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525 Kays Landing Dr 07-319 CO
PERMIT ADDRI CONTRACTOR wit ADDRESS PHONE NUMBER _ iI • PROPERTY OWNER ADDRESS PHONE NUMBER ELECTRICAL CONTRACTOR MECHANICAL CONTRACTO PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE SUBDIVISION -44;2WA-4 6 PERMIT # b ?--3Iqw DATE PERMIT DESCRIPTION ,5P XL - PERMIT VALUATION SQUARE FOOTAGE 1 S 0& Y d d City of2Sanford Certificate of Occupancy This is to certify that the building located at 525 Kays Landing Dr for which permit number 07-319 has heretofore been issued on November 03, 2006 and has been completed according to plans and specifications filed in the office of the Building Official prior to the issuance of said building permit, to wit as New Single Family Residence subdivision regulations ordinances of the City of Sanford with the provisions of these regulations. Staff Approval Building: D Brouthers Engineering & Planning: M Replogle Public Works: M Watson Utilities: R Blake Fire Department: Date 02/28/07 02/28/07 02/28/07 03/05/07 Conditions (if blank, no conditions apply) Engle Homes Q):N,, w . 03/05/07 Property Owner Building Official Date BP210U01 CITY OF SANFORD 3/05/07 Application Miscellaneous.Information Maintenance 13:55:24 Application number . . . . 07 00000319 Parcel Number . . . . . . 34.19.30.520-0000-0940 Address . . . . . . . . . 525 KAYS LANDING Type information, press Enter. 2=Change 4=Delete 5=Display Opt Code Date Print Miscellaneous Information _ HISB 11/03/06 Y 1.NOC ON FILE, EXPIRES ON 09/11/07 HISB 11/03/06 Y 2.TWO STORY THREE BATH _ HISB 11/17/06 Y FEMA/SLAB ON FILE _ HISB 2/23/07 FINAL F//S ON FILE _ HISB 2/27/07 Y CO SIGN OFF: HISB 2/27/07 Y P&Z:MR 02.28.07 HISB 2/27/07 Y PW: MW 02.28.07 HISB 2/27/07 Y Util: RB 03.05.07 Bottom F3=Exit F6=Add F12=Cancel b COUNTY OF SEMINOLE IMPACT FEE STATEMENT ISSUER BY CITY OF SANFORD STATEMENT NUMBER 106-75136 DA T EG- BUILDING PERMIT NUMBER: 07 1 (CITY) COUNTY NUMBER.: UNIT ADDRESS: 15,15 f.c E clrs.. jG�e4_. _ TRAFFIC , ONE. ISDICT12N: fib CITY OF SANFORD SEC: " TWP-7 RNG.: PARCEL: SUBDIVISION: t':,a��t�/ TR CT: PLAT BOOK: &42- PLAT BOOK PAGE ,�-� I BLOCK: LOT: � i ss OWNER NAME: C /In G' y ADDRESa: / wi % lG" Its , , W!'. APPLICANT NAME: ADDRESS: �._..�. LAND USE CATEGORY: 001. - Single Family Detached House TYPE USE: Residential WORK DESCRIPTION: Single Family House: Detached - Construction FEE BENEFIT RATE FEE UNIT RATE PER # & TYPE TOTAL DUE TYPE DIST SCHEDULE DESC. UNIT OF UNITS ROADS -ARTERIALS CO -WIDE 0 dwl. unit $ 705.00 1 $ ROADS -COLLECTORS NORTH O dwl unit t 000.00 1 $ 0<00.00 LIBRARY CO -WIDE O dwl unit 54.00 1 $ 54.00 SCHOOLS CO -WIDE 0 dwl. unit $1,384.60 1 1,384.00 AMOUNT DUE .w. $ 2, 143.00, STATEMENT'f , r RECEIVED BY; _ � Ir Y , E.. � u f i r° ( SIGNATURE ?��..l,r. c c._, � Jk:u,vu (PLEASE PRINT NAME) DATE.. MOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY, RESULT IN YOUR LIABILITY FOR THE FEE. �*** DISTRIBUTION: 1-COUNTY 3-CITY 2--APPLICANT 4-COUNTY **MOTE** 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 ANY)/OR EDUCATIONAL (SCHOOL) IMPACT FEES MUST BE EXERCISER 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:4t 1101 EAST FIRST STREET, SANFORD, FLORIDA 32771 (407) 665-7474. PAYMENT SHOULD BE MADE TO: CITY OF SANFORD BUILDING DEPARTMENT 300 NORTH PARK AVENUE SANFORD. FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE THE STATEMENT NUMBER AND CITY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THE NOTICE. ***THIS STATEMENT IS VALID ONLY IN CONJUNCTION WITH.ISSUANCE .OF A*** ********'*****'******'SINGLE FAMILY BUILDING PERMIT*******�,************ U.S, DEPARTMENT OF HOMELAND SECURITY ELEVATION CERTIFICATE OMB No.1660-0008 Federal Emerg2ncy Management Agency t I Expires February 28. 2009 National Flood Insurance Program Important: Read the instructions on pages 1-8. SECTION A - PROPERTY INFORMATION Fniwtrsurar�ce#i�pS�Ue `,..:, A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. ` 525 K445 LANDING DielvE City SANFORD State FL ZIP Code 32771 A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) LOT,j¢, KAYS LANDING, PHASE 2, Plat Book 69, Pages 43-44 Seminole County, Florida. A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.) . Residential A5. Latitude/Longitude: Lat. N/A Long. N/A Horizontal Datum: ❑ NAD 1927 ❑ NAD 1983 A6. Attach at least 2 photographs of the building if the Certificate is being used to obtain flood insurance. AT Building Diagram Number 1 A8. For a building with a crawl space or enclosure(s), provide A9. For a building with an attached garage, provide: a) Square footage of crawl space or enclosure(s) 0 sq ft a) Square footage of attached garage 330+/ sq ft b) No. of permanent flood openings in the crawl space or b) No, of permanent flood openings in the attached garage enclosure(s) walls within 1.0 foot above adjacent grade 0 walls within 1.0 foot above adjacent grade 0 c) Total net area of flood openings in A8.b 0_ sq in c) Total net area of flood openings in A9.b 0 sq in SECTION B -FLOOD INSURANCE RATE MAP (FIRM) INFORMATION ' B1. NFIP Community Name & Community Number B2. County Name B3. State CITY OF SANFORD 120294 1 SEMINOLE I FL 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) 12117CO040 E 04-17-1995 04-17-1995 XN/A 810. 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) B11. Indicate elevation datum used for BFE in Item B9: ® 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) C1. Building elevations are based on: ❑ Construction Drawings" ❑ Building Under Construction* Finished Construction "A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations -Zones Al-A30, AE, AH, A (with BFE), VE, V1430, V (with BFE), AR, ARIA, AR/AE, AR/A1-A30, AR/AH, AR/AO. Complete Items 02.a-g below according to the building diagram specified in Item AT Benchmark Utilized Local Vertical Datum NGVD 1929 Conversion/Comments None a) Top of bottom floor (including basement, crawl space, or enclosure floor)_ b) Top of the next higher floor c) Bottom of the lowest horizontal structural member (V Zones only) d) Attached garage (top of slab) e) Lowest elevation of machinery or equipment servicing the building (Describe type of equipment in Comments) f) Lowest adjacent (finished) grade (LAG) g) Highest adjacent (finished) grade (HAG) Check the measurement used. eet ❑ meters (Puerto Rico only) ❑ feet ❑ meters (Puerto Rico only) ❑ feet ❑ meters (Puerto Rico only) 3&_L eet ❑ meters (Puerto Rico only) ❑ feet ❑ meters (Puerto Rico. only) ❑ feet ❑ meters (Puerto Rico only) ❑ feet ❑ meters (Puerto Rico only) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. I certify that the information on this Certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001, ® Check here if comments are provided on back of form. Certifier's Name RONALD W. HERR, P.L.S. License Number LS4907 Title Manager of Survey -Central Florida Region Company Name IBI Group, Inc. Address 2603 Maitlend Center Parkway Ste C City Maitland State FL ZIP Code 32751 Signature �✓��� //�A� Date f 2, I �-7 Telephone (407) 660-2120 FEMA Form 81-31, February 2006 See reverse side for continuation. Replaces all previous editions IMPORTANT: In these spaces, copy the corresponding information from Section A. Building Street Address (Including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. 525 K4q5 tANO/Nb 02lu6 City Sanford State FL ZIP Code 32771 cyfVumber i SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. Comments Item C2.e - Heat Pump Slab Elevation 2 2 t77 ❑ 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 Zbre' `AO) depth of flooding at the building site: ❑ feet ❑ meters (PR) Datum Local ,OfficJal's Name " . ;. `,, Title f. Community game w Telephone Signature Date Commen is ❑ Check here if attachments FEMA Form 81-31, February 2006 Replaces all previous editions b,7-3lq November 7, 2005 City of Sanford Building Division PO Box 1788 Sanford, FL 32772-1788 To Whom It May Concern: Re: Lot 94 — 525 Kays Landing, Sanford, FL 32771 The finished floor elevation of the structure located at 525 Kays Landing, Sanford, FL 32771, Lot 94, 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 I up Da M. S.M. Manager of Survey — Central Florida Region DMB / sd 2603 Maitland Center Parkway, Suite C, Maitland, Florida 32751 USA (407) 660-2120 FAX (407) 660-9070 CCL/IBI Consultants, Inc. is a Division of IBI Group iI -? . 2 1 n_ CCL/IBI CONSULTANTS, INC. AUTHORIZATION CCL #LB5610 ENGINEERS SURVEYORS PLANNERS ICI 2200 PARK CENTRAL BLVD. N. SUITE 100 POMPANO BEACH, FL 33064 (954) 974-2200 POMPANO BEACH ORLANDO TAMPA JUPITER A D/NSION OF THE/0/ OROUP WWW.CCL—POMPANO.COM WWW.CCL—ORLAmacoM A DIVISION OF THE IB/ ORObP ENGLE KAY' S LANDING PHASE 2 N NARONAL FLOOD INSURANCE PROGRAM BEARING BASED ON THE WEST LINE OF THE COMMUNITY NUMBER PANEL NUMBER 120294 NORTHEAST 114 OF S£C770N 34, TOWNSHIP 19 12117CO040E SOUTH, RANGE 30 EAST, SEMINOLE COUNTY, FLORIDA, % MAP REVISION FLOOD ZONE 0511711995 BEING S 0074'40" £, AN ASSUMED MERIDIAN. X ' ELEVA77ONS DERIVED BY S17E BENCH MARKS SUPPLIED BY THE PLAT77NG SURVEYOR, L E G E N D R= RADIUS 0 L= ARC DISTANCE A= CENTRAL ANGLE L. A/C = AIR CONDITIONER SLAB N CENTERLINE P .E, = DRAINAGE EASEMENT P L.M.E. = LAKE MAINTENANCE EASEMENT P U.E. = UTILITY EASEMENT P F.F. - FINISH FLOOR C FHYD = FIRE HYDRANT L, W,M, = WATER METER E W.V. = WATER VALVE P ROD & CAP' L.B. 68 Z 01 L4 O TRACT "D" = LIGtNbtU bU51NtS5 I = SET NAIL AND DISC L.B. 5610 POINT POINDCMPO = TOFCOUND CURVATURE POINT OF INTERSECTION = POINT OF REVERSE CURVATURE V. = CABLE TV = LIGHT POLE C. = ELECTRIC SERVICE = POINT OF TANGENCY ,'Z fQ = EXISTING ELEVATION LOCATION SKETCH (NOT TO SCALE) SCALE: V = 30' Cl 1A--9'23'56" R=275.00' 25' LOT 95 L=45.11' 34.51 NdrO 35.5 35.0 C.B. 5610 35.7 ' I I " E (RADIAL) 121.79 80.48' 45 co 33 AT PAD lJ o 30.0' - 33.0' 216' _ LOT 94 0 - - - W TWO STORY RESIDENCE y6.0' 1 525 o F,F. EL. 36.76' 2 o GAR. £L. 36, 08' �. 35.4 I� V It v 2. c Li o � � U N m U 2. V 33.3 N 99-47-18' 25.5'__ E I W 26.1 j 35.4 o 120.66' NQ0 L.B. 5610 £L. 34.22' �p I ~Z Lj— I O I zQ Y In 14Y O Nd0 L.B. 5610T EL. 34.46' 25' I LEGAL DESCRIPTION: Lot 94, Kays Landing, Phase 1, according to the Plat thereof, as recorded in Plat Book 69, (-D at Page 43-44, of the Public Records, Seminole County, Florida. NOTES.• 1. UNLESS I BEARS THE SIGNATURE AND THE ORIGINAL RAISED J. PLAT AND RECORDED DIMENSIONS ARE THE SAME Q0 SEAL OF A FLORIDA LICENSED SURVEYOR AND.MAPPER THIS AS MEASUREDUNLFSS'07HERW/SE NOTED. DRAWING, SKETCH, PLAT OR MAP /S FOR INFORMA77ONAL 4. LANDS SHOWN HEREON WERE NOT ABSTRACTED BY PURPOSES ONLY AND /S NOT VALID, A00177ONS OR DELE77ONS CCL CONSULTANTS, INC. FOR EASEMENTS AND OR RIGHTS - TO SURVEY MAPS OR REPORTS BY OTHER THAN THE SIGNING OF -WAY OF R£COR6. PARTY OR PAR77ES IS PROHIBITED WITHOUT WRITTEN 5. LOC4`T)ONS ARE-.L/M1,TF_D TO',WS/BLE IMPROVEMENTS ONLY, U CONSENT OF THE SIGNING PARTY OR PARPES. w 2. TIES ARE TO THE ABOVE GROUND FOUNDAT7ON OF BUILDING. 6. T;115 S!If7VEY DOES N07 R£f�F_CT OR DETERMINE OWNERSHIP, 'O 7HIS SURVFY;EXCLEDS THE Ml/gSMUM CLOSURE ACCURACY w C; FOR,' .,SLBURBAN -SURVEY ,dS R,70UIR£D /N 61G17-6.003 a- Z REVISIONS: DATE: BY: OF'F[-0hn A M/N/MUM TECHNGAL STANDARDS PLOT PLAN 8/21/06 JAM FOUNDATION 11/15/06 JAM FINAL 2/16/07 JAM KONM 'Al C H-RR P.L.S. PROFESSIONAL` SURVEYOR and .MAP.HER #4907 STATE OF FLORIDA DATE OF SU,?VEY• DRAWN; „ 'CHECKED FIELD 70 2/15/07 BY J,AM BY RWH BOOK 4178 W � o 0 O V 36.4' 5' D.E. W 35.5 35.4 LOT 93 CiTY OF SANFORD PERMIT APPLICATION Permit # : a) - � 1-"1 Job Address: Description of Work: o VV A0/i Historic District: Zoning: Date: rho •s�4'7 .dc Value of Work: $ ePk�0 O1 Permit Type: Building Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service— # of AMPS Addition/Alteration Change of Service Temporary Pole _ Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Cale. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial _ Occupancy Type: Residential 1✓ Commercial Industrial Total Square Footage: � v Construction Type: # of Stories: # of Dwelling Units. Flood Zone: (FEMA form required for other than X) Pared #: (Attach Proof of Ownership & Legal Description) Owners Name & Address. h5 m ?4'n of Phone: Contractor Name & Address: t/2�w -5-;774r / e�� elii� , /"c /y /f% 6�'/i/,,II •/ !� L�Ai f/T 9 '/ll "C L4 d�D % State License Number: d Phone & Fax: y0i a78�~ 4deg 4ZJ�P77Z el- 2S�Y? Contact Person. 42/7" Phone: 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 jurisdictiorL 1 understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS. and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: 1 certify that all of the foregoing infomration 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: hi addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that 1 will notify the owner of the property of the requirements of F rich Lien FS 713. r Signature of Owner/Agent Date S' of ontractov gent Date Print Owner/AgcWs Name Print Conizactor/Agem's Name Signature of Notary -State of Florida Date Signatureo ry-State of o Date Bon G Logan Owner/Agent is _ Personally Known to Me or Produced ID APPLICATION APPROVED BY: Bldg: ( Initial & Date) Special Conditions: Zoning: �� nY My Commission DD201551 G ontractor./ gem is ✓ Personally Known t Expires May 17 2007 PtuCed ID (Initial & Date) Utilities: (initial & Date) (Initial &Date) Permit # : V Job Address: Description of Work: Historic District: Zoning: 21611028 28488 ENGLE HOMES 94 KAYS LANDING CITY OF SANFORD PERMIT APPLICATTN 525 KAYS LANDING DR � � BELLAGIO 07-319 Date: _ n Lard_,*,v OA Value of Work: S 0 Permit Type: Building Electrical X Mechanical Plumbing _ Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS3W Addition/Alteration Change of Service Temporary Pole T LrT 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:c29,. Construction Type: r # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required for other than X) Parcel #: (Attach Proof of Ownership & Legal Description) Owners Name & Address: F �J Phone: 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.TGOWNER-YOUR-FAILURE TO,RECORD A NOTICE OF-COMMENCEMENTMAY,RESULT IN YOUR.PAYING - 3- - TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Flori Lie w, FS 713. Signature of Owner/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date_ ,Owner/Agent is Personally Known to Me or Produced ID APPLICATION APPROVED BY: Bldg: (Initial & Date) Zoning: rture of Contractor/ Ag nt Date pntontractor/Agent's Name s I91UP �._l Lam/ 1�/ 1 Signature of Notary -State of Florida Date o1PaY p Notary Public State of Florida +. Pamela S Temus - - r l ;ommission OD437139 Contractor/Age .P, sore. f�jt3°own tN�'0500g/0712009 Produced ID (Initial & Date) Utilities: FD: (Initial & Date) (Initial & Date) Special Conditions: CCL CCLII13I CONS to LTAINTS, INC. CCL AUTHORIZATENGINEERS SURVEYORS PLANNERS IBI 2200 PARK CENTRAL BLVD. N. SUITE 100 POMPANO BEACH, FL 33064 (954) 974-2200 ��� POMPANO BEACH ORLANDO TAMPA JUPITER A 0114SIOW OF THE IN GROUP I WWW.CCL-POMPAIVO.COM WWW.CCL-ORLANDO.COM A DIVISION OF 774E /B/ GROUP ENGLEKAY' S LANDING PHASE 2 NA77ONAL FLOOD INSURANCE PROGRAM BEARING BASED ON THE WEST LINE OF 774E COMMUNITY NUMBER PANEL NUMBER 120294 12117CO040E NORTHEAST 114 OF SEC770N 34. TOWNSHIP 19 MAP REVISION 0511711995 SOUTH, RANGE 30 EAST, SEMINOLE COUNTY, FLORIG FLOOD ZONE X BEING S 00'14 40" E, AN ASSUMED MERIDIAN. ELEVA77ONS DERIVED BY S17E BENCH MARKS SUPPLIED BY THE PLAT7/NG SURVEYOR. L E G E N D R= RADIUS 0 L= ARC DISTANCE n= CENTRAL ANGLE L. A/C =AIR CONDITIONER SLAB NN &CENTERE p E. = DRAINAGE EASEMENT P L.M.E. LAKE MAINTENANCE EASEMENT P U.E. = UTILITY EASEMENT P F.F. FINISH FLOOR C FHYD. = FIRE HYDRANT L. W.M. WATER METER W.V. = WATER VALVE PI = LIUEN5EU BUSINESS I = SET NAIL AND DISC L.B. 5610 = POINT OF CURVATURE = POINT OF COMPOUND CURVATURE POINT OF INTERSECTION = POINT OF REVERSE CURVATURE V. = CABLE TV = LIGHT POLE C. = ELECTRIC SERVICE = POINT OF TANGENCY EED = EXISTING ELEVATION LOCATION SKETCH (NOT TO SCALE) SCALE: I" = 30' 1 1 1 x Cl: 1 1 6=9'23'56" ` 2N&0 R=275.00' L=45.11' Rai cAP L.B. 56/0 LB. 68 LLJ � 45„ E (RADIAL) 121.79' — — w- 1 25.4 � Q R00 N 80'48' 5. CAP OD - L.8.68 Z 33 --- �� 0 30.0' C1 I Q 6.72 33.0'�_ Cr1--- 0.7 26.1� j ^ T A 26.0' I TL) A r�T •, n„ p FOUNDATION RW CAPL.B. 68 I r l t� a m d 2. I (610 3 �.I. I Ln 36.72 36.4 6.75 N UD 33.3 _ --- 5' D.E. ad M ROD & CAP L.B. 68 N 89"47'18" W 120.66' ROOL.B. N 1. 5610T 68 £L. LB JJ4.46' , 25' LEGAL DESCRIPTION. Lot 94, Kays Landing, Phase 2, according to the Plat thereof, as recorded in Plat Book 69, at Page 43-44, of the Public Records, Seminole County, Florida. Q0 NOTES.• 1. UNLESS I BEARS 7HE SICNAIUR£'AND THE ORIGINAL RAISED J. PLAT AND RECORDED DIMENSIONS ARE THE SAME Q0 SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER 774/S AS MEASURED UNLESS OTHERWISE NO7ED. [— DRAWING, SKETCH, PLAT OR MAP IS FOR INFORMA77ONAL 4. LANDS SHOWN HEREON WERE NOT ABSTRACTED BY PURPOSES ONLY AND IS NOT VALID. ADDITIONS OR DELETIONS CCL CONSULTANTS INC. FOR EASEMENTS AND OR RIGHTS - TO SURVEY MAPS OR REPORTS BY OTHER THAN THE SIGNING OF -WAY OF RECORD. PARTY OR PAR71ES IS PROHIBITED WITHOUT WRITTEN CONSENT OF THE SIGNING PARTY OR PARTIES 5. LOCATONS ARE LiMI7EO TO�'VISIBLE IMPROVEMENTS ONLY. w 2. 71£S ARE TO THE ABOVE GROUND FOUNDA17ON ,OF BUILDING. 6. IH/S-S'URIVEY OCAS IJOT _REFLECT OR DE7ERM/NE OWNERSHIP. 0 77HIS`SIJRVL Y EXCEEDS THE MINIMUM CLOSURE ACCURACY OfO FOR A• SUBURBAN SURVEY AS REOUIRED IN 61G17-6.003 a z REVISIONS: DATE: BY: OFF R/DA MINIMUM -HNICAL STANDARDS PLOT PLAN 8/21/06 JAM FOUNDATION 11/15/06 JAM RONALD W. HERR P.L.S. OFESSIONAL SURVE OR and MAPPER #4907 STATE OF FLORIDA DATE OF SURVEY. DRAWN CHECKED FIELD 704146 11/14/06 BY JAM BY DSB BOOK CITY OF SANFORD PERMIT APPLICATION Permit #: I 1 Date: Job Address: S 1 L�� j La „d ��r r /' .: L & cJ Description of Work: Historic District: Zoning : Value of Work: S 9 t)J Permit Type: 'Building Electrical Mechanical Plumbing X Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pale Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Cale. Required) it Plumbing/ New Commercial: # of Fixtures ____�# of Water & Sewer Lines # of Gras Lines Plumbing/New Residential: # of Water Closets — > Plumbing Repair — Residential or Commercial _ Occupancy Type: Residential Commercial Industrial Total Square Footage: Construction; Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required for other than X) Parcel a: (Attach Proof of Ownership & Legal Description) Owners Name & Address: ,���/,�y7� pp����������� A��^ Phone: Contractor NaRj+�!lrtl[7ilClril�L�eu � pWag`+ PO QO1K 1117 C.�--LoS-�P�'I SANtFORO, FLORf . A 32772 1117State License Number: Phone & Fax: (407) 323-7515 Contact Person: L1�yANTAGE PLUMBING, INCBonding Company: iY� Ck r P 0. SOV.1117 Address: pt' *NFQRD, FLORIDA 32772 1117 Mortgage Lender: (407%323751$ 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 io 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 iawy construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUt? F:-.`:i.I ii` 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 a -I iI aw, FS 713. Signature of Owner/Agent Date Signyfe of Contractor/Agent Date Print Owner/Agent's Name PrintConrractor/Agent's Name Signature of Notary -State of Florida Date Signature of Notary -State of Florida Date MARTHA Y. HALL Notary Public, State of Florida Owner/Agent is _ Personally Known to Me or Contractor/Agent is personally KnoMl,tedow exp. Feb. 1, 2008 _ Produced ID _ Produced ID No. DO 258139 APPLICATION APPROVED BY: Bldg: Special Conditions: (Initial & Date) Zoning" (Initial & Date) Utilities: FD: (Initial & Date) (Initial & Date) Permit #: 0*7 Job Address: _5a Description of Work: F. r p r t (' nn r- r Historic District: NO Zoning: CITY OF SANFORD PERMIT APPLICATION Date• 7 FR Total SqtWre Footage Value of Work: $ Permit Type: Building X Electrical X_ Mechanical _ X Plumbing X 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. Require GIEzlVED Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines S t j' 1 % 2006 Plumbing/New Residential: # of Water Closets Plumbing Repair - Residential or Commercial Occupancy Type: Residential X Commercial Industrial ) Construction Type: SF�# of Stories: _I_ # of Dwelling Units: / Flood Zone: (FEMA form required) Owners Name&Address: TOUsa Homes dba Enale Homes, Orlando Inc 11315 Corporate Blvd #250, Orlando 3 817 Phone:(4n7) 24n-i9nn Contractor Name&Address: William Colby Franks 11301 Corporate Blvd., #303, Orlando State License Number: CGC1507971 Phone&Fax: 407-249-3500/407-21---;�cont ?Pirsod: Valerie/Ke Phone:407-249-3500 Bonding Company: N/A Address: Mortgage Lender: Address: Architect/Engineer: Residential Design Services Phone: 407-246-1080 Address: 3301Bartlett Blvd Orlando 32811 Fax: 407-2460=0094 Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY u OPu. 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 manJnLa FFS713. tate agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requiren nts of FI 'da Signature of Owner/Agent Date Sig ure of Contractor/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 A °1•0t>-0b UTIL: FD: Wiliam Colby Franks Pn ttCContractor/Agent's Name KI Signature of Notary -State of Florida Date Valerie L Furrer MY COMMISSION # DD205915 EXPIRES May 25, 2007 1';o`•F�o,. BONDEDTHRUTROY FAIN INSURANCE,INC Contractor/Agent is _X_Persohil Known to Me or qqq Produced ID ENG: BLDG: �r Special Conditions: Rev 03/2006 15 ,S r i2owS t i •S$ (c,", Z—f _t 1213° T I IIN1111111oil 11oil 1111111i011111111111111a111 011111111 Permit Number 0 1 . -319 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 MIiR�:, CLERK OF CIRCUIT COURT Br P1INIJI-E tAUNTY BK 06402 pp 14071 Ilpg) CLERK'S # 200E,145423 RECORDED 09/11/R006 09:46:01 AN RECURUINS FEES 10.00 RIJ11RUED ICY t- McKinley CERTIFIED COPY MARYANNE MORSE CLERK OF CIRCUIT COURT SEMIIV LE COUNTY, FLORIDA ey CLE ounty o ? ,: f � jab � II��,(,�v The undersigned hereby gives notice that improvements) 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 2, Sec-34, Twsp-19, Rge-30, PB-69, Pages-43-44, Lot # 94 - 525 Kays Landing Drive in Seminole County 2. General description of Improvement(s) Single Family Residence 3. Owner information Name Engle Homes/Orlando Inc. Telephone Number 407-281-4480 Address 11315 Corporate Blvd. #250 Fax Number 407-281-7766 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. V -,/Name 11315 Corporate Blvd #250 Telephone Number 407-281-4480 Address Orlando,Fl 32817 Fax Number 407-281-7766 6. Surety (if any) Name Telephone Number Address Fax Number Amount of bond $ N/A 7. Lender (If any) Name N N/A Telephone Number Address Fax Number 8. Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as provided by §713.13(1)(a)7., Florida Statutes. Name Engle Homes/Orrando Inc. Telephone Number 407-281-4480 Address 11315 Corporate Blvd #250 Fax Number 407-281-7766 OrIando,FI 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 unless a different date Is specified): R �fi%cam e year from the date of recording Date Signed Sig ture of Owner Note: per §713.13(1)(g), "owner must sign ...and no one else may be permitted to sign in his or her stead." Sworn to and subscribed before me this day oitr�t_4- f7(-'y by WILLIAM COLBY FRANKS who Is X personally known to me OR produced as Identification. Signature of Notary (notarial seal to appear below) Valerie L Furrer Form Revised: 12/00 for 18 to 20_ ;•;= MY COMMiOSION # DD205915 EXPIRES May 25, 2007 BONDED THRU TROY FAIN INSURANCE. INC CCL CCL/IBI CONSULTANTS, INC. CCL AUTHORIZATION #LB5610 ENGINEERS SURVEYORS PLANNERS IBI 2200 PARK CENTRAL BLVD. N. SUITE 100 POMPANO BEACH, FL 33064 (954) 974-2200 POMPANO BEACH ORLANDO TAMPA JUPITER IBI A DIKSWN OF 1NE IN GROUP WWW.CCL—POMPA#VO.COM WWW.CCL—ORIANDO.COM JA DINsION OF AVE IBI CROUP ENGLEKAY'S LANDING PHASE 2 N NATIONAL FLOOD INSURANCE PROGRAM BEARING BASED ON THE WEST LINE OF THE COMMUNITY NUMBER PANEL NUMBER 120294 NORTHEAST 1/4 OF SEC7/0N 34, TOWNSHIP 19 12117CO040E SOUTH, RANCE 30 EAST, SEA41NOLE COUNTY, FLORIDA.MAP _ - FLOOD ZONEN 05/17/1985 BE/NC S 0074'40 E, AN ASSUMED MERIDIAN. - - ''• L E G E N D L= ARC CDISTANCE C= CENTRAL ANGLE L A/C = AIR CONDITIONER SLAB N S. = EN TERLINE P E. DRAINAGE EASEMENT P L.M.E. LAKE MAINTENANCE EASEMENT P U.E. m UTILITY EASEMENT P F.F. FINISH FLOOR C FHYD. = FIRE HYDRANT L W.M. = WATER METER E W.V. WATER VALVE P = IJI,GNDCU tlUJINGJJ 1 = SET NAIL AND DISC L.B. 5610 - TOF PPOINOINT OCCOMPOUND CURVATURE POINT OF INTERSECTION = POINT OF REVERSE CURVATURE V. - CABLE TV LIGHT POLE ERVICE POINTOFCI TANGE CY 5M = PROPOSED ELEVATION SCALE: 1" = 30' 1 1 1 1 A---9'23'56" , 1 ` R=275.00' 1 ^T L=45.11' L 34.z 11 / E 21_., 1 35.3 n 32.2 ' N 80'48' 45 1 _ - - - 25.50' w _ 5' D.E.. 'J _ - PADS 0 30.00' I Z I 33. / o � 33. 00' v W 23.58' 26.11' j BELCAGIO 0.67 I --- ELEVA77ON "1" o ----�o (50.00' x 63.00) 26.00' 2,237tsq.ft. 'n o F.F. EL. 36.05' T )A/�T ., n.. Ln p O O= LJ s A Im 4 '� s v 2.00 W� > ' W *« C! m p 2. OD v' N U1 0 LOCATION SKETCH (NOT TO SCALE) 25, � 33.2 CJ1 - O 5' D.E. — 00 M S 89'47'18" E 12F66' z 1 L O � Z � O Z J Y O I 32-0 I 35.3 25' I v O OII Z AR_E_A TAB_ULA_710N LOT = 7,998tSO.FT. I I NOTE: LEGAL DESCRIPTION.- BUILDING WILL BE STAKED AS SHOWN Lot 94 , Kay s Landing, Phase 2, according to the Plot thereof, as recorded in Plat Book 69, of Page 43-44, of the Public Records, SeminoleCounty, F/or/do. NOTES. • (SKETCH AND LECAL ONLY, NOT A SURVEY) LO 1. UNLESS IT BEARS THE SIGNATURE AND THE ORIGINAL RAISED 2. LAM✓S SHOAN HEREON WERE NOT ABSTRACTED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER THIS BY'CGL -CONSUL TAN IS INC. FOR EASEMENTS AND � DRAWING, SKETCH, PLAT OR MAP IS FOR INFORMATIONAL RICH IS- OF- VIA Y OF RECORD, PURPOSES ONLY AND IS NOT VALID. ADDITIONS OR DELETIONS V 3.' DAT,4 SHOLNv H£kEON PlAS COMP/LED FROM OTHER TO SURVEY MAPS OR REPORTS BY OTHER THAN THE SIGNING INSTRUMENTS AND DOES NOT CONSTITUTE A FIELD SURVEY W PARTY OR PARTIES IS PROHIBITED W17HOUT WRITTEN CONSENT OF THE SIGNING PARTY OR PARRS. AS SUCH M az REVISIONS: DATE: BY: PLOT PLAN 8/21/06 JAM D D NO, P.S.M OFESSIONAL SUR YOR MAPPER #5670 STATE OF FLORIDA DATE OF SKETCH: DR N CHECKED FIELD 8/21/06 BY JAM BY DMB BOOK NSA CCL CCL/IBI CONSULTANTS, INC. AUTHORIZATION CCL #LB5610 ENGINEERS SURVEYORS PLANNERS IBI 2200 PARK CENTRAL BLVD. N. SUITE 100 POMPANO BEACH, FL 33064 (954) 974-2200 POMPANO BEACH ORLANDO TAMPA JUPITER IBI A DIVISION OF 7NE IN GROI/v I WWW. CCL -POMPANO. COM WWW.CCI.-ORIANDO.COM A OIvImm or wr lei QRouP ENGLEKAY'S LANDING PHASE 2 NA77ONAL FLOOD INSURANCE PROGRAM BEARING BASED ON THE WEST LINE OF THE COMMUNITY NUMBER 120294 NORTHEAST 114 OF S£C17ON 34, TOWNSHIP 19 PANEL NUMBER 12117CO040E SOUTH, RANGE 30 EAST, SEMINOLE COUNTY, FLORIO MAP REVISION 0511711995 BEING S 00'14'40" E. AN ASSUMED MERIDIAN. FLOOD ZONE X L E G E N D R- RADIUS L= ARC DISTANCE O INDICATES 5�8" IRON ROD SET WITH NUMBER c= CENTRAL ANGLE L.B. 5610 C P (IRC), UNLESS OTHERWISE NOTED L.B. = LICENSED BUSINESS A/C AIR CONDITIONER SLAB N&D = SET NAIL AND DISC L.B. 5610 CENTERLINE PC = POINT OF CURVATURE E. = DRAINAGE EASEMENT PCC = POINT OF COMPOUND CURVATURE L.M.E. LAKE MAINTENANCE EASEMENT PI = POINT OF INTERSECTION U.E. = UTILITY EASEMENT PRC = POINT OF REVERSE CURVATURE F.F. - FINISH FLOOR CATV. - CABLE TV FHYD. = FIRE HYDRANT L.P. = LIGHT POLE W.M. = WATER METER ELEC. = ELECTRIC SERVICE W.V. = WATER VALVE PT = POINT OF TANGENCY 0® = PROPOSED ELEVATION LOCATION SKETCH (NOT TO SCALE) SCALE: V = 30' 1 1 1 1 a=9'23956" , 1 1 ` R=275.00' 25' L=45.11' 34.2 L_V I 121.79' _ _ 32.2 35.3 ' N 80.48 45" E - N 25.5_b'__ 3 Co 5' D• �- 1 - - _ 0 30.00' I 4 Z 33. Pa05 0 Z - 33.00' v W BELLAClO 0.67 I. 4i 23.58' , ELEVA77ON "1" 0 -- Q (50.00' x 63.00 ) 26.00' ^ r ' N x 2.237tsq. (t. n (a1 L.v I r o o F.F. EL. 36.05' TLC A SIT ., r- . O (Z.0 I L/ a is m v 2.PO W v — oh u^ Cow I a ow U 2. OD v N Ln 36.33' N --- _ �— O I — — 5' D.E — — -�— — M S 89'47'18" E 120.66' z I 3a.2 ' 25' 32.0 I 35.3 c � I /1'r v : N a L.v i to o ofI Z A_R_E_A TAB_UL_A_T/0_N : I LOT = 7,998tSO.FT. I I NOTE: LEGAL DESCRIPTION.- BUILDING WILL BE STAKED AS SHOWN Lot 94, Kay's Landing, Phase 2, according to the Plat thereof, as recorded in Plot Book 69, Q0 at Page 43-44, of the Public Records, Seminole County, Florida. rq NOTES: (SKETCH AND LECAL ONLY, NOT A SURVEY) Q0 1. UNLESS IT BEARS THE SIGNATURE AND THE ORIGINAL RAISED 2. LANDS EHOWN HEREON WERE NOT ABSTRACTED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER THIS BY C(L CONSUL TA,VTS bNC:. ;,OR _EASEMENTS AND r— DRAWING, SKETCH, PLAT OR MAP IS FOR INFORMATIONAL RIGH7S-`OF-WAY OF RECORD; PURPOSES ONLY AND IS NOT VALID. ADD17IONS OR DELE77ONS U J. DATA .SHO'WN HEREON WAS COMPILED FROM OTHER TO SURVEY MAPS OR REPORTS BY OTHER THAN THE SIGNING IM57RUMENM AND DOES NOT CONSTITUTE A FIELD SURVEY w PARTY OR PARTIES IS PROH1617ED WITHOUT WRITTEN . O CONSENT OF THE SIGNING PARTY OR PARRES. AS SUCHo: O az REVISIONS: DATE: BY: PLOT PLAN 8/21/06 JAM D V D. hrt. , i<'TJNO, P.S.M OFESSIONAL SUR4' YOR S-PtY" MAPPER #5670 STATE OF FLORIDA DATE OF SKETCH: I DR N CHECKED FIELD 8/21/06 BY JAM BY DMB BOOK N/A POWER OF ATTORNEY Date : c%11,;2-10 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 94, Block Subdivision: Kay's Landing Phase 2 Address of Job: 525 Kays Landing Drive, Sanford 32771 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 TVDeior Print nake ;of Certified Contractor Signature of Certified Contractor State of Florida County of Orange The foregoing instrument was acknowledged this �`—" day o>me 2 Doi , by William Colby Franks, who personally appeared before fnd acknowledged that he/she signed the instrument voluntarily for the purpose expressed in it. Zpersonally Known Produced Identification (Seal) *iggnatui�4?&otary Identifi ion 20�"ty poems Kimberly Kaminer Public State of Florida* = Cammission # DD425691 Expires May 4 2009 �oe OF VU Bonded Troy Fain • inauranaa, Ina, 000-M-7919 Kimberly Kaminer Print or Type Name of Notary Public Seminole County Property Appraiser Get Information by Parcel Number Page 1 of 1 DAVID JOHNSON, CF•A, ASA PROPERTY APPRAISER SEMINDLE COUNTY `L. 1 101 E. FIRST 5T SANFORD, FL 3277t- 1468 407-665-7566 1 2006 WORKING VALUE SUMMARY GENERAL Value Method: Market Parcel Id: 34-19-30-520-0000-0940 Number of Buildings: 0 Owner: LO LAND ASSETS LP Depreciated Bldg Value: $0 Own/Addy: LTO LLC KAYS SPRINGS Depreciated EXFT Value: $0 Mailing Address: 220 MAIN ST STE 1150 Land Value (Market): $62,000 City, State,ZipCode: IRVING CA 92614 Land Value Ag: $0 Property Address: 525 KAYS LANDING DR SANFORD 32771 Just/Market Value: $62,000 Subdivision Name: KAYS LANDING PHASE 2 Assessed Value (SOH): $62,000 Tax District: S1-SANFORD Exempt Value: $0 Exemptions: Taxable Value: $62,000 Dor: 00-VACANT RESIDENTIAL Tax Estimator SALES Deed Date Book Page Amount Vac/Imp Qualified Find Comparable Sales within this Subdivision Land Assess Method LOT NOTE: Assessed valu valorem tax purposes. "' If you recently urc LAND Frontage Depth Land Unit Units Price 0 0 1.000 62, 000.00 =s shown are NOT certified values and th lased a homesteaded property your next 2006 Notice of Proposed Property Tax 2005 VALUE SUMMARY 2005 Tax Bill Amount: 2005 Taxable Value: DOES NOT INCLUDE NON -AD VALOREM ASSESSMENTS LEGAL DESCRIPTION Land PLATS: Pick... Value LOT 94 KAYS LANDING PHASE 2 PB 69 PISS $62,000 44 - 44 ore are subject to change before being finalized for ad ,r's property tax will be based on JusUMarket value. http://www.scpafl.org/pls/web/re_web. seminole_county_title?parcel=34193052000000940... 8/31 /2006 00 t1 ,F Ptl0::li s E 6.8. DEPARTMENT OF HOMELAND SECURITY Federal Emergency Management Agency National Flood Insurance Program A ELEVATION CERTIFICATE Important: Read the instructions on pages 1-8..:'�'t� SECTION A - PROPERTY INFORMATION A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P:O. Route and Box No. 5 KAYS LwpgN* MWE city 5AN>`pRp State A3. Property Description (Lot and Block Numhars Tflv OMB,. No. 1660-0008 Expires February 28, 2009 s. t A4. Building Use (e.g., Residential, Non -Residential, Additiotpt Ac ess , etc.) E A5_-Latitude/Longftude Lat - r 0 ��, �.,,ry, �- °n� Horizontal Datum: LJ NAD 1927 NADT8s 8 A8. Atta Ch at least 2 photographs, of the building If the Certificate Is being used to obtain flood Insurance. A7. Building Diagram Number_ A8. For a building with a crawl space or enclosure(s), provide: A9. For a building with an attached garage, provide- a) Square footage of crawl space or enclosure(s) O sq ft a) Square footage of attached garage 33t7+ s ft b) No. of. permanent flood openings in the crawl space or q enclosure(s) walls within I;O foot above adjacent grade _0 b) No, of permanent flood openings In the attached.garage walls within 1.0 foot above adjacent grade c) Total net area of flood openings in A8.b �_ sq in c) Total net area of fl d SECTION B -FLOOD, INSURANCE RAT] 61. NFIP Community Name a Commun Number G�TY of SAMPn c) Za2-)q- BScOMlr lolrl 00 openings in A9.b . sq in MAP (FIRM) INFORMATION -" �r•• -"" ..V �IVOI ao. sunix B6. FIRM Index B7. FIRM Panei Irate B8. Flood B9. Base Flood Elevation(s).(Zone 2) (�. O O O E Effective/Revised Date Zones) AO,. use base flood depth) o�{- I� '�5 oq/t: 1��5 x N q B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in Item 89. ❑ FIS Profile FIRM ❑ Community De fined Other (Describe) U`f P J_ ATTI N l 811. Indicate elevation datum used for BFE In Item 139: 9 NGVD 1,92.9 ❑ NAVD 1988 ❑ Other (Describe) A 55 u m �(ZU o B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or OthervVise Protected Area (OPA)? Yes Designation Date E]CBRS ❑ OPA ❑ No SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: Construction Drawings' ❑ Building Under Construction' 'A new Elevation Certificate will be required when construction of the building is complete. ❑Finished Construction C2. Elevations -Zones Al-A30, AE, AH, A (with BFE), VE, VI-V30, V (with BFE), AR, AR/A, AR/AE, AR/A1-A30, AR/AH, AR/AO. Complete Items C2.a-g below according to the building diagram specified in Item A7. Benchmark Utilized Vertical Datum Conversion/Comments N C �>� Check the measurement used. a) Top of bottom floor (including basement, crawl space, or enclosure floor) 3�0 Meet ❑ b) Top of the next higher floor T--Ofeet meters (Puerto Rico only) feet ❑ meters (Puerto Rico only) c) Bottom of the lowest horizontal structural member (V Zones only) ❑ feet d) Attached garage (top of slab) meters (Puerto Rico only) e) Lowest elevation of machinery or equipment servicing the building❑ feet ❑ meters (Puerto Rico only) (Describe type of equipment In Comments) ❑ meters (Puerto Rico only) f) Lowest adjacent (finished) grade (LAG) --aJL► _•._❑ feet El meters (Puerto Rico only) g) Highest adjacent (finished) grade (HAG) `� ----LYiI�•—❑ 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 US. Code, Section 1001. Check here If comments are provided on back of form. Certifler's Name W 1L5v4 t—� wr4y License Number Pet Tftle ti.w., ,AI/ - :-7vt..._..n,.. ComDanvNatm FEMA Form 81-31, February 2006 oee reverse side for continuation. Replaces all previous editions IMPORTANT: In these spaoes, copy the correspcnding information from S.ecdon A. Building Street Address (Including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. 