NFIP Community Name &Community Number 62. County Name B3 S�� GtTY of SAN FORD 1202 S F�It�l01_E FL B4. Map/Panel Number 85. Suffix B6. FIRM Index B7. FIRM Panel B8. Flood . B9. Base Flood Elevation(s) (Zone 121 I} C.0040 E Date I o4 14t")�5 Effective/Revised Date OA.&+ 1D�5 Zone(s) X i� AO, use base flood depth) ^I rndi.�re.l.e a1n f.1- _ e_ pn1D A -•-- •••- -•-•- •••� w.., ..o ,o —56 r-louu Eivvauon tort:/ dais or base hood depth entered in Item B9. ❑ FIS Profile ❑ FIRM ❑ Community De fined 0 Other (Describe) B`( P LIATT I N y S J (Zy C Y O Iz 811. Indicate elevation datum used for BFE in Item 69: rJ NGVD 1929 - ❑ NAVD 1988 -]Other (Describe) 145 u m B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? El Yes No Designation Date ❑ CBRS ❑ OPA C1. C2. t... . st_c I IUN G - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) Building elevations are based on: Xqu onstruction Drawings' ❑ Building Under Construction' ❑ Finished Construction A new Elevation Certificate will be dwhen construction of the building Is complete. Elevations -Zones Al-A30, AE, AH, A (with BFE), VE, Vi-V30, V (with BFE), AR, AR/A, AR/AE, AR/At-A30, AR/AH, AR/AO. Complete Items C2.a-g below according to the building diagram specified in Item A7. Benchmark Utilized J—QGp` Vertical Datum fV 4 V t it' Q Conversion/Comments N Q N 15- Che the measurement used. / ) 4 . . a) Top of bottom floor (including basement, crawl space, or enclosure floor) (0 ,--0 ttL--'��I faet I - ❑meters (Puerto Rico only) b) Top of the next higher floor me U feet ❑ ters (Puerto Rico only) c) Bottom of the lowest horizontal structural member (V Zones only) N A ._❑ feet ❑ meters (Puerto Rico only) d) Attached garage (top of slab) N_❑ feet ❑ meters (Puerto Rico only) e) Lowest elevation of machinery or equipment servicing the building _❑ feet []motors (Puerto Rico only) (Describe type of equipment In Comments) 0 Lowest adjacent (finished) grade (LAG) _❑ feet ❑meters (Puerto Rico only) g) Highest adjacent (finished) grade (HAG) ._❑ feet ❑ meters (Puerto Rico only) . OtV I IVN U - SUKVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation Information. I certify that the Information on this Certificate represents my best efforts to Interpret the data available. -- I unde tend that any false statement may be punishable by fine or Imprisonment under 18 U.S. Code, Section 1001. r'S^A Check here If comments are provided on back of form. II Certifier's Name License Number 1 �� WiCSoN E. WQy �sM 2$$S Title Name e MAAIA61 e_4 2T, Y - - — a--B 16t Qo kJ P I Ut- I ' 2l00 %h,4IT0QND, C1 W11( &A,A1 LAr� oa�ca FL cirk;ooe32}5 � Signature _ Date Telephone L ' s �6 l �, G Go - ZI Z-O FEMA Form 81-31, February 2006 See reverse side for continuation. Replaces all previous editions IMPORTANT: ' In these spaces, copy the corresponding Information from Section A. Building Street Address (Including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. City State ZIP Code SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) Insurance agent/oompany, and (3) building owner. Comments H E A-r Pot A P S LAS E L;~ V A Tj 0 Date 816 SECTION(E---Bl ING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zones AO and A (without BFE), complete items E1-ES. 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 Rloo 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 glade (HAG) and the lowest adjacent grade (LAG). a) Top of bottom floor (including basement, crawl space, or enclosure) Is _ ❑ feet ❑ meters ❑ above or Hbolow below the HAG. Elb) Top of bottom floor (Including basement, crawl space, or enclosure) Is feet Elmeters ❑ above or the LAG. E2: Fot Building Diagrams 6-8 with permanent flood'openings provided in SectlQn-A Itemst-and/or 9 (see a e 8 of Instructions); the next higher floor (elevation C2.b in the diagrams) of the building Is _ ❑ feet [I meters ❑ above or Lbelow tha HAG. E3. Attached garage (top of slab) Is ❑ feet ❑ meters ❑ above or ❑ below the HAG: E4. Top of platform of machinery and/or.equipment seivicng the building is _ ❑feet ❑ meters ❑ above or E]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. Pioperty Owner's or Owner's Authorized Representative's Name Address City State ZIP Code Signature Date Telephone Comments The local official who Is authorized and G of this Elevation Certificate. ❑ Check he. If attachments SECTION G -COMMUNITY INFORMATION (OPTIONAL) or ordinance to administer the comrnunfty's floodplain rrianag6fthfordinance can complete Sections A. B. C (or E), ete the applicable ftem(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' A (without a FEMA-issued or community -Issued BFE) or Zone AO. G3. ❑ The following Information (Items G4.-G9.) Is provided for commu r1bodplain management purposes. G4. Permit Number G5. Date Permit Issued ,A(� G6. Date Certificate OfComplianoe/Occupancy Issued G7. This permit has been Issued for: ❑ New Construction ❑ S' 6;6tial Improvement G8. Elevation of as -built lowest floor (including basement) of the building: ❑ feet ❑ meters (PR) Datum G9. BFE or Qn Zone AO) depth of flooding at the building site: ❑ feet ❑ meters (PR) Datum Local Official's Name Title Community Namo. Telephone Signature Date Common's ❑ Check he, if attachments FEMA Form 81-31, February 2006 Replaces all previous editions POWER OF ATTORNEY Date: t\l t-Ipq 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, Lot 33, Block Subdivision: Kay's Landing Phase 1 Address of Job: .31/9 sad l 44f-o� , 9� �-' W 3a -7 71 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 TVDe or Print. name of Certified Contractor Signature of Certified Contractor State of Florida County of Orange The foregoing instrument was acknowledged this o2 day of 000- 20DL,, 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 )Typ4ef Identification Signatur o tary Public, State of Florida Kimberly Kaminer Print or Type Name of Notary Public (Seal) PAY P(iBG Kimberly Kaminer ae Expires sion # DD425691 '�OF a� e�aoorFam.May 4, 2009 ^Umncc. Inc 80kl857018 Seminole County Property Appraiser Gct Information by Parccl Number Pace I of I DAYID JOHNSOH. Cfh, ASh PROPERTY n APPRAISER m SEMINOLE COUNTY FL. m 1 101 E. FIRST sT A SANFORD' FL 32771-146B A 407.665-7506.. GENERAL Parcel Id: 34-19-30-519-0000-0330 Owner: TOUSA HOMES INC Mailing Address: 11315 CORPORATE BLVD #250 City,State,ZipCode: ORLANDO FL 32817 Property Address: 349 PORCHESTER DR SANFORD 32 Subdivision Name: KAYS LANDING PHASE 1 Tax District: S1-SANFORD Exemptions: Dor: 00-VACANT RESIDENTIAL SALES Deed Date Book Page Amount Vac/Imp SPECIAL 09/2005 05968 1145 $783,700 Vacant WARRANTY DEED Find Comparable Sales within this Subdivision LAND Land Assess Frontage Depth Land Unit Method Units Price LOT 0 0 1.000 62,000.00 NOTE: Assessed values shown are NOT certified values and there valorem tax purposes. *** Ifyou recentlypurchased a homesteaded property our next e yea d 2007 WORKING VALUE SUMMARY Value Method: Market Number of Buildings: 0 Depreciated Bldg Value: $0 Depreciated EXFT Value: $0 Land Value (Market): $62,000 771 Land Value Ag: $0 Just/Market Value: $62,000 Assessed Value (SOH): $62,000 Exempt Value: $0 Taxable Value: $62,000 Tax Estimator 2006 VALUE SUMMARY Qualified 2006 Tax Bill Amount: $1,220 No 2006 Taxable Value: $62,000 DOES NOT INCLUDE NON -AD VALOREM ASSESSMENTS LEGAL DESCRIPTION Land PLATS: Pick... Value LOT 33 KAYS LANDING PHASE 1 PB 67 PGS $62,000 41 - 43 fore are subject to change before being finalized for ad property tax will be based on Just/Market value. http://www.scpafl.org/weblre_web.semiiiole_county_titie?parcel=34193051900000330&... 10/31/2006 FORM 60OA-2004 EnergyGaugeO 4.0 FLORIDA ENER(affr&NCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name:Q STANFORD2000sf2378 Builder: ENGLE HOME Address: 3 y 1 Ppre�� e-� �� ' Permitting Office: G'-L� 't fir\ City, State: r a <✓ Permit Number: l0 2( Owner: �% Jurisdiction Number: (a 9 1 50v Climate Zone: Central 1. New construction or existing New _ 12. Cooling systems 2. Single family or multi -family Single family _ a. Central Unit Cap: 48.0 kBtu/hr - 3. Number of units, if multi -family 1 _ SEER: 14.00 - PLANS REVIEWED 4. Number of Bedrooms 4 - b. N/A - 5. is this a worst case? Yes CITY OF SANFORD 6. Conditioned floor area (ft') 2378 ft'- c. N/A _ 7. Glass type and area: (Label reqd. by 13-104.4.5 if not default) _ a. U-factor: Description Area 13. Heating systems (or Single or Double DEFAULT) 7a(Sngle Default)361.0 ft' _ a. Electric Heat Pump Cap: 48.0 kBtu/hr - b. SHGC: HSPF: 7.70 - (or Clear or Tint DEFAULT) 7b. (Clear)361.0 ft' - b. N/A _ 8. Floor types _ a. Slab -On -Grade Edge Insulation R=0.0, 213.0(p) ft _ c. N/A _ b. N/A - - c. N/A - 14. Hot water systems 9. Wall types a. Electric Resistance Cap: 50.0 gallons _ a. Concrete, Int Insul, Exterior R=4.1, 1404.0 ft' _ EF: 0.90 - b. Frame, Wood, Exterior R=11.0, 44.0 ft' _ b. N/A - c. Frame, Wood, Adjacent R=I1.0, 302.0 ft' _ - d. N/A _ c. Conservation credits - e. N/A _ (HR-Heat recovery, Solar 10. Ceiling types - DHP-Dedicated heat pump) a. Under Attic R=30.0, 2403.3 ft' 15. HVAC credits _ b. N/A - (CF-Ceiling fan, CV -Cross ventilation, c. N/A _ HF-Whole house fan, 11. Ducts _ PT -Programmable Thermostat, a. Sup: Unc. Ret: Unc. AH(Sealed):Garage Sup. R=6.0, 1.0 ft MZ-C-Multizone cooling, b. N/A _ MZ-H-Multizone heating) Glass/Floor Area: 0.15 Total as -built points: 31635 PASS Total base points: 33777 I hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code. PREPARED BY: DATE: t t 6 I hereby certify that this building, as designed, is in compliance with the Flori Erf rgy Code. OWNER/AGENT: DATE: r I Z Dl 1 Predominant olass tvoe. For actual class tvoe and areas. see Summer 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: 8 Winter Glass output on pages 284. EnergyGaugeO (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 .18 X Conditioned X BSPM = Points Overhang Floor Area Type/SC Omt Len Hgt Area X SPM X SOF = Points 18 2378.0 25.78 11034.9 Single, Clear S 1.0 6.0 16.0 48.22 0.94 728.4 Single, Clear S 1.0 6.0 16.0 48.22 0.94 728.4 Single, Clear W 1.0 6.0 16.0 57.68 0.97 893.8 Single, Clear E 1.0 7.0 19.0 63.97 0.98 1195.2 Single, Clear E 1.0 10.0 16.0 63.97 0.99 1017.6 Single, Clear E 1.0 10.0 44.0 63.97 0.99 2798.5 Single, Clear W 1.0 10.0 42.0 57.68 0.99 2409.4 Single, Clear N 1.0 8.0 23.0 30.19 0.99 686.7 Single, Clear W 1.0 3.5 12.0 57.68 0.89 613.6 Single, Clear W 7.0 14.0 7.0 57.68 0.74 298.3 Single, Clear W 7.0 6.5 6.0 57.68 0.53 182.1 Single, Clear N 1.0 7.0 13.0 30.19 0.99 386.7 Single, Clear N 1.0 8.0 23.0 30.19 0.99 686.7 Single, Clear NE 1.0 8.0 12.0 47.10 0.99 559.7 Single, Clear SW 1.0 8.0 12.0 56.99 0.99 677.3 Single, Clear E 1.0 11.0 12.0 63.97 0.99 763.7 Single, Clear E 1.0 11.0 72.0 63.97 0.99 4582.0 As -Built Total: 361.0 19208.1 WALL TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Adjacent 302.0 0.70 211.4 Concrete, Int Insul, Exterior 4.1 1404.0 1.18 1656.7 Exterior 1448.0 1.90 2751.2 Frame, Wood, Exterior 11.0 44.0 1.90 83.6 Frame, Wood, Adjacent 11.0 302.0 0.70 211.4 Base Total: 1750.0 2962.6 As -Built Total: 1750.0 1951.7 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 20.0 4.80 96.0 Exterior Insulated 20.0 4.80 96.0 Base Total: 38.0 124.8 As -Built Total: 38.0 124.8 CEILING TYPES Area X BSPM = Points Type R-Value Area X SPM X SCM = Points Under Attic 2378.0 2.13 5065.1 Under Attic 30.0 2403.3 2.13 X 1.00 5119.0 Base Total: 2378.0 5065.1 As -Built Total: 2403.3 5119.0 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 I ADDRESS: , , , PERMIT #: I BASE AS -BUILT FLOOR TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Slab 213.0(p) -31.8-6773.4 Slab -On -Grade Edge Insulation 0.0 213.0(p -31.90 -6794.7 Raised 0.0 0.00 0.0 Base Total: -6773.4 As -Built Total: 213.0 -6794.7 INFILTRATION Area X BSPM = Points Area X SPM = Points 2378.0 14.31 34029.2 2378.0 14.31 34029.2 Summer Base Points: 46443.2 Summer As -Built Points: 53638.1 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),Gar(AH),R6.0(INS) 53638 1.00 (1.09 x 1.150 x 0.95) 0.244 1.000 15515.0 46443.2 0.4266 19812.7 53638.1 1.00 1.188 0.244 1.000 15515.0 EnergyGaugeT" DCA Form 60OA-2004 EnergyGaugeS/FlaRES'2004 FLRCSB v4.0 FORM 60OA-2004 EnergyGauge® 4.0 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned X BWPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X WPM X WOF = Point .18 2378.0 5.86 2508.3 Single, Clear S 1.0 6.0 16.0 9.90 1.01 159.7 Single, Clear S 1.0 6.0 16.0 9.90 1.01 159.7 Single, Clear W 1.0 6.0 16.0 13.25 1.00 212.5 Single, Clear E 1.0 7.0 19.0 12.37 1.01 236.5 Single, Clear E 1.0 10.0 16.0 12.37 1.00 198.7 Single, Clear E 1.0 10.0 44.0 12.37 1.00 546.4 Single, Clear W 1.0 10.0 42.0 13.25 1.00 556.1 Single, Clear N 1.0 8.0 23.0 15.07 1.00 346.0 Single, Clear W 1.0 3.5 12.0 13.25 1.02 161.5 Single, Clear W 7.0 14.0 7.0 13.25 1.04 96.8 Single, Clear W 7.0 6.5 6.0 13.25 1.09 86.6 Single, Clear N 1.0 7.0 13.0 15.07 1.00 195.5 Single, Clear N 1.0 8.0 23.0 15.07 1.00 346.0 Single, Clear NE 1.0 8.0 12.0 14.70 1.00 176.5 Single, Clear SW 1.0 8.0 12.0 11.59 1.00 139.6 Single, Clear E 1.0 11.0 12.0 12.37 1.00 149.0 Single, Clear E 1.0 11.0 72.0 12.37 1.00 893.8 As -Built Total: 361.0 4660.8 WALL TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Adjacent 302.0 1.80 543.6 Concrete, Int Insul, Exterior 4.1 1404.0 3.31 4640.2 Exterior 1448.0 2.00 2896.0 Frame, Wood, Exterior 11.0 44.0 2.00 88.0 Frame, Wood, Adjacent 11.0 302.0 1.80 543.6 Base Total: 1750.0 3439.6 As -Built Total: 1750.0 5271.8 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 20.0 5.10 102.0 Exterior Insulated 20.0 5.10 102.0 Base Total: 38.0 174.0 As -Built Total: 38.0 174.0 CEILING TYPES Area X BWPM = Points Type R-Value Area X WPM X WCM = Points Under Attic 2378.0 0.64 1521.9 Under Attic 30.0 2403.3 0.64 X 1.00 1538.1 Base Total: 2378.0 1521.9 As -Built Total: 2403.3 1538.1 EnergyGauge® DCA Form 60OA-2004 EnergyGauge®/FIaRES'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 213.0(p) -1.9 -404.7 Slab -On -Grade Edge Insulation 0.0 213.0(p 2.50 532.5 Raised 0.0 0.00 0.0 Base Total: -404.7 As -Built Total: 213.0 532.5 INFILTRATION Area X BWPM = Points Area X WPM = Points 2378.0 -0.28 -665.8 2378.0 -0.28 -665.8 Winter Base Points: 6573.3 Winter As -Built Points: 11511.4 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),Gar(AH),R6.0 11511.4 1.000 (1.078 x 1.160 x 0.95) 0.443 1.000 6061.4 6573.3 0.6274 4124.1 11511.4 1.00 1.188 0.443 1.000 6061.4 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 ADDRESS: , , , PERMIT #: BASE AS -BUILT WATER HEATING Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 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 19813 4124 9840 33777 1 15515 6061 10059 31635 PASS 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 comers; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from and is sealed to the foundation to the top plate. Floors 606.1.ABC.1.2.2 Penetrations/openings >1/8" sealed unless backed by truss or joint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed to the perimeter, penetrations and seams. Ceilings 606.1.ABC.1.2.3 Between walls & ceilings; penetrations of ceiling plane of top floor; around shafts, chas soffits, chimneys, cabinets sealed to continuous air barrier; gaps in gyp board & top plat attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is sealed at the perimeter, at penetrations and seams. Recessed Lighting Fixtures 606.1.ABC.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3" from insulation; or Type IC rated with < 2.0 cfm from conditioned space, tested. Multi -story Houses 606.1.ABC.1.2.5 Air barrier on perimeter of floor cavity between floors. Additional Infiltration reqts 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFP have combustion air. 6A-22 OTHER PRESCRIPTIVE MEASURES (must be met or exceeded by all residences.) COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements in Table 612.1.ABC.3.2. Switch or clearly marked ci breaker electric or cutoff as must be provided. External or built-in heat trap required. Swimming Pools & Spas 612.1 Spas & heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal 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 1607.1 Se arate readilyaccessible manual or automatic thermostat for each s stem. Insulation 604.1, 602.1 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. EnergyGaugeTM DCA Form 60OA-2004 EnergyGauge®/FlaRES'2004 FLRCSB v4.0 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 84.8 The higher the score, the more efficient the home. l . 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') 2378 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)361.0 ft' _ b. SHGC: (or Clear or Tint DEFAULT) 7b. (Clear)361.0 ft' _ 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 213.0(p) ft _ b. N/A c. N/A _ 9. Wall types a. Concrete, Int Insul, Exterior R=4.1, 1404.0 f' _ b. Frame, Wood, Exterior R=11.0, 44.0 ft' _ c. Frame, Wood, Adjacent R=11.0, 302.0 ft' _ d. N/A _ e. N/A _ 10. Ceiling types a. Under Attic R=30.0, 2403.3 ft' _ b. N/A _ c. N/A _ 11. Ducts a. Sup: Unc. Ret: Unc. AH(Scalcd):Garage 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 kBru/hr _ HSPF: 7.70 Cap: 50.0 gallons _ EF: 0.90 OF 'T'RE STAI r7,r Lai ►. o �oWE�� *NOTE: The home's estimated energy performance .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 EnergyStarr" 'designation), vour home may qual ify for energy efficiency mortgage (EEM) incentives if you obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge web site at wwx,.fsec.rrcf 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: FLRCS�B v4.U) PROJECT SUMMARY Entire House DEL AIR HEATING,AIR CONDITIONING,R Job: STANFORD 2000 4.26.02 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 :Lt .AjLZ- Notes: STANFORD PLUS Weather. Orlando AP, FL, US Winter Design Conditions Heating Summary PLANS REVIEWED CITY OF SANFORD Summer Design Conditions 38 OF Outside db 70 OF Inside db 32 OF Design TD Daily ra Relativaehumidity Moisture difference Bulkiing heat loss 42085 Btuh Ventilation air 0 cfm Ventilationr loss lloadd Btuh Dftea 42085 Btuh Infiltration Method Simplified on quality Average Replaces Area ft(HeaZr7Cook Volume ) 2087420874Air cha our 0.70 0.40 Equiv. A (cfm) 244 139 Heating Equipment Summary We L E NOX Trade Model Efficiency Heating hput Heating output Temperature rise Actual airflow Air flow factor StSpam abc 7.7 HSPF 0 Btuh @ 47°F 0 OF 1600 cfm 0.038 dm/Btuh 0.40 in H2O 93 OF 75 OF 18 OF M 50 % 43 grub Sensible Cooling Equipment Load Sizing Structure 37321 Btuh Ventilation 990 Btuh DDtemperature swing 3 OF data ht.Rate/soling y muttipfier 1.00 Total sens. equip. bad 38311 Btuh Latent Cooling Equipment Load Sizing Intemal gains 1380 Btuh Ventilation 1474 Btuh Infiltration 4104 Btuh Total latent equip. bad 6958 Btuh 4 0 Req. total-capadty�at 0.80 SHR t� Cooling Equipment Summary NUe L E NOX Trade Cond Cd Efficiency 14 EER Sensible Cooling 37600 Btuh Latent Coding 9400 Btuh Total Cooling 47000 Btuh Actual air flow 1600 cfm Air flow factor 0.043 do Bbh Static pressure 0.40 in H2O Load sensible heat ratio 85 % Bold/italic values have been manually overridden Printout certified by ACCA to meet all requirements of Manual J 7th Ed. �1• wregjhtsoft Right -Suite Residential 5.5.17 RSR32731 2006-Jun-20 11:05:29 E:\Files\ENGLE2002\Stenford2000\Stanford2000sf2378\STANFORD2000sf2378.rsr Page 1 RIGHT-J CALCULATION PROCEDURES A, B, C, D Entire House r DEL AIR HEATING,AIR CONDITIONING,R Job: STANFORD 2000 4.26.02 109 COMMERCE STREET, LAKE MARY. FL 32746-6206 Phone: (407) 631-2665 Procedure A - Winter Infiltration HTM Calculation* 1. Winter infiltration AVF 0.70 ach x 20874 ft3 x 0.0167 = 244 cfm 2 Winter infiltration load 1.1 x 244 cfm x 32 °F Winter TD = 8572 Bbih 3. Winter infiltration HTM 8572 BtLh / 399 ft2 Total window = 21.5 Btuh/ftz and door area Procedure B - Summer Infiltration HTM Calculation 1. Summer infiltration AVF 0.40 ach x 20874 ft3 x 0.0167 = 139 cfm 2 Summer infiltration bad 1.1 x 139 cfm x 18 °F Stmr>PfTD = 2755 Btuh 3. Summer hfdtratbn HTM 2755 Btuh / 399 ft2 Total window = 6.9 Btull/112 and door area Procedure C - Latent Infiltration Gain 0.68 x 43 grAb moist.d'fff. x 139 cfm = 4104 Bluh -roceaure u - tquipment sizing Loaas 1. Sensible sizing bad Sensible ventilation bad 1.1 x 50 cfm vent x 18 °F SlmnerTD = 990 Btuh Sensible load for structure (Line 19) + 37321 Btuh Sum of ventilation and stuclure bads = 38311 Btuh Rating and temperature swing multiplier x 1.00 Equipment sizing bad - sensible = 38311 Btuh 2 Latent sizing bad Latent ventilation load 0.68 x 50 cfm vent. x 43 grAb moist.d'Iff. = 1474 Btuh Internal bads = 230 Btuh x 6 people + 1380 Btuh Infiltration load from Procedure C + 4104 Bbh Equipment stung bad - latent = 6958 BUh 'Construction O iality is: a No. of Fireplaces is: 0 Bold/Italic values have been manually overridden Printout oertified by ACCA to meet all requirements of Manual J 7th Ed. Q wreghitsoft Right -Suite Residential 5.5.17 RSR32731 2006-Jun•20 11:05:29 ,C—CK E:\Files\ENGLE2002\Stanford2000\Slanford2000sf2376\STANFORD2000sf2376.rsr Page 1 Duct System Summary Entire House C DEL AIR HEATING,AIR CONDITIONING,R Job: STANFORD 2000 4.26.02 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 Project• • 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 0.723 in/100ft 1600 cfm 47 ft Cooling 0.40 in H2O 0.06 in H2O 0.34 in H2O 0.17 / 0.17 in H2O 0.723 in/100ft 1600 cfm Name Design (Btuh) Htg (Cfm) Clg (cfm) Design FIR Diam (in) Rect Size (in) Duct Matl Actual Ln (ft) Ftg.Egv Ln (ft) Trunk BEDROOM 4 h 2942 112 49 1.619 6 Ox 0 VIFx 21.0 0.0 1 BEDROOM 3 h 1966 75 39 1.308 5 Ox 0 VIFx 26.0 0.0 BEDROOM 2 h 1931 73 66 0.773 5 Ox 0 VIFx 44.0 0.0 MASTER BATH h 2994 114 82 0.739 6 Ox 0 VIFx 46.0 0.0 1 MASTER SUITE C 5559 192 238 1.063 8 Ox 0 VIFx 32.0 0.0 1 MASTER WIC C 137 4 6 1.063 4 Ox 0 VIFx 32.0 0.0 1 BATH 2 h 428 16 8 3.400 4 Ox 0 VIFx 10.0 0.0 LAUNDRY ROOM C 1222 46 52 6.800 4 Ox 0 VIFx 5.0 0.0 FOY/LIV/DIN-A h 3868 147 124 3.778 7 Ox 0 VIFx 9.0 0.0 FOY/LIV/DIN h 3868 147 124 2.000 7 Ox 0 VIFx 17.0 0.0 FOY/LIV/DIN-B h 3867 147 124 2.429 7 Ox 0 VIFx 14.0 0.0 KITCHEN C 2340 73 100 1.619 6 Ox 0 VIFx 21.0 0.0 NOOK h 3825 145 107 0.850 7 Ox 0 VIFx 40.0 0.0 1 FAMILY ROOM -A c 5583 154 239 0.895 8 Ox 0 VIFx 38.0 0.0 1 FAMILY ROOM c 5583 154 239 0.723 8 Ox 0 VIFx 47.0 0.0 1 Name Trunk Type Htg (cfm) Clg (cfm) Design FIR Veloc (fpm) Diam (in) Rect Duct Size (in) Duct Material Trunk 1 Peak AVF 876 962 0.723 689 16 0 x 0 VinlFlx ,,Z: WrightSOft Right -Suite Residential 5.5.17 RSR26014 2006-Apr-05 13:42:13 ACCK E:\Files%ENGLE2002\Stanford2000\STANFORD2000.rst Page 1 DUCT TREE DIAGRAM H, Entire House i ' DEL AIR HEATING,AIR CONDITIONING,R Job: STANFORD 2000 4.26.02 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 631-2665 Project• • For: ENGLE HOMES HEFT Mg External 0.40 in H2O Pressure I 0.06 in H2O Available ftfibzf?emmum: 0.34 in H2O 6rip0bp/RietKn available pressure 0.17 / 0.17 in H2O AatimitFiWion rate 0.723 in/100ft Actual air flow 1600 cfm Total Ef6ecive Veeig#1F(TEF4): Attn: lines indicate branches and trunks, numbers indicate AVF's SUPPLY TRUNKS AND BRANCHES - SCHEMATIC TREE DIAGRAM BEDROOM 4 —49. MASTER BAT-82. MASTER SUI — 238. MASTER WIC-5. NOOK —106. FAMILY ROO —239. FAMILY ROO —239. BEDROOM 3 —39. BEDROOM 2 —65. BATH 2 —7. LAUNDRY R0-52. FOY/LIV/DI —124 FOY/LIV/DI —124 FOY/LIV/DI —124 KITCHEN —100 < —NO TRUNK < —NO TRUNK < —NO TRUNK < —NO TRUNK < --NO TRUNK < --NO TRUNK < --NO TRUNK < —NO TRUNK RETURN TRUNKS AND BRANCHES 47 ft COMWNfi� 0.40 in H2O 0.06 in H2O 0.34 in H2O 0.17 / 0.17 in H2O 0.723 in/100ft 1600 cfm 961. wrightSOft Right -Suite Residential 5.5.17 RSR26014 2006-Apr-05 13:42:13 ACC , E:\Files\ENGLE2002\Stanford2000\STANFORD2000.rsr Page 1 RIGHT WORKSHEET 0ntire ouse DEL AIR HEATING,AIR CONDITIONING,R Job: STANFORD 2000 4.26.02 109 COMMERCE STREET LAKE MARY. FL 32746-6206 Phone: (407) 831-2665 MANUAL 17h Ed Namedmortl Ertiie Hose BEDROOM4 BEDROOM 3 BEDROOM 2 TCAIngs 213D ft 775 ft 115 ft 11D ft RaanLai %oposedva dn 16-5x 11D ft 115 x 13.5 ft 11.0 x 15A ft ConOption flk 92 heatrmd d 8.0 ft healbod 8.0 ft IF>aatllod 8.0 ftj heak d TYPE OF CST FITM Area Load W) Area Load W) Area Load W) Area Load W) 60K)SLIl E NSO Fftg I CI9 (ft') F tg I CIg (fp) Fig CAg (ft) Ftf9 I G9 (ft') Ht9 I G9 5 Grass a 14B 4.6 21 1785 - - 148 - - 92 BE b 12C 2.9 1.9 44 - - 0 - - 14 cvmb .... .... c 13C 32 12 312 - - 72 - - 0 "" "" parfi6orns d 0.0 0.0 0 - 0 0 . e 0.0 0.0 0 .. 0 .. .�. 0 .. .�. . f0.0 0.0 0 "" "" 0 "" ""' 0 6 V*dxsarid a I 37.0 222 Im 16 591 "" 16 %1 glass doors b 8C 37.0 72 2261 "" 0 0 "" 0 0 ""c 0 Flaafng c 9C 38.7 44 1704 "" 0 0 "" 0 0 ""c 0 d 1C 37.0 23 850 "" 0 0 "" 0 0 ""c 0 e 0.0 0 0 "" 0 0 "" 0 0 ""c 0 f 0.0 0 0 "" 0 0 "" 0 0 ""c 0 "^ 7 VVFdwza d North 20.9 613 - 1419 16 "" 3m 16 M5"" 0 class doors NEW 39A 12 - 473 0 "' 0 0 "" 0 0 Cocfrtg EW 70.9 17164 0 "" 0 0 "" 0 1 � 870 SEGW 47A 12 - 589 0 "" 0 0 "" 0 0 Scum 30A 27 - 825 0 "" 0 0 0 "" 0 Horz 0.0 0- 0 0 "" 0 0 "" 0 "" 0 B Otlladoas a 11A 18.9 127 38 717 484 0 0 0 0 0 0 0 0 b 11A 18.9 127 0 0 0 0 0 0 0 0 0 0 0 c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 9 Nat a 14B 4.6 21 1404 6470 2891 132 608 272 75 350 155 332 148 eked b 12C 2.9 1.9 44 127 83 0 0 0 14 40 27 c 0 0 vrals and c 13C 32 12 254 895 332 72 zu 84 0 0 0 c 0 0 parlors 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 10 Ceilings a 16G 1.1 1.4 2403 2538 3331 182 192 252 155 164 215 19 2D4 b OA 0.0 0 0 0 0 0 0 0 0 0 0 0 c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 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 1 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 11 Floors a 22A 25.9 0.0 213 552 1 0 28 713 0 12 298 0 11 285 0 (Note: roan b 19G 1.1 0.0 0 0 0 0 0 0 0 0 0 0 0 perineor c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 is dapl. d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 for stab a 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 floors) f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 12 InStraticn a 215 6.9 399 8572 2755 16 344 110 16 344 110 1 344 110 13 St6blalbss=6+8 +11+12 W75 ... ..» 17BB ... -- 1756 -« Lem eftrelhealiM "" 0 "" "" 0 "" "" 0 "" 0 Lessl;asfa "" 0 "" "" 0 "" 0 "" "" 0 Hexing redstrlotfial "" 0 "" "' 0 "" "" 0 "" "" 0 14 Duct loss i(PA 3820 101/ 267 "" 10° 179 - 1 (rX 176 15 Total loss =13+14 "" 42085 "" "" 2942 "" '"� 1966 - "" 1931 16 Int gains: PeO* @ 30D 6 - 1800 0 "" 0 0 "" 0 c 0 120D 2 - tam 0 0 0 0 .. 0 17 Stbbl RSH gairF7+8..+12+116 "" "" 33928 "" "" 1045 "" "" 836 "" "" 1397 Less eternal cooling "" "" 0 "" "" 0 "" "" 0 0 Lessirasb ^" "" 0 "" "" 0 "" "" 0 .. .. 0 cmbv redstrtbtmarl "" "" 0 "" "" 0 "" "" 0 "' "" 0 18 Duct gan 10' - 3393 10' - 104 109A 84 10' 19 Total RSHgan=(17+18W im 373211 1.00 - 1149 1D0 "" 919 1.00 20 Air reWred (dm) "" 16m 1600 - 112 49 75 39 - 731 66 Printout certified by ACCA to meet ail requirerrlents of Manual J 7th Ed. wrragFttSOR Right -Suite Residential 5.5.17 RSR32731 2006-Jun-20 11:05:29 E:1Files%ENGLE2002\Stanford2000\Stanford2000sf23781STANFORD2000sf2378.rsr Page 1 I ,"T4 WORKSHEET n>bre House DEL AIR HEATING,AIR CONDITIONING,R Job: STANFORD 2000 4.26.02 109 COMMERCE STREET LAKE MARY FL 32746-6206 Phone: (407) 831-2665 MANUAL J: 711h Ed Nane d room MASTER BATH MASTER SURE MASTERWIC BATH 2 TCB0r% LatgRtd,N."'Ad 24A ft 135 ft 0.0 ft 6.0 ftRoomdinat�s15D x 9.0ft 135 x 18D ft 10.0 x 9A ft 6.0 x 13.0 ft Conck Opficn 8D ftl 10.0 ft heat4nd 8.0 ftj 8.0 ft I healkod TYPE CF CSf HTM Area Load W) Area Lcad W) Area Load w) Arm Load (Bh/1) DWOSJfRE NC. ►Tb G9 (ft') H4 Clg (ft') Ht9 G9 (� Htg Cig (ft') Htg I Cig 5 Gross a 14B 4.6 21 192 - - 135 "" "" 0 b 12C 2.9 1.9 14 - - 16 - - 0 was and c 13C 32 12 O - - 0 - - 0 "" ""4E paritiats 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 Widows and a I 37D " 19 702 "" 16 591 "" 0 0 "" 0 glass doors b 8C 37.0 " 0 0 "" 0 0 "" 0 0 "" 0 hladng c 9C 38.7 " 0 0 "" 44 17Oi "" 0 0 "" 0 d I 37D 0 0 "" 0 0 "" 0 0 "" 0 e OD 0 0 "" 0 0 "" 0 0 "" 0 If 0.0 0 0 "" 0 0"" 0 0 "" 0 7 Whdwaad N m 209 0 "" 0 0 0 0 "" 0 0 glass doors NEW39A 0 "" 0 0 ^' 0 0 "" 0 0 Codrg BW 70.9 19 "" 1034 ED 37M 0 "" 0 0 SEGN 47A 0 0 0 "" 0 0 0 .. 0 Sotdt 30.4 0 "" 0 0 0 0 ^" 0 "" 0 Horz OD 0 "" 0 0 0 0 "" 0 "" 0 8 Obterdoors a 11A 18.9 127 0 0 0 0 0 0 0 0 0 0 b 11A I 18.9 127 0 0 0 0 0 0 0 0 0 0 0 c OD 0.0 0 0 0 0 0 0 0 0 0 0 0 9 Nat a 14B 4.6 21 173 797 356 75 346 154 0 0 0 0 0 erposed b 12C 2.9 1.9 14 40 27 16 46 31 0 0 0 c 0 0 wets and c 13C 32 12 0 0 0 0 0 0 0 0 0 Q 151 55 pa6ticrs d OD 0.0 0 0 0 0 0 0 0 0 0 c 0 0 e OD 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 0 0 10 Ce1hp a 163 1.1 1A W152 200 261 276 352 90 95 125 A 82 108 b 0.0 OD 0 0 0 0 0 0 0 0 0 0 0 c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 e 0.0 OD 0 0 0 0 0 0 0 0 0 1 0 0 If 0.0OD 0 0 0 0 0 0 0 0 0 0 0 11 Fbors a 22A 259 0.0 24 622 0 14 310 0 0 0 0 156 0 (Note: roan b 19G 1.1 0.0 01 0 0 0 0 0 0 0 0 c 0 0 peri wo c 0.0 0.0 0 0 0 0 0 0 0 0 0 c 0 0 is dispi. d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 for stab a OD 0.0 0 0 0 0 0 0 0 0 0 0 0 km) i 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 12 h 2raticn a 21.5 6.9 19 408 131 60 12M 414 0 0 0 c 0 0 13 SbzU bss=+8-+11+12 "" 2722 -- »» q� .... .... y6 .... .... 389 .... Less aural haatrg "" 0 "" "" 0 "" "" 0 "' "" 0 Lessbisder 0 "" "" 0 "" "" 0 "" "" 0 Healing reddrixfim "" 0 ""' "" 0 "" ^" 0 "" "" 0 14 Dud loss UPA 272 - 10'/ 460"" 100/. 10 "" 1 33 15 Tod loss =13+14 "" 2994 - "" 5061 "" "" 105 16 hft. gains: 300 0 - 0 1 300 0 0 0 � @ 1200 0- 0 0 U 0 "' D c 0 17 Sbld RSH gait=7+8 +12+16 "' "" 1748 ^" "" 5054 "" "" 125 164 Les edarrta mdip "" 0 "" "" 0 "" "" 0 "" "" 0 Less baasier "" "" 0 "" "" 0 "' "" 0 "" "" 0 CAoft redrsrwim - 0 "" "" 0 "" "" 0 "" "" 0 18 Dud gait VIA 175 10° "" 505 100 "" 12 1 DIX"" 16 19 Total RSH gah=(l7+18W 100 "" 1923 1 OD "" 5558 .w 137 1A0 "" 181 20 Ai requhed (dtt) "" 114 82 "" 1 238 "" 4 6 "" 16 8 Pdntout certified by ACCA to meet all requirements of Manual J 7th Ed. wr�ght50Tt Right -Suite Residential 5.5.17 RSR32731 2006-Jun-20 11:05:29 14cc;p` E:1Files%ENGLE20021Stanford20001Stanford2000sf23781STANFORD2000sf2378.rsr Page 2 ,. P'GHT� WORKSHEET ntire ouse DEL AIR HEATING,AIR CONDITIONING,R Job: STANFORD 2000 4.26.02 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 NW JAL J: 711 Ed N�madroan LALfCWROOM F0YM4DIN KrrCFEN NOCK TC&IO VAA 65 ft 565 ft 11.0 ft 11.0 ft 6.5 x 13.0 ft 21.0 x 23D ft 11A x 20D ft 7.0 x 20.0 ft Ca,& Option 8.0 It 1hBatbool 10.0 It heatimd 10.0 111 heatbod 10.0 111 heatitnd TYPE CF I CST HTM Area Loaf (BSit) Area Load (BQh) Area Lced (Btth) Area Lcad W) D4'OSLIFE ND. Ht8 Clg (ft.) Htg Clg (ft) Htg Clg OF) ►itB I Clg (ft) Htg I Clg 5 Goss a Va 4.6 21 0 - -Im- - 110 - 11 - Ei�osed b 12C 29 1.9 0 - - 0 - "" 0 wets and c 13C 32 12 52 - - 130 - "" 0 "" "" Pa fitiOl d 0.0 0.0 0 _ 0 "" "" 0 "" ^" e 0.0 0.0 0 - - 0 "" "" 0 "" "" .� f0.0 0.0 0 ^^ - 0 "" "" 0 "" "" 6 VVFtrtMsard a 1C 37D ^ 0 0 - 67 'I'M - 13 48D "" 1737 glass dais b 8C 37.0 ^ 0 0 "" 0 0- 0 0 "" 0 HM&Q c 9C 38.7 0 0 "" 0 0- 0 0 "" 0 d 1C 37.0 ^ 0 0 "" 23 85) ^^ 0 0 "" 0 e 0.0 ^ 0 0 "" 0 0 "" 0 0 ""c 0 f 0.0 ^ 0 0 "" 0 0 "" 0 0 ""c 0 7 Wl,daratd North 219 0 0 15 341 11 1 211 Class doors NEMW 39A 0 0 0 0 "" 0 1 473 Cocfrtg ENV 70.9 0 "" 0 Ea "' 4126 0 "" .�. SEGVV 47A 0 0 0 0 0 0 1 ^" 569 South 30.4 0 0 12 "" 364 5 "" 1 1 333 Horz 0.0 0 "" 0 0 0 0 "" 0 "" 0 B Othwd- a 11A 189 127 18 340 229 20 378 255 0 0 0 0 0 b 11A 18.9 127 0 0 0 0 0 0 0 0 0 0 0 c OA OD 0 0 0 0 0 0 0 0 0 0 0 9 NEt a 14B 4.6 21 0 0 0 455 2D97 937 97 447 200 a 290 130 e�csed b 12C 29 19 0 0 0 0 0 0 0 0 0 0 0 wrap and c 13C 32 12 34 107 40 130 410 152 0 0 0 0 0 perGtiorts d 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 Ceatxjs a 16G 1.1 1A 85 89 117 483 510 669 231 244 320 1 155 234 b 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 d 0.0 OD 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 1 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 11 Floors a 22A 252 0.0 7 168 0 57 1464 0 11 295 0 11 285 0 (Note: roan b 19G 1.1 0.0 0 0 0 0 0 0 0 0 0 0 0 pain KA3 c 0.0 OD 0 0 0 0 0 0 0 0 0 0 0 is displ. d 0.0 OD 0 0 0 0 0 0 0 0 0 0 0 for slab a 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 km) f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 12 trtRUatiort a 215 6.9 18 W7 124 110 MM M 13 279 9D 47, 1010 325 13 SlbtWbss=6+8..+11+12 - 1091 - - 10548 - - 1736 "^ "" 3478 Less MdErnal heft - 0 - - 0 - - 0 "" "" 0 Less tratsb - 0 - - 0 "" "" 0 ^" '^' 0 Heatitg redisbitthon - 0 - - •••• .... 0 •..• •... 0 •••• 14 Dud loss IMA 109 - 10° 1065 "" 10 174 "" 10° 348 15 Tctal is =13+14 - 12DI - - 11603 "" "" 1909 "" "" 393 16 trtt gaits: People Q 30D 0 "" 0 1 - 300 0 - 0 0 Appi Q 1200 1 600 0- 0 1 - 1200 C 0 17 SLblotRSHgart=7+8_+12+16 - "" lilt "" ^^ 7971 "" - 2127 "" "" Z 9 Less a awd mdrg - "" 0 "" - 0 "" "" 0 "' "" 0 Lesstrarsier "" "" 0 "" "" 0 "" "" 0 "" "" 0 cmli reditsu, "ort - "" 0 "" "" 0 "" "" 0 "" "" 0 18 Dud gait 1 "" ill 1 - 790 100 "" 213 10° "" TZ7 19 TakilRSHgdin=(17+18pPLF IA0 I= 1A0 - 8373 1D0 � t.00 20 AartsWmd (ft) 46 !2 -- 441 313 "" 73 100 "" 145 107 PrirTW certified by ACCA b meet afi mWu a mnts of Manual J 7th Ed. ws-sghtsOft Right -Suite Residential 5.5.17 RSR32731 2006-Jun-20 11:05:29 '�- E:%Files%ENGLE20021Stanford2000\Stanford2000sf23781STANFORD2000sf2378.rsr Page 3 PIG�-ITd WORKSHEET � , s � nbre ouse DEL AIR HEATING,AIR CONDITIONING,R Job: STANFORD 2000 4.26.02 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 mwv�v�.r. m to 1 Narrtadroorn FAMILY ROOM 2 Latgttda�oeadwal 345 ft 3 Fd�orndmansirs 20D x 145 It 4 Ca'trgs Caffi Ofim 10D 1111 hsatknd TYPECF CST HTM Area Load(BSfa) Area Area Arne E>FOSJ:r= NO. Htg I Clg (ft') Htg CIg Htg G9 H19 cIg Cig 5 Gross a 14B 4.6 21 345 En�oaed b 12C 29 1.9 0 Ness ad c 13C 32 12 0 par6fiors d 0.0 0.0 0 e 0.0 0.0 0 f 0.0 0.0 0 6 V*xkAk ad a 1C 37.0 ^ 12 444 - - - - class doors b 8C 37.0 72 2851 - Raft c 9C 38. 7 ^ 0 0 - d 1C 37.0 ^ 0 0 - - - - e 0.0 ^ 0 0 - - - - f0.0 ^ 0 0 ^^ - - - 7 Whdamad North 20.9 0 '^' 0 - class ' NERJW 39A 0 "" 0 cooling E W 709 84 ^^ 7342 SE/SW 47A 0 "" 0 - South 30A 0 "" 0 - Hors 0.0 0 0 - 8 Otherdoas a 11A 189 IV0 0 0 b 11A 18.9 127 0 0 0 c 0.0 0.0 0 0 0 9 NY a 14B 4.6 21 261 1203 537 a�oeed b 12C 2.9 19 0 0 0 Nets and c 13C 32 12 0 0 0 par66orn d 0.0 0.0 0 0 0 e 0.0 0.0 0 0 0 If 0.0 0.0 0 0 0 10 Callings a 16G 1.1 1 A 355 375 492 b 0.0 0.0 0 0 0 c 0.0 0.0 0 0 0 d 0.0 0.0 0 0 0 e 0.0 0.0 0 0 0 f 0.0 OD 0 0 0 11 Floors a 21A 259 0.0 35 894 0 (Note: roan b 19G 1.1 0.0 0 0 0 parrnr4lr c 0.0 0.0 0 0 0 Is drspl. d 0.0 0.0 0 0 0 for stab a 0.0 0.0 0 0 0 km) f OD OD 0 0 0 12 hRrc icn a 21,51 6.9 84 1805 580 13 Stblod bss=6»8_+11+12 - 7381 - Less adanal heating - 0 - •••• •••• •••• • •• •••• •••• Lass tral Sb ^^ 0 - .... .... .... .... ... .... Hratrg meld xition - 0 - .... .... .... .... .... .... 14 Dud loss 10°/ 738 - 15 Tdal loss =13+14 - 8119 - 16 itt gain: Peow @ 300 4 - 1200 Appl. @ 1201) 0 - 0 17 SubU RSH girr-748..+12+16 "" "" 10151 Less adanal mcfrg - - 0 • .. ..•. ^.• •... ^^ •... Lea tran4er - - 0 .... .^. .... .... ^« .... Coding red0bution - - 0 .... .... .... .... .... .... 18 Duct gain 100/1 - 1015 °/ ° 19 Tad RSH gam(17+18YPLF 100 "" 11166 "' ••`• "•• 2D I Air regtmed (din) "" 309 479 - .•^I I - PnnW oeitfied by ACCA to meet afl requirements of Manual J 7th Ed. wr�gFltSOft Right -Suite Residential 5.5.17 RSR32731 2006-Jun-20 11:05:29 E1FilesIENGLE20021Stanford20001Stanford2000sf23781STAN FORD 2000sf2378.rsr Page 4 RIGHT-J WINDOW DATA DEL AIR HEATING,AIR CONDITIONING,R 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 Job: STANFORD 2000 4.26.02 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 BEDROOM 4 a n n a C n 0 d 1 1 90 1.0 1.0 1.0 5.0 20.4 16.0 0.0 BEDROOM 3 a n n a C n 0 d 1 1 90 1.0 1.0 1.0 5.0 20.4 16.0 0.0 BEDROOM a n e a C n 0 d 1 1 90 1.0 1.0 1.0 5.0 54.4 16.0 0.0 MASTER BATH a n IN a C n 0 d 1 1 90 1.0 1.0 3.0 4.0 54.4 19.0 0.0 MASTER SUITE a n w a C n 0 n 1 1 90 1.0 1.0 2.0 8.0 87.4 16.0 0.0 C n IN a C n 0 d 1 1 90 1.0 1.0 2.0 8.0 54.4 44.0 0.0 a n e a C n 0 d a n e a C n 0 n a n e a C n 0 n a n e a C n 0 n d n S a C n 0 d a n S a C n 0 d a n s a C n 0 d a n sw a C n 0 d a n ne a C n 0 d MASTER WIC BATH 2 LAUNDRY ROOM FOY/LIV/DIN 1 1 90 1.0 1.0 4.0 6.0 54.4 42.0 0.0 1 1 90 1.0 1.0 2.0 1.5 87.4 12.0 0.0 1 1 90 1.0 7.0 7.0 7.0 87.4 7.0 0.0 1 1 90 1.0 7.0 4.5 2.0 87.4 6.0 3.9 1 1 90 1.0 1.0 3.0 5.0 30.4 23.0 11.0 KITCHEN 1 1 90 1.0 1.0 3.0 4.0 30.4 13.0 7.8 NOOK 1 1 90 1.0 1.0 2.0 6.0 30.4 23.0 13.0 1 1 90 1.0 1.0 2.0 6.0 47.4 12.0 0.0 1 1 90 1.0 1.0 2.0 6.0 39.4 12.0 0.0 ,�. Wrlght50ft , Right -Suite Residential 5.5.17 RSR32731 2006-Jun-20 11:05:29 �CM E:\Files\ENGLE2002\Stanford2000\Stenford2000sf2378\STANFORD2000sf2378.rsr Page 1 FAMILY ROOM a n w a c n 0 n 1 1 90 1.0 1.0 3.0 8.0 87.4 12.0 0.0 b n w a c n 0 n 1 1 90 1.0 1.0 3.0 8.0 87.4 72.0 0.0 i� WrlghtSOft Right -Suite Residential5.5.17 RSR32731 2006-Jun-20 11:05:29 E:\Files\ENGLE2002\Stanford2000\Stsnford2000sf23781STANFORD2000sf2378.rsr Page 2 0 zi O N U 25% T vv 42X42 A/C SLr•.B BY BLDR MIN 2' FROM WALL 3' bath duct to roof cap w:i fan r 75 Nutore 696RN �lml n t 14x8 irrd 14.8 lscd 8x4`l 240 24D Ili if2) 14xa lecd 8' 8' 240 4' bath duct . - Exl Gy Ud to roof cap _ — vr: fan -lien+ 6' 10x6 lwctl 10 p 30 S ' 3-R NUtI?1'12 tJ.ilcLl\iC 8� ®rag 7' t2x6 Ircd 103 ,4. -ilk _ 8•� . 4 8x4 Ircd 5 III 2/x18 IDx6 Ircd I6 40 ® SOxS lrcd , 19 10 t0 rag 10x10 0 10 42X42 A/C SLAB BY BLDR MIN 6' ,_ 11mmILn 2' FROM WALL 14.6 .c t 65 trw _.� 7'24x29 rag •a 14x6lrcd 145 14x6i1� 145 grate 4' drver duct to roof cap rldryer vent box `\ ......-•- •. 3' bath duct to roof cap w/fan 4.0 T@I WACKV 0240V IPH - Nutone 696RNB 18xt6 plea old tFOM by dr Must have o I4i *wn deoronce of 4 Inches around the air hurdler per the State EnwW cods. AQ.duct has on r-6 kmintlon value. W L7 Z W a,'lh -- W Ol M. u-11u1115 -Vuc 1J111111e Page 1 of 6 - .. Ai • +Jfid•� •fit==i:� ,L. ,a,r,: y •, ate,:,, Z�+7:.,ra@.