5 045 U4u0t City State 3 ZIP Code S f� BRA t-L SECTION D -SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION.(CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) Insurance agent/company, and ( oY.l (� i� i �,�r��• �� S, Comments PUtys P S L As E !_ ATE) N) Signature Date _ -Check-'here ff-a1 SE 10 NG ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT 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 Rico only, enter meters. El. Provide elevation Information -for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent grade (HAG) and the lowest adjacent grade (LAG). a) Top of bottom floor (Including basement, crawl space, or enclosure) is ❑ feet ❑ b) Top of bottom floor (including basement, crawl space, or enclosure is meters above or below the HAG. _.❑ feet : ❑ meters ❑ above or. ❑ below, the LAG. - 'For Building Diagrams 6-8 with permanent flood openings provided in SectlooA Items 8 and/or 9 (see pgge 8 of Instructions), tt 6 next' bigher tibor (elevation C2.b In the diagrams) of the building is El 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 E] below the HAG. ES. 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. 'jhe 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) er Zone AO must sign here. The statements in Sections A, 8, and E are correct to the best of my knowledge: Property Owner's or Owner's Authorized Representative's Name Address City State ZIP Code Signature Date Telephon,, Comments ❑ Check here if attachments SECTION G -COMMUNITY INFORMATION (OPTIONAL) The kcal official who Is authorized bylaw 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 fte' (s) a0si��low, 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 ZtigpfA (without a FEMA-issued or community -issued BFE) or Zone AO. G3. ❑ The following information (Items G4.-G9.) is provided for communi I tplain management purposes. G4. Permit Number G5. Date Permit Issued n' �i G6. Date Certificate Of Compliance/Occupancy Issued G7. This permit has been Issued for: [] New Construction E] Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building: . G9. BFE or on Zone AO) depth of flooding at the building site: ❑ feet ❑ meters (PR) Datum ❑ feet El meters (PR) Datum Local Official's Name Title Community Name Telephone Signature • Date Comments ❑ Chedc hererf attachments FEMA Form 81-31, February 2006 Replaces all previous editions City of Sanford Building Division 300 N. Park Ave Sanford, Florida 32771 Phone: 407-330-5656 Fax: 407-328-3859 PLAN REVIEW RESPONSE Date: October 19, 2006 Contact Person: Valerie / Ke Contact Phone Number: 407-249-3500 Contact Fax Number: 407-313-2142 Contact E-mail Address: Reference Number: Project Description: Model - Bellagio Job Address: 525 Kays Landing Drive The following is a list of the areas of the submitted plans that contained violations of the codes adopted by the City of Sanford and enforced by the Building Division. The violations noted must be addressed before the plans can be approved. Changes must be submitted on the original submitted format. Changes to construction documents that require an Architect or Engineer's seal must be submitted with the appropriate seal. STRUCTURAL S-1 Floor beam ML1 is not part of Robbins Engineering. The engineer of record for the structural design of the building shall review and approve the calculations submitted. Of concern is the design criterion designated, stating 20 psf Live load and 20 psf dead loads. Provide verification that all loads including floor loads have been considered. Any error or omission in this plan review shall not be construed to grant approval of any violation of any of the adopted codes or municipal ordinances of this jurisdiction. Please direct any questions you may have to Wayne Thorne at (407) 330-5686 or fax to (407) 328-3859. You may also contact me by E-mail at thornewCa�ci.sanford.fl.us. - 1 - FORM 60OA-2004 EnergyGauge® 4.0 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: i BELLAGIO 2962 Builder: ENGLE HOMES Address: '3.- /S�c�p, �� Permitting Office: S� OrVr'ci City, State: �//o���-� Permit Number: 0-1- 3 1 9 Owner: Jurisdiction Number: (o Cl G�pp Climate Zone: Ce tral 1. New construction or existing New _ 2. Single family or multi -family Single family _ 3. Number of units, if multi -family 1 _ 4. Number of Bedrooms 5 5. Is this a worst case? Yes _ 6. Conditioned floor area (ftz) 2962 ft' _ 7. Glass type] and area: (Label reqd. by 13-104.4.5 if not default) a. U-factor: Description Area (or Single or Double DEFAULT) 7a(Sngle Default)601.0 ft' b. SHGC: (or Clear or Tint DEFAULT) 7b. (Clear) 601.0 ft' 8. Floortypes a. Slab -On -Grade Edge Insulation R=0.0, 159.0(p) ft _ b. N/A _ c. N/A _ 9. Wall types a. Concrete, Int Insul, Exterior R=4.1, 826.8 ft' b. Frame, Wood, Adjacent R=11.0, 227.0 ft' _ c. Frame, Wood, Exterior R=11.0, 1167.0 ft' _ d. N/A _ e. N/A _ 10. Ceiling types _ a. Under Attic R=30.0, 1566.0 ft' b. Under Attic R=30.0, 55.0 ft' _ c. N/A _ 11. Ducts _ a. Sup: Unc. Ret: Unc. AH(Sealed):Garage Sup. R=6.0, 1.0 ft b. Sup: Unc. Ret: Unc. AH(Sealed):Interior Sup. R=6.0, 1.0 ft _ 12. Cooling systems a. Central Unit b. Central Unit c. N/A 13. Heating systems a. Electric Heat Pump b. Electric Heat Pump c. N/A 14. Hot water systems a. Electric Resistance b. N/A c. Conservation credits (HR-Heat recovery, Solar DHP-Dedicated heat pump) 15. HVAC credits (CF-Ceiling fan, CV -Cross ventilation, HF-Whole house fan, PT -Programmable Thermostat, MZ-C-Multizone cooling, MZ-H-Multizone heating) Glass/Floor Area: 0.20 Total as -built points: 39301 PASS Total base points: 41890 I hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code. �- PREPARED BY: ' ' DATE: I hereby certify that this building, as designed, is in compliance with the Flori/-Energy Code. OWNER/AGENT: U G DATE: D Review of the plans and specifications covered by this calculation indicates compliance with the Florida Energy Code. Before construction is completed this building will be inspected for compliance with Section 553.908 Florida Statutes. BUILDING OFFICIAL: DATE: 1 Predominant glass type. For actual glass type and areas, see Summer & Winter Glass output on pages 2&4. EnergyGauge® (Version: FLRCSB v4.0) Cap: 42.0 kBtu/hr SEER:14.00 _ Cap: 30.0 kBm/hr SEER: 14.50 Cap: 42.0 kBtu/hr _ HSPF:7.70 _ Cap: 30.0 kBtu/hr _ HSPF: 8.20 Cap: 50.0 gallons EF: 0.90 _ FORM 60OA-2004 EnergyGauge® 4.0 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #: I BASE AS -BUILT GLASS TYPES .18 X Conditioned X BSPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X SPM X SOF = Points .18 2962.0 25.78 13744.9 Single, Clear N 1.0 26.0 28.0 30.19 1.00 843.3 Single, Clear E 1.0 16.0 38.0 63.97 1.00 2422.2 Single, Clear E 1.0 16.0 38.0 63.97 1.00 2422.2 Single, Clear E 8.0 16.7 48.0 63.97 0.75 2301.9 Single, Clear S 1.0 5.0 7.0 48.22 0.92 309.3 Single, Clear S 1.0 20.0 38.0 48.22 1.00 1823.5 Single, Clear W 1.0 18.0 48.0 57.68 1.00 2760.3 Single, Clear W 10.0 10.0 64.0 57.68 0.54 2011.2 Single, Clear W 10.0 9.7 18.0 57.68 0.54 558.1 Single, Clear W 10.0 10.0 64.0 57.68 0.54 2011.2 Single, Clear N 1.0 23.0 16.0 30.19 1.00 481.8 Single, Clear W 10.0 6.0 7.0 57.68 0.45 179.9 Single, Clear E 1.0 7.0 30.0 63.97 0.98 1884.6 Single, Clear E 1.0 7.0 24.0 63.97 0.98 1507.7 Single, Clear E 1.0 7.0 30.0 63.97 0.98 1884.6 Single, Clear S 1.0 9.4 5.0 48.22 0.99 238.6 Single, Clear S 1.0 8.0 16.0 48.22 0.98 759.1 Single, Clear W 1.0 6.0 16.0 57.68 0.97 895.4 Single, Clear W 1.0 7.0 40.0 57.68 0.98 2265.9 Single, Clear W 1.0 5.0 6.0 57.68 0.95 328.7 Single, Clear W 1.0 7.0 20.0 57.68 0.98 1132.9 As -Built Total: 601.0 29022.2 WALL TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Adjacent 227.0 0.70 158.9 Concrete, Int Insul, Exterior 4.1 826.8 1.18 975.6 Exterior 1993.8 1.90 3788.2 Frame, Wood, Adjacent 11.0 227.0 0.70 158.9 Frame, Wood, Exterior 11.0 1167.0 1.90 2217.3 Base Total: 2220.8 3947.1 As -Built Total: 2220.8 3351.8 DOOR TYPES Area X BSPM = Points Type Area X SPM = Points Adjacent 18.0 1.60 28.8 Adjacent Wood 18.0 2.40 43.2 Exterior 0.0 0.00 0.0 Base Total: 18.0 28.8 As -Built Total: 18.0 43.2 CEILING TYPES Area X BSPM = Points Type R-Value Area X SPM X SCM = Points Under Attic 1566.0 2.13 3335.6 Under Attic 30.0 1566.0 2.13 X 1.00 3335.6 Under Attic 30.0 55.0 2.13 X 1.00 117.2 Base Total: 1566.0 3335.E 1 As -Built Total: 1621.0 3452.7 EnergyGauge@ DCA Form 60OA-2004 EnergyGauge@/FlaRES'2004 FLRCSB v4.0 FORM 60OA-2004 EnergyGauge® 4.0 SUMMED CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , . PERMIT #: BASE AS -BUILT FLOOR TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Slab 159.0(p) -31.8-5056.2 Slab -On -Grade Edge Insulation 0.0 159.0(p -31.90 -5072.1 Raised 0.0 0.00 0.0 Base Total: -5056.2 As -Built Total: 159.0 -5072.1 INFILTRATION Area X BSPM = Points Area X SPM = Points 2962.0 14.31 42386.2 2962.0 14.31 42386.2 Summer Base Points: 58386.4 Summer As -Built Points: 73184.0 Total Summer X System = Cooling Total X Cap X Duct X System X Credit = Cooling Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (System - Points) (DM x DSM x AHU) (sys 1: Central Unit 42000 btuh ,SEER/EFF(14.0) Ducts: Unc(S),Unc(R),Gar(AH),R6.0(INS) 73184 0.58 (1.09 x 1.150 x 0.95) 0.244 1.000 11731.0 (sys 2: Central Unit 30000 btuh ,SEER/EFF(14.5) Ducts:Unc(S),Unc(R),Int(AH),R6.0(INS) 73184 0.42 (1.09 x 1.150 x 0.85) 0.235 1.000 8090.3 58386.4 0.4266 24907.E 1 73184.0 1.00 1.128 0.240 1.000 19815.4 EnergyGauge'rm 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 GLASS TYPES .18 X Conditioned X BWPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X WPM X WOF = Point .18 2962.0 5.86 3124.3 Single, Clear N 1.0 26.0 28.0 15.07 1.00 421.7 Single, Clear E 1.0 16.0 38.0 12.37 1.00 471.2 Single, Clear E 1.0 16.0 38.0 12.37 1.00 471.2 Single, Clear E 8.0 16.7 48.0 12.37 1.06 627.6 Single, Clear S 1.0 5.0 7.0 9.90 1.02 70.8 Single, Clear S 1.0 20.0 38.0 9.90 1.00 375.2 Single, Clear W 1.0 18.0 48.0 13.25 1.00 635.7 Single, Clear W 10.0 10.0 64.0 13.25 1.08 919.9 Single, Clear W 10.0 9.7 18.0 13.25 1.09 259.1 Single, Clear W 10.0 10.0 64.0 13.25 1.08 919.9 Single, Clear N 1.0 23.0 16.0 15.07 1.00 240.9 Single, Clear W 10.0 6.0 7.0 13.25 1.11 102.6 Single, Clear E 1.0 7.0 30.0 12.37 1.01 373.6 Single, Clear E 1.0 7.0 24.0 12.37 1.01 298.9 Single, Clear E 1.0 7.0 30.0 12.37 1.01 373.6 Single, Clear S 1.0 9.4 5.0 9.90 0.99 49.2 Single, Clear S 1.0 8.0 16.0 9.90 1.00 157.7 Single, Clear W 1.0 6.0 16.0 13.25 1.00 212.5 Single, Clear W 1.0 7.0 40.0 13.25 1.00 530.3 Single, Clear W 1.0 5.0 6.0 13.25 1.01 79.9 Single, Clear W 1.0 7.0 20.0 13.25 1.00 265.2 As -Built Total: 601.0 7856.7 WALL TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Adjacent 227.0 1.80 408.6 Concrete, Int Insul, Exterior 4.1 826.8 3.31 2732.6 Exterior 1993.8 2.00 3987.6 Frame, Wood, Adjacent 11.0 227.0 1.80 408.6 Frame, Wood, Exterior 11.0 1167.0 2.00 2334.0 Base Total: 2220.8 4396.2 As -Built Total: 2220.8 5475.2 DOOR TYPES Area X BWPM = Points Type Area X WPM = Points Adjacent 18.0 4.00 72.0 Adjacent Wood 18.0 5.90 106.2 Exterior 0.0 0.00 0.0 Base Total: 18.0 72.0 As -Built Total: 18.0 106.2 CEILING TYPES Area X BWPM = Points Type R-Value Area X WPM X WCM = Points Under Attic 1566.0 0.64 1002.2 Under Attic 30.0 1566.0 0.64 X 1.00 1002.2 Under Attic 30.0 55.0 0.64 X 1.00 35.2 Base Total: 1566.0 1002.2 1 As -Built Total: 1621.0 1037.4 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 159.0(p) -1.9 -302.1 Slab -On -Grade Edge Insulation 0.0 159.0(p 2.50 397.5 Raised 0.0 0.00 0.0 Base Total: -302.1 As -Built Total: 159.0 397.5 INFILTRATION Area X BWPM = Points Area X WPM = Points 2962.0 -0.28 -829.4 2962.0 -0.28 -829.4 Winter Base Points: 7463.3 Winter As -Built Points: 14043.6 Total Winter X System = Heating Total X Cap X Duct X System X Credit = Heating Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (System - Points) (DM x DSM x AHU) (sys 1: Electric Heat Pump 42000 btuh ,EFF(7.7) Ducts: Unc(S),Unc(R),Gar(AH),R6.0 14043.6 0.583 (1.078 x 1.160 x 0.95) 0.443 1.000 4141.1 (sys 2: Electric Heat Pump 30000 btuh ,EFF(8.2) Ducts:Unc(S),Unc(R),Int(AH),R6.0 14043.6 0.417 (1.078 x 1.160 x 0.87) 0.416 1.000 2777.6 7463.3 0.6274 4682.5 1 14043.6 1.00 1.140 0.432 1.000 6912.0 EnergyGauge'"' DCA Form 60OA-2004 EnergyGauge@/FlaRES'2004 FLRCSB v4.0 FORM 60OA-2004 EnergyGauge® 4.0 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details 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 5 2460.00 12300.0 50.0 0.90 5 1.00 2514.67 1.00 12573.3 As -Built Total: 12573.3 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points = Total Points Cooling Points + Heating + Hot Water = Total Points Points Points 24908 4682 12300 41890 1 19815 6912 12573 39301 TAE S'T EnergyGaugeTm DCA Form 60OA-2004 EnergyGauge®/RaRES'2004 FLRCSB V4.0 FORM 60OA-2004 EnergyGauge® 4.0 Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS:,,, 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST PERMIT #: COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors 606.1.ABC.1.1 Maximum:.3 cfm/s .ft. window area .5 cfm/s .ft. door area. Exterior & Adjacent Walls 606.1.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wa foundation & wall sole or sill plate; joints between exterior wall panels at corners; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from and is sealed to the foundation to the top plate. Floors 606.1.ABC.1.2.2 Penetrations/openings >1/8" sealed unless backed by truss or joint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed to the perimeter, penetrations and seams. Ceilings 606.1.ABC.1.2.3 Between walls & ceilings; penetrations of ceiling plane of top floor; around shafts, chas soffits, chimneys, cabinets sealed to continuous air barrier; gaps in gyp board & top plat attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is sealed at the perimeter, at penetrations and seams. Recessed Lighting Fixtures 606.1.ABC.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3" from insulation; or Type IC rated with < 2.0 cfm from conditioned space, tested. Multi-storV Houses 606.1.ABC.1.2.5 Air barrier on perimeter of floor cavity between floors. Additional Infiltration reqts 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFP have combustion air. 6A-22 OTHER PRESCRIPTIVE MEASURES must be met or exceeded bv all residences. COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements in Table 612.1.ABC.3.2. Switch or clearly marked ci breaker electric or cutoff as must be provided. External or built-in heat trap required. Swimming Pools & Spas 612.1 Spas & heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficient of 78%. Shower heads 612.1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and installed in accordance with the criteria of Section 610. Ducts in unconditioned attics: R-6 min. insulation. HVAC Controls 607.1 Separate readily accessible manual or automatic thermostat for each system. Insulation 604.1, 602.1 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. EnergyGaugeTm DCA Form 60OA-2004 EnergyGaugeO/FlaRES'2004 FLRCSB v4.0 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 84.5 The higher the score, the more efficient the home. 1. New construction or existing New _ 12. Cooling systems 2. Single family or multi -family Single family _ a. Central Unit Cap: 42.0 kBtu/hr _ 3. Number of units, if multi -family 1 _ SEER: 14.00 _ 4. Number of Bedrooms 5 _ b. Central Unit Cap: 30.0 kBtu/hr _ 5. Is this a worst case? Yes _ SEER: 14.50 6. Conditioned floor area (ft') 2962 ft' _ c. N/A 7. Glass typel and area: (Label regd. by 13-104.4.5 if not default) a. U-factor: Description Area 13. Heating systems (or Single or Double DEFAULT) 7a(Sngle Default)601.0 ft' _ a. Electric Heat Pump Cap: 42.0 kBtu/hr b. SHGC: HSPF: 7.70 _ (or Clear or Tint DEFAULT) 7b. (Clear)601.0 ft' _ b. Electric Heat Pump Cap: 30.0 kBtu/hr 8. Floor types HSPF: 8.20 _ a. Slab -On -Grade Edge Insulation R=0.0, 159.0(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, 826.8 ft' _ EF: 0.90 _ b. Frame, Wood, Adjacent R=11.0, 227.0 ft' _ b. N/A _ c. Frame, Wood, Exterior R=11.0, 1167.0 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, 1566.0 ft' _ 15. HVAC credits b. Under Attic R=30.0, 55.0 ft' _ (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. Sup: Unc. Ret: Unc. AH(Sealed):Interior Sup. R=6.0, 1.0 ft _ MZ-H-Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building O4g11E ST41, 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 ompliant fea res. g /O �C Builder Signature: Co�lC.l Date: a Address of New Home:6� City/FL Zip: GC d� . j�CpD y�,ETR��� *NOTE: The home's estimated energy performance score is only available throng 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 EnergyStarTudesignation), your home may qualify for energy efficiency mortgage (EEM incentives i f you obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge web site at www.fsec.ucf.edu for information and a list of certified Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of Community Affairs at 8501487-1824. 1 Predominant glass type. For actual glass type and areas, see Summer & Winter Glass output ow2&4. EnergyGauge® (Version: FLRCSt3 v4.U) Notes: 8.13.03 - V.TORRES EMENEEMENEMEEM®- •line o Weather. Orlando AP, FL, US Winter Design Conditions Summer Design Conditions Outside db 38 of Outside db 93 of Inside db 70 °F Inside db 75 °F Design TD 32 'F Design TD 18 °F Daily range M Relative humidity 50 % Moisture difference 43 gr/Ib Heating Summary Sensible Cooling Equipment Load Sizing Building heat loss 55729 Btuh Structure 50326 Btuh Ventilation air 0 cfm Ventilation 0 Btuh Ventilation air loss 0 Btuh Design temperature swing 3.0 °F Design heat bad 55729 Btuh Use mftj. data y Rate/swing multiplier 1.00 Infiltration Total sees. equip. bad 50326 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Frepoes Average 0 Internal gains 1840 Btuh Ventilation 0 Btuh Heating CO I' Infiltration 5` Bluh Area (ft2) M 2962 Total latent equip. bad 7496 Btuh Volume (ft') 28768 28768 Air cha es/hour Equiv: AVF (cfm) 0.70 0.40 336 192 Total eeqquu�ipment load Req. tofal capacity at 0.70 SHR 57821 Btuh 6.0 ton Heating Equipment Summary Cooling Equipment Summary Make n/a Make n/a Trade n/a Trade n/a Model n/a Cond n/a Coil n/a Efficiency Heating input n/a Efficiency Sensible coding n/a 0 Btuh Healingoutput 0 Btuh Latent coding 0 Btuh Temerature rise 0 °F Total coding 0 Btuh Actual airflow 0 cfm Actual airflow 0 cfm Air flow factor 0.000 do Btuh Air flow factor 0.000 cfrn/Bbh Static pressure 0.00 in H2O Static pressure 0.00 in H2O 0 % Space thermostat n/a Load sensible heat ratio Printout certified by ACCA to meet all requirements of Manual J 7th Ed. wrilgt-rtsoft Right -Suite Residential 5.5.17 RSR32731 2006-Jun-29 09:22:24 E:\Files\ENGLE2002\Lot122KaysLandingBellagio2962\Lot122KaysLandingBeltagio2962.rsr Page 1 RIGHT-J CALCULATION PROCEDURES A, B, C, D ,yn Entire House DEL AIR HEATING,AIR CONDITIONING,R Job: BELLAGIO 2962 4-14-04 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 Procedure A - Winter Infiltration HTM Calculation* 1. Winter infiltration AVF 0.70 ach x 28768 ft3 x 0.0167 = 336 cfm Isolated zones = 0 cfm Total = 336 cfm 2. Winter infiltration load 1.1 x336 cfm x 32 °F WinterTD = 11814 Btuh 3. Winter infiltration HTM 11814 Btuh / 628 ft2 Total window = 18.8 Btuh/ft2 and door area Procedure B - Summer Infiltration HTM Calculation 1. Summer infiltiation AVF 0.40 ach x 28768 ft3 x 0.0167 = 192 cfm Isolated zones = 0 cfm Total = 192 cfm 2. Summer infiltration load 1.1 x 192 cfm x 18 °F Su TnwTD = 3797 Btuh 3. Summer infiltration HTM 3797 Btuh / 628 ft2 Total window = 6.0 BUM and door area Procedure C - Latent Infiltration Gain 0.68 x 43 grAb moist.diff. x 192 cfm = 5656 Btuh rroceuure u - r-qurpment arLrny r—udus 1. Sensible sizing bad Sensible ventilation load 1.1 x 75 cfm vent. x 18 °F SLmnerTD = 0 Btuh Sensible load for structure (Line 19) + 50326 Btuh Sum of ventilation and structure bads = 50326 Btuh Rating and temperature swing multiplier x 1.00 Equipment sizing bad - sensible = 50326 Btuh 2. Latent stung bad Latent ventilation load 0.68 x 75 cfm vent. x 43 grAb moist.diff. = 0 Btuh Internal loads = 230 Btuh x 8 people + 1840 Btuh Infiltration load from Procedure C + 5656 Btuh Equipment stung load - latent = 7496 Btuh "Construction Quality is: a No. of Fireplaces is: 0 Printout certified by ACCA to meet all requirernents of Manual J 7th Ed. wrlightsoft Right -Suite Residential 5.5,17 RSR32731 2006-Jun-29 09:22:24 ICCA E:\Files\ENGLE2002\Lot122KaysLandingBellagio2962\Lot122KaysLandingBellagio2962.rsr Page 1 RIGHT-J WORKSHEET Entire House DEL AIR HEATING,AIR CONDITIONING,R Job: BELLAGIO 2962 4-14-04 109 COMMERCE STREET LAKE MARY FL 32746-6206 Phone: (407) 831-2665 1 Ah Ed N3mdroan Entre House ZONE ZONE2 j4MMUALJ: 2 LPrtgh of aposed wall 326.0 ft 159.0 ft 167.0 ft 3 RaundnaEd Ceiings CondL Option 8.8 ft heAbod d 9A ft hea od d o 8.1 ft haltrod d o TYPE OF CST HTM Area Load W) Area Load (Btiit) Area Load (Btif1) Area EVO6l1RE I NO. Htg Cig (ft') Cig (ft') Htg I Cig (ft) Htg Clg Htg Cig 5 Gross a 148 4.6 2.1 1290 12 0 �"" "` 0 E�osed b 13C 32 12 245 "" 245 "" 0 wetsard c 12C 2.9 1.9 1354 "" "" 0 "" 1354 partitions d 0.0 0.0 0 .» 0 0 e 0.0 0.0 0 . 0 .. .. 0 6 V*xbmarid a 1C 37.0 " 36B 136M - 181 6690 187 6912 glass doors b 8C 37.0 " 176 6505 - - 176 6505 "" ""' 0 0 0 0 Healing c 9C 38.7 " 65 22 6 65 2iffi d 0.0 " 0 0 0 0 "" 0 0 e 0.0 0 0 0 0 "" 0 0 f 0.0 0 0 "" 0 0 0 0 7 Wrrbns and North 20A 179 "" 3E44 173 "" 3530 6 '" 114 ass doors NENW ENV 0.0 61.5 0 378 0 23234 0 212 "" 0 13412 0 166 "" 0 gm SESVV 0.0 0 "" 0 0 """ 0 0 "" 0 Soulh 30.4 53 "" 1623 3B 1155 15 "" 46B .... Horz 0.0 0 "' 0 0 "" 0 0 "` 0 8 Oti1a doors a 11A 18.9 127 0 0 0 0 0 0 0 0 0 b 10D 14.7 9.9 18 265 179 18 266 179 0 0 0 c 0.0 0.0 0 0 0 0 0 0 0 0 0 9 Nst a 14B 4.6 2.1 827 3810 1703 827 3810 1703 0 0 0 sposed b 13C 32 12 227 715 296 227 715 256 0 0 0 Weis and c 12C 2.9 1.9 1167 3361 7189 0 0 0 1167 3361 7269 partitions d 0.0 0.0 0 0 0 0 0 0 0 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 f 0.0 0.0 0 0 0 0 0 0 0 0 0 10 Ceilings a 16G 1.1 1.4 1565 1654 2170 0 0 0 1556 1654 2170 b 16G 1.1 1.4 55 58 76 0 0 0 55 58 76 c 0.0 0.0 0 0 0 0 0 0 0 0 0 d 0.0 0.0 0 0 0 0 0 0 0 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 f 0.0 0.0 0 0 0 0 0 0 0 0 0 11 Floors a 22A 25.9 0.0 159 4121 0 159 4121 0 0 0 0 (Not: roan b 0.0 0.0 0 0 0 0 0 0 0 0 0 perirleter c 0.0 0.0 0 0 0 0 0 0 0 0 0 is displ. d 0.0 0.0 0 0 0 0 0 0 0 0 0 for slab a 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 floors) f 0.0 0.0 0 0 0 0 0 0 0 12 Infiltration a 18.8 6.0 628 11814 3797 441 8496 2%7 197 3518 1131 13 Subtotal +8_+11+12 '. 4846J 15502 «» »» Lis a dental hea rig »» 0 ,». ..» p .... �.. 0 ..« ..» Lesstrarster 0 `"" "" 0 "� 0 ..» Heating redlshibtrtiort »« 0 «« .«. 0 «» «» p 14 Dud loss 15°/ 72a3 15°/ 4944 15° 2325 15 Tdalloss=13+14 - 5bm "" "" 37901 "� "" 17827 16 InL gaits: People @ 300 8 `"" 240D 6 - 1800 2 60D 12M 2 - 2400 2 - 2400 0 "" 0 17 Sltb t RSH g*F7+8�+12+16 "" - 43761 "" "" 27110 "' ""' 16551 Less ederrtel cooling �*- »» 0 «,. ..» 0 0 lEssirasfer """ "" p *� - -' 0 .... ..» 0 Coding redstrbution p .... ..» 0 «.. ..» 0 «.. ..., 18 Dud gait 16,1 "" 6%4 15% - 4067 150 "" 2498 19 Tdal RSH gairF(17+18pPLF 1 OD ""' 1-0326 1.00 - 31177 1.00 "" 19149 1231 Air reW� (drn) "" 2400 2400 "" 1400 1400 1000 1000 Printout certified by ACCA to meet all requirements of Manual J 7th Ed. - wr�ghtSofC Right -Suite Residential 5.5.17 RSR32731 2006-Jun-29 09:22:24 '��A E:\Files\ENGLE2002\Lotl22KaysLandingBellagio2962\Lotl22KaysLandingBellagio2962.rsr Page 1 Notes: 8.13.03 - V.TORRES ;� �� �"• `� Sk �= t �. �' N � e * ` 'fit , �..�k, r� ;4� �a�a�� s��y� � •� _�� s armati n-lnfoon�r.f�;v��.� Weather. Orlando AR FL, US Winter Design Conditions Summer Design Conditions Outside db 38 °F Outside db 93 °F Inside db 70 °F Inside db 75 °F Design TD 32 °F Design TD 18 °F Daily range M Relative humidity 50 % Moisture difference 43 grAb Heating Summary Sensible Cooling Equipment Load Sizing Building heat loss 37901 Btuh Structure 31177 Btuh Ventilation air 0 cfm Ventilation 495 Btuh Ventilation air loss 0 Btuh Design temperature swing 3.0 °F Design heat bad 37901 Btuh Use mfg. data y Ratelswing multiplier 1.00 Infiltration Total sens. equip. load 31672 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Internal gains 1380 Btuh Ventilation 737 Btuh Heatin�gg cooling Infiltration 3972 Btuh Area (ftz) 11 9.9 1 Total latent equip. bad 6089 Btuh Volume (ft3) 16083 16083 Air changes/hour 0.88 0.50 Toaal eeqquipment load 37761 Btuh 3.3 ton Equiv. AV (clm) 236 135 Req. tofal capacity at 0.80 SHR Heating Equipment Summary Cooling Equipment Summary Make LBWOX Make LBWOX Trade Trade Model Cord Cod Efficiency 7.7 HSPF Efficiency 14 EER Heating input Sensible cooling 33600 Btuh Heating output 0 Btuh @ 47°F Latent coding 8400 Btuh Temperature rise 0 °F Total cooling 42000 Btuh Actual airflow 1400 cfm Actual airflow 1400 cfm Air flow factor 0.037 ctrn/Btuh Air flow factor 0.045 ctrn/Btuh Static pressure 0.30 in H2O Static pressure 0.30 in H2O Space thermostat Load sensible heat ratio 84 % Bold/italic values have been manually overridden Prinbut certified by ACCA ito meet all requirements of Manual J 7th Ed. wriOhtsoft Right -Suite Residential 5.5.17 RSR32731 2006-Jun-29 09:22:24 �� EAR les\ENGLE2002\Lot122KayslandingBellagio2962\Lot122Kays Land ingBellagio2962.rsr Page 2 RIGHT-J CALCULATION PROCEDURES A, B, C, D ZONE 9 DEL AIR HEATING,AIR CONDITIONING,R Job: BELLAGIO 2962 4-14-04 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 1. Winter infiltration AVF 0.88 ach x 16083 ft3 x 0.0167 = 236 cfm 2. Winter infiltration load 1.1 x236 cfm x 32 °F WinterTD = 8296 Btuh 3. Winter infiltration HTM 8296 Btuh / 441 ft2 Total window = 18.8 Btuh/ftz and door area Procedure B - Summer Infiltration HTM Calculation 1. Summer infiltation AVF 0.50 ach x 16083 ft3 x 0.0167 = 135 cfm 2 Summer infiltration load 1.1 x 135 cfm x 18 °F SummerTD = 2667 Btuh 3. Summer infiltration HTM 2667 Btuh / 441 ft2 Total window = 6.0 Btuh/ft2 and door area Procedure C - Latent Infiltration Gain 0.68 x 43 grAb moist.diff. x 135 cfm = 3972 Btuh Froceaure u - tquipment bizing Loaas 1. Sensible sizing load Sensible ventilation bad 1.1 x 25 cfm vent. x 18 °F SunmerID = 495 Btuh Sensible load for structure (Line 19) + 31177 Btuh Sum of ventilation and structure loads = 31672 Bluh Rating and temperature swing multiplier x 1.00 g bensibl Equipment sizJnad - se = 31672 Btuh 2. Latent sizing bad Latent ventilation load 0.68 x 25 cfm vent. x 43 grAb moist.diff. = 737 Bbih Internal loads = 230 Btuh x 6 people + 1380 Btuh Infiltration load from Procedure C + 3972 Btuh Equipment sizing bad - latent = 6089 Btuh "Construction Quality is: a No. of Fireplaces is: 0 Bold/italic values have been manually overridden Printout oeff&A by ACCA to meet all requirements of Manual J 7th Ed. wroghtSoft Right -Suite Residential 5.5.17 RSR32731 2006-Jun-29 09:22:24 AM E:\Files\ENGLE2002\Lotl22KaysLandingBellagio2962\Lotl22KaysLandingBellagio2962.rsr Page 2 For. HJGF HJN6 LOT 122 KAYS LANDING, External static pressure Pressure losses Available static pressure Supply / return available pressure Lowest friction rate Actual air flow Total effedive length (TEL) Heating Cooling 0.30 in H2O 0.30 in H2O 0.06 in H2O 0.06 in H2O 0.24 in H2O 024 in H2O 0.12/0.12 nH2O 0.12/0.12 nH2O 0.381 in/100ft 0.381 in/100ft 1400 cfm 1400 cfm 63 ft .a +` V t a "1 , Supply 8ranc Detail Table N3re Design (Btuh) Htg (dm) Clg (dm) Design FIR Diam (In) Red SQe (in) Duct Mafl Actual Ln (ft) Ftg.Egv Ln (ft) Trunk LIVING h 6133 229 188 0.381 8 0x0 VIFx 63.0 0.0 2 FOYERIDINING c 7722 267 366 2.000 10 Ox0 MFx 12.0 0.0 LAUN h 1626 61 56 3.429 4 Ox0 MFx 7.0 0.0 KITCHEN c 2128 89 101 2.000 6 Ox 0 VIFx 12.0 0.0 NOOK h 6759 252 247 0.960 9 Ox0 VIFx 25.0 0.0 FAMILY -A h 5212 195 179 0.800 8 Ox0 VIFx 30.0 0.0 1 FAMILY h 5212 195 179 0.667 8 0x0 VIFx 36.0 0.0 1 LIBRARY/BDRM5 h 2141 80 70 0.429 5 Ox0 MR 56.0 0.0 2 BATH3 h 892 33 16 0.421 4 Ox0 MFx 57.0 0.0 2 .Supply Trunk DetailTable >��.��<r� ..� �.�,. z z fly,: Trunk Htg Clg Design Vebc Diam Red Dud Dud ne Ni Type (dm) (cfm) FIR(fpm) (in) Size (in) Material Trunk 1 Peak AVF 389 357 0.667 495 12 0 x 0 ViNFlx 2 Peak AVF 342 274 0.381 627 10 0 x 0 VinlFlx wrightsoft Right -Suite Residential 5.5.17 RSR32731 2006-Jun-29 09:37:58 ACC* E:\Files\ENGLE2002\Lot122KaysLanding Bellagio2962\Lot122Kays LandingBel Iagio2962.rsr Page 1 For. B\GE F JVES LOT 122 KAYS LANDNG, HEMMing 00C6%rmg External Static Pressure: 0.30 in H2O 0.30 in H2O Pressure loesess: 0.06 in H2O 0.06 in H2O Available Static Pressure: 0.24 in H2O 0.24 in H2O SdO* Pmbrn available pressure 0.12 / 0.12 in H2O 0.12 / 0.12 in H2O lion rate 0.381 in/100ft 0.381 in/100ft Actual airflow 1400 cfm 1400 cfm Total EiackebegtOlt[(ff4): 63 ft Attn: lines indicate branches and trunks, numbers indicate AVFs FAMILY -A —178. 1 357. — FAMILY —178. 273. FOYU M —366. LALJN —55. <—NJTR-W <=NDTR_w fQTa-EN —100. < —NDTR M NOOK —246. < —NO TR W •M wrlgF-Itsoft Right -Suite Residential 5.5.17 RSR32731 2006-Jun-29 09:37:58 �� E:\Files\ENGLE2002\Lot122KaysLandingBellagio2962\Lot122KaysLandingBellagio2962.rsr Page 2 RIGHT-J WORKSHEET 0ZONE 1 DEL AIR HEATING,AIR CONDITIONING,R Job: BELLAGIO 2962 4-14-04 109 COMMERCE STREET LAKE MARY FL 32746-6206 Phone (407) 831-2665 J: 7tt Ed Namdroorn ZONE1 LMNG FOYERVINING LAIJN jMANUAL Latjhdepnsedwal 159.0 ft 28.0 ft 13.0 x 16.0 ft 26.0 ft 18.0 x 14.0 ft 17.0 ft 16.0 x 8.0 ftCeiings Routn drtnensos Ccr& Option 9A ft haW . , d n 9A ft he Vmd 9.4 ft I heeGmd 9.4 ft heatknd TYPE OF CSTJ HTM Area Load (Rift) Wm Load (Blip) Area Load (Btt11) Area Load (BWn) B(P05U1;E I NO. Htg Clg (fP) Htg Clg (ft') Htg Cig (ft) Htg Clg (ft') Ht9 Clg 5 Gross a 14B 4.6 21 125D '" '" 263 178 ....75 b 13C 32 12 245 "" "" 0 "" "" 66 "'85 ,, vais c 12C 2.9 1.9 0 "" ' " 0 0 «" ...' pafitions d 0.0 0.0 0 "" . 0 0 e 0.0 0.0 0 "" .� 0 "" o ""' ».. f 0.0 0.0 0 0 "" "" 0 .... 6 Vnhtd:msand a 1C 37.0 " 181 6690 "" 66 2439 "" 47 1737 glass doors b 8C 37.0 " " 176 m "" 0 0 0 "" "" 0 48 0 1859 c c 0 0 Heating c 9C d 38.7 0.0 " 66 0 2566 0 "" 0 0 0 "" 0 0 1 0 0 e 0.0 0 0 0 0 0 0 f 0.0 " 0 0 "" 0 0 "" 0 0c 0 7 VVrdx6and North 20.4 173 35M 28 "" 571 0 "" 0 glass doors Coring NEMW EAN 0.0 63.3 0 212 '" 0 13412 8 38 "" "" 0 2D67 0 95 ""' "`� 0 7049 0 SEISW 0.0 0 "" 0 0 "" "" 0 0 '"" 0 0 .... 0 0 South 30A 38 "" 1155 0 0 0 "" ""` 0 Haz 0.0 0 "' 0 0 "" 0 0 0 8 Otinerdoors a 11A 18.9 127 0 0 0 0 0 0 0 0 0 0 0 b 10D 14.7 9.9 18 265 179 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 c 0.0 0.0 0 0 0 9 Net a 14B 4.6 2.1 827 3810 1703 197 909 406 83 3B2 171 6E 313 140 eF�d b 13C 32 12 227 715 295 0 0 0 66 298 77 BE 258 99 Ovals c 12C 2.9 1.9 0 0 0 0 0 0 0 0 0 c 0 0 0 0 partitions d 0.0 0.0 0 0 0 0 0 0 0 0 0 c e 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 f 0.0 0.0 0 0 0 0 10 Ceilings a 16G 1.1 1A 0 0 0 0 0 0 0 0 0 0 0 0 0 b 16G 1.1 1A 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 OD 0.0 0 0 0 0 0 0 0 0 0 c 0 0 0 0 f 0.0 0.0 0 0 0 0 0 0 0 0 0 c 11 Floors a 22A 25.9 0.0 11 4121 0 28 7S3 0 26 674 0 1 441 0 (Note: room b 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 p-netar c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 is displ. d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 for slab a 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 floors) f 0.0 0.0 0 0 0 0 12 1 Infittralion a 18.8 6.0 441 8296 2657 66 1242 399 95 1787 574 132 42 13 51t6knd bss=6+8_+11+12 "" 32956 - "" 5315 "" "" 6647 "" 1412 Less exerrtal heating "" 0 "" 0 "" „„ 0 .". "« 0 0 L,esstatsfer 0 0 "» "» 0 .... ..» 0 Heating.... redstr�fim .. 0 «, "» 0 0 14 Duct loss 15/ 4914 15°/ 797 "" 15° 997 151 212 15 Total loss =13+14 "" 37901 " " "" 6113 "" 7644 ..' 1Q4 ... 16 I nt gains: People @ 300 6 "" 1800 0 - 0 1 "" - 300 c"" 0 600 Appl. @ 120D 2 - 2400 0 - 0 0 0 1 17 SZbtnt RSH gain=7+8_+12+16 "" "" 27110 "" 3444 "" "" 8172 "" 1025 0 Less odernal coding ••» ••" 0 •«• ••» 0 ..» »" 0 .. +.» 0 Lesstratsfer "" "" 0 '•" ... `«" .«.. 0 "» •» 0 0 "" „„ 0 18 Cooling reds�ution Duct gain «« 15°/ «« "" 0 4097 15°/ - 0 517 151 "" 1226 15° "" 154 19 TrialRSHgarF417+18)'PLF 1.00 "" 31177 1.00 "" 39M 1.00 "" w 1AO 1176 21 Air required (din) "" 1400 1400 '" Zr 178 - 292 422 "" 6D 53 Printout Certified by ACCA to rrleet all requirements Of Manual J 7th Ed. wrrrghtsoR Right -Suite Residential 5.5.17 RSR32731 2006-Jun-29 09:22:24 ��p E:\Files\ENGLE2002\Lotl22KaysLandingBellagio2962\Lotl22KaysLandingBellagio2962.rsr Page 2 RIGHT,J WORKSHEET ZONE 1 DEL AIR HEATING,AIR CONDITIONING,R Job: BELLAGIO 2962 4-14-04 109 COMMERCE STREET LAKE MARY1 FL 32746-6206 Phone (407) 831-2665 1 M4 JALI 71h Ed Nam of roorn KITCFEN NCCK FAMILY UBRARYBDRM5 2 Lerngtn of eposed wall 24.0 It21.0 it 220 it 15.0 It 3 Roan des 14.0 x 16.0 It 11.0 x 11.0 It 220 x 220 It 14.0 x 15.0 it 4 Ceilrngs Candt Option 9A ft hsatlood 9.4 fl heaVmd 9.4 it tneatlmd 9.4 ft heaflmd TYPE OF CST HTM Area Load W) Area Load W) Area L cad (Bt11) Area Load W) EXPOSURE ND. Htg ICig (ft') Htg I Clg (ft) Htg I Cig 00) Htg I Clg (ftz) Htg I Clg 5 Gross a 14B 4.6 2.1 132 - 197 '" ;m - - 141 Bpased b 13C 32 12 94 - "" 0 "" "" 0 ""' walls and c 12C 2:9 1.9 0 0 "" "" 0 "" ""' .. ... partitions 0.0 0.0 0 0 0 e 0.0 0.0 0 0 0 ,�. .� .� f 0.0 0.0 0 "" 0 "" 0 "' "" 6 V*d3rosad a 1C 37.0 " 0 0 - 38 1404 - 0 0 1 59t glass doors b W 37.0 " 0 0 - 48 1774 "" 128 4731 "" 0 Haatrg c 9C 38.7 " 0 0 - 0 0 - 18 697 c 0 d 0.0 0 0 "" 0 0 "" 0 0 ""1 0 e 0.0 0 0 0 0 0 0 0 f 0.0 0 0 0 0 "" 0 0 ""c 0 7 ftdoAsand North 20A 0 "" 0 0 0 115 ""' 2347 ass doors NEMW 0.0 0"' 0 0 "" 0 0 "" 0 0 Cooling FNJ 63.3 0 "" 0 48 2611 31 "" 1684 0 SESW 0.0 0 0 0 0 0 0 c 0 South 30A 0 "" 0 38 "" 1155 0 ""` 0 1 0 Horz 0.0 0 0 0 0 0 0 "" 0 8 Otinerdoors a 11A 18.9 127 0 0 0 0 0 0 0 0 0 c 0 0 b 10D 14.7 9.9 18 255 179 0 0 0 0 0 0 0 0 c 0.0 0.6 0 0 0 0 0 0 0 0 0 c 0 0 9 Net a 14B 4.6 2.1 132 60B 272 111 513 229 61 299 125 1 576 257 sposed b 13C 32 12 76 239 89 0 0 0 0 0 0 0 0 vndsad c 12C 2.9 1.9 0 0 0 0 0 0 0 0 0 0 0 partitions d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 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 0 0 0 0 0 0 0 0 0 0 0 b 16S 1.1 1A 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 c 0 0 d 0.0 0.0 0 0 0 0 0 0 0 0 0 c 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 c 0 0 f 0.0 0.0 0 0 0 0 0 0 0 0 0 c 0 0 11 Floors a 22A 25.9 0.0 24 622 0 21 544 0 22 570 0 11 399 0 (Note: room b 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 pwneb3r c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 is displ. d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 forslab 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 Infiltration a 18.8 6.0 18 3391 109 86 1618 sm 146 2747 883 1E 301 97 13 Stbbtalbss=6+8.+11+12 "" m - - 5854 .,. ..» 9(0 «.. «« 185/ .... Les exlorrel heating "" 0 "' "" 0 "„ ""' 0 "" 0 Less transfer `"" 0 "'" "" 0 "" "" 0 "" "" 0 Heating reclistriloution "" 0 "" "" 0 "" 0 " ' "" 0 14 Duct loss 1F/ 311 "" 15% 878 "" 15° 1354 "" 10IX 279 15 Total loss =13+14 "" 2384 "" "" 6-m "" ""' 10379 "'� "" 2136 16 Int. gains: People @ 300 0 - 0 0 0 5 "" 1500 c"" 0 Appl. @ 1200 1 - 1200 0 "" 0 0 "" 0 1 "" 600 17 Sit RSH gain=7+8.+12+16 "" "" 1848 "" "" 4516 '"" 6539 "" 1291 Less etrrnal cooling "" '"" 0 `� "" 0 "" "" 0 "" ""' 0 Less transfer "" "" 0 "" "" 0 "" 0 "" 0 Coofrrg reds;t b on ""' "" 0 "" "" 0 "" "" 0 "" "" 0 18 Duct gain 15°/ 277 15% - 677 151 - 981 is, "" 192 19 Toted RSH gairn=(17+18)*PLF 1.00 ""' 2126 1.00 "" 5193 1.00 - 75M 1.00 1473 20 Air rewired # n) "" 8BI 95 - 2QJ M " 383 33B - 79 65 PHnW certified by ACCA to meet all requirements of Manual J 7th Ed. wrrrgF-�tsoft Right -Suite Residential 5.5.17 RSR32731 2006-Jun-29 09:22:24 '�� E:1Files\ENGLE2002\Lot122KaysLandingBellagio2962\Lot122KaysLandingBellagio2962.rsr Page 3 RIGHT�J WORKSHEET ZONE 1 DEL AIR HEATING,AIR CONDITIONING,R Job: BELLAGIO 2962 4-14-04 109 COMMERCE STREET LAKE MARY FL 32746-6206 Phone (407) 831-2665 MANUAL M Ed 1 Narne of roan BATHS 2 Lengdl of wad 6.0 ft 3 R� dttradas 6.0 x 14.0 ft 4 Ceilrgs Cmdt Opfion 9A ft heaf/ood TYPE OF CST HTM Aim j (Btih) Load � Area Area E)ff�LIRE NO. HD3 Clg (ft) Htg Clg Ht9 Clg ft G9 �9 Clg 5 Gross a 14B 4.6 21 56 b 13C 32 12 0 weis aid c 12C 2.9 1.9 0 partitions d 0.0 0.0 0 e 0.0 OD 0 f 0.0 OD 0 6 V*d3Asad a 1C 37.0 " 7 ass doors b 8C 3. " 0 0 c 9C 38.7 0 0 d 0.0 0 0 e 0.0 f 0.0 0 0 7 WFxtvzad North 20.4 7 "" 143 glass doors NEMW 0.0 0 ""' 0 Codng ENV 63.3 0 "" 0 SE&N 0.0 0 0 Sash 30.4 0 "" 0 Horz 0.0 0 0 8 Olherdoors a 11A 18.9 127 0 0 0 b 100 14.7 9.9 0 0 0 c 0.0 0.0 0 0 0 9 Nat a 14B 4.6 21 49 22B 102 eQ�osed b 13C 32 12 0 0 0 Ovals and c 12C 2.9 1.9 0 0 0 partitions d 0.0 0.0 0 0 0 e 0.0 0.0 0 0 0 f 0.0 0.0 0 0 0 10 Ceilings a 16G 1.1 1.4 0 0 0 b 16S 1.1 1.4 0 0 0 c 0.0 0.0 0 0 0 d 0.0 0.0 0 0 0 e 0.0 0.0 0 0 0 f 0.0 0.0 0 0 0 11 Floors a 22A 25.9 0.0 6 156 0 (Note: mom b 0.0 0.0 0 0 0 planneter c 0.0 0.0 0 0 0 is dspl. d 0.0 0.0 0 0 0 for slab a 0.0 0.0 0 0 0 floors) f 0.0 0.0 0 0 0 12 lnfiltralton a 18.8 6.0 7 132 42 13 SLbbW bss=6+8-+11+12 "" 774 Lm6arnheating... Less heating heating 0 Less tdinsfer Heating redstritxfion •••• 0 ••» «•• +«• ,„, ° .... 14 Dud loss 161/ 116 "" °/ «•• ° ... N„ ,,,, 15 Total loss =13+14 l!m `"� �` ... ... 16 Ind gains: Peopb @ 30D 0 "" 0 Appl. @ 120D 0 "' 0 17 Sbbot RSH c1 -7+8. +12+16 "" 7 Less exlorrtel maG1g «•• •»• ... ,„� ,,, ..« «» Less transfer "" 0fer Cooling reclistrilwfion .... .... 0 .... »» ..» «.. 18 Duct gain 15°/ ""' 43 °/ 19 Total RSH gairr-(I7+18)*PLF 1 m "" 330 ZD Air required (din) "' 33 15 "" • •• Printout oertfied by ACCA to meet all requirements of Manual J 7th Ed. wrrrgt �tsoft Right -Suite Residential 5.5.17 RSR32731 2006-Jun-29 09:22:24 ��p E:\Files\ENGLE2002\Lot122KaysLandingBellagio2962\Lot122KaysLandingBelIagio2962.rsr Page 4 Notes:liV.TORRES •. ° n a�, e�z ., s �:;aDesin`-Information.. Weather. Ortando AP, FL, US Winter Design Conditions Summer Design Conditions Outside db 38 °F Outside db 93 of Inside db 70 °F Inside db 75 °F Design TD 32 of Design TU 18 of Daily range M Relative humidity 50 % Moisture difference 43 gr/lb Heating Summary Sensible Cooling Equipment Load Sizing Building heat loss 17827 Btuh Structure 19149 Btuh Ventilation air 0 cfm Ventilation 990 Btuh Ventilation air loss 0 Btuh Design temperature swing 3.0 °F Design heat bad 17827 Btuh Use ht. data y RateJ§Wng multiplier 1.00 Infiltration Total sens. equip. bad 20139 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Internal gains 460 Bbih Ventilation 1474 Btuh Heatin�gg Cooli�ngg Infiltration 1684 Btuh Area (ft2) 1% 1353 Total latent equip. bad 3619 Btuh Volume (ft3) 12685 12685 Air changes/hour 0.47 027 Total eeqquipment load Req. tofalal 0.80 SHR 23757 Btuh 2.1 ton Equiv. AVF (dm) 100 57 capacity at Heating Equipment Summary Cooling Equipment Summary Make LENNOX Mali LBWOX Trade Trade Model Cond Coil Efficiency 82 HSPF Efficiency 14.5 EER Heating input Sensible coding 24000 Btuh Heating output 0 Btuh @ 47-F Latent coding 6000 Btuh Temperature rise 0 °F Total cooling 30000 Bhrh Actual airflow 1000 cfm Actual airflow 1000 cfm Air flow factor 0.056 ch Btuh Air flow factor 0.052 cfm/Btuh Static pressure 0.30 in H2O Static pressure 0.30 in H2O Space thermostat Load sensible heat ratio 85 % Bold/italic values have been manually overridden tout Princertified by ACCA to meet all requirements of Manual J 7th Ed. wrlghtsoft Right -Suite Residential 5.5.17 RSR32731 2006-Jun-29 09:22:24 EAR les\ENGLE2002\Lot122KaysLandingBaIlagio2962\Lot122KaysLandingBeIlag io2962.rsr Page 3 RIGHT-J CALCULATION PROCEDURES A, B, C, D ZONE 2 DEL AIR HEATING,AIR CONDITIONING,R Job: BELLAGIO 2962 4-14-04 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 Procedure A - Winter Infiltration HTM Calculation* 1. Winter infiltration AVF 0.47 ach x 12685 ft3 x 0.0167 = 100 Cfm 2. Winter infiltration load 1.1 x 100 Cfm x 32 °F WlnterID = 3518 Btuh 3. Winter infiltration HTM 3518 Btuh / 187 ft2 Total window = 18.8 Btuh/ft2 and door area Procedure B - Summer Infiltration HTM Calculation 1. Summer infiltration AVF 027 ach x 12685 ft3 x 0.0167 = 57 cfm 2 Summer infiltration load 1.1 x57 cfm x 18 °F SlrnmerTD = 1131 Btuh 3. Summer infiltration HTM 1131 Btuh / 187 ft2 Total window = 6.0 Btuh/ft2 and door area Procedure C - Latent Infiltration Gain 0.68 x 43 grAb moist.diff. x 57 cfm = 1684 Btuh procedure u - tquipment sizing Loaas 1. Sensible sizing bad Sensible ventilation bad 1.1 x 50 cfm vent. x 18 °F SLmrlerTD = 990 Bluh Sensible load for structure (Line 19) + 19149 Btuh Sum of ventilation and structure bads = 20139 Bluh Rating and temperature swing multiplier x 1.00 Equipment sizing bad - sensible = 20139 Btuh 2 Latent sizing bad Latent ventilation load 0.68 x 50 cfm vent. x 43 grAb moist.diff. = 1474 Btuh Internal bads = 230 Bluh x 2 people + 460 Bbh Infiltration load from Procedure C + 1684 Btuh Equipment stung load - latent = 3619 Btuh "Construction Quality is: a No. of Fireplaces is: 0 Bold/italic values have been manually overridden Printout certified by ACCA to meet all requirements of Manual J 7th Ed. wrightsoft Right -Suite Residential 5.5.17 RSR32731 2006-Jun-29 09:22:24 �� E:\Files\ENGLE2002\Lotl22KaysLandingBellagio2962\Lotl22KaysLandingRallagio2962.rsr Page 3 For: 6V3E HOMES LOT 122 KAYS LANDWG, External static pressure Pressure losses Available static pressure Supply / return available pressure Lowest friction rate Actual air flow Total efiedive length (fEL) Heating 0.30 in H2O 0.3Coaling 0 in H2O 0.06 in H2O 0.06 in H2O 0.24 in H2O 0.24 in H2O 0.12/0.12 in H2O 0.12/0.12 in H2O 0.774 in/100ft 0.774 in/10011 1000 cfm 1000 cfm 31 ft ;U Supply -_Branch Deta�[ Table= s N3Te Design (Bich) Htg (dm) Clg (dm) Design FIR Dam (in) Red Size (in) Dud Mall Actual Ln (ft) Ftg.Egv Ln (ft) Trunk BDRM2 h 2976 166 155 0.889 7 Ox0 MFx 27.0 0.0 2 UP-FOY c 2856 101 149 1.091 7 Ox0 MFx 22.0 0.0 2 BORM4 h 2822 158 149 0.923 7 Ox0 MFx 26.0 0.0 MSTR.BTH h 3874 217 183 0.774 8 Ox 0 MFx 31.0 0.0 1 MSTR.BR c 4028 192 210 1.091 8 Ox0 MFx 22.0 0.0 1 BATH2 h 660 37 36 0.923 4 Ox 0 MFx 26.0 0.0 2 BDRM3 h 2312 129 118 0.800 6 Ox0 MFx 30.0 0.0 2 Supply Truneta�l Table a r a Trunk Htg Clg Design Veloc Diam Red Dud Dud N3re Type (dm) (dm) FIR (fpm) (in) Size (in) Material Trunk 1 Peak AVF 842 851 0.774 547 16 16 x 14 VinlFIx 2 Peak AVF 434 458 0.800 583 12 0 x 0 VinlFlx 1 „ wrightsoft Right -Suite Residential 5.5.17 RSR32731 2006-Jun-29 09:37:58 ACa E:\Files\ENGLE2002\Lot122KaysLandingBellagio2962\Lot122KaysLandingBellagio2962.rsr Page 2 For. i NaE FINES LOT 122 KAYS LANDWG, Eternal Static Pressure: Pressure �Sses: Available Static Pressure: 66*# F;Wbm available pressure b[3t6iaW&Rlon rate Actual airflow Total Effacbe heg ffE): FEAIMng OOC wnig 0.30 in H2O 0.30 in H2O 0.06 in H2O 0.06 in H2O 0.24 in H2O 0.24 in H2O 0.12 / 0.12 in H2O 0.12 / 0.12 in H2O 0.774 in/100ft 0.774 in/100ft 1000 cfm 1000 cfm Attn: lines indicate branches and trunks, numbers indicate AVFs 31 ft MSTRBTH —182 1 851. MSTRBR BCRV12 —155. 2 458. — LP-FOY —149. B4TH2 —35. ECRV13 —118. wrightsoft Right -Suite Residential 5.5.17 RSR32731 2006-Jun-29 09:37:58 /CCK E:\Files\ENGLE2002\Lot122KaysLandingBellagio2962\Lot122KaysLandingBellagio2962.rsr Page 3 RIGHT,J WORKSHEET ZONE 2 DEL AIR HEATING,AIR CONDITIONING,R Job: BELLAGIO 2962 4-14-04 109 COMMERCE STREET LAKE MARY FL 32746-6206 Phone (407) 831-2665 1 M41LIA-171h Ed. Namedroan ZONE BDRM2 UP-FOY BDRM4 2 Le.cl�wal 167.0 ft 32.0 ft 18.0 x 13.0 ft 7.0 ft 7.0 x 18.0 ft 27.0 ft 12.0 x 18.0 ft 3 4 Raom drnas Ceiings Condt Option 8.1 ft heaYmd d n 8.1 It heaVood 8.1 It healbod 8.1 ft h9lbod TYPE CF CST HTM Prey Load W) Area Load"h) Area Load (T30h) Area Load (T3lh) EXPOSURE NO. Htg Clg (ft') Ht9 Cig (ft') F tg Clg (ft') Htg Clg (ft') Htg Clg 5 Gross a 14B 4.6 2.1 0 "" "" 0 ... `„" 0 Exposed b 13C 32 12 0 "" "" 0 ""' "" "" 0 vAdsard c 12C 2.9 1.9 1354 "" "" 259 57 partitions d 0.0 0.0 0 "" 0 ""' 0 e 0.0 0.0 0 0 .« 0 f 0.0 0.0 0 "" 0 6 Wrxh&sad a I 37.0 187 6912 30 1109 "" 24 897 3C 1109 glass doors b 8C 37.0 0 0 "" "' 0 0 0 "" 0 0 0 0 ""c "" 0 K Heating c 9C d 3B.7 0.0 0 0 0 0 '"" 0 0 0 0 0 ""c c 0 0 .... e 0.0 0 0 "" 0 0 0 0 f 0.0 0 0 ""' 0 0 "" 0 0 ""c 0 7 Wrr bAs and North 20.4 6 "" 114 0 "" 0 0 ""' 0 c""' 0 glass doors Cooling NEMW EW 0.0 592 0 165 "" "" 0 9822 0 30 "" "" 0 1632 0 24 "" 0 2098 c0 31 16M SESW 0.0 0 "" 0 0 "" 0 0 "" 0 0 c .... 0 0 Sash 30.4 15 "" 46B 0 0 0 0 Horz 0.0 0 0 0 0 0 0 8 Otw doors a 11A 18.9 127 0 0 0 0 0 0 0 0 01 C 0 0 0 to 10D 14.7 0.0 9.9 0.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0c c 0 0 0 c 9 Net a 14B 4.6 2.1 0 0 0 0 0 0 0 0 0 0 0 0 0 eq�ased wills and b c 13C 12C 32 2.9 12 1.9 0 1167 0 3361 0 ZE9 0 229 0 660 0 445 0 33 0 95 0 64 ? partitions d 0.0 0.0 0 0 0 0 0 0 0 0 0 c 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 f 0.0 0.0 0 0 0 0 10 Callings a 16G 1.1 1.4 1596 1654 2170 234 241 324 126 133 175 21 228 299 b 16G 1.1 1.4 56 58 76 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 e 0.0 0.0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 f 0.0 0.0 0 0 0 0 0 0 0 0 11 Floors a 22A 25.9 0.0 0 0 0 0 0 0 0 0 0 c 0 0 0 0 (Note: room b 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 perit>elar is displ. c d 0.0 0.0 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 far slab a 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 floors) f 0.0 0.0 0 0 0 0 0 121 infiltration a 1 18.81 6.0 187 35181 1131 30 564 181 24 451 145 564 181 13 Subtotalbss=6+8.+11+12 "" 15502 '"" "" 2580 •,• •••, 1557 «» 2446 0 •• Less ecleirtd heating 0 »» -^ 0 , « 0 .«. «. 0 «» Lesstrarster "" 0 •«» „„ .«. »» 0 .«» ••« «« 0 0 «» .... 0 �«- 14 Heating redsfibrfion Dud loss ,, 151/1 0 m "" 15% 0 387 15' 235 15° 397 15 Total loss =13+14 17827 "" a967 1802 "" "" 21312 16 int gains: People @ 300 2 - 600 0 "" 0 0 "" 0 0 0 17 1270 Sibbt RSH ga l B +12+Co16 0 "" "" 0 16551 0 "" "" 0 2583 0 "" `�" 0 24M 2480 Less exlental mdrx0 «.. «.. 0 ..« «« 0 «. .. 0 0 ... 0 0 Lesstada »» »» 0 «« «« 0 .». ,.. 0 »« «» 0 18 Cooling red�nbution Duct gain ,«. 15°/ ,». - 0 249E 151% - 0 397 151 372 19' 372 19 Td�RSHga (17+18)'PLF 1A0 - 19149 1.00 - 2970 1.00 2954 1m 282 Air required (don) "" 1000 1000 165 155 ?01 149 "" 158 149 Printout certified by ACCA to meet all requirements of Manual J 7th Ed. '�swrrrgF �tsOft Right -Suite Residential 5.5.17 RSR32731 2006-Jun-29 09:22:24 ` E:\Files\ENGLE2002\Lotl22KaysLandingBellagio2962\Lot122KaysLanding8ellagio2962.rsr Page 5 RIGHT-J WORKSHEET 0 ZONE 2 DEL AIR HEATING,AIR CONDITIONING,R Job: BELLAGIO 2962 4-14-04 109 COMMERCE STREET LAKE MARY FL 32746-6206 Phone (407) 831-2665 1 Ed Nm a of roam MSTRBTH MSTRBR BATH2 BDRW j4MANU&J:711 2 3 f�wal =a dtters�rs Raom lir 47.0 ft 12.0 x 24.0 ft 18.0 ft 18.0 x 20.0 ft 6.0 ft 6.0 x 18.0 ft 30.0 ft 13.0 x 18.0 ft Cellrgs Condt Option 8.1 ft IheaI1 8.1 It heaNmd 8.1 ft heatlrod 8.1 ft he2Tknd TYPE OF CST HTM Area Load W) Area Load W) Area Load @0) Area Load W) DFCSURE ND. Htg Clg (T) Htg Clg (ft') Htg Clg OF) Htg I Gg (ft') Htg Clg 5 Gross a 146 4.6 2.1 0 "" "" 0 0 «. „« L3grosed b 13C 32 12 0 "" "" 0 �""�.., 0 walls and c 1m 2.9 1.9 381 "" 146 "" 49 ,"R» part born d 0.0 0.0 0 0 0 . e 0.0 0.0 0 0 0 . .... f 0.0 0.0 0 "" 0 6 ftdi and a 1C 37.0 37 1368 ""' 40 1478 "" 6 222 21 '139 glass doors b 8C 37.0 0 0 ""' "" 0 0 0 "" 0 0 0 0 c c 0 0 Fig c 9C d 38.7 0.0 0 0 0 0 ""' 0 0 0"" "" 0 0 "- "" 0 0 e 0.0 0 0 0 0 0 0 f 0.0 0 0 "" 0 0 "" 0 0 0 " 7 V*xbm and North 20A 6 114 0 0 0 "" 0 "" 0 glass doors C ling NEM ENV 0.0 592 0 16 ""' 0 870 0 40 0 2176 6 6 0 3� 0 10� SESW 0.0 0 "" 0 0 "" 0 0 "" '" 0 .. """ 0 0 South 30.4 15 "" 466 0 0 0 "" 0 Horz 0.0 0 "" 0 0 "" 0 0 0 c0 B Odwdoors a 11A 18.9 127 0 0 0 0 0 0 0 0 0 c0 0 b 10D 14.7 0.0 9.9 0.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 c 9 Net a 14B 4.6 21 0 0 0 0 0 0 0 0 0 0 0 eased b 13C 32 12 0 0 0 0 0 0 0 0 0 c 0 0 Ovals and c 12C 2.9 1.9 344 991 669 106 305 206 43 124 84 642 434 part- 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 0 0 f 0.0 0.0 0 0 0 0 0 0 0 0 0 10 Ceilings a 16G 1.1 1.4 288 3D4 399 360 380 499 108 114 150 247 324 b 16G 1.1 1 A 0 0 0 1-5 58 76 0 0 01 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 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 11 Floors a 224 25.9 0.0 0 0 0 0 0 0 0 0 0 c 0 0 (Note: room b 0.0 0.0 0 0 0 0 0 0 0 0 0 C 0 0 pertrteler c 0.0 0.0 0 0 0 0 0 0 0 0 0 c 0 0 is displ. d 0.0 0.0 0 0 0 0 0 0 0 0 0 c 0 0 forslab floors) a f 0.0 0.0 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 c c 0 0 0 0 12 h2trabon a 18.8 6.0 371 896 224 40 752 1242 6 113 36 20 376 121 13 Sublotalbss=6+8.+11+12 3358 "" 2 4 "" ""' 573 - - 21M Less a clernal heating 0 •»• «»• 0 0 .. 0 ..« Lessiratsler "" 0 •»• `« 0 "••• .. 0 . 0 Heating redisWxrtion •••• 0 •••• •••• 0 • •• •«• 0 •,» •••• 0 ••• 14 Dud loss 15Y EN 15°/ 446 15° 86 151 301 15 Total loss =13+14 "" 3862 - 3421 ... .... 2306 .». 16 tnt gains: People @ 300 1 "" 300 1 - 300 0 0 c"" 0 0 Appl. @ 1370 0 "" 0 0 0 0.» 0 17 S-tkt RSH gair=7+8_+12+16 '" "" 3044 ""' "' 3499 ""` 596 "" 1957 Less exlernal cooling-�- ,... 0 «« «« 0 «» ».. 0 «« .... .... 0 0 Less bcs do "" "" 0 .... "« 0 «« «» 0 »» ,,. 0 �g redistrbution »» ... 0 .«, »» 0 0 18 Duct gain 15°/ - 457 15% - 525 151 - 89 191 19 Total RSH gaVF(17+18)-PL.F 1 o - 3501 1.00 - 4024 1.00 - 695 100 "" 2Z 20 Air required (din) "1 217 183 - 192 210 - 37 36 "" 129 118, Printout certified by ACCA to meet all requirements of Manual J 7th Ed. wr�gF r,tso�t Right -Suite Residential 5.5.17 RSR32731 2006-Jun-29 09:22:24 '4�A E:\Files\ENGLE2002\Lotl22KaysLandingBellagio2962\Lotl22KaysLandingBellagio2962.rsr Page 6 RIGHT-J WINDOW DATA DEL AIR HEATING,AIR CONDITIONING,R Job: BELLAGI02962 41404 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 W S D W G L S S O N A S O O W C W S N K I A L O T H V G N H V V H H N H D Y R L A W R A H L G C R R G T A A W L Z E M D G Z L O X Y T M R R LIVING a n N a C n 0 d 1 1 90 1.0 1.0 20.0 6.0 20.4 28.0 0.0 a n E a c n 0 d 1 1 90 1.0 1.0 10.0 6.0 54.4 38.0 0.0 FOYER/DINING a n E a c n 0 d 1 1 90 1.0 1.0 10.0 6.0 54.4 38.0 0.0 a n E a c n 0 n 1 1 90 1.0 1.0 8.5 1.5 87.4 9.0 0.0 C n E a C n 0 n 1 1 90 1.0 8.0 10.0 6.7 87.4 48.0 0.0 LAUN a n S a C n 0 d 1 1 90 1.0 1.0 2.0 3.0 30.4 7.0 7.0 KITCHEN NOOK a n S a c n 0 d 1 1 90 1.0 1.0 14.0 6.0 30.4 38.0 0.0 b n W a C n 0 d 1 1 90 1.0 1.0 10.0 8.0 54.4 48.0 0.0 FAMILY b n W a C n 0 d 1 1 90 1.0 10.0 2.0 8.0 54.4 64.0 50.4 b n W a C n 0 d 1 1 90 1.0 10.0 2.0 8.0 54.4 64.0 50.4 c n W a c n 0 d 1 1 90 1.0 10.0 3.0 6.7 54.4 18.0 14.2 LIBRARY/BDRM5 a n N a c n 0 d 1 1 90 1.0 1.0 18.0 5.0 20.4 16.0 0.0 BATH3 a n W a c n 0 d 1 1 90 1.0 10.0 2.0 4.0 54.4 7.0 7.0 BDRM2 a n E c c n 0 d 1 1 90 1.0 1.0 2.0 5.0 54.4 30.0 0.0 U P-FOY a n E c C n 0 n 1 1 90 1.0 1.0 2.0 5.0 87.4 24.0 0.0 1 ,vvnghtsoft Right -Suite Residential 5.5.17 RSR32731 2006-Jun-29 09:22:24 ZC E:\Files\ENGLE2002\Lot122KaysLandingBellagio2962\Lot122KaysLandingBellagio2962.rsr Page 1 BDRM4 a n E c c n 0 d 1 1 90 1.0 1.0 2.0 5.0 54.4 30.0 0.0 MSTR.BTH a n S c c n 0 d 1 1 g0 1.0 1.0 7.0 2.4 30.4 5.0 0.0 a n S c c n 0 d 1 1 g0 1.0 1.0 4.0 4.0 30.4 16.0 5.6 a n W c c n 0 d 1 1 g0 1.0 1.0 2.0 4.0 54.4 16.0 0.0 MSTR.BR a n W c c n 0 d 1 1 g0 1.0 1.0 2.0 5.0 54.4 40.0 0.0 BATH2 a n W c c n 0 d 1 1 90 1.0 1.0 2.0 3.0 54.4 6.0 0.0 BDRM3 a n W c c n 0 d 1 1 90 1.0 1.0 2.0 5.0 54.4 20.0 0.0 wnghtsoft Right -Suite Residential 5.5.17 RSR32731 2006-Jun-29 09:22:24 ZZ5K E:\Files\ENGLE2002\Lot122KaysLandingBellagio2962\Lot122KaysLandingBellagio2962.rsr Page 2 4' ioatI-) duct 3' k;Q vrl i1.Ic 4 to roof cap to roof cop. wi f an-ligh t IN ill f an Nutonq 763RL.NB --. Nutone 696RNE, 12xe 1vcJ 120 12:: ra f x=`1 rn0 6 7: � l 210 '1 t4xa Ircd f : i/ 1v a i le, 11; , / '(7-1 mm�mjsmjjra srr era. � •-_ I C I I 42X42 A/C 'L -' B BY BLDR MIPJ 2' FROM WALL c 1'ar 7pRr! �'VOD. dryer rn11 aoo ~mu r.a � Isccle d: e'=l'0' CIUCt cap :96RNB i n nkinum dearw=e of 4 Inches nrota the air hwwKer per the $is*-- Enerppr . esdei. -im—AAiiasirl me M / 1 i �,_t of t. i ! _'. tea=• R .Oak dge° PRO WAR Sophisticated Qesign & .` ,Dimensional Performance q n 1 n The'►ituted c olOrttlends aril subtle = 900 shallows fcatuced in Wkridge PRO 30 AR ssU w? shm^lesadd (iel th anddintension ter_ �'� • to �otr liana R � '°� �� s`� '� Two asphalt ,lur`les with a lough Fiber;las mat x crne ai•t� 1)(11 ccf to;ether and coveredin colorful, ® C)akrid"c PROry:1 AR can- a,separate n _ l-ae Re istanc•e Limited t�art.°tnt� :_ " r � • 30 cearVA hnnte�l'« ut tntc , • Dtiialile �LeathEtnic eracte,asptlaltcomposition. ' ' ® 70 S,Pii Mind Resistance Limited Warranty° helps ' `ate ensttre,peifotniance e Class a•I L FiiePanu; '�tl e iiiilttst 5 -„ ` b, hi l est rlti► cr ° s Enlancedl«-a►znnty protection and, ®' ° extended peiiGd of non'Inorated T -dP) Otection coveia`e of 10 years i� itit optfonal'St �teut _a�lt anta�e P Warrmit,, A AA T T ,� � w - �wnetnr®�'�' �54 The Arch ch leeizif ul Series"' �;f � ti a110tce►ts Coinutg ArcWtecttual Series products are A #, dest�necl and engine►ecl to help cou create a dtstiitehce one of a kuid ,i1le fo► your homes exterior. r. t e Product Specificoticns .g v ' Ncminal•size ram. Exposure' Shinglesiper square =4• bb Bundies`per square+'= 31 r f Covers a per s uare 999 9 sq h Tesied'for Excellence — ; EULOwens'Corningashingles are he�ily;tested t�!meet art- exceed opplicoble standard measuring hre coverage A Applicable Standards &°;Codes y �s i ASTM D:3462 'e ASTMrD 223; w ASTWE"106 Class'A e � UL 790 Class'A� ' ASTM D 3161 a= �;. is, ,UC f ASTM, D °301 B Type 1 Flondo Su,Idmg Code =�f �q ' ax. a �� r 4 flemS Wave... S '� s''?Jan! � 3 lac&sonvdle FL q r*SeF' Cct icl,wCrrCnN' Jr G''et' C L5, lfTtlfCh Ins crld requiremAntS. .� # �..� � � �� � �r� 3.,f � � it ��:4`" � •, _ w t,_ _ 4. k % s g_d4Y., ,., s' f 03/26/02 TUE 15:51 f'A4 4U7J0U1J02 t�twn rvr�mai•� __ ____,„ - - i PANVEST GROUP K TAIGHUNG gRaa s i a s 1� n=3 "jlr}/t� Nn. 9, Rd.10, Industrial Paris, Taichung Cilyc, Taiwan P-fa q 1� tz . r-a - - - 1' q1 W: 885-4-359.3508 Fax: 888-4-359-3847 LEE CHU ENTERPRISE CO., LTD. : W t. February. 3, 1999 SUBJECT: 1" to 3"x .120" Smooth or Ring Shank Electro-Galvanized Nail Wire IDiameter..120 +/- .00199 Length:.975" min., 3.016" max. Head Diameter:.275" min., 375" max. Thread Diameter: (ring shank) .132" min., .135" max. Ring%Inch: (ring shank) 25 min, to 29 max. Galvanization: Eleetro Galy. w/ 6-8 microns chromate The above mentioned nails made for Interchange Brand meet ASTM641-92 and are Class 1 galvanized. rth e( 2002 08:22 FR OWENS CORNING 2-A 419 248 7354 TO 913213481001 P.06i34 File'R2'4'SB �Pa e'T1-1•of i � Issued: 6/15/2041 TEST RECORD No. 1 WIND RESISTANCE TA»ST: METHOD The tests were conducted at 1 in. in six incline in accordance with the equipment and procedures as described in Protocol pA 107_ Throughout the test, observations were made to note the condition of the shingles. The test panels were constructed of nominal 3./4 in. thick plywood decking material and measured 50 in. wide by 66 in. long. Nominal a by 4 in. dimensional lumber provided the support and rigidity required for handling. The ply—od was secured to the support lumber with 8d nails. One layer of Underwriters Laboratories Classified Type 30 asphalt saturated felt (ASTM D226, Type II) underlayment was applied to the deck, utilizing a 2 in. overlap and cap nails spaced 12 in. OC. The shingles .were .applied by using four standard 1-1/2 in. galvanized roofing' ,nails _per shingle bY'URderv�rrit;ers Laboratories` personnel parallel to the short dimension of the test panels while at -room temperature (80 t'15°F) and in a manner recommended by the manufacturer. The panels were maintained at an incline of one vertical -inch for each six horizontal inches during application of the shingles. No adhesive other than the factory -applied adhesive was used to fasten down the tabs and no pressure was applied to the shingle tabs either during or after application. The panels were placed into a conditioning cell while maintaining the one in six incline at a temperature within the range of 135°F to 1400F for a continuous period of 16 h. After conditioning the panels were allowed to cool to room temperature again while maintaining a one'in six incline. Two tests were conducted, unless the first test yielded unsuccessful results. RESULTS At no time during the 2 h period of exposure did any test panel experience 1) the adhesive of the self-sealing shingle fail to restrain any full shingle from lifting nor 2) any free portion of a shingle lift so as to stand upright or bend back on itself. Report by: Martin K Rowan Sr. Project Engineer MR/DM:lib DMS Reviewed by: Douglas C Miller Engineering Group Leader l Accepted for use as an underlayment felt to be applied s r over the deck prior to the installation of TAMKO asphalt shingles. Underwriters Laboratories Built -Up Type 15 Label ASTM D226, Type I DCT OM Roll Dimensions 14' X 36' Coverage per roll 4 Squares Laying Lines 20, 8-1/2', 11-1/4', 1T *AA values stated as norn anal CAUTION: The National Institute for Occupational Safety and Health (NIOSH) has corY-4uded that fumes of heated asphalt are a potential occupational carcinogen. Do not heat or bum this product. r'. HOOFING'PRODUCTS TAW O'a a reyatwW trademark d TAMM R- ft t m&xtk kr- Visit our Web Site at www.tamko.com 0a=1 C'.ertfral District 220 West 4th SL, Joplin, MO 64801 600-641-4691 Northeast District 4500 Tarnko Dr., Frederick, MD 21701 800368-2D55 Southeast District 2300 35th St., Tuscaloosa, AL 35401 800-228-2656 Southwest District 7910 S. Central Exp., Dallas TX 75216 800-443-1834 Western District 5300 East 43rd Ave., Denver, CO 80216 800-530-W68 WATER-RESISTANT UNDERLA'YMENTS Water resistant anderlayment is a product that consists of organic felt mp with asphah saturant: Some water-resistant undedaymeam such as GertainTeed's: Roofers' Selec tr also contain a.fiber glass reiia . forcementwhich increases tear strength and reduces wrinkiing: Water-res7staat:underlaymentwas originally invented to keep .the roof declang dry until shingles could be applied Applying this under layment was onginaliy.called "dtyi'ng-in. the.rooi". It was also useful . as a separation:sheet between the- roof sheathing boards. (before OSB andply�vood sheets.were.used as roof decidng) and the asphalt shin- Was miportant because resin poclnetsin the:pine Pb caused the"asphakto_degrade Prematurely Unless the rind erlayment segaratedahe resin' -and asphalt from each other Water resistantiunderlapment rs made to shedmok of the .water that falls on it unless: it is torn or. punctured. Its ability to be water. resrstwt'rs temporary As the sun degrades..the exposed asphalt the to diF, absorb"more moisture, lose its. strength and` eventnaIly begin to teal less asphah used to saturate the nnder- �` Iapment sheet during manufa ifig, tfie shorterits: ife: Since asphalt them _ &1 _ .. °sresve.co . neat of s}rin a undedaysment, lower 77. pa d materials will. have less'asphah and a -shorter life when exposed to the sttn Zowerpriced shingle undedayment, for the same reason, is also`subtect to severe. Wrinkling when irgets wet or even just damp, IJnderiay Gent is used under asps shingles fora variety of reasons, sucti as providing Backup for water shedding protection of the deck if shingles fail from wr>id drneQ ram, :lower. the slope; the more important en-- rs, since der, f lows more .easily under shingles on low -slopes r ♦ .A protective tamer to the elements between_ the time.the old shingles have -been torn. off and prior to the new. shingle being applied.Howevet;the underiayinent should not be relied on as a temporary roof ally.:when the drip edge flashing is not yet in place It is tmhkely to: prevent lealdng.in the event of.....: heavy wind and.rain An agent to hide minor imperfections of the decking material and reduce "picture framing" of deck panels. e .Fire ratings (Class A or C) when.used in conjunction with shingles. chapter 5 INSTALLATION GUIDELINE'S FOR WATER-RESISTANT UNDERLAYMENTS The following is a general guide for the installation of water-resistant shingle undedayment These guidelines can be used regardless of the weight of the underlayment. However, always be sure to consider the . local codes. OVERNIGHT EXPOSURE If nndedayment has been exposed overnight, moisture from dew should be allowed to comple* dry before shingling over If this does not happen, .the moisturewill become trapped beneath the shingles. Wrinkling can telegraph through.the shingle and make a good shingle job, look terrible: The worse-partis that the job can _ look good when you leave in, the evening but the wrinkles can reappear the next morning when the homeowner will notice them While we've discussed underlayment being exposed overnight, it is. Nighty recommended that the roofing contractor only tear o$ what he can shingle over that same day. This prevents the most common underlayment installation problems. FASTENER :TYPE:. CertainTeed recommends using nails rather thanstaples. Iilails provide more resistance against unde layment tear.out It'is.very important,•: whether hand nailing or using a pneumatic gun, that the fasteners be driven flash. INSTALLATION METHOD: When applying underlayment:the key isto keep the product as: wrinkle free as possible. 1.'IInroll the underlayment parallel with the eaves. The eaves edge -of the underlaymeat should go OVER the drip edge eaves flashing, but go UNDER the drip edge flashing.along.the rake. . Figure s-1: Appi6ng Water -Resistant underfa}anent Along The Eaves And Rake The type of decking material used may influence the holding power of the fasteners. Your experience may Here Are indicate that more fasteners are necessary in some situations. Some Tips... For steep roofpitches above 7:12 consider adding a third row of fasteners, making each row 9" apart instead of 12" apart. Dennis Torback from Fulton, KS tells us. 'I always use Plasti Top nails on felt, .it resists tearing underfoot and has held up during an unexpected storm with high winds." 2. Around the perimeter of the underlayment, place the nails apprnxirnatelY 6 inches apart and about 1 inch in from the edge. In the main area of the underlayment,'.two rows of nails are used. The first is placed 12" up from the bottom edge and the second is 24" from that same edge (or in fact 12" from the upper edge). This nicely separates the 36" wide undedayment sheet into thirds. Nail along these two rows 12-15" apart. Nail placement should be alternated so that one row places the nail opposite the open area of the first, creating a sort of zigzag pattern. This will result in a simple pattern with;all nails being approximately 12-15" apart. (See tips above.) Figure 5 2 Standard Nailing Pa. -ern. For Water:RwWam Underlayment 3. Succeeding courses should be unrolled in a similar manner over- lapping. theprevious course by Z!.-Be-careful-to-rog4t-out-straighE-- as the underlayment will tend to slide down the pitch of the roof and end up crooked. The spacing of nails in this overlap area should be approximately 6" apart, centered in the 2" area. (See tips below.) 4. If the length of the roll is not sufficient to complete the entire run, an end lap of 6" is required We recommend two rows of nails 6" apart to hold the lapped edges in place. End laps should be located 6-8' from any other end lap that may be in the preceding undedayment course. WARNING When installing undedaymeat where hot ventstacks protrude (from wood burning stoves etc), it is important to. allow a minimum 2" clearance. Check fire codes. HIGH WIND / OVERNIGHT RECOMMENDATIONS: If planning to leave water=resistantunderlayment exposed overnight, or for a longer period of time, or if high winds are expected, any of the following suggestions or a combination of them can be used for additional protection: e Use cap nails or tin caps. o Decrease the nailing spacing recommended above, using additional fasteners. • Nail 2x4 stringers across lap areas. DEALING WITH WRINKLES AND BUCKLES P. Organic felts expand when wet They can wrinkle after being applied to a wet deck or if moisture is absorbed from dew, rain, or snow. If shingles are applied over an uneven underlayment surface, some of the wrinkles may "telegraph" (show) through on the finished roof. Of course, wrinkles and buckles can also result from incorrect installation. If these problems appear, several approaches are available to eliminate them. First, the undedayment can be replaced. Second, the wrinkles can be cut and repaired .dth patches and asphalt plastic cement. Third, wet and wrinkled underlayment can be allowed to dry out naturally from exposure to the sun. As the underlayment dries, -the-wrinkles-often-"puU-down-nd-clis The 'best solution for wrinkled underlayment is prevention. Applying high quality, well -saturated felt, such as Roofers' Select, - will eliminate many wrinkling type problems. Ask your supplier for the highest quality he -can obtain. Do not assume the underlayment he stocks is the best available. Be willing to pay more for a superior product. The cost of high quality underlayment adds very little to the cost of a job and can often be offset by the savings from reduced rework and repair.'Installers who insist on the lowest prices for uuderlayment.are the cause of the low quality underlayment generally found in supplier warehouses. Here Are ROa out only 10' of underlayment at one time, stretch it, check alignment and nail into place before moving on. Some contractors prefer to do the deck in stages applying 2-3 courses of underlayment then immediately applying Some Tips... the shingles to that area. Usingthis method they can sometimes reduce the number of fasteners used but they - must work carefully to be sure the underlayment remains flat. Michael Saunders from Bath, NY suggests, "When doing a tear -off the drip edge can be reused to hold the edges of your newly installed felt overnight." V rhanto 4 - 9- 05/03/2002 09:45 05/.12/2002 14: d9 3213481001 14078948412 COLLIS ROOFING INC KAYCAN ORLANDO PAGE 02 PAGE 04 TABLE It07-".2 MATERIAL, MINIMUM Tniciamss tin.) GAGE,Op W2)ajfT (It+) Per ) Aluminum 0.02d rainless Steel 28 alvaniaed Steel 0.0179 26 (zinc coated G90) Zinc Alloy L=d Painted Tane 0.027 2 3h 70 1507-193 Drip edge. Drip edge shall be provid=d at raves and gables of shingle roofs, and overlapped a minimum of 2 inches (51 mm). Eave drip edgcs shall extend 1/4 inch (6.4 mm) below sheatiung and extend back on the roof a minimum of = inches (51 nm). Drip edge shall be mechanically fattened a maximum cif 12 inches (305 rnm) on cerrer. l 4 M...., -•-tea �� ,4_. e7,tL i .y +."sour pu�a;sue � y: ��M� u. i3�5E RET • cpt+t,I1���'u's �r7 Page 1 of 6 r f Submit Surcharge Stats & Facts Publications FBC Staff -.r.B Product Approval USER: Public User Product Approval hle.mu > Product or AoPlic=tion Search > Application List > Application Detail FL = FL4668-RI Application Type Revision Code Version 2004 Application Status Approved Comrtients PLANS REVIEWED Archived CITY OF SANFORD Product Manufacturer Masonite International Address/Phone/Email One North Dale Mabry Suite 950 Tampa, FL 33609 (61S) 441-4258 sschreiber@masonite.com Authorized Signature Steve Schreiber sschreiber@masonite.com Technical Representative Address/Phone/Email DCAEkt4 ,°=� Quality Assurance Representati Address/Phone/Email ve Category Subcategory Compliance Method Certification Agency Referenced Standard and Year (of Standard) Exterior Doors Swinging Exterior Door Assemblies Certification Mark or Listing National Accreditation & Management Standard ASTM E1300 http://floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgtACG5vedS%2bbv u_ Q .. 