�j""r�r SQ�yr.•'•Fa •�f�ti�,•„�?l Hot Topics , Submit Surcharge Product Approv USER: Public User *T v�1+c1 1 i ....:, J: . . Stats & Facts Publications ! FBC Staff ' B FFICE Product Approval Menu > 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 R :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 St.a n ASTM E1300 http://floridabuilding.org/pr/pr app_dd.aspx?param='WGEVXQwtDgtAcGSvedS%2bbvQu... 3/28/20 06 ASTM E1300 TAS 202 i. , Equivalence of Product Standards Certified By Sections from the. Code Section 2612 HVHZ PI Product Approval Method Method 1 Option A Date Submitted 09/14/2005 Date Validated 10/16/2005 Date Pending FBC Approval 10/01/2005 Date Approved 10/19/2005 7� I Iwi MA0111 02 IM01IZ 02 IdA0113 02 canny. X XX XOIOX s� h�o I Nl I I I 14aa. aaazdl Blca Ilna.l 36 x 80 12 x BO .-1, IZ x BO loll I 2- I HOminsl 14ss. list Slzs IIns.I 36 x 80 36 x 80 36 x 60 nlstlnlj f)pa' IG IG IG -UP I0,I1 Impact A00i'd net. Inl nepeiM Asi ► De1s11 IMAO•WL•MAI Inlall Ullell Itd10•Y)L•MAI 52.0 52.0 52.0 II 11 11 CILA-505YI.2 CILA- 805YI.2 CILA-005YI.2 000110041.02 000Z/0041.02 0003/000610041.02 OOUI.02 0002.OZ 0003.02 IdA0144-02 IdA01d5 OZ UXO _ OXXU I I 108 x BU _ 141 x BO 5L I 5L 1, 2 36 a BO _36 x 80 36 x 80 36 x BO IG IG 52.0 52.0 11 II GILA.11MI 2 UUU4M1UI1004I-UZ UD94.02 IG IG 52.0 52.0 52.0 52.0 II II CILA•8051'1.2 0005MOUSIOU41 UZ UUU5.02 61A01 I6 02 IJA01d7.OZ 61AL' 118 U2 14A011g•pZ X );Y. XUlUY, UXO I _ ' 1 j T 0 J6 x 06 12 x 95 i2 x 96 Igo s 96 St. I 1,2 I _ 51. 1 36.6 0 JG x 95 IG 52.0 62.0 11 IG 40.0 40.0 11 CILA•805YI OOU110041•U2 0001 02 _ '36 i Pfi IG 4U.0 40.0 11 C IlA BOSYI 00021U011.02 OOU2 U2 ]6 L 06 IC 40.0 40.0 II C ILA 695Y1 0003M000IU04I •U2 ODUJ-02 J6 x 86 J6 x95 . IG IG 40.0 40.0 40.0 40.0 11 II CILA•005W 000410001/0041•1R 0004•UZ IdA0150 OZ OXXO I 144 A 90 5t. 1, 2 36.x 96 35 x 95 IG IG 40.0 40.0 40.9 40.0 II 11 CILA-OUSYI ODU5/0001/0041 02 00111UO41-U2 001Z/0041.02 OOI31UU 16/UU41.02 0005 02 0001-UZ 0002-02 0003.02 IdA0181.OI IMO 82.OZ IdA01B7 02 X XX XU/UX 0 0 0 38 x Bp 12 x 60 • 12 x BU 6L 1 1,2 I 36 x 96 35 x 80 35 x BO J6 x BO 10 IG IG IG 40.9 55.0 55A 55.0 40.0 55.0 55.0 55.0 II 11 II 11 CILA•BU5W2 CILA•B051Y•I CILA•005W2 61/10161 OZ UXU 0 IDB .80 bL I 36160 36 x 60 IG IG 55.0 55.0 55.0 II 55.0 II CIIA BOW-2 0014/U011l0041.02 UOUI 02 61A016S OZ OXXO 0 St. 36 x BD 36 A 80 IC IG 55.0 55.0 55.0 55.0 II II CILA BOSiY•2 ODISIOUIe/0041•UZ UOUS•02 MA0166 D2 =fAA9 02 .02 X XX XU/OX ' 0 0 0 36 x 80 36 x 86 36 x 96 36 A 95 IG IG IG IO 55.0 41.0 41.0 41.0 55.0 41.0 41.0 41.0 It 11 11 II C ILA B05W CILA-005YI CILA-005W 001 II0041.02 001ZIUU41.02 0013l0U16/UU41.02 UOU I OZ 0002.02 0003.02 IM016902 OXO 0J6 J6 x 95 x 96 IG IG41.0 41.0 41.0 41.0 II 11 CILA•BOSY1 UO11fU01I/Up4I-02 UOuI0z IMOIIO 02 OXXO 0 144 x 96 I, 2 36 x 96 36 '95 IO IG 1 4L0 4L0 II 11.0 4/.0 • 11 CIUI.00SYI 0015l0010/0041•U2 0005 OZ ' O�opaOue:'"'sulalhry pllsa astl1 mhdmum 1/8- lempned plazlnp ' Isthd In acw�dau a rdlh Mello O�Us P101000I7 PA201. PA202 and PAZ03 Oq w m X 0 r V) r V! 0 0 0 1, COPI IWL'I Conllp, Swlnp IUDI Mu, Orurll Lill( Sln Ilaminsl Mrr, Glning SOP •OP Impaol nil. ]all RIPoilt' Ass'y Orlall Wall Wall (Ins.i Lill VII laa. ( I Type, TP ' IPafI IPiII APPr'd (tAAO.1Vl•MA) (IdIU•VTl-IAAI MAOIDI.01 f -W I OI.02 X 1 J6 x 80 I 36 x 80 0 79.0 75.0 , II IICIL 210.1913 1•3 ODOI.02 0001.02 fM010J 02 XX XdOX I 72 Is 80 1,2 36 x 80 0 55.0 55.0 IT CILA•712W-I UD02.02 0002.0I I )2 x 80 I 36 x BO 0 55.0 55.0 If CTLA•712WI 0001/000610041.01 ODOI.02 - 5L 14 x 80 IG 55.0 55.0 IT h4A0104.02 OXO ( 105 x 80 1 70-A 80 • 0 55'.0 55.0 - II CTLA•712W-I OD04/0007/0041.02 0004-02 SL 14 x 00, IG 55.0 55.0 11 5L 36 x 80 10 55.0 55.0 11 ' MA0105 02 OXXO I 105 K 80 I, Y 38 x 80 0 55.0 55.0 11 CTLA•712W2 OOOWDOEV0041.02 ODOS•02 SL 96 x 80 IG 55.0 651) 11 MAO106-02 X I JB 196 1 36 x 98 0 70.0 70A II CTLA•772W CDOI-02 0001-02 A0101.02 XX 4 72 x 96 I, 2 38 x 96 0 55.0 55.0 . 11 CILA-712W 1 OD02.02 0002.02 IMOf08 D2 XO/OX I 50198 I 08 x 96 0 65.0 55.0 11 CIIA 712171 000]/000610041 02 OoOJ 02 SL 14 x 96 IG 55.0 55.0 fl MADIOR-02 ON 1 64 x 96 1 08 x 98 0 55.0 55.0 1f CILA•772W1 0004/000710041.02 ODU4.02 SL 14.x 06 IG 55.0 55.0 : • rl MAO 110-02 OXXO I 105 K 98 I, 2 76 x 95 0 55.0 55.0 If C I LA•712W I OOOS/0014.02 0005.02 fAA0121-02 X 0 JB x 80 I 78 x BO 0 16.0 16.0 11 IICTL 210.19111.0 0011.02 0001-02 fAAO 22 02 XX 0 12 x 80 1.2 JO x 80 0 55.0 55.0 11• CILA•712W-2 0012.02 ODU2•D2 h1A012302 XOfOX 0' 12, 80 I 98 x 80 0 55.0 55.0 11 CILA•712W-2 00131UOI6/0014.02 0003.02 SL 14 all IG 55.0 55.0 If h1A0124.02 OXO 0 I08 x 80 1 36 A BO 0 65.0 55.0 It CILA•772YI.2 001410017IU041.02 0004.02 5L 14 x 80 IG 55.0 55.0 If MA0125.OZ Quo 0 144x 80 1,2 76 x BO 0 55.0 SS.D 11 CILA-712Y1.2 001510010/0041.02 0005.02 SL ]0•a 80 IG 55.0 1 55.0 11 MA0128.02 X 0 36196 1 36 X 96 0 .0 IT CILA-712W 0011.02 0001.02 MAD 127.02 XX 0 72 x 95 1.2 35130 0 0 11 CTLA-772W 1 0012.02 0002 02 MA0120.02 XO/OX 0 12,95 1 J6 x 96 0 0 N CILA•712Y1• 1 00131001610041.02 0000 02 SL 36 x 96 IG 0 II MAO129.02 OXO 0 . 100x96 1 90xO6 00 to5 II C ILA•772W I 0014/001710041.02 0004.02 5L 70a96 IG 0 IT hM01J0 02 OXXO 0 144 x 96 1,2 ]8 x 96 0 II CILA•772W-1 D015/001610041.02 0005.02 SL J6 w 96 IO IT ' O.epapue; IO.Insufalhip glass with minlmum 118" lempued glaring ' lined N ruoidmcr wllh M16-011dr PrOluculs PA201, PA20I and PA201 0 0 0 Z LO Izte-,.2k itstizz Sc_—,Zc_-s .�eskpata Review Certif,"�at� CertiSczte-30?644'C 5-�1=2:Zr�"—�iew:d load. �:2? `�:-J1CtS C. Mi0T �0Or �' d�1C5 On �,r,O =5CLi1e:_.'i00r _ mciCat_.^. aeiow to Q.'te^_iwe Me 1=70DrialeSic-. load Inc _-- _ �:�'L aC: n c*c _ szec:..ed w NE:=: -Dade COLn:; =ieiZca P70tOCoi RI- 0 1 'D!- 0" ;mac was 7ev'ie�7Vec for a"t7pucalili:V it suppor �Ji zOIILz..T__+ea .00Li -Or- ,ance �c:,. ':�'1cIlua1 for ti`ie crOCLCr 11Ile _IIC :7vC:1C: 'Z:.,c:cd DeiOw. 1 i Si_! _ Je O.CeI te5 �IIdt to resr r.7or'a n-rovlde^. ?-e -- {{ � � - COIlSi: '�. - (COP sj ot!•2latc! ,� :ce o-.oe�1c. �e-JT�rt�Ce data T^Waal S7eC'�sed her--, lIIe ar.3CIIer^.aSOIIile?-eT.:'ieor COP/ e_5'y por. psi:'" -=ion NIamices (Uniquely uuMDe-ed by produc: model) provides cor_e'_=-- 01_--erg or each p-rocuc: model reviewed indica�r_s me :es: iae rep or „ - _S3OII--o=-uarion. and Mlmas for ceSi� load and app. Hca6iI'7v - eSZ. ' a'_rLca COP'S and Na-zn- ceS MSI Dear oT _--,le-ie �^sac: r �_1 bie __.. :itC YV aver. tz Enterffv Entry Doors v-�csc:.vlgCe?;: W ood-due Steel Door (ti1ar. i=3026s%C-tJ01 ) Leta) -Edge Steel Door (Viarrix :: 30_64:1; C-00_ j Fiberglass Door (1lam-ix -30_64� i C-00�'; A n0 di, a J7P O ie'dze Oi :he " c i _ reiu OD11QS1G2.. �11d nC m.1QP RO Li:?emvr 7o ve.':-i rft2 cizz-irac' or :OrTO�.FZe�S JT :ne dcra ;Zibm.: c�.^ Ile r?.lPw Con .—:ae was onn' ro 3e:_7nv:e -ha.- '+:? -AeT or�ror:� ='TM - :y e�r-'e.�•c� i, the :r;"r�se.*.LarD25 0; uYe ia�C ;u�o,�l rom - -u= = SemrO renew w , c. {or ,:, ..�.ura. Vie; ,ormanc_ re,�ir oniv a d u:. rzor tnciuu2 re v O`a:r inrurr 17 or wares .7ene.; ad0n zest rerui". j ii 7 vrzeson.`?-oi APR-16-2003 WED 03:49 PM TRIM PAK FAX NO, + PR-tMDOR DICKSON 615 446 7M P. 02/12 14.1919 P. 1/1) To: Masonite International Corporation TECHNICAL ADVISORY PD White Date: April 16, 2003 C*-of Oviedo, Resider (407/977-6027; 407/977-6025 fax) From: Kenneth R Imhoff CC: D, stmd (407/957-L'34 fax) sr. Ptnjeet Mamger — Pxtesior Door Ptadu= R. Bany (9131992.0914 Sax) buiboftma mite.com 615/441- Ms office $13433-4171=bile 615/446.77.29 fig: Subject: Air & Water Performance Results on Exterior Door Units Submitted for Permitting by Engle Homes. Reference:•Product Approval Sheet's COP-WL-MA0101-02; COP-WL-MA0121-02 Indepantly Validated under the Warnock Hersey (WH) Mark. It is our belief that the exterior door waits definod under the aforementioned certificate of :performance (COP) sheets comply with the requirements of the 2001 Florida Building 'Code (FBC), Chapter 17 (Structural Tests & Taspections). This unit was been tested in cordance with Miami -Dade Building Code Compliance Office (BCCO) protocol V'..'FAZ02 pmformanee guidelines. PA202 procedures include water penetration in ,.,--,-accordance with ASTM E331 -•Standard Tett Method far Water Penetration of Exterior Windows, .Skyligghts, Doors, and Curtain Wails by Uniform Static Air Pressure Difference A air infiltration in accordance With ASTM P.2E3 - Standard Test Method for `Determining the Rate of Air Leakage Through Exterior Window.t, Curtain Walls, and Doors Under Specked 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) confirms that this unit achieved no wo.W 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 2.56 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 mwk (cfm/ftz) for door units designed to swing out. Door units designed to swing in achieved an air infiltration rate of 0.18 cfm/ftz. 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 Sifmnirted, XeAutedoz. Imhoff Masonite/PreMdor Exterior Door Produett • Out Prsmdor Drive • Dickson, Tonoeseet 37055 ArTok, Castlegote. Celco, Colorado, Decot, DorFab, Entergy, Evergreen, Johnson, Monterey, Oakorxft, Premvu, Rachman vnivcraal, Royal Mahogany Productc, Span -Rite, 59ocialty/Baylite, steelvood APR-16-2003 WED 03:50 PM TRIM PAK FAX NO. 4 P. 03/12 AVr.i6. 2003 3:34PM PREMDD"r, DICKSON SIB 446 7229 No.1918 P• 2/11 Prcmdor Entry Systems -3- NC71 ,210-1973-14,3 (S)(F) PARAGRAPH NO. 5217 Air Infiltration 1.57 psf (25 mph) O.D2 CFM/F'T2 0.2.0 CFM/FV 5.21 Uniform Static Air Procedure Design Loads (30 second durations) 76.0 psf exterior Meets as stated 76.0 psf interior I Meets as stated 5.2.6 Water Resistance (5.0 GPH&74) VM - 825 psf No Entry No Entry 5.2.3 Uniform Static Air procedure Full Loads 114.0 psf exterior 0.041" O.i44" 114.0 psf interior 0.124^ 0.144" STRUCTURAL T1cST RESUIM SMOMEN NO.2$ (Outp%ing) PARACWH NO. TCTLE OF TEST MEASURED ALLOWED 5.2.7 Air.Inflittadon 1.5.7.psf (25 mpb) 0.03 CFM/F*la 020 CFM* 1 5.2.3 Uniform Static Air Procedure T Design Loads (30 second durations) 76?0 .psf exterior Meets as stated 7610psf interior Meets as stated 5.2.6 Y WsterMesistance (5.0 GPKTT) A'TP - 8.25 psf No Entry No Entry 5.2.3 Uniform Static Air Procedure Full Loads 114.0 psf exterior 0.051" 0.144" 114.0 psf interior 0.147" 0.144" Mti1MMAL TEST RESUIM SPECIMEN NO.3S flaswiny) PARAQ H�NO�, TITLE OF TEST KXAUri � ALLOWED 5.2.7 Air Infiltration 1.37 psf (25 mph) 0.18 CFM/Fr 0.2o CFM/1`T' 52.3 Uniform Static AirProeedur•e Design Loads (30 second durations) 76.0 psf exterlor Meets as stated 76.0 psf interior Meets as stated 5.2.6 Wat.-r Resistance (5.0 OPH/FT') WTP - 2.96 psf No Entry No Entry 5.2.3 Unifom Static Air Procedure Full Loads 114.0 psf exterior 0.143" 0.144" 114.0 psf interior 0.039" 0.144" rtuu—Lo'Luuc 1nU ua.of rn imin rHh rHh 14U. 4UfbD1gC34 t'. UL/Ud eul..' .I.��'�.t ATE i X ir -o Prolt."lonal Enpine ring Services for Developers and -Builders of Residential-HousingP.O. Box 59S4 Thurvilie, FL, 32793 ' Phone (407) 2694US ' Fax �'40T) 21Ua-S"S r.x,-r, TiI.1iI{'c, xL(?' r,r. OF1'R0D rT A('.(-7, VTAwrr :E Z 9400 KN lkst:i Corpormion 516 &i,t Sansa An: Street 1.0. Rox 4250 a1',rim. Cali(omia 925034250 DF.SCRTI}'I'I(lal t�F Ttl\i f Model I)csirautior.: Yo-Nikset Se;i:s and Tttan Scrics (CTbncHcaI Lc:ks) Atliimurn Ove al! Sizc: 2-11V F= Rore -"ith a T' Cross Bore•(2 •S/8" or 2-3W' Bac L-.set ) Ccucral devc6plion: Cylindrical bob red t2Pe lock I 7e;led cr; Atrcric:tu Test I,S,bs afrSouth Florida. Test P.-c+ort n.A-'ii, 0212.G;-96. 0212.04-46 signed and R. Mohner, 1'.F.... TestLopct Desir,rtLosd Fort•c-4damry (A.8'IM r-942 ; PA-202) passed passed Uvt%GeWiscile Iniaat:t.p`:rPA-201 past;d puse;i a fiolpac-led as irsmstg unit) I.�ie nc •rt;t. 671 w=1 c; =iet rar 'K-v it -set Serics positive 65.0 psi GS.O gsf r ut:LoadingTa-t_ 671 cq*.al cycle; ' - �:wi}:se{'Scries negative 96.0 psf 86.0 psi r �aL1k. L13 iina 7cst 671• tonal c;•_1,-s Titin Series posiiive 86.0 psr 8,6.0 psr F3ti-ut Loadinn Ten 671 total c clEs I it:1r1 Qtnvc neE uye 86.0 ns 86.0 usf rli:S11111 I'te�cu;e if3'ttn�: Kvik.w Scries - Pas.6g� positive .65.0 pcf .(DLTTSWING) Entry (requires-pzsrage bolt) Negative 65.0 pcf Dadt*It J7;.si Lai Pr ssvze. icaunc : l:wiks� �zt1cs - T35ssge Positive 65.0 Vsf CINSVMgG) Ent:-y (:t.qui-ts gasasobolt) lhegativc 96.0 psf Deadboh 1): clg,n 1 cr�ilr�Rating: Than Scrirs - Passage Positivc 86 G psf (DLTSV1r171G/ _•ntry (r:.�uit:s pass3gt: bolt) Nc�ative RG.O psf. ' L\'SWI�1G) lladl,olt LA'S'fAI?,.','f'3Cii� lt}ti't1 ANCFtUl:itr'G: See rcversc side this paRc USE 1. h , a:•ed fi.r use ir, )matloti adheri11� V. pT Oe I'•f� to the S.h,C.C.L, S.F.B.Srr7.C., S.F•.B.C.'31at�•ard Edition and «•hG � t.�c��srv¢ %quire .c.nui rs deu.rrnint:d by ASCF, 7 Minimum Derive Loads for Buildingi siad Other Srntetures does not p~ssur ratin-s listed above. 2, Tb: Gradc Rating of a lxi: is not partineat io struct.::31 periDflnBnc'e as rcbt aas to Htirr►canc / Q%incl Cntic cr)M 3, M:r; b:s wr�l on dtsors tcsl:.3to asign presstu,:s er�u:.l to or less loan thn:r Ft,o�.r above. 4. A}IJ)k3tion for building renrti.t shall br ac; ompartied lsr a copy of,. :ic appr0%MLL - -. a 1 1 C() A ig9' nuv-Lo-GUUL Inu UJ•DJ rn !Rill ft1A NIA NU, 4UlODIDCJ4 r, UZS/U6 INSTALLATION OP LOCH SETS PER* TESTING AcccpLOnce W309400 PER KWIKSET SERIES r-KARDWARE __j PROVIDED NOTL., TO BUILDING INSPECTOR THESE KWIKSET AND TITAN SCHEMATICS ARE FOR FIELD INSPECTION PURPOSES AND REFLECT 71SfED CONFIGUP,ATIONS. DETAILED -INSTALLATION INSTRUCTIONS ARE PACKAGED WITH THE LOCK UNIT KEYED WOOD SCREW -1 illr AD BOLT ./ S7RtxE2 or 2 3/4' PLATE � /<' f WXSE'T PLATE , sc•c" �� l%;i` ON WECHANISW TO 9E HANDLE SET. L-NER or KNOB. INDIVIDUALLY, ,C J WOOD SCREW- `0 �LATCH BOLT // 2 3/8• or 2 3/4' STRIKE _ f BACKSET ` PLATE PER ;�, HANDLE s SET TITAN' SE.FrRIES WOOD SCRE1a' - ti 'j., t �•ii211�,L J F'LAiE Pam? 1•1i *DwARE THUMB TURN r^RWIGEO uif AChINE SCREW V s wooD c DEAD BOLT ./ 2 3/ff or 2 3/4' BACKsET ref: KY1D SCAC� 1fATCH BOLT W/ 2 3/6' or 2 3/4 BACK:,ET TIER . 1� MECHANISM TO BE La Ml r cr-r i :vre NOTE TO BUILDING INSPECTC MECHANISMS WITHIN THE CL01 ARE OPTIONAL TO THE PP,IMAF MECHANISMS SHOWN. FOR EXAMPLE: A THUMB TURN DEAD LOCk CAN BE SUBSTITUTED WITH A KEYED MECHANISM WITHOL INVALIDATING THE SYSTEM. XO or OX r l l l e I Glazed Outswing Unit �� U APPROVED ARRANGEMENT: O O FIBERGLASS DOORS Note: Units of other sizes are covered by this report as long as the panels used do not exceed 37 x 6'8". 1 Test Dan Review Certificate 13026447A N0264479: IM26447C and COP/rest Report Validatbn Matra 73026447A- 001, 002. 003: 030264478.001, 002, 003:13026447C-001, 002, 003 provides additional INomadon - Ava0aba trbm me rrSd" websbe (www.ettsen ko com). the Masonite websla (www.masdmtetom) or the MudNn teUNcal center Single Door with 1 Sidelite Maximum unit Sim . fr0- x O'9' Design Pressure +55.0/-55.0 - Ulrt ted water unless special mresnold design is used. Large Missile Impact Resistance Hurricane protective system (shutters) is REQUIRED. A= design pressure and.impaa resistant m%irements far a specific building design and geographic location Is determined by ASCE 7-fuddnaL suite of local building codes specify the edition repaired. MINIMUM ASSEMBLY DETAIL: t Compliance requires that minimum assembly details have been followed — see or MAD-WL-AM0016-02 and MAD-WL-MAO041-02. MINIMUM INSTALLATION DETAIL: Compliance requires that minimum installation details have been followed — see MID-WL-MA0003-02. APPROVED DOOR STYLES: 1/4 GLASS: 00 00 00 00 00 .00, 100 Series 133. 135 suits 136 Sod; W Series 1/2 GLASS: Ina IRWI N0 �� ® 11 00 00 00 00 tan 00 10s series 106, 150 Series, 129 Series' 12 R/L 23 RIL 24 R/L 107 Series* 108 series 304 sales Sedes' 'lhls gins kit may also be used in the folbwirp door style: Eyebrow S-panel with scrdL f * O akgga77 AR�K- 1000RS tt''rrrr�T--''tt�' ,•,,,,,,•,, , ,_ PIeeROL.AS3 IIMTRY Nr:.rd AtiV Es,d=" �{j.t • RE+0A0�,Q"� /— 'LJW Jwr U. 2d@ h-- o—u" DD OwcaeilwMDiagramawadwrxnDm.Mn==kn"=ft= laa.ipDawwoom Masonite International Corporation &W ■niw t0 weg. wenae n.=& XO or OX l� .vj ��1\ i I 1 I Glazed Outswing Unit FIBERGLASS DOORS APPROVED DOOR STYLES: 3/4 GLASS: FULL GLASS: MI Y x 013 00 Mfg), 404 Series 410 Series 109 Series 114, 120. 122 152 Series 149 Senas 300 Series Senn APPROVED SIDELITE STYLES: , t. 101 129 Series MOO Series 12R, 12L MR. 23L 450 Senn 152 Series 149 Series 109 Sarin 120.122 Serfes 300 Sarin 24R, 24L Series CERTIFIED TEST REPORTS: CTLA-805W-2 Certifying Engineer and License Number: Ramesh Patel, REJ20224 Unit Tested in,Accordance with Miami -Dade BCCO PA202. Door panels constructed from 0.075" minimum thick fiberglass skins. Both Stiles constructed of 1-5/8" laminated lumber. Top end rails constructed of 31/32" wood. Bottom end rails constructed of 31/32" wood composite. Interior cavity of slab filled with rigid polyurethane foam core. Slab glazed with insulated glass mounted in a rigid plastic lip lite surround. Frame constructed of wood with an extruded aluminum threshold. PRODUCT COMPLIANCE LABELING: TESTED IN - ACCORDANCE WITH MIAMI-DAOE 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 Test Dad Review CertlOate 13025447k N025447t 10025447c and coP/rest Report Mdation Made f3025447A. 001. oat OOx /d0254478-001. 002. M. 13026"MM. 002. 003 provides adaborw Irdonrudon - avaifapu from ate ITSMItf we0site (www.etllerokp.COro). me mnordte rMsit! fwww�nasordte.coml or the 14awrdto teNniol curter. O akgXaff AR K" seJ-�r-Ular• I�rlwrN�IP lr�w PIOBRO LA!AS ! eNTRY DOOR] ---'RI�.F.i�r Gw. •` r/W7WVIi rPYliefiew � 17. i OW CMoox Masonite International Cor oration Our landwiq /repram W nlowe imprewmwa mLL.s nrdaonon► wipe ma proms P moil 1*iw to do p - wd Wilco. V, v X0 or OX 4� ^�ti�°"� L a l UnitV OUTSWING UNIT WITH SINGLE DOOR & ONE SIDELITE (BOXED CONSTRUCTION) TYPICAL HINGE ATTACHMENT r . r BUTT HINGE 112 GAUGE) ODOR PANEL. . SOf JAMS �I 0 O I 0 1-70 D ( AT MFAO WO [ AOOEO OUAIIo ILSTALLAr1oN SEF 1eMIMUM INSTAWTIdtI ofwL TYPICAL MULLION ATTACHMENT FINGER -JOINT® IOLN HEADER WO O FRAME iIr STNEW W AUNIUM) SIDE JAAIBS ATTACKED BACx•tp.6Atx MUST BE JOINED USING I • x I? LONG CGRRAGAtED FASTENERS LOCATED r FROM EACH ENO MAXIMUM AND r O.C. •••••••••• MAXIMUM (STOP SIDE) Oa /1e %r FUr NEAO WORD SCREWS LDCaRO r RUL1 EACH ENO MASARIM MAXIMUM Am Ir= (ON CENTERLINEW STO►L TYPICAL THRESHOLD & SIDE JAMB ATTACHMENT RNGER,IOINTEo K" oaf WOOD SIDE JAMB (1•I/r1 A-111 o' w1tN I/r Sm HEIGHT Mtmfmm) u (21 i�x I•yr NIGH PERFORMANCE VAM SHEAD CRM OR S_ R THRESNOIO (217/1' STOP I r LONG T I? � MINIMUM) 11 C WIRE T STAPLES TYPICAL HEADER & SIDE JAMB ATTACHMENT tFLN an WOOD G FRAME HEADER O (1•Ur x 4STO iN INI STOP HEIGHT 111NIAIUan RIJI mrt xx MULLION WWE STAPLES (2•Irrx 43fr w1rH Irr stop NEW ummim) Sol A �1•I/r x 4.wlr TN I? STOP T HEIGHT YUU wM) ................ Ib wALLERNE1GNT .. (Al FOR HEIGHTS A GREATER THAN 74 TYPICAL THRESHOLD & MULLION ATTACHMENT BUMPER TNRESIOLD LMnB• x T/r STOP NEIriLT 10OWM) SECTION A -A TYPICAL SIDE JAMB & SIDELITE PANEL ATTACHMENT RNGER•JOINTEO CLA CRY wwo SIDE JAMB �1•IM• x A.9/1 S iH U �n SIDELITE PANEL A lf ( m /IexrJ LWOW TRIM U Mf WOOD StliEwi Mt x t/r M16) ATTACKED WITH LOCATE r FROM la GAUGE PN NAILS EACH CGRNEA AIR) x Lr LONG. LOCATE Ir QC r MGM EACK mrstas Note USE 110 x r CORMER x 3+S4• D.C. FOR MULLION SIOE FOR NORUDNTAL TIUM ATUFJ(NENr fFOR a VERTICAL M SECTION B-B TYPICAL THRESHOLD & SIDELITE PANEL ATTACHMENT B SOEL(TE PANEL RNGFA,J01 ITEo MULLION WOOD (2•Irr T 43/r varN fir STOP 11Wn Matt MUM) WarnocktH..,.r IGH POUFORMANCS NnHLr BUMPER � D 1772'S� 0 r FROMM Test Om Rey" CeN9te v302"7A /1028a79 ORWA NOTE: USA no IT r /JO26447C and COPfrest Reoon VaBdadw Mures RONWWMSMMFORNEADEIIArTACKMENt IJ026utA-0O). 002. 003: /J026sa75-M. am. on /J026ae7CWI. 002. W3 provides afttional information - availaola from the ITSlWM waosita jwWw.aotMkd.COM)• the M&soMe weasile www."GXOMUI-CO l) of the Masomle teMMCal ClnTeL LdrUwq f..w ppL��ry� .,L JUlia 17, 2002 6.J d�NeoNon.roe.-V -atw0wolmwo—AMAm,o.am4mm Masonite International Corporation anus Oro prom a "m mama to umm weNOW .OIIFA. GLASS INSERT IN DOOR OR SIDELITE .PANEL HIGH PERFORMANCE RIGID PLASTIC OR CELLULAR VINYL UP LITE SURROUND FOR 118' SINGLE PANE GLASS 11T.14.OR r INSULATED GLASS. 16 X 1.1? PAN HEAD SCREWS LOCATED 13.1/8• MAXIMUM FROM CORNERS AND BACK BEDDING 14.14• D.C. MAXIMUM (DOW 995 OR EQUAL) Y SECTION A -A TYPICAL RIGID PLASTIC LIP LITE SURROUND DOOR 1.9/16, DOOR 1.1? IAr SINGLE 11T SINGLE PANE GLASS; �pOU Q+U o 0 Q, PANE GLASS; 0p80 l 1?. 3/4. OR 1• Q OD�o Q O p 0 1?.14' OR 1' 2.7/16 C10 q, �— DOUBLE PANE. 2•I? �_ DOUBLE PNE Ya• oR 1' Y4* OR o o TRIPLE PANE I pop Op T TRIPLE PANE 0 o INSULATED 0 0 4. INSULATED GLASS GLASS 2 r 1/8- SINGLE PANE GLASS: 1?.3/4.OR 1• DOUBLE PANE; Y4.OR 1• TRIPLE PANE INSULATED GLASS DOOR 1-7116' 'Glass inserts to be sub -listed by Intertek Testing Services/ETL Semko Or approved validation service. LE PANEGLASS: 1AS5: 1?, Y4' OR 1- �— DOUBLE PANE T3/4* OR1' TRIPLE IEPNE INSULATED GLASS �/ Tast Om Revtaw Cart fimte 13026447A: rM26447B: /302S"TC and COP/Test Reoon Vaaaa11on Mama A025447A-WI, 007- 003:1302G4478-WI.00Z =: 13MB447C-MI. WZ O03 provides addi°anal Wormadon - available tram ma ITSIWH weo3he (ww+v.etlatmko.dmn), Ana masomto �o weosite (www.nusor itacom) or ma Masonito teenmol cones June 17. 2002 P�✓/ l/!�/ • 0"`9A""9'0Wmofp1v*=ufto' = Masonite International Corporation aeon me aaaun a.oa repast m was wanaa now. XOorOX .\ r"� Unit SINGLE DOOR WITH 1 SIDELITE 6' 6 CL TYR TYP. TYP TYR ' UNIT 87 UNIT 15/16' 17-1/8' MAXIMUM ON CENTER TYR I Minimum Pdstener Count- • 6 per vertical framing member • 7 per horizontal framing member Hinge and strike plates require two 2.1/2" long screws per location. Rough t Opening t 1 • Width of door unit plus 1/2" • Height of door unit plus 1/4" r r r w= � Test Dam Review Cerditate 03026447A: 71026447B;13026447C and COP/TestCaU est Recon velion Marna 11026447A-0Ol, 002. 0¢!; 110264479-001, O0Z 001: /1026tt47C-0Ot, 002. 001 Orwides e6iItorlal iNomuCOn . rmlap4 from me ITSMlH wet site Iwww.etlsemkn.com). me Masorrite R-B-11111110 vwtuce (wwwmesonitexam) or me Masonite teaudc;tj camer— Latching Hardware: • Compliance requires that GRADE 3 or better (ANSUBHMA A1562) cylindrical and deadlock hardware be installed. • UNITS COVERED BY COP DOCUMENT 3243% 3248, 3263• or 3268 Compliance requires that 8" GRADE 1 (ikNSI/BHMA A156.16) surface bolts be installed on latch side of active door panel - (1) at top and9) at bottom. 'Based on required Design Pressure -see COP sheet for details. Notes: 1. Anchor calculations have been carried out with the lowest (least) fastener rating from the different fasteners being considered for use. Fasteners analyzed for this unit include #8 and #10 wood screws or 3/16" Tapcons. 2 The wood screw single shear design values come from Table 11.3A of ANSI/AF & PA NOS for southern 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. 0 s.a,.d•ar r.e� June 17. 2002 �-• o•. :,, o..., 0--^—oorawsAae.oceas"aw.nmmaus,armemm, Masonite International Corporation aeopn am aoeue der meted m Cn, wam romp OXXO Glazed Outswing Unit FIBERGLASS DOORS APPROVED ARRANGEMENT: Double Door with 2 Sidelites Maximum unit size • 12'0' x 6'8' Design Pressure +55.0/-55.0 Limited water unless special threshold design Is used. Wamock Hwavy VI F7® Test Data Review certificate /3026447A: #30264478: f3026447C and COP/Test Report validation Matrix f3026447A-001, 002, 003: I30264478.001, 002, 003; f3026447C-001. OD2, 003 provides additional Information - available from the ITSIWH websffe �www.etlsamko.com , the Masonite website www.masomte.com� or the Masorthe technical comer. Note: Units of other sizes are covered by this report as long as the panels used do not exceed 3'0" x 68". Large Missile Impact Resistance Hurricane protective system (shutters) is REQUIRED. Actual design pressure and impact resistant requirements for a specific building design and geographic location is determined fry 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: t]000 Q aoo an 00 00 0o an 00 g0 100 Series 133.135 Series 136 Series 822 Series 1/2 GLASS: is 0 00 0� 0 00 an 00 00 g0 00 105 Series' 106,160 Series' 129 Series' 12 R/L, 23 R/L 24 R/L 107 Series- 108 Series 304 Series Series' 'This glass kit may also be used In the following door styles: 5-Wel; 5-panel with scroll; Eyebrow 5-panel; Eyebrow Spanel with scroll Oak�aff md•artad AR K" ht�udrap trim FIa6ROLAS 55 ENTRY DOORS PbwT•wndfWrahu F,myDay. n �ro��acJion � June 17.2002 1..1 m o�•mr open Our aNrxrlrp eroer.m at Dmdda Imdrwemtnt mekee xdecnlurbns, design em droaua Masonite International Corporation OurC delas suelea W aunee wdndur rotke. OXX0 Glazed Outswing Unit FIBERGLASS DOORS APPROVED DOOR STYLES: 3/4 GLASS: FULL GLASS: © L�J 00 00 404 Series 410 Series 109 Series 114. 120, 122 152 Series 149 Series 300 Series Series APPROVED SIDELITE STYLES: I 1 1 I 129 Series 200 Series 12R, 121.. 23R, 23L, 450 Series 152 Series 149 Series 109 Series 120.122 Series 300 Series 24R, 24L Series CERTIFIED TEST REPORTS: CTLA-805*2 Certifying Engineer and License Number: Ramesh Patel, RE./20224 Unit Tested in Accordance with Miami -Dade BCCO PA202. Door panels constructed from 0.075" minimum thick fiberglass skins. Both stiles constructed of 1-5/8" laminated lumber. Top end rails constructed of 31/32" wood. Bottom end rails constructed of 31/32" wood composite. Interior cavity of slab filled with rigid polyurethane foam core. Slab glazed with insulated glass mounted in a rigid plastic lip lite surround. Frame constructed of wood with an extruded aluminum threshold. PRODUCT COMPLIANCE LABELING: TESTEDIN ACCORDANCE WITH MIAMI-DADE BCCO PA202 COMPANY NAME CITY, STATE To the best of my knowledge and ability the above side -hinged exterior door unit conforms to the requirements of the 2001 Florida Building Code, Chapter 17 (Structural Tests and Inspections). lit / aaf�5 State of Florida, Professional Engineer Kurt Balthazor, P.E. — License Number 56533 waarnm* 11mmy IF�m Test Data Review Certificate #3026447A; /302644711; /3026447C and COMM Report Validation Matrix /3026447A- 001, 002, 003: 03026447E-001, 002, 003; 03026447C-001, 002. 003 provides additional Information available from he ITS/WN weDsite (www.eMemko.com), the Masonite webstte (www.masonite.com) or the Masonita technical center. Oakcraff W..a..,.,. AREK" e.rl ri..IrrrDm PIaBROLASS ENTRY4000RS N-T—W Fbprh L-y D_ 1rr'n''' TW Jtne1ft Deer. Our canenrup oropnm of Dmaq ImDmuemem mekp eoecltketbns. design and prOdl Masonite International Corporationrt deUa SUI*W to OWW vnthad roODe. OX ro b� \ ,�'` I Ili ; I Unit � � • OUTSWING UNIT WITH DOUBLE DOOR & TWO SIDELITES (BOXED CONSTRUCTION) TYPICAL HINGE ATTACHMENT TYPICAL ASTRAGAL PROFILES <' A a• BUTT HINGE t-9/18 1.10n6 (12 GAUGE) S9N(b DOOR PANEL c 2.15/ie' 2-S _ 2-ya• SnELbwY1-La' OYYRU rY1.WY II ve YJw-ALr nuow w—uY I e�W� rnYar 1 MEOWS; L (6) 010 x Ole' J FLAT HEAD WOOD SCREWS TO BE ADDED DURING INSTALLATION SEE MINIMUM INSTALLATION DETAIL SECTION A -A TYPICAL SIDE JAMB & SIOELITE PANEL ATTACHMENT RwaA•Jawto U{M OAT wow got JY.e NnM I? star NucNn aoarra MMEL In /IOarJ Ltwow M. woap sai n lrtlrpAlto M•) tOCcp- c MOY e�ormAJu.No le a.Ytt N. Nit :vr�oJJct.awe it of &Z-L" Iouryas NOn:-U3tneer ma wAmax SA1e mANfAaa•aw•O.r- ram ICAIIDNr4l rAIY JrtAoweMr ► iw Ant l rAAY SECTION B-B TYPICAL THRESHOLD a. SIOELITE PANEL ATTACHMENT rw AA ALUMINUM EXTRUDED ASTRAGAL (0.06- MINIMUM WAL01HtCXNESS) WITH ADDED REINFORCEMENT INSERTS AT TOP EXTENSION BOLT. BOTTOM EXTENSION BOLT AND CYUNOERICAUOEAOBOLT LATCHING LOCATIONS. ATTACH WITH /8 X 1' PAN HEAD SCREWS -LOCATE 1-FROM EACH ENO MINIMUM AND Zr O.C. MAXIMUM. .................................................. TYPICAL HEADER a SIDE JAMB ATTACHMENT A (01 FOR r0' HEIGHT OR SMALLER FOR I FOR HEIGHTS THAN TO' B B TYPICAL THRESHOLD & SIDE JAMB ATTACHMENT r8 X 1.0Ya' LONG FIAT WOOD SCREWS OR (3) T LONG X 1? CROWN WIRE STAPES FIRSER-JOINTED KILN CRY WOOD FRAME HEADER (1-1I4' X e-9n8' WITH Vr STOP HEIGHT MINIMUM) (�CROWN WIRE STAPLES FINGER -JOINTED KILN DRY WOOD SIDE JAMB 1-1/e- X 4-9n S' TN 1rr STOP HEIGHTMINIMUM) FINGER -JOINTED KILN DRYJAM W000 510E JAMB SIDE JAMBS ATTACHED 8ACX-TO-BACK X r-9n8' MUST BE JOINED USING 1' X 1/r LONG WITH ITH 1!r STOP CORRUGATED FASTENERS LOCATED VROM HEIGHTMINIMUM) EACH ENO MAXIMUM AND r O.C. MAXIMUM (STOP SIDE) OR X T RAT HEADWOOD SCREWS LOCATED END S FROM EACH ENO MAXIMUM AND lT O.C. MAXIMUM (ON CENTERLINE OF STOP). HIGH PERFORMANCE BUMPER i THRESHOLD (HE1G 7C arq T MINIMUM) COP/Test Reoon Ya00epon Matrix 0=6447A-001 MZ W0 rM284478.001. = = 03028ee7C-001. CM 000 oro.icles a0aitiorul iNomutgn - fratlmle from the ITsiwm weasite (wY .easemtmcm), ate Miaartite weftte (www.rttaZO&W=) Or Me Mason" mounal Cattet s.a..L.Ir r... PRFN��✓/.d:.. June 17, 2002 o.w., e.... Ow Mm"m wowsm of mcmd U.Um°"m � gocUmonMasonite International Corporation eeean me 7ewra dam wawa to cu gs .cmw n=L GLASS INSERT IN DOOR OR SIDELITE PANEL BACK BEDDING (DOW 995 OR EQUAL) SECTION A -A TYPICAL RIGID PLASTIC LIP LITE SURROUND I-0mg. 1/B' SINGLE PANE GLASS; 1@', 3/4' OR 1' — DOUBLE PANE. 3/4' OR 1' TRIPLE PANE INSULATED GLASS 1-1r' o . 1/B' SINGLE PANE GLASS; 1/2', 3/4' OR 1' DOUBLE PANE; 3/4' OR 1' TRIPLE PANE INSULATED GLASS 'Glass inserts to be sub -listed by Intertek Testing Services/ETL Semko or approved validation service. HIGH PERFORMANCE RIGID PLASTIC OR CELLULAR VINYL LIP LITE SURROUND FOR 1/B' SINGLE PANE GLASS NT. 314' OR 1' INSULATED GLASS. !6 X 1.1Z PAN HEAD SCREWS LOCATED 13.1/6' MAXIMUM FROM CORNERS AND 14-314' O.C. MAXIMUM 1.7/16' 1/8' SINGLE PANE GLASS; 1?, 3/4' OR 1' — DOUBLE PANE; 314' OR 1' TRIPLE PANE INSULATED GLASS lAr SINGLE PANE GA PANE GLASS; 1/T. 3/4' OR 1' �— DOUBLE PANE; TRIP OR 1' TRIPLE PANE T_ INSULATED GLASS YYa Km* q MY Tact Dada Review Certltkade 03026447A; /30264478; 13026447C and COPRTMI Report Validation Maoix /9026447A-001, 002, 003; 03026447BOl. 002. OM: 03026447C-001, 0112 003 provides �eddblonal bdom%Om - avallattle from t1m ITSMIH websbe (www.etlse.. lam m), tM Mason to o webte (wont masordta com) or the Masoft tedmical Amer. pppp��/�apqq E..1 E.ci usivr,lY I.om rA�aL/t/xaIIo�enGow � June 17, 2DO2 nr.mlum Ou.11ry Oesr oararawa WWamawadudhMwmmdmEmaoec9teb . Masonite International Corporation destpn ab We= den) VOW In dunpe WOW rub= OXXO Unit DOUBLE DOOR WITH 2 SIDELITES G 3' 6• CL TYP. TYR TYR TYR l 1 ll 11 ll rr i 1 ll 11 I1 11 1 1 11 11 11 11 1 1 V TYR 6't1" UNIT er UNIT 13-15/16' 17-lAr MAXIMUM ON CENTER TYR • 6 per vertical framing member • Width of door unit plus 1/2" vmrnock rw••. real oaa Raview Cerert= #3026447a r3ozsaa7e: rM26447c and CORTeM awe n vaudation Malt IM26447A- • 16 per horizontal framing member • Height of door unit plus 1/4" 001, 002. 003; I302644 1.0M. 003; /30264470.001, F7® „ o `"nj �mh0,, Hinge and strike plates require two (wvw.masonne.com) or the Masonue mcnmral cadet 2-112" long screws per location. Latching Hardware: • Compliance requires that GRADE 3 or better (ANSIBHMA A1562) cylindrical and deadlock hardware be installed. • UNITS COVERED BY COP DOCUMENT 3147, 3167, 3245•, 3250, 3265• or 3270 Compliance requires that 8" GRADE 1 (ANSIBHMA A156.16) surface bolts be installed on 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 38 and 810 wood screws or 3/16" Tapcons. 2. The wood screw single shear design values come from Table 11.3A of ANSUAF & 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 property to transfer loads to the structure. 0 ....w" o•.uh oeo.. 0�1 WDMMClmomG eekkoWdllndvts. Masonite International Corporation demon and dean sugaa to dmoe wanout room. W EATh ERNASTER BuiWiNc, PRoducTS. Inc. 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 IGA 3/A Cont. Head And Sill Fin Mull 1900/1100/1970 1900/1100/1970 6 GA 4 Installation 1100 Fin PW 1100 7 GA 5 Installation 1450 PW Flange Designer PW 1450/1550/1570 8 GA 6 Installation 1100 PW Fin Designer PW 1100/190011970 9 GA 7 Installation 1480 Flange HR 1480/1580/1590 10 GA 7/A Installation 1580/1590 Flange 3 Lite Slider 1580/1590 11 IGA 8 1 Installation 1180 Fin HR 1180/1980/1990 12 1 GA 8/A linstallation 1980 Fin 3 Lite Slider 1980/1990 13 GA 9 GEN 0024 Block Inst. SLIDING GLASS DOOR 420/430/440 14 GA 10 GEN 0028 Wood Inst. SLIDING GLASS DOOR 420/430/440 15 GA 10/A GEN 0027 2x in Block SLIDING GLASS DOOR 4201430/440 16 GA 11 GEN D450 Fin Vert. Mull Clip 1448 17 GA 12 Mull Bar Load Chart 1x4 Fig. Hz. SH 1445 18 IGA 12 A lMull 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 Fig. Vert. PW 1445 21 GA 14 A Mull Bar Load Chart 1x4 Fin Vert. PW 1445 22 GA 15 Mull Clip 1x4 >6 Fin Vert. Mull Clip 1445 23 GA 18 Mull Clip GEN 0453 Fin HZ Mull Clip 1447 24 IGA19 I Mull Bar Load Chart 1x4 w/lip Fin HZ SH 1447 26' 1 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 tx2.5 Fig. Vert. SH 1442 29 GA 24 Mull Bar Load Chart 1x2.5 Fig. Vert. PW 1442 30 GA 25 Mull Clip GEN D454 Fig. Vert. Mull Clip 1442 31 IGA 26 Mull Clip GEN 0459 Fig. Vert. Sill Clip 1442 32 GA 28 IMull Clip GEN 0456 Fig. HZ Mull Clip 1445 33 GA 29 Mull Clip GEN D452 (>6) Fig. Vert. Mull Clip 1445 34 GA 30 Installation FEB. HEB. Fig. SH 1450/1550/1570 FE+HE 1450/1550/1570 35 GA 31 Installation FEB. HEB. IFIN SH 110011900/1970 FE+HE 1100/1900/1970 13/. 1 1 3/• t t . 1. L 1 i/. —i 14WL%O SWIN 11"OnS40 5" flIaMe/Vertlool U42 FbingelVertkal 1"8 -Icr'qe windaw '%.be mall Inl HC1.1:@ wiI'du<r :.:ac I(r vertical st'"cttl'ot opdicaUens vWt'cd stricturd oopli••ct•tn of Cr; liun5e wi :dcmll. of ell ficngr. wincotr3. Adds 1 /8- to r)pr--%:nq. Act.-, ' /S- : o Uue-ki4 t _. I 114tl19a SOON 11tdlt"bamir4l 11"7 r1mirm1•4 S1^.)L•lW L' C710•Wl[Y1S Imnr, ^I.liinc AU :p•C /►:0113 i- Iw.;:e opl;,ir.W; •r •c' n:;- wind •ucc epol'co:iev. Ad1lh :0 -jpM'nr, an ur rfaOriiaw. i/S em t I vom r tube 0 t 1wi McAson141 l VMreil Tube Itr b�eael 1149 fir- - '= u'•:-�• OFFICE Ile 114Wloo mall 1441101" fttn verpoal too WA bre"Ot 14" . a ILA 1 v I In IMIllal ls1� r.w�.nart�lrar tws 70mvy- rmrltar PmIq" 4 A Hrr r.'..I �.� r. y.l•?Ir .rider•. . tang W3;Cut —I.. fin Ares 1 1/fl• :e U3rr•.p. Weathermaster Building Products, Inc. 227 Power Court Sanford, FL 32771 407-324-2080 407-324-0503 Fax 2004 Florida Statewide Product Approval Numbers For General Aluminum Products These numbers are posted on www.floridabuildine.org under their product approval section. FL 5171 Single Hung Windows FL 5170 Sliding Glass Doors FL 5169 Fixed Picture Windows FL 5168 Horizontal Sliders �!M AS REOO (SEIE NOTES) ONE By 11D00 am Br DOER1�N IWCN0P- [TALLATM E WOODMHD CAKX BETWEEN TUCK A9pIOBT �ONINO OTHERSMANGE t 1 4. M01 Q Q T PERIM— CAUUC BQY OO,TAf R {IE701F.R 00, EXTERIOR suoc "EIGHT su CA BYOTE�A PRE CAST BY OTHERS CAULK BETWEEN WINDOW R/WOE A PRE CAST SILL MTN CHURN Ite ADHEM CAULK ON SECTION 1 APPROVW EQUAL ONE BY HOOD BLOC BT OTHER BMOC WIDTH 1 1 4' EMBEDMI FLANGE rtPE WIIDOW FRAME SI M AS REGIO JAMB (SEE NOTES) Q \-- INSTALLATION ANCHOR PERIMETER CAULK Q CAUU( BETWEEN BY OTHERS wow BUCK e - WINDOW MOTH YASO(RY OPE Tim BY Onim EXTERIOR NUN H GENERAL NOTES 1) 92M AS REOV. AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. MAX ALLOWABLE SIGH STAGE TO BE 1/4- 2) WINDOW FRAME NATERIAL'AU)MNUM ALLAY SM J CAULK BEHIND WXOOW FLANGE AT READ AND OAMSU WST BE ATTACHED TO THE SUBSTRATE WIN AlLKEN 118 VE CAULK OR APPROVED EQUAL 4) APPLICATION OF VUUQM 110 ADHESME CAULK AT FRAME SILL WST COMPLY WITH SEALANT MA►AFACMINER S RECOMMENDATION S) CAULK FOR PERNETER SEAL AROUND EXTERIOR OF WINDOW FLANGE B) MASS TNCKNESS MAY VARY PER THE REOUITE31ENTS OF ASTM EI300 GLASS CHART SINGLE MASS IS SHOML INSULATING CLASS IS ALSO OUALFIED. CAULK BETWEEN WINDOW FLIm WOOD BUCK SECTION 2 WINDOW I A —0-1 C. oDOW E K 2 C G.A. 1 E K 2 C G.A. 1 SS13 ANNEALED 3 AIDNEAIID CALL WINDOW aim MSIGN t1ESg1 TAPCON ANCHOR LOCATION SIZE SIZE (INCHES) FIFE PARE LOCATIONS CiPA1TT IIIP3 CAPACITY N PSF is is 1/0 ■ is -M-a -20 -20 AO FAM 11 rz 1/r . n a/r -T7 -77 -113 -113 AC LAN 14 a 1/0. doI/1 - -1♦ -IN -124 AC i:� 1444 11 IA ■ 04 0/1 -Ss -m -1e0 -1m AC t4#e 11 IA ■ ee SA -m -.0 -147 -Ia AC rWu to n 1A 1 L7 -Q -40 -In -in AC 4yAK) t1 10 IA • 71 -AO -10 -11s -Its AC O.Lralu 17 q 1 ■ M - - -104 -104 A.0 OLAKA IBE n IA ■ n •41 -O -in -In AC r0,0 tH3 a 1A ■ . sA -M -101 -s AC r..0" tx4 s 1/1 1O M -47 -s -101 -.O AC FAHU I /A too A ►Am A A. -47 -Im -Im Ae rau tm a 1/s ss 40 -u 40 -41 -91 AC ►AU on s1»- A 40 -40 -71 -70 Ac raKA n / -s -M I rAK) sm A 1/2 ■ n -n -! -ns -tU AC r.OAu 30.1 n 1/2. A SA -47 -a -0 -M AC rA1u ]0■/ aD I/1 . m 1A -a- 1 -1. -71 AC ►.Ou 7014F1 301/2 . N $A -40 -.o -n -n AC /.oNl 3Os4+e MO 1/2 ■ m e/0 -40 -40 -71 -» AC FAM Malli0 IA ■ u -NO -40 -M -78 AC ILI /.0 ses m lA ■ 71 -40 -40 -71 -n AC FAM - - - " roNA s s7 ■ s -e1 -e1 -� -4 AC rAeu b a/ 1 ! sA -a -.0 -47 -11 Ao rAK1 14 n 1 m eA -/O -4p -07 -e7 AC ►Alu 34" A 1 M eA -a -40 -m -m AC FAM 1Ns n 1 as OA -40 -10 -m -10 Ac FAIL a J7 1 u -NO -w -es -u Ac NAM n 371 71 -40 -40 -0E -01 AC rAK1 -m -a1 I Ac rau 4Ea V 1 n -■0 -41 -M --a A. rA1u NCH 4s s >• sA -b -a -.0 -10 AC /AKl Sae 41 1 m eA -NO -40 -40 -40 AC /,WUU 42N4 41 1 et eA -NO -a -40 -a AC raw Due b 1 Be eA -40 -40 -40 -40 AC rmu 42U V ■ u -40 -40 -AO -10 AC rAKI 4271 a! ■ iZ -40 -40 -0 -40 AC ►AIL -40 -410 -40 -400 AAc f,QW Am M s n -40-40 - - AC f,gNl 4m uss sA -40 -m - - AC r6N1 4 m N s m eA �O -40 - - AC r.Ow / 401 04 sA -p -p - - AC /,tuU ■sMs M 1 Os tyb -40 -40 - - AC r,COU am ■s ■ s1 -40 -40 - - AC ►AN1 Ae rAtu n /0■a m 1/0-0 -4e -4e - - AC rAN1 sa a to ■ n 0/s -40 -q - - AC I.au >r es IA ■ m 0/0-40 -10 - - AO C(Lio 3444 u IA . 61 OA -NO -40 - - AC r•Ow 3440 a IA 1 an eA -/0 -40 - - AC rWU IO OJ IA 1 ss -40 -40 - AC NAM N -40 AC ►AMU Rom 1) M AKPA AM POVlW AM Is M= VMVRRAL OlOI 1OA01 RIOT OMPAM0K ARALYN B 141K NOT sml Ord el' 1OAD O �11g 111110 111s>< 11E MIO M "10" IiIT QILI f1 IF 1! s R�la�l Mlles /ORTM 1M00 W L of Lu m 140A 17 am m VATa Tm FOEM E OF to smAILAIIN nA110[ t/omm AM R ODOWR In Mmmm oYOs110 to 2/1r Tu A„"„IE11 AT mU3Cmom !