3/28/2006 AS T M E1300 TAS 202 ; . Equivalence of Product Standards Certified By Sections from the. Code Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Section 2617 HVHZ DI Method 1 Option A 09/14/2005 10/16/2005 1C/01/2005 10/19/2005 r-,n'Ce% -n / #�i]FAT"�L�.u`ri1lFalil�t�ar1��# —L N N j ry N N N N N o NI o �Ico T o (c? v � O c a o 0 0 C u9 o j II) N ll') L'7 �• u'Y V] ll9 ' II9 ' N 'S 11'e } N } Yl �Y YY S Tr } _ �N } IF, IF LU E. U U OIIO O O IN! pIIO O OIIO o 0 0 0 O O O p p O p OIp O p OEO OI{O OIO lTlc .�. .� INIIN{NI II N ll'J I!7 U7 {N� 11(! 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IL2yiUte Ir1�^ n= mmm Data Review Certificate Certificate==026447C 7- en, ZQ Zen -ices 7"V1►W?c 1C:L__: w:C �C uGC'.rL i�Il'�T:SuII11PL:✓ f=,n-07-C,,:n-e;DGC1 R Ul T1�:J OIl _ -_ --C" -�eS CiC3 eC ueiUw' ZO d=:.'.:-i"' Q -ne arorov _akSiv iGaC - _ L.�__ cIlC :. 5; ec' _vLa=_-DEdle COUM7. . -10i.C� �.OLOCv1 '�=.;� ; �_ ,r,- aZG W^;S v1.'`Ne.^. i0, Dr ^Dtil� n -� �liCc i_ SLL'JQi. '�i vas SOIlI: In _� dOr P'Gduc- Pe'=c7m-rCe tea:•,. ?YIaIl1Li 0r •;;a -CdllC: ilIle "-- - =r1c .�iGC:eS �d.Ca_eQ bei0. i^ = e'-' J 1 �/•�! •..• _�0. CS Ii�: LIle LeSL e^`iGr-J D.OY1Qe^. - COIlJL_- �� MaS Mi_1! L.-:-:ifC.r'L� ru , - - _ —u a sZ)� ._�d he.eta. : he a ached NIzscni�e c - - _� i v m .Or �...J?/^�S� lLul .11ti IlL:rDered y DrGGi1C:-mode!) DrOVIdes C01:'�C:iG' �2CIIrCGLC: model reUlelved IIlC11C ^no Lrie ''S" iae�r- = L poi•. �e.,J,'', �:oc��c:.Lced �Ta!iar _ ^ - Or 'r:07, Laiion and r•:mi gs i0T LeSi 1CSQ =DC 3 �liCsCli17 G: r:=e pac: -Less.-_i _:r�;cahie COP's�Ia_ces nLs� b?=- - - =�- c - _ -- ..ic OC:. --- S" z =L- 71�. LaLe.-ffv End Doors v-oc,�c. _�l, Wood ste.l { n + Jl �S: -�-dge A Door ( l� i"ii -��� 04 ! C-'��Ii leral-Ed`e Steel Door (las:ia =iverclass ioor 0.-C-00 ie_i� GOnG21G2a 1TlC ,n~� m,.D° no L%'mD" i0 vt?- ; •; ;,7: Ol LIE :ZCIG ^.D T?Vie1M •�^ ?^ i; .� _ - Onl i0 :IZ2 !^'�Or^.if?I' e."..••••, -• •" ?Yy-,^eiac_^ .'^�7'D u`12 a ,Z. ilGTT ` _ •2/— _ �dmri0 I: 1e1t' W^ iOt' i� .:C:71TQ: 7e .,U77P.Q11: ° rp--- ORN �T.Li �.:.: Ltii :T.i.:liai� %':'Ie%v L7� _tr 1T1TL'1Lr �ZZOR OT ware" 7e�e:, ::Zan r.Dst rr; sl ^. . ^p- _ APR-16-2003 WED 03:49 PM TRIM PAK FAX NO, + Apr,16, 20O f 3:?'sPM PRFMDDR DICKSDN C 5 446 7229 N0,19)8 ti 0 Masonite International C_rporation TECHNIC,A,L ADVISORY To: PD White Date: April 16, 2003 C1ty,cf Oviedo, Florida (407/97 7-6027; 407/9774025 fax) From: Kenneth R. Imhoff CC: D, Sund (40707.623a fuc) 5r. i'rojeetMwmgtr— rxWur Door Products Tv Darcy (9131982-0914 fax) kimhog@nmmitc.com 613/441-4255 office 8131335-4171 mobile 615/446.7729 fax Subject: Air & Water Performance Results an Exterior Door Units Submitted for Permittiug by Engle Homes. Reference-, Product Approval Sheet's COP-WL-MA0101-02; COY-WL-MA0121-02 Indepantly Validated under the Warnock Hersey (WH) Mark. It is our belief that the exterior door units definod under the aforementioned certificate of performance .(COP) sheets comply with the requirements of the 2001 Florida Building .Zode TBQ,, - Chapter 17 (Structural Tests & 'Inspections). This unit was been tested in ia21cord2nce with Miami -Dade Building Code Compliance Office (BCCO) protocol 'PA202 ,performance guidelines. PA202 procedures include water penetration in 1,'5L.'Iaccordance with. ASTM E331 -Standard Tee Method far Water. Penetration of Hzterior Windows, Skylights, ,Doors, and Curtain Walls .by Uniform Static Air Pressure Difference. air infiltration in accordance u7th AS'IM E7_S3 - Standard Test Method for :Determining the Rate of Air Leakage Through Exterior Windows, Curtain Walls, and Doors Under Spec f ed Pressure Differences Across the Specimen. Masonite certified test report noted on page 2 of the COP sheet (NCTL-210-19 73-1,2,3 / COPY emclosed) confirms that this unit achieved no water nenetration, at 8.25 pounds per square foot (psf for door units designed to swing out. Door units designed to swing in achieved no water penetration at 2.86 psf. The test report also confirms that this unit achieved an air infiltration rate of 0.03 cubic feet per minute per square foot of crack (cfm/ft2) for door units designed to swing out. Door tutits designed to swing in achieved an air infiltration rate of 0.18 cfrn/ft�. Thank you in advance for your further review of this information & let me know if you require additional information to resolve this subject. r Respec ly Submitted, #441 1Ce4UW,6V R. I MR� Nlaaonite/Prenidor Ex'lerior Door Productx - One Promdor Drive , Dickson, Tennosoet 37055 ArTak, Caeticgate. Ce)co, Coiorade, Dccot, DorFab, Entergy, Rvergreet,, Johnson, Moutercy, Onkoraft, ?rcrr.V1J, Roelman Uaivcraal, Royal Atahogan,v Product;, spar, -Rite, 59ucia1ty/Bny1ite, stcelwood P, 02/ 12 APR-16-2003 WED 03:50 PM TRIM PAK FAX NO. + P, 03/12 APr.16. 2003 3.344, PR:.MDDr, DICKSON610 446 7229 No,1916 P. 2/11 Prcmdor Entry Systems .3- NC L-230.1973-1,2,3 (S)(F) ST!'RUOTURAL TECZT RESULTS SPBOMEN NO IS (Outswing) PARAGRAPH NO, TITLE OF TEEL MEASURED ALLOWED 5 2,7 Air Infiltration 1.57 psf (25 mph) 0.02 CFM/F-e 0.20 CFM/FT2 5 2.3 Uniform Static Air Procedure Design Loads (30 second durations) 76.0 psf exterior Meets as stated 76.0 psf interior ; Meets as stated 52.6 Water Resistance (5.0 GPH/F74) WTP - 8.25 psf No Entry No Entry 5,2.3 Unlfortn Static Air Procedure Full Loads 114.0 psf exterior 0.041" 0,144" 114.0 psf interior 0.124" 0.144" STRUCTURAL TEST RESULTS SPEL'1MEN NQ. 2,$ (Outsatj" PAFLACRA'PH NO, IMLL OF TEST MEASURED ALLOWED 5?.7 Air,infiltration 1.57 :psf (25 mpb) 0,03 Cnma 020 CFM/F l Z 5.2.3 Uniform Stadc Air Procedure Design Loads (30 second durations) 760 psf exterior Meets as stated 760psf interior Meets as stated 5.2.6 WatieResistance (5.0 GPH/FT14) A-7P - 8.25 psf No Entry No Entry 5.2.3 Uniform Static Air Procedure 1%11 Loads 114.0 psf exterior 0.051" 0.144" 114.0 psf interior 0.147" 0.144" M11CIURAL TEST RESULTS SpECrXEN NO. 3S (riswin ) pARAg.$AH NO, TITLE OFTEST ALLOWED 5.2.7 Air Infiltration 1.37 psf (25 mph) 0.18 CFM/Fi72 0.20 cmre 5.2.3 Uniform Static Air Procedure Design Loads (30 second durations) 76.0 psf exterior Meets as stated 76.0 psf interior Meets as stated -2.6 Water Resistan" (5.0 GPH/FT') WTP = 2,86 psf No Entry No Entry 5.2.3 Uniform Static Air Procedure Fu Il Loads 114.0 psf exterior 0.143" 0.144" 114.0 psf interior 0.039" 0.144" nuv-��-�fuuc !nu U3100 rPl IM11'1 rHh rhx NU. 4UfbnItbCd4 r. UL/Ud 0 i .0 Praftsslar;ai ZnpIrwe-=rir,;; Servi�es for Developers and Builders of Residential Kousln9 ` .50 P.D. lsor 691,%4 Titut:vDie, R_ 327it3 ` Phone (407) 269-U46 "Fax ,'4C7) 2t?v-S"S 1'.1`'C;Ttrl.`r.It'�_ fti-f i'F.'Q i'FnDT1 T .4f`f c PTA�t"� ='� 9�00 Kmii'sra Corporation 516 DmT5 Inm.i Anz Stmct 11.0. Ri» 42SO �tal,ciitt, Cali'r mia 92803-41250 hludcl i>CSin;,'iort: KNNikset Series and Titan Scrics (C-yhndzoai L .-k-s) htaiimutr, OvCrell Size: 2-l;b" F Fore �iti12 I' Cress 13o-:-( 2.5/8" of 2-314" Bac set ) Gt-wral de�.Izpiiur.: CI'lindric;l bores r.,Trre lc --lc I Zc;lCd * Alncrizzmu Test i.,& a South Florida, 'Pest P,pro 4. 0 1 2.G;-p6, 0272,64-56 signed and st-aird by V.U."ar„ R Mo.hner, 1'.F.. 'rr..S'I c 1: pFiNi'� D ps` Ncj7zatiw 86.0 �%out-aibultrr�,, f''�P; 7LNI' i!tl.L.4.'T'!01 iYf) ANCriC)IZj CY: See rci-erst side this pagc �' ' _ = tJO. 40116 : STA7= 1. hr,T�; crcd f;.r use in )mIltio:U adhcrinc, to the S.B.C.C.I., S-..t7- .C., S.r.B.C. Brou•ard F,ditiorL and «vhw^ tlI �� m T cit;iTcnic;n!s E�, det mirc,� h., ASCf. 'i Minimumi�cvi-n ;wads tar L'uiiuin;s and Other Stniettirts does rot j:r.SSUf� r�illat^,5 L1St(ki SIYJ\'C, ��ij t: f�^ .;� 2. Th^ C::radc Ralito of z lxl: is not Nrtinera to ststich.�l pexionnancc w rcl3tes to Hnrricanc / Wind Cade Cnmplt 3, Td:r,b:: used Gn chars !Cstrdio d=5i�t5 ptesst:rd:s eeurl in ar ]esz L'nan ti�or� chot�-n above. - 4. Appiic3tion for building. Nrittil shall � accompanied bs a aor • of ; ;is ;ppro. .. • �1ic () k �a� nuu-c�-cuuc Inu U3• 1-3 rrt irt117 rnn f hA NU, 4U fnD lOLJ4 t', U6/U6 INSTALLATION OP LOCI SETS PER TESTING Acceptance W309400 , N0 T F TO BUILDING INSP=CTOR THESE KWIKSET AND TITAN SCHEMATICS ,4.P;7- FOR FIELD INSPECTION PURPOSES AND REFLEECT TESTED CONFIGURATIONS. T AILED I\ISTALLATION INSTRUCTIONS ARE P.ACKACED WITH THE- LOCK UNIT INDIVIDUALLY, TITANS,r,"RRJISIS aE� Y11,�Gw�R� Irlims TURN 1-• �r+wla�n I 2 Ile i 1 \ unCH,INE �o C[AD BOLT r/ .3/!C or -c 1/4 PEn KEYED 1• J � . WOOD SCREW —1 ° DEAD SOLI wi V 2 3/fr or 2 3/4' STRiXE PLATE I/s' screw KYrIKSET SERIF.. WOOD SCRttiv —1LATCH w/ r 2 3/e +ore 2 3/4' S i RIKE _ f BACKSEi ,� PLATE '> s J • ti PER / HANDL SET MECHANISM TO BE HtiNGI r SET L�YrF or KNOB. �` tl r MATCH BOLT W/ I 111 3/} ©aCY,3ET , ►aECHAN15M TO BE HANDLE SET. LYR of KNOB, Effimm"Im NOT* TO BUILDING; INSPE CTO MECHANISMS WITHIN THE CLO'_ ARE O=TIONAL TO T H!E PRIMAF M_CHANISMS SHOWN, FOR EXAMPLE: A THUMS TURN DEAD LOCK CAN BE SUBSTITUTED WITH A KEYED MtCHANISM WITHOL, INVALIDATING THE SYSTEM. M AX �\ r1 \ Giazed Outswing Unit \�N APPROVED ARRANGEMENT: O O 8'0" FIBERGLASS DOORS Wwr—k H—wy �1I Test Data Review Certificate i3026447k i3026447 a; i3026447C and COP/rest Report Validation Matrix /3026447A-001, 002, 003: 030264,478-001, 002, 003: 13026447C-001, 002. 003 provides additional information - available from the ITSPNH weasite �www.edsemkotom), the Masontle websile www.masonite.cdm) of the Masonite technical center. Note: Units of other sizes are covered by this report as long as the anels used do not exceed 37 x 87. Double Door Maximum unit size = 6'0' x 37 Design Pressure +47.0/-47.0 - Limited water unless special threshold design is used. Large Missile Impact Resistance Hurricane protective system (shutters) is REQUIRED. Actual design pressure and imoact resistant requirements for a specific building design and geographic location is determined by ASCF 7-national, state or local building codes sDeciy the edition required. MINIMUM ASSEMBLY DETAIL: Compliance requires that minimum assembly details have been followed — see MAD-WL-MA0012-02 and MAD-WL-MA0041-02. MINIMUM INSTALLATION DETAIL: Compliance requires that minimum installation details have been followed — see MID-WL-MA0002-02. APPROVED DOOR STYLES: 1/4 GLASS: 1/2 GLASS: 11, 00) 404 series 1XIM 00 0o 822 Series 108 Series Oak aft ��" 4aalarl..Iy tr. od-vra,n FIBERGLASS ENTRY DOORS Man.iamra+H6rp.n ra Oualira poor. JYN 17. 1002 Our contMving program of prpow iMO(C—Ont Mk.3 speali al-S. daaien M4 aMduG Mta4 fudlafa 10 CMnq, WhOW nutka. X�/M Glazed Outswing Unit 8'09' FIBERGLASS DOORS APPROVED DOOR STYLES: FULL GLASS: 4 n 9 810 Series 852 Series 300 Series CERTIFIED TEST REPORTS: CTLA-805W Certifying Engineer and License Number: Ramesh Patel, REJ20224 Unit Tested in Accordance with Miami -Dade BCCO PA202. Door panels constructed from 0.075" minimum thick fiberglass skins. Both stiles -constructed of 1-5/8" laminated lumber. Top end rails constructed of 31/32" wood. Bottom end rails constructed of 31/32" 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-OADE BCCO PA202 COMPANY NAME cm, srAre 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 Balthazar, P.E. — License Number 56533 Test Data Review Cem/lrate 11028447A; 130264478:13025447C and COP/Test ReportValldatlon Matra /3028447A- 001. 002. 003: 130284478-Mi, 0a2. 003; /3028447C-001I 002. 003 provides additional Infatuation - availaole from the rrs/wh website (www.etlsemko.com), the Masonite vebsite (www.masoct le.com) or the Masonite technical center. Oak—ft a K7 wa"J -v r.in aJ `UOOIts e�j^' [aclud.•ly lr.," NBBRGLASS eNTRY IVe,.:.m w rw.ra... L_ caw.. er����r�� • �rauvruain �i���oe. Aw 17.2002 Our wodnum4 Oragmm Of ardaum ✓npray.m.m ma....O.cifkatlon., d..ign and qrdw d.U4.ubl.m to We9. Witham nmk.. xx Unit TYPICAL HINGE ATTACHMENT 4' x 4' BUTT HINGE (12 GAUGE) SIDE JAMB DOOR PANEL Eli L (6 !T10 x 3/4' HEAD WOOD SCREWS TO BE ADDED DURING INSTALLATION SEE MINIMUM INSTALLATION DETAIL TYPICAL THRESHOLD & SIDE JAMB ATTACHMENT lD111 I OUTSWING UNITS WITH DOUBLE DOOR TYPICAL ASTRAGAL PROFILES 1 1-1116- 1 2-15/16' I `� } l I 2-5/8' Site DUM&11 ' Sne stEEL 1-3/4' OUMEL MINIMUM - STEg r MINIMUM MINW" - RE UIRED rniaOWiM RECUIRED 1-3/4' i 2-3/4' I I I sne 1-3/4' 1.3/4' D S7F1 R I INMU TM - Iltll - .MINIMUM TMRaW RECUIRED , ; - I I I I r I' I t- �_'t ALUMINUM EXTRUDED ASTRAGAL (0.06- MINIMUM WALL THICKNESS) WITH ADDED REINFORCEMENT INSERTS AT TOP EXTENSION BOLT. BOTTOM EXTENSION BOLT AND CYLINOERICALlOEADBOLT LATCHING LOCATIONS. ATTACH WITH 18 X 1' PAN HEAD SCREWS - LOCATE 1' FROM EACH END MINIMUM AND 22' O.C. MAXIMUM. (3) FOR 7'0' HEIGHT OR SMALLER (4) FOR HEIGHTS GGREATER THAN 7'0- l w TYPICAL HEADER & SIDE JAMB ATTACHMENT FINGER -JOINTED KILN DRY WOOD FRAME HEADER (1-1/4' X 4-9/16' WITH 1/2' STOP HEIGHT MINIMUM) I I 3) Z' LONG X 12'CROWN IRE STAPLES FINGER -JOINTED KILN DRY WOOD SIDE JAMB (1.1/4- X 4-9/16' WITH 1/7 STOP HEIGHT MINIMUM) FINGER -JOINTED KILN DRY WOOD SIDE JAMB (1.1/4' X 4-W16' WITH 1/7 STOP HEIGHT MINIMUM) Wrnork H-.r ® HIGH PERFORMANCE BUMPER THRESHOLD (4-9/16' X 7/8' STOP � ® HEIGHT MINIMUM) Test Oata Review Certificate 13026447A:030264478: 13026447C and COPITest Report Valiaation Matrix 03026447A-001, (Z) 08 X 1-3/4' LONG 002. Gm: 130264478-001, 002, FLAT HEAD WOOD SCREWS OR 003: 03026447C-001. 002. 003 (3) Z' LONG X 12' CROWN WIRE STAPLES provides additional information - availaDle tram the ITS/WH wehsite (www.edsemko.Cam), the Masamts weosile (www.masdnite.Com) or the Masonite tectiniel center. June 17. 2002 aWcnamwowoenmat fflcnwwnenl Masonite International 1Mflldee]Op; eeven and Draauo Decal wear ro malloe ylNout rore:e. olectt Corporation Qw o BACK BEDDING (DOW 995 OR EQUAL) l i I i l l I GLASS INSERT IN DOOR OR SIDELITE PANEL SECTION A -A TYPICAL RIGID PLASTIC LIP LITE SURROUND HIGH PERFORMANCE RIGID PLASTIC OR CELLULAR VINYL LIP LITE SURROUND FOR 1/8' SINGLE PANE GLASS 1/2'. 3/4' OR 1' INSULATED GLASS. 76 X 1-1/2' PAN HEAD SCREWS LOCATED 13-1/8' MAXIMUM FROM CORNERS AND 14-3/ O.C. .MAXIMUM DOOR DOOR l Q 0 Cb Q 0�a' 1/8' SINGLE 1q' 0� 1/8' SINGLE �Qop �I + PANG' GLASS; QOV a+9POU� O�Qt + PANE GLASS; oQ C�7� 1/Z , 3/4' OR t' P 2.7/16' oU 0 4o�Og4G r� PLO o Qo a0 a� 12'. 3!4 OR 1 QSY(0 pU U Uo f' DOUBLE PANE; 2.1/T DOUBLE PANE; aPtlo ja 0 4� �oQO0�4 3/4' OR PANE 0 4�0 � OQ �Q 3/4' OR 1' Ono„ 0 a0 0 0 TRIPLE PANE O 1. C 0 INSULATED I b Cr o anCfl I INSULATED GLASS GLASS DOOR 1-7/16 1/8' SINGLE PANE GLASS; 1/T. 3/4' QR I' DOUBLE PANE; 3/4' OR 1' TRIPLE PANE INSULATEC GLASS 'Glass inserts to be sub -listed by Intertek Testing Services/ i L Semko or approved validation service. 1 1/8' SINGLE PANE GLASS: 1/2'. 3/4' OR 1' 4— OOU8LE PANE-• 3/4' OR 1' TRIPLE PANE INSULATED GLASS W—odc H—w Test Data Review Certlllnte 03026447A: /30264478: $3026447C and COPlrest Report VaGdatlon 1jjdjNW Matrix 03026447A-OOl. 002. G03; I302B4478.GOl, 002. 003; /3025447C-001. 002. 003 provides additional intormation - available from trio ITSMIH wensite (www.edsemk0.00m), the Masonite �m website (www.masamle.com) or the Masonite ImArual center. e.a.d..ti r.. T'iG�Cz!�I�.�?/ti�Pi' June 17, zoaz ,. ,,.:...... ourcwvm"wo0omdrwoduaImolawnmt..mawollco %. MasonIte International Corporation d.w Ind Vmw dllail dugKt to man" w4nmt mum xx Unit DOUBLE DOOR 6' 3• 6' T`(P. T`(P. CL TYP. t i (P. 1 1 1 J 11 l 4 1 " UNIT 8'0" UNIT 15/16' 17-1/8' MAXIMUM ON CENTER TYP. • 6 per vertical framing member 8 per horizontal framing member Hinge and strike plates require two 2-1/2" long screws per location. •l t It• l 't • Width of door unit plus 1/2" • Height of door unit plus 114" ' r T T t T T T w*vr—k Hf1 " lest Data Review Certificate J3026447A: i30264478: M26447C and=Prrest Report Validation Matrix 1302ra447,A-001, Oct 003: #30264478-001, 002. 003: 03026447C-801, 002. 003 provides R� additional information - avatiaDle from the ITSWH wellsite (www.e0semko-cam), the Masomte �7m wensrte (www.Mas�nite.com) or the Masonite technical center. Latching Hardware: • Compliance requires that GRADE 3 or better (ANSI/BHMA A1562) cylindrical and deadlock hardware be installed. • UNrrs COVERED BY COP DOCUMENT 3147, 3167, 3242-, 3247, 3252- or 3257 Compliance requires that 8" GRADE 1 (ANSI/BHMA A156.16) surface bolts be installed on latch side of active door panel — (1) at top and (1) at bottom. 'Based on required Design Pressure — see COP sheet for details. Notes: 1. Anchor calculations have been carried out with the lowest (least) fastener rating from the different fasteners being considered for use. Fasteners analyzed for this unit include 48 and #10 wood screws or 3116' 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. June 17. 2002 ^ °v dur -a—V omw— at o,ww itaorw•mmt math so•ata.tiant M a s o n i t e International Corporation damn um ixaoua dew woletd to M.01 "Knout eooee X Glazed Outswing Unit COP-—MA0161-02 FIBERGLASS DOORS APPROVED ARRANGEMENT- al/annck F{srfny , ON ti - Test Data Review Cert fira[e I3026441A #30264478: f3026447C and CDP/Test � r ne0ort Validation Matrix 13026447A- .r; 001, 002, 003, I30264478-M,, 002, y.- 003: I3026447C Ml, 002.003 O pmwdes additional information - o available from the ITS/WH websde n,,'rs 'Y% Iwwlv.edsemrm.fpm), the Masontte webshe (www.rlNsonhe.COm) or the y, Note: Masonhe technical center. y Units of other sizes are covered by this report as long as the panel used does not exceed TO" x 68". Sinale Door Maairnum unlit We - 3.0- x 6.8- Design Pressure +55.0/-55.0 Limited water unless special threshold design Is used. Large Missile Impact Resistance Hurricane protective system (shutters) is REQUIRED. Actual design pressure and impact resislam requirements for a specific building design and geographic location is determined by ASCE 7-national, state or local building codes specify the edition required. MINIMUM ASSEMBLY :DETAIL: Compliance requires that minimum assembly details have been followed — see MAD-WL-MA001 1 -02 and MAD-WL-MA0041-02. MINIMUM INSTALLATION DETAIL: Compliance requires that minimum installation details have been followed - see MID-WL-MA0001-02. APPROVED DOOR STYLES: 114 GLASS: SON IUD LL0 ' u � �I OQ 00 00 100 Series 133,135 Series 136 Series 822 Series 1%L GLASS: I logIlog I 105 Series 106,160 Series' 129 Series' 12. RIL. 23 R/L. 24 Rn 107 Series' le Series 304 Series Series' 'This glass kit may also be used m the following door style: Eyebrow 5-p2nel with scroll. Q ale cxr aft k EK- ti.naa- , cd E.dwireiy imm FiBEkGLnSS ENTRY DOORS --:® Fcrryc,Ems D- PRFAL^'?,e:{D//e June 17. 2002 m o..u,. boo., ...� r OurContinuing prugnm el produtl imprwemem makes SWC11Cl,m5, oesipn are pr ,, Masonite International C➢r➢oration denll Suolect to emnpe wrtn= noWe. x Glazed Outswing Unit COP-WL-MA0161- 0 APPROVED DOOR STYLES: 3/4 GLASS: c FULL GLASS: -a lrrisss : 2 .s b 00 00r 404 Series 410 Series 109 Series 114,120, 122 152 Series 149 Series 300 Series Series CERTIFIED TEST REPORTS: CTLA-805W-2 Certifying Engineer and License Number. Ramesh Patel, P.E./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 31132" wood composite. Interior cavity of slab filled with rigid polyurethane foam core- Slab glazed with insulated glass mounted in a rigid plastic lip lite surround. Frame constructed of wood with an extruded aluminum threshold. PRODUCT COMPLIANCE LABELING: TESTED IN ACCORDANCE WITH MIAMI-DADE BCCO PA202 COMPANY NAME CITY, STATE To the best of my knowledge and ability the above side -hinged exterior door unit conforms to the requirements of the 2001 Florida Building Code, Chapter 17 (Structural Tests and Inspections). i State of Florida, Professional Enaineer Kurt Balthazor, P.E. — License Number 56533 wemoc* �O Test Data Review Certificate $3026447A; 13026447B: i302W.7C and COP/ iesl Report Validation Matrix 83026447A- 001.002.003:/30264470-001,002, 003: f30264470-001, 002. D03 Provides additional imormation - avahabie from the ITS/WH weosde iwww.etsemko.ibm), the Masortrte websrte (www.Masonhe.com) or the Masortrte technical center. Oak ��aft woau- ra n N .m k1' UQrod PIHEkCiLASS ENTkI' UUORS yDmr, ���I!% Eaclu.irely from /�ur'�c�vnl!orial e *�" Jurk 17.2002 Do.i�rr Deor ✓'Ci'/ ���VC/C/ Our COm=u�rInQ Drop— DI product loom llem MUM SpeltIC9=S. onign ano product A4 a n o n It e International' Corporation detail SuDIM to c=pe wllnom 0000t. MAD -WL-MA001f-D2. OUTSWING UNITS WITH SINGLE DOOR TYPICAL HINGE ATTACHMENT 4' z 4' BUTT HINGE (12 GAUGE) R PANEL SIDW.1 0 0 0 � � L(FLAT HEAD J WOOD SCREWS TO BE ADDED DURING INSTALLATION SEE MINIMUM INSTALLATION DETAIL TYPICAL THRESHOLD & SIDE JAMB ATTACHMENT TYPICAL HEADER & SIDE JAMB ATTACHMENT FINGER -JOINTED KILN DRY WOOD FRAME HEADER (1-1/4' X 4-9/16' WITH 1/2' STOP HEIGHT MINIMUM) (3) FOR TV HEIGHT OR SMALLER (4) FOR HEIGHTS GREATER THAN 7'0' FINGER -JOINTED KILN DRY WOOD SIDE JAMB (1-114' X 4-9116' WITH 1/2' STOP HEIGHT MINIMUM) HIGH PERFORMANCE BUMPER THRESHOLD (4-9,16- X 7/B' STOP HEIGHT MINIMUM) IvJ r _ (2) #8 Y,1-3/4' LONG FLAT HEAD WOOD SCREWS OP (3) LONG X VT- CROWN WIRE STAPLES (3) 2' LONG X 12' CROWN WIRE STAPLES FINGER -JOINTED KILN DRY WOOD SIDE JAMB (1-1/4' X 4-9/16- WITH 1/2' STOP HEIGHT MINIMUM) ...oak FirmWow Test Data Review Certificate 43026447A;#30264478; 03026447C and CnPRest Reoon Validabon Matrix 03026447A-001, 002.003; 13026447B-001, 002, 003; t3026447C-001, 002, 003 provides additional inform"or, - availabie from the ITS/WH WeIrSite twww.msemko.com), the Masonite Weoshe I,WWW.masonite.00M) or the Masonhe tecnnical center. n E lu�ively fro June 17. 200?7{"��"u� Prem,um. au�lify Ooor� arl/! L/�/ GurcmnnuirvJ oropnm mom4ua imnrormmm makM socctflgllons. Masonite International Corporation 4esign ara rouua deWl sutra= to —Ire M mur nor e. BACK BEDDING (DOW 995 OR EQUAL) r l ' I I I GLASS INSERT IN DOOR OR SIDELITE PANEL SECTION A -A TYPICAL RIGID PLASTIC LIP LITE SURROUND 10 SINGLE PANE GLASS; 12', 3/4' OR 1' — DOUBLE PANE; 3/4' OR 1' TRIPLE PANE INSULATED GLASS 1/8' SINGLE PANE GLASS; 12', 3/4' OR 1- DOUBLE PANE; - 3/4' OR 1' TRIPLE PANE INSULATED GLASS K HIGH PERFORMANCE RIGID PLASTIC OR CELLULAR VINYL LIP LITE SURROUND FOR'Iff SINGLE PANE GLASS 12', 3/4' OR 1' INSULATED GLASS. /6 X 1-1/2' PAN HEAD SCREWS LOCATED 13-1/8' MAXIMUM FROM CORNERS AND 14.3/4' O.C. MAXIMUM DOD; 1-7/16' 'G:asS IP.SertS t0 be SUb-Iistad by Interim TEStinO SOrviaeS/E L Semko or approved vaiidation service. lAr SINGLE PANE GLASS; 12'. 3/4' OR 1' — DOUBLE PANE; 3/4' OR 1' TRIPLE PANE INSULATED GLASS 118' SIN"uLE PANE GLASS; 12', 3/4' OR 1' �-- DOUBLE PANE; I 314' OR 1' TRIPLE PANE INSULATED GLASS liii' -i k oia'm Test Data Review Certificate ►3026447k /3026447B; /30264470 and COP/rest Report Validation Matrix J3026447A-OD1. 002. 003:13026447B-001, 002, 00..; t3026447C-001. 002, 0M provides additional intormafion - available trom the ITS/WH website (www.tdisemko.eom), the Masonite webshe (www.rnasMne.com) or the Masonhe technical center. �� G��wr�.eiy som June 1i. 2D0< out corrtinuiny propnm of orouu-1 neunprmernem mazes Smotirt tt. Masonite International Corporation sipn and product detail mblact to c unpe wanm mace. a x Unit R' AMID-WL-MA0001-02 SINGLE DOOR 6• TYR 1 � 6' TYP. 6'8• UNIT B'Ir UNIT 13-15/16, 17-1/8' MAXIMUM ON CENTER TYR Minimum Fastener Count • 6 per vertical framing member • 2 per horizontal framing member Hinge and strike plates require two 2-1/2" long screws per location. Rough I t• t' 1 • Width of door unit plus 112" • Height of door unit plus 114" Test Data Review Certificate 13026447A; /30264476; 13026447C and COP/Test Report validation Matrix t3026447A-0Ot. 002. D03; /30264476.0p1, 002. OM: /3026447C-001, 002. 003 provides additional information - available from the ITSANH website (www.etisemko.com), the Masonhe website (www.masonhe.com) or the Masorete techrucai center. Latching Hardware: • Compliance requires that GRADE 3 or better (ANSI/BHMA A156.2) cylindrical and deadlock hardware be installed. • UNITS COVERED BY COP DOCUMENT 3146. 31661 3241 •, 3246, 3261' or 3266 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 #8 and #10 wood screws, or 3/16" Tapccns. 2. The wood screw single shear design values come from Table 11.3A of ANSI/AF & PA NDS for southern pine lumber with a side member thickness of 1-114" and achievement of minimum embedment. The 3/16" Tapcon single shear design values come from the ITW and ELCD Dade Country approvals respectively, each with minimum 1-114" embedment. 3. Wood bucks by others. must be anchored properly to transfer loads to the structure. E ciucively from June 17. 2002 ". uo•i�„ o"=.: UPr M-linunq Program Pl ivedua improvement mitts snersrrauons. I Masonite international Corporation Pesign and Product detail suolect to cnange wanam nonce. 60-/ 451 v WEATh ERMASTER BuildiNq PQoducrs. INc. Office 407-324-2080 fax 407-324-0503 df ILABEL 1DRAWING # OR TYPE USED WITH PRODUCT # 1 I Legend of contents 2 IGA 1 Installation 1450 Flange SH 1450/1550 3 GA 2 Installation 1450 Flange PW 1450 4 GA 3 Installation 1100 Fin SH 1100/1900/1970 5 GA 3/A Cont. Head And Sill Fin Mull 1900/1100/1970 1900/1100/1970 6 IGA 4 Installation 1100 Fin PW 1100 7 IGA 5 Installation 1450 PW Flange Designer PW 145011550/1570 8 GA 6 Installation 1100 PW Fin Designer PW 1100/1900/1970 9 GA 7 Installation 1480 Flange HR 1480/1580/1590 10 GA 7/A Installation 1580/1590 Flange 3 Lite Slider 1580/1590 11 GA 8 Installation 1180 Fin HR 1180/1980/1990 1.2 GA 8/A Installation 1980 Fin .3 Lite Slider 1980/199D 13 GA 9 IGEN 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 420/4301440 16 GA 11 GEN 0450 Fin Vert. Mull Clip 1448 17 GA 12 Mull Bar Load Chart 1x4 Fig. Hz. SH 1445 18 IGA 12 A Mull Bar Load Chart 1 x4 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 >61 Fin Vert. Mull Clip 1445 23 GA 18 Mull Clip GEN 0453 Fin HZ Mull Clip 1447 24 GA 19 Mull Bar Load Chart 1x4 w/lip Fin HZ SH 1447 25' GA 20 Mull Clip GEN 0457 Fin Vert. Mull Clip 1448 26 GA 21 Mull Bar Load Chart 1x2.5 Fin Vert. SH 1448 27 GA 22 Mull Bar Load Char 1x2.5 Fin Vert. PW 1448 28 GA 23 Mull Bar Load Chart 1x2.5 Fig. Vert. SH 1442 29 IGA 24 Mull Bar Load Chart 1x2.5 Fig. Vert. PW 1442 30 IGA 25 IMull Clip GEN 0454 Fig. Vert. Mull Clip 1442 31 IGA 26 Mull Clip GEN 0459 Fig. Vert. Sill Clip 1442 32 GA 28 Mull Clip GEN 0456 Fig. HZ Mull Clip 1445 33 GA 29 Mull Clip GEN 0452 (>6� 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 1100/1900/1970 FE+HE 1100/1900/1970 T--- —T _ _ t/� r ,I Mtn ' 3/e ! 1 3/6 a 14WL0 Swim 1"W154e l9etriet Fiar*e/Yatlo.l 1442 Fimma/Warttoal144e 'ICr9e window :4bC r,all fUt Hcf11,:C vftt l+Ct11 5:'uClt101 ODo1'eat '%°ti 1rrr1'ccl s'r.te'.urd oopiiecl•ut of 0i lit,nge lei -down. of all flcn9r. *;Meow:. Adds 1/8 to 0pc-1.nq. Acr.; '!5" :u OJU i71q I� r✓vo1r7 t7m _ I 11W196 Sala FWHmftmt4l 1447 Fr xr1C1a h•viv ..,� hmmi'r! sI•Uclu•c ::Jtd'W'"s wear -�.6inc Z'.ipc alr mm: i- fur c t7{1 r,•1inY ur 'c• n!i^ .i,d Ackln to Opm;nc, rl - >a teal � 1In a.n 1.n II VAUetl 1400r1dais_ tttl�JJJj� Moriapnlil { YrrOer Tube SO MWkat 1449 VI Noaffilm®r � i ,In 114W1*0m4 WWON Berle Yertlaml Tube ■t/ 1kimIb4l $444 . V. 7 i r. IOWA" ti00111 we.s.n4o"am rr tws 7bnt)' Y�rmtr +Yr 4 A -r•1ry.. err .•.� .- wr rII /.'•. 'pad �+a cal :'•e�. Fin Anna I I/A• In Opr'-Q. Weathermaster Building Products, Inc. 227 Power Court Sanford, FL 32771 407-324-2080 407-324-0503 Fax 2004 Florida Statewide Product Approval Numbers For General Aluminum Products These numbers are posted on www.floridabuildina.org under their product approval section. FL 5171 Single Hung Windows FL 5170 Sliding Glass Doors FL 5169 Fixed Picture Windows FL 5168 Horizontal SIiders ONE BY MOOD BUCK BY OTHER CAULK BETWEEN WINDOW FLANGE a WOW BUICK PERIMETER CAULK BY OTHER lus--- EXTERIOR WINDOW SILL PERIMETER BY OTHER SHIM AS REO'D (SEE � ) ONE BY W000 BUCK BY OTHER A"C HOFt stm WIDTH I 1 FLANGE TYPE EDMENT BETW EINJAMB WINDOW FRAME —SHIM AS REOb. [TAILA" (SEE NOTES)BUCKaY OPENING Q a OTHERS INSTALLATION Q Q EN9EDYENT ANCHOR / PERIMETER CAUUCJ a BY OTHERS CAULK BETWEEN WINDOW WIDTH WOOD BUCK a MASONRY OPENING BY OTHERS EXTERIOR ril= PRE CAST 91LL—/ BY OTTERS CAULK BETWEEN WINDOW FLANGE A PRE CAST sat WITH WLKEM 116 AOHESVE CAUIX OR SECTION 1 APPROVED EMAL GENERAL NOTES; 1) SHIM AS REO'O. AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. IMAK. ALLOWABLE SHN STACK TO BE 1 4- 4) WINDOW FRAME MATERUL• ALUMNIN AU..OY So" 3 CAULK BEHIND MANDOW FLANGE AT HEAD AND JAMBSS,,SILL MUST BE ATTACHED TO THE SUBSTRATE MTH-VULKEM 118 ADHESIVE CAULK OR APPROVED EQUAL 4) APPLICATION OF VULIOM 110 ADHESIVE CAULK AT FRAME SILL MUST COMPLY WITH SEALANT MANUFACTERER'S RECOMMENDATION 5) CAULK FOR PER01ElER SEAL AROUND EXTERIOR OF LMNDOW FLANGE B) CLASS THICKNESS MAY VARY PER THE REOUREMIENTS OF ASTM E1300 MASS CHART SINGLE CLASS IS SHOWN. INSULATING CLASS IS ALSO QUALIF ED. CAI" BETWEEN 1 WINDOW FLANGE —! WOOD BUCK SECTION 2 H `,,`�\A�N4RRI111 SEF L Ib I 1 _ / f, ELEVATION:#'lrma's VIEWED FROM EXTERIOR $ o No.1371 �>o 14 Wi S STATE OF 2 f2IA1110 NA .. G.A.1 �2)MFk TAPCON ANCHOR LOCATION CHART SS3 ANNEALED J ANNEAIID CALL WINDOW CLASS DESTCN DESIGN TAPCON ANCHOR LOCATION SIZE SIZE (INCHES) PRESSURE PARE LOCATIONS CAPACM N PSF CAPAQ)T N PSF 10 1/e ■ 2l -90 -40 -200 12 -NO AO F,MNJ q !W -113 -O2 AC F.ONu e]/I 16 -104 FIwu 1444 HF 1/0 ■ M 0/0 -U -U -1W -1W AC F.wu 144E 1F 1/0 A W e/F -02 -W -147 -147 AC faHJ ie le 1/1 v U -40 -40 -122 -12T AC m".0JS IA 1A Ih • 7! -40 -40 _Ns -Ile AC OAVOLJU 17 10 1 • N - - -104 -IDS AO o"ANJ R12 M 1/2 ■ 2e -e7 -F7 -IN -138 AC F,1LHJ 1112 >• 1/2 1313,00 -04 _W -100 -10e AC raNJ 1N4 m 1/2 . 00 e/11 -47 -47 -101 -1M AC FIM e1444 2e 1/2 . M eA -44 -44 -t00 -1W AC F.ONH F44+e s 1/2 . W e/e -W -43 -100 -100 AC F.ONU INO u 1/2 ■ U -40 -40 -41 -F1 AC FAM INN se 0 ■ 72 -40 -40 -71 -7F A0 r.RJU 1 • - - -U -0e I AC I FAH J 20O 00 1/2 v s -Be -De -113 -113 AC FAKI 2D.3 JO 1/2 ■ 2e 2/e -47 -47 -W -W AC FAK1 20.4 - 112 ■ W ./0 _41 -41 -7e -75 AO FAJU 20.4+4 W 1/2 ■ 54 e/e _40 -40 -77 -77 AC F.ONN x■4+e 20 112 . W B/0 -40 -40 -n -7e 10 F.M DDA 3D 1/2 ■ U -40 -40 -7e -7e AC FAH1 MA A 1/2 ■ 12 -40 -40 -n -n AC FANS AC ►.OJS 22 :7 % N -01 -e1 -eF -s AC F.WU 23 r % a 2/a -40 -40 -47 -e7 A0 r.ONN 24 27 % W 0/e -40 -40 -07 -e7 AC rAM 3 +4 37 11 " 0/e -40 -40 -W -W AC IT" 244E 27 2 Be eh -40 -40 -W -W A." I. 27 2 U -40 -40 -113-aT AC F.0H1 Ie 27I 72 -40 -40 -02 -e2 AC F.OJS -m -U I AC ►.aHJ 4ZIO 42 % 2F -40 -40 -40 -48 AC F.01U 4233 42 % 29 J/F -40 -40 -40 -/0 AC FANJ 42W 42 % W 0/1 -40 -40 -40 -40 Ae r.1A1U 42444 42 % e4 e/e -40 -40 -40 -40 AC f G.M 42ue 42 2 W e/0 -40 -40 -40 -40 AC rau 4M3 U 2 U -40 -40 -40 -40 AC r.aNJ 4272 422 2 72 -40 -40 -4F -40 AC .QAI 42" 42 2 N 1 -40 -40 1 -40 -40 AO F.WU IBM 40 % M -40 -40 - - AC F.ILHJ 4an 4e K 0e 2/e -40 -40 - - Ae rwU 4 O 44 % W ero -40 -40 - - AC F.WU 4e4+4 4e % a en -40 -40 _ _ Ac FAW 4e44S 40 % W 0/1 -40 -40 - - AC F,4W 4OU 4e % U -40 -40 - - AC ra1t1 Iel7 AC rANN 22 U 1/F • 2F -4e -4e - - AC FAA A U 1/0 ■ 2e e/e _40 -40 - - AC FANJ a4 U 1/0 ■ W e/0 -4D _40 - - AC F,aRI :"4 U 1/0 ■ e4 5/4 -40 -40 - _ AC F,OJU et.0 U 1/1 % W 0/3 -40 -40 _ _ AC FAA - U 1/0 % U -40 -40 - - AC F.OJU W U 1 -40 -40 AC r.wU mom 1) M AFOK ARE FOWTE AND H IOA11K FIWI1C11eGL OEWON SAME iW01 00YPAWAIIK AW1LY97 •ILK WT IM WM WY.AIMLI, OF NT2R POiOiYNR lEe7Aq IeU1i 11E t11FA IWISTNIDI BEET F[OmENf tr 1$ E OB P 1JMOF AfAi3.POW11Y[ EFSDI IA40e WOL t LeAITm 10 40A ►! OIL 10 47F71 1TS7 PIE!lIAE O ae ►E ADW,D 04 7T[litt7 2) NSTASATOk RAHM FWNt MEOW 14 011C IC a4 MAS3 WY W04q 11S 2/1r 0u TAPCO4 ANOWW Or neTIMT.INgM to I11owD[ VOLI-1/4 O OWNIN Ni0 tAI I MTE AT t=TNM SWIM ON DAW. 41 SEE 12 VAIM FOR KEY TO TAR01 LWAMIS. t F OLWT MO7W W3 M NOT UFM N N4111011. TNAWT, MAE ANww QUANTITY 1HR0 WIN NOR LAMM KM YM M All""ATE "M ROS M WOOb. YLA JOB 0218 y� YOOSEF LAW, P.E. 1ENGINEER 0080 MROIT LAME 1r a Nw FA • 1T■w•■A t tAl/ •ra rr N4Na • Nw n TyI ftet[ /Noe DAUA% TDM 75243 ASSEMBLY ORAWING r (214040-00Ie R tt1),740-OOe7 SUM 1400/1000/1070 9=1 NANO WWW AR IP N/A an x r•wva. 12/05/03 1 B I wSTALATION 1450 2 X WOOD BY OTHERS CAULK BETWEEN FIN TYPE WINDOW FIN Ik WINDOW FRAME SHEATHING JAMB SHEATHING CAULK BETWEEN FlN 1All 'MN, By on4ERilx a SHEATING EMBEDMENT IN I A INSTALA110N II EMBEDMENT ANCHORSHEATHING BY on4ERs FIN TIPE WINDOW FRAME I I�iiilGL' FlN E SILL PERIMETER CAULK -/"I BY OTHER 911M IF REOb INSTALAIION ANCHOR SHEATHING 1. MIN. „I BY OTHER EMBEDMENT SECTION 1 INSTALATION 1M14DOW WIDHT 1 ANCHOR WINDOW HOT. CAULK BETWEEN WINDOW FIN R SHEATING SEF L II E(EE sit No.42371 i v � i 0 •••, STATE OFRID Z' - W f•• 'III II.O1\\L \� EXTERIOR L—PERIMETER CAULK BY OTHER EQUALLY SPACE ANCHORS (TYP.) ELEVATION VIEWED FROM EXTERIOR 8- MAX.(TYP) G.A. 3 COMPAR TIVE ANALYSIS k TAPCON ANCHOR CHART WINDOW . DESIGN PRESSURE N0. dF j 8 m" MAM Q .m IMM SIZE INCHES CAPAOTY N PSF REM N FRAME REQTL IN ME 10 X 30 109 109 2 2 2 2 2 3 19 x 40 93 83 2 2 J 1 2 2 3 10 x 50 03 83 2 2 3 2 2 3 16 x 60 50 50 2 2 3 2 2 3 20 k 30 69 B0 2 2 2 2 2 3 20 x 40 73 73 2 2 3 2 2 4 20 v 50 59 59 2 2 3 2 2 4 20 x 60 49 48 2 2 3 2 2 4 20 x 30 57 57 2 2 2 2 2 2 20 x 40 52 52 2 2 3 2 2 3 2e x 50 46 48 2 2 3 2 2 4 28 x 60 40 40 2 2 3 2 2 4 30 x 30 52 52 2 2 2 2 2 _ 2 30 x 40 49 49 2 2 3 2 2 3 30 x 50 43 43 2 2 3 2 2 4 30 x 60 40 40 2 2 3 2 2 4 30 x 30 41 41 3 3 2 2 2 2 3e x 40 40 40 3 2 3 3 3 3 36 x 50 40 40 3 3 3 3 3 4 38 x 60 40 40 3 3 3 3 3 5 40 x 30 40 40 3 3 2 3 3 2 40 x 40 40 40 3 3 3 3 3 3 40 x 50 40 40 3 3 3 3 3 4 40 x e0 3 D 3 3 3 5 53 x 72 _ 40 40 3 3 4 4 4 7 GENERAL NOTES: 1) SHIM IF REQUIRED FOR LEVELING. 2)) WINDOW FRAME MAIER L. ALLOY 6063 3) CAULK BEHIND WINDOW FIN AT HEAD ,SILL k JAMBS. 4) CAULK FOR PERIMETER SEAL AROUND EXTERIOR OF WINDOW FLANGE. 5) GLASS THICKNESS MAY VARY PER THE REQUIREMENTS OF ASTM E1300 GLASS CHART, SINGLE GLAZING IS SHOWN, INSULATING GLASS IS ALSO. QUALIFIED 0) WHERE WATER RESISTANCE TEST REQUIR04ENT OF I5X OF DESCH LOAD APPLIES. PCSITIVE DESIGN LOADS WAIL BE LOATED TO 40.0 PSF DUE TO WATER TEST PRESSURE OF 6.0 PST ACHIEVED M TEST. 7) INSTALLATI(N: FIN FRAME WINDOW N HOOD FRAMEOPENING WHIT TWO BY WOOD STUDS USING .090 NCH. DNA. NAILS OR /0 SCREW OF SUFTICENT LENGTH TO PROVIDE MIN.1- dBEDMENT NTD SUBSTRATE. 8) IF EXACT WINDOW SIZE IS N0T LISTED N ANCHOR CHART , USE ANCHOR QUANTITY LISTED WITH NEXT LARGER SIZE I IT 1= 0r ODa74� I 1,—ta]+ 1NIM Ilal / iDDe0xA1[ UK. EYEa071T (EE a (TEL CHART) _T T-- FN IAlICmI -- A /BI 0De1xxA �' DVAX BUM IN GVAX aOaB F!1 tw mvwN WAJ III:t4We1BE tela JAIM FOIet1O1 WAR ���� 1" 111011 aP ^'°°�" SECTION 2 seats" "'"m' SECTION--1 WINDOW WDH. aB A e7AAX 2 i 12' O.C. / MA)L(TYP). / WINDOW14 — EQUALLY SPACE MGT. — ANCHORS (TYP.) ELEVATION VIEWED FROM EXTERIOR ` `........11LL !e4 5 E F ( F 1 a� X —� Na. 42371 B-MAX.(TYP). p '• � STATE OF _ O R 10�'.• Ci G.A. 3/A AONM To MU mm coopmM ANL7HB / lamml 01HIt (7GBs u•• laa4 IXO r,,.. la7o Clay t•teo• xlaBa W' aooB Winum W KIM 95— e0X le�xlr N I.I4e1 e41a.r M AAA anal ne8a CMA]n ow) r I4MtY eewomtrt 4-t lalel•ll axamal =To/ WAD 11LL At EWII HIM LL AT LA 1N04T .NIB JAM y x y _p ] ! ! • • 1 ] ] ] 7 1 e ]I ) ] ! 7 1 a yXa! _w 3 ] 2 • • e SI X 0_p a ] ] ] 0 a y X _,p ] ] ] 10 10 11__ 40 X 3a -00 ] ] 1 ! • 1 N X 44 -p ] 3 ) ! e ! N X N -p 4 4 7 f 0 IO 3 10 10 7 Y X so -TW 4 { 3 ''1 It a Y. n -♦11 • 4 3 t0 10 a wxH -p • ♦ ♦ • • 4 1 3 3 11 I] 1] t1 1 7 w% m -p ♦ 4 3 It 1] w IT w r IT n -w ..N 4 4 ] '.1 I1 0 1 4 ! 12 It e 80 X N p It -0 ] 1] 17 7 p X m -7e e ! ] 17 17 a g X so -!! 4 • 3 11 11 a 00 IT _a! • • 3 11 11 e w X ]• -p 4 4 2 1! 1f ! w R N -77 0 e ! I7 1] e w X Y -74 e e ] I] 13 1 w% m -n • 0 3 N 14 1 p N 1.1972 �1 a a 7 13 13 1 r1n -Y { ] 11 1 11 n X 3* -A • 4 1 13 13 !— It X N -Y a a 1 11 1] a IT 3 13 1 n X m -n 0 3 3 Il 11 1 n IT1* -N ■ a a 14 14 a X A -4D 1 4 1 It ! e 4 4 a I] 17 4 rXH -N / 4 ! 13 13 e r X Y _p • 4 1 13 I] 0 rXm -41 ! e ! 13 13 ! r X 1.,-43 e e ! 13 13 a r % 17 -40 0 a ) 14 14 a GENERAL NOTES: 1) SHIM AS REQUIRED ADJACENT TO EACH /ASTALLATXIN AN04OR WITN LOAD SHIM IAAX. ALLOWABLE SHY STACI( TO BE 1/4'. 2) WINDOW FRAME MATERIAL ALLAY BOBS. 3) USE CAIAX BEHIND TAHOoW FIN AT HEAD. SILL NIt JAMBS. 4) USE CAI" FOR PEAINETER SEAL AROUND EXRERLOR or WINDOW FLANGE. S) DESIGN PR --,;X ES SHOWN ARE BASED ON MULLION CAPACITY ONLY.. DESIGN PRESSURES FOR GLASS THICKNESS MUST BE DETERMINED PER A31M E1 DO CLASS CHART AND THE SLIMIER VALUE MUST BE USED FOR DESIGN. B) WHERE WATER RESISTANCE TEST REQUIREMENT OF 15% OF DESIGN LOAD APPLIES. POSITIVE DESIGN LOADS WILL BE LIMITED 70 40,0 PSF DUE TD WATER TEST PRESSURE OF 8.0 P9' ACHIEVED IN TEST. » INSTALLATION- FIN FRAME. WINDOW N SPRUCE. PINE FIR (SPF) WaOD FRAME OPENING WITH TWIG BY WOOD STUDS USING G.113ra MARS OR jB SCREW OF SUFFICIENT LENGTH TO PROVIDE MINIMUM EMBEDMENT NTD SUBSTRATE AS SHOWN ABOVE N TABUM B) IF EXACT WNDOW SIZE IS NOT LISTED N ANCHOR OHART, USE ANCHOR wANBTf LISTED WITH NEXT LARDER SIZE YU JDB J03425 7r • . YOOSEF LAVI, P.E. { CONSULTING EWGINEER Hm I. auk u • EB1.4 U 15011E • PA In limn • D" a nn1 M 101631 LANE. SURE #RIM DAWAS. TEIMS 75743 ASSEMBLY DRAWING T: 214)340404 F. (211)b40-M SERIES 1900 (MULL) J 1100 (MULL) / 1970 (MULL) - CONTINUOUS LEAD k SILL SINGLE HUNG 10w! tNOaa KALE �,Lmmis FA/JB N/A A 12/>J/l007 Auer DATIE NVAAIM'IM M2L 09/24/03 B I100 MAR, s MA wLL SHEATHING CAULK BETWEEN 11N N SHEATING BY OTHER MIN INSTALATION I I I I \ , (I EMBEDMENT ANCHOR I V PERIMETER BY OTHER FIN TIPE WINDOW FRAME HEADER GIAZING (SEE NOTES)J I WINDOW HEIGHT EXTERIOR I �9LL j PERIMETER CAULK BY OTHER �—SWIM IF REO'D INSTALATIDN ANCHOR CAUL( BETWEEN SHEATHING i- MIN WINDOW FIN k BY OTHER EMBEDMENT SHEATING SECTION 1 NOTES: 1) THE ABOVE ARE POSITIVE 3 NEGATIVE STRUCTURAL DESIGN LOADS FRGM COMPARATIVE ANALYSIS AND HAVE NOT FIEM CAPPED BY RESLXTS OF WATER PERFORMANCE TESTING. WHORE WATER RESISTANCE TEST RFOIMINEMENT OF 152 OF DESIGN LOAD APPUFS-P0611TVE DEACN LOADS WILL RE LMTED TO 40.00 PSI• DUE TO WATER TEST PRLRA•K OF e.0 PSf ACHEVFD N TEST. 2) GLASS THICKNESS MAY VARY PER REOUNNUMTS OF AMU E1300 GLAU3 WARTS 3) INSTALLATION FIN FRAME WINDOW IN WOOD FRAME OPENING WITH TWO to WOOD STMFOS USING / 9 SCREW OF SERFICENT LENGTH TO PROVIDE MN.1' EMIKDMENT INTO SUMMATE OR 0.009 N DNA. NARX 4) IF EXACT WINDOW SZE 19 NOT LISTED N .ANQNOR OIART, USE QUANTITY LISTED WITN NEXT LARGER SITE O) SHIM IF REOINED FOR LFVEINR B) WINDOW FRAME MATERIAL. ALUMNUM ALLOY 0063. 7)-- BEHIND WINOOW FIN AT IIF.AD, SILL k JAMBS. e) CAULK FOR PERIMETER SEAL AROUND EXIENOR OF WINDOW FLANGE FIN TYPE WINDOW I JAMB CAULK BETWEEN WINDOW FIN k T'MIN. EMBEDMENT Lw SHEATHING BY OTHERS WINDOW WIDHT IN ION ANCHOR �ATER10 PERIMETER CAULK BY OTHER SECTION 2 WINDOW WADTH. ' O.C. I MAX. (TYP.) 2 EQUALLY F SPACE / ANCHORS ) ELEVATION 1 -a E6''MAX. E VIEWED FROM EXTERIOR B' MAX. (TYP) +,`��4NNI1.1j SIF L F11, No. 41371 Se * �• 0 STATE OF _ ��i F •. �"� O R IDp.'. Ci S, W/111 CEO G.A. 4 WINDOW ANNEALED IASS NO. OF 0.090 DIA. GLASS DESIGN!N IDE5C GOt OF �B SCREW NAPS REQUIRED SIZE PRESSURE RECORED N FRAME ( INCHES CAPACITY N PSF N I`SF N FRAME. 20 x w 4e -48 108 -fat a ! a 1 2 20 IN 40 w -w N -N 2 a ! 1 2 • 20 1 w w -w 0 -s 1 2 2 1 1 9 !D S 90 w -w n -e7 1 1 7 t ! a 20 x 90 w -w w -K a 2 2 2 2 2 x X w w -w @7 -01 ! 2 2 1 3 3 30 x w w -40 N -N f a a 1 2 4 30 x N w -40 a1 -02 ! 1 ! 7 2 4 b x w 40 _40 w _00 2 a 2' 1 1 4 a0 It w 40 -40 40 -10 1 1 2 1 1 4 at x 1D 40 -40 73 -73 : ! 2 4 1 4 ae x w w -w e7 -e7 2 2 : 1 1 1 >. S Y 40 -w w -4e 1 1 2 4 4 4 a x w 40 -w N -41 2 1 2 4 4 4 at x N w -40 40 -w a a 2 4 4 e 40 x 90 w -40 64 -N 1 1 a • 4 1 w 1 40 w -40 51 -BSI 1 1 i 1 4 1 w 1 40 40 -40 w -4B 2 2 2 4 4 4 40 x w w -w 44 -4• 2 2 2 4 4 4 w x w 40 -w 40 -w 2 2 2 4 4 a 40 x 20 w -w at -Oa 1 2 2 4 4 1 4e f 40 w -w 43 -49 a 2 2 4 4 1 4e x 4e w -w w -40 2 2 2 4 4 4 46 1 BD w -w 40 -10 2 1 7 4 1 1 8 x 40 w -40 w -40 a : 2 4 4 2 w x 20 w -w 00 =Se ! 2 2 4 4 2 BD 1 w w -40 44 -44 1 a 2 4 4 1 p l 4@ 40 -w 40 -4D 11 ! 2 4 4 4 w x w w -w w -40 2 ! 2 .4 4 4 w x w w -w 40 -40 2 a f 4 4 a N S ]0 w -40 w -40 1 2 2 0 • 1 w x w w -w w -40 ! 1 2 e • 1 sox 49 40 -w w _40 w 1 w w -w w -w 2 f ! e 0 w x w w -w w -4U 2 2 2 a e • 70 x w w -w w -w 2 1 2 7 7 2 70 x 40 40 -w w _It, 2 1 2 7 7 7 Al X 4e 40 -w w -w 1 2 7 7 7 4 70 x p w -w 40 -40 1 ! 2 7 7 70 x •D w _4D w -40 f 2 2 7 7 0 71120 40 -w w -40 2 2 2 • • 72 2 w 40 -w 40 -40 1 2 2 • • a 7214e w -w 40 -40 1 1 2 e e 4 71 2 w w -40 w -40 1 1 1 ■ e 4 72 2 w 40 -w w -40 ! : 2 e 0 0 N S 10 - - 40 -4C 1 2 1 e e a w x w - - w -w 1 2 2 7 7 R wx4e - - w -w 1 2 2 0 0 4 soXSo - - w -40 f 2 2 a 1 4 to x JD-R 1 1 1 7 7 1 10 40 - - w -w / : ! e • 7 Nx4• - - w -w a 2 : r e 4 •O S w w -40 1 2 2 10 10 4 N x 00 - - w -4C ! a 2 1 7 1 N X 40 - - 40 -w 7 1 7 • • R 1' MIN. 91EATHIINO EMBEDMENT BY OTHERS CAULK BEHIND FIN PERNEIM CAULK BY OTHERS FIN TYPE FRAME HEADER GLAZING OTES� SEE NO1E��5vyT7��pp���/'Ypp EXTE IQR FIN TYPE FRAME SILL PERIMETER CAULK 8Y OTII?RS) INSTALATION ANCHOR CAIAK BEHIND FlN SHEATHING 'I BY OTHERS SECTIO14 1 G.A. 6 HQm 1) DESIGN PRESSURE CAPACITY OF WINDOW & INSTALLATION IS 40.0 PSF. 2) INSTALLATION OF FlN FRAME WINDOW IN WOOD FRAME OPENING WITH TWO 0.090 INCH. DIA NAILS PLACE .099 NAILS 6' FROM BY WORD STUDS CORNERS MAX & S' O.C. MAX BETWEEN. 3) FOR INSTALLATION OF FIN FRAME WINDOW IN WOOD FRAME OPENING WITH TWO BY WOOD STUDS, USING /E SCREW OF SUFFICIENT LENGTH TO DOW AERS PROVIDE MIN I' EMBEDMENT INTO SUBSTRATE PLACE SCREW / 6 MAX. FROM CORNERS d 24' O.C. MAX BETWEEN. ATION ANCHOR 4) SHIM IF REQUIRED FOR LEtiEL1NG. 5) WINDOW FRAME MATERIAL' ALUMINUM ALLOY 6063. - 6) CAULK BEHIND WINDOW FIN AT HEAD, SILL h JAMBS 7) CAULK FOR PERIMETER SEAL AROUND IXTERNOR OF WINDOW FLANGE. - 6) IXASS THICKNESS MAY VARY PER THE REOUIREMENTS OF ASTM 1300 GLASS CHART. SINGLE GLAZING IS SHOWN, INSULATING CLASS IS ALSO QUALIFIED. 10) ELEVATION SHOW COMMON CONFIGURATIONS IT IS NOT INTENDED TO LIMIT USE OF THIS PRODUCT TO THESE TWO CONFIGURATIONS THIS SHEET APPLIES TO ALL CONFIGURATIONS OF FIXED PICTURE WINDOW FRAMING SISTEM. 1' MIN. EMBEDMENT IF REO'D 1 ELEVATION VIEWED FROM EXTERIOR 2 ,`,N��N HTNNE 5EF41 1 FFrF • /• Fl ii No. 41371 i( i i i A •_ W i i 0 STATE OF W O R JIONAL E FlN TYPE I FRAME JAMB 1' MIN. EMBEDMENT - SHEATHING BY OTHERS CAUD: BEHIND FIN. GLAZING ((TYP.)) NorES SEE INSTALLATION ANCHOR EXTERIOR PERIMETER CAIRN( WINDOW WIDTH- SECTION BY OTHERS 2 1 ELEVATION VIEWED FROM EXTERIOR 2 INSTALLAnON ANCHOR INSTALLATION ANCHOR SHIM AS REC'O (SEE NOTES) ONE 8Y tY00o CONCRETE OR MASONRY OPENING //�e scREYr (TYP. 9METE TAPCONS A., 3/le• Du TAPCC" em BY OTHERS BY OTTERS NOT NEML) CAULK BETWEEN D00A FRAIAE MOOD BUCK • 'W'R INSTALLATION ANCHOR ONE By wow MASONRY OPENING BY OTHERS p %�,� "TA IMP.S ' BUCK BY OTHERS Q GLAZING (SEE NOTES) P�tN NOT I EO'O.) ARE SHIM AS REDO 4 1-1/,• MN. ' (SEE NOTES) 0 T Q CONCRETE OR 1//4• IIAx95. NENICMASONRY • S1iN SPACE D By DIME" t\ INSTALLATION ANCHOR 3/111' Du. TAPOOI STUCCO BY OTHERS C• _ wow BUCK a,H METER CAU.X FRAME BY OWNER$ BY�OTNERS HEAD PEAOETER CAL" By OTHERSDam muff _ BY OTHERS 1-1/4- MIN. CiAE1NG nAlrOMENT (SEE NOTES) EXTERIOR I DOOR DOOR MOTH 1/C MAX SPACE SECTION B-B CAULK BETYPEN WOOD BUCK Y MAYY OPENING E ♦ BY OTHERS I I ' d • a SUDINO MASS DOOR • d - MNL ROOK STOP d USUALLY MMY CAULXINC • ♦ e7A9E0MDOT UNDER SILL OR SET VAL IN ® OF CONCRETE v d A � No (SEE NOTES) (SEE CONCRETE tXT MASONRY OPENING INSTALLATION ANCHOR TI ON A SEC -A BY OTHERS 3/10• CIA. TAPCON NAM t DOO1 MATTXNa AIOMm l ULOY am TAKEN TOPE .tTAOATION AMMON oMT CK A SUAIODIT 000E M TO AM" ROL DMM"t OF 1--1/r .ITC YASMMY " KxNOt1G i) KR.MAi 1A►00N tiDUlADW 0000 """ ID UOK M ALL FRAME 11DWM 4 SAE LAWN CAux FM PFAMM INAL MOO. OKTOICK OF OOOL • EXACT DOOR M • NOT LX= N ANOWM. DRAW. VU ANCHOR OUARIM USFW WEN HIM RIXNR MTL T01 THEA1'P'M014111t. OO.N 1 MUM,. 1s= R)) Pm POOET saw 1 tw NAItttT I MPASS DOOM Ra A WMIF113URAt10M TO ►WM40 OPOWNL SIMNG CLAW T) e}A0AEN0 AM ARAM TEMPERED OASS IMPRIMIS WAY MNT P0PEWMDITa .1 AmLAfIAE DOOR INTERLOCK 1) ALL /nlm Mn !FACTORY APNOT DOOO PON .TAFTM ANCHOR INDU D t MUM MAIN et sotot Or vnaDlT IDIOM 10 TRIP= RXR... Wr I/IROM INTO 11=1 DUCK HOOK STRIP DETAIL .) &NO / fLL OOWOt Au To R KMM WR4A MAL JOINT KRMIMM tq EW Al MOM AT EA WIT OF 01ifM1ATHON AY0101L MAIL AMAN !TACK NKI M70 N 1/41. .. 11 ALL 1111.TAW1IM MOlOO IAIItT DE MAC[ O lOIN®OI 01MAR MA1.1B1YL � - • ' I WON Y IOR.10 IS MI MO PAIR AND `T IO4mH0 RMED ►AAOL APPROYO OOUIOINAVOKS AM At UVW KN fT Nµ " O,Mc 13) NOT ALL OO PMOULIM U9= ADO* Alit DON ON. M NAMING, MONOMER NStAIAATICI MtMM 'A-r. 1-111• 0 110011 "IP OEM AP41Y A 000WAIOR S ALL A/7A1fD MFIONATIM4L I4 VAN ALLOW" MAGWV NRT14M TAPS/ AIIOIOO m BE 24r O.C. 1 IDOO 400 DONS GAL BOOR ! DOW TWO PRINT ALSO AMMO 10 430 • 440 WKIL I. WERE 0" ■ "pain N TAT00-mmue DIC1i t. US fie lCEMO 1A O tTIODIi ttfaM To AC<K 1-3/x' 01 MN. Q1/mMOH10 N10=1N11t RACK o10 OIMMe r /ROM W04 M A IC O.C. TUX a ONE BY MOOD BUCK BY On"S TAPCON INSTALLATION CHART CALL DOOR T PSF BTO UP TO III PW SIZE SIZE 4s iS TOW 70 70 PST 45 TO eo To 70 OP PSF OP PSF OP OP DP. PST DF PS' OP 400 10 0),IIx O X m 3 3 3 4 3 4 4 0005 x0. Ox. Xx 72 x so4 4 4 4 3 4 b Dom 14 OIL u Be X so b 3 b 4 3 4 a 10090 x4 OK xX 120 X 00 a e 7 4 3 4 S Soso X0. OIL xx so IT Be 3 3 3 S 4 S e e0m XCA OIL xx 72 x se 3 3 3 S 4 S a saw X0. OX xx a x INS 4 4e i a 4 e a lomlow -3/4 4 t0ae ow101-XA X 00 S S 11 4 3 4 6 120" Om 14s-2A X W 7 7 0 4 3 4 S 10e 30O)OD 1n-W/o x so a 10 11 4 3 ' 4 S Tom OXD tR-3/4 IT 00 e a S a 4 6 e tom OXD 101--" IT 00 e s 0 s 4 e e 12ow DXA 143-36f4 X OB 7 e 9 a 4 e e lose XX 10e-iA. X 00 a e e 4 3 4 a 120ae XX 142-" X m 7 7 a 4 3 4 a lam XOK 170-09 X 0O a to 11 4 3 4 e 7e111) lox 63 &A X OD e 3 3 b 4 0 a 9080 Xx toe-./u IT 0e s s e S 4 e e 120e0 Xx 142-W" X 06 7 e t a 4 a e 7a.1 N 1 1 13 a too" 01040. .A 3 4 12M CD°N. 7000E 144-DA X m 7 7 D 4 3 4 S +eGea MOD. TOM ""A X SO 0 10 12 4 3 4 e INNwOKO. 7000E 120-V. X 0e IT0 7 S 4 e e 120M OOX XXXx 144-tA x 00 7 D 0 S 4 e e - Be 12 +4 b aYIN. AE74T wa4DOM MTH CONCRETE "U. Byfm By OTHERS A �— mo SUCKF vErN & EXTERIOR ELEVATION S JOINO CLASS DOOR HOOK 81MP INSTALLATION ANCHOR - 3/16• OA TAPCON y` 13AN r� • A � Yr�•R1TF1°gr'L`� vU F L I e01 L CmhE , u • own& U IM • PA h III'm • Smith Ix =1 �.0..� : T. MMATL. eoM4rtN SERIES 420/430/440 SLIDING CLASS DOOR 47 INSTTAUTION DETAIL my N A oZ—Zo d T� 02/20/02 B _ GEN-0024 — a — 6 APRAPAMW AAA — M — 4ss CONCmE1C Two or WOO SUCH ANCHOR 04 MAS"T 3/N' OUP TA► m a' TAOIL CPU" a 13-1/r O.C. MAX BY OTt By aims aBYaall 2 1 a WOOD a" By OTN[RS ($a MDT[ 16) 94M AS REOV (Y[ NOTES) 4 0 . C Q Sm1000 •--� er onloRs CA" re"K!r OTTIORS DOOR ntAM( OTT6m10R 1.ULN0 — Its" Notts) 1 coaL71E1[ oft SHIM AS PCEOV INSTALLATION! ANCHM A �16 (STL MOTES) -= BUCH A MASONRY 6J1�IB 6mALLS--� a176110 BY OlWRS .4 QLAZING PIRI6KT[R CAL" — BY OTHERS I STUCCO — BY OTHERS 0000 NE WIT DOOM MTN - CAUL( BETWEEN R000 wax It MAYY OPEIaNO BY Ou"S 1-1/4' WL �/a •SCKW 1-I/d AT6". T comma 114 OR MASONRY aPOal/c • ar OTWXS • ♦ INSTALLATION ANCHOR CHART CALL SIZE do CONFIGURATION DOOR SIZE IN INCHES TAPC{NS SlL N WAD EX JAM6 3 6 NToa�1 11P to Is rw DP N PSF 10 60 PV .OP el ►sr To 70 PSf OP I!P m 45 PSr UP 40 ►3rr To 40 PSF Dr I- TO 7a DI UP TO 70 PSI, DP- 11P 701 IX IOU pq OIL Yx 60" MO. ON. xx am Rto. CK ml 1006a XO. OIL M( OOx xx OaO Xo. AM flp. OK IOL 0060 No. OK xx 60 E eo' 72 X SO N X ao 120 x 00 60 x •6 72 x Be N x 06 3 4 a a 3 .3 ♦ 3 4 S 6 3 3 ♦ .3 4 3 7 3 3 7 3 4 3 6 3 4 S 3 4 ! 7 3 4 7 3 4 6 e 3 ♦ 6 4 4 1 1 1 6 a ! s s t e 6 tTAo Twoo a'� ANC'OR 3/1r OIA p F)60s i 13-1/1'aC. MAX BY OT MtS 0 STALLATION MmX OETIM INOOD a" a 60ta ML0 12000 OXO 160a0 OXO 7ee0 ONO 6000 Ox0 12080 Lu10 10a-�{ Y ao 143-LY x 00 161-a,N X e0 61-314 x 6N LOP-aH x N NS-3H Y 96 1- a 7 6 0 e 7 a 7 10 ! 6 e 6 • 11 a 6. • I1 6 7 1 ! a S 6 12 S e 10 10 14 a 7 li Is 4 4 6 S . ! ! e • e x 606e )011 120" m 3n NX 0000 X.106-6M 12M lone -6M 106-{M x 60 141-AAd x e0 17a-OM N e0 N-6M x 6i X M 141-9* x N 17 -mf X S S 7 a S 6 7 S 7 10 ! S 6 11 1 a a U ! i • 11 1 a 7 a s S 7 10 1 67 1 12 !S 6C', 10 13 10 14 11 15 1 _i— 4AN04CM 41S0" 4!7a10 / i 1 e 120U WCO, )0001 1409e OXX06 xxxx to= MOA X10o1 12000 Oxxn X)OOt W 1"-&A 1 60 192-Los X ao 120-LiO X ae 14{-y6 SA R 06 - go 7 6 6 7 7 It1a e ai 6 7 S4 7 a 0 0 6 13 a '+ 10 Is 0 1� 4 4 6 E y s e a BY 07MRS 1/4' MAX 1 MY 6 on 9INA SPACE 1 x e -low BUCK ar OOt7K SECTION 8-e (91 NOTE 14) s4w.v¢ m 6 OR MASONRY • OPENING Q • Q 1-1/! MGM. "NO 4 air OTwRS LIBERALLY APar CALL10•c • � • aomM[„T "NO aAss Doan d . UK" SILLOR SET S[1 IIII NOOK SiPoP 6 d am 6 CONCRETE• Q I SECTION A -A x4STAL AT10N ANCHOR OR Illm' 3Ai• OIL TAPOM d 1 .• LOT It WOR MATMA: Nu1wM AUM ON& d >0 MOM rOl IWAwB0f1 MONO a SU imf N 0/ virn IT LagTN t0 AawK MK OHO of 1-t/4• Will 14ASOMAr CI o1MO11EW. w 61a1I WSIAIlA601 ANCHORS MRf ME OF •U1110C61 III LO1ACHIM A Yk o�mron a r Mm Td0 n coon OL L. ALAPPA1R RANDOM I4TMAA001 AN0101S MONT 10 SACK M IRAit 6LL. { OTI Ca" I'm MMETOA SW maw ommol1 CE OMR. 6 P OUC SM SK S MOT LWO M 143FIMLATICN MOM O4AIM UK NOW OYAOan USED MIN 1670 LAMM SIR ►OR 109 APPFA ITS COMM PWMM MM 0) Hot /'OOW 10101 MID UN MMUT NVAIS 00M an B CMMMA•01 TO ION 010NIO 7/ WNRAM MAU SIM 1101 OAIMO ALSO MlWAM WPM OlASI "MM WY VARY fq I NAME 1TS O AM EIXX OAST CHARTS` 6) ILL ►ACIOIr on= Nan 00T o[i01W run UIOON Mpla Sm1La 6Y f6L® MIN Is mmew OF awroma LDOM TO PP"K UK 1. 040107LT end Tb aY no sum 6) AVG if 6LL COMM MR fO S1 KALO GM A BULL A014T LAM StALR 103 a4Y N IB4C AT 1A S1T O • ITAMARM ANCHORS 1401 LOAD SGM M 946L MAIL ACLOOYL DW $TACK 10 6[ 1/l'. 11 ALL NlTA11A10a A110171S MM BE WAX 0/ C0610001 R/STAM MATOSN). / its[ "It o f M/6LnITO 00WO PM11L NO W f14R/1NIS R160 ►NQ AR• OPM OOIf10I01A/O13 AM A7 U•lm am 0411TAMA1101 CHAIM 1iA26vG (SU NOTES) 17) 1OI ALL ONNIMRAMM LSTm A60K AN SHOOK 01 TNa ORAIMW "GKV 11 MSTALLA601 KCINMS •A -A•• •ei- • HOW SUIP OCTAL MOLT la INVALAUN Or ALL APPOWAS CCMPI"A110Ot SLCNO GLASS1S N� M►x ALL06MSa S►AOIO RAt01 TA/COM AN04M INFRAME BILL 10 BE 24' Of. DOOR MTOLLOCN f0T•S s7O IxD■g OIJNI 6000 S DOW 64S P NT AL6a Aa•Rta TO AM A sad MOM 16 1t'16„■CR IU T �e r TO K 6°°Xm* fAB*"m st" TO R"mac Una la TMt 11MORY• a'amEa It OR" m. HOOK STRIP pETAIL "I Ot" n AIMME wean IF PROMIC1 To R 310 FW. DOOR WIDTH HDOil A - EXTERIOR ELEVATION O•ar•Tap 4 �BY 611105 0 ,,1 aE N j mw is Cuti P l•••4 i �-1YOOD slO�INo QA cLkSS a" Hook sTw s. 160 * KOOK 11 BL• [tn6loa TE Ti00f •Il. OL6 11f011 •IaBR, lr 7SS11 1NSTALLATKM ANCHOR y # `., i�TYL _� �IIEES�420/430/410 SLIDING GLASS DOOM 3/16• DA. TAYCOI4 �� L I INSTALLATION DETAIL WITH TWO BY BUCK IN MASONRY n{u1.1 I — I T[[W[U21 LA I ucn-wC, B MULL11 ANCH, BRACK YANDOW FRAME JAMB (TYP.) SECTION c r' INSTALLATION ANCHOR (TYP.) 7 MUL .1"m DIE 10. 1448 #8 SELF TAPPING SMS (TYP.) A -..- A v EXTERIOR ELEVATION G.A. 11. MVIIIO:N I II I DIE NO. 1448 I II I I II I 1 11 1 MULLION ANCHOR BRACKET 4 V V � 4 SUBSTRATE CEN-04 INSTALLATION ANCHOR (TYP.) v SEE NOTES Q Q ,Q o #2 do 13 V SECTION B-- B NOTES: 1) MULLION INSTALLATION DETAILS APPLY TO ALUMINUM TUBE MULLION, DIE NO. 1448. WHEN USED TO MULL SINGLE HUNG AND OR PICTURE VAN06WS SIDE BY SIDE. 2) In ►r ASONRY CONSTRUCTION. ATTACH IAULL10NTO SUBSTRATE PATH 3/16- DiA. CONCRETE SCREW ANCHOR OF SUFFICIENT LTH. TO ACHIEVE 1-1/4' Af1N. EMBEDMENT INTO CONCRETE OR MASONRY. S) IN WOOD FRAME CONSTRUCTION. ATTACH MULLION TO SUBSTRATE USINC 010 SCREWS Of SUFFICIENT LIM. TO ACHIEVE 1-3/8' MAIN. EMBEDMENT INTO WOOD FRALANG. � , r HC-phis • GENERAL ALUM11A) CCS :A ' % CARROLLTON. TEW �� 6'5.•`'� FIN VERTICAL MULLION INSTALLA I AIL ALUMINUM TUBE MULLION, DIE NO. 1448 AWA-1 _ _ _ — 10M JS w _ — — — °ATU 3/1-7 In ],) HALF ""7'-' — — — — coo W&GEN-0451 trtwpa Rena. 3*740 ,rW W-OM-WO .A. bY006-03H werNtD f� MEalc► �EO.hO►fA01 OSV. !SO W1�Mul0�rr Mrr. GENERAL ALUMINUM CORPORA77ON VERTICAL MULLION DESIGN LOAD CAPACITY CHART ALUMINUM MULLION, DIE 01448 FIN VERTICAL S.H. SIZES WDW. WiH. � WDW. HGT. V 18.125 25.500 29.500 38.000 47.000 52.125 25.000 1245 1151 1151 1151 1151 1151 37.375 468 383 380 345 344 3" 49.625 235 184 188 152 141 140 , 53.625 183 142 129 115 104 103 54.625 172 133 121 108 97 96 62.000 115 88 79 70 61 59 72.000 72 54 49 42 36 34 84.000 44 33 29 25 21 20 CHART APPLIES ONLY TO MULLION 2140 WHEN USED TO MULL FIN SINGLE HUNG AND PICTURE WINDOWS READ WINDOW WIDTH AND HEIGI- f IN INCHES DESIGN PRESSURE VALUES ON THIS CHART ARE IN PSF MULLION AND FRAME ANCHORS SHOULD BE CHECKEDE IN EACH SPECIFIC CONDITION. Dmm ■ LM 75 CALCULATIONS PERFORMED FOR THE PREPARATION OF THIS CHART COMPLIES WITH THE 2002 REVISIONS TO THE 2001 FLOMDA BUILDING CODE PREPARE BY: PROOL CT TECNNMOOY COAF OOWIO I 1150 LOUISIANA AVE. SURE 6 WINTER PARK, FLORIDA 32759 PHONE 407 =-63U / FAX 407 6224335 CA020037 29.1an-M 01-1201 GENERAL ALUMINUM CORPORATION VERTICAL WLUM DOWN LOAD CAPACITY CHART AL11WNl1M W XJ JM DIE 1111448 FIN VERTICAL P.W. Sm WrK HOT. v 30.000 43.000 58.000 83.000 72DW 88.000 98.000 28.000 819 819 819 519 819 819 819 32.000 551 549 $49 549 549 549 540 38.000 343 328 328 328 328 328 328 42.000 264 243 243 243 243 243 243 58.000 110 91 Be 88 as 88 88 60.000 87 71 88 88 88 88 88 72.000 48 38 33 32 32 32 32 84.000 29 22 19 18 17 17 17 98.000 19 14 12 11 11 10 10 CHART APPLIES ONLYTO IIULLAN 11448 W IB WED TO HULLFW SINGLE HLM AND PICTURE WMIDOM READ YIIMIDOW WUM AND HOGHT IN RICHES DESOGN PRES"E VALUES ON THIS CIMRT ARE IN PSF M ION AND F11AHE ANCHORS SHOULD BE CHECKED IN EACH SPEOM CONDRpY. Dmu- V175 CALCULATIONS PEM:ORNEO FOR THE PREPARATION OF THIS CHAITr CONLPIES NTH THE = RE "K)0I8 TO THE 2001 FLORIDA, BUILDING CODE PREPARED Br. PROOUCr TE04001"r CORPORATION 1100 L.OL"LiNA AVE. SIRTE S CAU20M WINTER PART( FLORTOA SM 2D-Jo^'00 PROM 407 ::-iv.,<I FAX 4V CM-SM 02-ml of al GENERAL ALUMINUM CV ALUMINUM MULLION, DIE 01442 MATH NO REINFORCING BAR VERTICAL MULLION DESIGN LOAD CAPACITY CHART COMPARATIVE CHART IN DESIGN PRESSURE - PSF FLANGE VERTICAL PW SIZES WDW. WTH. > WDW. HOT. V 16.000 24.000 36.000 48.000 53.125 73.000 84.000 96.000 16.000 4237 4237 4237 4237 4237 4237 4237 4237 24.000 1412 1255 1255 1255 1255 1255 1255 1255 30.000 322 670 643 643 643 643 643 643 36.000 538 418 372 372 372 372 372 372 48.000 282 209 167 157 157 157 157 157 60.000 145 105 80 70 68 67 67 67 72.000 82 58 43 36 35 32 32 32 84.000 51 36 26 21 20 18 17 17 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 FRAM ANCHORS SHOULD BE CHECKED IN EACH SPECIFIC CONDITION Dmac= U776 CALCULATIONS PERFORMED FOR THE PREPARATION OF THIS CHART COMPLIES WITH THE 2W2 REVISIONS TO THE 2001 FLORIDA BUILDING CODE PREPARED BY: PRODUCT TECHti( LOGY CORP. 1150 LOUISUINAAVE., SUITE 6 WINTER PARK, FLORIDA 3XM PHONE 407 622-03341 FAX 407 622.8336 CA020141 is-OCt-03 02-Ml INSTALLATION ANCHOR (TYP•) MULLION ANCHOR BRACKET WINDOW FRAME JAMB (TYP. ) I Q I MULLION DIE NO. 1442 SECTION A- A ElL, t-.j EXTERIOR ELEVATION G.A. 26 No- GEN-0459 MULLION I II I DIE NO. 1442 II 1 II I II I MULLION ANCHOR I I I I .BRACKET I I INSTALLATION ANCHOR #8 SELF TAPPING (TYP.) SMS (TYP.) a d v v a 4 4 4 a 4 ° 1-1/4" MIN. SUBSTRATE 4 °--Z ° 4 EMBEDMENT SECTION B-B NOTES: 1) MULLION INSTALLATION DETAILS APPLY TO ALUMINUM TUBE MULLION, DIE NO. 1442, WHEN USED TO MULL SINGLE HUNG AND OR PICTURE WINDOWS SIDE BY SIDE. 2) IN MASONRY CONSTRUCTION. ATTACH MULLION TO SUBSTRATE WITH 3/16" DIA. CONCRETE SCREW ANCHOR OF SUFFICIENT LTH. TO ACHIEVE 1-1/4" MIN. EMBEDMENT INTO CONCRETE OR MASONRY. 3) MULLION ATTACHMENT IN SECTION B—B IS TYP. AT SILL ONLY. 4) INSTALLATION OF MULLION AS SHOWN ON THIS SHEET COMPLIES WITH THE 2001 FLORIDA BUILDING CODE WITH 2O02 REVISIONS. IT IS THE RESPONSIBILITY OF OTHERS TO DETERMINE COMPLIANCE ON A SPECIFIC STRUCTURE. S) DESIGN PRESSURE CAPACITY OF INSTALLATION AS SHOWN ON THIS DRAWING IS 9,a�'�ieoii oll e GENERAL ALUMINUM CORP. •. �. CARROLLTON, TEXAS ��IA.I. F I � � elf mac PRE —CAST SILL MULLION INSTALLATION DETAIL a,� o W/ALUMINUM TUBE MULLION, DIE NO. 1442 ARM' ---- at BB "r"w` __-- 12 05 02 TAT E�'v ° Z ` ' $ wi/1'T � WALL, HALF uAl ---- Duo "lk GEN-0459 [Re /l- a 0 •' 7YCT OQ� fir. logo LOMWAA Ak- UMN rIAC ftbWA aM 7RIOT 40?-W - 41M fAX /0'1-41i-4314 t-.j EXTERIOR ELEVATION G.A. 26 No- GEN-0459 MULLION I II I DIE NO. 1442 II 1 II I II I MULLION ANCHOR I I I I .BRACKET I I INSTALLATION ANCHOR #8 SELF TAPPING (TYP.) SMS (TYP.) a d v v a 4 4 4 a 4 ° 1-1/4" MIN. SUBSTRATE 4 °--Z ° 4 EMBEDMENT SECTION B-B NOTES: 1) MULLION INSTALLATION DETAILS APPLY TO ALUMINUM TUBE MULLION, DIE NO. 1442, WHEN USED TO MULL SINGLE HUNG AND OR PICTURE WINDOWS SIDE BY SIDE. 2) IN MASONRY CONSTRUCTION. ATTACH MULLION TO SUBSTRATE WITH 3/16" DIA. CONCRETE SCREW ANCHOR OF SUFFICIENT LTH. TO ACHIEVE 1-1/4" MIN. EMBEDMENT INTO CONCRETE OR MASONRY. 3) MULLION ATTACHMENT IN SECTION B—B IS TYP. AT SILL ONLY. 4) INSTALLATION OF MULLION AS SHOWN ON THIS SHEET COMPLIES WITH THE 2001 FLORIDA BUILDING CODE WITH 2O02 REVISIONS. IT IS THE RESPONSIBILITY OF OTHERS TO DETERMINE COMPLIANCE ON A SPECIFIC STRUCTURE. S) DESIGN PRESSURE CAPACITY OF INSTALLATION AS SHOWN ON THIS DRAWING IS 9,a�'�ieoii oll e GENERAL ALUMINUM CORP. •. �. CARROLLTON, TEXAS ��IA.I. F I � � elf mac PRE —CAST SILL MULLION INSTALLATION DETAIL a,� o W/ALUMINUM TUBE MULLION, DIE NO. 1442 ARM' ---- at BB "r"w` __-- 12 05 02 TAT E�'v ° Z ` ' $ wi/1'T � WALL, HALF uAl ---- Duo "lk GEN-0459 [Re /l- a 0 •' 7YCT OQ� fir. logo LOMWAA Ak- UMN rIAC ftbWA aM 7RIOT 40?-W - 41M fAX /0'1-41i-4314 MULLION ANCHOR BRACKET WINDOW FRAME SILL (TYP.) N� a WINDOW FRAME HEAD (TYP.) SECTION A -A a INSTALLATI❑N ANCHOR (TYP.) #8 SELF TAPPING SMS (TYP.) MULLION DIE NO. 1445 GA. 28 SEE NOTES —1 m+ra m GEN-0456 #2 L #3 MULLION oD a DIE NO. 1445 D INSTALLATION MULLION a ANCHOR BRACKET D (TYP.) v m 4 CONCRETE OR MASONRY SUBSTRATE IS SHOWN, WOOD FRAME SUBSTRATE v ALSO APPLIES. v SECTION B-B jv'v NOTESi 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 CONSTRUCTI❑N, 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 JAMBS. 5) INSTALL *gflN*®P vn&LION AS SHOWN ON THIS SHEET COMPLIES WITH THE 2001 FLORIDA A&D�NIG +� yi H 2O02 REVISIONS. IT IS THE RESPONSIBILITY OF OTHERS TO DETERM jm G _ K16 SPECIFIC STRUCTURE. ti s, EXTERIOR ELEVATIO411 V � GENERAL ALUMINUM CORP. CARROLLTON, TEXAS I % mu' FLANGE HORIZONTAL MULLION INSTALLATION DETAILP�`� ALUMINUM TUBE MULLION, DIE NEI. 1445 � e ""r"' ---- °"M BH Anas ----- VATD 8/21/02 mgRstowli 9 VTR' ---- "'D HALF wm,---- m ►o GEN-0456 wmw*Aa " nor tcamnna WV. uw MRSAM AVL. v1at4 rwK FLMM Ww wW 1e7-&r9=4 rw m-UW-aaa INSTALLATI❑N ANCHOR (TYP.) #8 SELF TAPPING SMS (TYP.) MULLION DIE NO. 1445 GA. 28 SEE NOTES —1 m+ra m GEN-0456 #2 L #3 MULLION oD a DIE NO. 1445 D INSTALLATION MULLION a ANCHOR BRACKET D (TYP.) v m 4 CONCRETE OR MASONRY SUBSTRATE IS SHOWN, WOOD FRAME SUBSTRATE v ALSO APPLIES. v SECTION B-B jv'v NOTESi 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 CONSTRUCTI❑N, 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 JAMBS. 5) INSTALL *gflN*®P vn&LION AS SHOWN ON THIS SHEET COMPLIES WITH THE 2001 FLORIDA A&D�NIG +� yi H 2O02 REVISIONS. IT IS THE RESPONSIBILITY OF OTHERS TO DETERM jm G _ K16 SPECIFIC STRUCTURE. ti s, EXTERIOR ELEVATIO411 V � GENERAL ALUMINUM CORP. CARROLLTON, TEXAS I % mu' FLANGE HORIZONTAL MULLION INSTALLATION DETAILP�`� ALUMINUM TUBE MULLION, DIE NEI. 1445 � e ""r"' ---- °"M BH Anas ----- VATD 8/21/02 mgRstowli 9 VTR' ---- "'D HALF wm,---- m ►o GEN-0456 wmw*Aa " nor tcamnna WV. uw MRSAM AVL. v1at4 rwK FLMM Ww wW 1e7-&r9=4 rw m-UW-aaa ML1-BEL1T FL East Coast Truss 2006.1 Allowable Stress Design NOTE: LOAD TABLE 2 BEAMS 1.75 X 16.000 LP LVL2950Fb-2.0E 1. THIS COMPONENT IS DESIGNED TO SUPPORT ONLY DESIGN CONSISTS OF 2 - PLIES FASTENED THE VERTICAL LOADS SHOWN AS DETERMINED BY NOTE: LOADS SHOWN ARE FOR INPUT LOAD CASE (1). OTHER LOAD CASES TOGETHER (REFER TO NOTES). OTHERS VERIFICATION OF LOADING DEFLECTION FOR PATTERN LIVE LOADING ARE CHECKED AS REQUIRED. LIMITATIONS, FRAMING METHODS, WIND AND SEISMIC (DIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTILEVER.) BRACING, AND OTHER LATERAL BRACING THAT IS DISTRIBUTION SOURCE TYPE TOP/SIDE LOAD FROM TO LOAD LDF ALWAYS REQUIRED IS THE RESPONSIBILITY OF THE FT-IN-SX FT-IN-SX PROJECT ENGINEER OR ARCHITECT. I DISCLAIM ALL UNIFORM ROOF LIVE TOP 245 PLF 07-00-00 10-00-00 1.25 RESPONSIBILITY FOR ALL PLANS, SPECIFICATIONS UNIFORM ROOF DEAD TOP 245 PLF 07-00-00 10-00-00 0.90 OR OTHER DOCUMENTS THAT MAY BE USED TO UNIFORM WALL DEAD TOP 110 PLF 00-00-00 10-00-00 0. 90 INCORPORATE THIS COMPONENT INTO THE UNIFORM ROOF LIVE TOP 80 PLF 00-00-00 07-00-00 1.25 BUILDING DESIGN. UNIFORM ROOF DEAD TOP 80 PLF 00-00-00 07-00-00 0.90 2. PROVIDE RESTRAINT AT SUPPORTS TO ENSURE UNIFORM BEAM WEIGHT 16 PLF 00-00-00 10-00-00 0.90 LATERAL STABILITY. CONCENTRATED ROOF LIVE TOP 3070 LBS 07-00-00 MINBRG=2.50" 1.25 3. DO NOT CUT, NOTCH OR DRILL LP LVL. CONCENTRATED ROOF DEAD TOP 3070 LBS 07-00-00 MINBRG=2.50" 0.90 4. SHIM ALL BEARINGS FOR FULL CONTACT. 5. VERIFY DIMENSIONS BEFORE CUTTING WARNING NOTES: LP LVL TO SIZE. 6. THIS LP LVL IS TO BE USED AS A THIS COMPONENT DESIGN IS SPECIFICALLY FOR L-P ENGINEERED WOOD PRODUCTS. ROOF BEAM ONLY. USE OF THIS DESIGN FOR ANYTHING OTHER THAN LP LVL OR LP I -JOISTS IS MAKE PROVISION FOR ADEQUATE DRAINAGE. STRICTLY PROHIBITED. ANY MODIFICATION OF THIS DOCUMENT REQUIRES REVIEW 7. PROVIDE COMPRESSION EDGE BRACING AT BY A DESIGN PROFESSIONAL. EACH END OF COMPONENT. DESIGN ASSUMES COMPONENTS CARRIED ARE APPLIED TO TOP EDGE OF LP LVL, SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY. ATTACH THE TWO PLIES WITH 3 ROWS OF 16d (3-1/2-) NAILS AT 12. OC. STAGGER ROWS. NAILS CAN BE DRIVEN FROM ONE FACE OR HALF FROM EACH FACE. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131". 16d SINKERS (3-1/4") MAY BE USED, BUT HALF MUST BE DRIVEN FROM IIDISTRIBUTED TTO ALL PLIES. ADDITIONAL ED LOADS MUST BE EQUALLY SUPPORT REACTIONS (LBS): MAXIMUM B E A R I N G N U M B E R 1 2 DOWN 3420 6569 UPLIFT --- --- MIN BEARING SIZES (IN-SX) 3- 0 3- 0 MAXIMUM DEFLECTIONS CALCULATED ALLOWABLE LIVE LOAD 0.04" 0.49" `DEAD LOAD 0.08" TOTAL LOAD 0.10" 0.65" Handling & Erection Temporary and permanent bracing for holding component plumb and for resisting lateral forces shall be designed and installed by others. No Wads are to be applied to the component until after all the framing and fastening are completed. At no lime shall bads greater than design bads b applied to the component. Design Criteria The design and material specified are In substantial conformity with the latest revisions of NOS and AITC. ' Dead bad deflection includes adjustment factor for creep. Total Wa deflection is instantaneous. PROVIDE RESTRAINT AT CONCENTRATED LOAD TO ENSURE LATERAL STABILITY MINIMUM BEARING SIZES ARE SUFFICIENT TO PREVENT CRUSHING OF THE LP LVL BEAM AS DESIGNED. IT IS THE RESPONSIBILITY OF THE PROJECT ENGINEER, ARCHITECT OR DESIGNER TO VERIFY THAT THE SUPPORT STRUCTURE FOR THIS BEAM IS CAPABLE OF SUPPORTING THE REACTIONS. ANCHOR LP LVL ROOF BEAM SECURELY TO BEARINGS OR HANGERS ITY �iiFrrF���F'�i 16.0000c 1.750 3.500 CROSS SECTION ,ellaneous Information use of this component shall be specified by the designer of the plate structure. Obtain all the necessary code compliance approval instructions from the designers of the complete structure before g this component. If the design criteria listed above does not meet I building code requirements, do not use this design. When this ring is signed and sealed, the structural design is approved as shov is drawing based on data provided by the customer. LP LVL and , LP I -joists are made without camber and will deflect under load. d in direct contact with concrete must be protected as required by r. Continuous lateral support is assumed (wall, floor beam, etc.). LP not provide on -site Inspection. This drawing must have an Elect's or Engineers seal afixed to be considered an Engineering DESIGN CRITERIA VSI: 0.43 0.SI: LIVE LOAD = 20 PSF DEAD LOAD = 20 PSF TOTAL LOAD = 40 PSF ROOF LEFT SPAN CARR. 0.00 FT ROOF RIGHT SPAN CARR. 0.00 FT DEFLECTION CRITERIA : LIVE LOAD DEFL: L / 240 TOTAL LOAD DEFL: L / 180 CODE COMPLIANCES : REPORT If NER 622 ICBO ER-5004 L.A. City RR 25167 CCMC 11518-R WISCONSIN 200124-W N.Y. CITY MEA 97-94-E HUD MR 1214D tf 0� � _ _ tee. .y �;' �-,,• ri 4 10- 0- 0 THIS DRAWING IS NOT TO SCALE P LVL and CTR, LP I -Joist Specifications LP Engineered Wood Productsat Supports and connections for LP LVL aril CTR, LP I -Joists to be spacific applications. Highway 421 North 10/20/06 SBCCI Common nails driven parallel to glue lines shall be ba spaced a minimum of 4' for 100 Wilmington, NC 28401 and for ed. Local 910.762.9878 Do notof cut, notch, drill or alter LP LVL a CTR, LP l, L6 s except as shown in National Wets 800.999.9105 published malarial from LP any use of LPP LVL and CTR, LP I -Joists contrary to the limits set forth hereon,negates any express warranty of the product and LP disclaims all implied warranties Including the implied warranties of merchantability and fitness for a particular use. A COPY OF THIS DRAWING IS TO BE GIVEN TO THE INSTALLING CONTRACTOR LP is a registered trademark of Louisiana-Pacific Corporation. DWG # 0610-094 SHEET # 1 of 1 W. DONALD OSTEEN President P. ALLEN OSTEEN Executive Vice President October 30, 2006 CHARLIE MARTINEZ Vice President Truss Division FORT PIERCE MELBOURNE City of Sanford Building Division 300 N. Park Ave. Sanford, FL 32771 Dear Sir or Madam, Regarding the "Plan Review Response" for Lot 94 Kays Landing (Address: 525 Kays Landing Drive), we have enclosed the sealed engineering sheet for the ML 1 as per your request. If you have any questions, please contact me at 772-466-2480 X1909. Thank you. Sincerely, Armando Cano, Jr. Senior Truss Designer East Coast Lumber-Trw WE'RE HERE TO HELP YOU BUILD A BETTER WAY.TM 5285 St. Lucie Blvd. • Fort Pierce, FL 34946 • (772) 466-2480 0 Fax (772) 466-5336 www.eastcoastlumber.com • e-mail: ftptruss@eastcoastlumber.com rM City of Sanford ° Building Division 300 N: Park Ave Sanford, Florida 32771 Phone: 407-330-5656 Fax: 407-328-3859 auk 6jL1 �- gov001q PLAN REVIEW RESPONSE Date: October 19, 2006 Contact Person: Valerie / Ke Contact Phone Number: 407-249-3S00 Contact E-mail Address: Reference Number: Project Description: Model • Bellagio Job Address: S25 Kays Landing Drive Contact Fax Number: 407-313-2142 The following is a list of the areas of the submitted plans that Contained violations of the c adopted by the City of Sanford and enforced by the Building Division. The violations noted i be addressed before the plans can be approved. Changes must be submitted on the orli submitted format. Changes to construction documents that require an Architect or Engineer's must be submitted with the appropriate seal. STRUCTLRAL S-1 Floor beam ML1 Is not part of Robbins Engineering. The engineer of record for structural design of the building shall review and approve the calculations submitted. concern Is the design criterion designated, stating 20 psf Uve load and 20 psf dead loz Provide verification that all loads including floor loads have been considered. Any error or omission in this plan .review shall not be construed to grant approval of any violi of any of the adopted codes or municipal ordinances of this jurisdiction. Please direct any questions you may have to Wayne Thorne at (407) 330-5686 or fax to 328-3859.. You may also contact me by E-mail at thornew ci sanford fl us. 1, O u 2 2006 - - y — _�_ O 50-0-0 0 17-4-0 4-0-0 28-8-0 50-0-0 BELLAG10 ELEVATION 1 TRAY FLOOR 0 z � I- Q z� oLO Li JL�© < Z)Z> Q IY <�® Q Q �� �a— z� �)Q� < OfzU-1© ®0 0 7'0 0�i,m Z)� QLdUJ zmm� co I— =V) <_ �pL.iry00 cf)Ltt x 0 ry t 1 V11-001= Ly1 U L L_ 12�_ —i O �� Ln�0� C:�Lj ZDmTLu<m D Z — = _ 0 F- Y' I- i- i < EAST COAST LUMBER TRUSS DIVISION (CUSTOMER: ENGLE HOMES JOB NAME: DATE: 8-18-05 REVISED: 2-24-06 PAGE 1 OF 2 GARAGE LEFT BEL1TFL r Ln 1 ry w 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. Z,72255 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 SCSI—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 A;1 YFitV E.IL BY E.dVfi LEVVSfVLLt\i!VV DEPARTMENT. * BACKCHARGES WILL NOT BE ACCEPTED UNLESS OUR -ENGINEERING DEPARTMENT APPROVES THEM IN ADVANCE. HELD BACK 1' o TYPICAL OIO 8=: DESIGN BY: A.' ACAD BY: KSM, COUNTY: — CODE: FBC-ASCE 7 LOADING: 55 PSF MVF SPEED: 120 M.F.H. SCALE: i/S` = 1'—O" EXPOSURE CATEGORY = B MEAN HEICHT: @f-0" IMPORTANCE FACTOR = 1 BUILDING TYPE: = ENc OSED 1-USS SPACING 19.2` & 24' O.C. EXCEPT AS NOTED GRAVITY LOAD (FLOOR ROOF TC LIVE: 40Psf TC LIVE: 20psf TC DEAD: lops` TC DEAD: 15psf BC LIVE: OOpsf BC LIVE: OOpsf BC DEAD: 05psf K DEAD: 05ps DUR FACTOR,: 1.00 OUR FACTOR:L25 ADDITIONAL LOADS PER F@C & FRC NON —CONCURRENT BC LL IOpsf FBC TABLE 1607.1,27 FRC TABLE P.301.4 (NOTE B) CONCURRENT BC STORAGE L 20psf FBC TABLE 1607.1.27 j FRC TABLE P,301.4 (NOTE B,G,H) NON —CONCURRENT BC MOVING e i 2001 FBC TABLE 16D7 1.31. DEFINITIONS MWF - MAIN WIND FORCE TC = TOP CHORD 8C = 501 TOM CHORD LL = LIFE LOAD OL = DEAD LOAD Ps' = POUNDS PEP. SQUARE FODT I - POUNDS 50-0-0 -7 9-00 17-4-0 4-0- 28-8-0 . 