�1 011� tDom 10 PPMM EKI-1/4 Ovum" am WAM MIE S E F ( NII .) Ea OSYATne Pal TRr m Vim LWAmm II �) I OGCT MEOW on ■ No Urm R A►=m OIAR7, ll= AMOIm QINH1Tr ur m 1 : � .•�C. / � WINtm uMml KM Ja notAnWOMArz t1m1 T+mRc Ilmu ELEVATION No. 41371 VIEWED FROM EXTERIOR e i 0 STATE OF i rII11IONAL NL��.•� . NSTALLAICN ANCICR.— ONE BY WOOD BUCK BY OTHER - CAIRN( [CTVAMN WINDOW FLANGE !WOOD BUCK d PERIMETER CAWI By OREM o-/ EXTERIOR WA w SRL PERIMETER BY OTHER -CAUL( BETWEEN BUCK WIOTR— WOOD BUCK A MASONRY OPENING SOY AS REOb. BY ORERS (SEE NOTES) WINNOW TYPE ,. IJRL JAMB FRAME Q T CLADHC (TYP. SEE NOTES) PERIMEtER Gi BY OINERS Y AS RE Ob WINDOW No IN — zfE NOTES) EXTERIOR /� D • Q aM/RE1EL SQL STOOL BY OTHERS PRE GIST 9ll BY O= CAUL( BETWEEN WINDOW FLANGE . A PRE CAST SILL WITH VLAJIEN 11e ADFESVE C.AU K OR SECTION 1 APPROVED EQUAL Ii7F.RAL NOTES 1) S M AS REOb. AT EACH INSTALLATION MOM WITH LOAD GEARING SHIM. MAX ALLUKAB E SNY STACK TO BE 1/4'. t) MNDOM FRAME YATEFBAL MLDY BOBS 3 CAULK BCiND 1WIIOW R/VNGE AT {EAO Mb 0M83. SLL MUST BE A.. TO THE SUBSTRATE WITH V UMM 11e ADHESIVE CAW( OR APPROVED EQUAL 4) MANIICATION R'3 RE 110 ADNEMW C JAX AT FRAME SLL MUST COMPLY NTH SEALANT 3 CAULK PERIMETER SAL AROUND EXTERIOR OF VDIVOW FLANGE. 0 CLASS THICKNESSI! OOESS MAY VARY PER TREGUIRFENTS Or ASIM E13W CLASS CHART. 7 THE ABOVE ARE POSITIVE A NEGATIVE STRUCTURAL DESIGN LOAD FROM -COMPARATIVE ANALYSIS R HAVE NOT BEEN GRIPPED BY IE91L77 OF WATER PLi1►CIa1A7RF TESTING, WHERE WATER RE93TARM TEST REO IRFI OT GE 13 W OF DESIGN LOAD APPLES; POSIIVE OESGw LOAD APP IM POSITIVE OMON LOADS ILL E LASTED TO 40.0 PST DUE TO WATER TEST PIRSSLIRE Or AO PST. ACHIEVED N TEST. e) INSTALLATION O' FLANGE FRAME WINDOW N CONCRETE OR MASONRY IRRGID USE 3/le' CIA. TAPOOR ANCHORS OF SUFFICIENT LENOTH TO PROVIDE MNL 1 1/4- E)mDYONT INTO SUBSTRATE AT LOCATIONS SHOWN ON CHAWf. 0)) SEE OEYAnGN FOR KEY TO TAPOON LOCATION& IO) IF ERUCT WINDOW IS NOT LISTED N MCHOP CHART. USE ANCHOR QUANTITY L1S7ED NTH NEXT LARGER SIZE. FOR THE APPROPRIATE OESIOI PRESSURE REM *m BY WOOD MUCK BY OTHER 11j4' YIN. 01 EE.00YENT Q n INSTALLATION ANCHOR CMAK BETWEEN —\ WINDOW FIANCE WOOD a" SECTION 2 _ WINDOW MDTH. CAULK BN WOW DUCK'" & MASONRY OPENING BY OTHERS p- I E 2 MN )ON ((_ / HOGIH F 1 —a-- ELEVATION MEWED FROM EXTERIOR 1 SEIF L M4 1 No. 41371 � A W STATE OF _ G.A. 2 MNDOW CLASS DE901 DE40N TAPCON ANCHOR LOCATION SIZE (INCHES) PRESM I LOCATIONS CAPACITY INPSF CAPACITY N PS I! X ,0 137 -137 1p -14 M FA N) 11 It 14 r -r 100 -,w N /.".1 I! X 30 14 -14 Igo -130 AD rANJ 11 X } q -r 1" -IM Al r.wU I 11 X w tl -41 137 -1" Ae I.cUU I2 a w 07 -07 - - Ailr.OIU 13.1 71 w -® AA FAIL! 1/ a 1/ 10/ -10 Ir -Ir AC /.aNJ 1/ X 11 10 - 9 1} -1} AC /.ICU n a a w -m Iw -123 AO FAA I/ X } 41 -41 111 -II/ AC I.CAU u a w w -w Its -100 AD r,wU t0 x so w -40 - - AC /ANT R/ A C w -40 AO /AUU 14 t 14 p -a ID -1} AC f.gm1 14 t 14 33 -53 II -1I A.0 rAm 14 t 30N -•N Iw -100 AC IAMU 140} 17 v u u 1 w 40 -o IM -0 Ac 140p 40 -40 - - AC r wU 21 t n w -w AC JAW- } t 1■ 47 -47 tw -130 AC raN1 32t 14 41 -41 so-40 Ae raN 31 ■ w 40 -40 n -/1 AC rn 31 t } 40 -40 r -q A.0 rA1U } t w 40 -40 w -80 AD r.aw a [ w w -w - - AC I.cuu 33 X 11 40 -40 AC ►AIU } t N 4I -41 It/ -114 AC ►AKI } t 74 w -40 A -07 AC r.OJU 394 } 40 -40 73 -77 AC RAM } 0 } w -w q -U AC rAUu } ( 40 40 -40 w -w AC /.OJU } t r 40 -40 - - AA /W .O } X n 40 -40 AC FANI 40 4 1/ 4D -40 Ir -ICE AC ram w t !1 40 -40 p -q AO I.61U 40 t 30 w -w I -I AC a u r w t w w -40 40 -40 AC I.w U w ! so w -10 - - At r.wu 44 t 71 40 -40 AC I Alu w lie O �D tp -ID/ AC LaUU 00 -w Be -r AC ►.t1RJ w 4 } w -40 40 -40 AC 1 } 013, 10 -40 40 -10 AC F.WU wu w t w 40 -40 40 -40 AO f,cUU 00 0 w 40 -40 AC ►AMU 71 9111 40 -40 101 -Im AC F.WU 73114 40 -w IN -41 AC F.ORU 71 t 3040 -40 w _40 AO F 30 10 40 nt w 4004 - e� r.w n w 40 _w - - At: ►A1U 4� 4 to - - p -p AC r.nNJ 44 4 14 - - 4/ -0 AC rallJ 04 t 30 - - w -40 AC /.0,11J r,0J1J 40 -40 AO fA1U q w -w AC I,wtUtl 40 -40 AO F.w a - - 40 40 -40 AC r.m FAIL! YLA J09 00"ZID 7P{• YOOSEF LAVY. P.E. CONSULTRIG ENGINEER n a I>♦ r• Ir.NHa ■ ICI!• •ra r Wae • trt a ftJe pw ram LNW. MUTE / t00 DAIln TOM 70243 ASSCISLY DRAWN) (111)300--Otti0 1: M4340-0007 W7IO low III PICIDE mcm M I MW P MUX I N/A 12/10/03 Id I/6MIAT01 ILTO nI 2 % WOOD BY OTHERS CAULK BETWEEN FIN TYPE WINDOW FIN R WINDOW FRAME All SHEATHING JAYS SHEATHING CAULK BETWEEN FRI 1'MN. BY OTHER k SHEATING EMBEDMENT_ _ O MIN ION- II II EMBEDMENT ANCHORCHOR SHEATHING BY OTHERS PERIMETER CAULK BY 0 FIN TIDE WINDOW FRAME HEADER IPERIMETER CAULK BY OTHER DHSTALATION ANCHOR SHEATHING +I BY OTHER 1. YIN. EMBEDMENT SECTION 1 INSTALATIOH WINDOW WIDHT— `PERMETEA CAULK BY OTHER WINDOW WDH. I � I 24' O.C. / 2 MAY(TYP). WINDOW NOT. F REDO CAULK HEM WINDOW FIN d SREATING y� SEF L EEFEy L f X 4 IN 'i ND. 42771 IT "s p W i 0 STATE OF W EQUALLY SPACE ANCHORS (TYP.) 6- MAK(TYP) 1-•J --] I-6"MAK.(TYP). ELEVATION VIEWED FROM EXTERIOR G.A. 3 COMPARATIVE ANALYSIS do T PCON ANCHOR CHART WINDOW . DESIGN PRESSURE K OF J8W0 N EER OF .090 UNAL SIZE INCHES CAPACITY N PSF REOn N FRAME REOb. N FRAME toe ie [ 30 IDS 2 2 2 2 2 3 1e . 40 63 63 : 2 7 : : 3 16 ■ 50 e3 63 2 2 3 2 2 ] 16 ■ so s0 so 2 2 3 2 2 3 20 ■ 30 ds 2 2 2 2 2 3 20 ■ 40 73 73 2 2 3 2 2 4 20 ■ 30 s9 39 2 2 3 7 2 • 20 . 60 46 1 4e 1 2 2 ] 1 2 2 4 26 i 3p 07 37 2 2 2 2 ! 2 26 . 40 52 52 2 2 3 2 2 3 26 . so 46 46 2 2 3 2 2 4 26 ■ e0 40 40 2 2 3 2 2 4 30 ■ 30 52 52 2 2 2 2 2 2 30 . 40 40 40 2 2 3 2 2 3 30 ■ 50 43 43 2 7 3 2 2 4 30 ■ 60 40 40 2 2 3 2 2 4 38 ■ 30 41 41 3 3 2 2 2 2 36 ■ 40 40 40 3 2 3 3 3 3 36 . so 40 40 3 3 3 3 3 4 36 ■ 60 40 40 3 3 3 3 3 — 6 40 ■ 30 40 40 3 3 2 3 3 2 40 ■ 40 40 40 3 3 3 3 3 3 40 . 60 40 40 3 3 3 3 3 4 40 ■ 60 3 3 3 3 3 S 63 ■ 72 40 a ] ] 4 4 4 7 GENERAL NOTES: 1) SHIM F REQUIRED FOR LEVELING. BWINDOW FRAME MATERIAL ALLOY 6063 CAULK BEHIND WINDOW FIN AT HEAD .SI<L & JAMBS 4) CAULK FOR PERIMETER SEAL AROUND DITERI0R OF WINDOW FLANGE s) CLASS THICKNESS MAY VARY PER THE REQUIREMENTS OF ASTY E1300 GLASS CHART. SINGLE OlADNO IS SHOWN. INSULATING GLASS IS ALSO QUALIFIED 6) MIRE WATER RESISTANCE TEST REGUIREMENT OF 16x OF DESIGN LOAD APPLIES POSITIVE 0p04 LOADS WILL BE LIMITED TO 4&0 PSF DUE TO WATER TEST PRLSSUK OF 6.0 PSF ACHIEVED N TEST: 7) INSTALLAU t FIN FRAME WDIDOW IN WOOD FRAME OPEIOJO MST TWO BY WOOD STUDS US= .OW NCL 0A. NAILS 01 #5 SCREW OF SUFTICEMT LEMTH TO PROVIDE MNJ- EMBCOLENT INTO SUBSTRATL 6) F EKACT WINDOW SIZE IS NOT LISTED N ANCHOR CHART . USE ANCHOR QUANTITY USTED WITH REKT LARGER SIZL I f wtl 1 t fOw ar Or = w �q• •n� My n ontOe laa• aAal fal � a T _ (owir) � Q0T� I I fASTDIDI RRM pal nma[ omlaa I I OYLI go" r11 (vJ cum low rM lTahllsE 1w MIUM& runs i•1• Ala. my al"MSECTION 2 • "O0a -� r ��. WINDOW WDH. fJ•af •DaD m - 1•w NAD 101ta11 0•Aa 1.Ot IO® AAl n OIIOI 'v\—t/rr 1a31 11Aa 12' O.C. sad MAX(TYP). MNIa. WINDOW EQUALLY SPACE HOT. ANCHORS (TYP.) `aa• a== [Aa _ , S E F ( IITa � Ere /A B' MAX(TYP) f No. 4)371 i 1 I—B'MAX(TYF p0 1y oa /31EWa iA - �•, STATE OF am rv1 oln Arr f'(0 R 1IDV " ELEVATION =_ SECTION 1 VIEWED FROM EXTERIOR r•'•e^ "ONAL .A. 3/A A LMN DR ow R..Dw Wo mrwl•t A KVM a amMR,Im WAL "to WLL a fm ow �• xmmo1 v p aw 0 aim . amanivio wr •TO.O ■ 1•Af tO01 Nllal[ cirm" ras •�wR 1-1 r•ra1 awmmn imoI71i MOCK? NAO aLL AI 001 AEI. Nw rl A7 Ud Yw Mar -00 a 1 1 • r 7 e rfu -w 3 3 1 1 I • a a a • 0 • >• f w -w 7 7 • 1 • w f w -tl 1 ) a 10 ro •_ f 71 -T 7 a • 1 • 1 w 113, -r 7 7 ! 1 1 ! w R 3, -tl • • ! 10 ro [ w _p 1 • 7 10 t• / M R m -tl 1 • 3 +1 It • w [ 00 -T 1 `t • 11 / r f r -r 7 4 ) • 7 7 w f N -r • • ) 1t It 1 r [ w -r • • a 11 11 1 0• f m -r • • 3 13 1) • w1so r f 72 r -+• • ♦ 3 •a 170 n ro • r f )• -w • 1 ! 1 17 1 1 • 7 17 13 r f q -r • e a u n • rfm -70 1 1 7 13 13 • w ROO -43 a 1 wfr -r • 1 11 la 11 17 • r i u -77 e • • • 3 a I u t w f w -T• • • a 1• H rim -7a 1 a 7 U U • r f r -41 a 1 t1 w R 72 1 -w • • 3 17 13 •— n R r -T 1 • a I! 17 73 a M -w 1) 11 • 3 ) I) 11 7 n ■ w -03 • • ! 14 14 0 nfr -r _w • I 1 1 r >• -r • 4 1 3 177 1 rfNa -all 1 a 1) u 1 u • waw -w • a • e ! 1 is 17 w f tl -17 a 1 3 17 U 0 witl -N 0 e ] 11 1• • w a T -40 GENERAL_OTES: 1) 90M AS FEWf3D M AC04T TO EACH a6TILLLATICH ANCHOR 1MTH LOAD 91M UAR. ALLOWABLE 9HM surf TO BE 1/1r. !) WM0W FRAME MATERIAL ALLOY SO" 3) USE CAULK BEHIND TOMW F11 AT HEAD. SEL, L JAMM 4) USE CAULK FOR 1E1 1EN SEAL AROUND EXIFT00R or MMOa FIANCE. S) OEM F'(E§,,M sm" ARE BASED ON wAW4 CAPAaTY tl1LY. OMCH FWISSRES rOR OLA59 T MUCE99 MUST BE OETO 1,11NED PER AS M EI3M (SASS CURT AND THE 9W LDR VALUE MUST K USED FOR DE90I. 0) RIM WATER IESSTANCE TEST R EOIAR[MENT Or ISS OF DE901 LOAD APPLIES. POSTNE DESCH LOADS WILL BE L1aTED TO 4MO PS) DUE TO WATER TEST PRESSURE or QO PS" ACHM%M N TEST. 7) NSTALLATIQO FN MWE Moog, N SPRUCE pW IR (wn MOOD FRAME OPMG VITH Two BY WOOD STUDS USM 0.113-0 NAILS OR IB SMW Q S f,KZ IT LENOTN TO PROVIDE MRIDIUM EMSED 1T NTD SU DSTRATE AS SHUN ABOVE N TABUM 0) 6 EAT meow SH IS NOT USIED N mom awl, USE ANL m OUANnTr uSTED IETH NEXT LARGER SIZE. TLA JOB 03-515 ,� YOOSEF UIVI, P.E. +, * CONS)LNG ENGBIEER it" V. buk IL, Da a M - ?A I. Elan • w a nutISO roan WE 5111E floe atrlASSEMBLY ORAWWC WA1TTAf TSlli SERFS low (Mtw / 1100 (MULL) / 1970 (MULL) T: )II�TItHODII F: 111 CCNTmwW HEAD a Val. Was HUNG a ■ s arJui max;;- FA/JB H/A 1 It/�/)ODT KM, DAM 16RAI011a0ML 09/24/03 8 IUD aLL a IFD LULL cAlnx er TxcErG FIN CAULK ULITML7• STiEATHINC SHFJIRNC FIN TYPE — WINDOW FINR BY OTHER WINDOW FRAME THING t" MIN JAMB INSTALA ANCHORn�' \ III V II EMBEWWT IINI�iEMBWMENT \_ SHEATHING BY OTHER CAULK BY OTHERS er onHEN INSULATION FIN TIPE WINDOW YRIHIT ANCHOR WINDOW FRAME HEADER F,�QB 17ERIMETFA CAULK BY OTHER (LAZING SECTION 2 (SEE NOTES) I WINDOW WINDOW HEIGHT INDTH. ExIEH14B {Fry�1 �py�{+� FpAYE 9LL� 24 ' O.C. MAX. (TYP.) I PERIMETER CAULK BY OMEN 1MNDOW NEIGIN / SHIM IF REO•D INSTAU1nON ANCHOR CAUU( BE1M£L?I SHEATHING r MIN. WINDOW FIN R BY OTHER EMBEDMENT SHEATING SECTION 1 1 B• MAIL ELEVATION VIEWED FROM EXTERIOR tm=l 1) GTE ABOVE ARE POSiIM • NEGATIVE STRUCTURAL DESICH LDAD9 nK41 OWARATIVE MIALYSI9 AND HAVE NOT Bml CAPPED 9Y RESULTS HT WATER PER ORVANCE TEsrM *M R41101 RESSIANCE TLRT RIEEIlMn"T OF 19S OF DE9CJ1 LOAD M POSTI DESIGN� TO 40.00 PSF DUE TO WATER TOT � � INLIMITED 1) GLASS TIMMM WAY VARY PER REOUIRD NTS OF ASTM E1300 MA• 3 CHARTS 3) NBIAL1Al1CJ FN FITAIE tR1O01F N R000 I11AME OPO4M WITH 1— OV ROOD• B11A9 USNO / 0 517RR a SiFi1CJ[MT UOIORI To PROIDE MN.V EMBEDMENT NTD SDBSIRA C1 0.00a N CA MATS 4) F DUCT WVOW aff 19 NOT L19TED N ANCHOR CHART, USE QUAN71TY USTED YIN NO(T LARGER S VE, D) SHIMF REOUFFD FOR ILtiEUNM e) MHDOW FRAME MATERIAL. ALUMMUM ALLOY 0001 7) CAUIK B"D RDDOW RN AT HEM. SILL lh JAMBS. 0) GIRX FCR PERIMETER SEAL AROUND E1IERiCt OF aOOOR IUWGE. I 2 EQUALLY SPACE ANCHORS I—) B' MAX. (TYP) G.A. 4 WI W SSB N• 0.090 DIA �S DESIGN DE9CN OF a SLAEW NAES RECURFD SZE PF SSIM PI�)RE REQIARED N FRAME N FRAME.. ( INCHES UPWIT N PSF CAPADTY N PSF m f a n -a IN -lr f f f 1 f 4 m 1 •0 40 -w N -N ! f I 1 1 0 f m a w /0 -•0 OR _� ! t 1 1 1 I m t m m 1 m 40 w -w -•0 17 m -s7 -eT ! II f f ! f ! 1 1 0 30 f a 40 -w e7 -Q 1 1 1 1 7 1 a 1 w 40 -a 04 -04 1 1 f 1 7 1 ; 30140 40 -40 u -a I f 1 1 30 t so b -•0 m -aD 1 f I I 1 4 30 ! oo w -40 w -ID f 1 7 3 3 a t a w -p 77 -77 1 ! ! 1 1 a i •0 40-•0 A -e7 1 ! 1 • / 1 1 a 1 n 40-N N -•i 1 1 I f • • / a 1 m a 1 m w 40-4040 -w w -•• 1 1 1 4 0 40i a 40 40 N -•1 1 f 1 1 w 1 w w -40 a -e f ! ! 4010 40-40 q -16 7 I 40 [ s0 40 -40 44 -44 1 ! I 1 1 4 e .0 i m w -40 40-ID 7 f ! • 1 w t a w -w sf -u f : f • • 1 N 1 q w -•0 43 -•E ! ! 1 •O f w w -w w -•D 1 I 7 • • 1 1 w f so 40 1 m w w -w -w 40 10 -ID -•0 I f ! 7 I 1 • 1 4 0 m 1 D •D -w 1 4 • 1 00 • •o q -w M -M t ! 7 • 1 1 1 00 1 w •0 -•0 N -•0 f 1 1 • 1 • 1 eD [ N 00 1 m w b -w -w w. •0 -40 -•0 1 1 1 t 1 7 • • e N t a •0 -40 40 -•c I f 1 • • 1 m 1 w 40 -w w -40 1 1 7 • 0 7 N 1 w •0 -40 w -ID 1 1 ! • • N 1 s0 w -w w -ID t f } • • 0 • s0 1 s0 10 -w 40 -w t t f e l a 701 w -N 40 -K 1 t 1 1 7 7 A t /0 w -w N -40 f t ! 7 7 7 7 1 1 0 f w 40 -40 N -•0 1 1 ! 7 7 1 702 9 70 1 40 •0 40 -N 40 N 40 -40 -10 1 1 1 f I 1 ) 7 • 71 t o /0 -a N -K• f ! ! e • t if 1 w 10 -40 w -•D ! 1 I e s 0 • ; 71 1 w 10 -w N -40 1 7 1 t e 1 7t t so It 72 1 so 40 40 -40 40 -40 -401 ! ! ! f I 0 0 0 mfa - - 40-K 1 f ! • 0 1 m l •0 - - w -•D 1 e e 0140 m t N - - •0 w -w -40 1 ! f 7 f t e / w -tC f• L:21111- w -•0 1 7 7 ro 10 - - w -K 17 1 - - w -4D ! 1 f • / ```NN�L•11js 117[ ` S E F ( JOB x x No.41)7t P.E. =VfLAJC8 EER O • STATE OF Wit/J 1t J•J•''� j. too '0 NA L . R. maer►r•f.r.a Ia�•ra�,Mlta•eM1eR ASSEMBLY CRAMNO w nm m ne11a 111.70� AR RP N/A I= TWO BY BUILD DOWN BY OTHERS CAUL( BETWEEN WINDOW FLANGE & FILL STRIP--R CAULK BETWEEN FILLERSTRIP R BUILD DOWN BY OTHERS BY OTHERS — PERIMETER CAULK BY OTHERS I7N4GE T-IrE WINDOW FRAME HEMDER RANGE TYPE Inm WINDOW FRAME SILL PERIMETER CAULK BY DITHERS CAULK BETWEEN WINDOW A p LUNGE & WOOD BUCK G D CAULK BETWEEN WOOD BUCK R MASONRY OPENING BY OTHERS SECTION 1 1 1/B- MIN EMBEDMENT —F U.ERSTRIP BY OTHERS. SNM AS REQ'D. (SEE NOTES) ANCHOR. -GLAZING (TYP. HEIGHT SEE NOTES). G.A. 5 GENERAL mms; 1) SEM AS REO'0. AT EACH INSTALLATION ANCHOR USING LOAD WARNG SIM. MAX ALLOWABLE STAG( TO BE 1/4'. 2) WINDOW FRAME MATERIAL ALLOY EOEJ J CAULK BEHIND wNDOw FLANGE AT HEAD. SILL R JAMBS 4) CAULK FOR PFAMETER SEAL AROUND EXTERIOR OF WINDOW RANGE- S) CLASS THICKNESS MAY VARY PER THE REQUIREMENTS OF ASTM E1300 MASS CHART SINGLE GLAZING IS SHOW DISULA71NG CLASS IS ALSO QUALF1ED B) WNM I N LOOAADDS WILL BEELLYI ED TO 40a 0 ENDUE TO WAATTER TTESS7 DESIGN �PREES4. 1RAD �E for 6.0 PSF AC111EVED N TEST. 7) U/16' TAPCON TYPE INSTALLATION ANCHOR MUST BY OF SLNYIOENT LEHCTH id PROVIDE A MN. 1-1/4' EMBEMEN7 INTO SUBSTRATE IB NSTULAIM SCREW AT HEAD AND JAMBS MUST BE OF SUFFICIENT LZNOTH TO ACHIEVE 1 I/E' MN. EUBEDMD/T INTO HOOD FRAM M 3/18- 01A. TAPGXN ANCHOR s /B INSFALLATIDH SCREW TO BE RACED 0' MAX FROM OORNIM t le MAIL O.C. MAX BETTAIDI. E) BY OTHERUILD ��BUILD D01W1 MUST BE AROLIND THE tr WTICENT STRENOTHPORTION OF WINDOW F 700 ADEWAIEL µ TO BE 91M LOAD FROM TVA" TO THE STRUCTURE 1) jTTtCOMMON CH�tANmHO71ro LIMIT USE OF THIS PRRWICTTOTESE TWO CURATOSTHIS OUT � T ALL CCCfFWJR MC OF FIXED MNDOW FRAMING SYSTEM. low ;TH l _1 ELEVATION Q 1 1/4' MIN EMBEDMENT. VIEWED FROM EXTERIOR sErWW[LR'FFF, = RM' t. 14 INSTALLATION ANCHORS 3 GIN � ' No. 41371 � P W C, STATE OF ? OR SHIM AS REO'D (SEE NOTES) FLANGE TYPE 1 1/4 I11N. WINDOW FRAME JAMB _\\'I GLAZING (M) EMBEDMENT _ SEE NOTTEESS--7 _OJSL 'L—fLV+'J�CAU& BETWEEN M1NDOW RANGE SIT EATONG d Im" ONE BY ")OD PERIMETER CAUL( BUCK BY OTHERS BY OTHERS CAuuc BETWEEN wD+oow FLANGE R WGXID BUCK. SECTION 2 ELEVATION VIEWED FROM EXTERIOR YLA JOB 0 G4-021F 201%1� YOOSEF LAVY, P.E.CONSULTING ENCINEEA M100 FoRlT LIE !ME 1100 Iml 1. 0..4 Ill • bIdR II M • ►A ` ITT= • kft Q =1 INsTALLAv N DETNL4 TWO BY BUILD Dow SERIES 1430/1&W/1070 DESIGNED PICTURE MNOCW ON1AS IIXAS 70M 4 n R rLDR.tfm FLIHL IP N/A lyp OAT[ OR NVYB[II 1T/11/13 B 015►ALAlION N50 PN x tom: 1) DESIGN PRESSURE CAPACITY of WINDOW R INSTALLATION IS 4ao PSF. 2) INSTALLATION OF FIN FRAME WINDOW IN WOOD FRAME OPENING WITH TWO BY WOOD STUDS 0.0110 NCH. CIA NARS PLACE .ODO NAILS e- FROM FIN TYPE CORNERS MAX. k B' O.C. MAX. BETWEEN. FR I' MIN. 1- MIN. 3) FOR INSTALLATION OF FN FRAME: WNDOW N WOOD FRAME OPENING WITH EMBEDMENT !HEATNNO EMBEDMENT TWO BY WOOD S1U05. USNO p SCREW OF SUFFICIENT LENGTH TO BY OTHERS BUILD PROVIDE MN I' EMBEDMENT INTO SUBSTRATE PLACE SCREW / e MAIL _l ODD FROM CORNERS 3 24' O.C. MAX BETWEEN. INSIALATKIN ANCHOR 4) !;HIM F REQUIRED FOR LE%EIJNG. TIMIG OTHERS ByOTHER BY CAULK BEHIND FIN S) WINDOW FRAME MATERIAL' ALUMINUM ALLOT e063. cAULI: BEHIND FIN. I e) CAULK BEHIND WINDOW FIN AT HEAD. SILL. AI JAMBS. GLAZING (TT►.) NOTES 7) CAULK FOR PERIMETER SEAL AROUND EXTERIOR OF FNNDOW FLANGE ik B) CLAASS TMCIOFESS MAY VARY PER THE REOUREMENTS OF ASTM 1300 GLASS CHART. INSMUATION ANONXB PERMETER SINGLE GLAZING IS SHO` 4 NSUTATNG CLASS IS ALSO QUALIFIED. ry T�OlI1p in1iuL�,. POIIIEIER CAULK BY LOVERS BY 10) ELEVATION 9NOW COMMON CONFIGURATIONS IT IS NOT INTENDED TO LIMIT NIDTH BY OTTERS USE OF THIS PRODUCT TO THESE TWO CONFIGURATICHS THIS SHEET APPLIES TO ALL WINDOW CONFIGURATIONS OF FIXED PICTURE WINDOW FRAMING SISTEM. S1 LOTION 2 FRAME SD NOT1iEXTERIOR =4 FIN FRAME PEOYETTR CAULK eY onim INSTALATION AHO*4 R CA" BENNO FIN SHEATHING BY OTHM SHIM F REOb 1" MIN. EMBEDMENT I ELEVATION VIEWED FROM EXTERIOR 2 SEE L Ny No. 42371 ♦ A � W i i CI STATE OF W ••�• �•. FFORADp''•�2— NNILL �ONAL 1 El EVATION VIEWED FROM EXTERIOR 2 1 1/4• Min, EMBEDMENT SHIM AS (SEE NO CAiRX BETIKEH WOOD BUCK Q MA!:RNRY OPENNG 81 OTHERS — MsrAJunoN MACRON ,. L 3/16' DIA. IAPCON �' I' a SHOWN CAULK BETWEEN WANDOW ILA -GE W00) BUCK ONE BY WOOD — SI1M AS REWO SUCK BY Oil" l (SEE NOTES) MS NALLATU/ ON ANOP. CAULK BETWEEN WIMHWr `\ / 3/16' DIA.IAPCON A 00 FLANGE W0ITT= -- SNOW , i i PCRTIIE 2R U1lRX—' BY OODE��RyypT�� FL A CI* )NAME --� EXTERIOR; rA1rooW HEIGHT rTNllia SRI. PERIMETTR BY OTHER PRE CAST SILL BY OTHERS --- SECTION-1 FIANCE TYPE VANDCW FRAME JAMS 0 IN--`JIIM AS REDID. MAX: -{ j (SEE NOTES) Jim o aomnll PERIMETER CAULK—: BY OTHERS —WINDOW WIDIFT-----•--- 1 I /4' MIN. CI j EMBEDMENT l! I_ � r 1/4. 9�tY SPACE MAX. )I f BUCK CAULK BETWIEEN WOOD BUCK 3 MASONRY OPENING BY OTHERS l\7 `•I `—CAULK BETWEEN MNDOW FLANGE k PRE CAST SILL WITH %ULKFM 116 ADHESIVE CAULK OR APPROVED EOUAL EXTERIOR CAULK IETTREEN MNDOW FLANGE WO00 BUCK SECTION 2 .-1 -124' O.0 MAY. I- _ INSTALLATION ANCHOR 3/16- DIA. TAPCON SHDMN CAULK BETTWEEN WOOD BUCK h MASONRY OPENING BY OTHERS OTC BY WOOD BUCK BY OTHER / 2 YANDOW HEIGHT : / / / /' / / / II' O.C. MAX. Li I--- YANDUw -I f --- MD DI UEVVATION VIEWED FROM EXTERIOR ,`N��4114S1j1 5 E F Ilrr I� No. 42371 � p •••. W i STATE OF i .n •. O �Qp..' '•r rNINE '10 MAL w .A. 7 SERFS 14QU IS60/1590 HORIZONTAL "M FR DOTTIVLANTE) COBARAIIVE ANA1195 A ANCHOR QUANTITY TRAIN NUMBER OF 16 SCREW NUWKR O' 3/16' 0 iAPCOIs 1MNOOw SIZES REO'O. DI FRAME REO'D. IN FRAME DESIGN PRESSURE T.T.T (INCHES) 1' MINIMUM EMBEDMENT 1 I 4• MINIMUM EMUDMENT CAPACITY IN PSF AT EACH AT EACH •IDHTMEIOHT HEAD JAMBS HEAD JAWS 24 x 12 -80 2 2 2 2 2 2 24 x 24 -80 2 2 2 2 2 2 24 w 36 -80 2 2 2 2 2 2 24 x 42 -80 2 2 2 2 2 2 24 x 48 -80 2 2 2 2 2 2 24 x 55 -80 2 2 2 2 2 2.-_ 36 x 12 -80 2 2 2 2 2 2 36 x 24 -80 2 2 2 2 2 2 36 x 36 -80 2 2 2 2 2 2 36 x 42 -60 2 2 2 2 2 2 36 x 48 -76 2 2 2 2 2 2 2 2 2 2 2 2_ 36 x 55 -64 48 x 12 -80 2 2 2 2 2 7 48 x 24 -BO 2 2 2 2 2 2 48 IT 36 -80 2 2 2 2 2 2 48 x 42 -74 3 3 2 2 2 7 48 x 48 -62 2 2 2 2 2 2 2 2 48 IT 55 -52 2 2 2 2 60 x 12 -80 2 2 2 2 2 2 60 x 24 -80 2 2 2 2 2 2 60 x 36 -80 3 3 2 3 3 2 60 IT 42 -66 3 3 2 J 3 2 60 IT 48 -54 3 3 2 2 2 2 2 2-- 60 x 55 -44 2 2 2 2 - 72 x 12 -80 2 2 2 2 2 2 72 x 24 -80 3 3 2 3 3 2 72 x 36 -80 4 4 2 4 4 2 72 x 42 -61 3 3 2 3 3 2 72 w 48 -49 3 3 3 3 2 2 3 3 3 3 2 2 72 IT 55 1 -40 O M8ALN01ES 1) SNXI AS N[CMm ADJADT TO EA04 011ALLAWN AMWCI WIN LOAD SI M MAX ALLOWAR1 SNOT STACK TO s 1/4• E) WIIOOT rKAAC MATEW/l: MIAWIWAI ADDY UNITS` BMW ER AMIDE At ND AND 11L MUST SE 3) CMRII BMW WIN ATTACHED TOM WMTRAIT THIN IAAXON HIT A1349LE CUUJI CI A{PROVM [TRIAL 41CAULK PE1111EIO SEAL Ana"nMMM Or WIDOW FLM11A 5) CtVM rRtSMMS SHOWN AM WASED ON WLLMO I CAAAOILL n DY. Of90N PI®II1E3 FOR GLASS INICOC3S MUST It DETERMINED POI AS IV-E13O3 GLASS WART AM D¢ SMALMA VAMK MUST IIE USED WON OE.9Hx S) WalM TV "rziT Q91K a 0 K OIR TO i O9CI IOAADS � DETANCK LMIED to 4 r P 409� ACRWD M mT. 7) WCTAUAtKN FtA1ICE WINDOW M !TRICE PO11 TO (n 9030 MATTEULMO A SCNx3 TO M M MINIMUM OffInK T TOM M1StRArt AS SKM A301R Or IASHCCMT LRCM A\ IN TARES BUT NO W= MAN )N• OC. Wl SIITALLAT= or rLANK rxAIC WINDOW N CObRW to MASOWIY OFEW10 USE 3/19• 0 TAIWCON ANCHORS O 917TIDNT LCICIN TO PWOMOE MfWAII 1-1/.• CxJlmCMi ANM SUOIDUIE AT LOCA WI IN 910CNM1. BUT MM 24• O.0 1) W "ACT M O N, SITS O NOT USRO WI ANCHOR CUWIT. USE ANCMN DUAIWO" USRD W DH WWI LMaEW 9H _ YTa JOB I03-401ALT YOOSEF LAVY. P.E. CONSULTING ENGINEER C..*.Hr ON TPm. LP 93M rmmT LAIC. 9ArEA d gas 1Cg1 W. ErrsD( Pd. • CanbL 11 IM • P.O. EM dHO:Y • Dull% 11 753t ASSEMBLY DRAWANG SEINES I4RD/I550/1590 HUR12011TA1. SIRCR %IIIH•_fi: 1:•nrN .rU Nil! - ...-----.. AR IP N/A nEvU• �[ Qj OJ/31/05 12/08/03 NiTALLARONH 14 . SHIM F REWD. CAULK BETWEEN (SEE NOTES) MOOD BUCK MASONRY 0PENINO p BY OTHERS D INSTALLATION ANOFRR___Zt 3/10• 0 TAPCOI 9101M D Ilortiontal hlTeltr QRE BY W03D SHIM IF RE" BUCK BY ORER (SEE NOTES) 7 INSTALLATION ANOICA CAtn)1 BETWEEN WIDOW 3/16-0 TAPCO4 SCOW CANT BEItEFR44 FLANGE ! W000 BUCK BUCK OPNG OPENING BY OTHERS Q 1 1 /4�IATN. Q EMBEDMENT PERIVE TER CAWC BY OTHER FRAME) 4 MNDOM HOOT SILL PERIMETER BY OTHER PRE CAST SILL BY OTHERS BUCK 1 CAULK BETVM WINDOW FLANGE ! PRE CAST =1 WIN YULKDA Ala ADHESVE CAULK OR APPROVED EQUAL "I HE F REO'O. NOTES) PERIMETER CAuX__,- BY OTHERS CAUL( BETWEEN WINDOW FLANGE w000 BUCK INSTALLATION ANCHOR 3/10' 0 TAPCON 910M Q ',,—CAURX BETWEEN WOW BUCK at MASONRY OPENING BY ORim ONE BY WOW BUCK BY OTHER SECTION 2 24' MAXIMUM (TYPICAL) ELEVATION VIEWED FROM EXTERIOR AT 7r OR W NONMAL VENT. OID Ili `1 5 E F ( IFTI AT Or NOtNAL VO4L MOTH- 2r FA AT ION' WMNAL %UT. MDTHF 31l AA • ` No. 42371 a * W i i P •• � i 0 STATE OF _ OR t0�• ti _ AFRT T �IOH\\L P` G.A. 7/A SEIIIES 1410/I5MAND = HIMMIAL SWIG W= (FLUM COPARATRE ANALY01 0 QUANOTY OUR WINDOW SEES KIMB R OF f B SOTE1 KMXR Or / .113 / KALB T.T.T (INCHES) Dmdl PRESSURE REVO. N FRAME REOb. N FRAME CAPACITY N PSF I' MIMMUM EMBEDMENT 1 1 Y MD411B1Y EMSEDI"I AT EACH I EACH 1MDHT/HEI04T NEAO SILL j, MBS HEAD SILL J MBSS 72 x 12 —80 4 4 2 4 4 2 72 x 18 —80 4 4 2 4 4 2 72 x 24 —80 4 4 2 6 6 2 72 x 30 —80 4 4 2 7 7 2 72 x 36 —73 5 5 2 8 8 2 72 x 42 —57 4 4 3 7 7 3 72 x 44 —54 4 4 3 7 7 3 72 x 48 1 —47 4 4 1 3 7 7 3 84 x 12 —80 4 4 2 4 84 x IS —00 4 4 2 4 4 2 84 x 24 —80 4 4 2 6 6 2 84 x 30 —80 5 5 2 8 8 2 84 x 35 —69 5 5 2 8 8 2 84 x 42 —52 4 4 3 7 7 3 64 x 44 —49 4 4 3 7 7 3 84 x 48 —42 4 4 3 7 7 3 96 x 12 —80 2 96 x 18 —80 4 4 2 4 4 2 96 x 24 —80 4 4 2 7 7 2 96 x 30 —80 5 5 2 9 9 3 96 x 36 —60 6 6 2 9 9 3 96 x 42 —51 5 5 3 B 8 3 96 x 44 —47 5 5 3 8 8 3 96 x 48 —41 5 5 3 1 6 I 8 3 108 x 12 —80 4 2 4 4 2 108 x 18 —80 4 4 2 6 6 2 108 x 24 —80 5 5 2 8 8 3 108 x 30 —80 6 6 2 10 10 3 108 x 36 —6B 6 6 2 10 10 3 103 x 42 —50 5 5 3 9 9 3 108 x 44 —46 5 5 3 9 B 3 108 x 40 1 —40 1 5 1 5 3 8 8 1 3 GONE&—hmm NI IF RV0. FOR 1EW%M WDOE TRUK MkfMAIU AUEMlM AIMN SW3 CUM I1]t0 IODOt FIANQ AT W^ JOA AID CKU NO OLL WWII DI0004 AYMEIT 1F OILALANT . 4) CALLx FUSETIN RX MUM IMMI R O WOW ROM a) 1N7OI NtSOO SID111 ARE LUM 01 MUSE CPAOR LILT. CON FIURM FOR MASS nLDOO MIW t O[IDYID7 P01 AWN -tl]0a MASS aw1T AM Et swum YAU[ mm t 1® TM OCWL 8) MR mm ORW x am vntovr O ox O' or LOY A/Tlp mm" MOON LAMM SSL t LWOD 10 A/ A OW t0 WIW LI PMO= V LO T! A06M N 1QL atMv°e�t a�r�y/s� Weer °vil�ii�:.s AT mot MM OI OVOM • m 1A0 1110id 11 WL III O i DEALT man 0 O NOT LOT1D M AEOIWI OWL UK A11OIWI EWER IDIO WfN NDO LAMM a JOR IM ANOOIDIIS WON M 011 WEE. I YOOSEF LAVYI P.E. I CONSULTNO MaREQR aeE romm LANr: MAtC /roe DMIAS TO" M43 r, Cenvq Of tl . LF \ I1m % *m% r • 1>tltiK 0 TSM • Fa at ltM • fda O MI ASSEMBLY DRAWING SERIES 15150/1590 xOx HORIZONTAL SLIDER WINDOW AR IP N/A T-I{- DAtL ORMO NAYC 04/13/04 E NSTALLARON Ise SIIEA11ONS BY OTHER NSTALATION ANCHOR PERIMETER C BY OTHER FIN TIPE WINDOW FRAME P EAiEMM PERIMETER BY OTHER NSIALATION ANCHOR SHEATHING BY OTHER 2 x WaaG r B7. GRHOK S11EAnHIN BY OTHER 1'MM. EMBEDMENT T— INSTALAnON ANCHOR 1' MIN —EMBEDMENT 2 x WOOD BY OTHERS CAUL( BETWEEN FIN pia SHEATINC EMBEDMENT-1 SECTION 1 W11 THE FIN T'4PE — WINDOW FRAME JAMB iCl R10R SECTION 2 G.A. 8 2 z WOOD tHMES nm/t<t AM HMMIT L Snow >IBOOK"023 OMPMAIM WMW & NIGER MWITY CHNH BY OTHERS CAULK BETWEEN WINDOW SIZES I WI1M OF / I SORM WIINTR OF j .ITJ 0 IW3 vSHEATHING & FTII I 74W .i DESICN PRESSURE RE". M FRAME REQ'0. N FRAME BY OTHERS 1'MN 24 x 12 EMBEDMENT 24 x 24 _r 24 x 36 SHEATHING 24 x 42 BY OTHER 24 x 48 MSTALAnON 24 x 55 ANCHOR 36 x 12 38x24 36 x 36 38x42 36 48 PERIMETER CAULK 38 x 55 BY OTHERS 46 x 12 48 x 24 48 36 48x42 48 x 48 48 x 55 80 x 12 0 0 1 0 0 --] cTH 0 \ \ �\ \ EOU SPA ANCH SAD 2 1 WINDOW mnTH b \ OD —SHIM If REO `2 X WO BY OTHTRS �—CAULK BETWEEN WINDOW FIN h SHEATHING ELEVATION VIEWED FROM EXTERIOR ALLY FORS DAUBS) 60 x 24 60 x 36 60 x 42 60 x 48 CED 60 x 55 72 x 12 AT 72 x 24 SILL 72 x 36 72 x 42 72 x 48 `��.��544114411 05 E F PPFP i H.. 42J7t � i 0 ••• STATE OF W • �ixA f p� O R lOp•.• V?— CAPACITY N PSF 1' MNYUM EMBEDMENT 1 1 2'. UUMUM EMBEDMENT HEAD SILL AT EACH BEAD S&L At EACH JAMBS JAMBS —80 2 2 2 2 2 2 —80 2 2 2 3 3 2 —80 2 2 2 4 4 3 —80 2 2 2 4 4 3 —80 2 2 2 5 5 4 —80 2 2 2 5 5 4 —80 2 2 2 3 3 2 —80 2 2 2 4 4 2 —80 2 2 2 6 8 4 —80 2 2 2 8 B 4 —76 3 3 2 7 7 5 —64 2 2 2 6 6 5 —80 2 2 2 5 5 2 —80 2 2 2 e e 2 —80 3 3 2 8 6 4 —74 3 3 2 a 8 5 —62 3 3 2 B 6 5 —52 3 3 2 7 7 5 —80 2 2 2 6 8 2 —80 3 3 2 8 8 2 —80 4 4 2 10 10 5 —66 3 3 2 10 10 5 —54 3 3 2 9 9 5 —44 3 3 2 8 8 5 —BD 2 2 2 6 6 2 —80 4 4 2 10 10 2 —50 5 5 2 13 13 5 —61 4 4 2 11 11 5 —49 4 4 2 10 10 5 —40 3 3 2 9 9 5 9UMML NOT@ 1) 9aM IF REGUNED FOR IEVELINO. 2) WIDOW FRAME MATETOAL-MM RN M ALLOY 6063 3) CAUV E[TDO WINDOW FIANCE AT HEAD AND JAMISS.SU MUST BE ATTACHED TO THE SIBS11ATE NTH MAXEM its ADNESJE CAULX OR APPROVED EQUAL 4) CAULK PER71ETF31 SEAL AROUND E(TERIOR OF WNDOW FLANGE a) DESIGN PREMIZES 90 M ARE BASED ON M"M CAPACITY ONLY. OMM PR6AIRES FOR LASS TIIOME55 MUST BE WTERM►►ED PER ASIM -EI300 GLASS CHART AND fRE SMALLER VALUE MM BE USED rix DE90 L a) 04M WATnt VWMAHM TEST 1WO X004T Or 157E OF DCWoI tDAO APP P09ME MM N LOAN NLL BE LOAM TO 40A PW DI; TO WATER IM PW'. MM CF 9.0 PW AC EWD N 11M. 7) RQTAUATtO! RN FRAME WW W N 970RE FOE FR(9'F 1wOD " OPOWJ0 NTH TWa BY WOOD 311W USNO 0.113 a NALS at. tt a It2tEW tnroTH TO PRacE WMA M EMemort N TO 9lSIRAIE AS DIM MOVE N TAda 0) F DUCE OtDOW SIM 0 NOT LARD N AND= CUM. USE A11OI121 OINIIITT USTFD NM NEXT MAM SM YLA Joe 4019 YOOSEF LAW. P.E. iTTrIllun OON91L11N0 ENf2NFE'Tt zl,AdujCd�O.'7"T4.n. V aaaa rmw wAr mm r 10a 11" N 0441r IL • armft a pas • ra a nNa • 14Iq a nMl DAUA% TOM 70243 r. (M4)340•0040 n(n4)349-con ASSEMBLY DRAIWNC SERIES IIaO/19aO/I99O HORIZONTAL SLIDER WNDOW ORI/. O/xD 7oCNX AR IP N/A is/08/03 B NstZnON ,leO r gY OTHOq 91N IF REGU. SHEATHING I BY OTHER )'MIN. EMBEDMENT INSTALAnoN ANCHOR - CAULX BETWFIN FTH R SHEATNG 94EA11ONG I• WN BY OTHER —� _ - EMBEDMENT INSTALATON 2 x W000 ANCHOR BY OTHERS PERIMETER CAUI), BY OTHER FIN TPE WINDOW FRAME ) . I�*1111112I I I I I I I PERIMETER CAULK - BY OTHER INSTALATUN j ANCHOR SHEATHING1' MIN. BY OIIIER EMBEDMENT SECTION 1 W1) HE MNDOW �— SHIM IF REOb 2 x HOOD B r 07H RS CAULK BETWEEN WINDOW FIN R SHEATHING EXTERIO SECTION 2 1G.A. 8/A spas I=/I= nmH HMM& nm Boa mo cw#mvw AIALISTS mDIOH auwmT aURT WINDOW SIZES KNM or i I sa w maw EF 0.11 NMS 2 x vow j- BY OTHERS CAULK BETWEEN (INCHES) oESWI PRESSURE REO'D. IN FRAME REOD. IN FRAME ' I Sh F91 CAPACITY IY IN PSF 1' MINIMUM ENBFDMENT 1 1 MRIORIY DIBEDMDI AT AT EACHH� AT EA01SILL AT EACH BY OTHERS IHEATHING NIpHT/lHEIGHT HEAD SILL SILL JAMBS su I I JAMBS 72 x 12 -80 4 4 2 6 6 2 1ul"• 72 x 18 -80 4 4 2 9 9 3 EMBEDMENT 72 x 24 -80 4 4 2 12 12 3 —r 72 x 30 -80 5 5 2 14 14 4 SHEATHING 72 x 36 -73 6 6 2 18 16 4 BY OTHER 72 x 42 -57 5 5 3 15 15 4 BUTALATIGN ANCHOR PERIMETER CAULK BY OTHERS 72 x 44 72 x 48 -54 -47 5 5 5 5 3 3 14 14 14 14 4 4 84 x 1 84 x 18 84 x 24 84 x 30 -80 -80 -80 -80 4 5 6 4 5 6 2 2 2 10 13 17 10 13 17 4 5 5 ESA SPAI cni ANCH (TYP. HEAD, \\ h JAI 2 IW1Nnow 1WTTH WE ELEVATION MEWED FROM EXTERIOR AT 72' OR 84' NO►MAL VDT. WIN- 1I' AT N' NINNAL WIi. =no- 24' At tour NarXAL YONL IDTH_ 30' 111 1 ` SEF rL Ly No. 41371 i 0 STATE OF W '.,A � •. �i oa 1D�•' oir 84 x 38 -69 8 6 2 17 17 2 84 x 42 -52 5 5 3 15 15 2 84 x 44 -49 5 5 3 15 15 4 84 x 48 -42 5 5 3 14 14 5 98 It 12 -SD 4 4 2 8 8 2 86 x 18 -BD 4 4 2 I1 11 2 98 x 24 -80 5 5 2 15 15 4 98 x 30 -80 7 7 2 19 19 5 lY 98 It 38 -68 7 7 2 20 20 5 ED 96 x 42 -51 8 8 3 17 17 5 )1S AT 96 x 44 -47 8 6 3 17 17 5 96 x 48 -41 6 8 3 16 18 4 ALL �ES) 108 x 12 -80 4 4 2 9 9 3 108 x 18 -80 5 5 2 1J 13 4 108 x 24 -80 6 6 2 17 17 5 108 x 30 -8D 7 7 2 21 21 6 108 x 36 -68 8 8 2 22 22 6 108 x 42 -50 7 7 3 19 19 108 x 44 -45 6 6 3 18 18 5 108 x 48 -40 6 6 3 17 17 5 1) INI IF IEmmm FOR LrAlm 2) WIDOW FRAME YATDEAL•ALUMN AILDY SW3 OIx2 ®NO mm RAM AT H:AO, iWD • CMU M SILL NTH EMM AYOIIT O W.PLMT. Q CAIAx POMAM SAE AROUND 0(1ae0R Or SOW RAMM I) DE901 PRES9IIn SH M AIM IIA.4D ON IRxM01 CAPAQIY OLY. 013104 PRAMS FOR CALM D2OMM KNIT It DEmaMW PER AST1, -0300 MASS OWII AND TK 91ALLDN YAUK MUST I[ USED ►M VEMK 1) NON WARX MMTAHM IM IMMMIT Cr III OI 01201 101D MUM roEMc M1 Lmm rsl K IYIFD w /aD FS W[ TD IRTM TM PREMM O aU ►w AOMAED N Tw.. 7) N2WLAT M FN FRAY MO MN s1a1LL 1�N M70f I►AIC OFOMO TEN lTO ItMOD STM IIMO alT3 •MIRE OI / a OO[1 lD1QM 10IR01Ox INYY OinOT M TO NIITUM AS EOM AbM M TARN h F OM MI M IN 8 WI LMW N AMM OM U19 MOM OLANDTY UPW NTH I4DIT 1AR>Fx SM Y A JOB 1148 II YOOSEF LAVY, P.E. FG. CONSULTING ENGINEER 1mw./ r r.w. v 1M30 MIST ,AHL SLM / 10E ION l auk IL • drift R MW • III V. D107 • bd-L A HMI 0.1LlL; ?W- 75210 ASSEMBLY DRAWING SERIES 10I0/1990 HORIZONTAL SIDEH WINDOW ORN. AR O" IP NMx N/A STALLATaN OKSTALLAnON ANCHOR VJSTALLA1171 ANCHOR SHIM AS KEO.O (sex NOTES) ONE By +room CONCRETE OR SMW r. WHERE Mr. 3/107 MA. 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Non a= pO0 19 -U6 x 0p s 11 7 • e • e e 10000 071 p00 1]O-SA x K 6 6 a I • 10 11 / e 1]000 Opts XW .-Opts— .r- IN -AA 1 K ..._-� . - 7 • 17 L• 11 N 117 _ { CONCRETE OR MASONRY OPCHM G By onus eI t-1 •' Mot d r T DOOR VOTH DOM A + EXTERIOR ELEVATION slum •-- p 0r arms•• r MRO'f CM"BEIILEN r• �(P r f. t'•• , `-•' QASS DOOM r •C• •t� � j s 1001 < 0L • CiRM fI HOW STRIP 1SOO/ • la 016R661) • Nit n 7SilJ i i M * Are N07NP710N INSTALLATION ANCHOR si SERIES 420/430/440 SUDING GLASS DOOR 3/1{• OUR, TAPCON i� a11� INSTALLATION DETAIL WITH TWO BY BUCK IN MASONRY • �a�A N'•• 1 12/03/02 1 H 1 GM-0027 N�a M. ..s+ e....... �.� 1•r.w ••t ..w . �M .... n..e. a+. ».... m-.s .......n-... MULLII ANCHI BRACK YANOOIY FRAME JAMB (TYP.) INSTALLATION ANCHOR (TYP.) �•' #8 SELF TAPPING SMS (TYP.) MVL.1{,I�\ DIE :10. 1448 G.A. I I I I I I MULLIIa I II I DIE NO. 1448 I II I I II I 1 II I 1 II I 1 I 1 MULLION INSTALLATION ANCHOR ANCHOR BRACKET (TYP.) GEN-04 SECTION A -.._ A 4 v v a 4 v v Q SEE NOTES a a a p2do13 0 SUBSTRATE SECTION B--B EXTERIOR ELEVATION NOTES. 1) MULLION INSTALLATION DETAILS APPLY TO ALUMINUM TUBE MULLION, ME NO. 1448, WHEN USED TO MULL SINGLE HUNG AND OR PICTURE VANDOWS SIDE BY SIDE. Z) IN ►AASONRY CONSTRUCTION, ATTACH MULLION To SUBSTRATE VATH 3/I6- DIA CONCRETE SCREw ANCHOR OF SUFFICIENT LTH. TO ACHIEVE 1-1/4' KOM. EMBEDMENT INTO CONCRETE OR MASONRY. 3) IN WOOD FRAME CONSTRUCTION. ATTACtt MULLION TO SUBSTRATE USING #10 SCREWS Or SUFFICIENT I.TH. TO ACHIEVE 1-3/8" MIN. EMBEDMENT INTO WOOD FRru m& GENERAL ALUMIi� ',�,O v' CARROLLTON. TEWP 6� fm ' FIN VERTICAL MULLION IN§_7ALLA4nff KfAIL ALUMINUM TUBE MULLION, DIE NO. 1448 Mrw: - - - - JS - - - - pAm 3/17/02 HALF Uslu ---- o+ti MmWi-04V r""'w '. ...O ' �. - -_ •w - ter\ w-^ -• •.vim _ - - --. Zmuwu VavYIvv N Q GENERAL ALL MlNLAlf CORP. FLANGE HORMONTAL MULLION DESIGN LOAD CAPACITIES HOiiZ. EXTRUDED ALUMINUM TUBE MULLION:144S 8H 9�8 WHEN USED FOR MULLING TRANSOM HULL SPAN> WDW. MGT. V 53.000 61.000 74.000 80.000 90.000 96.000 106.250 26.000 197 136 81 62 40 32 22 38.375 175 119 71 54 35 28 19 50.625 16B 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 SCOW 16B 110 62 46 29 22 15 NOTES: • CHART APPUES ONLY TO EXTRUDED ALUMINUM MULLION 014451lSm HORIZONTALLY. • CHART ASSUMES TRANSOM HEIGHT TO BE ONE HALF MULLION SPAN OR LESS. • WINDOW HEIGHTS SHOWN ON •Y• AXIS OF aART DESIGNATE HEIGHT OF WINDOWS BELOW MULLION AND DO NOT INCLLlDE TRAMSOM HEIGHT. • READ MULLION SPAN AND WMmCON HEIGHT IN RICHES. • DESIGN PRESSURE VAL L ES ON THIS CHART ARE IN PSF. • DESIGN LOAD CAPACITIES 9 4OWN ON THIS CHART DO NOT CONSIDER ANY STRENGTH OBTAINm FROM FRAME MEMBERS OF ADJACENT WINDOWS. • Dff= - U175 • CALCU ATIONB PERFORMED FOR THE PREPARATION OF T Hii.4 CK4 RT i OMPLIM WITH THE 2002 REVISIONS TO THE 2W1 FLORIDA BUILDING COOS �A , • CCU! O ji :V 9 s f 1� 01 o � d- PREPARED BY: A!m(,N7 7lQ.IIb, 00)' OOItloOR/Ilm 11W LOUTS~ AVE SURE 0 wwTER PARK FLORIDA 32700 PHONE 407 0224Tl41 FAX 407 0224MS Lc o"I till wq1 CA02001D 20 1u►-I 01-12M Q N r Q V GENERAL ALUMINUM CORPORATION VERTICAL MULLION DESIGN LOAD CAPACITY CHART ALUMINUM MULLION. DIE 1144S FIN VERTICAL S.H. SQES WOW. WTM. 0 WOW. MOT. V 18.125 25.500 29.500 36.000 47.000 52.125 25.000 2289 2116 2116 2116 2116 2116 37.375 862 704 663 634 633 633 49.625 453 354 324 293 271 271 53.825 382 298 269 240 218 215 54.625 367 283 257 230 207 203 62-000 278 212 191 168 147 142 72.000 187 141 126 110 94 89 84.000 115 88 77 68 55 52 CHART:APPLES ONLY TO MULLION 01445 WHEN USED TO MULL FIN SINGLE HUNG AND PICTURE WINDOWS READ WINOM WIDTH AND HEIGHT IN INCHES DESIGN PRESSURE VALUES ON THIS CHART ARE Pl PSF LAALJOIJ AND FRAME ANCHORS SHOULD BE CHECKEDE IN EACH SPECIFIC CONDITION. Dmm-LM71 CJILCLILATIONS PERFORMED FOR THE PREPARATION OF THIS CHART COMPLIES WITH THE 2002 REVISIONS TO THE 2W1 FLORIDA BULDI NG CODE. PREPARED BY: PPKX XT TECHNOLOGY CORPORATION IISO LOUMM RAVE. SUITE 0 WINTER PARK FLORIDA 32789 PHONE 407 0224=41 FAX 407 C: 4=5 CAMM41 3a.I.Moa 03.0114 General Aluminum ALUMINUM MULLION, DIE Xi"S WITH NO REINFORCING 13AR VERTICAL MULLION DESIGN LOAD CAPACITY CHART COMPARATIVE CHART IN DESIGN PRESSURE - PSF FLANGE VERTICAL SH SIZES WDW. WTH. > WDW. HGT. V 19.125 26.500 30.500 37.000 48.000 53.125 26.000 2081 1938 1938 1936 1936 1936 38.375 805 666 629 603 602 602 50.625 428 339 311 283 263 262 54.625 381 284 259 233 212 209 55.825 347 272 248 223 201 198 63.000 264 205 185 164 144 139 72.000 188 144 130 113 97 93 64.000 116 88 79 68 57 54 CHART APPLIES ONLY TO NIULLION 1445 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 Dmu - L1175 CALCULATIONS PERFORMED FOR THIS PREPARATION OF THIS CHART COMPLIES WITH THE 2002 REVISIONS TO THE 2001 FLORIDA BUILDING CODE PREPARED SY: PRODUCT TECMNOLOOY CORP. 1150 LOUISIANA AVE.. SUITE d WINTER PARK FLORIDA 32T09 PHONE 407 622-OU I FAX 407 6224= . $setoff CA020146 ,,,�.•� �. QV/ �O +6-Av-03 4 �a C ' �,9% 02-0901 w �w • j s S � T !r • f nt P to Got ti•��G I�IA� �� s GENERAL ALUMINUM ALUMINUM WJLLION. ONE #1445 WITH NO REINFORCING BAR VERTICAL MULLION DESIGN LOAD CAPACITY CHART COMPARATIVE CHART IN DESIGN PRESSURE - PSF FLANGE VERTICAL PW SIZES WOW. WTH. > WDW. MGT. V 16.000 24.000 38.000 48.000 53.125 73.000 84.000 96.000.. 16.000 8307 8307 8307 8307 8307 8307 8307 8307 24.000 2769 2461 2461 2481 2461 2461 2481 2461 30.000 loll 1313 1260 1260 1260 1260 1250 1260 36.000 1055 620 729 729 729 729 729 729 48.000 554 410 328 308 308 308 308 308 80.000 341 246 188 164 160 158 158 158 7.2.000 219 156 115 97 93 87 87 87 64.000 136 95 69 57 54 48 47 47 96.000 90 63 45 37 34 29 28 27 CHART APPLIES ONLY TO MULLION 1445 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 FRAME ANCHORS SHOULD BE CHECKED IN EACH SPECIFIC CONDITION Dmax a V175 CALCULATIONS PERFORMED FOR THE PREPARATION OF THIS CHART COMPLIES WITH THE 2002 REVISIONS TO THE 2001 FLORIDA BUILDING CODE. PRODUCT TECMOLOGYCOW. 1150 LOUiSIANA AVE, SUITE 6 WINTER PARK FLORIDA 37M PHONE 407 622-63U I FAX 407 622-a335 CA020147 18OG-tl� .et.a�� Vj`4t '9/► :7 i4lb �drtr��>I�ttr• e FIN GENERAL ALUMINUM CORPORATION VERTICAL VERTICAL IY UUMN DESIGN LOAD CAPACRY CHART P.W. SAES ge ALULMN MUUMK DeE 1n1as CHART APPLES ONLY TO MLILUON S1445 WHEN USED TO MULL FIN SINGLE HUNG Aft PICTURE VMDOWS. READ WNDCMf V40TM AND HEIOW N NCHES OEE9pN PRES 9LF E VALUES ON THIS CHART ARE N PSF MULLION AND FRAME ANCHORS amcm D IE CKECPW N EACH SPECIFIC CONORIOM. Ornm. Y175 CALCULATIONS PERFORMED FOR TIf PREPARATION OF THIS CHART OOHLPIES WRM THE 2= R£VIBIONS TO THE 2WI FLORIDA BULDNG OOOE PREPARED BY: RRO0IJCTTBOUNCLOWCORPOItA71< N 1150 LOL IM~ AVE CA02OD42 SUITE 0 30.lanli wwrER PARK FLORIDA 32, 03-0114 PHONE 407 6=493341 FAX 407 SM-03M 91taa�44,10111169 MULLION SUBSTRATE ANCHOR INSTALLATION BRACKET ANCHOR (TYP.) a n � 0 � ® O o MULLION. ANCHOR BRACKET WINDOW FRAME JAMB (TYP.) MULLION MULLION ANCHOR DIE NO. 1445 BRACKET SECTION A- A A A B B EXTERIOR EL Ate n a 4 SUBSTRATE 4 4 C SEE NOTES p Q V #2&13 a INSTALLATION ANCHOR (TYP.) MULLION DIE NO. 1445 INSTALLATION --""""' ANCHOR (TYP-) v v p Q SEE NOTES p a d #2&#3 Q v SECTION B-B NOTES: 1) MULLION INSTALLATION DETAILS APPLY TO ALUMINUM TUBE MULLION, DIE NO. 1445, WHEN USED TO MULL SINGLE HUNG AND OR PICTURE WINDOW SIDE BY SIDE. 2) IN MASONRY CONSTRUCTION, ATTACH MULLION TO SUBSTRATE WITH 3/16- DIA. CONCRETE SCREW ANCHOR OF SUFFICIENT LENGTH. TO ACHIEVE 1-1/4- MIN. EMBEDMENT INTO CONCRETE OR MASONRY. 3) IN WOOD FRAME CONSTRUCTION. ATTACH MULLION TO SUBSTRATE USING # 10 SCKM OF SUFFICIENT LENGTH. TO ACHIEVE 1-3/8' MIN EMBEDMENT INTO WOOD FRAMING. *i MULLION ATTACHMENT IN SECTION B—B IS TYP. AT HEAD AND SILL. YLA JOB #04-140 YOOSEF LAVI, P.E. Tool K . ftmM 1.11 7M , PA. bg BIN22.00104 11I 7MI CONSULTING ENGINEER 9550 fOREST LANE. SUITE � 100 �` FIN VERTICAL MULLION INSTALLATION DETAILS ALUMINUM TUBE MULLION. ON. DIE / 1445 VERTICAL. DALLAS. 7ERAS 75243 T. (2141540-0040 F: (214)340-0067 1701011 05%7103 MUL' ANI BRAI WINDOW FRAME SILL (TYP.) WINDOW FRAME HEA1 (TYP. SECTION A -A I 0 SEE NOTES —) OVG NOS GEN-0453 #2 & #3 INSTALLATION ° a G'A, 18 ANCHOR (TYP.) ° #8 SELF TAPPING ° SMS (TYP.) MULLION v 0 ANCHOR ° 3/16' DIA, TAPCON BRACKET v f INSTALLATION ANCHOR o (TYP.) MULLION ° DIE NO. 1447 (APPROX. V X 4') — ° SUBSTRATE MULLION o DIE NO, 1447 ° v 0 v SECTION B-B v NOTESi 1) MULLION INSTALLATION DETAILS APPLY TO ALUMINUM TUBE MULLION, DIE NO. 1447, 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. TAPCON INSTALLATION ANCHOR OF SUFFICIENT LTH. TO ACHIEVE 1-1/4' MIN. EMBEDMENT INTO CONCRETE OR MASONRY. 