50-0-0 BELLAGIO \ ELEVATION 1 TRAY ROOF 0 I 0 I rn 0 I 0 0-4-3 EAST COAST LUMBER TRUSS DIVISION CUSTOMER: ENGLE HOMES JOB NAME: DATE: 8/ 18/05 REVISED: 2/24/06 PAGE 2 OF 2 GARAGE LEFT BELITRL r- to CV Liz r- LL! Lo Q IN ACCORDANCE WITH THE FLORIDA ADMINISTRATIVE CODE 61G15S-31.003 (3) (c), EAST COAST LUMBER IS THE "TRUSS DESIGN ENGINEER`. TRUSSES ARE DESIGNED IN ACCORDANCE WITH THE FLORIDA BUILDING CODE 2004. NOTE: BY APPROVING THIS PLACEMENT PLAN, THE CUSTOMER ACKNOWLEDGES THAT THIS PLACEMENT COMPLIES WITH THE STRUCTURAL INTENT OF THE PROJECT. 2255 ® OFFICE: AVOCADO(321)25AVE. E1581 FAX: (321) 254-1582 ® OFFTPIERCE - ICE: (772) 66-24480 FAX(7 2)46653 6 *BUILDER'S WARNING* * THIS LAYOUT IS FOR PLACEMENT OF ENGINEERED COMPONENTS. * FOR ERECTION AND INSTALLATION (TEMPORARY AND PERMANENT) FOLLOW INSTRUCTIONS ON SCSI—B 1 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 AnvAN(-.F _RY OUR ENGINEERING DEPARTMENT. �.�, . * BACKCHARGES WILL NOT BE ACCEPTED UNLESS OUR ENGINEERING DEPARTMENT APPROVES THEM IN ADVANCE, 9-4-0 PLATE HT. 18-1 1— 12 PLATE HT m 12 61 1 A" I I DESIGN BY: AC4f ACA:D BY: KSM COUNTY. — CODE: FBC—ASCE 7 LOADING: TIL MVrF SPEED: 120 M.P.H. SCALE: 1/8" = I'—G" EXPOSURE CATEGORY 13 MEAN HEIGHT`. 25'—C" IMPORTANCE FACTOR = 1 BUILDING TYPE: = ENCLOSED TRUSS SPACING 24` O.C. EXCEPT AS NOTED GRAVITY LOADS FLOOR ROOF TC LIVE: 40psf TC LIVE: 20psf TC DEAD: IOpsf TC DEAD: 15psf BC LIVE: OOpsf BC LIVE: 00psf BC DEAD: 05psf BC DEAD: 05psf OUR FACTOR: 1.00 DUR FACTOR: 1.25 ADDITfONAL LOADS PEP FBC & FRC NON —CONCURRENT BC LL 1Cpsf FBC TABLE 1607.1.27 FRC TABLE R301.4 (NOTE B) CONCURRENT BC STORAGE LL 20psf FBC TABLE 16071.27 FRC TABLE R301.4 (NOTE B,G,H) NON —CONCURRENT BC MOVING LL 2000 FBC TABLE 1607.1.31 DEFINITIONS M1Vr, =MAIN WIND FORCE I TC = TOP CHORD BC = BOTTOM CHORD LL = LIVE LOAD DL = DEAD LOAD psf = POUNDS PER SOUA.RE FOOT = POUNDS CJ1P CJ3P CJ5P ESP EJ7P BLDR. �1!01 gi®10 vt�CN 3 lilIlk ia, ? 33-0-0 a U U U CAP CJ3P CJ5P EJ7P EJ7P It EAST COAST LUMBER TRUSS DIVISION CUSTOMER: ENGLE HOMES JOB NAME: DATE: 5/ 18/04 REVISED: 2/24/06 BELlOX33 0 cc� C}� w IN ACCORDANCE WTH THE FLORIDA ADMINISTRATIVE CODE 61IG15S-31.003 (3) (c). EAST COAST LUMBER IS THE "TRUSS DESIGN ENGINEER". TRUSSES ARE DESIGNED IN ACCORDANCE WITH THE FLORIDA BUILDING CODE 2004. NOTE: BY APPROVING THIS PLACEMENT PLAN, THE CUSTOMER ACKNOWLEDGES THAT THIS PLACEMENT COMPLIES WITH THE STRUCTURAL INTENT OF THE PROJECT. . 3295 OCADO OFFICE: V(321)254—E1581 FAX: (321) 254-1582 ® 4946 OFFICE: BLVD.3 CE: (772)466 248 FAX: (772)4665336 *BUILDER'S WARNING* * THIS LAYOUT IS FOR PLACEMENT OF ENGINEERED COMPONENTS: * FOR ERECTION AND INSTALLATION (TEMPORARY AND PERMANENT) FOLLOW IN ON SCSI-B1 SUMMARY SHEETS AND FINAL ENGINGEERING SHEETS FOR EACH TRUSS. * SEE FINAL ENGINEERING SHEETS FOR NUMBER OF GIRDER PLIES AND CONNECTION. * ALTERATIONS ANDfOR REPAIRS TO TRUSSES MUST BE APPROVED IN ADVANCE BY OUR ENGINEERING F)I7C)APTAAf7hIT * BACKCHARGES WILL NOT BE ACCEPTED UNLESS OUR ENGINEERING DEPARTMENT APPROVES THEM IN ADVANCE. 0-3 DESIGN BY ACJ ACAD BY: ISM COUNTY: — CODE: FRC—ASCE 7 LOADING: TILE MVF SPEED: 120 M.P.H. j SCALE: 1/E" = i'—O" EXPOSURE CATEGORY = B MEAN HEIGHT: 25-0" IMPORTANCE FACTOR = i BUILDING TYPE: = ENCLOSED TRUSS SPACING 24° O.C. EXCEPT AS NOTED GRAVITY LOADS 1 FLOOR ROOF TC UW " 40ps' TC Ltd: 20psf TC DEAD: 10psf TO DEAD.: 15ps` EIC UVE: OOps€ BC LIVE: 00psf BC DEAD: 05psf BC DEAD: 05psf j OUR FACTOR: 1.00 OUR FACTOR.: 1.25 { i ADDITIONAL LOADS PER FBC & FRC I NON —cow BC L tops' I FBC TABLE 1607.1.27 FRC TABLE R301.4 (NOTE B) CONCURRENT BC STORAGE L 20psf FBC TABLE 1607.1.27 FRC TABLE R301.4 (NOT—t B,G,H) NON —CONCURRENT BC MOVING L 200t# FBC TABLE 1607.1.31 DEFINITIONS MIA = MAIN MND FORCE TC = TOP CHORD BC = BOTTOM CHORD L L = LITE LOAD 1 DL = DEAD LOAD pst = POUNDS PER SQUARE FOOT 0 = POUNDS ;S rd r Numb, _ r: Lot Number: Lk Address: The box is for administrative purposes only and is not part of the eng Truss ` abf cator:EAST COAST LUMBER- PLANT #1 Job Reference: BEL1TF - BEL1TF (Engle/Bellagio Elv.1/M#15237) I BOBBINS I P.O, Box Engineering Index Sheet Tampa, FLL 3368 33682-0055 ENGINEERING, INC. Phone: (813)972-1135 Index Page 1 of 1 Job Number I Date FBC - 2004 Chapter 16 and 23 Specification Quantity T06022856 03/01/2006 23 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 Speclficstlon 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 03/01/06 FG15 03/01/06 FT1 9 03/01/06 FT4A 13 1 03/01/06 FT7 17 03/01/06 FT11 21 03/01/06 FT16 Date Mark 2 03/01/06 FG17 6 103101/061 FT2 10 03/01/06 FT4 14 103/01/061 FTB 18 03/01/06 FT12 22 03/Ot/06 FT19 Date Mark 3 103/01/061 FG20 7 03/01/06 - FT3 11 103/01/061 FTS 15 03/01/06 FT9 19 03/01/06 FT13. 23 103/01/0617FT23 Date Mark 4 03/01/06 FG21 8 03/01/06 FT3A 12 103101/061 FT6 16 03/01/06 F710 20 103/01/061 FT14 Index Page 1 of 1 J 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. - 25 I'L Exposure Catergory - B .Occupancy Factor- 1.00 MWFRS Enclosed Notes: Refer to individual truss design drawings for special loading conditions. REVIEWED CITY OF SANFORD Truss Design Engineer: Thomas A. Albani License #: 39380 Address: P.O. Box 280055. Tampa. FL 33682 311 /2006 ,Permit Number: Lot Number: \(w,r Misceti neous: Address: The information in this box is for administrative purposes only and is not part of the engineerin review. Truss Fabricator:EAST COAST LUMBER- PLANT #1 Job Reference:BEL1T - Engle Homes/BEL1T-RF/Master#15237 BOBBINS 280055 Tampa, L3368 Engineering Index Sheet Tampa, FL 33682-0055 ENGINEERING, INC. Phone:(813)972-1135 Index Page 1of1 Job Number Date FBC - 2004 Chapter, 16 and 23 Specification Quantity T06022864 03/01 /2006 50 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 Specificstion 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 1 103/01/061 H1 5 103/01/061 HS 9 03/01/06 H9 13 103/01/061 H13 17 103/01/061 G17 21 103/01/061 T22 25 103/01/061 T31 29 03/01/06 G35 33 03/01/06 MVS 37 03/01/06 VA 41 103/01/061 HJ4 45 03/01/06 EJ5A 49 03/01/06 CJ1 Date Mark 2 03/01/06 H2 6 03/01/06 H6 10 03/01/O6 H10 14 03/Ot/O6 H14 18 03/01/06 H18 22 03/01/O6 T23 26 03/01/O6 H32 30 03/01/06 GE36 34 03/01/06 MV4 38 03/01/06 V4 42 03/01/06 EJ7 46 103/Ot/O6 CJS 50 03/01/06 CJ1A Date Mark 3 03/Ot/O6 H3 7 03/01/06 H7 11 03/Ot/06 T11 15 03/O1/06 H15 19 03/01/06 H19 23 1031O1/O6 GE24 27 03/O1/06 M33 31 03/Ot/O6 T37 35 03/01/06 MV3 39 03/ot/06 HJ7 43 103/01/061 EJ7A 47 103/01/O6 CJ3 Date Mark 4 103/01/061 H4 8 03/01/06 H8 12 103/011061 T12 16 103/01/061 T16 20 03/01/06 T20 24 03/01/06 T30 28 03/01/06 H34 32 03/01/06 MV6 36 03/01/06 MV2 40 03/01/06 HJSA 44 103/01/061 EJ7T 48 103/01/061 CJ3A Index Page 1 of 1 Standard Loadino: T.C. Live 20 psf T.0 Dead 15 psf B.0 Live 0 psf B.C. Dead 5 psf Total 40 psf ANSI/ASCE 7-02 Wind Speed - 120 mph Mean Roof Ht. - 25 ft. Exposure Catergory - B Occupancy Factor - 1.00 MW FRS Enclosed Notes: Refer to individual truss design drawings for special loading conditions. Truss Design Engineer: Philip J. O'Regan License #: 58126 Address: P.O. Box 280055, Tampa, FL 33682 — NN NO. 58126 ONAL� Date Sealed: 3/1/2006 Index Page 1 of 1 ermit f Iumber: Lot Number: Miscellaneous: Address: The information in this box is for administrative purposes only and is not part of the engines revie Truss Fabricator:EAST COAST LUMBER- PLANT #1 Job Reference: BEL 1 OX33 - Engle Homes/BEL10X33/Master #9160 BOBBINS P.O. a, BoxFL3 55 68 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 T06022713 02/28/2006 8 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 responsibllty of the Building Designer, as defined in ANSI/TPI 1-1995, Section 2.2. Permanent files of the original Truss Specificstion 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 Date Mark Date Mark Date Mark 1 02/28/06 H40 2 02/28/06 H41 3 02/28/06 M41 4 02/28/06 HJ7P 5 02/28/06 EJ7P 6 02/28/06 C—J5—P--1 1 7 102/28/06 CJ3P 8 102/28/061 CJ1P Standard Loadina: T.C. Live 20 psf T.0 Dead 15 psf B.0 Live 0 psf B.C. Dead 5 psf Total 40 psf ANSI/ASCE 7-02 Wind Speed - 120 mph Mean Roof Ht. - 15 ft. Exposure Catergory - B Occupancy Factor - 1.00 MW FRS Enclosed Notes: Refer to individual truss design drawings for special loading conditions. r Truss Design Engineer: Thomas A. Albani License #: 39380 Address: P.O. Box 280055, Tampa, FL 331 Date Sealed: 2/28/2006 I l COJI 11.Z,1 I I.JJ 2006.1 Allowable Stress Design NOTE: LOAD TABLE 2 BEAMS 1.76 X 16.000 LP LVL2950Fb-2.OE 1, THIS COMPONENT IS DESIGNED TO SUPPORT ONLY DESIGN CONSISTS OF 2 - PLIES FASTENED THE VERTICAL LOADS SHOWN VERIFICATION OF NOTE: LOADS SHOWN ARE FOR INPUT LOAD CASE (1). OTHER LOAD CASES TOGETHER (REFER TO NOTES) . LOADING DEFLECTION LIMITATIONS FRAMING FOR PATTERN LIVE LOADING ARE CHECKED AS REQUIRED. METHODS, WIND AND SEISMIC BRACING, AND OTHER (DIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTILEVER.) LATERAL BRACING THAT IS ALWAYS REQUIRED IS DISTRIBUTION SOURCE TYPE TOP/SIDE LOAD FROM TO LOAD LDF THE RESPONSIBILITY OF THE PROJECT ENGINEER FT-IN-SX, FT-IN-SX OR ARCHITECT. UNIFORM ROOF LIVE TOP 245 PLF 07-00-00 10-00-00 1.25 2. PROVIDE RESTRAINT AT SUPPORTS TO ENSURE UNIFORM ROOF DEAD TOP 245 PLF 07-00-00 10-00-00 0.90 LATERAL STABILITY. UNIFORM WALL DEAD TOP 110 PLF 00-00-00 10-00-00 0.90 3. DO NOT CUT, NOTCH OR DRILL LP LVL UNIFORM ROOF LIVE TOP 80 PLF 00-00-00 07-00-00 1.25 4. SHIM ALL BEARINGS FOR FULL CONTACT. UNIFORM P.00F DEAD TOP 80 PLF 00-00-00 07-00-00 0.90 5. VERIFY DIMENSIONS BEFORE CUTTING UNIFORM BEAM WEIGHT 16 PLF 00-00-00 10-00-00 0.90 LP LVL TO SIZE. CONCENTRATED ROOF LIVE TOP 3070 LBS 07-00-00 MINBRG=2.50" 1.25 6. THIS LP LVL IS TO BE USED AS A CONCENTRATED ROOF DEAD TOP 3070 LBS 07-00-00 MINBRG=2. 50" 0.90 ROOF BEAM ONLY. MAKE PROVISION FOR ADEQUATE DRAINAGE. WARNING NOTES: - 7, PROVIDE COMPRESSION EDGE BRACING AT EACH END OF COMPONENT. THIS COMPONENT DESIGN IS SPECIFICALLY FOR L-P ENGINEERED WOOD PRODUCTS. DESIGN ASSUMES COMPONENTS CARRIED ARE APPLIED TO TOP EDGE OF LP LVL, SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY. ATTACH THE TWO PLIES WITH 3 ROWS OF 16d (3-1/2") NAILS AT 12" OC. STAGGER ROWS. NAILS CAN BE DRIVEN FROM ONE FACE OR HALF FROM EACH FACE. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131". 16d SINKERS (3-114") MAY BE USED, BUT HALF MUST BE DRIVEN FROM IICONCENTRATED STR DISTRIBUTED TO ALL PLI SU ADDITIONAL EQUALLY DI SUPPORT REACTIONS (LBS): MAXIMUM B E A R I N G N U M B E R 1 DOWN 3420 6569 UPLIFT --- --- MIN BEARING SIZES (IN-SX) 3- 0 3- 0 MAXIMUM DEFLECTIONS CALCULATED ALLOWABLE LIVE LOAD 0.04" 0.49" 'DEAD LOAD 0.08" 'DOTAL LOAD 0.10" 0.65" USE OF THIS DESIGN FOR ANYTHING OTHER THAN LP LVL OR LP I -JOISTS IS STRICTLY PROHIBITED. ANY MODIFICATION OF THIS DOCUMENT REQUIRES REVIEW BY A DESIGN PROFESSIONAL. PROVIDE RESTRAINT AT CONCENTRATED LOAD TO ENSURE LATERAL STABILITY. MINIMUM BEARING SIZES ARE SUFFICIENT TO PREVENT CRUSHING OF THE LP LVL BEAM AS DESIGNED. IT IS THE RESPONSIBILITY OF THE PROJECT ENGINEER, ARCHITECT OR DESIGNER TO VERIFY THAT THE SUPPORT STRUCTURE FOR THIS BEAM IS CAPABLE OF SUPPORTING THE REACTIONS. ANCHOR LP LVL ROOF BEAM SECURELY TO BEARINGS OR HANGERS DESIGN CRITERIA MSI.0. 35 VSI 0.4343 LIVE LOAD = 20 PSF DEAD LOAD = 20 PSF TOTAL LOAD = 40 PSF ROOF LEFT SPAN CARP. : 0.00 FT ROOF RIGHT SPAN CARR. : 0.00 FT DEFLECTION CRITERIA LIVE LOAD DEFL: L / '-40 TOTAL LOAD DEFL: L / 180 CODE COMPLIANCES : REPORT Il NER 622 ICBO ER-5004 L.A. City RR 25167 CCMC 11518-R WISCONSIN 200124-W N.Y. CITY MEA 97-94-E HUD MR 1214D 12 0 16.000 .0 CE 3.50500 CROSS SECTION 10- 0- 0 THIS DRAWING IS NOT TO SCALE Handling 8 Erection Miscellaneous Information Temporary and permanent bracing for holding component The use of this component shall be specified by the designer of the plumb and for resisting lateral forces shall be designed and complete structure. Obtain all the necessary code compliance approval am installed by others. No loads are to be applied to the Instructions from the designers of the complete structure before using this component until after all the framing and fastening are component, If the design criteria listed above does not meet local building completeef At no time shall loads greater than design loads code requirements, do not use this design, When this drawng is signed be applied to the component. and sealed, the structural design is approved as shown in this drawing based on data provided by the customer. LP LVL and CTR, LP 1-joists are Design Criteria made without camber and will deflect under load. Wood in direct contact The design and material specified are in substantial with concrete must be protected as required by code. Continuous lateral conlormrlowilh the latest revisions of NDS and AITC.' support is assumed (wall, floor beam, etc.). LP does not provide on -site Dead load deflection includes adjustment factor for creep. inspection. This drawing must have an A chitect's of Engineer's seal afixed Total load deflection is instantaneous. to be considered an Engineering document. LP LVL and CTR, LP I -Joist Specifications Supports and connections for LP LVL and CTR, LP I -Joists to be specific application Common nails driven parallel to glue lines shall be spaced a minimum of 4' for 10d and 0' for Bd. Do not cut, notch, drill or alter LP LVL and CTR, LP I -Joists except as shown in published material from LP any use of LP LVL and CTR, LP I -Joists contrary to the limits set forth hereon,negates any express warranty of the product and LP disclaim all implied warranties including the implied warranties of merchantability and fitness for a particular use. Software Provided By: LP Engineered Wood Products 2706 Highway 421 North Wilmington, NC 28401 Local 910,762,9878 National Walls 800,999.9105 A COPY OF THIS DRAWING IS TO BE GIVEN TO THE INSTALLING CONTRACTOR DWG # LP is a registered trademark of Louisiana-Pacific Corporation SHEET # N\ L 1 O7O1f06 SBCCI Job Mark Quan Type Span P1-H1 Left OH Right OH Enghteeri»g BELI TF FG21 1*2P FBB 70600 10600 0 0 BELITF (Engle/Bellagio Elv.1/M#15237) 11 1-6-0 D -- 7x16 HO 1-6-0 TC: 7-6-0 4x4 3x10 4x4 G er r5."..€,'tn£,.�a�`.- 4 , p�p , tkea�`.a4� .CNR 44 a �=y tp,'a x10 F 2x4 c i W:400 R:12821 U:3812 -- --- 7-6-0 ALL PLATES ARE LOCK20 3x10 H E 3x3 HO 1-6-0 W:600 R:5342 U: 611 Scale: 0.757" = 1' Robbins Engineering, Inc./Online Plus - Checked for NonConcurrent 200 East Coast Lumber Lbs Moving Point Load applied Analysis Conforms To: Online Plus -- Version 18.0.014 at Panel Points and Mid -panel FBC2004 RUN DATE: 28-FEB-06 on BC 2 COMPLETE TRUSSES REQUIRED. Fasten together in staggered * 2-Ply Truss * Jt React Uplft Size Req'd pattern. (1/2" bolts -OR- Lbs Lbs In-Sx In-Sx SDS3 screws -OR- 10d nails D 12822 3812 4- 0 2- 4 as each layer is applied.) CSI -Size- ----Lumber---- Hz = -54 --Spacing (In)---- TC 0.66 2x 6 SP-#2 C 5342 612 6- 0 1- 0 Rows Nails Screws Bolts BC 0.93 2x 4 SP-#2 Hz = 55 TC 2 3.5 9.5 0 WB 0.72 2x 4 SP-#3 BC 1 12 24 0 EX D -A 2x 8 SP-SS Membr CSI P Lbs Axl-CSI-Bnd WB 1 4 4 EX C -B 2x 8 SP-SS ----------Top Chords---------- Plus clusters of nails where A -G 0.43 12 C 0.00 0.43 shown. Brace truss as follows: G -H 0.66 6507 C 0.05 0.61 Design checked for LL on BC O.C. From To H -B 0.46 12 C 0.00 0.46 per BOCA (section 1606.2.3), TC Cont. 0- 0- 0 7- 6- 0 --------Bottom Chords--------- IBC/IRC-2003,and FBC 2004 BC Cont. 0- 0- 0 7- 6- 0 D -F 0.93 6400 T 0.73 0.20 (section 1607.1), 20.0 psf. F -E 0.93 6400 T 0.73 0.20 Design checked for 10 psf non - Loading Live Dead (psf) E -C 0.93 6507 T 0.75 0.18 concurrent LL on BC. TC 20.0 15.0 -------------Webs------------- Prevent truss rotation at all BC 0.0 5.0 D -A 0.23 9462 C WindLd bearing locations. Total 20.0 20.0 40.0 D -G 0.71 7189 C This truss must be installed Spacing 24.0" F -G 0.03 195 T as shown. It cannot be Lumber Duration Factor 1.25 G -E 0.02 156 T installed upside-down. Plate Duration Factor 1.25 E -H 0.02 139 T Wind Loads - ANSI / ASCE 7-02 TC Fb=1.00 Fc=1.00 Ft=1.00 H -C 0.72 7310 C Truss is designed as a Main BC Fb=1.00 Fc=1.00 Ft=1.00 C -B 0.04 1936 C WindLd Wind -Force Resistance System. Wind Speed: 120 mph Load Case # 1 Standard Loading LL Defl -0.06" in F -E L/999 Mean Roof Height: 25-0 Lumber Duration Factor 1.25 TL Defl -0.08" in F -E L/969 Exposure Category: B Plate Duration Factor 1.25 Shear // Grain in G -H 0.93 Occupancy Factor : 1.00 plf - Live Dead From To DL Defl 0.00" at L/999 Building Type: Enclosed TC V 40 30 0.0' 7.5' Zone location: Exterior BC V 0 10 0.0' 7.5' Plates for each ply each face. TC Dead Load 7.0 psf TC V 0 110 0.0' 7.5' PLATING CONFORMS TO TPI. BC Dead Load 3.0 psf TC V 220 220 1.0' 7.5' REPORTS: SBCCI 9761 Unbalanced Loads Checked TC V 4025 4025 0.3' CL-LB ROBBINS ENGINEERING, INC. Load Factors = 1.00 and 0.00 BASED ON SP LUMBER Max comp. force 9462 Lbs Load Case # 2 Nonstandard Load USING GROSS AREA TEST. Quality Control Factor 1.00 Lumber Duration Factor 1.00 Plate - LOCK 20 Ga, Gross Area Plate Duration Factor 1.00 Plate - RHS 20 Ga, Gross Area FABRICATOR NOTES: plf - Live Dead From To Jt Type Plt Size X Y JSI 1. EAST COAST LUMBER 6 SUPPLY TC V 80 20 0.0' 7.5' G LOCK 3.0x10.0-1.0 Ctr 0.95 F.M. HILPERT, P.E.#50477 BC V 0 10 0.0' 7.5' H LOCK 3.Ox10.0 1.5 Ctr 0.70 5285 ST. LUCIE BLVD, TC V 0 110 0.0' 7.5' D LOCK 7.Oxl6.0 0.8 Ctr 0.95 FORT PIERCE FL. 34946 TC V 440 165 1.0' 7.5' 2. !!!CAUTION!!! READ 11SCSI-B1 TC V 440 165 0.0' 7.5' SUMMARY SHEET" BEFORE TC V 4025 4025 0.3' CL-LB REFER TO ROBBINS ENG. GENERAL HANDLING , INSTALLING S NOTES AND SYMBOLS SHEET FOR BRACING TRUSSES, ADDITIONAL SPECIFICATIONS. 3. SEE ATTACHED DETAIL SHEET Plus 6 Wind Load Case(s) FOR: 1-JACK NAILS. Plus 1 UBC LL Load Case(s) NOTES: 2-TBRACE. 3-BEARING BLOCK. Trusses Manufactured by: 4. DESIGNER: LG Robbins Engineering, Inc./Online Plus'" O 1996-2005 Version 18-0,014 Engineering - Portrait 2/28/2006 2:34:45 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineeri�rg BEL1 TF FTI 1 M100 240008 10600 0 0 BELITF (Engle/Bellagio Elv.1/M#15237) t , HO 1-6-0 HO 1-6-0 W 0 1-6-0 lx3 lx4 A B ra- C 2x3 3-11-0 3x4 3x4 S3 lx3 lx4 lx4 lx4 1x4S2 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 Y Z AA BB CC DD EE FF GG HH II JJ KK LL MM NN 00 DF E X W V U T S R Q P O N M L K J I H G lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx3 S4 S1 3x4 3x4 !`ti.L_r Common Diagonal: 1-2-8 24- 2- 0 - _ ..... 24-0-8 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online P1us- W -V 0.23 0 T 0.00 0.23 V -U 0.23 0 T 0.00 0.23 Online Plus -- Version 18.0.014 U -T 0.23 0 T 0.00 0.23 RUN DATE: 28-FEB-06 T -S 0.23 0 T 0.00 0.23 S -R 0.22 0 T 0.00 0.22 CSI -Size- ----Lumber---- R -S4 0.15 0 T 0.00 0.15 TC 0.07 4x 2 SP-#2 S4-Q 0.13 0 T 0.00 0.13 BC 0.23 4x 2 SP-#2 Q -P 0.22 0 T 0.00 0.22 WB 0.02 4x 2 SP-#3 P -0 0.22 0 T 0.00 0.22 O -Sl 0.15 0 T 0.00 0.15 Brace truss as follows: Sl-N 0.14 0 T 0.00 0.14 O.C. From To N -M 0.22 0 T 0.00 0.22 TC Cont. 0- 0- 0 24- 0- 8 M -L 0.23 0 T 0.00 0.23 BC Cont. 0- 0- 0 24- 0- 8 L -K 0.23 0 T 0.00 0.23 K -J 0.23 0 T 0.00 0.23 Loading Live Dead (psf) J -I 0.23 0 T 0.00 0.23 TC 40.0 10.0 I -H 0.23 0 T 0.00 0.23 BC 0.0 5.0 H -E 0.12 0 T 0.00 0.12 Total 40.0 15.0 55.0 ------------- Webs ------------- Spacing 19.2" C -A 0.00 47 C Lumber Duration Factor 1.00 X -Y 0.02 114 C Plate Duration Factor 1.00 W -Z 0.02 104 C TO Fb=1.15 Fc=1.10 Ft=1.10 V -AA 0.02 106 C BC Fb=1.10 Fc=1.10 Ft=1.10 U -BB 0.02 106 C T -CC 0.02 106 C Plus 1 UBC LL Load Case(s) S -DD 0.02 106 C R -EE 0.02 106 C Checked for NonConcurrent 200 Q -FF 0.02 106 C Lbs Moving Point Load applied P -GG 0.02 106 C at Panel Points and Mid -panel O -HH 0.02 106 C on BC N -II 0.02 106 C M -JJ 0.02 106 C Jt React Uplft Size Req'd L -KK 0.02 106 C Lbs Lbs In-Sx In-Sx K -LL 0.02 106 C Cont. Brg 0- 1- 8 to 23-11- 0 J -MM 0.02 106 C 2094 0 Hz = 0 I -NN 0.02 107 C H -00 0.02 103 C Membr CSI P Lbs Axl-CSI-Bnd E -D 0.00 39 C ----------Top Chords ---------- A -Y 0.07 10 C 0.00 0.07 LL Defl 0.00" in C -X L/999 Y -Z 0.07 10 C 0.00 0.07 TL Defl 0.00" in C -X L/999 Z -AA 0.06 10 C 0.00 0.06 Shear // Grain in C -X 0.19 AA -BB 0.06 10 C 0.00 0.06 DL Defl 0.00" at L/999 BB-S2 0.06 10 C 0.00 0.06 S2-CC 0.06 10 C 0.00 0.06 Plates for each ply each face. CC-DD 0.06 10 C 0.00 0.06 PLATING CONFORMS TO TPI. DD-EE 0.06 10 C 0.00 0.06 REPORTS: SBCCI 9761 EE-FF 0.06 10 C 0.00 0.06 ROBBINS ENGINEERING, INC. FF-GG 0.06 10 C 0.00 0.06 USING GROSS AREA TEST. GG-HH 0.06 10 C 0.00 0.06 Plate - LOCK 20 Ga, Gross Area HH-II 0.06 10 C 0.00 0.06 Plate - RHS 20 Ga, Gross Area II-JJ 0.06 10 C 0.00 0.06 Jt Type Plt Size X Y JSI JJ-KK 0.06 10 C 0.00 0.06 A LOCK 1.Ox 4.0 Ctr-0.5 0.98 KK-S3 0.06 10 C 0.00 0.06 Y LOCK 1.Ox 4.0 Ctr-0.5 0.98 S3-LL 0.06 10 C 0.00 0.06 Z LOCK l.Ox 4.0 Ctr-0.5 0.98 LL-MM 0.06 10 C 0,00 0.06 AA LOCK 1.0x 4.0 Ctr-0.5 0.98 MM-NN 0.06 10 C 0,00 0.06 BB LOCK 1.0x 4.0 Ctr-0.5 0.98 NN-00 0.06 10 C 0.00 0.06 CC LOCK 1.Ox 4.0 Ctr-0.5 0.98 00-D 0.05 10 C 0.00 0.05 DD LOCK 1.Ox 4.0 Ctr-0.5 0.98 --------Bottom Chords--------- EE LOCK 1.0x 4.0 Ctr-0.5 0.98 C -X 0.18 0 T 0.00 0.18 FF LOCK 1.Ox 4.0 Ctr-0.5 0.98 X -W 0.23 0 T 0.00 0.23 GG LOCK 1.Ox 4.0 Ctr-0.5 0.98 Robbins Engineering, Inc./Online Plusr" © 1996-2005 Version 18.0.014 Engineering - Portrait 2/28/2006 2:44:03 PM Page i of 2 Scale: 0.263" = 1' HH LOCK 1.Ox 4.-0 Ctr-0.5 0.98 II LOCK 1.Ox 4.0 Ctr-0.5 0.98 JJ LOCK 1.Ox 4.0 Ctr-0.5 0.98 KK LOCK 1.0x 4.0 Ctr-0.5 0.98 LL LOCK 1.0x 4.0 Ctr-0.5 0.98 MM LOCK 1.0x 4.0 Ctr-0.5 0.98 NN LOCK l.Ox 4.0 Ctr-0.5 0.98 00 LOCK 1.Ox 4.0 Ctr-0.5 0.98 D LOCK 1.0x 4.0 Ctr-0.5 0.98 X LOCK 1.Ox 4.0 Ctr 0.5 0.98 W LOCK 1.0x 4.0 Ctr 0.5 0.98 V LOCK 1.Ox 4.0 Ctr 0.5 0.98 U LOCK 1.0x 4.0 Ctr 0.5 0.98 T LOCK 1.0x 4.0 Ctr 0.5 0.98 S LOCK 1.Ox 4.0 Ctr 0.5 0.98 R LOCK 1.Ox 4.0 Ctr 0.5 0.98 Q LOCK 1.Ox 4.0 Ctr 0.5 0.98 P LOCK 1.0x 4.0 Ctr 0.5 0.98 O LOCK 1.Ox 4.0 Ctr 0.5 0.98 N LOCK 1.Ox 4.0 Ctr 0.5 0.98 M LOCK 1.0x 4.0 Ctr 0.5 0.98 L LOCK 1.0x 4.0 Ctr 0.5 0.98 K LOCK 1.0x 4.0 Ctr 0.5 0.98 J LOCK 1.Ox 4.0 Ctr 0.5 0.98 I LOCK 1.Ox 4.0 Ctr 0.5 0.98 H LOCK 1.0x 4.0 Ctr 0.5 0.98 E LOCK 1.0x 4.0 Ctr 0.5 0.98 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/ZRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Prevent truss rotation at all bearing locations. This truss must be installed as shown. It cannot be installed upside-down. Max comp. force 114 Lbs Quality Control Factor 1.25 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSI-Sl SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET Job BELI TF Mark FTI Quan Type Span P1-H1 Left OH Right OH 1 M100 240008 10600 0 0 Etigineering cony. BELITF (Engle/Bellagio Elv.1/M#15237) FOR: 1—JACK NAILS. 2—TBRAtE. 3—BEARING BLOCK. 4. DESIGNER: LG Robbins Engineering, Inc./Online Pluslm 0 1996-2005 Version 18.0.014 Engineering - Portrait 2/28/2006 2:44:03 PM Page 2 of 2 Job Mark Quan Type Span P1-H1 Left OH Right OH P ,:gi,reeri,rg BELI TF FT2 4 M100 240008 10600 0 0 BELITF (Engle/Bellacrio Elv.1/M#15237) Ir HO 1-6-0 m 0 1-6-0 C 2x3 HO 1-6-0 8-8 2-0-( 24- 2- lx3 lx3 4x4 4x4 3x3 3x4 3x3 4x4 lx4 lx4 4x4 3x3 3x4 3x3 4x4 4x4 B c-i A T U S3 V W H J X Y S2 Z AA D F _ s R Q P I K O N 4x4 4x4 3x3 3x3 4x4 4x4 S1 3x3 3x3 � 20G-RHS-3x10 W500 Common Diagonal: 1-3-0 R:1079 BC - 12-1-0 11-. EXCEPT AS SHOWN ALL PLATES ARE LOCK20 M 4x4 E L G lx4 4x4 W:700 R: 1bt-% Scale: 0.259" = 1 Robbins Engineering, Inc./Online P1us- C -S 0.22 0 T 0.00 0.22 X LOCK 4.Ox 4.0 Ctr-0.5 0.60 S -R 0.51 1830 T 0.12 0.39 Z LOCK 3.Ox 3.0-0.2 Ctr 0.99 Online Plus -- Version 18.0.014 R -Q 0.62 3166 T 0.22 0.40 AA LOCK 4.Ox 4.0 Ctr-0.5 0.90 RUN DATE: 28-FEB-06 Q -P 0.72 4120 T 0.67 0.05 D LOCK 4.Ox 4.0-0.8-0.5 0.98 P -I 0.87 4664 T 0.57 0.30 S LOCK 4.Ox 4.0-0.8 0.5 0.99 CSI -Size- ----Lumber---- I -K 0.88 4751 T 0.55 0.33 R LOCK 4.Ox 4.0 Ctr 0.5 0.90 TC 0.72 4x 2 SP-#2 K -S1 0.87 4664 T 0.57 0.30 Q LOCK 3.Ox 3.0-0.2 Ctr 0.99 BC 0.88 4x 2 SP-#1 S1-O 0.79 4664 T 0.76 0.03 I LOCK 4.Ox 4.0-0.5 0.5 0.60 WB 0.54 4x 2 SP-#3 O -N 0.72 4119 T 0.67 0.05 K LOCK 4.Ox 4.0 0.5 0.5 0.60 N -M 0.62 3166 T 0.22 0.40 N LOCK 3.Ox 3.0 0.2 Ctr 0.99 Brace truss as follows: M -L 0.51 1830 T 0.12 0.39 M LOCK 4.Ox 4.0 Ctr 0.5 0.90 O.C. From To L -E 0.23 0 T 0.00 0.23 L LOCK 4.Ox 4.0 0.8 0.5 0.99 TC Cont. 0- 0- 0 24- 0- 8 -------------Webs------------- E LOCK 1.0x 4.0 Ctr 0.5 0.98 BC Cont. 0- 0- 0 24- 0- 8 C -A 0.21 1072 C A -S 0.54 1368 T Loading Live Dead (psf) S -T 0.26 1317 C REFER TO ROBBINS ENG. GENERAL TC 40.0 10.0 T -R 0.40 1007 T NOTES AND SYMBOLS SHEET FOR BC 0.0 5.0 R -U 0.19 978 C ADDITIONAL SPECIFICATIONS. Total 40.0 15.0 55.0 U -Q 0.28 722 T Spacing 19.2" Q -V 0.14 694 C NOTES: Lumber Duration Factor 1.00 V -P 0.17 437 T Trusses Manufactured by: Plate Duration Factor 1.00 P -W 0.09 490 C East Coast Lumber TC Fb=1.15 Fc=1.10 Ft=1.10 W -I 0.23 576 T Analysis Conforms To: BC Fb=1.10 Fc=1.10 Ft=1.10 I -H 0.06 343 C FBC2004 K -J 0.06 343 C Design checked for LL on BC Plus 2 Unbalanced Load Cases K -X 0.23 576 T per BOCA (section 1606.2.3), Plus 1 UBC LL Load Case(s) X -O 0.09 490 C IBC/IRC-2003,and FBC 2004 Plus 1 BC LL Load Case(s) O -Y 0.17 437 T (section 1607.1), 20:0 psf. Y -N 0.14 694 C Design checked for 10 psf non - Checked for NonConcurrent 200 N -Z 0.28 722 T concurrent LL on BC. Lbs Moving Point Load applied Z -M 0.19 978 C Provide 2X6 continuous at Panel Points and Mid -panel M -AA 0.40 1007 T strongbacks (on edge) every on BC AA-L 0.26 1317 C 10.0 Ft. Fasten to each L -D 0.54 1368 T truss w/ 3-16d nails at Jt React Uplft Size Req'd E -D 0.21 1072 C truss member(s). Lbs Lbs In-Sx In-Sx This truss must be installed C 1080 0 5- 0 1- 0 LL Defl -0.51" in I -K L/542 as shown. It cannot be E 1078 0 7- 0 1- 0 TL Defl -0.69" in I -K L/400 installed upside-down. Shear // Grain in W -H 0.29 Max comp. force 4751 Lbs Membr CSI P Lbs Axl-CSI-Bnd DL Defl -0.27" at K L/999 Quality Control Factor 1.25 ----------Top Chords ---------- * -T 0.26 944 C 0.00 0.26 Plates for each ply each face. FABRICATOR NOTES: T -U 0.32 2508 C 0.06 0.26 PLATING CONFORMS TO TPI. 1. EAST COAST LUMBER & SUPPLY U -S3 0.30 3652 C 0.14 0.16 REPORTS: SBCCI 9761 F.M. HILPERT, P.E.#50477 S3-V 0.39 3652 C 0.22 0.17 ROBBINS ENGINEERING, INC. 5285 ST. LUCIE BLVD. V -W 0.58 4396 C 0.34 0.24 USING GROSS AREA TEST, FORT PIERCE FL. 34946 W -H 0.72 4751 C 0.12 0.60 Plate - LOCK 20 Ga, Gross Area 2. !!!CAUTION!!! READ "SCSI-131 H -J 0.72 4751 C 0.12 0.60 Plate - RHS 20 Ga, Gross Area SUMMARY SHEET" BEFORE J -X 0.72 4751 C 0.12 0.60 Jt Type Plt Size X Y JSI HANDLING , INSTALLING & X -Y 0.58 4396 C 0.34 0.24 A LOCK 4.Ox 4.0 0.8-0.5 0.98 BRACING TRUSSES. Y -S2 0.39 3652 C 0.22 0.17 T LOCK 4.Ox 4.0 Ctr-0.5 0.90 3. SEE ATTACHED DETAIL SHEET S2-Z 0.30 3652 C 0.22 0.08 U LOCK 3.Ox 3.0 0.2 Ctr 0.99 FOR: 1-JACK NAILS. Z -AA 0.32 2508 C 0.06 0.26 W LOCK 4.Ox 4.0 Ctr-0.5 0.60 2-TBRACE. 3-BEARING BLOCK. AA-D 0.26 944 C 0.00 0.26 H LOCK 1.Ox 4.0 Ctr-0.5 0.98 4. DESIGNER: LG --------Bottom Chords--------- J LOCK 1.0x 4.0 Ctr-0.5 0.98 Robbins Engineering, Inc./Online Plus" 0 1996-2005 Version 18.0.014 Engineering - Portrait 2/28/2006 2:34:47 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering BELI TF FT3 3 M100 231008 10600 0 0 BELITF (Engle/Bellagio Elv.1/M#15237) HO 1-6-0 OD 0 .TC 2-0-0 8-8; ----- ---------- - - --- --24- 0- 0 3x4 4x4 4x6 4x4 3x3S3 3x3 V lx4 lx4 3x3 3x3 3x4 3x3 4x4 A S T U G I W X S2 Y z 1-6-0 B -_._- 2x3 Y r v h J N M 4x4 4x4 3x3 3x3 4x4 3x3 S1 3x3 3x3 20G-RHS-3x10 Common Diagonal: 1-3-0 HGR R:1084 -BC----_. .. ---- .. ---------- 11-11-0-------_..----- --. ....- -- - -- 11-11- 1-8 EXCEPT AS SHOWN ALL PLATES ARE LOCK20 L 4x4 HO 1-6-0 lx3 4x4 CE D K F lx4 4x4 ix3 W:760 R:1073 Scale: 0.263" = 1' Robbins Engineering, Inc./Online P1us- B -R 0.22 0 T 0.00 0.22 I LOCK 1.0x 4.0 Ctr-0.5 0.98 R -Q 0.51 1861 T 0.12 0.39 W LOCK 3.Ox 3.0-0.2 Ctr 0.98 Online Plus -- Version 18.0.014 Q -P 0.62 3178 T 0.22 0.40 Y LOCK 3.Ox 3.0-0.2 Ctr 0.98 RUN DATE: 28-FEB-06 P -0 0.72 4113 T 0.67 0.05 Z LOCK 4.Ox 4.0 Ctr-0.5 0.89 O -H 0.85 4643 T 0.56 0.29 C LOCK 4.Ox 4.0-0.8-0.5 0.97 CSI -Size- ----Lumber---- H -J 0.88 4710 T 0.55 0.33 R LOCK 4.Ox 4.0-0.8 0.5 0.99 TC 0.74 4x 2 SP-#2 J -S1 0.87 4629 T 0.57 0.30 Q LOCK 4.Ox 4.0 Ctr 0.5 0.89 BC 0.88 4x 2 SP-#1 SI-N 0.79 4629 T 0.76 0.03 P LOCK 3.Ox 3.0-0.2 Ctr 0.97 WB 0.55 4x 2 SP-#3 N -M 0.72 4093 T 0.67 0.05 H LOCK 4.Ox 4.0-0.5 0.5 0.63 M -L 0.62 3149 T 0.22 0.40 J LOCK 3.Ox 3.0 0.2 Ctr 0.98 Brace truss as follows: L -K 0.51 1821 T 0.12 0.39 M LOCK 3.Ox 3.0 0.2 Ctr 0.98 O.C. From To K -D 0.23 0 T 0.00 0.23 L LOCK 4.Ox 4.0 Ctr 0.5 0.89 TC Cont. 0- 0- 0 23-10- 8 -------------Webs------------- K LOCK 4.Ox 4.0 0.8 0.5 0.99 BC Cont. 0- 0- 0 23-10- 8 B -A 0.11 593 C D LOCK 1.0x 4.0 Ctr 0.5 0.98 B -A 0.11 593 C Loading Live Dead (psf) A -R 0.55 1389 T TC 40.0 10.0 R -S 0.26 1306 C REFER TO ROBBINS ENG. GENERAL BC 0.0 5.0 S -Q 0.39 992 T NOTES AND SYMBOLS SHEET FOR Total 40.0 15.0 55.0 Q -T 0.19 964 C ADDITIONAL SPECIFICATIONS. Spacing 19.2" T -P 0.28 709 T Lumber Duration Factor 1.00 P -U 0.13 680 C NOTES: Plate Duration Factor 1.00 U -0 0.17 438 T Trusses Manufactured by: TC Fb=1.15 Fc=1.10 Ft=1.10 0 -V 0.10 499 C East Coast Lumber BC Fb=1.10 Fc=1.10 Ft=1.10 V -H 0.24 603 T Analysis Conforms To: H -G 0.07 389 C FBC2004 Plus 2 Unbalanced Load Cases J -I 0.06 335 C Design checked for LL on BC Plus 1 UBC LL Load Case(s) J -W 0.22 564 T per BOCA (section 1606.2.3), Plus 1 BC LL Load Case(s) W -N 0.09 483 C IBC/IRC-2003,and FBC 2004 N -X 0.17 432 T (section 1607.1), 20.0 psf. Checked for NonConcurrent 200 X -M 0.13 688 C Design checked for 10 psf non- Lbs Moving Point Load applied M -Y 0.28 716 T concurrent LL on BC. at Panel Points and Mid -panel Y -L 0.19 972 C Provide 2X6 continuous on BC L -Z 0.40 1000 T strongbacks (on edge) every Z -K 0.26 1310 C 10.0 Ft. Fasten to each it React Uplft Size Req'd K -C 0.54 1361 T truss w/ 3-16d nails at Lbs Lbs In-Sx In-Sx D -C 0.21 1067 C truss member(s). B 1085 0 3- 8 1- 0 This truss must be installed D 1073 0 7- 0 1- 0 LL Defl -0.50" in H -J L/551 as shown. It cannot be TL Defl -0.68" in H -J L/407 installed upside-down. Membr CSI P Lbs Axl-CSI-Bnd Shear // Grain in V -G 0.34 Max comp. force 4710 Lbs ----------Top Chords---------- DL Defl -0.27" at J L/999 Quality Control Factor 1.25 A -S 0.28 982 C 0.01 0.27 S -T 0.33 2529 C 0.06 0.27 Plates for each ply each face. FABRICATOR NOTES: T -S3 0.31 3655 C 0.22 0.09 PLATING CONFORMS TO TPI. 1. EAST COAST LUMBER & SUPPLY S3-U 0.40 3655 C 0.22 0.18 REPORTS: SBCCI 9761 F.M. HILPERT, P.E.#50477 U -V 0.57 4381 C 0.33 0.24 ROBBINS ENGINEERING, INC. 5285 ST. LUCIE BLVD. V -G 0.74 4710 C 0.12 0.62 USING GROSS AREA TEST. FORT PIERCE FL. 34946 G -I 0.74 4710 C 0.12 0.62 Plate - LOCK 20 Ga, Gross Area 2. !!!CAUTION!!! READ "SCSI-B1 I -W 0.71 4710 C 0.12 0.59 Plate - RHS 20 Ga, Gross Area SUMMARY SHEET" BEFORE W -X 0.57 4366 C 0.33 0.24 it Type Plt Size X Y JSI HANDLING , INSTALLING & X -S2 0.38 3630 C 0.21 0.17 A LOCK 4.Ox 6.0 Ctr-0.5 0.95 BRACING TRUSSES. S2-Y 0.30 3630 C 0.14 0.16 S LOCK 4.Ox 4.0 Ctr-0.5 0.89 3. SEE ATTACHED DETAIL SHEET Y -Z 0.32 2495 C 0.06 0.26 T LOCK 3.Ox 3.0 0.2 Ctr 0.97 FOR: 1-JACK NAILS. Z -C 0.26 940 C 0.00 0.26 V LOCK 4.Ox 4.0-0.3-0.5 0.64 2-TBRACE. 3-BEARING BLOCK. --------Bottom Chords--------- G LOCK 1.0x 4.0 Ctr-0.5 0.98 4. DESIGNER: LG Robbins Engineering, Inc./Online Plus'" © 1996-2005 Version 18.0.014 Engineering - Portrait 2/28/2006 2:34:48 PM Page 1 Job Mark Quan Type Span P1-HI Left OH Right OH Engineering BELI TF FT3A 2 M100 230808 10600 0 0 BELITF (Engle/Bellagio Elv.1/M#15237) r HO 1-6-0 m 0 0 0 0 HO 1-6-0 TC . 0 `D 1 2-0-0 0 0 'a a 4x6 4x4 3x3 3x3 3x43x3 lx4 lx4 3x3 3x3 3x43x3 4x4 4x6 A Q R S S3 T E G U V S2 W X C 1-6-0 B 2x3 P O N M F H L K J 1 2x3 4x4 4x4 3x3 3x3 3x3 3x3 3x3 3x3 4x4 4x4 S1 j HGR R:1074 20G-RHS-3x10 Common Diagonal: 1-3-0 W:308 R:1074 HC 11-11-0 - - -----___-__-_-- .--_--__-.- 11_9_8 ._.....----.