3) IN ��((A@0 CONSTRUCTION, ATTACH MULLION TO SUBSTRATE USING #10 SCREWS OF S1fP�IJE ACHIEVE 1-3/8' MIN. EMBEDMENT INTO WOOD FRAMING. 4)' Oy `1�11 � IN SECTION B-B IS TYP. AT JAMBS. Ale i GENERAL ALUMINUM CORP. to q- CARROLLTON, TEXAS • �tene J. Tnf' iFIN HORIZONAL MULLION INSTALLATION DETAIL � .u�o8 •d . , I,to . Blvd. ALUMINUM TUBE MULLION, DIE NO. 1447 EXTERIOR ELEVATI❑�%---.� �"9 � ---- BB """'°�___ 9"03i17/02 *4� Moll VTTU ---- scHALF ten'--- ova'OGEN-0453 ..~ ... =- ram 4w-..sue.. GENERAL ALUMINUM CORP. HORIZONTAL MULLION DESIGN LOAD CAPACITIES EXTRUDED ALUMINUM TUBE MULLION *1"7 WHEN USED FOR MULLING TRANSOM FIN HMOSH SIZES MULL SPAW WOW. HGT. V 50.000 62.000 74.000 79.000 86.000 90.000 96.000 108.000 24.000 235 133 82 64 47 40 31 20 36.000 208 116 71 56 41 35 27 18 48.000 199 107 65 51 37 32 25 16 60.000 199 104 62 48 35 29 23 15 72.000 199 104 60 47 34 28 22 14 84.000 199 104 60 47 33 28 22 14 tam: • CHART APPLIES ONLY TO EXTRUDED ALUMU M MULLION 91*17 USED HORIZONTALLY. • CHART ASSUMES TRANSOM HEIGHT TO BE ONE HALF MULLION SPAN OR LESS. • WINDOW HEIGHTS SHOWN ON'r AXIS OF CHART DESIGNATE HEIGHT OF WINDOWS BELOW MULLION MID DO NOT INCLUDE TRAMSOM HEIGHT. • READ MULLION SPAN AND WIPDOW HEIGHT IN INCHES. • DESIGN PRESSUiE VALUES ON THIS CW1RT ARE IN PSF. • DESIGN LOAD CAPACITIES SHOWN ON THIS CHART DO NOT CONSIDER ANY STRENGTH • WHICH MAY BE OBTAINED FROM FRAME MEMBERS OF ADJACENT WINDOWS. • Dma - L/175 • CALCULATIONS PERFORMED FOR THE PR6)ARATION F THIS CHART COMPLIES WITH THE 20= REVISIONS TO THE 2001 FLOROk BUILDING CODE PREPARED BY: PROOuCr 71091011.0or caiaaoaAnar 11 S0 LOUISUNI AVE. SURE 6 CA020040 WINTER PARK FLORIDA 32TBD 294 ►M PHONE 407 e=-aM 4 I FAX 407 0222—SM 01-1201 i • MULLI^" ANCH BRACK WINDOW FRAME JAMB (TYP•) No- GEN-0457 'TALLATION ' MULLION CHOR I II DIE NO. 1448 rp•) I II I I it I I II I #8 SELF TAPPING I II I SMS (TYP.) I I I MULLION ANCHOR BRACKET � TWO BY WOOD FRAMING MVLLIVF4 DIE NO. 1448 SECTION A— A EXTERIOR ELEVATION INSTALLATION ANCHOR (TYP. ) SEE NOTE SECTION B— B NOTES: 1) MULLION INSTALLATION DETAILS APPLY TO ALUMINUM TUBE MULLION, DIE NO. 1440. WHEN USED TO MULL SINGLE HUNG AND OR PICTURE WINDOWS SIDE BY SIDE. DETAIL AT SILL IS SHOWN. DETAIL AT HEAD IS SIMILAR. 2) IN WOOD FRAME CONSTRUCTION. ATTACH MULLION TO SUBSTRATE USING 010 SCREWS OF SUFFICIENT LTH. TO ACHIEVE 1" MIN. EMBEDMENT INTO WOOD FRAMING. 3) INSTALLATION OF MULLION AS SHOWN ON THIS SHEET COMPLIES WITH THE 2001 FLORIDA BUILDING CODE WITH 2O02 REVISIONS. IT IS THE RESPONSIBILITY OR OTHERS TO DETERMINE COMPLIANCE ON A SPECIFIC STRUCTURE. 4)DESIGN PRESSURE CAPACITY OF INSTALLATION AS SHOWN ON THIS DRAWING IS f 62.0 PSF. GENERAL ALUMINUM CORP. CARROLLTON. TEXAS FIN VERTICAL MULLION INSTALLATION DETAIL ALUMINUM TUBE MULLION, DIE NO. 1448 ---- WA-4 HALF I rAn: ---- Io" Maw-0457 wdA�m •+e N1ooUc, �ooMnmr ols.. neo LOUSUM AW- . M PAM ft004 a!7!. PHW .n- 21-& . FAX My-.b-OM N GENERAL ALUMINUM CORPORATION VERTICAL MULLION DESIGN LOAD CAPACITY CHART ALUMINUM MULLION, DIE 01448 FIN VERTICAL S.H. SIZES WDW. wrm. s WDW. NGT. V 18.125 25.500 29.500 38.000 47.000 52.125 25.000 1245 1151 1151 1151 1151 1151 37.375 469 3B3 380 345 344 344 49.625 235 184 188 152 141 140 53.625 183 142 129 115 104 103 54.625 172 133 121 108 97 96 62000 115 sa 79 70 61 59 72000 72 54 49 42 38 34 84.000 44 33 29 25 21 20 OHART APPLIES ONLY TO MULLION IM40 WhEN USED TO MULL FIN SINGLE HUNG AND PICTURE WINDOWS READ VVI]DOW Wom AND HEIGHT IN INCHES DESIGN PRESSURE VALUES ON THIS CHART ARE IN PSF MUL LM AND FRAME ANCHORS SHOULD BE CMECKEDE IN EACH SPECIFIC CONORIOK Omm - LJI75 CALCULATIONS PERFORMED FOR THE PREPARATION OF THIS CHART COMPLIES Wf H THE 2002 REVISIONS TO THE 2001 FLORIDA BUILDING CODE PREPARED BY: PRO )UC7TECHNmoorC+DRPootAIr W 1150 LOUISIANA AVE. SUfTE 6 WINTER PARK FLORIDA 32789 PHONE 497 6224334 I FAX 407 622-035 CA02D037 29-JwoW 01.1201 N N GENERAL ALUMINUM CORPORATION VERTICAL MULLION DEMON LOAD CAPACRY CHART ALLWMJM WRJUJIM DIE I1448 FIN VERTICAL P.W. Smn WTK ► 30.000 43.000 58.0w 63.000 72= ea.000 98.000 29.000 819 e19 819 819 819 819 519 32.000 551 548 549 540 549 549 5a 36.000 343 320 3128 32a 328 328 325 42DW 264 243 243 243 243 243 243 56.000 110 91 as Be as as as e0.000 67 71 as 00 6a e6 as 72.000 46 38 33 32 32 • 32 32 54.000 29 22 19 18 17 17 17 98.000 19 14 12 11 11 10 10 CHART APPLIES ONLY TO IRJLLION •1416 WI61 U08D TO tlULL AN !THOLE HUM AID PCnM WIDOWS RM VWUMVWM AND HOWIT 91 W O DEMON PRESSURE VALLIEI! ON TWO CWIRf ARE IN PW "L ON AND FRAME ANOM3 WWW BE CHECKED IN EACH SPEC>RIC CONORIOII. Dojo • V175 CALCULATIONS PE RPMUM FOR T1E PR£PARATON OF TM CHART COYLPIEII Wn ME 20M RE1ASIOMS TO THE 2001 FLORIDA BUILDING' CODE. PREPARED BY. PRODUCTTECHNOLOOY CORPORATION 1`15C LOWWN AVE. BUM a CADZ= WVCM PARK FLO11IC1 Silo 2WIM33 PHONE! 407 112240341 FAX 4071Q2 MIS Mml �'fli1f31/fII ale A at tb'e offl— o a � •y,p�N�r►+R N 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. > wow. HGT. V 19.125 26.500 30.500 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 Dmax ■ U175 CALCULATIONS PERFORMED FOR THE PREPARATION OF THIS CHART COMPLIES WITH THE 2002 REVISIONS TO THE 2001 FLORIDA BULLING CODE. PREPARED BY: PRODUCT TECHNOLOGY CORP. 1150 LOUISIANA AVE., SUITE 6 WINTER PARK, FLORIDA 32789 PHONE 407 622-63341 FAX 407 6=4= l�t�tltlt!•� M ♦ _ r ♦ dj _ 211 Florida License •47946 CA020140 18-0tt-03 02-0808 GENERAL ALUMINUM N ALUMINUM MULLION, DIE *1"2 WITH NO REINFORCING BAR VERTICAL MULLION DESIGN LOAD CAPACITY CHART COMPARATIVE CHART IN DESIGN PRESSURE - PSF FLANGE VERTICAL PW SIZES WOW. WTH. ► WDW. MOT. V 16.000 24.000 36.000 48.000 53.125 73.000 54.000 96.000 16.000 4237 4237 4237 4237 4237 4237 4237 4237 24.000 1412 1255 1255 1255 1255 1255 1255 1255 30.000 822 670 643 643 643 643 643 643 36.000 536 418 372 372 372 372 372 372 48.000 282 209 167 157 157 157 157 157 00.000 145 105 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 96.000 34 23 17 14 13 11 10 10 CHART APPLIES 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 FRAME ANCHORS SHOULD BE CHECKED IN EACH SPECIFIC CONDITION Dmac = 1./176 CALCULATIONS PERFORMED FOR THE PREPARATION OF THIS CHART COMPLIES WITH THE 2D02 REVISIONS TO THE 2MI FLORIDA BUILDING CODE PREPARED BY: PRODucr TECHMOLOGYCORP. 1130 LOUISIANAAVE.. SURE 6 WINTER PARK FLORIDA 32769 PHONE 407 6=43341 FAX 407 62246335 CA020141 16-Oa-03 02.0901 INSTALLATION ANCHOR (TYP.) MULLION ANCHOR BRACKET WINDOW FRAME JAMB (TYP-) MULLION DIE NO. 1442 SECTION A— A I, v EXTERIOR ELEVATION Dwc NO: GEN-0454 MUWON G.A. 25 I I I ( DIE* NO. 1442 I II I I II I MULLION I I I I ANCHOR I II BRACKET I I I I I I INSTALLATION ANCHOR #8 SELF TAPPING (TYP.) SMS (TYP.) a v 0 v SEE NOTES #2 do #3 CONCRETE OR MASONRY ° SUBSTRATE SHOWN, WOOD FRAME SUBSTRATE ALSO APPUES 9-11-02 1 A I REMOVE ANCHOR SPACING DIM. DATE I SYM. REVISION SECTION B—B NOTES: 1) MULLION INSTALLATION DETAILS APPLY TO ALUMINUM TUBE MULLION, DIE NO. 1442, WHEN USED TO MULL SINGLE HUNG AND OR PICTURE WINDOWS SIDE BY SIDE. 2) IN MASONRY CONSTRUCTION. ATTACH MULLION TO SUBSTRATE WITH 3/16- DIA. CONCRETE SCREW ANCHOR OF SUFFICIENT LTH. TO ACHIEVE 1-1/40 MIN. EMBEDMENT INTO CONCRETE OR MASONRY. 3) IN WOOD FRAME CONSTRUCTION. ATTACH MULLION TO SUBSTRATE USING #10 SCREWS OF SUFFICIENT LTH. TO ACHIEVE 1-3/8' MIN. EMBEDMENT INTO WOOD FRAMING. 4) MULLION ATTACHMENT IN SECTION B—B IS TYP. AT HEAD do SILL. 5) I IA�L OF MULLION AS SHOWN ON THIS SHEET COMPLIES WITH THE 20(mb G CODE MTH 2002 REVISIONS. IT IS THE RESPONSIBILITY • INE COMPLIANCE ON A SPECIFIC STRUCTURE. Q� I C • GENERAL ALUMINUM CORP. CARROLLTON. TEXAS =s '-ly.% a FLANGE VERTICAL MULLION INSTALLATION DETAIL FL COS° � ALUMINUM TUBE MULLION. DIE NO. 1442 •v awe, B B ewe' a_ onw 8 :m�a ---- =-- BY •.;; IrIAe a ;•�' •t/fn ---- ' " HALF I"""' ---- I ma CEN-04541 — — —....� «— . «—«....� �............... waa� aea_as.am ru yet-m-an INSTALLATION ANCHOR (TYP-) MULLION -- ANCHOR BRACKET WINDOW FRAME JAMB (TYP-) G.A. 26 low""o'' GEN-0459 MULLION I (I I DIE NO. 1442 I II I I II I i II I MULLION I I I I ANCHOR I II I BRACKET I I INSTALLATION ANCHOR #S SELF TAPPING (TYP.) ® SMS (TYP.) c a v v c a v o 0 - a a ° 1-1/4" MIN. SUBSTRATE ° a EMBEDMENT MUWON SECTION DIE N0. 1442 B- SECTION A -A �•j EXTERIOR ELEVATION 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 VNTH 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 IS 46oS toll of GENERAL ALUMINUM CORP. � ,?�4�,. •., CARROLLTON, TEXAS FIC 0; * PRE —CAST SILL MULLION INSTALLATION DETAIL 4" W/ALUMINUM TUBE MULLION, DIE NO. 1442 •01 12 05 02 S� TAT1� . e ��►T _ srxL HALF I wIU — — — — ono �`GEN-0459 w +p� woorODrr Mr. lime LaUMA M ANC_ 11111fRll PMO, n=I UM "OR 4WI-90-OM VAX 4U"U-WW G.A. 28 MULLION ANCHOR BRACKET WINDOW FRAME SILL (TYP.) EN 0 WINDOW FRAME HEAD (TYP.) SECTION A -A w , INSTALLATION ANCHOR (TYP.) #8 SELF TAPPING SMS (TYP.) MULLION DIE NO. 1445 SEE NOTES --� #2 L #3 MULLION oD ° DIE NO. 1445 D v MULLION v ° ANCHO BRACKET v i SECTION B-B DWG Na GEN-0456 INSTALLATION ANCHOR (TYP,) a CONCRETE OR MASONRY SUBSTRATE IS SHOWN, WOOD FRAME SUBSTRATE v ALSO APPLIES. v o v v NOTES, 1) MULLION INSTALLATION DETAILS APPLY TO ALUMINUM TUBE MULLION, DIE NO. 1445, WHEN USED TO MULL SINGLE HUNG AND OR PICTURE WINDOWS HEAD TO SILL. 2) IN MASONRY CONSTRUCTION, ATTACH MULLION TO SUBSTRATE WITH 3/16' DIA. CONCRETE SCREW ANCHOR OF SUFFICIENT LTH. TO ACHIEVE 1-1/4' MIN. EMBEDMENT INTO CONCRETE OR MASONRY. 3) IN WOOD FRAME CONSTRUCTION, ATTACH MULLION TO SUBSTRATE USING #10 SCREWS OF SUFFICIENT LTH. TO ACHIEVE 1-3/8' MIN. EMBEDMENT INTO WOOD FRAMING, 4) MULLION ATTACrMENT IN SECTION B-B IS TYP. AT JAMBS. 5) INSTALL u8ifoG LION AS SHOWN ON THIS SHEET COMPLIES WITH THE 2001 FLORIDA D04G 11j H 2O02 REVISIONS. IT IS THE RESPONSIBILITY OF OTHERS TO DETERMMING CN.i_ SPECIFIC STRUCTURE. �Y V , • • i s.479 s dt .c�`.. L n .. pi •.�c� EXTERIOR- ELEVATI11411 GENERAL ALUMINUM CORP. CARROLLTON, TEXAS nTLD FLANGE HORIZONTAL MULLION INSTALLATION DETAIL ALUMINUM TUBE MULLION, DIE NO. 1445 ---- N" BB I ww" =--- oAm B/21/02 `T/rT' ---- N"D HALF N"n'---- ''GEN-0456 1 " F== TUMM 7 mom. l FIZZ • AW. %W"A rAAM6 ►1OWN i MM 407-Ss-•Lm Fq w� G.A. 29 DWO NO: GEN-0452 INSTALLATION I I MULLION DIE N0. 1445 MULLION- ANCHOR j _II I ANCHOR ( TYP.) I I I I BRACKET MULLION I II I ANCHOR I II I BRACKET WINDOW FRAME JAMB (TYP.) I I � #8 SELF TAPPING SMS (TYP.) MULLION DIE NO. 1445 SECTION A -A L EXTERIOR ELEVATION INSTALLATION ANCHOR (TYP.) _ I EE NOTES #2 & #3 v SUBSTRATE SECTION B- B NOTES: 1) MULLION INSTALLATION DETAILS APPLY TO ALUMINUM TUBE MULLION, DIE NO. 1445, WHEN USED TO MULL SINGLE HUNG AND OR PICTURE WINDOWS SIDE BY SIDE. 2) IN MASONRY CONSTRUCTION, ATTACH MULLION TO SUBSTRATE WITH 3/16" DIA. CONCRETE SCREW ANCHOR OF SUFFICIENT LTH. TO ACHIEVE 1-1/4" MIN. EMBEDMENT INTO CONCRETE OR MASONRY. 3) IN WOOD FRAME CONSTRUCTION, ATTACH MULLION TO SUBSTRATE USING #10 SCREWS OF SUFFICIENT LTH. TO ACHIEVE 1-3/8" MIN. EMBEDMENT INTO WOOD FRAMING. 4) MULLION ATTACHMENT IN SECTION B-B IS TYP. AT HEAD & SILL. ,.<<Itwo GENERAL ALUMINUM CORP. MART^I CARROLLTON, TEXAS F �� •' Q.��f ��v� TLE: FLANGE VERTICAL MULLION INSTALLATION DETAIL lk' = ALUMINUM TUBE MULLION, DIE NO. 1445 • v ��62 lWEA: ---- JS ---- DATE:3/17/O2 TE OF c •' e,�"Q w /ri. - - - - SCALE. HALF u"': - - - - DI No GEN-0452 ONL Or T.D00 - lNCN 0 O"M cAtaN MIT&IN UNDOw 11 N.CIE At WOOD BUCK PI NaII INN CAIAK of OnILR EXiER10R Sa� p(A7Y1 TER BT OntR SA0ALOO - DISIALIAIION ANCHOR. rCJYAk KTKEN WOOD Blrl'AI A YAY7IIr 0I1LNu1D 6r OTKRS 1 1//' MN Q EN000YENT __--� S0Y IF AEO'O. a BucN NCNNt a 1 BUCK Or OTWR 1 1 a• YN, TW10E TYPE wIPAY[ --SHIM IF la.o•D. JAYSMB �- — I IMLADON ANCHOR PLRUErEA CAIAA_ Q By Op"S CAIILA KFWLN •1000 ylrt[ • odkoop wOIN MASONRY OP[N04 Br onaws E X 1ERIOR CAU1A BITTIELN olNOow It a" �l CIOOD MIOt sFr,T10N 2 - -' — INNnnw I wUN. A c / 2 v.INUUw NIT F i � � Q1•RG I. cast SLL_ f Or 011[RS �! MAX OEMEN valloow rtANOE * P.f[ WI SUL MIN 1k"l,Y it ADKSIY( CJWU ON e[' jibN 1 A7'PROVCD EOUAL CIK2�IF5.f RA, wits'•lLi[1 1) y0N IF REO.O. FOR LEVELING. 7)) VA4Dow /RAVE YAnimAL ALLOY 6063 ]) CALRX U(IIND M[NDOM FLANC= AT WAD AND JAYOS• •) cAULN FOR PSlWMR SEAL AROUND EXTERIOR OF WINDOW FLANGE S) WSIOI RALSKS 9400 ARE SAM ON WIIOI WAOTY COST PWSSMS FOR OAS$ THIUOOSS MAT O 011UM" POI ASIM-13W GAU CHART AM 1R 9wL01 YAUX MIST 6E USIO "r 0(901 6) 011M 2AT01 RMIANOT CEST I(OAIOdlIT Or tSs CF M901 tOW APILIS 0I9014 IOW WILL 6E UM1tLo to 4600 ►V. Out TO UISA RST FREMUItE o7 KO PSF A02M OR X5I a) NSIALt►n01c nANCE CAI[ fatM IN COtOlE1( OR IAASWY OXNIIO USSR' 3/16• TAPCON Wahl W SJIIC"I 1010IN to PIIOCO( I wAn 1 1/4• EMMn ENt INTO 9AISIRAIE AT LOCATIORS SOP" ON OtMI 6) A IMCI 06M 91L 6 NOTUSRD 9 MOO aIA1111. USE ANOIOI QJMnlY USRD /IN KIT WON 9Q 1 ELEVATION VILWLU MOM EXIERIOR EF CalfJ��•1 S L th 01y N No. 42371 YOOSEf LAVY. P.E. CW9UC IPIG LNON►tN P 1R w G&W /OKIT LANE. "TE 1100 • O V CALLAS, TUNS 7l1tJ .� STATE OF _ 1 Ih•)1te-TAJta t:lat1J10-a fAf F 'I OR %O� ' V I LORIOA UCCNS[ / 4237' Jrfr t,'ONAL G.A. 30 CALL vrINUOw GLASS aSVJ GLASS a" 1APCCN AIIOIOR LOCADCA so ZC SIZE (INCHES) P'MS%a DRUM LOCAnONS CADAOIT M P9 CAPAatT IN P9 -N -M •1M -»6 Ac INN. 10 In • M 11 17 T 1n • >t 3/1_PP-77 - 6J -T) AC Lmu u .• In . r 6n -M -M _1•t ..0 r.mu 1•.• 1• In • N 6n -U -JJ --v. IM -IJO .,C 1 QII, /t.! 1• IA . >4 Sn _U _ai _.0 -QI •.c r,1:,11 IJ .• 1,;rG -N •" -ICJ -ICI •.0 OJ./,O.I .0 .6 /n • p _N •b -11a -11• a.c 0.110.. , Mt TO In • X Jn -M -30 -100 -IN ..c ..Or.. m• » 1n • » an _•1 -U -.0. •.1n AC all IM•• a/0 _N -N -t00 -.00 ..0 11.o NI I. » In . r On -•1 -.J -,00 -100 AC PC", AC Nam "a » In • 01 -b -b -0, 0, AC LO.0 1M » 1/3. 71 -40--a-T -rI •M -N AC Ca") _J 70.I X In • » -70 •» -111 -Pr AC ION, 2OJ 10 In .)• J/a 47 .) Y Y AC r,ON. I JO•t » ./1 • r On -41 -•1 -T -T AC r a.1. I Jo. JO 1n . N On -N -b -11 -rr .,C Nam. t f.ONI 1ft..6 J0 1n • 96 an -b -p -70 -T .0 AC 1 I,OH. a0d >D 1n • U -b -b -» -T •.0 CC f,aNl i 304 J01/1 • A •b -tl •r1 -h —_. —_ _N_ __Oa.. _ iuN.' n 11 Jr a r J) -S1 -!1 -r •r Ai AC aculr » J) t GO, an b b er Jr Ac raN! 1a• 312 N On -b -b -M -» AC 1aN 14•9 11 I is an •N -40 -U -53 AC I Gil) f.OH. » Jim61 -N -b 61 SI .c I.OH• » 77 ■ it-40-.0 - - -02 -JI .0 i •TS _LLAN 11 A N -u_ -N A.C_ A.c —,am, -- P.O..- -» -N -N UJ0 .7 t GOJn -40 -b -.0 -W ..c f,ONI' •JJo •1 I M an -•0 -b -.0 -N l[ loll, •J..$ .1 I N fn -to -40-N -40 .0 AC I,O NI .f••a 1 a U 0n _N -b -.0 -N •.0 ION. •»7 .JT a1 ■ 01 11 ■ 71 • I -N -N •b -.0 -N -N - -N -40 •.c AC TAM) r,Grl! NJ0 N ■ >t Jn -N •b - - Ac am N C M 0n -b -aa a.c f.ON1 M••• .0 N an -N -b - Ac Ac Ia I, W•a 1 Y as0n -N -40- Ac .wJ as U -b ••a - AG I,C K! A Sf tp . » -CO -as A.0 Film. At S! In .Man -b -40 - - AC Cam, H SI In . M an -b -40 - AC fANr H. U In . N On -to -b - AC LON! HJ U In 0 S! an -b -b AG LOM J0 Jr JJ ./1 0 U U'A A� -t0 - -b - —_ - _.... kc 1,011� r6e.�r•r�+Aw IIr•/arw�•a.ra ti ASS(101L► DRAMNG 1 Ial1[1 .•J0/IAy,/11q R 1 M 9.01 1•r.0 w•0o. - - M Iv N/A 05/211/01 17 INSILLAOON aty: SII[AIIING CAULK BETWEEN Fill By 01111R ! S11EATUIG _ 1" YIN INsIAIAnON� III) Y II_ EMBEOY[NI ANCHOR I PER1..E ItR CAtAK Ur 0DIA -- I'N 1111f W h00W FRAME IMADER ! a r1ilMi er oTllras CAULK RETVKEN FIN TYPE WIROOW IIN • WINDOW f RAM[ V---, SHEATHINGJAYS YEHf �- SiEATHING BY On1ERS —WINDOW TIIOHI•— `— INSIAI ARON ANCHOR PERIYEtER CAULK BY OINLR -- WUII. G.A. 31 COMPARAIIVL ANALYSIS E[ IA CON ANC14OR WINDOW DESIGN PRESSURE MO. Cr IS SCR I SIZE INCIIES CAPACITY N PST K( AD" 'D. N IRAA _ ff t6 . Je too 106 1 J i 16 .40 es es 7 J s ICI . so e1 63 T 1 J 16 ■ 60 so SO T 1 ! _. . b _00 - 70 • 40 73 73 1 J 1 70 . so s6 s6 1 1 1 70 . 60 •6 .e 1 J J 26 ■ 10 57 st 1 1 : 78. 60 57 37 1 T 1 J6 . 50 46 46 1 i s 26 . so 40 40 7 i —�— s —� 30 30. Ao .6 46 7 1 ) 30. 50 •7 .! 1 1 s 30. 60 .o 40 i J 3 JO . 10 a 41 1 ! i b ■ 40 40 40 ) 1 1 se . 50 40 40 13 ! 30 . 60 .0 .o S ! s .o .0 ! .0 .o J J :40:.:3"0 .o .0 J s-1R..- L �C- __ _.2 . 40 00 ! 1 CHAR I� MAHR OF .090 MkM4 REO•D N IRA[ Nf6D"'9R sff➢Yf 7 7 s 1 7 ! 1 1 s 1 T � ! 7 • : ! 7 7 7 J 7 J • 7 7 1 i 7 . i ! 1 s 1 ! 1 1 . 1 1 s 7 1 i ! ) ! 1 s L�r ul W"DOW HE1Ll.I LXIIE�I li [�M1p' 11" TYPE SILL 7.' O.C. fJA1RAt NOI i YAK.(IYP ). I — + I) SIOY V REO'0 IOR ICVEI:NG. / 7) WINDOW FRAME NATCR-AL ALLOY 6063 3 CAULK BEHIND MIAOW FIN AT HEAD ,StL 6: JAMUS. W-------- -- •) CAULK FOR PERIMETER SEAL AROUND EKIIRIOR Of vAmOOW IIANGE. TNNDO "DO ---"'-- S) GLASS THICKNESS MAY VARY PER THE REOUIREUENIS OF ASIM LI300 CLASS C1041• E DUALLY SPACE SINGLE GLAZING IS SNOW. OISULAT'NO GLASS IS ALSO GUALPIED 6) 61411E WATER RESISTANCE TEST REWR[MLWI OF GSA Of 01" TOAD ADPIaS. PoS9nvt ANCHORS (PAP / ) OtSKIN LOADS WILL DE LMUE RD 10 40.0 PV D10 WAIIR I(St PRLSWUKI OI 60 PS t. ?ER1MEILR CAW- 7) Ml��TIONr[FIN FRAME WNDOM N n000 TRUK OPENING VOT TDO SY OOCO STUDS BY On1IR 94W 9 REDD USK .060 Nat CIA, NAAS OK Is SCREW OF SU►TICENI tMIll ICI P*C%%X MIN 1' EYetUWAI INTO SUDStRAR• 6) P "ACT WIDOW 9TE IS NOT LISTED IN A`ICHOR OIMt . JSI ANCNoR OUA4nTV 115-ED 1NSIALA110N / 6HN NEal IAIICEa Sin. ANC/IOR CAULK 111I1MI.N WINDOW FIN e yl(AnNC E F IIII -- 6' YAK.(fYP) _ nA JOB ICI. 727 _ L 11 vnAnaNc _ i I•,� — —j YOOSEF LAVY. P.E. By OMER 9 YIN. _ CONSULTING INpNE[R aw•r I - IYBLWlMI 6 ; -.� I�-6'uAK.(IYP ). ft" towty I Aw. IuK/lam N116,Grtk-(w.�,n PAN-PAM1116ZI•66%T1 MYl SF ION 1 - ' No. �7A A / 0 Nw 1t1.1 a ( F VA I ION f. r.. >b m.■ r. p.. >w am ASSEMBLY DRAWING o * W VIEViED FROM EXTERIOR SLKas Iloo/l0oo/16A Il 6 Nt vat NIL/. W1617■ STALE Of ... Cr.a E Ff �f OR b AR-., IIIN/A �' _ ialoi 6nO1 bA1C p[ w..uLLw II/I'S10NAL I' 5/750\ / I � I NSINAidTI IIU) ENGINEERING UPDATE INFORMATION You will notice that some of the label numbers have been removed from this updated document. These are products that we have either phased out, consolidated with another engineering document, or were never used to begin with. All other documents have maintained the same number so that assembling these documents for specific models should stay the same. G.A. 16, 17,and 27 were eliminated. If you have any questions feel free to contact your salesperson or myself. Darren Goff Customer Service Manager 407-324-2080 ext 209 V n�Ica I. DESIGNED AND TESTED IN ACCORDANCE WITH FLORIDA BUILDING CODE, INTERNATIONAL BUILDING COCE, AND INTERNATIONAL RESIDENTIAL CODE. 2. DASH NUMBERS REPRESENT VARIOUS SECTION HEIGHTS. 3. FOUR SECTION 7' HIGH OGOR SHOWN. 8' HIGH DOORS HAVE FIVE SECTIONS. 4. SECTION HEIGHT OF 20.812. 19.00 & 16.75 ARE AVAILABLE AND MAY RE USED IN COMBINATION TO ACHIEVE OHD/GENIE EQUIVALENCY CHART OHO DOOR SERIES No. GENIE DOOR, SERIES No.! PAN THICKNESS SERIES 188 SERIES GDS300 24 Go. SERIES 189 SERIES GDS30R 24 Go. SERIES 281 SERIES GOS200 25 Go. SERIES 288 SERIES G-OS500----F 25 Go. SERIES 381 SERIES GDS550 I 25 Go. VARIOUS HEIGHT DOORS. 5. EMB;JSSMENT PATTERN OF 14.50 X 20.375 SHOWN. ALTERNATE PATTERNS OF 14.50 X 43.375, 12.50 X 20.375 AND 12.50 X 43.375 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 SECTION IMMEDIATELY BELOW THE TOP SECTION. ALTERNATE WINDOW STRUT CONFIGURATION- 1 HS2 ABOVE AND 1 HS2 BELOW WINDOW FRAMES. 9. THE STRUT PLACEMENT ON DOORS CONSTRUCTED WITH 5 OR MORE SECTIONS MUST. BE CONSISTENT WITH THE DOOR SHOWN. 10. DOORS CONSTRUCTIONS OVER 8' TALL ARE AVAILABLE AND REQUIRE COMMERCIAL TRACK. REFER TO DRAWING D-408352. 11. REFER TO SHEET 2 FOR SERIES SELECTION GUIDE. 12. JAMB DETAIL TO BE IN ACCORDANCE WITH DRAWING 409783. JAMB/SCAB BRACKET ATTACHING HARDWARE SHALL BE AS FOLLOWS: WOOD JAMB — 605574-0001 LAG SCREW, 5/16 X 1-3/4 CONCRETE BLOCK — RAWL LOCK BOLT, 5/16 X 1-1/2 EMBEDMENT 13. ATTACH STRUTS TO STILES WITH 2 SCREWS AT ALL CENTER STILES AND 4 SCREWS AT END STILES. SHAFT 3 1/8 I— 2" X 6" WOOD JAMS 2 X 4' WOOD JAMB D OR EQUIVALENT HORIZONTAL TRACK Rk,//— & COUNTERBALANCE I t 7- OPENING I HEIGHT (VARIES) OPENING HEIGHT MINUS 11 12 P OPTIONAL SPLICE IN HORIZONTAL TRACK AT I TOP OF RADIUS 405964-0002 I �405964-0002 a 72 —y �.968 046450-0003 I ---- 36 2.093 405964-0001 5 111E�n,1 "D_n" { { { 2" TRACK STANDARD TRACK DETAIL FOR 9' SCALE: 1 / 16" = 1" DESIGN TEST MAX. PRESSURE PRESSURE DOOR WI (PSF) I (PSF) (FEET 37 1 55.5 I 9' OWS OF -ND ROLLER SHA: II VERTICA CENTER STILE BRACKETAT STRUTS ROLLER TRACK STILES JOINT GAGE t I SINGLE I YES I HS2 1 2" X 7/16" TR3 1 .057" TRACK I II I I II I �I DETAIL "F" SCALE: 1/4 (9' WIDE) APPROVED PRESSURE RATING CHART DOOR WIDTH 8' 7' 6 DESIGN PRESSURE 46.8 60 60 TEST PRESSURE 70.2 I 90 90 JAMB LOAD L°S/FT 187 210 180 NUM. OF EXTRA BRKTS PER SIDE I 1 1 1 7' BRKT LOCATIONS 54.5" 1 54.5" 54.5' 8• BRKT LOCATIONS 22" 1 22" 1 22•• LEER OL PRO,, SCRIp,L� APPROVAL - RFP PER DRN 400600 10/19/951 58 U co ' yE� 'COEN 46fi v +a t� _ _ Eta OMW PANEL i a C i ti SECTION `2-2s-�3 BOTTOM FIXTURE Q) `BOTTOFFICE OM BAR WEATHERSEAL SECTION "C-C" NOTE 4 SCALE: 1/2 1 im�l 1 � rail' w � J //�TYP 10) 2 PLCS (7'-0" SHOWN) 8'-0' <ID MAX. HEIGHT L. ,.C., 1 9'-0" MAX. WIDTH 2 10 TYP 2 PLCS INTERIOR ELEVATION JAMB LOAD SCALE: 1/16"=1" (LBS/FT OF HEIGHT HARDWARE AT DESIGN PRESSURE) NE ORAATKC AND/OR TECHMM WFOR, T10N o 12 SKEET IS THE PROPERTY OF O ERHW DOOR CORRDRATKW OR ITS SURSIOUM µD IS LOANED N CO„ nxD FOR 167 I STD. ENDWEERWD AKO uUIW: ASSVWU RURROSES OK,. AKD — NOT 6E REPRODUCED OR USED TO NA,NFACTUPE ANYDRNC DISCLOSED HEREON PTTNDUT THE EGRESS PER"MMOK OF WMEAD DOOR CORPOWTO,. NNIC". uA, RECALL TM SKEET AT N 1➢,E, LMIESS OT ER.SE SREOFIED NµE aR,oac,.s .Rc N .o.oaoLn,.NCEs tr, EpN�AO oN OVA DRAT+ er: ME —IS t P ;a PE VESSELS —'ER-: CKECKCD R^ N/A S. BOUCHER APPLIED I--. 1R,R M Ll41ki WPNpIED -: NONE EACH IS. BOUCHER TOP FIXTURE STRUT END HINGE HS STRUT —{ E— 1 7/5" THK. SECTION "A —A" SCALE: 1/4 wI: L --EIAS.::D7Am.a, Rm �NJN.QLOAD. 180/280/381. „} 3:r/55.5 PSF, 9' —O MAX ..OpA..0 ®- 408950 Nu..RER 10/I9/95 �, 3/8 1 vKEr: t OF 2 NOTES, s I'm" I DEScmRmm I O.iE I w —' I .108 STK 070 STK O O 2-i1/16 II II O O -- I - 2 -13/32 f� 1 409808-000 i , TOP FIXTURE 2 9/32� I I 1 l000 3 3/16 p o 0 t oho -I— - 070 MIN 7/16 F 407603-0001 , CENTER HINGE 2 9/32 070fMIN I 000 I 3 3/16 0 I 1® a ono O 407605—XXXX,. END, HINGE PART NUMBER "H' 407605-0002 .85 407605-0003 I i.t0 407605-0004 I 1.35 407605-0005 1.60 .091 MIN �II-- I o I �o 3 9/16" 0 0 0 10 O t —= 2 7/16" (Z 4057'/ 1 —XXXX BOT. FIXTURE 1 t t /32 27/32 I L 0 090 MIN 2.25 1 7/8 i I I 5/8 MIN. THK. FLENGTH = DOOR WIDTH — 1 " —y U 400650—XXXX,, ROLLED HS STRUT ROLLED HS STRUT CHART ?ART NUMBERI MIN. THY.. STRUT 1400650-0002 1 .052 I HS-2 O' O O ��----}}-- 2 1 / 16 0 �THROw o_'0 4 5/8" 1 o 0 0 3`—{ 409334-0001 , SLIDE LOCK ASSY (OPT.) 1 3/32 " I I 1 3/4 r 4 3/8" I t 3/4 I O o iv o 0 2 1/2" O o O 2 3/8" H -121/4I-- I r� 1 t III 108 MIN II .108 MIN —yl- O 405742-000 1 , BRACKET. ROLLER SHAFT 7/16DIA 1 13/16' DIA 1 L 7/16'—j ,D 061166-0002, ROLLER ASSY, TR-3 7 9/16 --j REF n- 1 13/16 DIA REF 7/16 DIA. f REF. „ 06 1 1 66-0001 , ROLLER ASSY, TR-3 O 405964 &_ 046450, BRACKET, SCAB PART. NUMBER L" 405964-0001 13-1/4' 046450-0003 1 4" O 405964-0002, BRACKET. SCAB JOINT ORANGE COUNTY MixING DIV END STILE P/N 409518-0004,5,6<1 �CENTER STILE P/N 408680-0004,5,6 a I t SC \ `STEEL STRUT O P,EW STRUT SUPPORT P/N 605897-0001 403887-0002 CENTERED BETWEEN END STILE AND CENTER STILE SECTION 'B—B' UH M OI VWSE SPECOIED {LHCAD DOOR R.O.E _: uR[HaDRi rco.0 DiUW9p4 WE w —0:RaER.HDEs I �0. u.Rnno a uictES • c �°' Dw.RH En: PE VESSELS •` .:. 9/29 /95 1H[ DRn,.,Hc MD/OR 1ECHHIrwL iHroawlwH off DRs SREEI IS 1UE PROBER Dr DVERWL, DOOR CORPORn1104 OR m wesro "0 6 LO HEO w CO- EKE FOR I OBE � • d;,:.,:,;.r O R�iERNt' N/A CMbQD BF: S. BOUCHER 10/19/95 EHO.REmHO -0 UURU,L A VANCE RURROSES O+Lv. Mo — HO1 BE REPRODUCED OR USED 10 rWUFV. n • y .R.cnD.a uMIUMD MCLOSED HEREON vi:H THE RRRLSS MWMSpm OF OVERHEAD DOOR CORPORAPOr: wKH W REC.0 Drts SHEET M u WE. m �� • .VU urSRED r Kn: wR Of EV.SVRL NONE I EACH .VPRWED B1': S. BOUCHER 10/19/9 5 r / ..:WJNDLOAD,'jZ280/38i , 37%5S.SSF. 9 -0' MAX av `[r - 408950 SCJ E: 3/8 1 s-w- 2 DF 2 -I r.. 1. DE51CIq AND TESTED IN ACCORDANCE WITH FLORIDA BUILDING CODE. 12. JAMB DETAIL TO BE IN ACCORDANCE WITH DWG 409783. INT!:RNAIICNAL 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. SECTION 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 - I - - 7' BRKT LOCATIONS - 12" - - 8' BRKT LOCATIONS - 12" - - 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 GDS200 25 Go. SERIES 381 SERIES GDS550 25 Go. 3 1/s FI T D 11 OPENING HEIGHT (VARIES) SHAFT (VARIES) -2" X 6" WOOD JAMB 2" X 4" WOOD JAMB "D" OR EOUIVALENT HORIZONTAL TRACK & COUNTERBALANCE 11 12 R OPTIONAL SPLICE IN HORIZONTAL TRACK AT I TOP OF RADIUS �405964-0002 405964-0002 OPENING HEIGHT MINUS 1 I" Sa t/2 iti 046450 -0003 1 36 -y �.958 I 520 1/2 I 209 I t I r 1 405964-0001 405964-0001 VIEW 'D-D STANDARD TRACK DETAIL OR 1 6' 2" TRACK. .068 THK (VERTICAL SCALE: 1/16" = I- ILTTER KSnaoTOw DATE I Ao C REV PER EN 10099 01 09 98 J D REV PER EN 11050 OS 29 02 M E REV PER EN 11205 11/12/02 1 D) PANEL 9UNDOING DIV iJf019.4 SECTION MA TE, FILE lolled' earl copes Cos z-2S BOTTOM FIXTURE R TRACK END HINGE I I� o � ��OFFICE I J.Qo I I� II BOTTOM BAR ROLLER SHAFT 11, BRACKET405742-0001 (2 REO'D) � 1 \ ROLLER DETAIL T" SCALE: 1/4 HEADPLATE 'HAFT 407605-0004 G" TYP 2 PLCS 061166-0001 TYP 2 PLCS 407605-0003 TYP 2 PLCS 061166-0001 II TYP 2 PLCS 03-000& 40585831-0003 TYP 4 PLACES 407605-0002 TYP 2 PLCS 061166-0001 TYP 2 PLCS 405771-0001 061166-0002 DCOR ''+iDiii CENTER STILE I END STILE I ROLBRACKET I STRUTS/SECT. ROLLER I VERTICAL TRACK GAGE I JAMS LVAU HARDWARE ( PER FT -HT) 16' 3 SINGLE YES 2 X 12" X 7/16" I 068" 200 STD. $1.065 NOTE: THIS DOOR IS DESIGNED FOR A +/- 25 PSF DESIGN WINDLO.AD PRESSURE AND +/- 37.5 PSF TEST WINDLOAD PRESSURE. L WEATHERSEAL SEE NOTE 4 SECTION "C-C SCALE: 1/2 CENTER STILE ` P/N 408680-0004.5,6 2 (3 PLCS) SPRING ANCHOR 407603-0001 BRACKET (9 PLCS) 409808-0001 TPLCS 061YPt266-0002 TYP 2 PLCS �400650-0001 HS1 A 1 18 HS STRUT 7 Sys! TOP FIXTURE END HINGE TUBE STRUT AND STRAP Tf- 1 7/8 THK. SECTION "A -A" SCALE: 1/4 (7'-0" SHOWN) 8'-0" 11 MAX. HEIGHT I 1�5 _ 1 409334-0001 'pµ �! 12 „C, =.; - 16'-0" MAX. WIDTH �- 405771 -0002 = 0611GG-0002 INTERIOR ELEVATION SCALE: 1/16-=1" uHLES$ OTHER. SE SPECRD Hur DATE - ..� ME OR.V-c .WD/OR TECNR.GIL IHFOR-nOH a T s D.awsoa +u a Hoa:nu�.wca u o�ERHEAO OpOq DALLAS pu,,.R �.. E - •;1iWl OLOAD, 180/281 /381, S EE. G NE PROPS DE OVERHEAD DOOR CORPORATOH DEgR. Nat .HRDc d.,.p;.Pl,;.-.l¢n O G.J.MQQRE 1 1/18/94 ..'�25/37.5 PSF, OR OS XHRNNn AND S LMHED N CONMEHCE FOR PULwzoa pwmE EH HEER C AHD uIR wS AHCE PURPOSES ONLY. WTEIM1VL: aECRLD 81: 1 6'-0" MAX .ND - HD: RE REPRODUCED OR VSD ro wAWOACTw o. , ,, „„� N/A. ADA JOHNSON 1 2/01 /94 T AH-HG DSCLDSED HEREON .THO,D ME EMPRESS • .n.- OR"`�P'C ®- 408832 P`ERu .Spw Of OVERHEAD DOOR COiD'dIwIW H,CH uwY , Ra • aoe.m.-.wa I�PPMED IPR$PR N: Uwrt OF PI.L '-MOVED 10: Ht1U3CR REuyL VDU's s.crr .* .wY nrE. NONE EACH S.B000HER 12/01 /94 i /8 sHEn 1 7 nv. Q. LETTER DESCRvrtoN WnE C REV PER EN 10099 Ot 09 98 D REV PER EN 11060 05 29 02 E REV PER EN 11205 11/12/02 .108 STK � --l—.070 STK 0 0 } 2-11/16 O o I--�- 2-13/32 P/N 409808-0001, TOP FIXTURE 2-11/32 .091 MIN —{F-- II 0 3-9/16 IO O O h— - 2-7/16 P/N 405771 -XXXX, BOTTOM FIXTURE 2-9/32 070 MIN 1 -1 1 /32 I 27/32 I-- 1-3/32 T- Ono 10 0 0 +0I 0 0 O o 3-3/t6 0 0 �-� 2-1/4 oho .090 MIN 7/16 PIN 407603-0001 , CENTER HINGE PIN 405742-0001 , BRACKET. ROLLER SHAFT 3 � �—LENCHT= DOOR. WIDTH 1.065 REF P/N 607935-0005. STRUCTURAL TUBING RECTANGULAR .065 THK END STILE WITH CLOSED END CAP P/N 408794-0001.2,3 SCREW P/N 60591 1 -0001 SECTION "B-B" CENTER, STILE P/N 408680-0004,5,6 a TUBE STRUT 607935-0005 AND STRAP 405831-0003 EACH CENTER STILE 2-1/4 L� 1-7/ 5/8 .030 THK LENGTH = DOOR WIDTH - 1 " P/N 400650-0001, ROLLED HS-1 STRUT o 0 0 2-1/16 THROW O 4 5/8 . . 0 O O O I--3 P/N 409334-0001. SLIDE LOCK ASSY ORANGE COUNTY L -- -y [---t� 1-3/4 I-- 4-3/8 ��---w�-1-3/4 2-t/2 OI o I I 0 0 2-3/8 H o � O .108 MIN .108 MIN P/N 405964 & 046450, BRACKET, SCAB P'RT NUMBER L" 405964-0001 3-1/4" 0,5450-0003 4" 5-1/8 —I 7/t6 DIA 1-13% G DIA u 7/16 - { P/N 061166-0002, RC'LLER ASSY P/N 405964-0002, BRACKET SCAB JOINT 3.00 � � � 3/4 O 2.00 T ° P/N 405831-0003 STRUT STRAP 7-9/t6 �f END STILE WITH CENTER STILE REF _ (ff CLOSED END CAP �2 P/N 408680-0004.5,6 < -� 7/16 P/N 408794-0001,2,3 v— � I 7/16 DIA REF L-- 1 - 13/16 DIA �, I •I REF P/N 061166-0001, ROLLER ASSY. TR-3 BUIEDING D:IV, 2-9/32 .070 MIN H Ono 0 0 3-3/t6 0 0 0 P/N 407605-XX.XX. END, HINGE PART NUMBER "H" 407605-0002 .85 407605-0003 1.10 407605-0004 1.35 407605-0005 1.60 SERIES SELECTION GUIDE SERIES INSULATION PANEL GAGE 184 YES' STD 185 FLUSH .f r:.02.1 , 186 YES' FLUSH': ;7;�•..'021 188 189 �:; RRNCHa� =-' ;�02•L.i 281- 284L(�Sp 098' 285 rr T2AYiCN 918`' 381ES_`�<;.'..: T..STD a: ; •'D1'8 385 SCREW - STEEL HS-i STRU-, - P/N 60591 1 -0001 P/N 400650-0001 " . ' UNLESS OTHERWISE SPECIFIED AHEAD D HAwE rK DRAWING AND/OR TECHNICAL wEOwlATION OR THIS DUDrs+oNs Al2 w wOa:TgpuNCLT o-. O OOq DALLAS oRArN Hr: SECTION ,G-G sKET Is ra PROPmrr a< owRIREAo DOOR COIZPDa.TpN OR ITS SU09UVRr AND IS LOANED R1 CONFIDENCE FOR I�inaL Ntu .,crs .;�„-/;,v y, O o-NLNsuNs a cos P R z' G.J. MOORE ENONEERND AND MUTUAL ASSMANCE PURPOSES OHET. ANO MAY HOT BE REPRODUCED OR USED TO NANILFACTURE NAIERVL: _ , y rRACIo.Rs N/A ORECRED Br: ADA JOHNSON 1 1 j ANnNwc DTSC.OSm HEA[OH WITnOLrT THE p(PRES PERNRSM O< OIERIQAD DOOR CORPORATION MIRCN 14r REG4 TNTS SNEE Al. — TORE. m- . ® m.ro- APPLIED nwSN, twit Q< uFASLRE: NONE EACH APPRO.ED En: S.B000HER 1 1 / DA,E . DASD [� O,_.. WJ,. AD, 80/281/3= 8/94: __�_ 25/37.5 PSF. w uf. 1 6 -0 MAX 2z�4 0_ 408832 23/94- 3/8 sHErT 2 or J U N Lot Number: U t:� Address: L ccd (-,1 O ; box is for administrative purposes only and is not part of the 1n 1 uzz:i r-aoricator:EAST COAST LUMBER- PLANT #1 3 Job Reference:KK13C26 - ENGLE/S2K13C2B/M#4917/JACK review. BOBBINS P.O. Box L 3368 Engineering Index Sheet Tampa, FL 33682-0055 ENGINEERING, INC. Phone: (813) 972.1135 Index Page 1 of 1 Job Number Date FBC - 2004 Chapter 16 and 23 Specification Quantity T06090499 09/07/2006 •1 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 responsibility of the Building Designer, as defined in ANSI/TPI 1-2002, Section 2.2. Permanent files of the original Truss Spectficstion 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 1 109/07/061 GE1 I 5 09/07/06 HtC 9 09/07/06 GE3 13 09/07/06 H-5 17 09I07/06 BH7 21 09/07/06 Ge 25 09/07/06 S813 29 09/07/06 GE-1-0-1 33 09/07I06 MV8 37 09/07/06 V4 at 09/07/06 PBSBE 45 09/07/06 PBTSB 49 09/07/06 HJ10 53 09/07/06 EJ7A 57 109107106T CJSA Date Mark l 2 109/07/061 Ti I 6 09/07/06 H 1 D _10 109/07/061 T3A 14 09/07/06 1-15D 18 09/07TO6 T7A 22 109/07/061 SBA 109/07/061 S8E 30 09/07/06 S10A 34 09/07/06 MV6 38 109/07/061 PBT7A 42 09/07I06 PBSBF 46 09/07/06 PBHSC 50 09/07/06 HJ7A Sa 09/07/06 EJ2 58 09/07/06 CJ3A Date Mark 1 3 109/07/061 H1A I 7 109/071061 G2 11 09/07/06 T5A 15 09/07I06 BHS _ 79 109107/061 S76 23 09107/06 S8B 27 09/07/06 S8F 31 109107/061 S1013 35 09/07/O6 MV4 39 09/07/06 PBS78 43 09I07106 PABH5 47 09/07/06 1PBHSD 51 109/07/061 HJ2 55 09/07/06 CJ9 59 09/07/06 CJ1A Date Mark 1 4 109/07/061 1-118 1 8 109/07/061 M2A 12 109/07706T T58 16 09/07/06 G6 20 09/07/06 S7C 24 1 09I07/06 S8C 28 09/07/06 G9 32 109107/061 S10C 36 109/07/061 MV2 40 09/07/06 PBS7C 44 109/07/061 PBT5A1 48 1091071061 PBBH7 52 iO9/O7/061 EJ10 56 09/07/06 CJ7 60 09/07/06 CJ1 PLANS REVIEWED CITY OF SANFORD 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. - 18 FT Exposure Catergory - B Occupancy Factor - 1.00 MWFRS Enclosed Notes: Refer to individual truss design drawings for special loading conditions. Truss Design Engineer: Vuong Phan License #: 62111 Address: P.O. Box 280055, Tampa, FL 33682 %-0W.-N G P& •.,� -*.%G E N Sic I. • trp, 62111 • �� • .14 S ATE OF �, �.� TONAL �;•�`� Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering • S2K73C2B S8C 1 SP 491100 6 1- 2- 0 1- 3- 0 ENGLE/S2K13C2B/M#4917 HO 4-3 0 0 N O TC '' 20-0-0 10-4-3 2-0-OE 2-0-OD 17-0-0 6x8 3x6 3x8 2x4 B L S2 M 6x6 C HO 1-10-11 0 0 O 12-11-0 a w:800 3 U:�563 R:2254 U: 555 BC 8-8-0 Online Plus -- Version 19.0.028 RUN DATE: 07-SEP-06 CSI -Size- ----Lumber---- TC 0.68 2x 4 SP-#2 EX A -S1 2x 4 SP-SS EX SI-B 2x 4 SP-SS BC 0.82 2x 4 SP-SS WB 0.90 2x 4 SP-#3 WG --- 2x 4 SP-#3 PB --- 2x 4 SP-143 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 49-11- 0 BC Cont. 0- 0- 0 49-11- 0 WB 1 rows CLB on K -H WB 1 rows CLB on H -L WB 1 rows CLB on L -G WB 1 rows CLB on G -M WB 1 rows CLB on N -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 I UBC LL Load Case(s) Plus 1 BC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 2254 556 8- 0 2-11 Hz = -234 D 2350 564 8- 0 2-12 Hz = 270 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -I 0.45 6958 C 0.21 0.24 41-3-0 49-11-0 ALL PLATES ARE LOCK20 Robb.,ns Engineering, Inc./Online Plus - I -J 0.65 7280 C 0.33 0.32 J -Sl 0.26 7330 C 0.26 0.00 S1-K 0.50 7264 C 0.26 0.24 K -B 0.63 3896 C 0.23 0.40 B -L 0.57 3361 C 0.07 0.50 L -S2 0.35 3461 C 0.08 0.27 S2-M 0.43 3461 C 0.13 0.30 M -C 0.54 3551 C 0.08 0.46 C -N 0.68 3109 C 0.16 0.52 N -O 0.60 86 T 0.02 0.58 --------Bottom Chords --------- * -P 0.81 6298 T 0.54 0.27 P -E 0.82 6367 T 0.55 0.27 E -H 0.63 4670 T 0.21 0.42 H -S3 0.50 3534 T 0.30 0.20 S3-G 0.65 3534 T 0.30 0.35 G -S4 0.58 2719 T 0.23 0.35 S4-F 0.44 2719 T 0.23 0.21 F -D 0.58 2674 T 0.11 0.47 ------------- Webs ------------- P -I 0.04 250 C I -E 0.11 367 T E -J 0.04 272 C E -K 0.85 2679 T K -H 0.39 1489 C 1 Br H -B 0.41 1297 T H -L 0.11 274 C 1 Br L -G 0.06 198 C 1 Br G -M 0.11 382 C 1 Br G -C 0.47 1193 T C -F 0.07 236 T F -N 0.05 191 T N -D 0.90 3360 C 1 Br D -O 0.02 180 C WindLd TL Defl -1.09" in S3-G L/535 LL Defl -0.66" in S3-G L/876 DL Defl -0.67" at S3 L/872 Hz Disp LL DL TL Jt D 0.26" 0.22" 0.48" Shear // Grain in S4-F 0.45 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI A LOCK 3.Ox 8.0 2.9 1.5 0.90 A LOCK 5.Ox 6.0 6.9 2.8 0.85 S1 LOCK 4.Oxl2.0 0.1-0.2 0.88 K LOCK 5.Ox 6.0-0.9-0.4 0.97 B LOCK 6.Ox 8.0 0.9-3.8 0.75 Scale: 0.130" = 1 L LOCK 3.Ox 6.0-0.4 Ctr 0.59 C LOCK 6.Ox 6.0-0.9-3.6 0.81 N LOCK 5.0x 6.0 0.4-0.2 0.99 E LOCK 6.0xl6.0 Ctr-0.5 0.94 S3 LOCK 5.Ox10.0 Ctr 0.8 0.97 S4 LOCK 4.Ox 8.0 Ctr 0.2 0.81 F LOCK 3.Ox 6.0 0.6 Ctr 0.63 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: 18-0 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 7330 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 b BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW 6 Robbins Engineering, Inc./Online Plus" 0 1996-2006 Version 19 0 028 Engineering - Portrait 9n/2006 9 31.08 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering • S2K13 C2B ,S8B 1 S P 491100 6 1- 2- 0 1- 3- 0 ENGLE/S2K13C2B/M#4917 HO 4-3 HO 1-10-11 0 0 0 0 lV M O O TC '' 18-0-0 21-0-0 10-11-0 6x6 3x6 3x8 3x6 6x8 B L S2 M C rv-n 4x10 4 x12 K / ^ 5x6 S1/ N 2x4 / 9-4-3 6 J $ 2x4 2-0-OE 3I6 2-0-OD 3x6 5x6 r 3x8 A E H S3 G S4 F 66 P 6x16 4x8 5x10 3x6 5xe 4x8 W:808x6 2x4 R:2308 w:800 3 U: 563 R:2244 U: 555 BC 8-8-0 41-3-0 49-11-0 ALL PLATES ARE LOCK20 Scale: 0.131" = 1' Online Plus -- Version 19.0.028 RUN DATE: 07-SEP-06 CSI -Size- ----Lumber---- TC 0.82 2x 4 SP-#2 EX A -S1 2x 4 SP-SS BC 0.81 2x 4 SP-SS WB 0.91 2x 4 SP-#3 WG --- 2x 4 SP-#3 PB --- 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 49-11- 0 BC Cont. 0- 0- 0 49-11- 0 WB 1 rows CLB on K -H WB 1 rows CLB on H -L WB 1 rows CLB on L -G WB 1 rows CLB on M -F WB 1 rows CLB on N -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 Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 2244 556 8- 0 2-10 Hz = -206 D 2308 564 8- 0 2-12 Hz = 243 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -I 0.44 6913 C 0.20 0.24 i -J 0.64 7265 C 0.33 0.31 Robbins Engineering, Inc./Online Plus- J -S1 0.38 7352 C 0.37 0.01 S1-K 0.82 7281 C 0.54 0.28 K -B 0.48 3925 C 0.10 0.38 B -L 0.81 3726 C 0.22 0.59 L -S2 0.65 3917 C 0.10 0.55 S2-M 0.59 3917 C 0.10 0.49 M -C 0.53 2645 C 0.04 0.49 C -N 0.42 3054 C 0.06 0.36 N -O 0.37 77 T 0.01 0.36 --------Bottom Chords --------- * -P 0.81 6255 T 0.54 0.27 P -E 0.81 6324 T 0.54 0.27 E -H 0.62 4514 T 0.20 0.42 H -S3 0.53 4019 T 0.34 0.19 S3-G 0.68 4019 T 0.34 0.34 G -S4 0.66 3736 T 0.32 0.34 S4-F 0.48 3737 T 0.32 0.16 F -D 0.57 2481 T 0.10 0.47 ------------- webs ------------- P -I 0.04 249 C I -E 0.12 402 T E -J 0.06 359 C E -K 0.91 2838 T K -H 0.32 1274 C 1 Br B -H 0.43 1362 T H -L 0.15 461 C 1 Br L -G 0.06 215 C 1 Br G -M 0.17 540 T M -F 0.63 1478 C 1 Br C -F 0.30 950 T F -N 0.10 319 T N -D 0.72 3194 C 1 Br D -O 0.02 158 C WindLd TL Defl -1.11" in S3-G L/523 LL Defl -0.66" in S3-G L/881 DL Defl -0.71" at S3 L/823 Hz Disp LL DL TL Jt D 0.28" 0.23" 0.51" Shear // Grain in S4-F 0.45 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI A LOCK 3.Ox 8.0 2.9 1.5 0.90 A LOCK 5.Ox 6.0 6.9 2.8 0.83 S1 LOCK 4.Oxl2.0 0.1-0.2 0.89 K LOCK 4.Ox10.0-0.4-0.2 0.96 B LOCK 6.Ox 6.0 0.9-3.6 0.79 M LOCK 3.Ox 6.0 0.6 Ctr 0.71 C LOCK 6.Ox 8.0-0.9-3.8 0.75 N LOCK 5.Ox 6.0 0.4-0.2 0.90 E LOCK 6.Oxl6.0 Ctr-0.5 0.93 S3 LOCK 5.Ox10.0 Ctr 0.8 0.97 G LOCK 3.Ox 6.0-0.6 Ctr 0.62 S4 LOCK 5.Ox 8.0 Ctr 0.8 0.92 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: 18-0 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 7352 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-HEARING BLOCK. 