--------- --- --- --- ---- EXCEPT AS SHOWN ALL PLATES ARE LOCK20 Scale: 0.266" = 1' Online Plus -- Version 18.0.014 RUN DATE: 28-FEB-06 CSI -Size- ----Lumber---- TC 0.57 4x 2 SP-#2 BC 0.85 4x 2 SP-#1 EX S1-D 4x 2 SP42 WB 0.55 4x 2 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 23- 8- 8 BC Cont. 0- 0- 0 23- 8- 8 Loading Live Dead (psf) TC 40.0 10.0 BC 0.0 5.0 Total 40.0 15.0 55.0 Spacing 19.2" Lumber Duration Factor 1.00 Plate Duration Factor 1.00 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 1 UBC LL Load Case(s) Plus 1 BC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx B 1074 0 3- 8 1- 0 D 1075 0 3- 8 1- 0 Robbins Engineering, Inc./Online Plus- -------- Bottom Chords --------- B -P 0.22 0 T 0.00 0.22 P -0 0.51 1842 T 0.12 0.39 O -N 0.62 3139 T 0.22 0.40 N -M 0.71 4055 T 0.66 0.05 M -F 0.78 4564 T 0.75 0.03 F -H 0.85 4621 T 0.76 0.09 H -S1 0.75 4496 T 0.74 0.01 S1-L 0.98 4496 T 0.94 0.04 L -K 0.91 4052 T 0.85 0.06 K -J 0.78 3141 T 0.28 0.50 J -I 0.63 1842 T 0.15 0.48 I -D 0.28 0 T 0.00 0.28 ------------- Webs ------------- B -A 0.11 587 C B -A 0.11 587 C A -P 0.55 1375 T P -Q 0.26 1292 C Q -O 0.39 978 T O -R 0.19 950 C R -N 0.27 695 T N -S 0.13 667 C S -M 0.15 384 T M -T 0.07 369 C T -F 0.10 266 T F -E 0.06 173 C H -G 0.03 157 C H -U 0.11 274 T U -L 0.06 335 C L -V 0.16 401 T V -K 0.13 662 C K -W 0.27 691 T W -J 0.19 952 C J -X 0.39 979 T X -I 0.26 1292 C I -C 0.55 1375 T D -C 0.11 587 C D -C 0.11 587 C Membr CSI P Lbs Axl-CSI-Bnd LL Defl -0.49" in F -H L/571 ----------Top Chords---------- TL Defl -0.66" in F -H L/421 A -Q 0.28 972 C 0.01 0.27 Shear // Grain in D -D 0.32 Q -R 0.33 2500 C 0.06 0.27 DL Defl -0.26" at F L/999 R -S 0.39 3607 C 0.21 0.18 S -S3 0.57 4314 C 0.33 0.24 Plates for each ply each face. S3-T 0.35 4314 C 0.33 0.02 PLATING CONFORMS TO TPI. T -E 0.35 4621 C 0.23 0.12 REPORTS: SBCCI 9761 E -G 0.51 4621 C 0.31 0.20 ROBBINS ENGINEERING, INC. G -U 0.35 4621 C 0.03 0.32 USING GROSS AREA TEST. U -V 0.42 4324 C 0.27 0.15 Plate - LOCK 20 Ga, Gross Area V -S2 0.42 3607 C 0.22 0.20 Plate - RHS 20 Ga, Gross Area S2-W 0.31 3607 C 0.22 0.09 Jt Type Plt Size X Y JSI W -X 0.33 2501 C 0.06 0.27 A LOCK 4.Ox 6.0 Ctr-0.5 0.94 X -C 0.28 972 C 0.01 0.27 Q LOCK 4.Ox 4.0 Ctr-0.5 0.87 Robbins Engineering. Inc./Online PIUS- 0 1996-2005 Version 18.0,014 Engineering - Portrait 2/28/2006 2:34:48 PM Page 1 R LOCK 3.Ox 3.0 0.2 Ctr 0.95 E LOCK 1.Ox 4.0 Ctr-0.5 0.98 G LOCK 1.Ox 4.0 Ctr-0.5 0.98 W LOCK 3.Ox 3.0-0.2 Ctr 0.95 X LOCK 4.Ox 4.0 Ctr-0.5 0.87 C LOCK 4.Ox 6.0 Ctr-0.5 0.94 P LOCK 4.Ox 4.0-0.8 0.5 0.98 O LOCK 4.Ox 4.0 Ctr 0.5 0.87 N LOCK 3.Ox 3.0-0.2 Ctr 0.95 K LOCK 3.Ox 3.0 0.2 Ctr 0.95 J LOCK 4.Ox 4.0 Ctr 0.5 0.87 I LOCK 4.Ox 4.0 0.8 0.5 0.98 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Provide 2X6 continuous strongbacks (on edge) every 10.0 Ft. Fasten to each truss w/ 3-16d nails at truss member(s). This truss must be installed as shown. It cannot be installed upside-down. Max comp. force 4621 Lbs Quality Control Factor 1.25 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: LG Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering BELI TF FT4A 3 M100 210708 10600 0 0 BELITF (Engle/Bellagio Elv.I/M#15237) HO 1-6-0 w HO 1-6-0 TCi 11-8 0 2-0-0 `O ;1-1-8, 5x6 4x4 3x3 4x4 lx4 ix44x43x4 3x3 3x3 4x4 5x6 A P Q R E G S S2 T U v C 1-6-0 B ' .:.F _ `Z D --- 2x30 M 5x6 4x4 3x3 4x4 Y .. Y ,T 2x3 4x4 Sl 3x3 3x3 4x4 5x6 HGR 20G-RHS-3xlO W:308 R:1233 --------------9_10_0--------------------- Common Diagonal: 1-3-0 R:1225 BCi ---------- ------ 11-9-8 21-7-8 EXCEPT AS SHOWN ALL PLATES ARE LOCK20 Scale: 0.290" = 1' Online Plus -- Version 18.0.014 RUN DATE: 28-FEB-06 CSI -Size- ----Lumber---- TC 0.83 4x 2 SP-#1 EX S2-C 4x 2 SP-#2 BC 0.73 4x 2 SP-SS EX S1-D 4x 2 SP-#1 WB 0.62 4x 2 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 21- 7- 8 BC Cont. 0- 0- 0 21- 7- 8 Loading Live Dead (psf) TC 40.0 10.0 BC 0.0 5.0 Total 40.0 15.0 55.0 Spacing 24.0" Lumber Duration Factor 1.00 Plate Duration Factor 1.00 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 2 Unbalanced Load Cases Plus 1 UBC LL Load Case(s) Plus 1 BC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx S 1233 0 3- 8 1- 0 D 1226 0 3- 8 1- 0 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -P 0.28 1104 C 0.01 0.27 P -Q 0.33 2820 C 0.06 0.27 Q -R 0.47 3981 C 0.23 0.24 R -E 0.83 4774 C 0.10 0.73 E -G 0.83 4774 C 0.10 0.73 G -S 0.69 4774 C 0.10 0.59 S -S2 0.31 4648 C 0.29 0.02 S2-T 0.60 4648 C 0.36 0.24 T -U 0.49 3963 C 0.26 0.23 U -V 0.42 2796 C 0.08 0.34 V -C 0.35 1098 C 0.01 0.34 Robbins Engineering, Inc./Online Plus- --------Bottom Chords --------- * -O 0.14 0 T 0.00 0.14 O -N 0.33 2092 T 0.08 0.25 N -M 0.43 3516 T 0.38 0.05 M -F 0.66 4462 T 0.33 0.33 F -H 0.71 4774 T 0.38 0.33 H -S1 0.73 4809 T 0.40 0.33 S1-L 0.88 4809 T 0.79 0.09 L -K 0.76 4420 T 0.72 0.04 K -J 0.64 3487 T 0.23 0.41 J -I 0.52 2079 T 0.13 0.39 I -D 0.23 0 T 0.00 0.23 ------------- Webs ------------- B -A 0.13 673 C B -A 0.13 673 C A -O 0.62 1561 T O -P 0.29 1469 C P -N 0.43 1081 T N -Q 0.20 1034 C Q -M 0.27 691 T M -R 0.14 713 C R -F 0.33 840 T F -E 0.08 443 C H -G 0.12 318 C H -S 0.19 496 T S -L 0.08 430 C L -T 0.16 417 T T -K 0.13 679 C K -U 0.28 706 T U -J 0.20 1028 C J -V 0.42 1065 T V -I 0.29 1458 C I -C 0.62 1553 T D -C 0.13 669 C D -C 0.13 669 C LL Defl -0.45" in H -S1 L/557 TL Defl -0.61" in H -S1 L/411 Shear // Grain in G -S 0.52 DL Defl -0.24" at S1 L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI A LOCK 5.Ox 6.0 Ctr-1.0 0.87 P LOCK 4.Ox 4.0 Ctr-0.5 0.97 Q LOCK 3.Ox 3.0 0.2 Ctr 0.95 R LOCK 4.Ox 4.0 Ctr-0.5 0.75 E LOCK 1.0x 4.0 Ctr-0.5 0.98 G LOCK 1.0x 4.0 Ctr-0.5 0.98 S LOCK 4.Ox 4.0 0.3-0.5 0.60 U LOCK 3.Ox 3.0-0.2 Ctr 0.97 V LOCK 4.Ox 4.0 Ctr-0.5 0.95 C LOCK 5.Ox 6.0 Ctr-1.0 0.87 0 LOCK 5.Ox 6.0 Ctr 1.0 0.87 N LOCK 4.Ox 4.0 Ctr 0.5 0.97 M LOCK 3.Ox 3.0-0.2 Ctr 0.95 F LOCK 4.Ox 4.0-0.5 0.5 0.67 H LOCK 4.Ox 4.0 0.5 0.5 0.60 K LOCK 3.Ox 3.0 0.2 Ctr 0.97 J LOCK 4.Ox 4.0 Ctr 0.5 0.95 I LOCK 5.Ox 6.0 Ctr 1.0 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 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Provide 2X6 continuous strongbacks (on edge) every 10.0 Ft. Fasten to each truss w/ 3-16d nails at truss member(s). This truss must be installed as shown. It cannot be installed upside-down. Max comp, force 4774 Lbs Quality Control Factor 1.25 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-SEARING BLOCK. 4. DESIGNER: LG Robbins Engineering. Inc./Online Plus- © 1996-2005 Version 18.0.014 Engineering - Portrait 2/28/2006 2:34:49 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering BEL1 TF FT4 3 M100 210908 10600 0 0 BELITF (Engle/Bellagio Elv.1/M#15237) HO 1-6-0 TC 11-8 2-0-0 8-8 5x6 4x4 3x3 4x4 lx4 lx4 3x3 3x4 3x3 3x4 4x4 A R S T G I U S2 V W X 1-6-0 B 2x3 W k, V H J N 5x6 4x4 3x3 4x4 3x3 3x3 Sl 20G-RHS-3x10 Common Diagonal: 1-3-0 HGR R:1246 BC. 9-10-0 21-9-8 -. EXCEPT AS SHOWN ALL PLATES ARE LOCK20 M L 3x3 4x4 11-11-8 HO 1-6-0 5x4 C E [F D K F lx4 5x6 lxx33 I ! W:700 R:1224 Scale: 0.288" = 1' Robbins Engineering, Inc./Online P1us- X -C 0.34 1063 C 0.01 0.33 G LOCK l.Ox 4.0 Ctr-0.5 0.98 --------Bottom Chords--------- I LOCK 1.0x 4.0 Ctr-0.5 0.98 Online Plus -- Version 18.0.014 B -Q 0.14 0 T 0.00 0.14 X LOCK 4.Ox 4.0 Ctr-0.5 0.98 RUN DATE: 28-FEB-06 Q -P 0.33 2117 T 0.08 0.25 C LOCK 5.Ox 4.0-0.8-1.0 0.93 P -0 0.43 3564 T 0.38 0.05 Q LOCK 5.Ox 6.0 Ctr 1.0 0.88 CSI -Size- ----Lumber---- 0 -H 0.68 4536 T 0.33 0.35 P LOCK 4.Ox 4.0 Ctr 0.5 0.98 TC 0.88 4x 2 SP-#1 H -J 0.74 4867 T 0.39 0.35 0 LOCK 3.Ox 3.0-0.2 Ctr 0.97 EX S2-C 4x 2 SP-#2 J -S1 0.74 4907 T 0.41 0.33 H LOCK 4.Ox 4.0-0.5 0.5 0.70 BC 0.74 4x 2 SP-SS S1-N 0.88 4907 T 0.80 0.08 M LOCK 3.Ox 3.0 0.5 Ctr 0.94 EX S1-D 4x 2 SP-#1 N -M 0.77 4472 T 0.73 0.04 L LOCK 4.Ox 4.0 Ctr 0.5 0.98 WB 0.63 4x 2 SP-#3 M -L 0.64 3503 T 0.23 0.41 K LOCK 5.Ox 6.0 Ctr 1.0 0.86 L -K 0.52 2059 T 0.13 0.39 D LOCK 1.0x 4.0 Ctr 0.5 0.98 Brace truss as follows: K -D 0.23 0 T 0.00 0.23 O.C. From To ------------- Webs ------------- TC Cont. 0- 0- 0 21- 9- 8 B -A 0.13 680 C REFER TO ROBBINS ENG. GENERAL BC Cont. 0- 0- 0 21- 9- 8 B -A 0.13 680 C NOTES AND SYMBOLS SHEET FOR A -Q 0.63 1580 T ADDITIONAL SPECIFICATIONS. Loading Live Dead (psf) Q -R 0.30 1487 C TC 40.0 10.0 R -P 0.44 1099 T NOTES: BC 0.0 5.0 P -S 0.21 1051 C Trusses Manufactured by: Total 40.0 15.0 55.0 S -0 0.28 707 T East Coast Lumber Spacing 24.0" 0 -T 0.14 734 C Analysis Conforms To: Lumber Duration Factor 1.00 T -H 0.34 872 T FBC2004 Plate Duration Factor 1.00 H -G 0.09 462 C Design checked for LL on BC TC Fb=1.15 Fc=1.10 Ft=1.10 J -I 0.10 279 C per BOCA (section 1606.2.3), BC Fb=1.10 Fc=1.10 Ft=1.10 J -U 0.18 467 T IBC/IRC-2003,and FBC 2004 U -N 0.08 438 C (section 1607.1), 20.0 psf. Plus 2 Unbalanced Load Cases N -V 0.16 417 T Design checked for 10 psf non - Plus 1 UBC LL Load Case(s) V -M 0.14 708 C concurrent LL on BC. Plus 1 BC LL Load Case(s) M -W 0.29 732 T Provide 2X6 continuous W -L 0.21 1055 C strongbacks (on edge) every Checked for NonConcurrent 200 L -X 0.43 1092 T 10.0 Ft. Fasten to each Lbs Moving Point Load applied X -K 0.29 1480 C truss w/ 3-16d nails at at Panel Points and Mid -panel K -C 0.61 1539 T truss member(s). on BC D -C 0.24 1217 C This truss must be installed as shown. It cannot be Jt React Uplft Size Req'd LL Defl -0.47" in J -S1 L/528 installed upside-down. Lbs Lbs-In-Sx In-Sx TL Defl -0.64" in J -S1 L/389 Max comp, force 4667 Lbs B 1246 0 3- 8 1- 0 Shear // Grain in I -U 0.46 Quality Control Factor 1.25 D 1224 0 7- 0 1- 0 DL Defl -0.25" at S1 L/996 FABRICATOR NOTES: Membr CSI P Lbs Axl-CSI-Bnd Plates for each ply each face. 1. EAST COAST LUMBER & SUPPLY ----------Top Chords---------- PLATING CONFORMS TO TPI. F.M. HILPERT, P.E.#50477 A -R 0.28 1117 C 0.01 0.27 REPORTS: SBCCI 9761 5285 ST. LUCIE BLVD. R -S 0.33 2857 C 0.06 0.27 ROBBINS ENGINEERING, INC. FORT PIERCE FL. 34946 S -T 0.49 4040 C 0.24 0.25 USING GROSS AREA TEST. 2. !!!CAUTION!!! READ "SCSI-B1 T -G 0.88 4867 C 0.11 0.77 Plate - LOCK 20 Ga, Gross Area SUMMARY SHEET" BEFORE G -I 0.88 4867 C 0.11 0.77 Plate - RHS 20 Ga, Gross Area HANDLING , INSTALLING & I -U 0.73 4867 C 0.11 0.62 Jt Type Plt Size X Y JSI BRACING TRUSSES. U -S2 0.55 4714 C 0.32 0.23 A LOCK 5.Ox 6.0 Ctr-1.0 0.88 3. SEE ATTACHED DETAIL SHEET S2-V 0.48 4714 C 0.24 0.24 R LOCK 4.Ox 4.0 Ctr-0.5 0.98 FOR: 1-JACK NAILS. V -W 0.48 3996 C 0.26 0.22 S LOCK 3.Ox 3.0 0.2 Ctr 0.97 2-TBRACE. 3-BEARING BLOCK. W -X 0.41 2794 C 0.08 0.33 T LOCK 4.Ox 4.0 Ctr-0.5 0.78 4. DESIGNER: LG Robbins Engineering, Inc./Online Plus" © 1996-2005 Version 18.0.014 Engineering - Portrait 2/28/2006 2:34:50 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering BEL1 TF FTS 1 M100 190708 10600 0 0 BELITF (Engle/Bellagio Elv.1/M#15237) HO 1-6-0 m x0 1-6-0 0 Tc 712712. 2-0-0 8-8 lx3 -- -- --- - -- --- - -- - - - 19- 9-- lx3 F 4x4 4x4 4x4 4x4 lx4 3x33x4 3x3 3x3 4x4 4x4 A S T H J U S2 V W X D -- B 1-6-0S2 f. C - _- E ----�- 2x3 R Q P I K- 0 Sl N M L. G lx4 5x4 4x4 4x4 2x3 3x3 3x3 3x6 3x3 4x4 4x4 Common Diagonal: 1-3-0 W:411 W i Ca R:1116 R:109696 Bc 7-9-0 11 11-8 ---- _ .... -. _ 19-7-8 ALL PLATES ARE LOCK20 Scale: 0.314" = 1' Robbins Engineering, Inc./Online P1us- X -D 0.33 941 C 0.00 0.33 D LOCK 4.Ox 4.0-0.8-0.5 0.97 --------Bottom Chords--------- R LOCK 5.Ox 4.0-0.5 1.0 0.92 Online Plus -- Version 18.0.014 C -R 0.14 7 C 0.00 0.14 Q LOCK 4.Ox 4.0 Ctr 0.5 0.82 RUN DATE: 28-FEB-06 R -Q 0.32 1862 T 0.08 0.24 P LOCK 4.Ox 4.0 Ctr 0.5 0.72 Q -P 0.38 3077 T 0.33 0.05 I LOCK 2.Ox 3.0-0.2 Ctr 0.70 CSI -Size- ----Lumber---- P -I 0.91 3774 T 0.32 0.59 M LOCK 4.Ox 4.0 Ctr 0.5 0.82 TC 0.90 4x 2 SP-#1 I -K 0.91 3774 T 0.32 0.59 L LOCK 4.Ox 4.0 0.8 0.5 0.99 EX S2-D 4x 2 SP-#2 K -0 0.79 3954 T 0.35 0.44 E LOCK 1.Ox 4.0 Ctr 0.5 0.98 BC 0.91 4x 2 SP-SS O -S1 0.45 3775 T 0.40 0.05 EX S1-E 4x 2 SP-#2 S1-N 0.83 3775 T 0.79 0.04 WB 0.55 4x 2 SP-#3 N -M 0.76 3034 T 0.26 0.50 REFER TO ROBBINS ENG. GENERAL M -L 0.63 1822 T 0.15 0.48 NOTES AND SYMBOLS SHEET FOR Brace truss as follows: L -E 0.29 6 C 0.00 0.29 ADDITIONAL SPECIFICATIONS. O.C. From To ------------- Webs ------------- TC Cont. 0- 0- 0 19- 7- 8 C -A 0.21 1107 C NOTES: BC Cont. 0- 0- 0 19- 7- 8 A -R 0.55 1393 T Trusses Manufactured by: R -S 0.27 1339 C East Coast Lumber Loading Live Dead (psf) S -Q 0.36 920 T Analysis Conforms To: TC 40.0 10.0 Q -T 0.17 879 C FBC2004 BC 0.0 5.0 T -P 0.29 741 T Provide connection to bearing Total 40.0 15.0 55.0 P -H 0.22 1114 C for 1 Lbs Horiz Reaction Spacing 24.0" I -H 0.21 538 T Design checked for LL on BC Lumber Duration Factor 1.00 K -J 0.12 312 T per BOCA (section 1606.2.3), Plate Duration Factor 1.00 K -U 0.11 580 C IBC/IRC-2003,and FBC 2004 TC Fb=1.15 Fc=1.10 Ft=1.10 U -0 0.06 265 C (section 1607.1), 20.0 psf. BC Fb=1.10 Fc=1.10 Ft=1.10 0 -V 0.11 289 T Design checked for 10 psf non- V -N 0.10 543 C concurrent LL on BC. Plus 2 Unbalanced Load Cases N -W 0.22 557 T Provide 2X6 continuous Plus 2 Drag Load Case(s) W -M 0.17 881 C strongbacks (on edge) every Plus 1 UBC LL Load Case(s) M -X 0.36 921 T 10.0 Ft. Fasten to each Plus 1 BC LL Load Case(s) X -L 0.26 1308 C truss w/ 3-16d nails at L -D 0.54 1363 T truss member(s). Checked for NonConcurrent 200 E -D 0.21 1089 C This truss must be installed Lbs Moving Point Load applied as shown. It cannot be at Panel Points and Mid -panel LL Defl -0.39" in K -O L/572 installed upside-down. on BC TL Defl -0.53" in K -0 L/421 Designed for shear loads (plf) Shear // Grain in J -U 0.52 TC 10.0 BC 10.0 Jt React Uplft Size Req'd DL Defl -0.20" at K L/999 Max comp. force 3909 Lbs Lbs Lbs In-Sx In-Sx Quality Control Factor 1.25 C 1117 0 4-11 1- 0 Plates for each ply each face. E 1096 0 7- 0 1- 0 PLATING CONFORMS TO TPI. FABRICATOR NOTES: REPORTS: SBCCI 9761 1. EAST COAST LUMBER & SUPPLY Membr CSI P Lbs Axl-CSI-Bnd ROBBINS ENGINEERING, INC. F.M. HILPERT, P.E.#50477 ----------Top Chords---------- USING GROSS AREA TEST. 5285 ST. LUCIE BLVD. A -S 0.31 961 C 0.00 0.31 Plate - LOCK 20 Ga, Gross Area FORT PIERCE FL. 34946 S -T 0.36 2481 C 0.05 0.31 Plate - RHS 20 Ga, Gross Area 2. !!!CAUTION!!! READ "SCSI-B1 T -H 0.88 3347 C 0.05 0.83 Jt Type Plt Size X Y JSI SUMMARY SHEET" BEFORE H -J 0.90 3774 C 0.07 0.83 A LOCK 4.Ox 4.0 0.8-0.5 0.99 HANDLING , INSTALLING & J -U 0.79 3774 C 0.07 0.72 S LOCK 4.Ox 4.0 Ctr-0.5 0.82 BRACING TRUSSES. U -S2 0.29 3909 C 0.12 0.17 T LOCK 4.Ox 4.0-0.1-0.5 0.73 3. SEE ATTACHED DETAIL SHEET S2-V 0.47 3909 C 0.25 0.22 H LOCK 4.Ox 4.0-0.5-0.5 0.60 FOR: 1-JACK NAILS. V -W 0.39 3409 C 0.18 0.21 J LOCK 1.Ox 4.0 Ctr-0.5 0.98 2-TBRACE. 3-BEARING BLOCK. W -X 0.39 2441 C 0.06 0.33 X LOCK 4.Ox 4.0 Ctr-0.5 0.82 4. DESIGNER: LG Robbins Engineering, Inc./Online Plus- 0 1996-2005 Version 18.0.014 Engineering - Portrait 2/28/2006 234.51 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering BELITF FT6 1 M100 170708 10600 0 0 BELITF (Engle/Bellagio Elv.1/M#15237) HO 1-6-0 0 HO 1-6-0 0 Te: - 1-1-0, 1-1-8_ 1-0-8 _ 1-0-8 _ 2-0-0____, 8_81 - - - - ---- --- - --- ------ ---- 17- 9 - 0 --- lx3 lx3 4x4 4x4 3x3 2x3 3x3 3x3 3x43x3 3x4 4x4 A R B H J S T S2 U v D F ., /Y 1-6-0 2x3 Q P I K, Sl O N M L G 1x4 4x4 4x4 2x3 3x3 3x6 3x3 3x3 3x3 4x4 lx3 Common Diagonal: 1-3-0 W:411 W:700 R:1012 R: 980 ------ .... - ----- ------- 17-7-8 ------ ^-.. ALL PLATES ARE LOCK20 Scale: 0.347" = 1' Online Plus -- Version 18.0.014 RUN DATE: 28-FEB-06 CSI -Size- ----Lumber---- TC 0.98 4x 2 SP-#1 EX S2-D 4x 2 SP-#2 BC 0.97 4x 2 SP-SS EX Sl-E 4x 2 SP-#1 WB 0.48 4x 2 SP-#3 Brace truss as follows: O.C. From To TIC Cont. 0- 0- 0 17- 7- 8 BC Cont. 0- 0- 0 17- 7- 8 Loading Live Dead (psf) TIC 40.0 10.0 BC 0.0 5.0 Total 40.0 15.0 55.0 Spacing 24.0" Lumber Duration Factor 1.00 Plate Duration Factor 1.00 TIC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 2 Unbalanced Load Cases Plus 2 Drag 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- U -V 0.38 2122 C 0.04 0.34 V -D 0.34 831 C 0.00 0.34 --------Bottom Chords --------- C -Q 0.12 6 C 0.00 0.12 Q -P 0.24 1457 T 0.15 0.09 P -I 0.97 2768 T 0.25 0.72 I -K 0.97 2768 T 0.25 0.72 K -S1 0.86 3089 T 0.29 0.57 S1-O 0.82 3089 T 0.50 0.32 O -N 0.66 3143 T 0.51 0.15 N -M 0.59 2608 T 0.18 0.41 M -L 0.50 1607 T 0.11 0.39 L -E 0.23 6 C 0.00 0.23 ------------- Webs ------------- C -A 0.20 1012 C A -Q 0.47 1175 T Q -R 0.22 1111 C R -P 0.36 906 T P -H 0.24 1242 C i -H 0.20 523 T K -J 0.16 418 T K -S 0.15 782 C S -0 0.09 240 T 0 -T 0.07 180 T T -N 0.08 396 C N -U 0.15 398 T U -M 0.14 722 C M -V 0.30 765 T V -L 0.23 1153 C L -D 0.48 1204 T E -D 0.19 974 C LL Defl -0.39" in K -S1 L/514 TL Defl -0.52" in K -S1 L/382 Shear // Grain in J -S 0.64 DL Defl-0.211, at Sl L/974 Jt React Uplft Size Req'd Plates for each ply each face. Lbs Lbs In-Sx In-Sx PLATING CONFORMS TO TPI. C 1012 0 4-11 1- 0 REPORTS: SBCCI 9761 E 981 0 7- 0 1- 0 ROBBINS ENGINEERING, INC. USING GROSS AREA TEST. Membr CSI P Lbs Axl-CSI-Bnd Plate - LOCK 20 Ga, Gross Area ----------Top Chords---------- Plate - RHS 20 Ga, Gross Area A -R 0.24 752 C 0.00 0.24 Jt Type Plt Size X Y JSI R -H 0.92 2003 C 0.01 0.91 A LOCK 4.Ox 4.0 0.5-0.5 0.91 H -J 0.98 2768 C 0.04 0.94 R LOCK 4.Ox 4.0 Ctr-0.5 0.80 J -S 0.98 2768 C 0.04 0.94 J LOCK 2.Ox 3.0 0.2 Ctr 0.60 S -T 0.28 3181 C 0.08 0.20 D LOCK 4.Ox 4.0-0.5-0.5 0.91 T -S2 0.26 2877 C 0.10 0.16 Q LOCK 4.Ox 4.0-0.2 0.5 0.96 S2-U 0.31 2877 C 0.09 0.22 P LOCK 4.Ox 4.0 Ctr 0.5 0.80 Robbins Engineering, Inc./Online Plus- © 1995-2005 Version 18.0.014 Engineering - Portrait 2/28/2006 2:34:51 PM Page 1 I LOCK 2.Ox 3.0-0.2 Ctr 0.68 M LOCK 3.Ox 3.0 0.5 Ctr 0.98 L LOCK 4.Ox 4.0 0.2 0.5 0.98 E LOCK 1.Ox 4.0 Ctr 0.5 0.98 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Provide connection to bearing for 1 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. Provide 2X6 continuous strongbacks (on edge) every 10.0 Ft. Fasten to each truss w/ 3-16d nails at truss member(s). This truss must be installed as shown. It cannot be installed upside-down. Designed for shear loads (plf) TIC 10.0 BC 10.0 Max comp. force 3181 Lbs Quality Control Factor 1.25 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: LG Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering BELLTF FT7 1 M100 150808 10600 0 0 BELLTF (Engle/Bellagio Elv.1/M#15237) 1-6-0 HO 1-6-0 ao 0 T&:.: 9-0 1-7-8 C 2x3 HO 1-6-0 15-10- 0 lx3 3x4 lx3 4x4 3x4 2x3 3x3 3x3 S2 3x3 3x3 4x4 A H J Q R S T n F r i { 4x4 2x3 W:300 R: 913 K O S1 N M 3x3 3x3 3x4 3x3 3x3 Common Diagonal: 1-3-0 11-11-a ALL PLATES ARE LOCK20 L 4x4 E G lx4 lx3 W:700 R: 869 Scale: 0.390" = 1' Robbins Engineering, Inc./Online Plus"' S2-S 0.28 2360 C 0.05 0.23 I LOCK 2.Ox 3.0-0.2 Ctr 0.67 S -T 0.37 1812 C 0.03 0.34 L LOCK 4.Ox 4.0 Ctr 0.5 0.94 Online Plus -- Version 18.0.014 T -D 0.34 724 C 0.00 0.34 E LOCK 1.Ox 4.0 Ctr 0.5 0.90 RUN DATE: 28-FEB-06--------Bottom Chords --------- C -P 0.24 0 T 0.00 0.24 CSI -Size- ----Lumber---- P -I 0.98 1787 T 0.17 0.81 REFER TO ROBBINS ENG. GENERAL TC 0.61 4x 2 SP-SS I -K 0.98 1787 T 0.17 0.81 NOTES AND SYMBOLS SHEET FOR EX S2-D 4x 2 SP-#2 K -0 0.93 2277 T 0.23 0.70 ADDITIONAL SPECIFICATIONS. BC 0.98 4x 2 SP-SS 0 -S1 0.41 2528 T 0.27 0.14 EX S1-E 4x 2 SP-#2 S1-N 0.64 2528 T 0.24 0.40 NOTES: WB 0.42 4x 2 SP-#3 N -M 0.71 2196 T 0.21 0.50 Trusses Manufactured by: M -L 0.60 1398 T 0.12 0.48 East Coast Lumber Brace truss as follows: L -E 0.31 0 T 0.00 0.31 Analysis Conforms To: O.C. From To -------------Webs------------- FBC2004 TC Cont. 0- 0- 0 15- 8- 8 C -A 0.16 811 C Design checked for LL on BC BC Cont. 0- 0- 0 15- 8- 8 A -P 0.36 915 T per BOCA (section 1606.2.3), P -H 0.34 1707 C IBC/IRC-2003,and FBC 2004 Loading Live Dead (psf) I -H 0.20 515 T (section 1607.1), 20.0 psf. TC 40.0 10.0 K -J 0.20 511 T Design checked for 10 psf non - BC 0.0 5.0 K -Q 0.19 988 C concurrent LL on BC. Total 40.0 15.0 55.0 Q -0 0.13 347 T Provide 2X6 continuous Spacing 24.0" 0 -R 0.04 122 C strongbacks (on edge) every Lumber Duration Factor 1.00 R -N 0.05 250 C 10.0 Ft. Fasten to each Plate Duration Factor 1.00 N -S 0.09 243 T truss w/ 3-16d nails at TC Fb=1.15 Fc=1.10 Ft=1.10 S -M 0.11 570 C truss member(s). BC Fb=1.10 Fc=1.10 Ft=1.10 M -T 0.24 615 T This truss must be installed T -L 0.20 1002 C as shown. It cannot be Plus 2 Unbalanced Load Cases L -D 0.42 1049 T installed upside-down. Plus 1 UBC LL Load Case(s) E -D 0.17 862 C Max comp. force 2478 Lbs Plus 1 BC LL Load Case(s) Quality Control Factor 1.25 LL Defl -0.42" in K -0 L/426 Checked for NonConcurrent 200 TL Defl -0.56" in K -0 L/318 FABRICATOR NOTES: Lbs Moving Point Load applied Shear // Grain in J -Q 0.73 1. EAST COAST LUMBER & SUPPLY at Panel Points and Mid -panel DL Defl -0.20" at K L/879 F.M. HILPERT, P.E.#50477 on BC 5285 ST. LUCIE BLVD. Plates for each ply each face. FORT PIERCE FL. 34946 it React Uplft Size Req'd PLATING CONFORMS TO TPI. 2. !!!CAUTION!!! READ 11BCSI-B1 Lbs Lbs In-Sx In-Sx REPORTS: SBCCI 9761 SUMMARY SHEET" BEFORE C 913 0 3- 0 1- 0 ROBBINS ENGINEERING, INC. HANDLING , INSTALLING & E 869 0 7- .0 1- 0 USING GROSS AREA TEST. BRACING TRUSSES. Plate - LOCK 20 Gal, Gross Area 3. SEE ATTACHED DETAIL SHEET Membr CSI P Lbs Axl-CSI-Bnd Plate - RHS 20 Ga, Gross Area FOR: 1-JACK NAILS. ----------Top Chords---------- it Type Plt Size X Y JSI 2-TBRACE. 3-BEARING BLOCK. A -H 0.74 458 C 0.00 0.74 A LOCK 4.Ox 4.0 0.5-0.5 0.82 4. DESIGNER: LG H -J 0.81 1787 C 0.01 0.80 H LOCK 3.Ox 4.0-0.5 Ctr 0.90 J -Q 0.81 1787 C 0.01 0.80 J LOCK 2.Ox 3.0 0.2 Ctr 0.67 Q -R 0.19 2478 C 0.04 0.15 D LOCK 4.Ox 4.0-0.5-0.5 0.79 R -S2 0.15 2360 C 0.05 0.10 P LOCK 4.Ox 4.0 Ctr 0.5 0.85 Robbins Engineering, Inc./Online Plus- © 1996-2005 Version 18.0-014 Engineering - Portrait 2/28/2006 2:34:52 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering BELITF FT8 1 M100 120908 10600 0 0 BELITF (Engle/Bellagio Elv.1/M#15237) Ho 1-6-0 m HO 1-6-0 0 TC' 12-8-0 lx3 lx3 F lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 A Q R S T U V W X y D Bi 1-6-0 C v 2 x�� P O N M L - R J Z E H G lx4 1x4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 Common Diagonal: 1-2-8 i lx3 BC.:--------------------------------.._..._.------------------12-9-8--------------- ----------- ALL PLATES ARE LOCK20 Scale: 0.481" = 1' Online Plus -- Version 18.0.014 RUN DATE: 28-FEB-06 CSI -Size- ----Lumber---- TC 0.08 4x 2 SP-#2 BC 0.23 4x 2 SP-#2 WB 0.02 4x 2 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 12- 9- 8 BC Cont. 0- 0- 0 12- 9- 8 Loading Live Dead (psf) TC 40.0 10.0 BC 0.0 5.0 Total 40.0 15.0 55.0 Spacing 24.0" Lumber Duration Factor 1.00 Plate Duration Factor 1.00 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1,10 Plus 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- Y -D 0.05 11 C 0.00 0.05 --------Bottom Chords --------- C -P 0.18 0 T 0.00 0.18 P -0 0.23 0 T 0.00 0.23 O -N 0.23 0 T 0.00 0.23 N -M 0.23 0 T 0.00 0.23 M -L 0.23 0 T 0.00 0.23 L -K 0.23 0 T 0.00 0.23 K -J 0.23 0 T 0.00 0.23 J -I 0.23 0 T 0.00 0.23 I -H 0.22 0 T 0.00 0.22 H -E 0.15 0 T 0.00 0.15 ------------- Webs ------------- C -A 0.01 58 C 0.01 0.00 P -Q 0.02 143 C 0 -R 0.02 131 C N -S 0.02 133 C M -T 0.02 133 C L -U 0.02 133 C K -V 0.02 133 C J -W 0.02 132 C I -X 0.02 138 C H -Y 0.02 101 C E -D 0.00 17 C LL Defl 0.00" in C -P L/999 TL Defl 0.00" in C -P L/999 Shear // Grain in C -P 0.20 DL Defl 0.00" at L/999 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. Cont. Brg 0- 1- 8 to 12- 8- 0 USING GROSS AREA TEST. 1381 0 Hz = 0 Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Membr CSI P Lbs Axl-CSI-Bnd Jt Type Plt Size X Y JSI ----------Top Chords---------- A LOCK 1.Ox 4.0 Ctr-0.5 0.90 A -Q 0.08 11 C 0.00 0.08 Q LOCK I.Ox 4.0 Ctr-0.5 0.90 Q -R 0.08 11 C 0.00 0.08 R LOCK 1.0x 4.0 Ctr-0.5 0.90 R -S 0.07 11 C 0.00 0.07 S LOCK 1.Ox 4.0 Ctr-0.5 0.90 S -T 0.07 11 C 0.00 0.07 T LOCK 1.0x 4.0 Ctr-0.5 0.90 T -U 0.07 11 C 0.00 0.07 U LOCK 1.0x 4.0 Ctr-0.5 0.90 U -V 0.07 11 C 0.00 0.07 V LOCK 1.0x 4.0 Ctr-0.5 0.90 V -W 0.07 11 C 0.00 0.07 W LOCK 1.0x 4.0 Ctr-0.5 0.90 W -X 0.08 11 C 0.00 0.08 X LOCK 1.0x 4.0 Ctr-0.5 0.90 X -Y 0.08 11 C 0.00 0.08 Y LOCK 1.0x 4.0 Ctr-0.5 0.90 Robbins Engineering, Inc./Online PIUSTM © 1996-2005 Version 18.0.014 Engineering - Portrait 2/28/2006 2:34:53 PM Page 1 D LOCK 1.0x 4.0 Ctr-0.5 0.90 P LOCK 1.0x 4.0 Ctr 0.5 0.90 O LOCK 1.0x 4.0 Ctr 0.5 0.90 N LOCK 1.0x 4.0 Ctr 0.5 0.90 M LOCK 1.0x 4.0 Ctr 0.5 0.90 L LOCK 1.0x 4.0 Ctr 0.5 0.90 K LOCK 1.0x 4.0 Ctr 0.5 0.90 J LOCK 1.0x 4.0 Ctr 0.5 0.90 I LOCK 1.0x 4.0 Ctr 0.5 0.90 H LOCK 1.0x 4.0 Ctr 0.5 0.90 E LOCK 1.0x 4.0 Ctr 0.5 0.90 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. This truss must be installed as shown. It cannot be installed upside-down. Max comp. force 143 Lbs Quality Control Factor 1.25 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL, 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: LG Job Mark BELL TF FT9 BELITF (Engle/Bellagio Elv.1 HO 1-6-0 m 0 TC`'I 1-6-0 C 2x3 Quan Type Span P1-H1 Left OH Right OH I Engineering 7 M100 120908 10600 0 0 /M#15237) HO 1-6-0 lx3 ix3 4x4 3x3 3x3 3x3 3x3 4x4 A P H J Q DF 4x4 3x3 3x3 lx4 lx4 �Common Diagonal: 1-3-0 II W A00 R: 731 BC, 6-5-8 12-9-8 ALL PLATES ARE LOCK20 Online Plus -- Version 18.0.014 RUN DATE: 28-FEB-06 CSI -Size- ----Lumber---- TC 0.43 4x 2 SP-#2 BC 0.67 4x 2 SP-#2 WB 0.34 4x 2 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 12- 9- 8 BC Cont. 0- 0- 0 12- 9- 8 Loading Live Dead (psf) TC 40.0 10.0 BC 0.0 5.0 Total 40.0 15.0 55.0 Spacing 24.0" Lumber Duration Factor 1.00 Plate Duration Factor 1.00 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 2 Unbalanced Load Cases Plus 1 UBC LL Load Case(s) Plus 1 BC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx C 731 0 4- 0 1- 0 E 730 0 7- 0 1- 0 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -P 0.42 595 C 0.00 0.42 P -H 0.43 1418 C 0.01 0.42 H -J 0.34 1714 C 0.01 0.33 J -Q 0.43 1418 C 0.01 0.42 Q -D 0.42 595 C 0.00 0.42 --------Bottom Chords--------- RobbinsEngineering, Inc./Online Plus- C -0 0.26 0 T 0.00 0.26 0 -N 0.47 1143 T 0.11 0.36 N -I 0.67 1714 T 0.27 0.40 I -K 0.67 1714 T 0.27 0.40 K -M 0.67 1714 T 0.27 0.40 M -L 0.47 1143 T 0.11 0.36 L -E 0.28 0 T 0.00 0.28 ------------- Webs ------------- C -A 0.14 724 C A -0 0.34 862 T 0 -P 0.16 814 C P -N 0.16 419 T N -H 0.10 509 C I -H 0.07 176 T K -J 0.07 176 T J -M 0.10 509 C M -Q 0.16 419 T Q -L 0.16 814 C L -D 0.34 863 T E -D 0.14 724 C LL Defl -0.10" in N -I L/999 TL Defl -0.11" in K -M L/999 Shear // Grain in A -P 0.26 DL Defl -0.12" at K L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI A LOCK 4.Ox 4.0 0.5-0.5 0.65 D LOCK 4.Ox 4.0-0.5-0.5 0.65 0 LOCK 4.Ox 4.0 Ctr 0.5 0.77 I LOCK 1.0x 4.0 Ctr 0.5 0.90 K LOCK 1.0x 4.0 Ctr 0.5 0.90 L LOCK 4.Ox 4.0 Ctr 0.5 0.77 E LOCK 1.0x 4.0 Ctr 0.5 0.90 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. 3x3 - 6-4-0 4x44x4 lx3 I W:706 R: 729 Scale: 0.469" = 1' NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Provide 2X6 continuous strongbacks (on edge) every 10.0 Ft. Fasten to each truss w/ 3-16d nails at truss member(s). This truss must be installed as shown. It cannot be installed upside-down. Max comp. force 1714 Lbs Quality Control Factor 1.25 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: LG Robbins Engineering, Inc /Online Plus- © 1996-2005 Version 18.0.014 Engineering -Portrait 2/28/2006 2:34.54 PM Pagel Job Mark Quan Type Span P1-H1 Left OH Right OH Eirgineering BELLTF 1 1 M100 91011 10600 0 0 BELLTF (Engle/Bellagio Elv.1/M#15237) f � HO 1-6-0 m HO 1-6-0 0 TCH 1-1-8 2-0-0 1-1-11 - ---- - ---- - ------ -10- 0- 3-------- - - lx3 F 3x3 3x3 lx4 lx4 3x3 3x3 A N H J O D 1-6-0 C E ---- 2x3 M I K L G lx4 3x3 3x3 3x3 3x3 Common Diagonal: 1-3-0 I W:411 R: 572 _ W 7,*3 R : 57D- BC; 5-0-0 _ 9-10-11 9-10-11 ALL PLATES ARE LOCK20 Scale: 0.588" = 1' Robbins Engineering, Inc./Online Plus- ----------Top Chords---------- REFER TO ROBBINS ENG. GENERAL A -N 0.31 435 C 0.00 0.31 NOTES AND SYMBOLS SHEET FOR Online Plus -- Version 18.0.014 N -H 0.32 1017 C 0.00 0.32 ADDITIONAL SPECIFICATIONS. RUN DATE: 28-FEB-06 H -J 0.32 1017 C 0.00 0.32 J -0 0.32 1017 C 0.00 0.32 NOTES: CSI -Size- ----Lumber---- 0 -D 0.31 435 C 0.00 0.31 Trusses Manufactured by: TC 0.32 4x 2 SP-#2--------Bottom Chords--------- East Coast Lumber BC 0.53 4x 2 SP-#2 C -M 0.32 0 T 0.00 0.32 Analysis Conforms To: WB 0.25 4x 2 SP-#3 M -I 0.52 839 T 0.08 0.44 FBC2004 I -K 0.53 1017 T 0.11 0.42 Design checked for LL on BC Brace truss as follows: K -L 0.52 838 T 0.08 0.44 per BOCA (section 1606.2.3), O.C. From To L -E 0.33 0 T 0.00 0.33 IBC/IRC-2003,and FBC 2004 TC Cont. 0- 0- 0 9-10-11-------------Webs------------- (section 1607.1), 20.0 psf. BC Cont. 0- 0- 0 9-10-11 C -A 0.11 563 C Design checked for 10 psf non - A -M 0.25 630 T concurrent LL on BC. Loading Live Dead (psf) M -N 0.12 599 C This truss must be installed TC 40.0 10.0 N -I 0.16 404 T as shown. It cannot be BC 0.0 5.0 I -H 0.03 199 C installed upside-down. Total 40.0 15.0 55.0 K -J 0.03 197 C Max comp. force 1017 Lbs Spacing 24.0" K -0 0.16 402 T Quality Control Factor 1.25 Lumber Duration Factor 1.00 0 -L 0.12 598 C Plate Duration Factor 1.00 L -D 0.25 630 T FABRICATOR NOTES: TC Fb=1.15 Fc=1.10 Ft=1.10 E -D 0.11 563 C 1. EAST COAST LUMBER & SUPPLY BC Fb=1.10 Fc=1.10 Ft=1.10 F.M. HILPERT, P.E.#50477 LL Defl -0.04" in K -L L/999 5285 ST. LUCIE BLVD. Plus 2 Unbalanced Load Cases TL Defl -0.05" in K -L L/999 FORT PIERCE FL. 34946 Plus 1 U13C LL Load Case(s) Shear // Grain in A -N 0.24 2. !!!CAUTION!!! READ "BCSI-B1 Plus 1 BC LL Load Case(s) DL Defl 0.00" at L/999 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & Checked for NonConcurrent 200 Plates for each ply each face. BRACING TRUSSES. Lbs Moving Point Load applied PLATING CONFORMS TO TPI. 3. SEE ATTACHED DETAIL SHEET at Panel Points and Mid -panel REPORTS: SBCCI 9761 FOR: 1-JACK NAILS. on BC ROBBINS ENGINEERING, INC. 2-TBRACE. 3-BEARING BLOCK. USING GROSS AREA TEST. 4. DESIGNER: LG it React Uplft Size Req'd Plate - LOCK 20 Ga, Gross Area Lbs Lbs In-Sx In-Sx Plate - RHS 20 Ga, Gross Area C 572 0 4-11 1- 0 it Type Plt Size X Y JSI E 570 0 7- 0 1- 0 H LOCK 1.Ox 4.0 Ctr-0.5 0.90 J LOCK 1.0x 4.0 Ctr-0.5 0.90 Membr CST P Lbs Axl-CSI-Bnd E LOCK 1.0x 4.0 Ctr 0.5 0.90 Robbins Engineering, Inc./Online PlusT. o 1gg6-2005 version 18.0.014 Engineering - Portrait 2/28/2006 2:34:54 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering BELI TF FT11 2 M100 80100 10600 0 0 BELITF (Engle/Bellacgio Elv.1/M#15237) 1-6-0 HO 1-6-0 m C 2x3 M 1 3x3 3x3 Common Diagonal: 1-3-0 Robbins Engineering, Inc./Online Plus'" Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- OnlinePlus -- Version 18.0.014 A -N 0.34 344 C 0.00 0.34 RUN DATE: 28-FEB-06 N -H 0.34 647 C 0.00 0.34 H -J 0.46 647 C 0.00 0.46 CSI -Size- ----Lumber---- J -D 0.46 402 C 0.00 0.46 TC 0.46 4x 2 SP-#2 --------Bottom Chords --------- BC 0.62 4x 2 SP-#2 C -M 0.36 0 T 0.00 0.36 WB 0.23 4x 2 SP-#3 M -I 0.56 630 T 0.07 0.49 I -K 0.62 647 T 0.11 0.51 Brace truss as follows: K -L 0.62 647 T 0.11 0.51 O.C. From To L -E 0.29 0 T 0.00 0.29 TC Cont. 0- 0- 0 8- 1- 0 ------------- Webs ------------- BC Cont. 0- 0- 0 8- 1- 0 C -A 0.09 465 C A -M 0.20 499 T Loading Live Dead (psf) M -N 0.08 424 C TC 40.0 10.0 N -I 0.07 184 T BC 0.0 5.0 I -H 0.03 98 T Total 40.0 15.0 55.0 K -J 0.11 278 T Spacing 24.0" J -L 0.11 587 C Lumber Duration Factor 1.00 L -D 0.23 579 T Plate Duration Factor 1.00 E -D 0.09 469 C TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 LL Defl -0.06" in M -I L/999 TL Defl -0.08" in M -I L/999 Plus 2 Unbalanced Load Cases Shear // Grain in H -J 0.26 Plus 1 UBC LL Load Case(s) DL Defl 0.00" at L/999 Plus 1 BC LL Load Case(s) Plates for each ply each face. Checked for NonConcurrent 200 PLATING CONFORMS TO TPI. Lbs Moving Point Load applied REPORTS: SBCCI 9761 at Panel Points and Mid -panel ROBBINS ENGINEERING, INC. on BC USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Jt React Uplft Size Req'd Plate - RHS 20 Ga, Gross Area Lbs Lbs In-Sx In-Sx Jt Type Plt Size X Y JSI C 463 0 3- 8 1- 0 H LOCK 1.0x 4.0 Ctr-0.5 0.90 E 480 0 7- 0 1- 0 K LOCK 1.0x 4.0 Ctr 0.5 0.90 E LOCK 1.0x 4.0 Ctr 0.5 0.90 Robbins Engineering, Inc./Online Plus- 0 1996-2005 Version 18,0.014 Engineering - Portrait 2/28/2006 2:34:55 PM Page 1 - 8- 2- lx3 3x3 3x3 lx4 3x3 N HO 1-6-0 lx3 3x3 H J Ft _. I „ �^ ra A ry � ^mow K L lx4 3x3 E x4 lx3 i W:700 R: 479 Scale: 0.690" = 1' REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. This truss must be installed as shown. It cannot be installed upside-down. Max comp. force 647 Lbs Quality Control Factor 1.25 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: LG Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering BELITF FGIS 1*2P FBB 140112 10600 0 0 BELITF (Engle/Bellagio Elv.1/M#15237) HO 1-6-0 HO 1-6-0 TCI 14-1-12 #4x10 I #6x10 2x4 3x4 #3x12 A H L B MAW 1-6-0 D Egg C _-- - 2x4 J G R 2x4 6x6 3x12 4x4 i w:511 w:600 W:400 R:4075 R:6171 R:2259 BC: 6-7-8 7-6-4, ==--------___--------.... _. ...----------------...----- 14-1-12 ALL PLATES ARE LOCK20, # = PLATE SELECTED IN PLATE MONITOR Scale: 0.433" = 1' Online Plus -- Version 18.0.014 RUN DATE: 28-FEB-06 * 2-Ply Truss CSI -Size- ----Lumber---- TC 0.55 2x 6 SP-SS BC 0.95 2x 4 SP-#2 WB 0.14 2x 6 SP-#2 EX A -J 2x 4 SP-#2 EX I -G 2x 4 SP-#3 EX G -L 2x 4 SP-#3 EX K -L 2x 4 SP-#3 EX K -B 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 14- 1-12 BC Cont. 0- 0- 0 14- 1-12 Loading Live Dead (psf) TC 40.0 10.0 BC 0.0 5.0 Total 40.0 15.0 55.0 Spacing 24.0" Lumber Duration Factor 1.00 Plate Duration Factor 1.00 TC Fb=1.00 Fc=1.00 Ft=1.00 BC Fb=1.00 Fc=1.00 Ft=1.00 Load Case # 1 Standard Loading Lumber Duration Factor 1.00 Plate Duration Factor 1.00 plf - Live Dead From To TC V 80 20 0.0' 14.1' BC V 0 10 0.0' 14.1' TC V 400 150 0.0' 14.1' TC V 2210 829 2.2' CL-LB Plus 2 Unbalanced Load Cases Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Robbins Engineering, Inc./Online P1us- D 4075 0 5-11 2- 6 G 6172 0 6- 0 3- 7 C 2259 0 4- 0 1- 5 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -I 0.17 5384 C 0.02 0.15 I -H 0.55 583 T 0.01 0.54 H -L 0.55 583 T 0.01 0.54 L -B 0.30 2987 C 0.00 0.30 --------Bottom Chords --------- D -J 0.34 0 T 0.00 0.34 J -G 0.95 5384 T 0.62 0.33 G -K 0.62 2987 T 0.33 0.29 K -C 0.22 0 T 0.00 0.22 ------------- Webs ------------- D -A 0.14 3934 C A -J 0.71 6162 T J -I 0.12 3197 C I -G 0.60 5695 C G -H 0.13 3500 C G -L 0.38 3736 C K -L 0.09 1017 C K -B 0.62 3126 T C -B 0.08 2197 C LL Defl -0.04" in J -G L/999 TL Defl -0.05" in J -G L/999 Shear // Grain in I -H 0.98 DL Defl -0.12" at J L/566 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 6.0x10.0-0.4 0.1 0.85 I# LOCK 4.0x10.0-0.5 Ctr 0.58 L LOCK 3.Ox 4.0-0.5 Ctr 0.92 B# LOCK 3.Oxl2.0-0.5 Ctr 0.77 J LOCK 6.Ox 6.0-1.0 Ctr 0.97 G LOCK 3.Oxl2.0-0.5 Ctr 0.94 K LOCK 4.Ox 4.0 1.0 Ctr 0.91 # = Plate Monitor used Jt React Uplft Size Req'd REFER TO ROBBINS ENG. GENERAL Lbs Lbs In-Sx In-Sx NOTES AND SYMBOLS SHEET FOR Robbins Engineering, Inc./Online Plus" © 1996-2005 Version 18.0.014 Engineering - Portrait 2/28/2006 2.49i42 PM Page 1 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- lOd nails as each layer is applied.) ----Spacing (In) ---- Rows Nails Screws Bolts TC 2 8 21 0 BC 1 12 24 0 WB 1 4 4 Plus clusters of nails where shown. Design checked for LL on BC per BOCA (section 1606.2.3), IBC/ZRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Prevent truss rotation at all bearing locations. This truss must be installed as shown. It cannot be installed upside-down. NOTE: USER MODIFIED PLATES This design may have plates selected through a plate monitor. Unbalanced Loads Checked Load Factors = 1.00 and 0.00 Max comp. force 5695 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER b SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "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: LG Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering BELL TF FT19 7 M100 110800 10600 0 0 BELLTF (Engle/Bellagio Elv.1/M#15237) HO 1-6-0 Ho 1-6-0 m TC 8-8 2-0-0 ! 