4. DESIGNER: JLW Robbins Engineering, Inc./Online Pius"' 0 1996-2006 version 19.0 028 Engineering - Ponrait 9n2006 9:31,07 Ann Page 1 Job Mark Quan Type Span Pi -Hi Left OH Right OH Engineering S2-i`13 C2B ,S8A 1 S P 491100 6 1- 2- 0 1- 3- 0 ENGLE/S2K13C2B/M#4917 HO 4-3 HO 1-10-11 0 0 0 0 N O O TC 1 16-0-0 25-0-0 8-11-0 3x10 6x6 3x6 S2 3x6 3x6 6x6 B Q R S C -m_ y 3x10 / 3x8 Sz6 51�� M 8-4-3 6 J/9 2x4 2x4 N 2-0-OE 3x6 2-0-OD 5x6 3x8 x D A / E H S3 P O S4 F 3 6x12 4x10 5x8 3x6 3x6 5x16 4x8 6x6 W:800 - R:2295 14:800 U: 563 R:2240 U: 555 BC 8-8-0 41-3-0 49-11-0 ALL PLATES ARE LOCK20 Scale: 0.131" = 1' Online Plus -- Version 19.0.028 RUN DATE: 07-SEP-06 CSI -Size- ----Lumber---- TC 0.54 2x 4 SP-#2 EX A -S1 2x 4 SP-SS EX S1-B 2x 4 SP-SS BC 0.68 2x 4 SP-SS EX S4-D 2x 4 SP-#2 WH 0.66 2x 4 SP-#3 WG --- 2x 4 SP-#3 PB --- 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 49-11- 0 BC Cont. 0- 0- 0 49-11- 0 WB 1 rows CLB on J -H WB 1 rows CLB on H -Q WB 1 rows CLB on S -F WB 1 rows CLB on M -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) Robbins Enaineerina, inc./Online Plus- J -S1 0.55 4540 C 0.36 0.19 S1-B 0.76 4429 C 0.34 0.42 B -Q 0.48 3976 C 0.17 0.31 Q -S2 0.54 4613 C 0.23 0.31 S2-R 0.51 4613 C 0.14 0.37 R -S 0.54 4189 C 0.12 0.42 S -C 0.46 2691 C 0.04 0.42 C -M 0.26 3014 C 0.05 0.21 M -N 0.21 68 T 0.00 0.21 --------Bottom Chords --------- * -E 0.68 6402 T 0.55 0.13 E -H 0.65 6413 T 0.55 0.10 H -S3 0.50 4569 T 0.39 0.11 S3-P 0.55 4569 T 0.39 0.16 P -0 0.56 4549 T 0.39 0.17 O -S4 0.51 3942 T 0.34 0.17 S4-F 0.92 3942 T 0.33 0.59 F -D 0.95 2290 T 0.19 0.76 ------------- Webs ------------- I -E 0.09 281 T E -J 0.49 1552 T J -H 0.66 2565 C 1 Br H -B 0.48 1523 T H -Q 0.26 822 C 1 Br Q -P 0.04 147 T P -R 0.05 181 T R -O 0.50 632 C O -S 0.25 785 T S -F 0.54 1735 C 1 Br F -C 0.31 980 T F -M 0.17 536 T M -D 0.59 3055 C 1 Br D -N 0.02 137 C WindLd TL Defl -1.15" in H -S3 L/504 LL Defl -0.65" in H -S3 L/892 DL Defl -0.73" at S3 L/802 Hz Disp LL DL TL Jt D 0.30" 0.25" 0.55" Shear // Grain in A -I 0.45 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 Ga, Gross Area A 2240 556 8- 0 2-10 Plate - RHS 20 Ga, Gross Area Hz = -179 Jt Type Plt Size X Y JSI D 2296 564 8- 0 2-11 A LOCK 3.Ox 8.0 2.9 1.5 0.92 Hz = 215 A LOCK 5.0x 6.0 6.9 2.8 0.88 B LOCK 6.Ox 6.0 0.9-3.6 0.89 Membr CSI P Lbs Axl-CSI-Bnd Q LOCK 3.Ox 6.0-0.6 Ctr 0.62 ----------Top Chords---------- S LOCK 3.Ox 6.0 0.6 Ctr 0.84 A -I 0.62 7079 C 0.22 0.40 C LOCK 6.Ox 6.0-0.9-3.6 0.75 I -J 0.73 7209 C 0.32 0.41 M LOCK 3.Ox 8.0 0.9-0.4 0.97 Robbins Engineering. Inc /Online Plus'" 0 1996.2006 Version 19 0.028 Engineering - Portrait 9/7/22006 9:31 07 Ann Page 1 E LOCK 6.Oxl2.0 Ctr-0.5 0.97 H LOCK 4.Ox10.0-0.5 Ctr 0.88 S3 LOCK 5.Ox 8.0 Ctr 0.8 0.97 P LOCK 3.Ox 6.0 0.6 Ctr 0.62 O LOCK 3.Ox 6.0-0.6 Ctr 0.81 S4 LOCK 5.Oxl6.0 Ctr 0.8 0.94 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: 18-0 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 7209 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 "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering S2B73C2B �i8 1*2P SP 491100 6 1- 2- 0 1- 3- 0 ENGLE/S2K13C2B/M¢#4917 HO 4-3 HO 1-10-11 0 0 0 0 N O p TC '" 14-0-0 29-0-0 6-11-0 4x6 4x82x4 4x6 K S2 L M 5x8 6xB B C 4x6/ 4 x12 J 7Zj:>6x6 7-4-3 6 3RR6� � N 2-0-OE 2-0-OD 4x10 m A E I O H G F S4 l i P x 33D Q 8.8 4x6 4x6S3 4x8 4x64x8 j6x6 W:80px6 �4 ✓�-= 2x4 4x8 R:3910 W:800 3 U: 976 R:3466 U: 850 BC 8-8-0 41-3-0 49-11-0 ALL PLATES ARE LOCK20 Scale: 0.131 = 1' Robbins Enc,:r.eering, Inc./Online Plus- * -R 0.55 12245 C 0.36 0.19 REFER TO ROBBINS ENG. GENERAL R -S1 0.77 13492 C 0.47 0.30 NOTES AND SYMBOLS SHEET FOR Online Plus -- Version 19.0.028 S1-J 0.72 13462 C 0.47 0.25 ADDITIONAL SPECIFICATIONS. RUN DATE: 07-SEP-06 J -B 0.65 9821 C 0.25 0.40 ••••••••••••••• B -K 0.55 10695 C 0.13 0.42 NOTES: • 2-Ply Truss • K -S2 0.44 10543 C 0.09 0.35 Trusses Manufactured by: ••••••••••••••• S2-L 0.31 10543 C 0.09 0.22 East Coast Lumber L -M 0.36 10543 C 0.09 0.27 Analysis Conforms To: CSI -Size- ----Lumber---- M -C 0.34 8807 C 0.09 0.25 FBC2004 TC 0.77 2x 4 SP-#2 C -N 0.42 5716 C 0.17 0.25 2 COMPLETE TRUSSES REQUIRED. EX B -S2 2x 6 SP-112 --------Bottom Chords--------- Fasten together in staggered EX S2-C 2x 6 SP-112 A -Q 0.63 11134 T 0.38 0.25 pattern. (1/2" bolts -OR- BC 0.84 2x 6 SP-42 Q -E 0.64 11299 T 0.39 0.25 SDS3 screws -OR- 10d nails EX A -E 2x 6 SP-SS E -0 0.84 11875 T 0.79 0.05 as each layer is applied.) WB 0.84 2x 4 SP-#3 0 -H 0.66 8764 T 0.58 0.08 ----Spacing (In)---- H -S3 0.73 10696 T 0.71 0.02 Rows Nails Screws Bolts Brace truss as follows: S3-G 0.77 10696 T 0.71 0.06 TC 1 12 24 0 O.C. From To G -F 0.65 8808 T 0.58 0.07 BC 2 12 24 0 TC Cont. 0- 0- 0 49-11- 0 F -S4 0.36 5118 T 0.34 0.02 WB 1 8 8 BC Cont. 0- 0- 0 49-11- 0 S4-P 0.40 5118 T 0.34 0.06 Plus clusters of nails where P -D 0.14 80 T 0.00 0.14 shown. Loading Live Dead (psf) -------------Webs------------- OH Loading TC 20.0 15.0 Q -R 0.05 661 C Soffit psf 2.0 BC 0.0 5.0 R -E 0.18 1156 T Design checked for LL on BC Total 20.0 20.0 40.0 E -J 0.47 2945 T per BOCA (section 1606.2.3), Spacing 12.0" J -0 0.32 3353 C IBC/IRC-2003 and FBC 2004 Lumber Duration Factor 1.25 0 -B 0.41 2583 T (section 1607.1), 20.0 psf. Plate Duration Factor 1.25 B -H 0.36 2297 T Design checked for 10 psf non- TC Fb=1.00 Fc=1.00 Ft=1.00 H -K 0.09 1062 C concurrent LL on BC. BC Fb=1.00 Fc=1.00 Ft=1.00 K -G 0.04 318 C Prevent truss rotation at all G -L 0.08 954 C bearing locations. Load Case k 1 Standard Loading G -M 0.33 2099 T Wind Loads - ANSI / ASCE 7-02 Lumber Duration Factor 1.25 F -M 0.19 2223 C Truss is designed as a Main Plate Duration Factor 1.25 F -C 0.70 4386 T Wind -Force Resistance System. plf - Live Dead From To P -C 0.03 434 C Wind Speed: 120 mph TC V 20 15 0.0' 49.9' P -N 0.84 5248 T Mean Roof Height: 18-0 BC V 0 5 0.0' 49.9' D -N 0.30 3844 C WindLd Exposure Category: B TC V 60 45 14.0' 42.9' Occupancy Factor : 1.00 BC V 0 15 14.0' 42.9' TL Defl -0.99" in O -H L/589 Building Type: Enclosed BC V 519 648 14.0' CL-LB LL Defl -0.47" in 0 -H L/999 Zone location: Exterior BC V 287 358 42.9' CL-LB DL Defl -0.76" at H L/770 TC Dead Load 7.0 psf Hz Disp LL DL TL BC Dead Load 3.0 psf Jt D 0.19" 0.20" 0.39" Max comp. force 13492 Lbs Plus 6 Wind Load Case(s) Shear // Grain in B -K 0.26 Quality Control Factor 1.00 Plus 1 UBC LL Load Case(s) Plates for each ply each face. FABRICATOR NOTES: Checked for NonConcurrent 200 PLATING CONFORMS TO TPI. 1. EAST COAST LUMBER 6 SUPPLY Lbs Moving Point Load applied REPORTS: SBCCI 9761 MAURICE A. SHASHOUA, at Panel Points and Mid -panel ROBBINS ENGINEERING, INC. P.E.#EB5251 6 19554 on BC BASED ON SP LUMBER 5285 ST. LUCIE BLVD. USING GROSS AREA TEST. FORT PIERCE FL. 34946 Jt React Uplft Size Req'd Plate - LOCK 20 Ga, Gross Area 2. !!!CAUTION!!! READ "BCSI-B1 Lbs Lbs In-Sx In-Sx Plate - RHS 20 Ga, Gross Area SUMMARY SHEET" BEFORE A 3467 850 8- 0 2- 1 Jt Type Plt Size X Y JSI HANDLING , INSTALLING 6 Hz = -75 Sl LOCK 4.Oxl2.0 0.1-0.2 0.88 BRACING TRUSSES. D 3911 977 8- 0 2- 5 B LOCK 5.0x 8.0 Ctr-0.6 0.95 3. SEE ATTACHED DETAIL SHEET Hz = 93 C LOCK 6.Ox 8.0-0.5-1.1 0.92 FOR: 1-JACK NAILS. N LOCK 6.Ox 6.0-0.5 0.3 0.94 2-TBRACE. 3-BEARING BLOCK. Membr CSI P Lbs Axl-CSI-Bnd E LOCK B.Ox 8.0 Ctr-1.5 0.79 4. DESIGNER: JLW ----------Top Chords---------- F LOCK 4.Ox 6.0 0.5 Ctr 0.88 Robbins Engineering. Inc./Online Plus" 0 1996.2006 Version 19.0 028 Engineering - Portrait 9/7/2006 9.48'38 AM Page 1 __F Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SM73M SIOC 1 SP 140000 6 1- 2- 0 0 ENGLE/S2K13C2B/M#4917 HO 4-3 HO 4-10-3 O O O O TC 1-2-0 13-0-0 4x4 2x4 B C 6 2x4 6-10-3 F 2-0-OE 2-0-OD ' D E 3x3 3x6 5x4 3x3 A G 3 HGR -� R: 559 U: 177 W:800 R: 655 U: 145 BC 8-8-0 5-4-0 14-0-0 ALL PLATES ARE LOCK20 Scale: 0.276" = t' Online Plus -- Version 19.0.028 RUN DATE: 07-SEP-06 CSI -Size- TC 0.47 2x 4 SP-#2 BC 0.60 2x 4 SP-#2 WB 0.24 2x 4 SP-#3 WG --- 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 14- 0- 0 BC Cont. 0- 0- 0 14- 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 Robbins Engineering, Inc./Online Plus' A -F 0.43 1373 C 0.01 0.42 F -B 0.47 740 C 0.01 0.46 B -C 0.12 69 C 0.00 0.12 --------Bottom Chords --------- A -E 0.60 1288 T 0.14 0.46 E -D 0.55 185 T 0.01 0.54 ------------- Webs ------------- F -E 0.12 606 C E -B 0.24 774 T B -D 0.19 581 C D -C 0.14 62 C WindLd TL Defl -0.12" in A -E L/999 LL Defl -0.08" in A -E L/999 DL Defl -0.12" at E L/999 Hz Disp LL DL TL Jt D 0.02" 0.02" 0.03" Shear // Grain in F -B 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 Gar Gross Area Jt Type Plt Size X Y JSI A LOCK 3.Ox 3.0 Ctr 0.2 0.99 B LOCK 4.Ox 4.0-0.5 Ctr 0.95 E LOCK 5.Ox 4.0 Ctr-1.0 0.76 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Lbs Lbs In-Sx In-Sx A 656 146 8- 0 1- 8 NOTES: Hz = 141 Trusses Manufactured by: D 560 177 3- 8 1- 8 East Coast Lumber Hz = 255 Analysis Conforms To: FBC2004 Membr CSI P Lbs Axl-CSI-Bnd OH Loading ----------Top Chords---------- Soffit psf 2.0 Robbins Engineering, Inc /Online Plus- 0 1996.2006 Version 19 0 028 Engineering - Portrait 9/7/2006 9 31 t3 AM Page i 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: 18-0 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 1373 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. SIMPSON HANGER @ JT.D. Job Mark Quan Type Span P1-H1 Left OH Right "ngineering S2K73C2B SIOB 1 SP 140000 6 1- 2- 0 0 ENGLE/S2K13C2B/M#4917 HO 4-3 HO 3-10-3 TC 1-2-0 11-0-0 3-0-0 4.4 2x4 B C ID 2x4 6 P 5-10-3 2-0-OE \\ 2-0-OD D / E (j 3x3 3x6 Sx4 II 3x3 LLII HGR 3 R: 559 j U: 171 W:800 R: 655 U: 151 BC 8-8-0 5-4-0 14-0-0 ALL PLATES ARE LOCK20 Scale: 0.344" = 1' Online Plus -- Version 19.0.028 RUN DATE: 07-SEP-06 CSI -Size- ----Lumber---- TC 0.31 2x 4 SP-#2 BC 0.61 2x 4 SP-#2 WB 0.20 2x 4 SP-#3 WG --- 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 14- 0- 0 BC Cont. 0- 0- 0 14- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Robbins Engineerina, Inc./Online Plus - A -F 0.31 1298 C 0.00 0.31 F -B 0.23 796 C 0.00 0.23 B -C 0.13 53 C 0.00 0.13 --------Bottom Chords --------- A -E 0.61 1211 T 0.13 0.48 E -D 0.54 353 T 0.03 0.51 ------------- Webs ------------- F -E 0.09 473 C E -B 0.20 642 T B -D 0.17 540 C D -C 0.08 112 C WindLd TL Defl -0.14" in A -E L/999 LL Defl -0.08" in A -E L/999 DL Defl -0.12" at E L/999 Hz Disp LL DL TL it D 0.02" 0.02" 0.03" Shear // Grain in F -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 Ga, Gross Area it Type Plt Size X Y JSI A LOCK 3.Ox 3.0 Ctr 0.2 0.93 E LOCK 5.Ox 4.0 Ctr-1.0 0.66 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx NOTES: A 656 152 8- 0 1- 8 Trusses Manufactured by: Hz = 129 East Coast Lumber D 560 172 3- 8 1- 8 Analysis Conforms To: Hz = 210 FBC2004 OH Loading Membr CSI P Lbs Axl-CSI-Bnd Soffit psf 2.0 ----------Top Chords---------- Design checked for LL on BC Robbins Engineering. Inc /Online Pius"' 0 1996-2006 Version 19 0 028 Engineering - Ponraii 9n2006 9 31 12 Ann 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: 18-0 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 1298 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 S BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. SIMPSON HANGER @ JT.D. Job Mark Quan Type Span P1-H1 Left OR Right OR Engineering SM13M S]" 1 SP 140000 6 1- 2- 0 0 ENGLE/S2K13C2B/M#4917 HO 4-3 HO 2-10-3 TC 1-2-0 9-0-0 5-0-0 4x4 2x4 B C 6 2x4 F 4-10-3 2-0-OE - 2-0-OD D E 3x3 Sx4 3x6 3x3 A HGR 3 R: 559 i U: 166 W:800 R: 655 U: 156 BC 8-8-0 5-4-0 14-0-0 - ALL PLATES ARE LOCK20 Scale: 0.396" = t' Online Plus -- Version 19.0.028 RUN DATE: 07-SEP-06 CSI -Size- ----Lumber---- TC 0.34 2x 4 SP-#2 BC 0.61 2x 4 SP-#2 WB 0.37 2x 4 SP-#3 WG --- 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 14- 0- 0 BC Cont. 0- 0- 0 14- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Robbins Engineerinc, tnc./Online Plus"' A -F 0.25 1380 C 0.00 0.25 F -B 0.29 875 C 0.00 0.29 B -C 0.34 37 C 0.00 0.34 --------Bottom Chords --------- A -E 0.61 1275 T 0.16 0.45 E -D 0.55 742 T 0.08 0.47 ------------- Webs ------------- F -E 0.14 442 C E -B 0.15 477 T B -D 0.37 823 C D -C 0.04 174 C WindLd TL Defl -0.13" in A -E L/999 LL Defl -0.08" in A -E L/999 DL Defl -0.12" at E L/999 Hz Disp LL DL TL Jt D 0.02" 0.02" 0.04" Shear // Grain in B -C 0.22 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI A LOCK 3.Ox 3.0 Ctr 0.2 0.98 E LOCK 5.Ox 4.0 Ctr-1.0 0.60 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 656 156 8- 0 1- 8 Trusses Manufactured by: Hz = 117 East Coast Lumber D 560 167 3- 8 1- 8 Analysis Conforms To: Hz = 165 FBC2004 OR Loading Membr CSI P Lbs Axl-CSI-Bnd Soffit psf 2.0 ----------Top Chords---------- Design checked for LL on BC Robbins Engineering, Inc /Online Plus"' 0 1996-2006 Version 19.0 028 Engineering - Portrait 9/712006 931.12 non 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: 18-0 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 1380 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. SIMPSON HANGER @ JT.D. Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering • S2K13C2B GE]0 1 sP 140000 6 1- 2- o 0 ENGLE/S2K13C2B/M#4917 HO 4-3 TC 1-2-0 3-10-3 2-0-OE 2-0-OD HO 1-10-3 7-0-0 7-0-0 4x4 2x4 2x4 B K s M O Q C D 2x4 BC 8-6-0 5-6-0 14-0-0 ALL PLATES ARE LOCK20 See Joint G For Typical Gable Plate Size and Placement Online Plus -- Version 19.0.028 RUN DATE: 07-SEP-06 CSI -Size- ----Lumber---- TC 0.11 2x 4 SP-#2 BC 0.18 2x 4 SP-#2 CW 0.05 2x 4 SP-#3 WB 0.06 2x 4 SP-#3 GW 0.17 2x 4 SP-43 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 14- 0- 0 BC Cont. 0- 0- 0 14- 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 8- 6- 0 735 189 Hz = 103 Cont. Brg 8- 6- 0 to 14- 0- 0 697 248 Hz = 166 Membr CSI P Lbs Axl-CSI-Bnd Robbins Engineering, Inc./Online Plus'" I -B 0.03 79 T 0.00 0.03 B -K 0.03 82 T 0.00 0.03 K -S 0.02 83 T 0.00 0.02 S -M 0.02 71 T 0.00 0.02 M -O 0.04 48 T 0.00 0.04 O -Q 0.05 39 C 0.00 0.05 Q -C 0.04 23 T 0.00 0.04 --------Bottom Chords --------- A -H 0.18 13 C 0.00 0.18 H -J 0.12 8 T 0.00 0.12 J -L 0.12 9 T 0.00 0.12 L -F 0.06 8 T 0.00 0.06 E -N 0.04 6 T 0.00 0.04 N -P 0.12 17 T 0.00 0.12 P -R 0.12 39 T 0.00 0.12 R -D 0.06 19 T 0.00 0.06 ---------- Chord -Webs ---------- F -E 0.04 0 T 0.00 0.04 E -S 0.05 64 C 0.00 0.05 ------------- Webs ------------- D -C 0.06 101 C 0.00 0.06 ----------Gable Webs---------- - -G 0.17 188 C 0.00 0.17 J -I 0.05 132 C 0.00 0.05 L -K 0.04 102 C 0.00 0.04 N -M 0.06 107 C 0.01 0.05 P -O 0.10 154 C 0.00 0.10 R -Q 0.09 73 T 0.01 0.08 TL Defl 0.00" in H -S3 L/999 LL Defl 0.00" in H -S3 L/999 DL Defl 0.00" at L/999 Shear // Grain in E -N 0.24 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 0.60 ----------Top Chords ---------- A -G 0.11 59 C 0.00 0.11 G -I 0.06 55 T 0.00 0.06 REFER TO ROBBINS ENG. GENERAL Robbins Engineering. Inc /Online Plus"' 0 1996-2006 Version 19 0 028 Engineering - Ponrail 9/7/2006 9:31* 11 AM Page 1 Scale: 0.418" = 1 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: 18-0 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 188 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 "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Job Mark Quan Type Span P1-H1 Left OH Right OH TEngineering S2K13C2B G9 1 MONO 61100 6 1- 3- 0 0 ENGLE/S2K13C2B/M#4917 HO 1-10-11 HO 5-4-3 TC 1-3-0 6-11-0 2x4 B 5-4-3 W:800 R:1208 U: 295 BC 6-11-0 6-11-0 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus - A 1204 296 8- 0 1- 8 Hz = -121 Online Plus -- Version 19.0.028 C 1107 323 3- 8 1- 8 RUN DATE: 07-SEP-06 Hz = 213 CSI -Size- TC 0.80 2x 4 SP-#2 BC 0.68 2x 6 SP-SS WB 0.11 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 6-11- 0 BC Cont. 0- 0- 0 6-11- 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' 6.9' BC V 0 10 0.0' 6.9' BC V 120 120 0.0' 6.9' Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- D -B 0.80 99 C 0.00 0.80 --------Bottom Chords --------- A -C 0.68 96 T 0.00 0.68 ------------- Webs ------------- A -D 0.03 242 C WindLd D -C 0.04 153 T C -B 0.11 242 C WindLd TL Defl -0.31" in A -C L/229 LL Defl -0.16" in A -C L/442 DL Defl 0.00" at L/999 Shear // Grain in A -C 0.68 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 - RHS 20 Gar Gross Area it Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) NOTES: Trusses Manufactured by: Checked for NonConcurrent 200 East Coast Lumber Lbs Moving Point Load applied Analysis Conforms To: at Panel Points and Mid -panel FBC2004 on BC 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), Robbins Engineering. Inc /Online Plus"' 0 1996-2006 version 19 0 028 Engineering - Portrait 9/72006 10.07.18 Ann Page 1 C 3x3 HGR R:1106 U: 323 Scale: 0.371" = 1 IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 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 242 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. SIMPSON HANGER @ JT.C. Job Mark Quan Type Span P1-H1 Left OH Right OH I Engineering S2vV 3C2B MV8 1 VLM 80000 6 0 0 ENGLE/S2K13C2B/M#4917 4-0-0 Ho 4-0-0 TC 8-0-0 c BC 8-0-0 8-0-0 ALL PLATES ARE LOCA20 Soo Joint D For Typical Gable Plate Sizo and Placemont Robbins Engineering, Inc./Online Plus' Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- OnlinePlus -- Version 19.0.028 A -D 0.15 114 C 0.00 0.15 RUN DATE: 07-SEP-06 D -B 0.18 58 C 0.00 0.18 --------Bottom Chords--------- CSI -Size- ----Lumber---- A -E 0.18 2 C 0.00 0.18 TC 0.18 2x 4 SP-#2 E -C 0.23 0 T 0.00 0.23 BC 0.23 2x 4 SP-#2 ------------- Webs ------------- WB 0.24 2x 4 SP-#3 C -B 0.24 127 C 0.00 0.24 GW 0.19 2x 4 SP-#3 ----------Gable Webs---------- E-D 0.19 287 C 0.00 0.19 Brace truss as follows: O.C. From To TL Defl 0.02" in E -C L/999 TC Cont. 0- 0- 0 8- 0- 0 LL Defl 0.02" in E -C L/999 BC Cont. 0- 0- 0 8- 0- 0 DL Defl 0.00" at L/999 Shear // Grain in D -B 0.17 Loading Live Dead (psf) TC 20.0 15.0 Plates for each ply each face. BC 0.0 5.0 PLATING CONFORMS TO TPI. Total 20.0 20.0 40.0 REPORTS: SBCCI 9761 Spacing 24.0" ROBBINS ENGINEERING, INC. Lumber Duration Factor 1.25 BASED ON SP LUMBER Plate Duration Factor 1.25 USING GROSS AREA TEST. TC Fb=1.15 Fc=1.10 Ft=1.10 Plate - LOCK 20 Ga, Gross Area BC Fb=1.10 Fc=1.10 Ft=1.10 Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. at Panel Points and Mid -panel NOTES: on BC Trusses Manufactured by: East Coast Lumber Jt React Uplft Size Req'd Analysis Conforms To: Lbs Lbs In-Sx In-Sx FBC2004 Cont. Brig 0- 0- 0 to 8- 0- 0 Design checked for LL on BC 692 148 Hz = 284 per BOCA (section 1606.2.3), Robbins Engineering, InclOnline Plus"' 0 1996-2006 Version 19 0 028 Engineering - Ponrait 9n/2006 931:13 AM Pagel 2x4 C x4 Scale: 0.482" = 1 IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 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 287 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 Job Mark Quan Type Span P1-H1 Left OH Right OH I Engineering S2,Y13M MV6 1 VLM 60000 6 0 0 ENGLE/S2K13C2B/M#4917 HO 3-0-0 TC 6-0-0 2x4 3-0-0 BC 6-0-0 6-0-0 ALL PLATES ARE LOCK20 C x4 Scale: 0.625" = 1' Robbins Engineering, Inc./Online Plus- Membr CSI P Lbs Axl-CSI-Bnd Wind Loads - ANSI / ASCE 7-02 ----------Top Chords---------- Truss is designed as a Main Online Plus -- Version 19.0.028 A -B 0.33 59 C 0.00 0.33 Wind -Force Resistance System. RUN DATE: 07-SEP-06 --------Bottom Chords--------- Wind Speed: 120 mph A -C 0.45 3 C 0.00 0.45 Mean Roof Height: 18-0 CSI -Size- ----Lumber---- -------------Webs------------- Exposure Category: B TC 0.33 2x 4 SP-#2 C -B 0.03 170 C WindLd Occupancy Factor : 1.00 BC 0.45 2x 4 SP-#2 Building Type: Enclosed WB 0.03 2x 4 SP-#3 TL Defl -0.06" in A -C L/999 Zone location: Exterior LL Defl -0.03" in A -C L/999 TC Dead Load 7.0 psf Brace truss as follows: DL Defl 0.00" at L/999 BC Dead Load 3.0 psf O.C. From To Shear // Grain in A -B 0.20 Max comp. force 170 Lbs TC Cont. 0- 0- 0 6- 0- 0 Quality Control Factor 1.00 BC Cont. 0- 0- 0 6- 0- 0 Plates for each ply each face. PLATING CONFORMS TO TPI. FABRICATOR NOTES: Loading Live Dead (psf) REPORTS: SBCCI 9761 1. EAST COAST LUMBER & SUPPLY TC 20.0 15.0 ROBBINS ENGINEERING, INC. MAURICE A. SHASHOUA, BC 0.0 5.0 BASED ON SP LUMBER P.E.#EB5251 & 19554 Total 20.0 20.0 40.0 USING GROSS AREA TEST. 5285 ST. LUCIE BLVD. Spacing 24.0" Plate - LOCK 20 Ga, Gross Area FORT PIERCE FL. 34946 Lumber Duration Factor 1.25 Plate - RHS 20 Ga, Gross Area 2. !!!CAUTION!!! READ "SCSI-B1 Plate Duration Factor 1.25 it Type Plt Size X Y JSI SUMMARY SHEET" BEFORE TC Fb=1.15 Fc=1.10 Ft=1.10 HANDLING , INSTALLING & BC Fb=1.10 Fc=1.10 Ft=1.10 BRACING TRUSSES. REFER TO ROBBINS ENG. GENERAL 3. SEE ATTACHED DETAIL SHEET NOTES AND SYMBOLS SHEET FOR FOR: 1-JACK NAILS. Plus 5 Wind Load Case(s) ADDITIONAL SPECIFICATIONS. 2-TBRACE. 3-BEARING BLOCK. Plus 1 UBC LL Load Case(s) 4. DESIGNER: JLW NOTES: Checked for NonConcurrent 200 Trusses Manufactured by: Lbs Moving Point Load applied East Coast Lumber at Panel Points and Mid -panel Analysis Conforms To: on BC FBC2004 Design checked for LL on BC it React Uplft Size Req'd per BOCA (section 1606.2.3), Lbs Lbs In-Sx In-Sx IBC/IRC-2003 and FBC 2004 Cont. Brg 0- 0- 0 to 6- 0- 0 (section 1607.1), 20.0 psf. 431 116 Hz = 117 Design checked for 10 psf non - concurrent LL on BC. Robbins Engineering. Inc.lOnhne Plus'" 0 1996-2006 Version 19 0028 Engineering - Portrait 91712006 9 31 14 AM page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH I Engineering S,2JC"13M MV4 1 VLM 40000 6 0 0 ENGLE/S2K13C2B/M#4917 2-0-0 TC 4-0-0 Bc 4-0-0 4-0-0 ALL PLATES ARE LOCR20 Robbins Engineering, Inc./Online Plus' Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- OnlinePlus -- Version 19.0.028 A -B 0.12 35 C 0.00 0.12 RUN DATE: 07-SEP-06--------Bottom Chords --------- A -C 0.22 4 C 0.00 0.22 CSI -Size- ----Lumber---- ------------- Webs ------------- TC 0.12 2x 4 SP-#2 C -B 0.01 108 C WindLd 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) 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 Gat, 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 4- 0- 0 (section 1607.1), 20.0 psf. 335 73 Hz = 72 Design checked for 10 psf non - concurrent LL on BC. Robbins Engineering. Inc 10nhne Plus- 0 1996-2006 version 19 0 028 Engineering - Portrait 9/712006 9 31* 14 AM Page 1 HO 2-0-0 2x4 4 Scale: 0.757" = 1 Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 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 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 I Engineering SM13C2B MV2 1 VLM 20000 6 0 0 ENGLE/S2K13C2B/M#4917 Online Plus -- Version 19.0.028 RUN DATE: 07-SEP-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 TIC Cont. 0- 0- 0 2- 0- 0 BC Cont. 0- 0- 0 2- 0- 0 Loading Live Dead (psf) TIC 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 TIC 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 i i� BC 2-0-0 2-0-0 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus" Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -B 0.00 11 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 31 Hz = 27 Design checked for 10 psf non - concurrent LL on BC. Robbins Engineering. Inc /Online Plus`" 0 1996-2006 Verson 19.0 028 Engineering - Portrait 9/7/2006 9 31.15 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: 18-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TIC 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 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering Sl!`X13M I V4 1 VL 40000 6 0 0 ENGLE/S2K13C2B/M#4917 1-0-0 TC 2x4 2-0-0 4x4 BC 4-0-0 4-0-0 ALL PLATES ARE LOCK20 2-0-0 Robbins Engineering, Inc./Online Plus- 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: 07-SEP-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 Gar Gross Area Plate - RHS 20 Gar 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 60 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: 18-0 --------Bottom Chords--------- Exposure Category: B A -C 0.02 1 C 0.00 0.02 Occupancy Factor : 1.00 Robbins Engineering, Inc./Online Pius"' 0 1996.2006 Version 19 0 028 Engineering - Portrait 91712006 9,31 15 AM Page 1 2x4 Scale: 0.888" = 1 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 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 Job Mark S2R13C2B PBT7A ENGLE/S2K13C2B/M#4917 Quan Type Span P1-H1 Left OH Right OH I Engineering 1 PB 110206 6 0 0 3-1-8 HO 3-15 TC 6-6-0 4x6 2x4 6-6-0 HO 3-15 BC 10-13 11-2-6 10-13 11-2-6 ALL PLATES ARE LOCK20 Scale: 0.498" = 1 Robbins Engineering, Inc./Online Plus- ---------- Top Chords ---------- F -B 0.23 393 C 0.00 0.23 Online Plus -- Version 19.0.028 B -E 0.23 393 C 0.00 0.23 RUN DATE: 07-SEP-06 --------Bottom Chords --------- F -D 0.37 97 C 0.00 0.37 CSI -Size- ----Lumber---- D -E 0.37 97 C 0.00 0.37 TC 0.23 2x 4 SP-#2 ------------- Webs ------------- BC 0.37 2x 4 SP-#2 D -B 0.02 72 T WB 0.02 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 11- 2- 6 BC Cont. 0- 0- 0 11- 2- 6 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 -0.03" in D -E L/999 LL Defl 0.03" in D -E L/999 DL Defl 0.00" at L/999 Shear // Grain in F -B 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 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 Cont. Brg 0- 0- 0 to 11- 2- 6 Design checked for LL on BC 1029 271 Hz = 57 per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 Membr CSI P Lbs Axl-CSI-Bnd (section 1607.1), 20.0 psf. Robbins Engineering. Inc./Online Plus` 0 1996-2006 Version 19 0 028 Engineering - Portrait 9n2006 9 31.16 AM Page 1 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: 18-0 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 393 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-21 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 SM13M PBS7B ENGLE/S2K13C2B/M#4917 Quart Type Span P1-H1 Left OH Right OH Engineering 6 PB 110206 6 0 0 3-1-8 HO 3-15 TC BC 10-13 6-6-0 4x6 2x4 11-2-6 11-2-6 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus'" ----------Top Chords ---------- F -B 0.23 393 C 0.00 0.23 Online Plus -- Version 19.0.028 B -E 0.23 393 C 0.00 0.23 RUN DATE: 07-SEP-06 --------Bottom Chords --------- F -D 0.37 97 C 0.00 0.37 CSI -Size- ----Lumber---- D -E 0.37 97 C 0.00 0.37 TC 0.23 2x 4 SP-#2 ------------- Webs ------------- BC 0.37 2x 4 SP-#2 D -B 0.02 72 T WB 0.02 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 11- 2- 6 BC Cont. 0- 0- 0 11- 2- 6 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 -0.03" in D -E L/999 LL Defl 0.03" in D -E L/999 DL Defl 0.00" at L/999 Shear // Grain in F -B 0.21 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SSCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gat, Gross Area Plate - RHS 20 Ga, Gross Area it Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Checked for NonConcurrent 200 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 Cont. Brg 0- 0- 0 to 11- 2- 6 Design checked for LL on SC 1029 271 Hz = 57 per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 Membr CSI P Lbs Axl-CSI-Bnd (section 1607.1), 20.0 psf. Robbins Engineering, Inc.1Onene Pius' 0 1996-2006 Version 19 0 028 Engineering - Portrait 9/7f2006 9�31,17 AM Page 1 6-6-0 HO 3-15 10-13 Scale: 0.498" = 1' 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: 18-0 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 393 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 I Engineering SMI3C2B I PBSC 1 PB 110206 6 0 0 ENGLE/S2K13C2B/M#4917 2-10-8 HO 3-15 TC 6-6-0 #3x10 1- ®- 0- 2x4 6-6-0 BC 10-13 11-2-6 11-2-6 ALL PLATES ARE LOCK20, # = PLATE SELECTED IN PLATE MONITOR Robbins Engineering, Inc./Online Pli,,s- ---------- Top Chords ---------- F -B 0.24 525 C 0.00 0.24 Online Plus -- Version 19.0.028 B -E 0.24 525 C 0.00 0.24 RUN DATE: 07-SEP-06 --------Bottom Chords --------- F -D 0.37 96 C 0.00 0.37 CSI -Size- ----Lumber---- D -E 0.37 96 C 0.00 0.37 TC 0.24 2x 4 SP-#2 ------------- Webs ------------- BC 0.37 2x 4 SP-#2 D -B 0.03 119 T WB 0.03 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 11- 2- 6 BC Cont. 0- 0- 0 11- 2- 6 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 TL Defl -0.03" in D -E L/999 LL Defl 0.03" in F -D L/999 DL Defl 0.00" at L/999 Shear // Grain in F -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 Gar Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI B# LOCK 3.Ox10.0 Ctr-0.6 0.45 # = Plate Monitor used REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Jt React Uplft Size Req'd Analysis Conforms To: Lbs Lbs In-Sx In-Sx FBC2004 Cont. Brg 0- 0- 0 to 11- 2- 6 OH Loading 1029 271 Hz = 55 Soffit psf 2.0 Design checked for LL on BC Membr CSI P Lbs Axl-CSI-Bnd per BOCA (section 1606.2.3), Robbins Engineering, Inc /Online Pius"' 0 1996-2006 Version 19.0,028 Engineering - Portrait 9/712006 9 31 17 AM Page 1 HO 3-15 10-13 Scale: 0.496" = 1 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. 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: 18-0 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 525 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 SM13M I PBS'8E 1 PBH 110206 6 0 0 ENGLE/S2K13C2B/M#4917 10-8 HO 3-15 TC 2-0-0 6 #4x6 #3x3 9-0-0 #3x3 #4x6 #2x4 #2x4 #2x4 #2x4 BC 10-13 11-2-6 11-2-6 ALL PLATES ARE LOCK20, # = PLATE SELECTED IN PLATE MONITOR Online Plus -- Version 19.0.028 RUN DATE: 07-SEP-06 CSI -Size- ----Lumber---- TC 0.11 2x 4 SP-#2 BC 0.22 2x 4 SP-#2 WB 0.03 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 11- 2- 6 BC Cont. 0- 0- 0 11- 2- 6 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 Cont. Brg 0- 0- 0 to 11- 2- 6 1029 311 Hz = 10 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- H -B 0.02 22 C 0.00 0.02 B -K 0.11 22 C 0.00 0.11 K -L 0.11 22 C 0.00 0.11 L -C 0.11 22 C 0.00 0.11 C -E 0.02 22 C 0.00 0.02 --------Bottom Chords --------- H -G 0.11 8 T 0.00 0.11 G -J 0.17 0 T 0.00 0.17 Robbins Engineering, Inc./Online P1us- J -I 0.22 0 T 0.00 0.22 I -F 0.17 0 T 0.00 0.17 F -E 0.11 8 T 0.00 0.11 ------------- Webs ------------- G -B 0.01 114 C J -K 0.03 228 C I -L 0.03 228 C F -C 0.01 114 C TL Defl 0.00" in J -I L/999 LL Defl 0.00" in F -E L/999 DL Defl 0.00" at L/999 Shear // Grain in K -L 0.15 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 B LOCK 4.Ox 6.0 0.4 0.2 0.63 C LOCK 4.Ox 6.0-0.7 0.3 0.60 G# LOCK 2.Ox 4.0 Ctr-0.4 0.38 J# LOCK 2.Ox 4.0 Ctr-0.1 0.38 I# LOCK 2.Ox 4.0 Ctr-0.1 0.38 F LOCK 2.Ox 4.0 Ctr-0.2 0.38 # = Plate Monitor used REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. HO 3-15 2-0-0 10-13 Scale: 0.498" = 1' Refer to Gen Det 3 series for web bracing and plating. 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: 18-0 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 228 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 Plus^' 0 1996-2006 Version 19.0 028 Engineering - Ponrait 9/712006 9 31 18 AM Page 1 Job Mark S2�f 13 C`2B PBS8F ENGLE/S2K13C2B/M#4917 Quan Type Span P1-H1 Left OH Right OH Engineering 1 PBH 110206 6 0 0 1-10-8 HO 3-15 TIC 4-0-0 5-0-0 4x6 4x6 2x4 2x4 4-0-0 HO 3-15 BC 10-13 11-2-6 10-13 11-2-6 ALL PLATES ARE LOCK20 Scale: 0.496" = 1 Robbins Engineering, Inc./Online Plus- B -C 0.23 108 C 0.00 0.23 C -E 0.09 117 C 0.00 0.09 Online Plus -- Version 19.0.028 --------Bottom Chords --------- RUN DATE: 07-SEP-06 H -G 0.20 45 C 0.00 0.20 G -F 0.30 0 T 0.00 0.30 CSI -Size- ----Lumber---- F -E 0.20 45 C 0.00 0.20 TIC 0.23 2x 4 SP-#2 ------------- Webs ------------- BC 0.30 2x 4 SP-#2 G -B 0.03 233 C WB 0.03 2x 4 SP-#3 F -C 0.03 233 C Brace truss as follows: O.C. From To TIC Cont. 0- 0- 0 11- 2- 6 BC Cont. 0- 0- 0 11- 2- 6 Loading Live Dead (psf) TIC 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 TIC 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- 2- 6 1029 271 Hz = 31 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- H -B 0.09 117 C 0.00 0.09 TL Defl 0.02" in G -F L/999 LL Defl 0.03" in G -F L/999 DL Defl 0.00" at L/999 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 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: 18-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TIC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 233 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 Pius- 0 1996-2006 Version 19.0 028 Engineering - Portrait 9/7/2006 9:31:18 AM Pagel Job Mark Quan Type Span P1-H1 Left OH Right OH I Engineering rS2.K13C2B I PBBHs I 1*2P TR 110000 6 11- 9 11- 9 ENGLE/S2K13C2B/M#4917 HO 1 TC 11-9 2-7-7 4-6-7 4x6 4-6-7 BC 9-0-14 11-0-0 ALL PLATES ARE LOCK20 See Joint D For Typical Gable Plate Size and Placement Online Plus -- Version 19.0.028 RUN DATE: 07-SEP-06 +++++++++++++++ * 2-Ply Truss +++++++++++++++ CSI -Size- TC 0.03 2x 4 SP-#2 BC 0.07 2x 4 SP-#2 GW 0.01 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 11- 0- 0 BC Cont. 0- 0- 0 11- 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 9- 0-14 868 228 Hz = 46 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -D 0.03 62 C 0.00 0.03 Robbins Engineerina, Inc./Online Plus- D -B 0.02 71 C 0.00 0.02 B -G 0.02 71 C 0.00 0.02 G -C 0.03 62 C 0.00 0.03 --------Bottom Chords --------- A -E 0.07 9 C 0.00 0.07 E -F 0.06 0 T 0.00 0.06 F -H 0.06 0 T 0.00 0.06 H -C 0.07 9 C 0.00 0.07 ----------Gable Webs---------- - -D 0.01 164 C F -B 0.00 64 C H -G 0.01 164 C TL Defl 0.00" in F -H L/999 LL Defl 0.00" in F -H L/999 DL Defl 0.00" at L/999 Shear // Grain in A -E 0.07 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 2 COMPLETE TRUSSES REQUIRED. Fasten together in staggered pattern. (1/2" bolts -OR- SDS3 screws -OR- 10d nails as each layer is applied.) ----Spacing (In) ---- Rows Nails Screws Bolts HO 1 11-9 Scale: 0.590" = 1 TC 1 12 24 0 BC 1 12 24 0 WB 1 8 8 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: 18-0 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 164 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 Plus` 0 1996-2006 Version 19 0 028 Engineering - Ponrart 9/7/2006 9 31 19 AM Page I Job I Mark I Quan Type Span P1-H1 Left OH Right OH Engineering SM13M PBTSA 1 TR 110000 6 11- 9 11- 9 ENGLE/S2K13C2B/M#4917 HO 1 TC 11-9 2-7-7 2x4 A 6 4-6-7 4-6-7 4x6 HO 1 11-9 2x4 C D ` •2x4 BC 9-0-14 11-0-0 ALL PLATES ARE LOCK20 See Joint D For Typical Gable Plate Size and Placement Robbins Eny:neering, Inc./Online P1us- Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- OnlinePlus -- Version 19.0.028 A -B 0.15 286 C 0.00 0.15 RUN DATE: 07-SEP-06 B -C 0.15 286 C 0.00 0.15 --------Bottom Chords--------- CSI -Size- ----Lumber---- A -D 0.30 21 C 0.00 0.30 TC 0.15 2x 4 SP-#2 D -C 0.30 21 C 0.00 0.30 BC 0.30 2x 4 SP-#2 ----------Gable Webs ---------- GW 0.01 2x 4 SP-#3 D -B 0.01 51 T Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 11- 0- 0 BC Cont. 0- 0- 0 11- 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 -0.01" in D -C L/999 LL Defl 0.01" in A -D L/999 DL Defl 0.00" at L/999 Shear // Grain in A -B 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 Gar 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 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 OH Loading Cont. Brg 0- 0- 0 to 9- 0-14 Soffit psf 2.0 868 228 Hz = 46 Design checked for LL on BC per BOCA (section 1606.2.3), Robbins Engineering, Inc./Online Plus' 0 1996-2006 Version 19 0 028 Engineering - Portrait 9/712006 9.31.19 AM Page 1 Scale: 0.590" = 1 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: 18-0 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 286 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-SEARING BLOCK. 4. DESIGNER: JLW Job Mark Quan Type Span P1-HI Left OH Right OH Engineering S`2-10302B PBTSB 1 TR 110000 6 11- 9 11- 9 ENGLE/S2K13C2B/M#4917 HO 1 TC 11-9 2-7-7 2x4 A 6 4-6-7 4x6 D *2x4 4-6-7 EIC 9-0-14 11-0-0 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 0.15 286 C 0.00 0.15 RUN DATE: 07-SEP-06 B -C 0.15 286 C 0.00 0.15 --------Bottom Chords--------- CSI -Size- ----Lumber---- A -D 0.30 21 C 0.00 0.30 TC 0.15 2x 4 SP-#2 D -C 0.30 21 C 0.00 0.30 BC 0.30 2x 4 SP-#2 ----------Gable Webs ---------- GW 0.01 2x 4 SP-#3 D -B 0.01 51 T Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 11- 0- 0 BC Cont. 0- 0- 0 11- 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 -0.01" in D -C L/999 LL Defl 0.01" in A -D L/999 DL Defl 0.00" at L/999 Shear // Grain in A -B 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 Gar 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 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 OH Loading Cont. Brg 0- 0- 0 to 9- 0-14 Soffit psf 2.0 868 228 Hz = 46 Design checked for LL on BC per BOCA (section 1606.2.3), Robbins Engineering. Inc /Online Plus"' 0 1996-2006 Version 19 0 028 Engineering - Portrait 917/2006 9,31:20 AM Pagel HO 1 11-9 2x4 C Scale: 0.590" = 1 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: 18-0 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 286 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 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering S2-K13C12B PBHSC 1 TR 110000 6 11- 9 11- 9 ENGLE/S2K13C2B/M#4917 HO 1 TC 11-9 2-7-7 2x4 A 6 4-6-7 4x6 4-6-7 D •2x4 BC 9-0-14 11-0-0 ALL PLATES ARE LOCK20 See Joint D For Typical Gable Plate Size and Placement HO 1 11-9 2x4 C Scale: 0.590" = 1 Robbins Engineering, Inc./Online Plus'" Membr CSI P Lbs Axl-CSI-Bnd IBC/IRC-2003 and FBC 2004 ----------Top Chords---------- (section 1607.1), 20.0 psf. Online Plus -- Version 19.0.028 A -B 0.15 286 C 0.00 0.15 Design checked for 10 psf non - RUN DATE: 07-SEP-06 B -C 0.15 286 C 0.00 0.15 concurrent LL on BC. --------Bottom Chords--------- Refer to Gen Det 3 series for CSI -Size- ----Lumber---- A -D 0.30 21 C 0.00 0.30 web bracing and plating. TC 0.15 2x 4 SP-#2 D -C 0.30 21 C 0.00 0.30 Wind Loads - ANSI / ASCE 7-02 BC 0.30 2x 4 SP-#2 ----------Gable Webs---------- Truss is designed as a Main GW 0.01 2x 4 SP-#3 D -B 0.01 51 T Wind -Force Resistance System. Wind Speed: 120 mph Brace truss as follows: TL Defl -0.01" in D -C L/999 Mean Roof Height: 18-0 O.C. From To LL Defl 0.01" in A -D L/999 Exposure Category: B TC Cont. 0- 0- 0 11- 0- 0 DL Defl 0.00" at L/999 Occupancy Factor : 1.00 BC Cont. 0- 0- 0 11- 0- 0 Shear // Grain in A -B 0.16 Building Type: Enclosed Zone location: Exterior Loading Live Dead (psf) Plates for each ply each face. TC Dead Load 7.0 psf TC 20.0 15.0 PLATING CONFORMS TO TPI. BC Dead Load 3.0 psf BC 0.0 5.0 REPORTS: SBCCI 9761 Max comp. force 286 Lbs Total 20.0 20.0 40.0 ROBBINS ENGINEERING, INC. Quality Control Factor 1.00 Spacing 24.0" BASED ON SP LUMBER Lumber Duration Factor 1.25 USING GROSS AREA TEST. FABRICATOR NOTES: Plate Duration Factor 1.25 Plate - LOCK 20 Gar Gross Area 1. EAST COAST LUMBER & SUPPLY TC Fb=1.15 Fc=1.10 Ft=1.10 Plate - RHS 20 Ga, Gross Area MAURICE A. SHASHOUA, BC Fb=1.10 Fc=1.10 Ft=1.10 Jt Type Plt Size X Y JSI P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 Plus 6 Wind Load Case(s) REFER TO ROBBINS ENG. GENERAL 2. !!!CAUTION!!! READ "SCSI-B1 Plus 1 UBC LL Load Case(s) NOTES AND SYMBOLS SHEET FOR SUMMARY SHEET" BEFORE ADDITIONAL SPECIFICATIONS. HANDLING , INSTALLING & Checked for NonConcurrent 200 BRACING TRUSSES. Lbs Moving Point Load applied NOTES: 3. SEE ATTACHED DETAIL SHEET at Panel Points and Mid -panel Trusses Manufactured by: FOR: 1-JACK NAILS. on BC East Coast Lumber 2-TBRACE. 3-BEARING BLOCK. Analysis Conforms To: 4. DESIGNER: JLW Jt React Uplft Size Req'd FBC2004 Lbs Lbs In-Sx In-Sx OH Loading Cont. Brg 0- 0- 0 to 9- 0-14 Soffit psf 2.0 868 228 Hz = 46 Design checked for LL on BC per BOCA (section 1606.2.3), Robbins Engineering, Inc./Online Pius'" 0 1996-2006 version 19 0 028 Engineering - Ponraar 917n2006 9:31 20 Ann Page I Job Mark Quan Type Span P1-H1 Left OH Right OH I Engineering S2h13C'2B I PBHSD 1 TR 110000 6 11- 9 11- 9 ENGLE/S2K13C2B/M#4917 HO 1 TC 11-9 2-7-7 2x4 A 6 4-6-7 4-6-7 4x6 HO 1 11-9 2x4 C D •2x4 i BC 9-0-14 11-0-0 ALL PLATES ARE LOCK20 See Joint D For Typical Gable Plate Size and Placement Scale: 0.590" = 1' Robbins Enaineec:.n.a, Inc./Online P1us- Membr CSI P Lbs Axl-CSI-Bnd IBC/IRC-2003 and FBC 2004 ----------Top Chords---------- (section 1607.1), 20.0 psf. Online Plus -- Version 19.0.028 A -B 0.15 286 C 0.00 0.15 Design checked for 10 psf non - RUN DATE: 07-SEP-06 B -C 0.15 286 C 0.00 0.15 concurrent LL on BC. --------Bottom Chords--------- Refer to Gen Det 3 series for CSI -Size- ----Lumber---- A -D 0.30 21 C 0.00 0.30 web bracing and plating. TC 0.15 2x 4 SP-#2 D -C 0.30 21 C 0.00 0.30 Wind Loads - ANSI / ASCE 7-02 BC 0.30 2x 4 SP-#2 ----------Gable Webs---------- Truss is designed as a Main GW 0.01 2x 4 SP-#3 D -B 0.01 51 T Wind -Force Resistance System. Wind Speed: 120 mph Brace truss as follows: TL Defl -0.01" in D -C L/999 Mean Roof Height: 18-0 O.C. From To LL Defl 0.01" in A -D L/999 Exposure Category: B TC Cont. 0- 0- 0 11- 0- 0 DL Defl 0.00" at L/999 Occupancy Factor : 1.00 BC Cont. 0- 0- 0 11- 0- 0 Shear // Grain in A -B 0.16 Building Type: Enclosed Zone location: Exterior Loading Live Dead (psf) Plates for each ply each face. TC Dead Load 7.0 psf TC 20.0 15.0 PLATING CONFORMS TO TPI. BC Dead Load 3.0 psf BC 0.0 5.0 REPORTS: SBCCI 9761 Max comp. force 286 Lbs Total 20.0 20.0 40.0 ROBBINS ENGINEERING, INC. Quality Control Factor 1.00 Spacing 24.0" BASED ON SP LUMBER Lumber Duration Factor 1.25 USING GROSS AREA TEST. FABRICATOR NOTES: Plate Duration Factor 1.25 Plate - LOCK 20 Ga, Gross Area 1. EAST COAST LUMBER & SUPPLY TC Fb=1.15 Fc=1.10 Ft=1.10 Plate - RHS 20 Ga, Gross Area MAURICE A. SHASHOUA, BC Fb=1.10 Fc=1.10 Ft=1.10 it Type Plt Size X Y JSI P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 Plus 6 Wind Load Case(s) REFER TO ROBBINS ENG. GENERAL 2. !!!CAUTION!!! READ 11BCSI-B1 Plus 1 UBC LL Load Case(s) NOTES AND SYMBOLS SHEET FOR SUMMARY SHEET" BEFORE ADDITIONAL SPECIFICATIONS. HANDLING , INSTALLING & Checked for NonConcurrent 200 BRACING TRUSSES. Lbs Moving Point Load applied NOTES: 3. SEE ATTACHED DETAIL SHEET at Panel Points and Mid -panel Trusses Manufactured by: FOR: 1-JACK NAILS. on BC East Coast Lumber 2-TBRACE. 3-BEARING BLOCK. Analysis Conforms To: 4. DESIGNER: JLW it React Uplft Size Req'd FBC2004 Lbs Lbs In-Sx In-Sx OH Loading Cont. Brg 0- 0- 0 to 9- 0-14 Soffit psf 2.0 B68 228 Hz = 46 Design checked for LL on BC per BOCA (section 1606.2.3), Robbins Engineering. Inc /Online Plus'" 0 1996-2006 Version 19 0 028 Engineering - Ponrait 9n/2006 9 31:21 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering S2.A13C2B PBBH7 1 TR 121115 6 11- 9 11- 9 ENGLE/S2K13C2B/M#4917 HO 1 TC 11-9 3-1-6 5-6-7 4x6 B 5-6-6 BC 11-0-13 12-11-15 ALL PLATES ARE LOCK20 See Joint D For Typical Gable Plate Size and Placement Online Plus -- Version 19.0.028 RUN DATE: 07-SEP-06 CSI -Size- ----Lumber---- TC 0.04 2x 4 SP-#2 BC 0.13 2x 4 SP-#2 GW 0.02 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 12-11-15 BC Cont. 0- 0- 0 12-11-15 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 Cont. Brg 0- 0- 0 to 11- 0-13 1028 271 Hz = 57 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -D 0.03 37 C 0.00 0.03 D -F 0.04 32 C 0.00 0.04 F -B 0.04 50 T 0.00 0.04 B -I 0.04 50 T 0.00 0.04 Robbins Engineering„ Inc./Online P1us- I -K 0.04 32 C 0.00 0.04 K -C 0.04 37 C 0.00 0.04 --------Bottom Chords --------- A -E 0.07 6 T 0.00 0.07 E -G 0.13 0 T 0.00 0.13 G -H 0.13 0 T 0.00 0.13 H -J 0.13 0 T 0.00 0.13 J -L 0.13 0 T 0.00 0.13 L -C 0.07 6 T 0.00 0.07 ----------Gable Webs ---------- E-D 0.01 116 C G -F 0.02 150 C H -B 0.01 97 C J -I 0.02 149 C L -K 0.01 117 C TL Defl 0.00" in L -C L/999 LL Defl 0.00" in L -C L/999 DL Defl 0.00" at L/999 Shear // Grain in L -C 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 Ga, Gross Area Plate - RHS 20 Gat, Gross Area it 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 Design checked for LL on BC per BOCA (section 1606.2.3), HO 1 11-9 Scale: 0.506" = t 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: 18-0 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 150 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 rOnhne Plus" 0 1996-2006 Version 19.0 028 Engineering • Portrait 9/7i2006 931 22 AM Page t Job • S2913C2B Mark HJ10 Quan 1 Type Span MONO 140005 P1-H1 Left OH 4.243 1- 9- 3 Right OH 0 Engineering ENGLE/S2K13C2B/M#4917 HO 1-10-7 HO 6-9-15 TC 1-9-3 14-0-5 2x4 B 4.243 3x4 4x4 E sl 6-9-15 3x3 F O A C 2x4 - O 3x3 3x3 W:1105 W:308 R: 866 R:1202 U: 110 U: 372 BC 14-0-5 14-0-5 ALL PLATES ARE LOCK20 Scale: 0.305" = 1' Online Plus -- version 19.0.028 RUN DATE: 07-SEP-06 CSI -Size- ----Lumber---- TC 0.51 2x 4 SP-#2 EX S1-B 2x 4 SP-SS BC 0.69 2x 4 SP-#2 WB 0.84 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 14- 0- 5 BC Cont. 0- 0- 0 14- 0- 5 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' 14.0' BC V 0 10 0.0' 14.0' TC V -40 -30 0.0' 83 62 14.0' BC V 0 -10 0.0' 0 21 14.0' Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Robbins Engineering, Inc./Online Plus- Lbs Lbs In-Sx In-Sx A 866 110 11- 5 1- 8 Hz = 168 C 1202 373 3- 8 1- 8 Hz = 348 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- F -S1 0.51 936 C 0.02 0.49 S1-E 0.62 855 C 0.00 0.62 E -B 0.62 128 C 0.00 0.62 --------Bottom Chords --------- A -D 0.69 144 C 0.00 0.69 D -C 0.68 905 T 0.09 0.59 ------------- Webs ------------- A -F 0.09 600 C Windid F -D 0.29 924 T D -E 0.07 271 T E -C 0.84 1142 C C -B 0.27 448 C WindLd TL Defl -0.11" in D -C L/999 LL Defl -0.07" in D -C L/999 DL Defl -0.12" at D L/999 Shear // Grain in E -B 0.65 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Gal, Gross Area it Type Plt Size X Y JSI S1 LOCK 4.Ox 4.0 0.1-0.2 0.95 E LOCK 3.Ox 4.0 0.5 0.2 0.85 D LOCK 3.Ox 3.0-0.5 Ctr 0.89 C LOCK 3.Ox 3.0-0.5 Ctr 0.92 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: it React Uplft Size Req'd Trusses Manufactured by: Robbins Engineering. Inc./Online PIUs"' 0 1996.2006 Version 19.0 028 Engineering - Portrait 9n2006 9 31.22 AM Page 1 East Coast Lumber Analysis Conforms To: FBC2004 Girder King Jack Loading TC and BC Setback 9- 0- 0 OR Loading Soffit psf 2.0 Provide connection to bearing for 347 Lbs Horiz Reaction Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. 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: 18-0 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 1142 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. SIMPSON HANGER @ JT.C. Job Mark Quan Type Span P1-H1 Left OH Right OH I Engineering .S2,K]3C2B H.J7A 1 MONO 90906 4.243 1- 9- 3 0 ENGLE/S2K13C2B/M#4917 HO 1-10-7 HO 5-3-15 TC 1-9-3 9-9-6 2x4 B 5-3-15 x r, W:1105 W:108 R: 503 R: 645 U: 78 U: 171 BC 9-9-6 9-9-6 ALL PLATES ARE LOCK2O Online Plus -- Version 19.0.028 RUN DATE: 07-SEP-06 CSI -Size- ----Lumber---- TC 0.46 2x 4 SP-#2 BC 0.63 2x 4 SP-SS WB 0.18 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 9- 9- 6 BC Cont. 0- 0- 0 9- 9- 6 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' 9.8' BC V 0 10 0.0' 9.8' TC V -40 -30 0.0' 44 33 9.8' BC V 0 -10 0.0' 0 11 9.8' Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Robbins Engineering, Inc./Online Plus'" Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 504 79 11- 5 1- 8 Hz = -113 C 645 171 1- 8 1- 8 Hz = 216 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- * -D 0.40 28 T 0.00 0.40 D -B 0.46 84 C 0.00 0.46 --------Bottom Chords --------- A -C 0.63 300 T 0.02 0.61 ------------- Webs ------------- A -E 0.01 13 C WindLd A -D 0.16 368 C D -C 0.18 361 C C -B 0.10 264 C WindLd TL Defl -0.54" in A -C L/193 LL Defl -0.36" in A -C L/293 DL Defl 0.00" at L/999 Shear // Grain in A -C 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 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 4 Scale: 0.372" = 1 Girder King Jack Loading TC and BC Setback 7- 0- 0 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Use properly rated hangers for loads framing into girder truss. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 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 368 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-131 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 9/7/2006 9:31:23 AM Pagel Jab S2k13C`2B Mark HJ2 uan Type Span Q1 ENDJO 20712 P1-H1 4.243 Left OH Right OH 1- 7-13 0 Engineering ENGLE/S2K13C2B/M#4917 HO 3-15 HO 1-3-3 TC 1-7-13 2-7-12 2x4 4.243 r. 1-3-3 2x4 A U. C 2x4 t W N, A: 87 U: 36 W:1105 W:108 R: 288 R: 218 U: 63 BC 2-7-12 2-7-12 ALL PLATES ARE LOCK20 Scale: 0.646" = 1' Online Plus -- Version 19.0.028 RUN DATE: 07-SEP-06 CSI -Size- ----Lumber---- TC 0.10 2x 4 SP-#2 BC 0.13 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- 7-12 BC Cont. 0- 0- 0 2- 7-12 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 Robbins Engineering, Inc./Online Plus - Hz = 36 B 87 36 1- 8 1- 8 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -B 0.10 17 C 0.00 0.10 --------Bottom Chords --------- A -C 0.13 28 T 0.00 0.13 ------------- Webs ------------- C -B 0.00 0 T WindLd TL Def1 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 0.28 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 it 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 it React Uplft Size Req'd Analysis Conforms To: Lbs Lbs In-Sx In-Sx FBC2004 A 289 64 11- 5 1- 8 OH Loading Hz = 16 Soffit psf 2.0 C 218 0 1- 8 1- 8 Design checked for LL on BC Robbins Engineering. Inc iOnhne Plus- 0 1996-2006 Version 19.0,028 Engineering - Portrait 91712006 9:31.23 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: 18-0 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 17 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 S BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Job S2-K13 C2B Mark EJ10 Quan 6 Type Span P1-H1 MONO 91100 6 Left OH Right OH 1- 3- 0 0 Engineering ENGLE/S2K13C2B/M#4917 Ho 1-10-11 Ho 6-10-3 TC 1-3-0 9-11-0 2x4 B 6 3x3 D 6-10-3 2x4 E A C 3x3 `� 3.3 W:800 HGR R: 498 R: 399 U: 100 U: 136 BC 9-11-0 9-11-0 ALL PLATES ARE LOCK20 Scale: 0.304" = 1' Robbins Engineering, Inc./Online Plus - Hz = 284 Online Plus -- Version 19.0.028 Membr CSI P Lbs Axl-CSI-Bnd RUN DATE: 07-SEP-06----------Top Chords ---------- E -D 0.36 69 T 0.01 0.35 CSI -Size- ----Lumber---- D -B 0.35 98 C 0.00 0.35 TC 0.36 2x 4 SP-#2--------Bottom Chords --------- BC 0.59 2x 4 SP-SS A -C 0.59 251 T 0.00 0.59 WB 0.19 2x 4 SP-#3 ------------- Webs ------------- A -E 0.03 131 C WindLd Brace truss as follows: A -D 0.17 331 C O.C. From To D -C 0.19 323 C TC Cont. 0- 0- 0 9-11- 0 C -B 0.17 143 C WindLd BC Cont. 0- 0- 0 9-11- 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 TL Defl -0.60" in A -C L/179 LL Defl -0.40" in A -C L/270 DL Defl 0.00" at L/999 Shear // Grain in E -D 0.24 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Jt React Uplft Size Req'd NOTES: Lbs Lbs In-Sx In-Sx Trusses Manufactured by: A 499 100 8- 0 1- 8 East Coast Lumber Hz = -150 Analysis Conforms To: C 400 136 3- 8 1- 8 FBC2004 Robbins Engineering. Inc./Online Plus" 0 1996-2006 version 19.0.028 Engineering - Portrait 9/22006 9:31:24 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: 18-0 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 331 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. SIMPSON HANGER @ JT.C. Job S2K]3C2B Mark EJ7A Quan Type 15 JCA2 Span P1-H1 61100 6 Left OH Right OH _P 1- 3- 0 0 Engineering ENGLE/S2K13C2B/M#4917 HO 1-10-11 HO 5-4-3 TC 1-3-0 6-11-0 B ?, 6 W:108 R: 222 U: 20 5-4-3 2x4 D A 2.4 C X K W:800 W:108 R: 380 R: 239 U: 161 BC 6-11-0 • 6-11-0 ALL PLATES ARE LOCK20 Scale: 0.378" = 1' Online Plus -- Version 19.0.028 RUN DATE: 07-SEP-06 CSI -Size- ----Lumber---- TC 0.59 2x 4 SP-#2 BC 0.68 2x 4 SP-#2 WB 0.46 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 6-11- 0 BC Cont. 0- 0- 0 6-11- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Robbins Engineering, Inc./Online Plus - Hz = 187 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- D -B 0.59 136 T 0.00 0.59 --------Bottom Chords --------- A -C 0.68 0 T 0.00 0.68 ------------- Webs ------------- A -D 0.46 261 C 0.00 0.46 TL Defl -0.16" in A -C L/453 LL Defl -0.08" in A -C L/874 DL Defl 0.00" at L/999 Shear // Grain in D -B 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 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 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 OH Loading A 380 162 8- 0 1- 8 Soffit psf 2.0 C 240 0 1- 8 1- 8 Design checked for LL on BC B 223 20 1- 8 1- 8 per BOCA (section 1606.2.3), Robbins Engineering, Inc./Online Plus" O 1996-2006 version 19.0.028 Engineering - Portrait 9/72006 931:24 AM Page 1 IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 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 261 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 S2.I.13C2B E,J2 1 ENDJO 11008 6 1- 2- 0 0 ENGLE/S2K13C2B/M#4917 HO 4-3 HO 1-3-7 TC 1-2-0 1-10-8 6 1-3-7 2x4 A Y� w: l08 __, _•� R: V210 U:1 W:800 W:108 R: 243 R: 57 U: 29 U: 30 BC 1-10-8 1-10-8 ALL PLATES ARE LOCK20 Scale: 0.614" = 1' Robbins Engineering, Inc./Online Plus - Hz = 23 Online Plus -- version 19.0.028 Membr CSI P Lbs Axl-CSI-Bnd RUN DATE: 07-SEP-06----------Top Chords ---------- A -B 0.06 18 C 0.00 0.06 CSI -Size- ----Lumber------------Bottom Chords --------- TIC 0.06 2x 4 SP-#2 A -C 0.10 23 T 0.00 0.10 BC 0.10 2x 4 SP-#2 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 1-10- 8 BC Cont. 0- 0- 0 1-10- 8 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 0.18 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 Gar 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 243 30 3- 8 1- 8 Design checked for LL on BC Hz = 37 per BOCA (section 1606.2.3), B 57 31 1- 8 1- 8 IBC/IRC-2003 and FBC 2004 C 211 2 1- 8 1- 8 (section 1607.1), 20.0 psf. Robbins Engineering. Inc./Online Plus"' 0 1996-2006 Version 19.0.028 Engineering - Portrait 9/72006 9:31:25 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: 18-0 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 18 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 • S2K13 C2B CJ9 2 MONO 81100 6 1- 3 - 0 0 ENGLE/S2K13C2B/M#4917 6-4-3 HO 1-10-11 TC 1-3-0 8-11-0 HO 6-4-3 B --' C 2x4 �Y� W:800 R: 461 U: 115 BC 8-11-0 8-11-0 ALL PLATES ARE LOCK20 Online Plus -- Version 19.0.028 RUN DATE: 07-SEP-06 CSI -Size- ----Lumber---- TC 0.29 2x 4 SP-#2 BC 0.98 2x 4 SP-#2 WB 0.15 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 8-11- 0 BC Cont. 0- 0- 0 8-11- 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 Robbins Engineering, Inc./Online Plus'" E -D 0.29 66 T 0.01 0.28 D -B 0.28 139 T 0.00 0.28 --------Bottom Chords --------- A -C 0.98 214 T 0.01 0.97 ------------- Webs ------------- A -E 0.02 125 C WindLd A -D 0.13 285 C D -C 0.15 283 C TL Defl -0.45" in A -C L/214 LL Defl -0.30" in A -C L/323 DL Defl 0.00" at L/999 Shear // Grain in A -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 Ga, Gross Area Jt Type Plt Size X Y JSI C LOCK 2.Ox 4.0 Ctr-0.6 0.31 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. For proper installation of toe -nails, refer to the 2001 National Design Specification (NDS) for Wood Construction Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx NOTES: A 462 115 8- 0 1- 8 Trusses Manufactured by: Hz = 229 East Coast Lumber C 323 114 1- 8 1- 8 Analysis Conforms To: B 124 67 1- 8 1- 8 FBC2004 Hz = 151 OH Loading Soffit psf 2.0 Membr CSI P Lbs Axl-CSI-Bnd Design checked for LL on BC ----------Top Chords---------- per BOCA (section 1606.2.3), Robbins Engineering. Inc./Online Plus"' 0 1996.2006 Version 19.0.028 Engineering • Portrait 9nl2006 931,26 AM Page 1 2-16d toenails 3-16d toenails Scale: 0.311" = 1 IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 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 285 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 S2K]3C2B Mark CJ7 Quan Type 2 JCA2 Span Pl-H1 61100 6 Left OH Right OH 1- 3- 0 0 Engineering ENGLE/S2K13C2B/M#4917 Ho 1-10-11 HO 5-4-3 TC 1-3-0 6-11-0 B V, 6 W:108 R: 222 U: 20 5-4-3 2x4 D A 2x4 c => % //�1 v A W:800 W:308 R: 380 R: 239 U: 161 BC 6-11-0 6-11-0 ALL PLATES ARE LOCK20 Scale: 0.378" = 1' Online Plus -- Version 19.0.028 RUN DATE: 07-SEP-06 CSI -Size- ----Lumber---- TC 0.59 2x 4 SP-#2 BC 0.68 2x 4 SP-#2 WB 0.46 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont- 0- 0- 0 6-11- 0 BC Cont. 0- 0- 0 6-11- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Robbins Engineering, Inc./Online Plus - Hz = 187 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- D -B 0.59 136 T 0.00 0.59 --------Bottom Chords --------- A -C 0.68 0 T 0.00 0.68 ------------- Webs ------------- A -D 0.46 261 C 0.00 0.46 TL Defl -0.16" in A -C L/453 LL Defl -0.08" in A -C L/874 DL Defl 0.00" at L/999 Shear // Grain in D -B 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 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 OH Loading A 380 162 8- 0 1- 8 Soffit psf 2.0 C 240 0 1- 8 1- 8 Design checked for LL on BC B 223 20 1- 8 1- 8 per BOCA (section 1606.2.3), Robbins Engineering. Inc./Online Plus"' 0 1996.2006 version 19.0 028 Engineering - Ponrail gn2006 9:31:26 AM Page 1 IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 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 261 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 1 S2 UJUB CJSA 4 JCA2 41100 6 1- 3- 0 0 ENGLE/S2K13C2B/M#4917 HO 1-10-11 HO 4-4-3 TC 1-3-0 4-11-0 B 6 X. W:108 2x4 R: 159 4-4-3 p U: 17 A 2x4 0 C i�. W:800 W:108 R: 304 R: 227 U: 132 BC 4-11-0 4-11-0 ALL PLATES ARE LOCK20 Scale: 0.441" = 1' Online Plus -- Version 19.0.028 RUN DATE: 07-SEP-06 CSI -Size- TC 0.29 2x 4 SP-#2 BC 0.45 2x 4 SP-#2 WB 0.20 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 4-11- 0 BC Cont. 0- 0- 0 4-11- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Robbins Engineering, Inc./Online Plus" Hz = 146 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- D -B 0.29 112 T 0.00 0.29 --------Bottom Chords --------- A -C 0.45 0 T 0.00 0.45 ------------- Webs ------------- A -D 0.20 184 C 0.03 0.17 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 D -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 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 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 OH Loading A 305 132 8- 0 1- 8 Soffit psf 2.0 C 227 0 1- 8 1- 8 Design checked for LL on BC B 160 18 1- 8 1- 8 per BOCA (section 1606.2.3), Robbins Engineering. Inc./Online Pius" 0 1996-2006 Version 19.0.028 Engineering - Portrait 917Y2006 9:31:27 AM Page 1 IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 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 SM13M Mark CJ3A Quan Type 4 JCA2 Span 21100 P1-H1 Left OH Right OH 6 1- 3- 0 0 Engineering ENGLE/S2K13C2B/M#4917 HO 1-10-11 Ho 3-4-3 TC 1-3-0 2-11-0 B 6 ;\ 2x4 D 3-4-3 w:108 R: 96 U: 20 A 2x4 C W:800 W:108 R: 267 R: 215 U: 106 BC 2-11-0 2-11-0 ALL PLATES ARE LOCK20 Scale: 0.528" = 1' Robbins Engineering, Inc./Online Plus`" Hz = 104 Online Plus -- Version 19.0.028 Membr CSI P Lbs Axl-CSI-Bnd RUN DATE: 07-SEP-06 ----------Top Chords ---------- D -B 0.09 88 T 0.00 0.09 CSI -Size- ----Lumber---- --------Bottom Chords --------- TC 0.09 2x 4 SP-#2 A -C 0.24 0 T 0.00 0.24 BC 0.24 2x 4 SP-#2 ------------- Webs ------------- WB 0.11 2x 4 SP-#3 A -D 0.11 107 C 0.02 0.09 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 2-11- 0 BC Cont. 0- 0- 0 2-11- 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 0.16 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 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 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 OH Loading A 267 107 8- 0 1- 8 Soffit psf 2.0 C 215 0 1- 8 1- 8 Design checked for LL on BC B 96 21 1- 8 1- 8 per BOCA (section 1606.2.3), Robbins Engineering. Inc./Online Plus" 0 1996.2006 Version 19.0-028 Engineering - Portrait 9n2006 9 3128 AM Page 1 IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 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 107 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 Mark Quan Type Span P1-H1 Left OH Right OH I Engineering SM13M CJ1A 4 JCA2 1100 6 1- 3- 0 0 ENGLE/S2K13C2B/M#4917 Online Plus -- Version 19.0.028 RUN DATE: 07-SEP-06 CSI -Size- ----Lumber---- TC 0.03 2x 4 SP-#2 BC 0.04 2x 4 SP-#2 WB 0.07 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 0-11- 0 BC Cont. 0- 0- 0 0-11- 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) 2-4-3 HO 1-10-11 HO 2-4-3 TC 1-3-0 11-0 6 B ,1 16 W:800 W:108 R: 244t: 203 U: 1197: 23 BC 11-0 11-0 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus"' Hz = 63 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- D -B 0.03 76 T 0.00 0.03 --------Bottom Chords --------- A -C 0.04 0 T 0.00 0.04 ------------- Webs ------------- A -D 0.07 77 C 0.00 0.07 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 0.17 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 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 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 OH Loading A 245 119 8- 0 1- 8 Soffit psf 2.0 C 203 23 1- 8 1- 8 Design checked for LL on BC B 52 56 1- 8 1- 8 per BOCA (section 1606.2.3), Robbins Engineering, Inc./Online Plus" 0 1996-2006 Version 19.0 028 Engineering - Portrait 91712006 9:31:28 AM Page 1 Scale: 0.609" = 1' IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 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 77 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 "13CSI-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 S2K13E2B CJI 2 ENDJO 10000 6 1- 2- 0 0 ENGLE/S2K13C2B/M#4917 10-3 HO 4-3 HO 10-3 TC 1-2-0 1-0-0 6 C LN W:108 R: 205 U: 2 W:800 W:108 R: 235 R: 48 U: 26 U: 12 BC 1-0-0 1-0-0 ALL PLATES ARE LOCR20 Robbins Engineering, Inc./Online Plus - Hz = 11 Online Plus -- Version 19.0.028 Membr CSI P Lbs Axl-CSI-Bnd RUN DATE: 07-SEP-06----------Top Chords ---------- A -B 0.03 18 T 0.00 0.03 CSI -Size- ----Lumber------------Bottom Chords --------- TIC 0.03 2x 4 SP-#2 A -C 0.04 11 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 Gar Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Pit 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 27 3- 8 1- 8 Design checked for LL on BC Hz = 18 per BOCA (section 1606.2.3), B 48 12 1- 8 1- 8 IBC/IRC-2003 and FBC 2004 C 205 3 1- 8 1- 8 (section 1607.1), 20.0 psf. Robbins Engineering, Inc /Online Plus"' 0 1996.2006 Version 19.0 028 Engineering . Portrait 9/7/2006 9:31:29 AM Page 1 Scale: 0.716" = 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: 18-0 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: I. 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 SF2K1020 Mark HI1 Quan 2 Type Span HHIP 100700 P1-H1 6 Left OH Right OH 1- 3- 0 0 Engineering ENISLE/SF2K1020/M#6449 HO 1-10-11 HO 5-4-3 TC 1-3-0 6-11-0 _ 3-8-0 , 4x4 3x4 B C 6 5-4-3 3x3 F A 8 D 2x4 Is 2x4 f� W:400 W:800 R: 756 R: 918 ' U: 124 E U: 233 3x8 BC 10-7-0 10-7-0 ALL PLATES ARE LOCK20 Scale: 0.353" = 1' Online Plus -- Version 18.0.014 RUN DATE: 23-MAR-06 CSI -Size- ----Lumber---- TC 0.71 2x 4 SP-#2 BC 0.62 2x 4 SP-#2 WB 0.35 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 10- 7- 0 BC Cont. 0- 0- 0 10- 7- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.00 Fc=1.00 Ft=1.00 BC Fb=1.00 Fc=1.00 Ft=1.00 Load Case # 1 Girder Loading Lumber Duration Factor 1.25 Plate Duration Factor 1.25 plf - Live Dead From To TC V 40 30 0.0' 10.6' BC V 0 10 0.0' 10.6' TC V 49 37 6.9' 9.6' TC V -40 -30 9.6' 10.6' BC V 0 12 7.1' 9.6' BC V 0 -10 9.6' 10.6' BC V 273 273 7.1' CL-LB Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Robbins Engineering, Inc./Online Plus' Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 757 124 4- 0 1- 0 Hz = -183 D 918 233 8- 0 1- 1 Hz = 275 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- * -B 0.71 599 C 0.00 0.71 B -C 0.31 545 C 0.00 0.31 --------Bottom Chords --------- * -E 0.62 158 T 0.00 0.62 E -D 0.43 196 T 0.00 0.43 ------------- Webs ------------- A -F 0.10 623 C WindLd F -E 0.17 560 T E -B 0.12 316 C E -C 0.31 982 T D -C 0.35 908 C WindLd LL Defl -0.07" in A -E L/999 TL Defl -0.11" in A -E L/999 Shear // Grain in B -C 0.36 DL Defl -0.12" at E L/920 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 - RES 20 Gar Gross Area Jt Type Plt Size X Y JSI C LOCK 3.Ox 4.0-0.5 Ctr 0.85 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 Robbins Engineering. Inc lOnline Plus'" 0 1996-2005 version 18.0014 Engineering - Ponrait 3/232006 8:46:32 AM Page 1 Analysis Conforms To: FBC2004 Girder Half Hip Framing King Jacks Jack Open Faced Setback 6-11- 0 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 15-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 908 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & 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-SEARING BLOCK. 4. DESIGNER: JLW Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SF2K1020 H11A 2 HHIP 100700 6 1- 3- 0 0 ENGLE/SF2K1020/M#6449 Ho 1-10-11 Ho 6-4-3 TC 1-3-0 9-11-0 1-8-0.. 4x4 3x3 B C 6 3x3 F 6-4-3 2x4 A G D 3x3 E 2x4 3x6 14:400 W:800 R: 525 R: 423 U: 65 U: 155 BC 10-7-0 10-7-0 - ALL PLATES ARE LOCK20 Scale: 0.325" = 1' Online Plus -- Version 18.0.014 RUN DATE: 23-MAR-06 CSI -Size- TC 0.29 2x 4 SP-#2 BC 0.73 2x 4 SP-#2 WB 0.29 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 10- 7- 0 BC Cont. 0- 0- 0 10- 7- 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'" F -B 0.28 140 C 0.00 0.28 B -C 0.05 119 C 0.00 0.05 --------Bottom Chords --------- A -E 0.73 294 T 0.03 0.70 E -D 0.66 234 T 0.00 0.66 ------------- Webs ------------- A -G 0.02 125 C WindLd A -F 0.18 392 C F -E 0.13 252 C E -B 0.08 165 C E -C 0.17 540 T D -C 0.29 542 C WindLd LL Defl -0.17" in A -E L/665 TL Defl -0.27" in A -E L/432 Shear // Grain in E -D 0.34 DL Defl -0.12" at E L/920 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Gar Gross Area it Type Plt Size X Y JSI E LOCK 3.Ox 6.0 0.5 Ctr 0.77 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. it React Uplft Size Req'd NOTES: Lbs Lbs In-Sx In-Sx Trusses Manufactured by: A 525 66 4- 0 1- 0 East Coast Lumber Hz = -211 Analysis Conforms To: D 423 156 8- 0 1- 0 FBC2004 Hz = 328 OH Loading Soffit psf 2.0 Membr CSI P Lbs Axl-CSI-Bnd Provide connection to bearing ----------Top Chords---------- for 328 Lbs Horiz Reaction G -F 0.29 60 T 0.01 0.28 Design checked for LL on BC Robbins Engineering. Inc./Online Plus' 0 1996.2005 Version 18.0.014 Engineering - Portrait WY2006 8:46:32 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 542 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 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering MK1020 V18 1 VL. SB 180800 6 0 0 ENGLE/S 2K1020/M#6449 TC 9-4-0 9-4-0 4x4 B 6 +2x4 D G 4-8-0 3x4 3x4 A� _ C E S1 F H 3x4 171 BC 18-8-0 18-8-0 ALL PLATES ARE LOCK20 See Joint D For Typical Gable Plate Size and Placement Scale: 0.351" = 1' Online Plus -- Version 18.0.014 RUN DATE: 23-MAR-06 CSI -Size- ----Lumber---- TC 0.20 2x 4 SP-#2 BC 0.25 2x 4 SP-#2 GW 0.05 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 18- 8- 0 BC Cont. 0- 0- 0 18- 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 Cont. Brg 0- 0- 0 to 18- 8- 0 1394 287 Hz = 94 Membr CSI P Lbs Axl-CSI-Bnd Robbins Engineering, Inc./Online Plus- ---------- Top Chords ---------- A -D 0.20 59 C 0.00 0.20 D -B 0.20 71 C 0.00 0.20 B -G 0.20 71 C 0.00 0.20 G -C 0.20 59 C 0.00 0.20 --------Bottom Chords --------- A -E 0.23 0 T 0.00 0.23 E -S1 0.19 0 T 0.00 0.19 S1-F 0.19 0 T 0.00 0.19 F -H 0.25 0 T 0.00 0.25 H -C 0.23 0 T 0.00 0.23 ----------Gable Webs ---------- E-D 0.05 311 C F -B 0.05 194 C H -G 0.05 311 C LL Defl 0.02" in A -E L/999 TL Defl 0.02" in H -C L/999 Shear // Grain in A -E 0.21 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 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 311 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 1996.2005 Version 18.0.014 Engineering - Portrait 3232006 8:46:33 AM Page 1 Job Mark' Quan Type Span P1-H1 Left OH Right OH Engineering SF2K1020 V16 1 VL.SB 160000 6 0 0 EN6I,E/SF2K1020/M#6449 TC a-0-0 .8-0-0 _ 4x4 B eb 6 •2x4 D G 4-0-0 3x4 3x4 AW C E F H BC 16-0-0 16-0-0 ALL PLATES ARE LOCK20 See Joint D For Typical Gable Plate Size and Placement Scale: 0.406" = 1' Online Plus -- Version 18.0.014 RUN DATE: 23-MAR-06 CSI -Size- ----Lumber---- TC 0.15 2x 4 SP-#2 BC 0.26 2x 4 SP-#2 GW 0.04 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 16- 0- 0 BC Cont. 0- 0- 0 16- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Robbins Engineering, Inc./Online Plus" A -D 0.15 61 C 0.00 0.15 D -B 0.15 75 C 0.00 0.15 B -G 0.15 75 C 0.00 0.15 G -C 0.15 61 C 0.00 0.15 --------Bottom Chords --------- A -E 0.15 0 T 0.00 0.15 E -F 0.26 0 T 0.00 0.26 F -H 0.26 0 T 0.00 0.26 H -C 0.15 0 T 0.00 0.15 ----------Gable Webs ---------- E-D 0.04 270 C F -B 0.04 203 C H -G 0.04 270 C LL Defl 0.01" in H -C L/999 TL Defl 0.01" in H -C L/999 Shear // Grain in A -E 0.21 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 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. Jt React Uplft Size Req'd NOTES: Lbs Lbs In-Sx In-Sx Trusses Manufactured by: Cont. Brg 0- 0- 0 to 16- 0- 0 East Coast Lumber 1181 243 Hz = 76 Analysis Conforms To: FBC2004 Membr CSI P Lbs Axl-CSI-Bnd Design checked for LL on BC ----------Top Chords---------- per BOCA (section 1606.2.3), Robbins Engineering, Inc./Online Plus" 0 1996-2005 Version 18.0,014 Engineering - Portrait 3232006 8:46:33 AM Pagel 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 270 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 MK1020 V12 1 VL.SB 120000 6 0 0 EN'GLE/SF2K1020/M#6449 TC 6-0-0 6-0-0 4x4 3-0-0 9 E / F �( �•ry�/ H V-�-/, - -' ;• : J �/ ��•T /h � �3 . r/ .,t? �."11 b.Y �i� EIC 12-0-0 12-0-0 ALL PLATES ARE LOCK20 See Joint D For Typical Gable Plate Size and Placement Online Plus -- Version 18.0.014 RUN DATE: 23-MAR-06 CSI -Size- ----Lumber---- TC 0.14 2x 4 SP-#2 BC 0.25 2x 4 SP-#2 GW 0.04 2x 4 SP-#3 Brace truss as follows: O.C. From To TC 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. Brg 0- 0- 0 to 12- 0- 0 861 177 Hz = 53 Membr CSI P Lbs Axl-CSI-Bnd Robbins Engineering, Inc./Online Plus- ---------- Top Chords ---------- * -D 0.14 42 C 0.00 0.14 D -B 0.14 83 C 0.00 0.14 B -G 0.14 83 C 0.00 0.14 G -C 0.14 42 C 0.00 0.14 --------Bottom Chords --------- A -E 0.18 0 T 0.00 0.18 E -F 0.25 0 T 0.00 0.25 F -H 0.25 0 T 0.00 0.25 H -C 0.18 0 T 0.00 0.18 ----------Gable Webs---------- - -D 0.04 263 C F -B 0.03 199 C H -G 0.04 263 C LL Defl 0.02" in E -F L/999 TL Defl 0.02" in E -F L/999 Shear // Grain in D -B 0.16 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Scale: 0.531" = 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. 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 263 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 Plus" 0 1996.2005 Version 18.0.014 Engineering - Ponrail 3232006 8:46:34 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH I Engineering S 2K1020 V8 1 VL. SB 80000 6 0 0 EN'GLE/SF2K1020/M#6449 TC 4-0-0 4-0-0 2-0-0 4x4 L) •2x4 NNIN _ +: 'ram_ " 1. '? BC 8-0-0 8-0-0 ALL PLATES ARE LOCK20 See Joint D For Typical Gable Plate Size and Placement Online Plus -- Version 18.0.014 RUN DATE: 23-MAR-06 CSI -Size- ----Lumber---- TC 0.07 2x 4 SP-#2 BC 0.13 2x 4 SP-#2 GW 0.02 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 8- 0- 0 BC Cont. 0- 0- 0 8- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Robbins Engineering, Inc./Online Plus'" Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- * -B 0.07 62 C 0.00 0.07 B -C 0.07 62 C 0.00 0.07 --------Bottom Chords --------- * -D 0.13 0 T 0.00 0.13 D -C 0.13 0 T 0.00 0.13 ----------Gable Webs---------- D-B 0.02 145 C LL Defl 0.01" in D -C L/999 TL Defl 0.01" in D -C L/999 Shear // Grain in A -D 0.21 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Gar Gross Area Jt Type Plt Size X Y JSI 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), 541 112 Hz = 33 IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Robbins Engineering. Inc./Online Plus" 0 1996.2005 Version 18.0.014 Engineering . Portrait 3232006 8:46:34 AM Pagel 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 145 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 SF2K1020 Mark V4 Quan 1 Type Span VL. SB 40000 P1-H1 Left OH Right OH 6 0 0 Engineering ENGLE/S 2,K1020/M#6449 TC 2-0-9_._._.. .... 2_0-0 6 4x4 X 1-0-0 2x4 47 BC, 4-0-0 4-0-0 ALL PLATES ARE LOCK20 Scale: 0.888' = 1' Robbins Engineering, Inc./Online Plus- LL Defl 0.00" in A -C L/999 TL Defl 0.00" in A -C L/999 Online Plus -- Version 18.0.014 Shear // Grain in A -B 0.03 RUN DATE: 23-MAR-06 DL Defl 0.00" at L/999 CSI -Size- ----Lumber---- TC 0.00 2x 4 SP-#2 BC 0.01 2x 4 SP-#2 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 4- 0- 0 BC Cont. 0- 0- 0 4- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Gar Gross Area 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. Brg 0- 0- 0 to 4- 0- 0 Design checked for 10 psf non- 221 46 Hz = 13 concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Membr CSI P Lbs Axl-CSI-Bnd Truss is designed as a Main ----------Top Chords---------- Wind -Force Resistance System. A -B 0.00 74 C Wind Speed: 120 mph B -C 0.00 74 C Mean Roof Height: 15-0 --------Bottom Chords--------- Exposure Category: B A -C 0.01 0 T 0.00 0.01 Occupancy Factor : 1.00 Robbins Engineering. Inc./Online Plus" 0 1996-2005 Version 18.0.014 Engineering - Portrait 3232006 8:46:35 AM Page 1 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 74 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER 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-SEARING BLOCK. 4. DESIGNER: JLW Job SF2K1020 Mark HJ7A Quan 2 Type Span P1-H1 MONO 90906 4.243 Left OH Right OH 1- 9- 3 0 Engineering ENGLE/SF2K1020/M#6449 HO 1-10-7 HO 5-3-15 TC 1-9-3 ----- 9-9-6 - - -! 2x4 B 4.2431 3x3 D :108 289 99 5-3-15 2x4 E A C 2x4 2x4 uu W:511 W:108 R: 502 R: 367 U: 126 U: 55 Bc 9-9-6 9-9-6 ALL PLATES ARE LOCK20 Scale: 0.364" = 1' Online Plus -- Version 18.0.014 RUN DATE: 23-MAR-06 CSI -Size- ----Lumber---- TC 0.45 2x 4 SP-#2 BC 0.63 2x 4 SP-SS WB 0.17 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 9- 9- 6 BC Cont. 0- 0- 0 9- 9- 6 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' 9.8' BC V 0 10 0.0' 9.8' TC V -40 -30 0.0' 44 33 9.8' BC V 0 -10 0.0' 0 11 9.8' Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Cases) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Robbins Engineering, Inc./Online Plus'" Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 503 127 5-11 1- 0 Hz = -170 B 289 100 1- 8 1- 0 Hz = 269 C 367 56 1- 8 1- 0 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- * -D 0.39 26 T 0.00 0.39 D -B 0.45 170 T 0.00 0.45 --------Bottom Chords --------- A -C 0.63 298 T 0.02 0.61 ------------- Webs ------------- A -E 0.01 14 C WindLd A -D 0.16 366 C D -C 0.17 359 C C -B 0.15 0 T WindLd LL Defl -0.36" in A -C L/309 TL Defl -0.54" in A -C L/203 Shear // Grain in A -C 0.34 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 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 6-11- 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 366 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: JIM Robbins Engineering. Inc./Online Plus" 0 1996-2005 Version 18.0.014 Engineering - Portrait 3/232006 8:46:35 AM Page 1 Job IS 2K1.020 Mark EJ7A Quan Type 4 ENDJO Span P1-H1 61100 6 Left OH Right OH 1- 3- 0 0 Engineering EN61E/SF2K1020/M#6449 HO 1-10-11 HO 5-4-3 TC_ 1-3-0 6_11-0 B 6 W:108 R: 222 U: 114 5-4-3 2x4 D A 2x4 C W:400 W:108 R: 380 R: 239 U: 10 BC 6-11-0 6-11-0 ALL PLATES ARE LOCK20 Scale: 0.378" = 1' Online Plus -- Version 18.0.014 RUN DATE: 23-MAR-06 CSI -Size- ----Lumber---- TC 0.59 2x 4 SP-#2 BC 0.68 2x 4 SP-#2 WB 0.04 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 6-11- 0 BC Cont. 0- 0- 0 6-11- 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 Robbins Engineering, Inc./Online Plus- C 240 10 1- 8 1- 0 Hz = 118 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- D -B 0.59 72 C 0.00 0.59 --------Bottom Chords --------- A -C 0.68 118 T 0.00 0.68 ------------- Webs ------------- A -D 0.04 261 C 0.04 0.00 LL Defl -0.08" in A -C L/921 TL Defl -0.16" in A -C L/478 Shear // Grain in D -B 0.29 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 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 Jt React Uplft Size Req'd Analysis Conforms To: Lbs Lbs In-Sx In-Sx FBC2004 A 380 0 4- 0 1- 0 OH Loading Hz = 168 Soffit psf 2.0 B 223 115 1- 8 1- 0 Design checked for LL on BC Robbins Engineering. Inc./Online Pius"' 0 1996.2005 Version 18.0.014 Engineering - Portrait 31232006 8:46:36 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 261 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 SF2K1020 Mark CJSA 7]��n Type ENDJO Span P1-H1 41100 6 Left OH Right OH 1- 3- 0 0 Engineering ENGLE•/ SF2K1020 /M# 64 4 9 Ho 1-10-11 HO 4-4-3 TC 1-3-0 _. _ _ 4_11-0 B 6 �; W:108 2x4 R: 159 4-4-3 D U: 88 s A 2 x 4 C W : 400 W :�108 R: 304 R: 227 U: 12 BC 4-11-0 ' . 4-11-0 ALL PLATES ARE LOCR20 Scale: 0.441" = 1' Online Plus -- Version 18.0.014 RUN DATE: 23-MAR-06 CSI -Size- ----Lumber---- TC 0.29 2x 4 SP-#2 BC 0.45 2x 4 SP-#2 WB 0.03 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 4-11- 0 BC Cont. 0- 0- 0 4-11- 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 Robbins Engineering, Inc./Online Plus- C 227 13 1- 8 1- 0 Hz = 94 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- D -B 0.29 54 C 0.00 0.29 --------Bottom Chords --------- A -C 0.45 93 T 0.00 0.45 ------------- Webs ------------- A -D 0.03 184 C 0.03 0.00 LL Defl -0.02" in A -C L/999 TL Defl -0.04" in A -C L/999 Shear // Grain in D -B 0.20 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Jt React Uplft Size Req'd Analysis Conforms To: Lbs Lbs In-Sx In-Sx FBC2004 A 305 0 4- 0 1- 0 OH Loading Hz = 131 Soffit psf 2.0 B 160 88 1- 8 1- 0 Design checked for LL on BC Robbins Engineering. Inc./Online Plus"' 0 1996-2005 Version 18.0.014 Engineering -Portrait 323/2006 8:46:36 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 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 I Engineering SF2K1020 CJ3A 4 ENDJO 21100 6 1- 3- 0 0 tNGLE/SF2K1020/M#6449 3-4-3 Online Plus -- Version 18.0.014 RUN DATE: 23-MAR-06 CSI -Size- ----Lumber---- TC 0.09 2x 4 SP-#2 BC 0.24 2x 4 SP-#2 WB 0.01 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 2-11- 0 BC Cont. 0- 0- 0 2-11- 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 HO 1-10-11 HO 3-4-3 TC 1-3-0 2-11-0 fF�cy Y_Y w:400 R: 267 8 16 i3 W:108 R: 215 U: 18 BC, i 2-11-0 2-11-0 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus- C 215 18 1- 8 1- 0 Hz = 69 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- D -B 0.09 37 C 0.00 0.09 --------Bottom Chords --------- A -C 0.24 68 T 0.00 0.24 ------------- Webs ------------- A -D 0.01 107 C 0.01 0.00 LL Defl 0.00" in A -C L/999 TL Defl 0.00" in A -C L/999 Shear // Grain in A -C 0.16 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Jt React Uplft Size Req'd Analysis Conforms To: Lbs Lbs In-Sx In-Sx FBC2004 A 267 0 4- 0 1- 0 OH Loading Hz = 95 Soffit psf 2.0 B 96 64 1- 8 1- 0 Design checked for LL on BC Robbins Engineering, Inc./Online Plus'm 0 1996.2005 Version 18.0.014 Engineering - Portrait 3/232006 8:46:37 AM Pagel Scale: 0.528" = 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 107 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 SF2K1020 CJ1A 4 ENDJO 1100 6 1- 3- 0 0 E LE/S._,2K1020/M#6449 Online Plus -- Version 18.0.014 RUN DATE: 23-MAR-06 CSI -Size- ----Lumber---- TC 0.03 2x 4 SP-#2 BC 0.05 2x 4 SP-#2 WB 0.01 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 0-11- 0 BC Cont. 0- 0- 0 0-11- 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 HO 1-10-11 HO 2-4-3 TC 1-3-0 ' 11-0 6 2x4 2-4-3 W:108 R: 34 00 U: 52 A .4 2x4 rF •:v W:400 W:108 R: 244 R: 203 U: 53 U: 45 Bc 11-0 11-0• ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus- C 203 46 1- 8 1- 0 Hz = 44 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- D -B 0.03 26 C 0.00 0.03 --------Bottom Chords --------- A -C 0.05 43 T 0.00 0.05 ------------- Webs ------------- A -D 0.01 33 C 0.00 0.01 LL Defl 0.00" in A -C L/999 TL Defl 0.00" in A -C L/999 Shear // Grain in A -C 0.17 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 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 Jt React Uplft Size Req'd Analysis Conforms To: Lbs Lbs In-Sx In-Sx FBC2004 A 245 53 4- 0 1- 0 OH Loading Hz = 58 Soffit psf 2.0 B 35 52 1- 8 1- 0 Design checked for LL on BC Robbins Engineering. Inc./Online Plus" 0 1996-2005 Version 18.0 014 Engineering - Portrait 3/23/2006 8:46:37 AM Page 1 Scale: 0.609" = 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 33 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER b 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 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Index Page 1 of 1 Permit Number: Lot Number: 7 Miscellaneous: Address: The information in this box is for administrative purposes only and is not part of the en ' ering review. Truss Fabricator:EAST COAST LUMBER- PLANT #1 Job Reference: SF2K 1020 - ENGLE/SF2K1020/M#6449 ROBBINS I P.O. Box 280055 Tampa,FL33682-0055 Engineering Index Sheet ENGINEERING, INC. Phone: (813) 972-1135 Index Page 1 of 1 Job Number Date FBC - 2004 Chapter 16 and 23 Specification Quantity T06032605 03/23/2006 12 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 responsibilty of the Building Designer, as defined in ANSI/TPI 1-1995, Section 2.2. Permanent files of the original Truss Speclficstion Sheet are maintained by Robbins Engineering, Inc. Questions regarding this Index Sheet and/or the attached Specification Sheets may be directed to the truss fabricator listed above or Robbins Engineering, Inc. (Sofware - Online Plus) Date Mark 1 103/23/061 H71 5 103/23/061 V 12 9 103123/061 EJ7A Date Mark 2 103123/061 H11A B 103/231061 V8 10 103123/061 CJ5A . Date Mark 3 103/23/061 V18 7 103t23/061 V4 11 103/23/061 CJ3A Date Mark 4 0323/06 V16 8 1031231061 HJ7A 72 103/231061 CJ1A I Standard Loadin - T.C. Live 20 ps T.0 Dead 15 psf B.0 Live 0 psf B.C. Dead 5 psf Total 40 psf ANSVASCE7-02 Wind Speed - 120 mph Mean Roof Hit. - 15 ft. Exposure Catergory - B Occupancy Factor - 1.00 MW FRS Enclosed Notes: Refer to individual trussdesign drawings for , special loading conditions. Truss Design Engineer: Michael S. Magid License #: 53681 Address: P.O. Box 280055, Tampa, FL 33682 s• +4q, OOEO ' N0. Y3691 • )NAt F Date Sealed: 3232006 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering S2-+B GE] 1 TR 180800 6 1- 2- 0 1- 2- 0 I ENGLE/S2K13C2B/M#4917 • HO 4-3 HO 4-3 TC 1-2-0 9-4-0 9-4-0 1-2-0 4x6 B H' K 6 F M `2x4 5-0-3 D O 3x4 3x4 A C E G I S1 J L N P 3x4 BC 18-8-0 18-8-0 ALL PLATES ARE LOCK20 Sao Joint D For Typical Gable Plate Size and Placement Scale: 0.318" = 1' Online Plus -- Version 19.0.028 RUN DATE: 07-SEP-06 CSI -Size- ----Lumber---- TC 0.09 2x 4 SP-#2 BC 0.19 2x 4 SP-#2 GW 0.03 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 18- 8- 0 BC Cont. 0- 0- 0 18- 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 it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx Cont. Brg 0- 0- 0 to 18- 8- 0 1685 445 Hz = 99 Robbins Engineering, Inc./Online Plus- * -M 0.04 69 C 0.00 0.04 M -0 0.08 77 C 0.00 0.08 O -C 0.09 64 C 0.00 0.09 --------Bottom Chords --------- A -E 0.19 14 C 0.00 0.19 E -G 0.13 0 T 0.00 0.13 G -I 0.13 0 T 0.00 0.13 I -S1 0.07 0 T 0.00 0.07 S1-J 0.06 0 T 0.00 0.06 J -L 0.13 0 T 0.00 0.13 L -N 0.13 0 T 0.00 0.13 N -P 0.13 0 T 0.00 0.13 P -C 0.19 14 C 0.00 0.19 ----------Gable Webs ---------- E-D 0.03 199 C G -F 0.02 121 C I -H 0.03 147 C J -B 0.02 67 C L -K 0.03 147 C N -M 0.02 121 C P -0 0.03 199 C TL Defl 0.00" in N -P L/999 LL Defl 0.00" in P -C L/999 DL Defl 0.00" at L/999 Shear // Grain in S1-J 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 Gar Gross Area Plate - RHS 20 Gar Gross Area it Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL Membr CSI P Lbs Axl-CSI-Bnd NOTES AND SYMBOLS SHEET FOR ----------Top Chords---------- ADDITIONAL SPECIFICATIONS. A -D 0.09 64 C 0.00 0.09 D -F 0.08 77 C 0.00 0.08 NOTES: F -H 0.04 69 C 0.00 0.04 Trusses Manufactured by: H -B 0.04 101 T 0.00 0.04 East Coast Lumber B -K 0.04 101 T 0.00 0.04 Analysis Conforms To: Robbins Engineering, Inc./Online Plus" 0 1996-2006 Version 19 0.028 Engineering - Portrait WN2006 9:30.53 AM Pagel 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: 18-0 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 199 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 SHE FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLO 4. DESIGNER: JLW I T K. Job Mark Q uan Type Span P1-H1 Left OH Right OH Engineering S2 Cl3C2B TI 5 TR 180800 6 0 1- 2- 0 ENGLE/S2K13C2B/M#4917 . HO 4-3 HO 4-3 TC 9-4-0 9-4-0 1-2-0 4x4 B 6 2x4 2x4 F G 5-0-3 3x4 3x4 p C n E IUI 3x4 S 1 3x8 3x4 HGR W:800 R: 746 R: 842 U: 200 U: 222 BC 18-8-0 18-8-0 ALL PLATES ARE LOCK20 Scale: 0.334" = I' Online Plus -- Version 19.0.028 RUN DATE: 07-SEP-06 CSI -Size- ----Lumber---- TC 0.22 2x 4 SP-#2 BC 0.62 2x 4 SP-SS WB 0.15 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 18- 8- 0 BC Cont. 0- 0- 0 18- 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 it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 747 201 3- 8 1- 8 Hz = -98 C 843 223 8- 0 1- 8 Hz = 99 Robbins Engineering, Inc./Online P1us- Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -F 0.21 1264 C 0.01 0.20 F -B 0.22 1123 C 0.01 0.21 B -G 0.22 1123 C 0.01 0.21 G -C 0.21 1264 C 0.01 0.20 --------Bottom Chords --------- A -E 0.23 1136 T 0.06 0.17 E -S1 0.33 716 T 0.04 0.29 S1-D 0.62 716 T 0.04 0.58 D -C 0.23 1136 T 0.06 0.17 ------------- Webs ------------- F -E 0.05 288 C E -B 0.15 481 T B -D 0.15 481 T D -G 0.05 288 C TL Defl -0.19" in E -S1 L/999 LL Defl -0.13" in E -S1 L/999 DL Defl -0.12" at S1 L/999 Shear // Grain in S1-D 0.43 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Gar Gross Area it Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: 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: 18-0 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 1264 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 "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING S BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Robbins Engineering. Inc,/Online Plus- 0 1996.2006 Version 19.0.028 Engineering - Portrait 917/2006 9:30:54 AM Page 1 Job Mark Quan Type Span P1-Hl Left OH Right OH Engineering ..S2X.13C:'B HIA 1 HHIP 180800 6 1- 2- 0 0 ENGLE/S2K13C2B/M#4917 HO 4-3 HO 5-6-3 TC 1-2-0 10-4-0 8-4-0 4x4 2x4 3x4 B I C 6 2x4 G 5-6-3 3x4 A D F S1 H 2x4 3x4 3x6 3x8 W:800 HGR R: 842 R: 746 U: 212 U: 231 BC 18-8-0 18-8-0 ALL PLATES ARE LOCK20 Scale: 0.327" = 1' Online Plus -- Version 19.0.028 RUN DATE: 07-SEP-06 CSI -Size- ----Lumber---- TC 0.26 2x 4 SP-#2 BC 0.62 2x 4 SP-#2 WB 0.30 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 18- B- 0 BC Cont. 0- 0- 0 18- 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 Robbins Engineering, Inc./Online P1us- Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -G 0.26 1183 C 0.00 0.26 G -B 0.26 1057 C 0.00 0.26 B -I 0.23 479 C 0.00 0.23 I -C 0.23 479 C 0.00 0.23 --------Bottom Chords --------- * -F 0.54 1063 T 0.11 0.43 F -S1 0.62 645 T 0.07 0.55 S1-H 0.56 645 T 0.07 0.49 H -D 0.36 182 T 0.00 0.36 ------------- Webs ------------- G -F 0.06 325 C F -B 0.15 495 T B -H 0.16 260 C H -I 0.14 342 C H -C 0.24 777 T D -C 0.30 734 C WindLd TL Defl -0.16" in F -S1 L/999 LL Defl -0.11" in F -S1 L/999 DL Defl -0.12" at S1 L/999 Shear // Grain in S1-H 0.44 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 Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx REFER TO ROBBINS ENG. GENERAL A 843 212 8- 0 1- 8 NOTES AND SYMBOLS SHEET FOR Hz = -93 ADDITIONAL SPECIFICATIONS. D 747 232 3- 8 1- 8 Hz = 232 NOTES: Robbins Engineering, Inc./Online Plus- 0 1996-2006 Version 19 0.028 Engineering - Portrait 9A2006 9:30,54 AM Page 1 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: 18-0 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 1183 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 I Engineering ..S24TO3Cs?B HIB 1 HHIP 180800 6 1- 2- 0 0 ENGLE/S2K13C2B/M#4917 HO 4-3 HO 6-6-3 TC 1-2-0 12-4-0 6-4-0 4x4 3x4 8 c 6-6-3 SC D 2x4 dx4 .3xt7 .sxv I' W:800 HGR R: 882 R: 819 U: 208 U: 219 Online Plus -- Version 19.0.028 RUN DATE: 07-SEP-06 CSI -Size- ----Lumber---- TC 0.49 2x 4 SP-#2 BC 0.60 2x 4 SP-#2 EX S1-D 2x 4 SP-SS WB 0.48 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 18- 8- 0 BC Cont. 0- 0- 0 18- 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 18-8-0 18-8-0 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus- ---------- Top Chords ---------- A -G 0.40 1298 C 0.01 0.39 G -B 0.45 1030 C 0.00 0.45 B -C 0.49 320 C 0.00 0.49 --------Bottom Chords --------- * -F 0.60 1173 T 0.11 0.49 F -S1 0.59 568 T 0.05 0.54 S1-H 0.71 568 T 0.03 0.68 H -D 0.21 217 T 0.00 0.21 ------------- Webs ------------- G -F 0.09 398 C F -B 0.18 567 T B -H 0.38 536 C H -C 0.23 720 T D -C 0.48 848 C WindLd TL Defl -0.18" in F -S1 L/999 LL Defl -0.13" in F -S1 L/999 DL Defl -0.12" at S1 L/999 Shear // Grain in S1-H 0.44 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. Jt React Uplft Size Req'd NOTES: Lbs Lbs In-Sx In-Sx Trusses Manufactured by: A 883 208 8- 0 1- 8 East Coast Lumber Hz = -111 Analysis Conforms To: D 820 219 3- 8 1- 8 FBC2004 Hz = 277 OH Loading Soffit psf 2.0 Membr CSI P Lbs Axl-CSI-Bnd Design checked for LL on BC Robbins Engineering. Inc./Online Plys- 0 1996.2006 Version 19-0.028 Engineering - Portrait 9172006 9:30,55 AM Page 1 Scale: 0.315" = 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: 18-0 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 1298 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & 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 'S2K13C2B Mark HIC Quan Type Span P1-H1 1 HHIP laosoo 6 Left OH 1- 2- o Right OH 0 Engineering ENGLE/S2K13C2B/M#4917 HO 4-3 0 0 HO 7-6-3 N O TC '-' 14-4-0 4-4-0 5x4 3x4 B C 6 3x4 S2 2x4 G 7-6-3 3x4 A m 0 ` F S1 H 2x4 3x4 3x8 3x4 W:800 HGR R: 881 R: 848 U: 203 U: 219 BC 18-8-0 - 18-8-0 -' ALL PLATES ARE LOCK20 Scale: 0.254" = 1' Online Plus -- Version 19.0.028 RUN DATE: 07-SEP-06 CSI -Size- ----Lumber---- TC 0.58 2x 4 SP-#2 BC 0.70 2x 4 SP-#2 WB 0.69 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 18- 8- 0 BC Cont. 0- 0- 0 18- 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 Robbins Engineering, Inc./Online Plus - A -G 0.58 1188 C 0.00 0.58 G -S2 0.58 1079 C 0.00 0.58 S2-B 0.41 965 C 0.01 0.40 B -C 0.21 222 C 0.00 0.21 --------Bottom Chords --------- * -F 0.70 1076 T 0.10 0.60 F -S1 0.44 392 T 0.04 0.40 S1-H 0.57 392 T 0.04 0.53 H -D 0.41 253 T 0.00 0.41 ------------- Webs ------------- G -F 0.12 474 C F -B 0.31 768 T B -H 0.48 581 C H -C 0.25 801 T D -C 0.69 909 C WindLd TL Defl -0.17" in F -S1 L/999 LL Defl -0.13" in F -S1 L/999 DL Defl -0.12" at S1 L/999 Shear // Grain in G -S2 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 Ga, Gross Area it Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx NOTES: A 882 204 8- 0 1- 8 Trusses Manufactured by: Hz = -130 East Coast Lumber D 849 220 3- 8 1- 8 Analysis Conforms To: Hz = 322 FBC2004 OH Loading Membr CSI P Lbs Axl-CSI-Bnd Soffit psf 2.0 ----------Top Chords---------- Provide connection to bearing Robbins Engineering. Inc./Online Plus"' O 1996-2006 Version 19.0.028 Engineering - Portrait 9/7/2006 9:30:55 AM Page 1 for 322 Lbs Horiz Reaction Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 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 1188 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-Hl Left OH Right OH Engineering -.,S2K13C2B HID 1 HHIP 180800 6 1- 2- 0 0 ENGLE/S2K13C2B/M#4917 HO 4-3 HO 8-6-3 0 0 N O TC 16-4-.0 2-4-0 4x6 3x4 B C 3x4 H 3x4 6 S2 8-6-3 2x4 G 3x4 A RR D F sl E 2x4 3x4 3x8 3x8 W:800 HGR R: 877 R: 802 U: 198 U: 225 BC 18-8-0 18-8-0 ALL PLATES ARE LOCK20 Scale: 0.231" = 1' Online Plus -- Version 19.0.028 RUN DATE: 07-SEP-06 CSI -Size- ----Lumber---- TC 0.34 2x 4 SP-#2 BC 0.69 2x 4 SP-#2 WB 0.59 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 18- 8- 0 BC Cont. 0- 0- 0 18- 8- 0 WB 1 rows CLB on E -B WB 1 rows CLB on D -C Attach CLB with (2)-10d nails at each web. Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Plus 1 BC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 878 198 8- 0 1- 8 Hz = -148 D 803 225 3- 8 1- 8 Robbins Engineering, Inc./Online Plus - Hz = 368 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -G 0.29 1232 C 0.00 0.29 G -S2 0.29 989 C 0.00 0.29 S2-H 0.34 905 C 0.00 0.34 H -B 0.34 231 C 0.00 0.34 B -C 0.09 194 C 0.00 0.09 --------Bottom Chords --------- * -F 0.69 1108 T 0.11 0.58 F -S1 0.47 667 T 0.06 0.41 S1-E 0.59 667 T 0.06 0.53 E -D 0.41 289 T 0.00 0.41 ------------- Webs ------------- G -F 0.09 356 C F -H 0.14 459 T H -E 0.59 678 C E -B 0.05 172 C 1 Br E -C 0.25 808 T D -C 0.48 835 C WindLd 1 Br TL Defl -0.17" in F -S1 L/999 LL Defl -0.13" in F -S1 L/999 DL Defl -0.12" at S1 L/999 Shear // Grain in H -B 0.24 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 3.Ox 4.0-0.5 Ctr 0.79 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Provide connection to bearing for 367 Lbs Horiz Reaction Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 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 1232 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 - Ponrail W!712006 9:30:56 AM Page 1 Job S'2IC]3C2B Mark G2 Quan 1 Type MONO Span 170000 P1-H1 6 Left OH Right OH 0 0 Engineering ENGLE/S2K13C2B/M#4917 HO 4-3 NO B-10-3 TC 17-0-0 #4x6 B 7x8 I 6 4x4 7x6 S2 H 8-10-3 5x6 G 3x8 5x6 4x6 A C F S1 E D #20G-RHS-8x14 4x6 6x8 6x8 5x8 W:800 HGR R:3743 R:3686 U: 880 U: 898 BC 17-0-0 17-0-0 EXCEPT AS SHOWN ALL PLATES ARE LOCK20, # = PLATE SELECTED IN PLATE MONITOR Scale: 0.247" = 1' Online Plus -- Version 19.0.028 RUN DATE: 07-SEP-06 Robbins Engineering, Inc./Online Plus - A 3743 880 8- 0 4- 7 Hz = -78 C 3686 898 3- 8 1- 8 Hz = 197 CSI -Size- ----Lumber---- Membr CSI P Lbs Axl-CSI-Bnd TC 0.78 2x 4 SP-#2 ----------Top Chords ---------- BC 0.70 2x 6 SP-SS A -G 0.78 6041 C 0.34 0.44 WB 0.87 2x 4 SP-#3 G -H 0.26 4068 C 0.17 0.09 EX D -I 2x 4 SP-#2 H -S2 0.11 2171 C 0.04 0.07 EX C -B 2x 6 SP-#2 S2-I 0.16 2141 C 0.03 0.13 WG --- 2x 6 SP-#2 I -B 0.13 57 C 0.00 0.13 --------Bottom Chords--------- Bracetruss as follows: A -F 0.70 5437 T 0.37 0.33 O.C. From To F -S1 0.58 5437 T 0.37 0.21 TC Cont. 0- 0- 0 17- 0- 0 S1-E 0.56 5437 T 0.37 0.19 BC Cont. 0- 0- 0 17- 0- 0 E -D 0.54 3634 T 0.25 0.29 WB 1 rows CLB on H -D D -C 0.43 1929 T 0.13 0.30 WB 1 rows CLB on I -C ------------- Webs ------------- WB 1 rows CLB on C -B F -G 0.56 1794 T Attach CLB with (2)-10d nails G -E 0.65 2102 C at each web. E -H 0.83 2631 T H -D 0.49 2535 C 1 Br Loading Live Dead (psf) D -I 0.68 3713 T TC 20.0 15.0 I -C 0.87 3496 C 1 Br BC 0.0 10.0 C -B 0.04 65 C WindLd 1 Br Total 20.0 25.0 45.0 Spacing 12.0" TL Defl -0.23" in Sl-E L/844 Lumber Duration Factor 1.25 LL Defl -0.10" in S1-E L/999 Plate Duration Factor 1.25 DL Defl -0.20" at S1 L/964 TC Fb=1.00 Fc=1.00 Ft=1.00 Shear // Grain in D -C 0.81 BC Fb=1.00 Fc=1.00 Ft=1.00 Plates for each ply each face. Load Case # 1 Standard Loading PLATING CONFORMS TO TPI. Lumber Duration Factor 1.25 REPORTS: SBCCI 9761 Plate Duration Factor 1.25 ROBBINS ENGINEERING, INC. plf - Live Dead From To BASED ON SP LUMBER TC V 20 15 0.0' 17.0' USING GROSS AREA TEST. BC V 0 10 0.0' 17.0' Plate - LOCK 20 Ga, Gross Area BC V 177 221 0.0' 17.0' Plate - RES 20 Ga, Gross Area Jt Type Plt Size X Y JSI A LOCK 4.Ox 6.0 0.4 0.4 0.97 Plus 5 Wind Load Case(s) A LOCK 5.0x 6.0 1.2 0.5 0.85 Plus 1 UBC LL Load Case(s) H LOCK 7.Ox 6.0-0.4-0.2 0.94 S2 LOCK 4.Ox 4.0 0.1-0.2 0.91 Checked for NonConcurrent 200 I LOCK 7.Ox 8.0 0.2-0.4 0.95 Lbs Moving Point Load applied B# LOCK 4.Ox 6.0 Ctr-0.3 0.26 at Panel Points and Mid -panel F LOCK 4.Ox 6.0 Ctr-1.6 0.96 on BC Sl LOCK 6.Ox 8.0 Ctr 0.2 0.99 E LOCK 6.Ox 8.0 Ctr-0.5 0.98 Jt React Uplft Size Req'd D LOCK 5.Ox 8.0 0.5-0.7 0.92 Lbs Lbs In-Sx In-Sx C RES 8.Ox14.0 1.2 1.8 1.00 Robbins Engineering, Inc,/Online Plus" 0 1996-2006 Version 19.0.028 Engineering - Ponrait 9/7/2006 9:30:56 AM Page 1 # = Plate Monitor used REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. 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: 18-0 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 6041 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 "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. SIMPSON HANGER @ JT.C. 5. DESIGNER: JLW Job .•5213C2B Mark M2A Quan 4 Type Span MONO 170000 P1-H1 6 Left OH Right OH 1- 2- 0 0 Engineering ENGLE/S2K13C2B/M#4917 HO 4-3 0 0 HO 8-10-3 N O TC 17-0-0 2x4 B 3x4 F 3x4 S2 6 8-10-3 2x4 E 3x4 A Ee - %C X D sl 3x4 3x4 4x4 14:800 HGR R: 806 R: 760 U: 174 U: 213 BC 17-0-0 17-0-0 ALL PLATES ARE LOCK20 Scale: 0.224" = 1' Online Plus -- Version 19.0.028 RUN DATE: 07-SEP-06 CSI -Size- ----Lumber---- TC 0.38 2x 4 SP-#2 BC 0.71 2x 4 SP-#2 WB 0.61 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 17- 0- 0 BC Cont. 0- 0- 0 17- 0- 0 WB 1 rows CLB on C -B Attach CLB with (2)-10d nails at each web. Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Plus 1 BC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 807 175 8- 0 1- 8 Hz = -151 C 761 213 3- 8 1- 8 Hz = 379 Robbins Engineering, Inc./Online P1us- Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -E 0.37 1085 C 0.00 0.37 E -S2 0.37 828 C 0.00 0.37 S2-F 0.38 732 C 0.00 0.38 F -B 0.38 118 C 0.00 0.38 --------Bottom Chords --------- * -D 0.68 979 T 0.10 0.58 D -S1 0.49 443 T 0.04 0.45 SI-C 0.71 443 T 0.04 0.67 ------------- Webs ------------- E -D 0.10 395 C D -F 0.17 551 T F -C 0.61 709 C C -B 0.30 135 C WindLd 1 Br TL Defl -0.21" in S1-C L/932 LL Defl -0.14" in SI-C L/999 DL Defl -0.12" at S1 L/999 Shear // Grain in S2-F 0.25 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI S1 LOCK 4.Ox 4.0 Ctr 0.2 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 Provide connection to bearing for 378 Lbs Horiz Reaction Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 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 1085 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. SIMPSON HANGER @ JT.C. 5. DESIGNER: JLW Robbins Engineering, Inc./Online Plus"' 0 1996.2006 Version 19.0.028 Engineering - Portrait 9n2006 9:37:34 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH I Engineering S2K13C2B T3A 4 TR 70800 6 1- 2- 0 1- 2- 0 ENGLE/S2K13C2B/M#4917 HO 4-3 HO 4-3 TC 1-2-0 3-10-0 _.3-10-0 - 1-2-0 _ 4x4 B 6 2-3-3 2x4 2x4 A C W:400 W:400 R: 402 R: 402 U: 104 U: 104 BC 7-8-0 7-8-0 ALL PLATES ARE LOCK20 Scale: 0.629" = 1' Online Plus -- Version 19.0.028 RUN DATE: 07-SEP-06 CSI -Size- ----Lumber---- TC 0.14 2x 4 SP-#2 BC 0.17 2x 4 SP-#2 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 7- B- 0 BC Cont. 0- 0- 0 7- 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 Robbins Engineering, Inc./Online Plus- --------Bottom Chords --------- A -C 0.17 287 T 0.02 0.15 TL Defl -0.09" in A -C L/958 LL Defl -0.05" in A -C L/999 DL Defl 0.00" at L/999 Shear // Grain in A -B 0.15 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 0.36 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Plus 6 Wind Load Case(s) Trusses Manufactured by: Plus 1 UBC LL Load Case(s) East Coast Lumber Analysis Conforms To: Jt React Uplft Size Req'd FBC2004 Lbs Lbs In-Sx In-Sx OH Loading A 403 104 4- 0 1- 8 Soffit psf 2.0 Hz = -38 Design checked for LL on BC C 403 104 4- 0 1- 8 per BOCA (section 1606.2.3), Hz = 39 IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Membr CSI P Lbs Axl-CSI-Bnd Design checked for 10 psf non- ---------- Top Chords---------- concurrent LL on BC. A -B 0.14 311 C 0.00 0.14 Wind Loads - ANSI / ASCE 7-02 B -C 0.14 311 C 0.00 0.14 Truss is designed as a Main Robbins Engineering, Inc./Online Plus"' 0 1996.2006 Version 19.0,028 Engineering - Portrait 9/7/2006 9:30:58 AM Page I Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 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 311 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 : S2K]3C2B GE3 1 TR 70800 6 1- 2- 0 1- 2- 0 ENGLE/S2K13C2B/M#4917 HO 4-3 TC 1-2-0 3-10-0 6 •2x4 D 2-3-3 2Aa / I 4x6 3-10-0 G E F H BC 7-8-0 7-8-0 ALL PLATES ARE LOCK20 See Joint D For Typical Gable Plate Size and Placement Online Plus -- Version 19.0.028 RUN DATE: 07-SEP-06 CSI -Size- ----Lumber---- TC 0.05 2x 4 SP-#2 BC 0.13 2x 4 SP-#2 GW 0.02 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 7- 8- 0 BC Cont. 0- 0- 0 7- 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 Cont. Brg 0- 0- 0 to 7- 8- 0 805 208 Hz = 39 Robbins Engineering, Inc./Online Plus- ---------- Top Chords ---------- A -D 0.05 43 C 0.00 0.05 D -B 0.03 51 C 0.00 0.03 B -G 0.03 51 C 0.00 0.03 G -C 0.05 43 C 0.00 0.05 --------Bottom Chords --------- * -E 0.09 4 C 0.00 0.09 E -F 0.13 0 T 0.00 0.13 F -H 0.13 0 T 0.00 0.13 H -C 0.09 4 C 0.00 0.09 ----------Gable Webs ---------- E-D 0.02 136 C F -B 0.01 90 C H -G 0.02 136 C TL Defl 0.00" in H -C L/999 LL Defl 0.00" in F -H L/999 DL Defl 0.00" at L/999 Shear // Grain in A -E 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: HO 4-3 172-0 2x4 C Scale: 0.629" = 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. 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: 18-0 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 136 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 Membr CSI P Lbs Axl-CSI-Bnd FBC2004 Robbins Engineering, Inc./Online Plus" 0 1996-2006 Version 19.0.028 Engineering - Ponrail 9n2006 9:30*58 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering S2.K]3C2B GE3 1 TR 70800 6 1- 2- 0 1- 2- 0 ENGLE/S2K13C2B/M#4917 2-3-3 HO 4-3 TC 1-2-0 3-10-0 4x6 3-10-0 BC 7-8-0 7-8-0 ALL PLATES ARE LOCK20 See Joint D For Typical Gable Plato Size and Placement Online Plus -- Version 19.0.028 RUN DATE: 07-SEP-06 CSI -Size- ----Lumber---- TC 0.05 2x 4 SP-#2 BC 0.13 2x 4 SP-#2 GW 0.02 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 7- 8- 0 BC Cont. 0- 0- 0 7- 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 it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx Cont. Brg 0- 0- 0 to 7- 8- 0 805 208 Hz = 39 Membr CSI P Lbs Axl-CSI-Bnd Robbins Engineering, Inc./Online Plus- ---------- Top Chords ---------- A -D 0.05 43 C 0.00 0.05 D -B 0.03 51 C 0.00 0.03 B -G 0.03 51 C 0.00 0.03 G -C 0.05 43 C 0.00 0.05 --------Bottom Chords --------- A -E 0.09 4 C 0.00 0.09 E -F 0.13 0 T 0.00 0.13 F -H 0.13 0 T 0.00 0.13 H -C 0.09 4 C 0.00 0.09 ----------Gable Webs ---------- E-D 0.02 136 C F -B 0.01 90 C H -G 0.02 136 C TL Defl 0.00" in H -C L/999 LL Defl 0.00" in F -H L/999 DL Defl 0.00" at L/999 Shear // Grain in A -E 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 it 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 HO 4-3 1-2-0 Scale: 0.629" = 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. 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: 18-0 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 136 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 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 • Ponrail 9I7/2006 9.30 56 AM Pagel Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering ' S2K13CZB BHS 1*2P SP 471100 6 1- 2- 0 1- 3- 0 ENGLE/S2K13C2B/M#4917 HO 4-3 HO 1-10-11 0 0 0 0 N a O O TC '+ 22-0-0 11-0-0 _ 14-11-0 7x8 2x4 6x8 Y CC B GG KK M QQ UU C A4 11-4-3 2-0-OE 2-0-OD W:800 R:2168 U: 552 BC U 2Q 4 I \V I 4x6 4x6 ;7x8 u 5x6 00 U FF •2x4 PP 201S XX H J87 2x4 TT ZZ S4 4x6 2x4 N x D 3x6 W:700 R:1170 U: 261 27-8-0 20-3-0 47-11-0 EXCEPT AS SHOWN ALL PLATES ARE LOCK20, # = PLATE SELECTED IN PLATE MONITOR See • For Typical Gable Plate Size and Placement Scale: 0.136" = 1' Robbins Engineering, Inc./Online Plus - Hz = 294 Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI Online Plus -- Version 19.0.028 Membr CSI P Lbs Axl-CSI-Bnd L LOCK 3.Ox 6.0-1.1-0.6 0.55 RUN DATE: 07-SEP-06 ----------Top Chords---------- B LOCK 7.Ox 8.0 1.0-4.3 0.99 ••••••••••+•••• A -K 0.34 3953 C 0.02 0.32 C LOCK 6.Ox 8.0-1.4-3.8 0.82 • 2-Ply Truss • K -S1 0.34 3796 C 0.02 0.32 O LOCK 5.0x 6.0-0.3 0.2 0.82 ••••••+•••••••• Sl-L 0.28 3684 C 0.02 0.26 P LOCK 7.Ox 8.0 0.5-0.8 1.00 L -Q 0.27 2962 C 0.01 0.26 I LOCK 5.Ox 6.0 Ctr-0.2 0.51 CSI -Size- ----Lumber---- Q -B 0.67 2788 C 0.01 0.66 E# RHS 8.Oxl4.0 Ctr 1.2 0.78 TC 0.68 2x 4 SP-#2 B -M 0.68 1989 T 0.18 0.50 R LOCK 5.0x 8.0 Ctr-0.2 0.71 BC 0.48 2x 6 SP-#2 M -C 0.68 1984 T 0.18 0.50 CW 0.70 2x 4 SP-#3 C -N 0.35 1124 C 0.00 0.35 # = Plate Monitor used WB 0.76 2x 4 SP-#3 N -S2 0,10 1120 C 0.00 0.10 19 Gable studs to be attached S2-T 0.19 1197 C 0.00 0.19 with 2.Ox4.0 plates each end. Brace truss as follows: T -O 0.19 1198 C 0.00 0.19 O.C. From To --------Bottom Chords--------- REFER TO ROBBINS ENG. GENERAL TC Cont. 0- 0- 0 47-11- 0 A -J 0.35 3543 T 0.23 0.12 NOTES AND SYMBOLS SHEET FOR BC Cont. 0- 0- 0 47-11- 0 J -S3 0.26 2943 T 0.10 0.16 ADDITIONAL SPECIFICATIONS. WB 1 rows CLB on B -E S3-P 0.27 2943 T 0.10 0.17 Attach CLB with (2)-10d nails P -I 0.48 1132 T 0.07 0.41 NOTES: at each web. I -F 0.41 167 C 0.00 0.41 Trusses Manufactured by: E -H 0.22 350 C 0.00 0.22 East Coast Lumber Loading Live Dead (psf) H -S4 0.22 351 C 0.00 0.22 Analysis Conforms To: TC 20.0 15.0 S4-R 0.16 351 C 0.00 0.16 FBC2004 BC 0.0 5.0 R -S 0.12 1086 T 0.07 0.05 2 COMPLETE TRUSSES REQUIRED. Total 20.0 20.0 40.0 S -D 0.11 269 T 0.00 0.11 Fasten together in staggered Spacing 24.0" ---------- Chord-Wobs---------- pattern. (1/2" bolts -OR- Lumber Duration Factor 1.25 F -E 0.70 727 T 0.10 0.60 SDS3 screws -OR- 10d nails Plate Duration Factor 1.25 E -M 0.09 687 C 0.01 0.09 as each layer is applied.) TC Fb=1.00 Fc=1.00 Ft=1.00 -------------Webs------------- ----Spacing (In) ---- BC Fb=1.00 Fc=1.00 Ft=1.00 K -J 0.04 468 C Rows Nails Screws Bolts J -L 0.10 671 T TC 1 12 24 0 Load Case # 1 Standard Loading L -P 0.11 777 C BC 2 12 24 0 Lumber Duration Factor 1.25 P -Q 0.03 243 T WB 1 8 8 Plato Duration Factor 1.25 P -B 0.76 4763 T Web Connection Exception -- plf - Live Dead From To I -B 0.21 1400 T Use 4" spacing for screws or TC V 40 30 0.0' 47.9' B -E 0.55 5860 C 1 Br nails on the following webs BC V 0 10 0.0' 47.9' I -E 0.22 1380 T P- B B- E E- C BC V ISO 150 18.7' 28.7' E -C 0.68 3278 C Plus clusters of nails where BC V BO 80 28.7' 38.0' H -C 0.15 1096 T shown. BC V 1843 1843 18.7' CL-LB C -R 0.36 2262 T OH Loading BC V 601 601 38.0' CL-LB R -N 0.02 252 C Soffit psf 2.0 R -T 0.02 197 C Design checked for LL on BC S -T 0.02 334 C per BOCA (section 1606.2.3), Plus 6 Wind Load Caso(s) S -O 0.18 1142 T IBC/IRC-2003 and FBC 2004 Plus 2 Unbalanced Load Cases D -O 0.08 1036 C WindLd (section 1607.1), 20.0 psf. Plus 1 UBC LL Load Case(s) Design checked for 10 psf non- TL Defl -0.18" in S3-P L/999 concurrent LL on BC. Chocked for NonConcurrent 200 LL Defl -0.09" in S3-P L/999 Prevent truss rotation at all Lbs Moving Point Load applied DL Defl -0.14" at S3 L/999 bearing locations. at Panel Points and Mid -panel Shear // Grain in I -F 0.40 Refer to Gen Dot 3 series for on BC web bracing and plating. Plates for each ply each face. NOTE: USER MODIFIED PLATES Jt React Uplft Size Roq'd PLATING CONFORMS TO TPI. This design may have plates Lbs Lbs In-Sx In-Sx REPORTS: SBCCI 9761 selected through a plate A 2169 552 8- 0 1- 8 ROBBINS ENGINEERING, INC. monitor. Hz = -259 BASED ON SP LUMBER Wind Loads - ANSI / ASCE 7-02 E 10208 2788 4- 0 5- 8 •• USING GROSS AREA TEST. Truss is designed as a Main D 1171 261 7- 0 1- 8 Plate - LOCK 20 Ga. Gross Area Wind -Force Resistance System. Robbins Engineering. Inc./Online Plus"' 0 1996-2006 Version 19.0.028 Engineering - Portrait 9/7/2006 943 39 AtA Page 1 of 2 Job SM13UB Mark BHS Quan Type Span P1-H1 Left OH Right OH 1*2P SP 471100 6 1- 2- 0 1- 3- 0 Engineering Conr. ENGLE/S2K13C2B/M#4917 Wind Speed: 120 mph Mean Roof Height: 18-0 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 Chocked Load Factors = 1.00 and 0.00 Max comp. force 5860 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY MAURICE A. SHASHOUA, P.EA 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.lOnllne Plus" 0 1996-2006 Version 19 0 028 Engineering -Portrait 9/7/2006 9 43 39 AM Page 2 of 2 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SM13CM TSA 1 SP 471100 6 1- 2- 0 1- 3- 0 ENGLE/S2K13C2B/M#4917 HO 4-3 HO 1-10-11 0 0 0 0 N � O o TC 22-0-0 11-0-0 14-11-0 5x6 2x4 5x6 B M c /3x6 S22xq 6 L I N 11-4-3 3x8 2-0-OE 2.4 S1 5x6 2-0-OD K� O 5x4 3x6 y D A E 2- 0-Se G 2x4 ede� 5x10 3x8 8x8 W:700 • J S3 I F R:2229 W:800 3x6 5x16 4x12 2x4 U: 541 R:2211 U: 534 BC 28-0-0 19-11-0 47-11-0 ALL PLATES ARE LOCK20 Scale: 0.136" = 1' Online Plus -- Version 19.0.028 RUN DATE: 07-SEP-06 CSI -Size- ----Lumber---- TC 0.87 2x 4 SP-#2 EX S2-0 2x 4 SP-SS BC 1.00 2x 4 SP-#2 CW 0.82 2x 4 SP-#3 WB 0.92 2x 4 SP-#3 PB --- 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 47-11- 0 BC Cont. 0- 0- 0 47-11- 0 WB 1 rows CLB on L -I WB 1 rows CLB on E -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 at Panel Points and Mid -panel on BC it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 2211 535 8- 0 2-10 Hz = -260 D 2230 542 7- 0 2-10 Hz = 298 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -K 0.76 4012 C 0.27 0.49 K -S1 0.56 3830 C 0.10 0.46 Robbins Engineering, Inc./Online Plus- S1-L 0.72 3717 C 0.09 0.63 L -B 0.76 2822 C 0.16 0.60 B -M 0.51 2811 C 0.05 0.46 M -C 0.43 2820 C 0.05 0.38 C -S2 0.87 2897 C 0.21 0.66 S2-N 0.44 3013 C 0.04 0.40 N -0 0.58 3151 C 0.18 0.40 --------Bottom Chords --------- * -J 0.99 3586 T 0.30 0.69 J -S3 0.96 2979 T 0.50 0.46 S3-1 1.00 2979 T 0.50 0.50 I -F 0.67 112 C 0.00 0.67 E -S4 0.94 2456 T 0.41 0.53 S4-G 0.84 2456 T 0.41 0.43 G -D 0.86 270 T 0.00 0.86 ---------- Chord -Webs ---------- F -E 0.82 229 T 0.00 0.82 E -M 0.36 334 C 0.01 0.35 -------------Webs------------- * -J 0.14 436 C J -L 0.22 691 T L -I 0.28 846 C 1 Br I -B 0.24 299 T I -E 0.84 2634 T B -E 0.20 637 T E -C 0.23 720 T C -G 0.15 315 T G -N 0.28 551 C G -0 0.92 2881 T D -0 0.34 2099 C WindLd TL Defl -0.77" in S3-I L/730 LL Defl -0.53" in S3-I L/999 DL Defl -0.37" at S3 L/999 Shear // Grain in N -0 0.36 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area it Type Plt Size X Y JSI A LOCK 3.Ox 6.0 1.4 0.7 0.91 A LOCK 5.Ox 4.0 3.2 1.1 0.93 L LOCK 3.Ox 6.0-0.9-0.5 0.80 B LOCK 5.Ox 6.0 0.3-3.4 0.91 C LOCK 5.Ox 6.0-0.3-3.4 0.80 0 LOCK 5.Ox 6.0-0.3 0.2 0.92 S3 LOCK 5.0x16.0 Ctr 0.8 0.84 I LOCK 4.0x12.0 1.0 Ctr 0.99 E LOCK 5.Ox10.0 Ctr 0.8 0.86 G LOCK B.Ox 8.0 1.0 0.5 0.98 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 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: 18-0 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 4012 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER b SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 6 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Robbins Engineering, Inc./Online Plus- m 1996-2006 version 19 0 028 Engineering - Ponrait 9/7/2006 9:30:59 AM Page 1 Job ' S2,K13C2B Mark TSB Quan Type 1 SP Span 471100 P1-H1 6 Left OH Right OH 0 1- 3- o Engineering ENGLE/S2K13C2B/M#4917 HO 4-3 HO 1-10-11 0 0 TC 22-0-0 11-0-0 14-11-0 M 0 5x6 2x4 5x6 B M C 3x8 S2 6 3x6 L/ 2x4 N 3x10 11-4-3 S1 2-0-OE 2x4 5x6 2-0-OD O 5x4 D 3x6 E G x 2x4 A Sx10 2- O- 3x8 8x8 w:700 R J S3 I F R:2229 HGR 3x6 5x16 4x12 2x4 U: 541 R:2115 U: 512 BC 28-0-0 19-11-0 47-11-0 ALL PLATES ARE LOCK20 Scale: 0.137" = 1' Online Plus -- Version 19.0.028 RUN DATE: 07-SEP-06 CSI -Size- ----Lumber---- TC 0.87 2x 4 SP-112 EX S2-0 2x 4 SP-SS BC 1.00 2x 4 SP-#2 CW 0.82 2x 4 SP-#3 WB 0.92 2x 4 SP-#3 PB --- 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 47-11- 0 BC Cont. 0- 0- 0 47-11- 0 WB 1 rows CLB on L -I WB 1 rows CLB on E -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 at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 2115 513 3- 8 2- 8 Hz = -260 D 2230 542 7- 0 2-10 Hz = 298 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -K 0.76 4012 C 0.27 0.49 K -S1 0.66 3802 C 0.23 0.43 Robbins Engineering, Inc./Online Plus- S1-L 0.72 3689 C 0.09 0.63 L -B 0.76 2822 C 0.16 0.60 B -M 0.51 2811 C 0.05 0.46 M -C 0.43 2820 C 0.05 0.38 C -S2 0.87 2897 C 0.21 0.66 S2-N 0.44 3013 C 0.04 0.40 N -0 0.58 3151 C 0.18 0.40 --------Bottom Chords --------- * -J 0.99 3586 T 0.30 0.69 J -S3 0.96 2979 T 0.50 0.46 S3-I 1.00 2979 T 0.50 0.50 I -F 0.67 112 C 0.00 0.67 E -S4 0.94 2456 T 0.41 0.53 S4-G 0.84 2456 T 0.41 0.43 G -D 0.86 270 T 0.00 0.86 ---------- Chord -Webs ---------- F -E 0.82 229 T 0.00 0.82 E -M 0.36 334 C 0.01 0.35 ------------- Webs ------------- K -J 0.14 436 C J -L 0.22 691 T L -I 0.28 846 C 1 Br I -B 0.24 299 T I -E 0.84 2634 T B -E 0.20 637 T E -C 0.23 720 T C -G 0.15 315 T G -N 0.28 551 C G -O 0.92 2881 T D -O 0.34 2099 C WindLd TL Defl -0.77" in S3-I L/736 LL Defl -0.53" in S3-I L/999 DL Defl -0.37" at S3 L/999 Shear // Grain in N -O 0.36 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI A LOCK 3.Ox 6.0 1.4 0.7 0.91 A LOCK 5.0x 4.0 3.2 1.1 0.93 L LOCK 3.Ox 6.0-0.9-0.5 0.80 B LOCK 5.Ox 6.0 0.3-3.4 0.91 C LOCK 5.Ox 6.0-0.3-3.4 0.80 O LOCK 5.Ox 6.0-0.3 0.2 0.92 S3 LOCK 5.Ox16.0 Ctr 0.8 0.84 I LOCK 4.Oxl2.0 1.0 Ctr 0.99 E LOCK 5.Ox10.0 Ctr 0.8 0.86 G LOCK 8.Ox 8.0 1.0 0.5 0.98 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 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: 18-0 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 4012 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 - Ponrait 91712Oo6 9.31 00 Ann Page 1 Job S2K13C2B Mark H5C Quan 1 Type SP Span 491100 P1-H1 6 Left 1- 2- OH Right OH 0 1- 3- 0 I EiigMeering ENGLE/S2K13C2B/M#4917 HO 4-3 o In o + HO 1-10-11 o In N ,-r TC '' 3-0-1 "' 19-0-0 10-11-15 14-11-1 rn 6x8 2x4 6x6 D Q E 4x6 3x8 Z S2 6 6 2x4 4x6 R 3x10 Y 7 11-4-4 S1 3x6 2x4 2-0-OG 2-0-OF U X 6x6 S 6x10 6x8 5.6 B C 6 5x6 _ " F A G 54 I 2x4 �1'1/ - 6x10 4x8 8x10 T N M W S3 V K H x 3x4!:4x6 5x6 4xl2 4x8 4x6 4x14 2x4 W:700 R:2385 W:800 U: 576 R:3710 U: 932 BC 30-0-0 19-11-0 49-11-0 ALL PLATES ARE LOCK20 Scale: 0.130" = 1' Robbins Engineering, Inc./Online Plus' Hz = -260 Plates for each ply each face. F 2385 577 7- 0 2-13 PLATING CONFORMS TO TPI. Online Plus -- Version 19.0.028 Hz = 297 REPORTS: SBCCI 9761 RUN DATE: 07-SEP-06 ROBBINS ENGINEERING, INC. Mambr CSI P Lbs Axl-CSI-Bnd BASED ON SP LUMBER CSI -Size- ----Lumbar---- ----------Top Chords---------- USING GROSS AREA TEST. TC 0.65 2x 4 SP-SS A -U 0.74 6737 C 0.31 0.43 Plate - LOCK 20 Ga, Gross Area EX A -B 2x 4 SP-#2 U -B 0.70 6196 C 0.27 0.43 Plate - RHS 20 Ga, Gross Area EX S1-D 2x 4 SP-112 B -C 0.55 7697 C 0.25 0.30 Jt Type Plt Size X Y JSI EX D -E 2x 4 SP-#2 C -X 0.63 5805 C 0.23 0.40 A LOCK 5.Ox 6.0 2.0 0.9 0.98 BC 0.99 2x 4 SP-#2 X -S1 0.33 5877 C 0.15 0.18 A LOCK 5.Ox 6.0 2.8 1.3 0.96 EX A -S3 2x 6 SP-SS S1-Y 0.46 5800 C 0.23 0.23 B LOCK 6.0x10.0 1.5-4.1 0.93 EX S3-H 2. 6 SP-112 Y -Z 0.35 3713 C 0.14 0.21 C LOCK 6.Ox 8.0 Ctr 0.5 0.90 Cw 0.85 2x 4 SP-#3 Z -D 0.37 3012 C 0.05 0.32 Y LOCK 4.Ox 6.0-0.7-0.3 0.81 WB 0.99 2x 4 SP-#3 D -Q 0.49 3157 C 0.10 0.39 D LOCK 6.Ox 8.0 0.9-3.8 0.75 P8 --- 2x 4 SP-#3 Q -E 0.46 3165 C 0.06 0.40 E LOCK 6.Ox 6.0-0.9-3.6 0.77 E -S2 0.57 3157 C 0.19 0.38 S LOCK 6.Ox 6.0-0.5 0.3 0.97 Brace truss as follows: S2-R 0.44 3273 C 0.04 0.40 T LOCK 3.Ox 4.0 Ctr-0.8 0.68 O.C. From To R -S 0.65 3411 C 0.22 0.43 M LOCK 5.Ox 6.0-0.5 Ctr 0.89 TC Cont. 0- 0- 0 49-11- 0 --------Bottom Chords--------- K LOCK 4.Oxl4.0 0.5 Ctr 0.96 BC Cont. 0- 0- 0 49-11- 0 A -T 0.61 5949 T 0.37 0.24 G LOCK 6.0x10.0 Ctr 1.2 0.97 WB 1 rows CLB on Y -V T -N 0.61 5949 T 0.37 0.24 S4 LOCK 4.Ox 8.0 Ctr 0.2 0.75 WB 1 rows CLB on Z -K N -M 0.67 5639 T 0.35 0.32 I LOCK 8.0x10.0 0.5 0.5 0.97 WB 1 rows CLB on G -Q M -W 0.81 7860 T 0.49 0.32 Attach CLB with (2)-10d nails W -S3 0.35 4027 T 0.25 0.10 at each web. S3-V 0.66 4027 T 0.24 0.42 REFER TO ROBBINS ENG. GENERAL V -K 0.53 3318 T 0.40 0.13 NOTES AND SYMBOLS SHEET FOR Loading Live Dead (psf) K -H 0.22 120 C 0.00 0.22 ADDITIONAL SPECIFICATIONS. TC 20.0 15.0 G -S4 0.99 2707 T 0.45 0.54 BC 0.0 5.0 S4-I 0.87 2707 T 0.45 0.42 NOTES: Total 20.0 20.0 40.0 I -F 0.86 270 T 0.00 0.86 Trusses Manufactured by: Spacing 24.0" ---------- Chord -Webs ---------- East Coast Lumber Lumber Duration Factor 1.25 H -G 0.85 222 T 0.00 0.85 Analysis Conforms To: Plate Duration Factor 1.25 G -Q 0.34 378 C 0.01 0.33 FBC2004 TC Fb=1.15 Fc=1.10 Ft=1.10 -------------Webs------------- OH Loading BC Fb=1.10 Fc=1.10 Ft=1.10 T -U 0.26 943 T Soffit psf 2.0 U -N 0.06 494 C Design checked for LL on BC Load Case # 1 BOCA Loading N -B 0.26 820 T per BOCA (section 1606.2.3), Lumber Duration Factor 1.25 B -M 0.85 2658 T IBC/IRC-2003 and FBC 2004 Plate Duration Factor 1.25 M -C 0.34 2177 C (section 1607.1), 20.0 psf. plf - Live Dead From To C -W 0.99 2727 C Design chocked for 10 psf non- TC V 40 30 0.0' 49.9' W -X 0.10 450 C concurrent LL on BC. BC V 0 10 0.0' 49.9' W -Y 0.62 1947 T Prevent truss rotation at all BC V 40 0 12.8' 16.2' Y -V 0.31 1149 C 1 Br bearing locations. BC V 40 0 19.5' 22.0' V -Z 0.36 1130 T Wind Loads - ANSI / ASCE 7-02 BC V 40 0 32.2' 37.7' Z -K 0.49 1284 C 1 Br Truss is designed as a Main BC V 724 724 1.9' CL-LB K -D 0.26 286 T Wind -Force Resistance System. K -G 0.95 2962 T Wind Speed: 120 mph D -G 0.27 857 T Mean Roof Height: 18-0 Plus 6 Wind Load Case(s) G -E 0.29 907 T Exposure Category: B Plus 1 UBC LL Load Case(s) E -I 0.14 298 T Occupancy Factor : 1.00 I -R 0.28 554 C Building Type: Enclosed Checked for NonConcurrent 200 I -S 0.99 3116 T Zone location: Exterior Lbs Moving Point Load applied F -S 0.36 2254 C WindLd TC Dead Load 7.0 psf at Panel Points and Mid -panel BC Dead Load 3.0 psf on BC TL Defl -0.88" in G -S4 L/659 Max comp, force 7697 Lbs LL Defl -0.57" in G -S4 L/999 Quality Control Factor 1.00 Jt React Uplft Size Req'd DL Defl -0.53" at S3 L/999 Lbs Lbs In-Sx In-Sx Shear // Grain in U -B 0.51 FABRICATOR NOTES: A 3710 932 8- 0 4- 6 1. EAST COAST LUMBER 6 SUPPLY Robbins Engineering, Inc./Online Plus'" 0 1996-2006 Version 19.0 028 Engineering - Portrait 9/72006 9. 31'00 AM Page I of 2 Job S2,K13C2B Mark H5C Quan Type Span P1-H1 Left OH Right OH 1 SP 491100 6 1- 2- 0 1- 3- 0 Engineering Cont. ENGLE/S2K13C2B/M#4917 MAURICE A. SHASHOUA, P.EA EB5251 6 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. DESIGNER: JLW Robbins Engineering, Inc./Online Plus"' 0 1996-2006 Version 19 0 028 Engineering - Portrait 9/7/2006 9:31 00 AM Page 2 of 2 Job Mark Quart Type Span P1-H1 Left OH Right OH Engineering • S2 IJUB HSD 1 SP 491100 6 1- 2- 0 1- 3- 0 ENGLE/S2K13C2B/M#4917 HO 4-3 Ho 1-10-11 0 in o o . 0 TC '" 5-0-1 "' 17-0-0 10-11-15 14-11-1 6x8 2x4 6x6 D Q E 3x8 6 4x6 S2 6 P 2x4 3x8 R 3x6 S1 11-4-4 p 2-0-OG \/ 6x6 2-0-OF 6x6 7x8 S 6 B C 3A6/ \ / G S4 �c F �- 0- 0 22x4 6x10 4x8 8x10 W:700 M L S3 K H R:2344 W:800 6x8 4x64x8 4x12 2x4 U: 563 R:2336 U: 556 BC 30-0-0 19-11-0 49-11-0 ALL PLATES ARE LOCK20 Scale: 0.130" = 1' Robbins Engineering, Inc./Online Plus- 0 -S1 0.33 4148 C 0.07 0.26 M LOCK 6.Ox 8.0-0.5 Ctr 0.94 S1-P 0.36 4060 C 0.10 0.26 L LOCK 4.Ox 6.0-0.4 Ctr 0.86 Online Plus -- Version 19.0.028 P -D 0.37 2901 C 0.05 0.32 S3 LOCK 4.Ox 8.0 Ctr 0.2 0.96 RUN DATE: 07-SEP-06 D -Q 0.46 3067 C 0.10 0.36 K LOCK 4.Ox12.0 0.5 Ctr 0.98 Q -E 0.47 3076 C 0.06 0,41 G LOCK 6.Ox10.0 Ctr 1.2 0.94 CSI -Size- ----Lumber---- E -S2 0.98 3090 C 0.25 0.73 S4 LOCK 4.Ox 8.0 Ctr 0.2 0.75 TC 0.98 2x 4 SP-#2 S2-R 0.45 3206 C 0.04 0.41 I LOCK 8.0x10.0 0.5 0.5 0.97 EX C -S1 2x 4 SP-SS R -S 0.63 3344 C 0.21 0.42 EX S2-S 2x 4 SP-SS --------Bottom Chords --------- BC 0.98 2x 4 SP-#2 A -M 0.44 3911 T 0.33 0.11 REFER TO ROBBINS ENG. GENERAL EX A -S3 2x 4 SP-SS M -L 0.61 4053 T 0.35 0.26 NOTES AND SYMBOLS SHEET FOR CW 0.84 2x 4 SP-#3 L -S3 0.54 3258 T 0.28 0.26 ADDITIONAL SPECIFICATIONS. WB 0.98 2x 4 SP-#3 S3-K 0.88 3258 T 0.27 0.61 PB --- 2x 4 SP-#3 K -H 0.47 114 C 0.00 0.47 NOTES: G -S4 0.98 2642 T 0.44 0.54 Trusses Manufactured by: Brace truss as follows: S4-I 0.86 2642 T 0.44 0.42 East Coast Lumber O.C. From To I -F 0.86 270 T 0.00 0.86 Analysis Conforms To: TC Cont. 0- 0- 0 49-11- 0 ---------- Chord -Webs ---------- FBC2004 BC Cont. 0- 0- 0 49-11- 0 H -G 0.84 219 T 0.00 0.84 OH Loading WB 1 rows CLB on P -K G -Q 0.34 370 C 0.01 0.33 Soffit psf 2.0 14B 1 rows CLB on K -D -------------Webs------------- Design checked for LL on BC WB 1 rows CLB on G -Q B -M 0.74 2337 T per BOCA (section 1606.2.3), Attach CLB with (2)-10d nails M -C 0.53 2979 C IBC/IRC-2003 and FBC 2004 at each web. M -0 0.51 1618 T (section 1607.1), 20.0 psf. 0 -L 0.48 896 C Design checked for 10 psf non - Loading Live Dead (psf) L -P 0.37 1169 T concurrent LL on BC. TC 20.0 15.0 P -K 0.45 1142 C 1 Br Prevent truss rotation at all BC 0.0 5.0 K -D 0.06 205 T 1 Br bearing locations. Total 20.0 20.0 40.0 K -G 0.91 2862 T Wind Loads - ANSI / ASCE 7-02 Spacing 24.0" D -G 0.28 880 T Truss is designed as a Main Lumber Duration Factor 1.25 G -E 0.27 858 T Wind -Force Resistance System. Plate Duration Factor 1.25 E -I 0.15 305 T Wind Speed: 120 mph TC Fb=1.15 Fc=1.10 Ft=1.10 I -R 0.28 554 C Mean Roof Height: 18-0 BC Fb=1.10 Fc=1.10 Ft=1.10 I -S 0.98 3056 T Exposure Category: B F -S 0.36 2214 C WindLd Occupancy Factor : 1.00 Building Type: Enclosed Plus 6 Wind Load Case(s) TL Defl -0.86" in G -S4 L/681 Zone location: Exterior Plus 1 UBC LL Load Case(s) LL Defl -0.57" in G -S4 L/999 TC Dead Load 7.0 psf Plus 1 BC LL Load Case(s) DL Defl -0.44" at S3 L/999 BC Dead Load 3.0 psf Shear // Grain in R -S 0.36 Max comp, force 5824 Lbs Checked for NonConcurrent 200 Quality Control Factor 1.00 Lbs Moving Point Load applied Plates for each ply each face. at Panel Points and Mid -panel PLATING CONFORMS TO TPI. FABRICATOR NOTES: on BC REPORTS: SBCCI 9761 1. EAST COAST LUMBER 6 SUPPLY ROBBINS ENGINEERING, INC. MAURICE A. SHASHOUA, it React Uplft Size Req'd BASED ON SP LUMBER P.E.#EB5251 6 19554 Lbs Lbs In-Sx In-Sx USING GROSS AREA TEST. 5285 ST. LUCIE BLVD. A 2337 556 8- 0 2-12 Plate - LOCK 20 Ga, Gross Area FORT PIERCE FL. 34946 Hz = -260 Plate - RHS 20 Ga, Gross Area 2. !!!CAUTION!!! READ "SCSI-B1 F 2345 563 7- 0 2-12 it Type Plt Size X Y JSI SUMMARY SHEET" BEFORE Hz = 298 A LOCK 3.Ox 6.0 1.4 0.7 0.99 HANDLING , INSTALLING 6 A LOCK 5.Ox 6.0 4.2 1.5 0.81 BRACING TRUSSES. Membr CSI P Lbs Axl-CSI-Bnd B LOCK 6.Ox 6.0 0.9-3.6 0.88 3. SEE ATTACHED DETAIL SHEET ----------Top Chords---------- 0 LOCK 3.Ox 6.0-1.1-0.5 0.88 FOR: 1-JACK NAILS. A -B 0.42 4387 C 0.13 0.29 D LOCK 6.Ox 8.0 0.9-3.8 0.75 2-TBRACE. 3-BEARING BLOCK. B -C 0.72 5243 C 0.19 0.53 E LOCK 6.Ox 6.0-0.9-3.6 0.77 4. DESIGNER: JLW C -0 0.77 5824 C 0.33 0.44 S LOCK 6.Ox 6.0-0.5 0.3 0.97 Robbins Engineering. Inc./Online Plus'" 0 1996-2006 Version 19 0 028 Engineering - Portrait 9/72006 9:31:01 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH I Engineering S2K13C2B G6 1 HHIP 30000 6 0 0 ENGLE/S2K13C2B/M#4917 HO 4-3 HO 1-3-7 TC 1-10-7 1-1-9 6 4x6 3x4 1-3-7 Online Plus -- Version 19.0.028 RUN DATE: 07-SEP-06 CSI -Size- ----Lumber---- TC 0.19 2x 4 SP-#2 BC 0.35 2x 6 SP-#2 WB 0.39 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 3- 0- 0 BC Cont. 0- 0- 0 3- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0' Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.00 Fc=1.00 Ft=1.00 BC Fb=1.00 Fc=1.00 Ft=1.00 Load Case # 1 Girder Loading Lumber Duration Factor 1.25 Plate Duration Factor 1.25 plf - Live Dead From To TC V 40 30 0.0' 3.0' BC V 0 10 0.0' 3.0' BC V 460 460 0.0' 3.0' TC V -40 -30 2.0' 3.0' BC V 0 -10 2.0' 3.0' BC V 13 13 2.0' 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 �\ E 3x6 W:800 HGR R:1497 R:1448 U: 400 U: 392 BC 3-0-0 3-0-0 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus'" Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 1498 400 8- 0 1-12 Hz = 53 D 1449 393 3- 8 1-11 Hz = 70 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- * -B 0.19 880 C 0.00 0.19 B -C 0.07 845 C 0.07 0.00 --------Bottom Chords --------- A -E 0.35 845 T 0.11 0.24 E -D 0.08 62 T 0.00 0.08 ------------- Webs ------------- E -B 0.06 229 T E -C 0.39 1246 T D -C 0.14 898 C WindLd TL Defl -0.01" in A -E L/999 LL Defl -0.01" in A -E L/999 DL Defl 0.00" at L/999 Shear // Grain in A -E 0.61 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI C LOCK 3.Ox 4.0-0.5 Ctr 0.98 E LOCK 3.Ox 6.0 0.5-0.8 0.84 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Scale: 0.765" = 1 Analysis Conforms To: FBC2004 Girder Half Hip Framing King Jacks Jack Open Faced Setback 2- 0- 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: 18-0 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 898 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 - Portrait 9/72006 9:31:02 Ain Page t Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering • SM13M BH% 1 SP 491100 6 1- 2- 0 1- 3- 0 ENGLE/S2K13C2B/M#4917 HO 4-3 HO 1-10-11 0 0 0 0 N M O O TC '" 22-0-1 12-11-14 14-11-1 6x6 2x4 6x6 LL B PP TT ZZ AS M C o-o-o- 3 x 8 BB HH/ S2 3.6 DD� I #6x8 L e N 3x8 X Fy/ UU 11-4-4 6 Sl T JD 2x4 p /II�/ MM 2-0-OD K /I I ��YZ EE INN AO 20x4 5x4 A6 "� �V� - 3x6 A II 2 IE S4 2- 0- 0 Gl RQly-.11 _ 6x10 3x8 3x6 w:800x6 S J W AA CC FF KK I 00 SS vv Al A7 F R:2098 W:800 3x6 S3 GG 6x8 A3 2x4 U: 563 R:2092 •2x4 Sxl6 JJ XX A8 U: 556 YY A4 A9 BO BC 30-0-0 19-11-0 ' 49-11-0 ALL PLATES ARE LOCK20, # = PLATE SELECTED IN PLATE MONITOR See - For Typical Gable Plate Size and Placement Scale: 0.130" = 1' Robbins Engineering, Inc./Online Plus' B -M 0.79 2640 C 0.14 0.65 REFER TO ROBBINS ENG. GENERAL M -C 0.50 2644 C 0.04 0.46 NOTES AND SYMBOLS SHEET FOR Online Plus -- Version 19.0.028 C -S2 0.81 2666 C 0.17 0.64 ADDITIONAL SPECIFICATIONS. RUN DATE: 07-SEP-06 S2-N 0.83 2780 C 0.05 0.78 N -0 0.80 96 T 0.02 0.78 NOTES: CSI -Size- ----Lumber---- --------Bottom Chords--------- Trusses Manufactured by: TC 0.83 2x 4 SP-#2 A -J 0.53 3338 T 0.16 0.37 East Coast Lumber BC 0.55 2x 4 SP-SS J -S3 0.41 2788 T 0.14 0.27 Analysis Conforms To: EX S3-F 2x 4 SP-#2 S3-I 0.97 2788 T 0.27 0.70 FBC2004 EX E -S4 2x 4 SP-#2 I -F 0.87 Ill C 0.00 0.87 OH Loading Cw 0.83 2x 4 SP-#3 E -S4 0.90 2279 T 0.22 0.68 Soffit psf 2.0, wB 0.97 2x 4 SP-#3 S4-G 0.40 2279 T 0.10 0.30 Design checked for LL on BC PB --- 2x 4 SP-#3 G -D 0.55 2411 T 0.11 0.44 per BOCA (section 1606.2.3), ---------- Chord -Webs ---------- IBC/IRC-2003 and FBC 2004 Brace truss as follows: F -E 0.83 239 T 0.01 0.82 (section 1607.1), 20.0 psf. O.C. From To E -M 0.30 454 C 0.00 0.30 Design checked for 10 psf non- TC Cont. 0- 0- 0 49-11- 0 -------------Webs------------- concurrent LL on BC. BC Cont. 0- 0- 0 49-11- 0 K -J 0.14 451 C Prevent truss rotation at all WB 1 rows CLB on L -I J -L 0.21 571 T bearing locations. WB 1 rows CLB on N -D L -1 0.25 769 C 1 Br Refer to Gen Det 3 series for WB 1 rows CLB on E -M I -B 0.24 393 T web bracing and plating. Attach CLB with (2)-10d nails I -E 0.75 2347 T NOTE: USER MODIFIED PLATES at each web. B -E 0.23 504 T This design may have plates E -C 0.27 721 T selected through a plate Loading Live Dead (psf) C -G 0.16 310 T monitor. TC 20.0 15.0 G -N 0.06 177 T Wind Loads - ANSI / ASCE 7-02 BC 0.0 5.0 N -D 0.97 2978 C 1 Br Truss is designed as a Main Total 20.0 20.0 40.0 D -0 0.03 208 C WindLd Wind -Force Resistance System. Spacing 24.0" Wind Speed: 120 mph Lumber Duration Factor 1.25 TL Defl -0.72" in I -F L/812 Mean Roof Height: 18-0 Plate Duration Factor 1.25 LL Defl -0.37" in I -F L/999 Exposure Category: B TC Fb=1.15 Fc=1.10 Ft=1.10 DL Defl -0.36" at S3 L/999 Occupancy Factor : 1.00 BC Fb=1.10 Fc=1.10 Ft=1.10 Shear // Grain in B -M 0.36 Building Type: Enclosed Zone location: Exterior Plates for each ply each face. TC Dead Load 7.0 psf Plus 6 Wind Load Case(s) PLATING CONFORMS TO TPI. BC Dead Load 3.0 psf Plus 1 UBC LL Load Case(s) REPORTS: SBCCI 9761 Max comp. force 3729 Lbs ROBBINS ENGINEERING, INC. Quality Control Factor 1.00 Checked for NonConcurrent 200 BASED ON SP LUMBER Lbs Moving Point Load applied USING GROSS AREA TEST. FABRICATOR NOTES: at Panel Points and Mid -panel Plate - LOCK 20 Ga, Gross Area 1. EAST COAST LUMBER 6 SUPPLY on BC Plate - RES 20 Ga, Gross Area MAURICE A. SHASHOUA, Jt Type Plt Size X Y JSI P.E.#EB5251 6 19554 Jt React Uplft Size Req'd A LOCK 3.Ox 6.0 1.4 0.7 0.84 5285 ST. LUCIE BLVD. Lbs Lbs In-Sx In-Sx A LOCK 5.Ox 4.0 3.2 1.1 0.78 FORT PIERCE FL. 34946 A 2093 556 8- 0 2- 8 L LOCK 3.Ox 6.0-0.9-0.5 0.73 2. !!!CAUTION!!! READ "SCSI-B1 Hz = -261 B LOCK 6.Ox 6.0 0.4-3.8 0.94 SUMMARY SHEET" BEFORE D 2099 563 8- 0 2- 8 C LOCK 6.Ox 6.0-0.9-3.6 0.77 HANDLING , INSTALLING 6 Hz = 298 N# LOCK 6.Ox 8.0 0.6-0.6 0.56 BRACING TRUSSES. S3 LOCK 5.Oxl6.0 Ctr 0.8 0.82 3. SEE ATTACHED DETAIL SHEET Membr CSI P Lbs Axl-CSI-Bnd I LOCK 6.Ox 8.0 0.5 Ctr 0.92 FOR: 1-JACK NAILS. ----------Top Chords---------- E LOCK 6.Ox10.0 Ctr 1.2 0.76 2-TBRACE. 3-BEARING BLOCK. A -K 0.80 3729 C 0.26 0.54 4. DESIGNER: JLW K -S1 0.60 3546 C 0.09 0.51 # = Plate Monitor used S1-L 0.66 3433 C 0.07 0.59 24 Gable studs to be attached L -B 0.64 2651 C 0.14 0.50 with 2.Ox4.0 plates each end. Robbins Engineering, Inc./Online Plus- 0 1996-2006 Version 19.0028 Engineering - Portrait 91712006 9.31,03 AM Page 1 Job Mark Quan Type Span P1-HI Left OH Right OH Engineering SM13C2B T7A 1 SP 491100 6 1- 2- 0 1- 3- 0 ENGLE/S2K13C2B/M44917 HO 4-3 0 0 N 0 TC '� 11-4-3 2-0-OE 2-0-OD 22-0-0 13-0-0 14-11-0 6x6 2x4 6x8 B CC C HO 1-10-11 0 0 m 0 .y 4 BC r AA z U : ., W:800 3x10 2x4 2x4R5x6 2x4V S2X 4x8 T 563 R:2295 5- 9- 0 2x4 5x12 2x4 U: 556 2x4 2x4 2x4 is- 9- 0 11- 3- 0 - 19-11- 0 - 13-0-0 36-11-0 49-11-0 ALL PLATES ARE LOCK20 Scale: 0.130" = 1' Robbins Engineering, Inc./Online P1us- L -BB 0.46 5382 C 0.28 0.18 J LOCK 3.0x10.0 2.5 Ctr 0.98 BB-B 0.31 3815 C 0.09 0.22 E LOCK 6.0x12.0 Ctr 1.2 0.85 Online Plus -- Version 19.0.028 B -CC 0.56 3142 C 0.06 0.50 AA LOCK 5.Ox 6.0-0.6 Ctr 0.88 RUN DATE: 07-SEP-06 CC-C 0.56 3142 C 0.06 0.50 S2 LOCK 5.Ox12.0 Ctr 0.8 0.91 C -S4 0.93 2968 C 0.23 0.70 S3 LOCK 4.Ox 8.0 Ctr 0.2 0.87 CSI -Size- ----Lumber---- S4-EE 0.77 3092 C 0.06 0.71 TC 0.93 2x 4 SP-H2 EE-P 0.80 2968 C 0.19 0.62 BC 0.97 2x 4 SP-#2 --------Bottom Chords--------- REFER TO ROBBINS ENG. GENERAL EX S2-S3 2x 4 SP-SS A -J 0.76 3761 T 0.31 0.45 NOTES AND SYMBOLS SHEET FOR CW 0.35 2x 4 SP-113 J -F 0.50 38 T 0.00 0.50 ADDITIONAL SPECIFICATIONS. WB 0.88 2x 4 SP-N3 E -AA 0.97 3802 T 0.63 0.34 EX J -E 2x 4 SP-N2 AA-S2 0.86 3117 T 0.52 0.34 NOTES: PB --- 2x 4 SP-#3 S2-Z 0.76 3117 T 0.13 0.63 Trusses Manufactured by: Z -FF 0.39 2670 T 0.23 0.16 East Coast Lumber Brace truss as follows: FF-S3 0.32 2678 T 0.23 0.09 Analysis Conforms To: O.C. From To S3-G 0.80 2678 T 0.23 0.57 FBC2004 TC Cont. 0- 0- 0 49-11- 0 G -D 0.59 271 T 0.00 0.58 OH Loading BC Cont. 0- 0- 0 49-11- 0 ---------- Chord -Webs ---------- Soffit psf 2.0 WB 1 rows CLB on B -Z F -E 0.28 226 T 0.00 0.28 Design checked for LL on BC WB 1 rows CLB on Z -CC E -L 0.35 370 C 0.00 0.35 per BOCA (section 1606.2.3), WB 1 rows CLB on FF-EE -------------Webs------------- IBC/IRC-2003 and FBC 2004 Attach CLB with (2)-10d nails J -K 0.28 1225 C (section 1607.1), 20.0 psf. at each web. J -E 0.72 3946 T Design checked for 10 psf non- K -E 0.34 1069 T concurrent LL on BC. Loading Live Dead (psf) E -BB 0.57 1780 T Prevent truss rotation at all TC 20.0 15.0 BB -AA 0.87 1140 C bearing locations. BC 0.0 5.0 AA-B 0.43 1337 T Wind Loads - ANSI / ASCE 7-02 Total 20.0 20.0 40.0 B -Z 0.07 153 C 1 Br Truss is designed as a Main Spacing 24.0" Z -CC 0.16 492 C 1 Br Wind -Force Resistance System. Lumber Duration Factor 1.25 Z -C 0.31 819 T Wind Speed: 120 mph Plate Duration Factor 1.25 FF-C 0.08 268 T Mean Roof Height: 18-0 TC Fb=1.15 Fc=1.10 Ft=1.10 FF-EE 0.07 194 C 1 Br Exposure Category: B BC Fb=1.10 Fc=1.10 Ft=1.10 G -EE 0.23 585 C Occupancy Factor : 1.00 G -P 0.88 2757 T Building Type: Enclosed D -P 0.35 2182 C WindLd Zone location: Exterior Plus 6 Wind Load Case(s) TC Dead Load 7.0 psf Plus 1 UBC LL Load Case(s) TL Defl -0.74" in E -AA L/787 BC Dead Load : 3.0 psf Plus 1 BC LL Load Case(s) LL Defl -0.41" in E -AA L/999 Max comp, force 5419 Lbs DL Defl -0.47" at S2 L/999 Quality Control Factor 1.00 Checked for NonConcurrent 200 Shear // Grain in S2-Z 0.44 Lbs Moving Point Load applied FABRICATOR NOTES: at Panel Points and Mid -panel Plates for each ply each face. 1. EAST COAST LUMBER 6 SUPPLY on BC PLATING CONFORMS TO TPI. MAURICE A. SHASHOUA, REPORTS: SBCCI 9761 P.E.#EB5251 6 19554 it React Uplft Size Req'd ROBBINS ENGINEERING, INC. 5285 ST. LUCIE BLVD. Lbs Lbs In-Sx In-Sx BASED ON SP LUMBER FORT PIERCE FL. 34946 A 2296 556 8- 0 2-11 USING GROSS AREA TEST. 2. !!!CAUTION!!! READ "BCSI-B1 Hz = -261 Plate - LOCK 20 Ga, Gross Area SUMMARY SHEET" BEFORE D 2316 563 8- 0 2-12 Plate - RHS 20 Ga, Gross Area HANDLING , INSTALLING 6 Hz = 299 it Type Plt Size X Y JSI BRACING TRUSSES. A LOCK 3.Ox 6.0 1.4 0.7 0.95 3. SEE ATTACHED DETAIL SHEET Membr CSI P Lbs Axl-CSI-Bnd A LOCK 4.Ox 6.0 4.2 1.6 0.94 FOR: 1-JACK NAILS. ----------Top Chords---------- BB LOCK 4.Ox 6.0-0.9-0.5 0.76 2-TBRACE. 3-BEARING BLOCK. A -K 0.63 4209 C 0.25 0.38 B LOCK 6.Ox 6.0 0.9-3.6 0.94 4. DESIGNER: JLW K -S1 0.75 5419 C 0.39 0.36 C LOCK 6.Ox 8.0-0.9-3.8 0.75 Sl-L 0.81 5327 C 0.39 0.42 P LOCK 6.Ox 6.0-0.5 0.3 0.94 Robbins Engineering, Inc./Online Plus" 0 1996-2006 Version 19.0,028 Engineering - Portrait gn2006 9:3t:04 AM Pagel Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering S2K]3C2B S7B 6 SP 491100 6 1- 2- 0 1- 3- 0 ENGLE/S2K13C2B/M#4917 HO 4-3 0 0 HO 1-10-11 0 0 N O TC " 22-0-0 13-0-0 14-11-0 r1 0 6x8 B 2x4 6x8 AA C 3x10 S2 4x6 3x6 3x10 K / O S1 11-4-3 Sx6 6 2-0-OE J 6x6 2-0-OD P 3x8 3x6 Sx6 EE 3x8 R D A E / CC BB T V 2x4 SPL R X 3x6 2- 0- FO 7x6 22 DO 6x12 3x8 S4 W:80px4 --'- 2x4 Z 20G-RHS-3x10 R:2390 W:800 3 2x4Q y U 2x4W 5x10S U: 563 R:2323 3x6 2x4 U: 555 33 2x4 2x4 20G-RHS-3xlO 2x4 2x4 is- 9- 0 11- 3- 0 - 19-11- 0 BC B-8-0 41-3-0 49-11-0 - EXCEPT AS SHOWN ALL PLATES ARE LOCK20 Scale: 0.130" = 1' Online Plus -- Version 19.0.028 RUN DATE: 07-SEP-06 CSI -Size- ----Lumber---- TC 0.76 2x 4 SP-112 EX A -S1 2x 4 SP-SS EX S2-P 2x 4 SP-SS BC 0.96 2x 4 SP-#2 EX A -E 2x 4 SP-SS EX E -S3 2x 4 SP-SS WB 0.93 2x 4 SP-1113 WG --- 2x 6 SP-112 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 49-11- 0 BC Cont. 0- 0- 0 49-11- 0 WB 1 rows CLB on J -CC WB 1 rows CLB on K -Y WB 1 rows CLB on B -Z WB 1 rows CLB on Z -AA WB 1 rows CLB on X -0 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 Robbins Engineering, Inc./Online Plus`" A -EE 0.35 7213 C 0.22 0.13 EE-J 0.71 7578 C 0.40 0.31 J -S1 0.24 5006 C 0.10 0.14 S1-K 0.76 4909 C 0.34 0.42 * -B 0.61 3568 C 0.20 0.41 B -AA 0.60 3201 C 0.06 0.54 AA-C 0.60 3201 C 0.06 0.54 C -S2 0.43 3059 C 0.07 0.36 S2-0 0.42 3167 C 0.04 0.38 O -P 0.79 3152 C 0.23 0.56 --------Bottom Chords --------- A -DD 0.76 6531 T 0.56 0.20 DD-E 0.77 6590 T 0.57 0.20 E -CC 0.65 6690 T 0.57 0.08 CC-S3 0.46 4408 T 0.38 0.08 S3-Y 0.96 4408 T 0.74 0.22 Y -Z 0.75 3181 T 0.53 0.22 Z -X 0.67 2732 T 0.45 0.22 X -S4 0.69 2840 T 0.47 0.22 S4-F 0.73 2840 T 0.24 0.49 F -D 0.66 271 T 0.00 0.66 ------------- Webs ------------- DD-EE 0.03 212 C EE-E 0.13 416 T E -J 0.53 1681 T J -CC 0.54 2454 C 1 Br CC-K 0.34 1079 T K -Y 0.51 1537 C 1 Br Y -B 0.36 1122 T B -Z 0.07 161 C 1 Br Z -AA 0.17 516 C 1 Br Z -C 0.33 812 T X -C 0.09 285 T X -O 0.07 225 C 1 Br F -O 0.21 461 C F -P 0.93 2904 T D -P 0.36 2255 C WindLd TL Defl -1.02" in S3-Y L/571 LL Defl -0.59" in S3-Y L/989 DL Defl -0.65" at S3 L/895 Hz Disp LL DL TL Jt D 0.27" 0.21" 0.48" Shear // Grain in 0 -P 0.37 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 2324 556 8- 0 2-12 BASED ON SP LUMBER Hz = -261 USING GROSS AREA TEST. D 2391 564 8- 0 2-13 Plate - LOCK 20 Ga, Gross Area Hz = 299 Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI Membr CSI P Lbs Axl-CSI-Bnd A LOCK 3.Ox 8.0 2.9 1.5 0.94 ----------Top Chords---------- A LOCK 5.Ox 6.0 6.9 2.8 0.92 Robbins Engineering, Inc./Online Plus"' 0 1996-2006 Version 19 0 028 Engineering - Ponrail 9/7/2006 9:31:04 AM Page 1 B LOCK 6.Ox 8.0 0.9-3.8 0.75 C LOCK 6.Ox 8.0-0.9-3.8 0.75 P LOCK 6.Ox 6.0-0.5 0.3 0.94 E LOCK 6.Ox12.0 Ctr-0.5 1.00 CC LOCK 3.Ox 8.0-0.5 Ctr 0.92 Z LOCK 5.Ox10.0 1.0-0.5 0.88 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 chocked 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: 18-0 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 7578 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 6 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering • SMI302B S7C 1 SP 491100 6 1- 2- 0 1- 3- 0 ENGLE/S2K13C2B/M#4917 HO 4-3 HO 1-10-11 0 0 0 0 N m O 0 TC " 22-0-0 13-0-0 14-11-0 6x6 2x4 6x6 H AA C a 3x8 4x6 S2 5.6 3x10 K 0 S1 11-4-3 5x6 6 2-0-OE J 2x4 2-0-OD 3x6 P 3x8 II 5x6 3xBZZ_ p S4 Fx D A HH E JJ S3 BB II FF ( DD az8 4x83x6 61 2- 0- 0 55 6x16 3x8 5x16 W:80px6 ={ 2x4 H SS R:2459 W:800 3 CC 3x62x4 EE 5x10 U: 563 R:2368 2x4 U: 555 2x4 GG 2x4 2x4 2x4 18- 9- 0 - 7- 7- 0 - 23- 7- 0 BC 8-8-0 41-3-0 49-11-0 ALL PLATES ARE LOCK20 Scale: 0.130" = 1' Online Plus -- Version 19.0.028 RUN DATE: 07-SEP-06 CSI -Size- --Lumber ---- TC 0.79 2x 4 SP-SS Ex B -C 2x 4 SP-02 EX S2-P 2x 4 SP-#2 BC 0.80 2x 4 SP-SS WB 0.69 2x 4 SP-113 WG --- 2x 6 SP-#2 PB --- 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 49-11- 0 BC Cont. 0- 0- 0 49-11- 0 WB 1 rows CLB on J -JJ WB 1 rows CLB on K -H WB 1 rows CLB on B -Z WB 1 rows CLB on Z -AA WB 2 rows CLB on O -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) Robbins Engineering, Inc./Online P1us- J -S1 0.17 5386 C 0.12 0.05 S1-K 0.40 5305 C 0.11 0.29 K -B 0.79 3675 C 0.31 0.48 B -AA 0.65 3256 C 0.16 0.49 AA-C 0.54 3256 C 0.07 0.47 C -S2 0.74 3223 C 0.25 0.49 S2-0 0.82 3346 C 0.07 0.75 O -P 0.77 89 T 0.02 0.75 --------Bottom Chords --------- A -HH 0.80 6738 T 0.58 0.22 HH-E 0.80 6795 T 0.58 0.22 E -JJ 0.70 6812 T 0.58 0.12 JJ-S3 0.58 4773 T 0.41 0.17 S3-H 0.57 4773 T 0.41 0.16 H -S5 0.42 3270 T 0.28 0.14 S5-Z 0.53 3270 T 0.28 0.25 Z -S4 0.50 2761 T 0.23 0.27 S4-F 0.57 2761 T 0.23 0.34 F -D 0.58 2849 T 0.24 0.34 ------------- Webs ------------- HH-II 0.03 206 C II-E 0.10 333 T E -J 0.54 1706 T J -JJ 0.44 2254 C 1 Br JJ-K 0.37 1171 T K -H 0.63 1758 C 1 Br H -B 0.36 1142 T B -Z 0.08 180 C 1 Br Z -AA 0.15 447 C 1 Br Z -C 0.28 871 T C -F 0.10 293 T F -O 0.06 165 T O -D 0.69 3551 C 2 Br D -P 0.03 187 C WindLd TL Defl -1.07" in JJ-S3 L/545 LL Defl -0.63" in JJ-S3 L/921 DL Defl -0.66" at S3 L/884 Hz Disp LL DL TL Jt D 0.28" 0.21" 0.50" Shear // Grain in S2-0 0.36 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 2368 556 8- 0 2-13 Plate - LOCK 20 Ga, Gross Area Hz = -262 Plate - RHS 20 Ga, Gross Area D 2459 564 8- 0 2-14 Jt Type Plt Size X Y JSI Hz = 298 A LOCK 3.Ox 8.0 2.9 1.5 0.96 A LOCK 5.Ox 6.0 6.9 2.8 0.98 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 6.0-0.9-3.6 0.77 A -II 0.40 7430 C 0.24 0.16 O LOCK 5.Ox 6.0 0.9-0.4 0.95 II-J 0.68 7712 C 0.38 0.30 E LOCK 6.Oxl6.0 Ctr-0.5 0.86 Robbins Engineering, Inc./Online Plus"' 0 1996-2006 Version 19 0 028 Engineering - Ponrait 9/7P1006 9 3l 05 AM Page 1 JJ LOCK 3.Ox 8.0-0.5 Ctr 0.85 S3 LOCK 5.0x16.0 Ctr 0.8 0.91 S5 LOCK 5.0x10.0 Ctr 0.8 0.87 S4 LOCK 4.Ox 8.0 Ctr 0.2 0.95 P LOCK 3.Ox 6.0 0.3 Ctr 0.58 D LOCK 6.Ox 6.0-0.5 Ctr 0.88 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: 18-0 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 7712 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 "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: I -JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Job Mark Quart Type Span P1-H1 Left OH Right OH Engineering SM13M S8F 1 SP 491100 6 1- 2- 0 1- 3- o ENGLE/S2K13C2B/M#4917 HO 4-3 0 0 HO 1-10-11 0 0 N O TC '' 22-0-0 13-0-0 14-11-0 f1 0 6x6 2x4 6x6 B AA C 3x8 4x8 S2 5x6 4x12 K O S1 11-4-3 2x4 6 2-0-OE J / 2x4 2-0-OD 3x6 P 3x6 I 5x6 3x8 A I E H BB FF DD Z ' S4 _ F 66 D HH 6x16 4x6 4x8 4x8 3x6 W•808x6 -• 2x4 R:2456 W:800 3 CC GG EE U: 563 R:2324 2x4 U: 555 2x4 2x4 2x4 2x4 S3 5x20 2x4 • 18- 9- 0 - 7- 7- 0 - 23- 7- 0 BC 8-8-0 41-3-0 - 49-11-0 - ALL PLATES ARE LOCK20 Scale: 0.130" = 1' Robbins Engineering, Inc./Online Plus- J -S1 0.41 7634 C 0.37 0.04 E LOCK 6.Ox16.0 Ctr-0.5 0.97 S1-K 0.55 7553 C 0.27 0.28 H LOCK 4.Ox 6.0-0.2 Ctr 0.98 Online Plus -- Version 19.0.028 K -B 0.96 4260 C 0.40 0.56 S3 LOCK 5.Ox20.0 Ctr 0.8 0.84 RUN DATE: 07-SEP-06 B -AA 0.50 3280 C 0.13 0.37 S4 LOCK 4.Ox 8.0 Ctr 0.2 0.78 AA-C 0.56 3280 C 0.07 0.49 F LOCK 3.Ox 6.0 0.4 Ctr 0.59 CSI -Size- ----Lumber---- C -S2 0.73 3208 C 0.25 0.48 D LOCK 6.Ox 6.0-0.5 Ctr 0.88 TC 0.96 2x 4 SP-SS S2-0 0.81 3331 C 0.07 0.74 EX B -C 2x 4 SP-92 O -P 0.76 89 T 0.02 0.74 EX S2-P 2x 4 SP-#2 --------Bottom Chords--------- REFER TO ROBBINS ENG. GENERAL BC 0.85 2x 4 SP-SS A -HH 0.84 6518 T 0.56 0.28 NOTES AND SYMBOLS SHEET FOR WB 0.94 2x 4 SP-113 HH-E 0.85 6589 T 0.57 0.28 ADDITIONAL SPECIFICATIONS. WG --- 2x 4 SP-113 E -H 0.65 4635 T 0.40 0.25 PB --- 2x 4 SP-#3 H -S3 0.53 3213 T 0.27 0.26 NOTES: S3-Z 0.66 3213 T 0.27 0.39 Trusses Manufactured by: Brace truss as follows: Z -S4 0.62 2764 T 0.23 0.39 East Coast Lumber O.C. From To S4-F 0.55 2764 T 0.23 0.32 Analysis Conforms To: TC Cont. 0- 0- 0 49-11- 0 F -D 0.62 2833 T 0.11 0.51 FBC2004 BC Cont. 0- 0- 0 49-11- 0 -------------Webs------------- OH Loading WB 1 rows CLB on B -Z HH-I 0.04 256 C Soffit psf 2.0 WB 1 rows CLB on Z -AA I -E 0.13 409 T Design checked for LL on BC WB 2 rows CLB on O -D E -J 0.05 321 C per BOCA (section 1606.2.3), Attach CLB with (2)-10d nails E -K 0.94 2945 T IBC/IRC-2003 and FBC 2004 at each web. K -H 0.82 1333 C (section 1607.1), 20.0 psf. H -B 0.50 1442 T Design checked for 30 psf non - Loading Live Dead (psf) B -Z 0.07 158 T 1 Br concurrent LL on BC. TC 20.0 15.0 Z -AA 0.15 445 C 1 Br Prevent truss rotation at all BC 0.0 5.0 Z -C 0.29 868 T bearing locations. Total 20.0 20.0 40.0 C -F 0.09 289 T Wind Loads - ANSI / ASCE 7-02 Spacing 24.0" F -O 0.06 165 T Truss is designed as a Main Lumber Duration Factor 1.25 O -D 0.68 3531 C 2 Br Wind -Force Resistance System. Plate Duration Factor 1.25 D -P 0.03 187 C WindLd Wind Speed: 120 mph TC Fb=1.15 Fc=1.10 Ft=1.10 Mean Roof Height: 18-0 BC Fb=1.10 Fc=1.10 Ft=1.10 TL Defl -1.19" in H -S3 L/491 Exposure Category: B LL Defl -0.75" in H -S3 L/781 Occupancy Factor : 1.00 DL Defl -0.69" at S3 L/846 Building Type: Enclosed Plus 6 Wind Load Case(s) Hz Disp LL DL TL Zone location: Exterior Plus 1 UBC LL Load Case(s) Jt D 0.28" 0.21" 0.49" TC Dead Load 7.0 psf Plus 1 BC LL Load Case(s) Shear // Grain in S2-0 0.36 BC Dead Load 3.0 psf Max Comp. force 7634 Lbs Checked for NonConcurrent 200 Plates for each ply each face. Quality Control Factor 1.00 Lbs Moving Point Load applied PLATING CONFORMS TO TPI. at Panel Points and Mid -panel REPORTS: SBCCI 9761 FABRICATOR NOTES: on BC ROBBINS ENGINEERING, INC. 1. EAST COAST LUMBER 6 SUPPLY BASED ON SP LUMBER MAURICE A. SHASHOUA, it React Uplft Size Req'd USING GROSS AREA TEST. P.E.#EB5251 6 19554 Lbs Lbs In-Sx In-Sx Plate - LOCK 20 Ga, Gross Area 5285 ST. LUCIE BLVD. A 2324 556 8- 0 2-12 Plate - RHS 20 Ga, Gross Area FORT PIERCE FL. 34946 Hz = -262 Jt Type Plt Size X Y JSI 2. !!!CAUTION!!! READ "SCSI-B1 D 2456 564 8- 0 2-14 A LOCK 3.Ox 8.0 2.9 1.5 0.93 SUMMARY SHEET" BEFORE Hz = 298 A LOCK 5.Ox 6.0 6.9 2.8 0.91 HANDLING , INSTALLING 6 S1 LOCK 4.0x12.0 0.1-0.2 0.94 BRACING TRUSSES. Membr CSI P Lbs Axl-CSI-Bnd K LOCK 4.Ox 8.0-2.0-1.0 0.98 3. SEE ATTACHED DETAIL SHEET ----------Top Chords---------- B LOCK 6.Ox 6.0 0.9-3.6 0.96 FOR: 1-JACK NAILS. A -I 0.47 7204 C 0.22 0.25 C LOCK 6.Ox 6.0-0.9-3.6 0.78 2-TBRACE. 3-BEARING BLOCK. I -J 0.70 7565 C 0.37 0.33 O LOCK 5.Ox 6.0 0.9-0.4 0.93 4. DESIGNER: JLW Robbins Engineering. Inc./Online Plus'" 0 1996-2006 version 19 0 028 Engineering -Portrait 9/7/'2006 9:31:10 AM Pagel Job Mark Quan Type Span P1-H1 Left OH Right OH [Engineering • S2,KIJM S8E 1 SP 491100 6 1- 2- 0 1- 3- 0 ENGLE/S2K13C2B/M#4917 HO 4-3 HO 1-10-11 0 0 0 0 N � 0 0 TC '' 22-0-0 13-0-0 14-11-0 6x8 3x6 6x6 B L C 3x8 5x8 S2 5x6 4x12 K M S1 11-4-3 2.4 6 2-0-OE J� / 2x4 2-0-OD 3x6 ° N 3x6 1 / 5x6 3x8 >` A / E H S3 G S4 F D5 �0 6x16 4x8 5x10 3x6 4x8 3x6 W:800x6 �'` 2x4 R:2403 W:800 3 U: 563 R:2335 U: 555 BC 8-8-0 41-3-0 49-11-0 ALL PLATES ARE LOCK20 Scale: 0.130" = 1' Online Plus -- Version 19.0.028 RUN DATE: 07-SEP-06 CSI -Size- ----Lumber---- TC 0.97 2x 4 SP-SS EX B -C 2x 4 SP-#2 EX S2-N 2x 4 SP-#2 BC 0.88 2x 4 SP-SS WB 0.97 2x 4 SP-#3 WG --- 2x 4 SP-#3 PB --- 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 49-11- 0 BC Cont. 0- 0- 0 49-11- 0 WB 1 rows CLB on K -H WB 1 rows CLB on H -L WB 1 rows CLB on L -G WB 2 rows CLB on M -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) Robbins Engineering, Inc./Online Plus - I -J 0.71 7647 C 0.37 0.34 J -S1 0.42 7710 C 0.37 0.05 S1-K 0.63 7629 C 0.29 0.34 K -B 0.97 4041 C 0.36 0.61 B -L 0.61 3205 C 0.06 0.55 L -C 0.57 3221 C 0.07 0.50 C -S2 0.71 3160 C 0.24 0.47 S2-M 0.81 3283 C 0.07 0.74 M -N 0.76 89 T 0.02 0.74 --------Bottom Chords --------- * -0 0.87 6525 T 0.56 0.31 O -E 0.88 6605 T 0.57 0.31 E -H 0.66 4627 T 0.40 0.26 H -S3 0.54 3259 T 0.28 0.26 S3-G 0.66 3259 T 0.28 0.38 G -S4 0.61 2746 T 0.23 0.38 S4-F 0.44 2746 T 0.23 0.21 F -D 0.58 2800 T 0.11 0.47 ------------- Webs ------------- 0 -I 0.04 295 C I -E 0.15 472 T E -J 0.05 308 C E -K 0.97 3054 T K -H 0.35 1442 C 1 Br H -B 0.43 1356 T H -L 0.10 208 T 1 Br L -G 0.12 362 C 1 Br G -C 0.28 891 T C -F 0.11 285 T F -M 0.05 163 T M -D 0.67 3490 C 2 Br D -N 0.03 187 C WindLd TL Defl -1.13" in E -H L/515 LL Defl -0.61" in G -S4 L/956 DL Defl -0.68" at E L/860 Hz Disp LL DL TL Jt D 0.28" 0.22" 0.50" Shear // Grain in S4-F 0.45 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 Ga, Gross Area A 2335 556 8- 0 2-12 Plate - RHS 20 Ga, Gross Area Hz = -261 Jt Type Plt Size X Y JSI D 2403 564 8- 0 2-13 A LOCK 3.Ox 8.0 2.9 1.5 0.94 Hz = 298 A LOCK 5.Ox 6.0 6.9 2.8 0.92 S1 LOCK 4.Ox12.0 0.1-0.2 0.95 Membr CSI P Lbs Axl-CSI-Bnd K LOCK 5.0x 8.0-2.0-1.0 0.97 ----------Top Chords---------- B LOCK 6.Ox 8.0 0.9-3.8 0.87 A -I 0.46 7214 C 0.22 0.24 C LOCK 6.Ox 6.0-0.9-3.6 0.76 Robbins Engineering, Inc lOnlme Plus'" 0 1996-2006 Version 19 0 028 Engineering - Portrait 9I72006 9:31:09 AM Page 1 M LOCK 5.Ox 6.0 0.9-0.4 0.94 E LOCK 6.0x16-0 Ctr-0.5 0.97 S3 LOCK 5.0x10.0 Ctr 0.8 0.97 S4 LOCK 4.Ox 8.0 Ctr 0.2 0.81 F LOCK 3.Ox 6.0 0.2 Ctr 0.57 D LOCK 6.Ox 6.0-0.5 Ctr 0.87 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. Preventtruss 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: 18-0 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 7710 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER b SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 6 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Job Mark Quan Type Span P1-H1 Left OH Right OH E77giaeerrng • S2K13C2B S8D 1 SP 491100 6 1- 2- 0 1- 3- 0 ENGLE/S2K13C2B/M#4917 HO 4-3 0 0 HO 1-10-11 0 O N O TC '� 22-0-0 13-0-0 rn O 14-11-0 6x8 3x6 6x6 B L C / 3x8 Sx8 S2 5x6 4x12 K/ / M S1 11-4-3 2x4 6 2-0-OE J� 2x4 2-0-OD 3x6 ° N 3x6 I 5x6 3x8 / E H S3 G S4 F x D A �0 6x16 4x8 5x10 3x6 4x8 55 3x6 W:80px6 x 2x4 R:2403 W:800 3 U: 563 R:2335 U: 555 BC 8-8-0 41-3-0 49-11-0 ALL PLATES ARE LOCK20 Scale: 0.130" = 1' Robbins Engineering, Inc./Online Plus, I -J 0.71 7647 C 0.37 0.34 J -S1 0.42 7710 C 0.37 0.05 Online Plus -- Version 19.0.028 S1-K 0.63 7629 C 0.29 0.34 RUN DATE: 07-SEP-06 K -B 0.97 4041 C 0.36 0.61 B -L 0.61 3'205 C 0.06 0.55 CSI -Size- ----Lumber---- L -C 0.57 3221 C 0.07 0.50 TC 0.97 2x 4 SP-SS C -S2 0.71 3160 C 0.24 0.47 EX B -C 2x 4 SP-#2 S2-M 0.81 3283 C 0.07 0.74 EX S2-N 2x 4 SP-#2 M -N 0.76 89 T 0.02 0.74 BC 0.88 2x 4 SP-SS --------Bottom Chords --------- WI3 0.97 2x 4 SP-#3 A -O 0.87 6525 T 0.56 0.31 WG --- 2x 4 SP-#3 O -E 0.88 6605 T 0.57 0.31 PB --- 2x 4 SP-#3 E -H 0.66 4627 T 0.40 0.26 H -S3 0.54 3259 T 0.28 0.26 Brace truss as follows: S3-G 0.66 3259 T 0.28 0.38 O.C. From To G -S4 0.61 2746 T 0.23 0.38 TC Cont. 0- 0- 0 49-11- 0 S4-F 0.44 2746 T 0.23 0.21 BC Cont. 0- 0- 0 49-11- 0 F -D 0.58 2800 T 0.11 0,47 WB 1 rows CLB on K -H ------------- Webs ------------- WH 1 rows CLB on H -L 0 -I 0.04 295 C WB 1 rows CLB on L -G I -E 0.15 472 T WB 2 rows CLB on M -D E -J 0.05 308 C Attach CLB with (2)-10d nails E -K 0.97 3054 T at each web. K -H 0.35 1442 C 1 Br H -B 0.43 1356 T Loading Live Dead (psf) H -L 0.10 208 T 1 Br TC 20.0 15.0 L -G 0.12 362 C 1 Br BC 0.0 5.0 G -C 0.28 891 T Total 20.0 20.0 40.0 C -F 0.11 285 T Spacing 24.0" F -M 0.05 163 T Lumber Duration Factor 1.25 M -D 0.67 3490 C 2 Br Plate Duration Factor 1.25 D -N 0.03 187 C WindLd TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 TL Defl -1.13" in E -H L/515 LL Defl -0.61" in G -S4 L/956 DL Defl -0.68" at E L/860 Plus 6 Wind Load Case(s) Hz Disp LL DL TL Plus 1 UBC LL Load Case(s) Jt D 0.28" 0.22" 0.50" Plus 1 BC LL Load Case(s) - Shear // Grain in S4-F 0.45 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 Ga, Gross Area A 2335 556 8- 0 2-12 Plate - RHS 20 Ga, Gross Area Hz = -261 Jt Type Plt Size X Y JSI D 2403 564 8- 0 2-13 A LOCK 3.Ox 8.0 2.9 1.5 0.94 Hz = 298 A LOCK 5.Ox 6.0 6.9 2.8 0.92 S1 LOCK 4.0x12.0 0.1-0.2 0.95 Membr CSI P Lbs Axl-CSI-Bnd K LOCK 5.Ox 8.0-2.0-1.0 0.97 ----------Top Chords---------- B LOCK 6.Ox 8.0 0.9-3.8 0.87 A -I 0.46 7214 C 0.22 0.24 C LOCK 6.Ox 6.0-0.9-3.6 0.76 Roobms Engineering. Inc /Online Pius'" 0 1996-2006 version 19 0 028 Engineering - Ponrait 9/72006 9:31.09 AM Page 1 M LOCK 5.Ox 6.0 0.9-0.4 0.94 E LOCK 6.Oxl6.0 Ctr-0.5 0.97 S3 LOCK 5.0x10.0 Ctr 0.8 0.97 S4 LOCK 4.Ox 8.0 Ctr 0.2 0.81 F LOCK 3.Ox 6.0 0.2 Ctr 0.57 D LOCK 6.Ox 6.0-0.5 Ctr 0.87 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: 18-0 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 7710 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 TO STEP IN BEAM �� U V U W 0 00 m 0-q 13-0-0 4•.. 6-4-0 41 F 8-8-0 �� 18-8-0 _-0_9 52-0-0 _ 0 I 10 10 STANFORD 2000 ELEVATION 1 3-CAR 2' SIDE EXTENSION TO BEDS • • PLATE HT. • • • PLATE HT. 1-10-3 0-4-3 11, 7-1-11 14" IN ACCORDANCE WITH THE FLORIDA ADMINISTRATIVE CODE 61G15S-31.003 (3) (c). EAST COAST LUMBER IS THE 'TRUSS DESIGN ENGINEER'. TRUSSES ARE DESIGNED IN ACCORDANCE WITH THE FLORIDA BUILDING CODE 2004. NOTE: BY APPROVING THIS PLACEMENT PLAN, THE CUSTOMER ACKNOWLEDGES THAT THIS PLACEMENT COMPLIES WITH THE STRUCTURAL INTENT OF THE PROJECT. ® OFFICEv(321)254-E1581 LBFAX: (321) 3 54-1582 5285 ST. LUCIE BLVD. FT. PIERCE FL. 34946 OFFICE: (772)466-2480 FAX: (772)466-5336 *BUILDER'S WARNING* * THIS LAYOUT IS FOR PLACEMENT OF ENGINEERED COMPONENTS. * FOR ERECTION AND INSTALLATION (TEMPORARY AND PERMANENT) FOLLOW INSTRUCTIONS ON BCSI-B1 SUMMARY SHEETS AND FINAL ENGINGEERING SHEETS FOR EACH TRUSS. * SEE FINAL ENGINEERING SHEETS FOR NUMBER OF GIRDER PLIES AND CONNECTION. * ALTERATIONS AND/OR REPAIRS TO TRUSSES MUST BE APPROVED IN ADVANCE BY OUR ENGINEERING DEPARTMENT. * BACKCHARGES WILL NOT BE ACCEPTED UNLESS OUR ENGINEERING DEPARTMENT APPROVES THEM IN ADVANCE. 12 61 i DESIGN BY: ACJ ACAD BY: J LW DESIGN CRITERIA COUNTY. _ CODE: FBC—ASCE 7 LOADING: TILE MWF SPEED: 120 M.P.H. SCALE: 1/6" = 1'-0' EXPOSURE CATEGORY = B MEAN HEIGHT: 18'-0' IMPORTANCE FACTOR = I BUILDING TYPE: = ENCLOSED TRUSS SPACING 24' O.C. EXCEPT AS NOTED GRAVITY LOADS FLOOR ROOF TC LIVE: 40pst TC UVE: ZOPst TC DEAD: 10psI TC DEAD: 15psf BC LIVE: 00p5f BC LIVE: OOpsf BC DEAD: 05psf SC DEAD: 05pst OUR FACTOR: 1.00 OUR FACTOR: 1.25 ADDITIONAL LOADS PER FBC & FRC NON -CONCURRENT BC LL WPM FBC TABLE 1607.1.27 FRC TABLE R301.4 (NOTE B) CONCURRENT BC STORAGE LL 20p51 FBC TABLE 1607.1.27 FRC TABLE R301.4 (NOTE B.G,H) NON —CONCURRENT SC MOVING LL 2001 FBC TABLE 1607.1.31 DEFINITIONS MWIF = MAIN WAND FORCE TC = TOP CHORD BC = BOTTOM CHORD LL = LIVE LOAD OL - DEAD LOAD psf = POUNDS PER SOUARE FOOT = POUNDS 20-0-0 MA CJ1A CJ3A 0 0 CJ5A I 0 EJ7A STANFORD 2000 1OX20 PORCH MA CJ1A CJ3A 0 CJ5A o I 0 EJ7A pLANS REVIEWED CITY OF SANFORD 1-10-3 1 `im r.-A IN ACCORDANCE WITH THE FLORIDA ADMINISTRATIVE CODE 61G15S-31.003 (3) (c). EAST COAST LUMBER IS THE 'TRUSS DESIGN ENGINEER TRUSSES ARE DESIGNED IN ACCORDANCE WITH THE FLORIDA BUILDING CODE 2004. NOTE: BY APPROVING THIS PLACEMENT PLAN, THE CUSTOMER ACKNOWLEDGES THAT THIS PLACEMENT COMPLIES MATH 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)466-2480 FAX: (772)466-5336 *BUILDER'S WARNING* * THIS LAYOUT IS FOR PLACEMENT OF ENGINEERED COMPONENTS. * FOR ERECTION AND INSTALLATION (TEMPORARY AND PERMANENT) FOLLOW INSTRUCTIONS ON BCSI-B1 SUMMARY SHEETS AND FINAL ENGINGEERING SHEETS FOR EACH TRUSS. * SEE FINAL ENGINEERING SHEETS FOR NUMBER OF GIRDER PLIES AND CONNECTION. * ALTERATIONS AND/OR REPAIRS TO TRUSSES MUST BE APPROVED IN ADVANCE BY OUR ENGINEERING DEPARTMENT. * BACKCHARGES WILL NOT BE ACCEPTED UNLESS OUR ENGINEERING DEPARTMENT APPROVES THEM IN ADVANCE. 10-0-0 PLATE HT 12 61 �- 14 g,� DRAWN BY: ACJ ACAD BY: KSM COUNTY: — CODE: FBC—ASCE 7 LOADING: TILE MNF SPEED: 120 M.P.H. SCALE: 1/8' = 1'-0' EXPOSURE CATEGORY = B MEAN HEIGHT: 15'-0* IMPORTANCE FACTOR - i BUILDING TYPE: = ENCLOSED TRUSS SPACING 24' O.C. EXCEPT AS NOTED GRAVITY LOADS FLOOR ROOF TC LI%E: 40pSf TC UVE: 20psf TC DEAD: IOPsi TC DEAD: 15p5f BC LIVE: OOpsf BC LIVE: OOpsf BC DEAD: 05psf DC DEAD: 05ps1 OUR FACTOR: 1.00 OUR FACTOR: 1.25 ADDITIONAL LOADS PER FBC & FRC NON —CONCURRENT BC LL IOpSI 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 MOVING LL 2001 F8C TABLE 1607.1.31 DEFINITIONS MWF - MAIN WVD FORCE TC = TOP CHORD ETC = BOTTOM CHORD LL - LIVE LOAD OL = DEAD LOAD psf = POUNDS PER SOUARE FOOT / = POUNDS