8-8 0 lx3 4x4 3x3 3x3 3x3 3x3 3x3 A N F H O C Li 1-6-0 B 2x3 M L G I K J 2x3 3x3 3x3 lx4 lx4 3x3 3x3 Common Diagonal: 1-3-0 HGR W:300 R: 678 R: 665 Sc 5-10-0 5-10-0 -- - _. - -- - 11-8-0 -- - ---= ALL PLATES ARE LOCK20 Scale: 0.513" = 1' f ua Robbins Engineering, Inc./Online P1us- B -M 0.25 0 T 0.00 0.25 M -L 0.54 1031 T 0.10 0.44 Online Plus -- Version 18.0.014 L -G 0.56 1406 T 0.22 0.34 RUN DATE: 28-FEB-06 G -I 0.58 1406 T 0.22 0.36 I -K 0.58 1406 T 0.22 0.36 CSI -Size- ----Lumber---- K -J 0.54 1013 T 0.10 0.44 TC 0.36 4x 2 SP-#2 J -E 0.28 0 T 0.00 0.28 BC 0.58 4x 2 SP-#2 ------------- Webs ------------- WB 0.31 4x 2 SP-#3 B -A 0.07 369 C B -A 0.07 369 C Brace truss as follows: A -M 0.31 779 T O.C. From To M -N 0.14 714 C TC Cont. 0- 0- 0 11- 8- 0 N -L 0.15 393 T BC Cont. 0- 0- 0 11- 8- 0 L -F 0.08 413 C G -F 0.07 187 T Loading Live Dead (psf) I -H 0.07 194 T TC 40.0 10.0 H -K 0.08 425 C BC 0.0 5.0 K -0 0.16 403 T Total 40.0 15.0 55.0 0 -J 0.14 719 C Spacing 24.0" J -C 0.30 766 T Lumber Duration Factor 1.00 E -C 0.13 659 C Plate Duration Factor 1.00 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 2 Unbalanced Load Cases Plus 1 UBC LL Load Case(s) Plus 1 BC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx B 678 0 3- 8 1- 0 E 666 0 3- 0 1- 0 LL Defl -0.07" in L -G L/999 TL Defl -0.08" in L -G L/999 Shear // Grain in L -G 0.29 DL Defl -0.12" at G L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area it Type Plt Size X Y JSI A LOCK 4.Ox 4.0-0.5-0.5 0.94 C LOCK 3.Ox 3.0-0.5 Ctr 0.98 M LOCK 3.Ox 3.0-0.5 Ctr 1.00 G LOCK 1.0x 4.0 Ctr 0.5 0.90 Membr CSI P Lbs Axl-CSI-Bnd I LOCK 1.0x 4.0 Ctr 0.5 0.90 ----------Top Chords---------- J LOCK 3.Ox 3.0 0.5 Ctr 0.98 A -N 0.35 551 C 0.00 0.35 N -F 0.36 1267 C 0.01 0.35 F -H 0.30 1406 C 0.01 0,29 REFER TO ROBBINS ENG. GENERAL H -0 0.35 1258 C 0.01 0.34 NOTES AND SYMBOLS SHEET FOR 0 -C 0.34 529 C 0.00 0.34 ADDITIONAL SPECIFICATIONS. --------Bottom Chords --------- NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Provide 2X6 continuous strongbacks (on edge) every 10.0 Ft. Fasten to each truss w/ 3-16d nails at truss member(s). This truss must be installed as shown. It cannot be installed upside-down. Max comp. force 1406 Lbs Quality Control Factor 1.25 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: LG Robbins Engineering, Inc./Online Plus- ©1996-2005 Version 18.0.014 Engineering -Portrait 2/28/2006 2:34:59 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH TEngineering BELL TF FT18 1 M100 110808 10600 0 0 BELITF (Engle/Bellagio Elv.1/M#15237) 1-6-0 HO 1-6-0 TC' -7 HO 1-6-0 m 0 lx3 lx3 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 A E P Q R S T U V W B G lx4 i € C ,. ., .. K J I H C lx3 1x4 lxx4�` lx4 lx4 lx4 lx4 lx4 lx4 2x3 Common Diagonal: 1-2-8 - i D � e s Online Plus -- Version 18.0.014 RUN DATE: 28-FEB-06 CSI -Size- ----Lumber---- TC 0.08 4x 2 SP-#2 BC 0.23 4x 2 SP-#2 WB 0.02 4x 2 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 11- 8- 8 BC Cont. 0- 0- 0 11- 8- 8 Loading Live Dead (psf) TC 40.0 10.0 BC 0.0 5.0 Total 40.0 15.0 55.0 Spacing 24.0" Lumber Duration Factor 1.00 Plate Duration Factor 1.00 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React,Uplft Size Req'd Lbs Lbs In-Sx In-Sx Cont. Brg 0- 0- 0 to 11- 8- 8 1263 0 Hz = 0 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -P 0.08 11 C 0.00 0.08 P -Q 0.08 11 C 0.00 0.08 Q -R 0.07 11 C 0.00 0.07 R -S 0.07 11 C 0.00 0.07 S -T 0.07 11 C 0.00 0.07 T -U 0.07 11 C 0.00 0.07 U -V 0.08 11 C 0.00 0.08 11-8-8 ALL PLATES ARE LOCK20 Scale: 0.522" = 1 Robbins Engineering, Inc./Online Plus- * -W 0.08 11 C 0.00 0.08 W -B 0.05 11 C 0.00 0.05 --------Bottom Chords --------- D -0 0.21 0 T 0.00 0.21 O -N 0.23 0 T 0.00 0.23 N -M 0.23 0 T 0.00 0.23 M -L 0.23 0 T 0.00 0.23 L -K 0.23 0 T 0.00 0.23 K -J 0.23 0 T 0.00 0.23 J -I 0.23 0 T 0.00 0.23 I -H 0.22 0 T 0.00 0.22 H -C 0.15 0 T 0.00 0.15 ------------- Webs ------------- D -A 0.01 58 C 0.01 0.00 0 -P 0.02 143 C N -Q 0.02 131 C M -R 0.02 133 C L -S 0.02 133 C K -T 0.02 133 C J -U 0.02 132 C I -V 0.02 137 C H -W 0.02 ill C C -B 0.00 30 C LL Defl 0.00" in C -C L/999 TL Defl 0.00" in C -C L/999 Shear // Grain in C -C 0.32 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Gat, Gross Area Jt Type Pit Size X Y JSI A LOCK 1.0x 4.0 Ctr-0.5 0.90 P LOCK 1.0x 4.0 Ctr-0.5 0.90 Q LOCK 1.0x 4.0 Ctr-0.5 0.90 R LOCK 1.Ox 4.0 Ctr-0.5 0.90 S LOCK 1.Ox 4.0 Ctr-0.5 0.90 T LOCK 1.Ox 4.0 Ctr-0.5 0.90 U LOCK 1.0x 4.0 Ctr-0.5 0.90 V LOCK 1.0x 4.0 Ctr-0.5 0.90 W LOCK 1.0x 4.0 Ctr-0.5 0.90 B LOCK 1.Ox 4.0 Ctr-0.5 0.90 D LOCK 1.0x 4.0 Ctr 0.5 0.90 0 LOCK 1.0x 4.0 Ctr 0.5 0.90 N LOCK 1.0x 4.0 Ctr 0.5 0.90 M LOCK 1.0x 4.0 Ctr 0.5 0.90 L LOCK 1.Ox 4.0 Ctr 0.5 0.90 K LOCK 1.0x 4.0 Ctr 0.5 0.90 J LOCK 1.0x 4.0 Ctr 0.5 0.90 I LOCK 1.0x 4.0 Ctr 0.5 0.90 H LOCK 1.Ox 4.0 Ctr 0.5 0.90 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. This truss must be installed as shown. It cannot be installed upside-down. Max comp. force 143 Lbs Quality Control Factor 1.25 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: LG Robbins Engineering, Inc./Online PlUSTM © 1996-2005 Version 18.0.014 Engineering - Portrait 2/2812006 2:34:58 PM Page 1 Job Mark Quan Type BELL TF FG17 1 *2 P FBB BELITF (Engle/Bellagio Elv.1/M#15237) Span P1-H1 Left OH Right OH Engineering 120100 10600 0 0 1-6-0 HO 1-6-0 TC' #7x8 A D 2x4 3x3 G 12-1-0 2x4 H HO 1-6-0 #7x8 B 1) F 7x6 I� E 7x12 12-1-0 - ALL PLATES ARE LOCK20, # = PLATE SELECTED IN PLATE MONITOR Online Plus -- Version 18.0.014 RUN DATE: 28-FEB-06 *************** * 2-Ply Truss *************** CSI -Size- ----Lumber---- TC 0.54 2x 4 SP-SS BC 0.97 2x 4 SP-#2 WB 0.30 2x 4 SP-#3 EX A -F 2x 4 SP-#2 EX E -H 2x 6 SP-#2 EX E -B 2x 4 SP-#2 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 12- 1- 0 BC Cont. 0- 0- 0 12- 1- 0 Loading Live Dead (psf) TC 40.0 10.0 BC 0.0 5.0 Total 40.0 15.0 55.0 Spacing 24.0" Lumber Duration Factor 1.00 Plate Duration Factor 1.00 TC Fb=1.00 Fc=1.00 Ft=1.00 BC Fb=1.00 Fc=1.00 Ft=1.00 Load Case # 1 Standard Loading Lumber Duration Factor 1.00 Plate Duration Factor 1.00 plf - Live Dead From To TC V 80 20 0.0' 12.1' BC V 0 10 0.0' 12.1' TC V 0 110 0.0' 12.1' TC V 195 73 0.0' 12.1' BC V 199 75 8.2' CL-LB Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Robbins Engineering, Inc./Online Plus- Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx D 3036 0 3- 8 1-13 C 3135 0 8- 0 1-14 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- * -G 0.52 6780 C 0.10 0.42 G -H 0.51 7066 C 0.10 0.41 H -B 0.54 7066 C 0.11 0.43 --------Bottom Chords --------- D -F 0.25 0 T 0.00 0.25 F -E 0.97 6780 T 0.78 0.19 E -C 0.23 0 T 0.00 0.23 ------------- Webs ------------- D -A 0.29 2984 C A -F 0.82 7120 T F -G 0.21 2161 C G -E 0.05 297 T E -H 0.07 2071 C E -B 0.85 7420 T C -B 0.30 3079 C LL Defl -0.12" in F -E L/999 TL Defl -0.22" in F -E L/615 Shear // Grain in A -G 0.86 DL Defl -0.12" at E L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Gar Gross Area Jt Type Plt Size X Y JSI A# LOCK 7.Ox 8.0 0.6 Ctr 0.83 G LOCK 3.Ox 3.0-0.5 Ctr 0.82 B# LOCK 7.Ox 8.0-0.5 Ctr 0.87 F LOCK 7.Ox 6.0-1.0 Ctr 0.91 E LOCK 7.Ox12.0 1.0 Ctr 0.90 # = Plate Monitor used REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. C 2x4 1 I W:800 R:3134 Scale: 0.500" = 1 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 TC 1 5 14 0 BC 1 12 24 0 WB 1 4 4 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Prevent truss rotation at all bearing locations. This truss must be installed as shown. It cannot be installed upside-down. NOTE: USER MODIFIED PLATES This design may have plates selected through a plate monitor. Unbalanced Loads Checked Load Factors = 1.00 and 0.00 Max comp. force 7066 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING ,.INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: LG Robbins Engineering, Inc.lOnline Plus`" © 1996-2005 Version 18.0.014 Engineering -Portrait 2/28/2006 2.50:05 PM Pagel Job BELI TF Mark FT23 Quan Type Span 1 M100 40505 P1-H1 10600 Left OH Right OH 0 0 Engineering BELITF (Engle/Bellagio Elv.1/M#15237) HO 1-6-0 HO 1-6-0 3x4 1x4 1x4 3x4 G H 1-6-0 B D 2x3 F E u�x3 3x3 Common Diagonal: 1-3-0 3x3 W:400 HGR R: 244 R: 270 7 ac:- -------------- BC' ---------------------------------- 4-5-5 -_-_-------- . ALL PLATES ARE LOCK20 Scale: 0.854" = 1' Robbins Engineering, Inc./Online Plus- ---------- Top Chords ---------- A -G 0.14 168 C 0.00 0.14 Online Plus -- Version 18.0.014 G -H 0.14 168 C 0.00 0.14 RUN DATE: 28-FEE-06 H -C 0.14 168 C 0.00 0.14 --------Bottom Chords--------- CSI -Size- ----Lumber---- B -F 0.27 0 T 0.00 0.27 TC 0.14 4x 2 SP-#2 F -E 0.31 168 T 0.03 0.28 BC 0.33 4x 2 SP-#2 E -D 0.33 0 T 0.00 0.33 WB 0.09 4x 2 SP-#3 ------------- Webs ------------- B -A 0.02 130 C Brace truss as follows: B -A 0.02 130 C O.C. From To A -F 0.09 237 T TC Cont. 0- 0- 0 4- 5- 5 F -G 0.03 153 C BC Cont. 0- 0- 0 4- 5- 5 E -H 0.03 153 C E -C 0.09 237 T Loading Live Dead (psf) TC 40.0 10.0 BC 0.0 5.0 Total 40.0 15.0 55.0 Spacing 24.0" Lumber Duration Factor 1.00 Plate Duration Factor 1.00 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 2 Unbalanced Load Cases Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx B 244 0 4- 0 1- 0 D 270 0 3- 6 1- 0 D -C 0.02 130 C D -C 0.02 130 C LL Defl -0.01" in B -F L/999 TL Defl -0.01" in B -F L/999 Shear // Grain in D -D 0.32 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSZ A LOCK 3.Ox 4.0-0.5 Ctr 0.90 G LOCK 1.0x 4.0 Ctr-0.5 0.90 H LOCK 1.Ox 4.0 Ctr-0.5 0.90 C LOCK 3.Ox 4.0 0.5 Ctr 0.90 ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. This truss must be installed as shown. It cannot be installed upside-down. Max comp. force 168 Lbs Quality Control Factor 1.25 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50977 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: LG REFER TO ROBBINS ENG. GENERAL Membr CSI P Lbs Axl-CSI-Bnd NOTES AND SYMBOLS SHEET FOR Robbins Engineering, Inc./Online Plus'" © 1996-2005 Version 16.0.014 Engineering -Portrait 2128l2006 2:34:59 PM Page 1 Job Mark BELL TF FG20 BELLTF (Engle/Bellagio Elv.1 Quan Type Span P1-H1 Left OH Right OH Engineering 1 FBB 100311 10600 0 0 /M#15237) 1-6-0 HO 1-6-0 4x8 A D 2x4 3x3 G 2x4 H HO 1-6-0 F E a� 4x8 4x12 W:403 R:1133 BCC -`=---- - ----....-- - - - -- - - -- 10-3-11 - ALL PLATES ARE LOCK20 Online Plus -- Version 18.0.014 RUN DATE: 28-FEB-06 CSI -Size- ----Lumber---- TC 0.63 2x 4 SP-#2 BC 0.78 2x 4 SP-#2 WB 0.91 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 10- 3-11 BC Cont. 0- 0- 0 10- 3-11 Loading Live Dead (psf) TC 40.0 10.0 BC 0.0 5.0 Total 40.0 15.0 55.0 Spacing 24.0" Lumber Duration Factor 1.00 Plate Duration Factor 1.00 TC Fb=1.00 Fc=1.00 Ft=1.00 BC Fb=1.00 Fc=1.00 Ft=1.00 Load Case # 1 Standard Loading Lumber Duration Factor 1.00 Plate Duration Factor 1.00 plf - Live Dead From To TC V 80 20 0.0' 10.3' BC V 0 10 0.0' 10.3' TC V 0 110 0.0' 10.3' 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- Lbs Lbs In-Sx In-Sx D 1134 0 4- 3 1- 5 C 1134 0 8- 0 1- 5 Membr CSI P Lbs Axl-CSI-End ----------Top Chords ---------- A -G 0.63 2144 C 0.06 0.57 G -H 0.52 2140 C 0.05 0.47 H -B 0.63 2140 C 0.06 0.57 --------Bottom Chords --------- * -F 0.39 0 T 0.00 0.39 F -E 0.76 2144 T 0.38 0.40 E -C 0.42 0 T 0.00 0.42 ------------- Webs ------------- D -A 0.21 1103 C A -F 0.91 2280 T F -G 0.14 753 C G -E 0.06 178 C E -H 0.14 753 C E -B 0.91 2276 T C -B 0.21 1103 C LL Defl -0.04" in F -E L/999 TL Defl -0.11" in F -E L/995 Shear // Grain in A -G 0.65 DL Defl -0.12" at E L/892 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 Ga, Gross Area Jt Type Plt Size X Y JSI A LOCK 4.Ox 8.0 1.5 Ctr 0.96 B LOCK 4.Ox 8.0-1.5 Ctr 0.96 F LOCK 4.Ox 8.0-1.0 Ctr 1.00 E LOCK 4.0x12.0 1.0 Ctr 0.98 4x8 B 2x4 I W:800 R:1133 Scale: 0.580" = 1 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. This truss must be installed as shown. It cannot be installed upside-down. Unbalanced Loads Checked Load Factors = 1.00 and 0.00 Max comp. force 2144 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: LG Jt React Uplft Size Req'd Robbins Engineering, Inc./Online PIUS- © 1996-2005 Version 18.0.014 Engineering - Portrait 2/28/2006 2:34:45 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering BELITF FT14 1 M100 130811 10600 0 0 BELITF (Engle/Bellagio Elv.1/M#15237) HO 1-6-0 00 0 1-6-0 C -- 2x3 lx3 4x4 3x3 A Q 13-10- 3x3 3x3 3x3 3x3 H J R S HO 1-6-0 lx3 4x4 DF ft" a i. P O 1 K N M 4x4 3x3 lx41 lx4 3x3 3x3 Common Diagonal: 1-3-0 i W:411 R: 789 BC: 5-10-11 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus- -------- Bottom Chords --------- C -P 0.20 0 T 0.00 0.20 Online Plus -- Version 18.0.014 P -0 0.45 1232 T 0.09 0.36 RUN DATE: 28-FEB-06 0 -I 0.83 1913 T 0.25 0.58 I -K 0.83 1913 T 0.25 0.58 CSI -Size- ----Lumber---- K -N 0.73 1913 T 0.25 0.48 TC 0.54 4x 2 SP-#2 N -M 0.44 1857 T 0.14 0.30 BC 0.83 4x 2 SP-#1 M -L 0.47 1224 T 0.09 0.38 WB 0.37 4x 2 SP-#3 L -E 0.23 0 T 0.00 0.23 ------------- Webs ------------- Brace truss as follows: C -A 0.15 783 C O.C. From To A -P 0.37 932 T TC Cont. 0- 0- 0 13- B-11 P -Q 0.17 875 C BC Cont. 0- 0- 0 13- B-11 Q -0 0.23 575 T 0 -H 0.13 682 C Loading Live Dead (psf) I -H 0.13 339 T TC 40.0 10.0 K -J 0.04 196 C BC 0.0 5.0 J -N 0.10 282 C Total 40.0 15.0 55.0 N -R 0.10 251 T Spacing 24.0" R -M 0.09 456 C Lumber Duration Factor 1.00 M -S 0.19 481 T Plate Duration Factor 1.00 S -L 0.17 873 C TC Fb=1.15 Fc=1.10 Ft=1.10 L -D 0.36 922 T BC Fb=1.10 Fc=1.10 Ft=1.10 E -D 0.15 769 C Plus 2 Unbalanced Load Cases Plus 1 UBC LL Load Case(s) Plus 1 BC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx C 789 0 4-11 1- 0 E 775 0 7- 0 1- 0 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -Q 0.32 643 C 0.00 0.32 Q -H 0.53 1610 C 0.01 0.52 H -J 0.54 1913 C 0.02 0.52 J -R 0.31 1913 C 0.03 0.28 R -S 0.37 1548 C 0.02 0.35 S -D 0.35 637 C 0.00 0.35 LL Defl -0.14" in K -N L/999 TL Defl -0.19" in K -N L/821 Shear // Grain in K -N 0.34 DL Defl -0.12" at K L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC.. USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Ga, Gross Area it Type Plt Size X Y JSI A LOCK 4.Ox 4.0 0.5-0.5 0.70 D LOCK 4.Ox 4.0-0.5-0.5 0.69 P LOCK 4.Ox 4.0 Ctr 0.5 0.83 I LOCK 1.0x 4.0 Ctr 0.5 0.90 K LOCK 1.Ox 4.0 Ctr 0.5 0.90 L LOCK 4.Ox 4.0 Ctr 0.5 0.82 E LOCK 1.Ox 4.0 Ctr 0.5 0.90 L 4x4 E G lx4 lx3 I j W:700 R: 774 Scale: 0.438" = 1 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL, SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Provide 2X6 continuous strongbacks (on edge) every 10.0 Ft. Fasten to each truss w/ 3-16d nails at truss member(s). This truss must be installed as shown. It cannot be installed upside-down. Max comp. force 1913 Lbs Quality Control Factor 1.25 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: LG Robbins Engineering. Inc./Online PIUST © 1996-2005 Version 18.0.014 Engineering - Portrait 2/28/2006 2:34:57 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH E,rgineering BELI TF FT13 4 M100 150908 10600 0 0 BELITF (Engle/Bellaaio Elv.1/M#15237) HO 1-6-0 ro 0 TC1_1 9-8 9-8 2-0-( lx3 15-11- 4x4 3x3 3x3 3x3 A R S H E C 2x3 Q P 4x4 3x3 i i i W:600 R: 896 BC: �7-11-8 3x3 3x4 3x3 J S1 T O 1 K N 3x3 ix4 lx4 3x3 Common Diagonal: 1-3-0 ------- ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus- U -D 0.36 751 C 0.00 0.36 --------Bottom Chords--------- OnlinePlus -- Version 18.0.014 C -Q 0.27 0 T 0.00 0.27 RUN DATE: 28-FEB-06 Q -P 0.60 1449 T 0.13 0.47 P -0 0.59 2287 T 0.21 0.38 CSI -Size- ----Lumber---- 0 -I 0.85 2590 T 0.40 0.45 TIC 0.44 4x 2 SP-#2 I -K 0.85 2590 T 0.40 0.45 BC 0.85 4x 2 SP-#2 K -N 0.85 2590 T 0.40 0.45 WB 0.43 4x 2 SP-#3 N -M 0.59 2287 T 0.21 0.38 M -L 0.60 1449 T 0.13 0.47 Brace truss as follows: L -E 0.28 0 T 0.00 0.28 O.C. From To ------------- Webs ------------- TC Cont. 0- 0- 0 15- 9- 8 C -A 0.17 888 C BC Cont. 0- 0- 0 15- 9- 8 A -Q 0.43 1088 T Q -R 0.20 1037 C Loading Live Dead (psf) R -P 0.25 637 T TC 40.0 10.0 P -S 0.12 605 C BC 0.0 5.0 S -0 0.16 403 T Total 40.0 15.0 55.0 0 -H 0.10 533 C Spacing 24.0" I -H 0.09 232 T Lumber Duration Factor 1.00 K -J 0.09 232 T Plate Duration Factor 1.00 J -N 0.10 533 C TIC Fb=1.15 Fc=1.10 Ft=1.10 N -T 0.16 403 T BC Fb=1.10 Fc=1.10 Ft=1.10 T -M 0.12 605 C M -U 0.25 637 T Plus 2 Unbalanced Load Cases U -L 0.20 1037 C Plus 1 UBC LL Load Case(s) L -D 0.43 1088 T Plus 1 BC LL Load Case(s) E -D 0.17 888 C Checked for NonConcurrent 200 LL Defl -0.14" in K -N L/999 Lbs Moving Point Load applied TL Defl -0.18" in K -N L/958 at Panel Points and Mid -panel Shear // Grain in 0 -I 0.27 on BC DL Defl -0.12" at K L/999 it React Uplft Size Req'd Plates for each ply each face. Lbs Lbs In-Sx In-Sx PLATING CONFORMS TO TPI. C 897 0 6- 0 1- 0 REPORTS: SBCCI 9761 E 895 0 7- 0 1- 0 ROBBINS ENGINEERING, INC. USING GROSS AREA TEST. Membr CSI P Lbs Axl-CSI-Bnd Plate - LOCK 20 Ga, Gross Area ----------Top Chords---------- Plate - RHS 20 Ga, Gross Area A -R 0.36 751 C 0.00 0.36 it Type Plt Size X Y JSI R -S 0.39 1878 C 0.03 0.36 A LOCK 4.Ox 4.0 0.5-0.5 0.82 S -H 0.42 2430 C 0.02 0.40 D LOCK 4.Ox 4.0-0.5-0.5 0.82 H -J 0.44 2590 C 0.04 0.40 Q LOCK 4.Ox 4.0 Ctr 0.5 0.97 J -Sl 0.42 2430 C 0.02 0.40 I LOCK 1.0x 4.0 Ctr 0.5 0.90 SI-T 0.25 2430 C 0.04 0.21 K LOCK 1.0x 4.0 Ctr 0.5 0.90 T -U 0.39 1878 C 0.03 0.36 L LOCK 4.Ox 4.0 Ctr 0.5 0.97 Robbins Engineering, Inc./Online PIUSTM Q 1996-2005 Version 18.0.014 Engineering -Portrait 2/28/2006 2:34.57 PM Pagel HO 1-6-0 3x3 U M L 3x3 4x4 4x4 D F E G IX W:700 R: OW Scale: 0.382" = 1 E LOCK 1.0x 4.0 Ctr 0.5 0.90 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Provide 2X6 continuous strongbacks (on edge) every 10.0 Ft. Fasten to each truss w/ 3-16d nails at truss member(s). This truss must be installed as shown. It cannot be installed upside-down. Max comp. force 2590.Lbs Quality Control Factor 1.25 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: LG Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering BEL1 TF 1 1 M100 150908 10600 0 0 BELITF (Engle/Bellagio Elv.1/M#15237) HO 1-6-0 Co HO 1-6-0 0 TC, 15-8-0 lx3 lx3 F lx4 lx4 lx4 lx4 lx4 3x4 1x4 1x4 lx4 lx4 lx4 lx4 lx4 lx4 A S T U V S1 W X Y Z AA BB CC D 1-6-0 2x3 R Q P O N M L S2 K J I H G lx4 1x4 1x4 lx4 1x4 lx4 lx4 lx43x4 lx4 lx4 lx4 1x4 lx3 Common Diagonal: 1-2-8 15-11- 0--- --- - ,_.. ----------------------- ._-.. 15-9-8 ALL PLATES ARE LOCK20 Scale: 0.393" = 1' Online Plus -- Version 18.0.014 RUN DATE: 28-FEB-06 CSI -Size- ----Lumber---- TC 0.08 4x 2 SP-#2 BC 0.23 4x 2 SP-#2 WB 0.02 4x 2 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 15- 9- 8 BC Cont. 0- 0- 0 15- 9- 8 Loading Live Dead (psf) TC 40.0 10.0 BC 0.0 5.0 Total 40.0 15.0 55.0 Spacing 24.0" Lumber Duration Factor 1.00 Plate Duration Factor 1.00 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 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- 1- 8 to 15- 8- 0 1711 0 Hz = 0 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -S 0.08 11 C 0.00 0.08 S -T 0.08 11 C 0.00 0.08 T -U 0.07 11 C 0.00 0.07 U -V 0.07 11 C 0.00 0.07 V -S1 0.07 11 C 0.00 0.07 S1-W 0.07 11 C 0.00 0.07 W -X 0.07 11 C 0.00 0.07 X -Y 0.07 11 C 0.00 0.07 Y -Z 0.07 11 C 0.00 0.07 Z -AA 0.07 11 C 0.00 0.07 AA -BB 0.08 11 C 0.00 0.08 BB -CC 0.08 11 C 0.00 0.08 CC-D 0.06 11 C 0.00 0.06 Robbins Engineering, Inc./Online Plus- --------Bottom Chords --------- C -R 0.18 0 T 0.00 0.18 R -Q 0.23 0 T 0.00 0.23 Q -P 0.23 0 T 0.00 0.23 P -0 0.23 0 T 0.00 0.23 O -N 0.23 0 T 0.00 0.23 N -M 0.23 0 T 0.00 0.23 M -L 0.22 0 T 0.00 0.22 L -S2 0.15 0 T 0.00 0.15 S2-K 0.14 0 T 0.00 0.14 K -J 0.22 0 T 0.00 0.22 J -I 0.23 0 T 0.00 0.23 I -H 0.23 0 T 0.00 0.23 H -E 0.13 0 T 0.00 0.13 ------------- webs ------------- C -A 0.01 58 C 0.01 0.00 R -S 0.02 143 C Q -T 0.02 131 C P -U 0.02 133 C O -V 0.02 133 C N -W 0.02 133 C M -X 0.02 133 C L -Y 0.02 133 C K -Z 0.02 133 C J -AA 0.02 132 C I -BB 0.02 137 C H -CC 0.02 115 C E -D 0.00 35 C LL Defl 0.00" in C -R L/999 TL Defl 0.00" in C -R L/999 Shear // Grain in C -R 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. 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 1.Ox 4.0 Ctr-0.5 0.90 S LOCK 1.Ox 4.0 Ctr-0.5 0.90 T LOCK 1.0x 4.0 Ctr-0.5 0.90 U LOCK 1.0x 4.0 Ctr-0.5 0.90 V LOCK 1.0x 4.0 Ctr-0.5 0.90 W LOCK 1.0x 4.0 Ctr-0.5 0.90 X LOCK 1.Ox 4.0 Ctr-0.5 0.90 Y LOCK 1.Ox 4.0 Ctr-0.5 0.90 Z LOCK 1.0x 4.0 Ctr-0.5 0.90 AA LOCK 1.0x 4.0 Ctr-0.5 0.90 BB LOCK 1.0x 4.0 Ctr-0.5 0.90 CC LOCK 1.0x 4.0 Ctr-0.5 0.90 D LOCK 1.0x 4.0 Ctr-0.5 0.90 R LOCK 1.0x 4.0 Ctr 0.5 0.90 Q LOCK 1.0x 4.0 Ctr 0.5 0.90 P LOCK 1.0x 4.0 Ctr 0.5 0.90 O LOCK 1.0x 4.0 Ctr 0.5 0.90 N LOCK 1.0x 4.0 Ctr 0.5 0.90 M LOCK 1.Ox 4.0 Ctr 0.5 0.90 L LOCK 1.Ox 4.0 Ctr 0.5 0.90 K LOCK 1.Ox 4.0 Ctr 0.5 0.90 J LOCK 1.Ox 4.0 Ctr 0.5 0.90 I LOCK 1.Ox 4.0 Ctr 0.5 0.90 H LOCK 1.Ox 4.0 Ctr 0.5 0.90 E LOCK 1.0x 4.0 Ctr 0.5 0.90 REFER TO ROBBINS EKG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. This truss must be installed as shown. It cannot be installed upside-down. Max comp. force 143 Lbs Quality Control Factor 1.25 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: LG Robbins Engineering, Inc./Online Plus'" 0 1996-2005 Version 18.0,014 Engineering - Portrait 2/28/2006 2:34:56 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH jEngineering BEL1 TR G35 1 1 HHIP 50000 6 0 0 BELITR (Engle/Bellagio Elv.1/M#15237) • . HO 4-3 HO 2-3-7 TC' 3-10-8 1-1-8 4x4 4x4 2-3-7 Z x 3x6 W:800 HGR R: 949 R: 950 U: 382 U: 414 5-0-0 ------. _. 5-0-0 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus - A 950 383 8- 0 1- 2 Hz = 87 Online Plus -- Version 18.0.014 D 950 414 3- 8 1- 2 RUN DATE: 28-FEB-06 Hz = 129 CSI -Size- ----Lumber---- TC 0.24 2x 4 SP-#2 BC 0.50 2x 6 SP-#2 WB 0.37 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 5- 0- 0 BC Cont. 0- 0- 0 5- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.00 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' 5.0' BC V 0 10 0.0' 5.0' BC V 150 150 0.0' 5.0' Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- * -B 0.24 507 C 0.00 0.24 B -C 0.06 468 C 0.00 0.06 --------Bottom Chords --------- A -E 0.50 468 T 0.06 0.44 E -D 0.24 95 T 0.00 0.24 ------ 7------ Webs ------------- E -B 0.02 82 T E -C 0.37 1172 T D -C 0.17 1066 C WindLd LL Defl -0.02" in A -E L/999 TL Defl -0.04" in A -E L/999 Shear // Grain in A -E 0.54 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area it Type Plt Size X Y JSI E LOCK 3.Ox 6.0 Ctr-0.7 0.92 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Checked for NonConcurrent 200 Lbs Moving Point Load applied NOTES: at Panel Points and Mid -panel Trusses Manufactured by: on BC East Coast Lumber Analysis Conforms To: it React Uplft Size Req'd FBC2004 Lbs Lbs In-Sx In-Sx Design checked for LL on BC Robbins Engineering. Inc./Online Plus- 0 1996-2005 Version 18.0.014 Engineering - Portrait 2/28/2006 4:14:06 PM Page 1 Scale: 0.658" = 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: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 1066 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING.& BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: LG Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering BELITR GE36 1 TR 170400 6 0 1- 2- 0 BELITR (Engle/Bellagio Elv.1/M#15237) HO '4-3 HO 4-3 TC --- -- 8-8-0 a--80 --- -- --------- axa B =F H K 6 F M 4-8-3 *2x4 I D 0 3x4 3x4 A c --- 4 3 E G I S1 J L N P 3x4 I BC 17 _ 4 _ O =:17-4-0 ALL PLATES ARE LOCK20 See Joint D For Typical Gable Plate Size and Placement Scale: 0.356" = 1' Online Plus -- Version 18.0.014 RUN DATE: 28-FEB-06 CSI -Size- ----Lumber---- TC 0.07 2x 4 SP-#2 BC 0.14 2x 4 SP-#2 GW 0.03 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 17- 4- 0 BC Cont. 0- 0- 0 17- 4- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx Cont. Brg 0- 0- 0 to 17- 4- 0 1483 618 Hz = 99 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -D 0.07 73 C 0.00 0.07 D -F 0.05 54 C 0.00 0.05 F -H 0.04 54 T 0.00 0.04 H -B 0.04 114 T 0.00 0.04 Robbins Engineering, Inc./Online P1us- B -K 0.04 114 T 0.00 0.04 K -M 0.04 54 T 0.00 0.04 M -0 0.05 54 C 0.00 0.05 O -C 0.07 73 C 0.00 0.07 --------Bottom Chords --------- * -E 0.14 10 C 0.00 0.14 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 0.14 10 C 0.00 0.14 ----------Gable Webs---------- - -D 0.03 165 C G -F 0.02 133 C I -H 0.03 145 C J -B 0.02 84 C L -K 0.03 145 C N -M 0.02 133 C P -O 0.03 165 C LL Defl 0.00" in N -P L/999 TL Defl 0.00" in N -P L/999 Shear // Grain in S1-J 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 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: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 165 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER.& SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: LG Robbins Engineering, Inc./Online PlusT © 1996-2005 Version 18.0.014 Engineering - Portrait 2/28/2006 4:14:06 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering BELI TR T37 1 2 TR 170400 6 0 1- 2- 0 BELITR (Engle/Bellagio Elv.1/M#15237) + HO Y4-3 HO 4-3 TC 1 8-8-0 8-8-0 1-2-0' -- _ _---__--- 4x4 _ --- B S' 8 61 I I 2x4 2x4 E F 4-8-3 3x4 4 3x4 A C s� ILI, 5x6 SPL HGR W:800 R: 693 R: 789 U: 290 U: 327 BC�i 17-4-0 17-4-0 ALL PLATES ARE LOCK20 Scale: 0.356" = 1' Online Plus -- Version 18.0.014 RUN DATE: 28-FEB-06 CSI -Size- ----Lumber---- TC 0.29 2x 4 SP-#2 BC 0.66 2x 4 SP-#2 WB 0.13 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 17- 4- 0 BC Cont. 0- 0- 0 17- 4- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Robbins Engineering, Inc./Online P1us- Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -E 0.29 1105 C 0.00 0.29 E -B 0.18 782 C 0.00 0.18 B -F 0.18 782 C 0.00 0.18 F -C 0.29 1105 C 0.00 0.29 --------Bottom Chords --------- * -D 0.66 994 T 0.11 0.55 D -C 0.66 994 T 0.11 0.55 ------------- Webs ------------- E -D 0.12 339 C D -B 0.13 439 T D -F 0.12 339 C LL Defl 0.12" in A -D L/999 TL Defl -0.13" in D -C L/999 Shear // Grain in A -D 0.19 DL Defl -0.12" at D L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST.. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI D LOCK 5.Ox 6.0 Ctr-0.5 0.54 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Lbs Lbs In-Sx In-Sx NOTES: A 693 291 3- 8 1- 0 Trusses Manufactured by: Hz = -98 East Coast Lumber C 789 327 8- 0 1- 0 Analysis Conforms To: Hz = 99 FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 1105 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: LG Robbins Engineering, Inc./Online Plus- 0 1996-2005 Version 18.0.014 Engineering - Portrait 2/28/2006 4:14.07 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering BEL1 TR H34 1 Sp 210400 6 1- 2- 0 1- 2- 0 BELITR (Engle/Bellagio Elv.1/M#15237) y HO •4-3 HO 4-3 TC!1-2-0' _ 5-0-0 _ _ 4-0-0 _ 3-8-0 8-8-0 1-2-0i. 4x4 --- D -- 6, 5x6 5x4 6 2x4 B C 2x4 H 4-8-3 6! N 3x10 4x4 A E K S1 F ®' 3x4 3x8 3x8 a � i W:800 W:800 R:1733 I R:1125 U: 723 --------------------------------------------- #5x6 U: 468 BC! I i --- 21-4-021-4-0 ----------- - ALL PLATES ARE LOCK20, # = PLATE SELECTED IN PLATE MONITOR Scale: 0.284" = 1' Online Plus -- Version 18.0.014 RUN DATE: 28-FEB-06 CSI -Size- ----Lumber---- TC 0.36 2x 4 SP-#2 BC 0.77 2x 4 SP-#2 WB 0.45 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 21- 4- 0 BC Cont. 0- 0- 0 21- 4- 0 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' 21.3' BC V 0 10 0.0' 21.3' BC V 480 480 4.0' 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 it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 1733 723 8- 0 2- 1 Hz = -98 E 1125 468 8- 0 1- 5 Robbins Engineering, Inc./Online Plus - Hz = 98 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -J 0.32 3087 C 0.08 0.24 J -B 0.19 3042 C 0.19 0.00 B -C 0.36 2582 C 0.05 0.31 C -D 0.33 1485 C 0.02 0.31 D -H 0.19 1509 C 0.01 0.18 H -E 0.29 1816 C 0.01 0.28 --------Bottom Chords --------- A -I 0.62 2739 T 0.50 0.12 I -K 0.64 2328 T 0.26 0.38 K -S1 0.57 2587 T 0.30 0.27 S1-F 0.67 2587 T 0.26 0.41 F -E 0.77 1624 T 0.18 0.59 ------------- Webs ------------- I -J 0.02 95 T I -B 0.35 1096 T B -K 0.12 375 T K -C 0.02 132 C C -F 0.45 1467 C F -D 0.32 1005 T F -H 0.11 307 C LL Defl 0.14" in F -E L/999 TL Defl -0.21" in I -K L/999 Shear // Grain in S1-F 0.42 DL Defl -0.16" at K L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area it Type Plt Size X Y JSI A LOCK 3.0x10.0 1.8 0.7 0.93 B LOCK 5.Ox 6.0 Ctr-0.5 0.88 E LOCK 4.Ox 4.0 Ctr 0.1 0.90 I# LOCK 5.Ox 6.0-0.5-0.4 0.80 # = Plate Monitor used REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. NOTE: USER MODIFIED PLATES This design may have plates selected through a plate monitor. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 3087 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: LG Robbins Engineering, Inc./Online Plus'" 0 1996-2005 Version 18.0.014 Engineering - Portrait 2/28/2006 4:14.05 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering BELI TR H18 1 SP 210400 6 1- 2- 0 1- 2- 0 BELITR (Engle/Bellagio Elv.1/M#15237) HO 4-3 HO 4-3 TCil-2-0: _ 7-0-0 4-0-0 1-8-0 ! 8-8-0 1-270'�. 6, _ _ 4x4 D - - 4x4 4x4 B C -- x. 6 _ 2x4 6: H W 4-8-3 1. 0 i 3x4 4x4 A E 429 G S1 F 3x4 3x6 3x6 w:800 W:800 R: 949 R: 949 U: 394 U: 394 -------- _-..----------------------_.._.------------------------------------------------------- j .-----------------------------.-.._- - 21-4-0 -------- ALL PLATES ARE LOCK20 Scale: 0.284" = 1' Online Plus -- Version 18.0.014 RUN DATE: 28-FEB-06 CSI -Size- ----Lumber---- TC 0.49 2x 4 SP-#2 BC 0.69 2x 4 SP-#2 WB 0.24 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 21- 4- 0 BC Cont. 0- 0- 0 21- 4- 0 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 U13C 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 949 394 8- 0 1- 2 Hz = -98 E 949 394 8- 0 1- 2 Hz = 98 Robbins Engineering, Inc./Online Plus- Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -B 0.49 1295 C 0.03 0.46 B -C 0.18 1157 C 0.00 0.18 C -D 0.12 1097 C 0.07 0.05 D -H 0.17 1119 C 0.00 0.17 H -E 0.27 1446 C 0.00 0.27 --------Bottom Chords --------- A -G 0.64 1157 T 0.12 0.52 G -S1 0.42 1255 T 0.12 0.30 Si-F 0.49 1255 T 0.14 0.35 F -E 0.69 1298 T 0.14 0.55 ------------- Webs ------------- G -B 0.08 254 T G -C 0.07 186 C C -F 0.15 600 C F -D 0.24 758 T F -H 0.12 339 C LL Defl 0.13" in F -E L/999 TL Defl -0.18" in F -E L/999 Shear // Grain in A -B 0.26 DL Defl -0.12" at F L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Gar Gross Area it Type Plt Size X Y JSI E LOCK 4.Ox 4.0 Ctr 0.1 0.72 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 1446 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: LG NOTES: Robbins Engineering, Inc./Online Plus" 0 1996-2005 Version 18.0,014 Engineering - Portrait 2/28/2006 4:13:59 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering BELITR HI 1 HIPP 210400 6 1- 2- 0 1- 2- 0 BELITR (Engle/Bellagio Elv.1/M#15237) HO 4-3 HO 4-3 TCi1-2-01 9-0-0 i 3-4-0 9-0-0 !1-2-0' 5x6 4x4 B C 6 2x4 2x4 G H 4-10-3 4x4 4X4 A D F S1 E 3x4 3x6 3x6 W:800 W:800 R: 949 R: 949 U: 394 - U: 394 Bc! ..-------------------------------------------- 21-4-0-------------------- -------=-� ALL PLATES ARE LOCK20 Scale: 0.283" = 1' Online Plus -- Version 18.0.014 RUN DATE: 28-FEB-06 CSI -Size- ----Lumber---- TC 0.29 2x 4 SP-#2 BC 0.72 2x 4 SP-#2 WB 0.14 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 21- 4- 0 BC Cont. 0- 0- 0 21- 4- 0 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 949 394 8- 0 1- 2 Hz = -103 D 949 394 8- 0 1- 2 Hz = 104 Robbins Engineering, Inc./Online P1us- Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -G 0.29 1429 C 0.00 0.29 G -B 0.19 1090 C 0.00 0.19 B -C 0.09 969 C 0.06 0.03 C -H 0.19 1089 C 0.00 0.19 H -D 0.28 1431 C 0.00 0.28 --------Bottom Chords --------- * -F 0.72 1284 T 0.13 0.59 F -S1 0.51 966 T 0.10 0.41 S1-E 0.51 966 T 0.09 0.42 E -D 0.72 1286 T 0.14 0.58 ------------- Webs ------------- G -F 0.14 352 C F -B 0.10 321 T B -E 0.04 127 T E -C 0.07 257 T E -H 0.14 355 C LL Defl 0.18" in E -D L/999 TL Defl -0.22" in A -F L/999 Shear // Grain in A -F 0.19 DL Defl -0.12" at F L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Gar Gross Area it Type Plt Size X Y JSI A LOCK 4.Ox 4.0 Ctr 0.1 0.71 B LOCK 5.Ox 6.0-0.5 Ctr 0.70 D LOCK 4.Ox 4.0 Ctr 0.1 0.71 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 1431 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: LG Robbins Engineering. Inc./Online Plus" ® 1996-2005 Version 18.0.014 Engineering -Portrait 2/28/2006 4:14:00 PM Pagel Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering BELI TR T20 8 TR 210400 6 1- 2- 0 1- 2- 0 BELITR (Engle/Bellagio Elv.1/M#15237) HO 4-3 HO 4-3 TCI1-2-0, 10-8-0 - 10-8-0 I1-2-0 _ _ -_-- 4 x 4 -- B na 6' 2x4 2x4 F G 5-8-3 4x4 4x4 A i C E 3x4 S1 D 3x4 3x4 W:800 W:800 R:1132 R:1132 U: 575 U: 575 BCi 21-4-0 21-4-0 ALL PLATES ARE LOCK20 Scale: 0.284" = 1' Online Plus -- Version 18.0.014 RUN DATE: 28-FEB-06 CSI -Size- ----Lumber---- TC 0.39 2x 4 SP-#2 BC 0.90 2x 4 SP-#2 WB 0.37 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 21- 4- 0 BC Cont. 0- 0- 0 21- 4- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.00 Fc=1.00 Ft=1.00 BC Fb=1.00 Fc=1.00 Ft=1.00 Load Case # 1 BOCA Loading Lumber Duration Factor 1.25 Plate Duration Factor 1.25 plf - Live Dead From To TC V 140 30 0.0' 21.3' BC V 0 10 0.0' 21.3' BC V 30 0 6.2' 15.2' BC V 40 0 9.5' 11.9' Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Robbins Engineering, Inc./Online Plus'" Hz = -122 C 1132 575 8- 0 1- 5 Hz = 123 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -F 0.31 1923 C 0.15 0.16 F -B 0.39 1780 C 0.04 0.35 B -G 0.39 1780 C 0.04 0.35 G -C 0.31 1923 C 0.15 0.16 --------Bottom Chords --------- * -E 0.89 1715 T 0.31 0.58 E -S1 0.90 1060 T 0.19 0.71 S1-D 0.77 1060 T 0.19 0.58 D -C 0.89 1715 T 0.31 0.58 ------------- Webs ------------- F -E 0.05 303 C E -B 0.37 794 T B -D 0.37 794 T D -G 0.05 303 C LL Defl -0.41" in E -S1 L/578 TL Defl -0.53" in E -S1 L/451 Shear // Grain in E -S1 0.29 DL Defl -0.12" at S1 L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area it Type Plt Size X Y JSI A LOCK 4.Ox 4.0 Ctr 0.1 0.96 C LOCK 4.Ox 4.0 Ctr 0.1 0.96 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 1923 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: LG it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 1132 575 8- 0 1- 5 NOTES: Trusses Manufactured by: East Coast Lumber Robbins Engineering, Inc./Online Plus- 0 1996-2005 Version 18.0.014 Engineering - Portrait 2/28/2006 4:14:00 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering BELI TR T22 2 TR 181008 6 1- 2- 0 0 BELITR (Engle/Bellagio Elv.1/M#15237) ` HO 14-3 HO 1-6-15 TC 1-2-0 10-8-0 8-2-8 4x4 B 6', 2x4 G 2x4 F 5-8-3 3x4 H 4x4\ V_/ n. A NITAI E S1 D 2x4 3x4 3x4 3x8 W:800 ,I W:308 R:1009 R: 960 U: 508 - - U: 522 -- -- -- -- --- -- --- - - --- - - -1 -- --- - ----- 0-8 18-10-8 ALL PLATES ARE LOCK20 Scale: 0.323" = 1' Robbins Engineering A 1009 508 Online Plus -- Version 18.0.014 I 961 523 RUN DATE: 28-FEB-06 CSI -Size- ----Lumber---- TC 0.36 2x 4 SP-#2 BC 0.81 2x 4 SP-#2 WB 0.37 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 18-10- BC Cont. 0- 0- 0 18-10- Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.00 Fc=1.00 Ft=1.00 BC Fb=1.00 Fc=1.00 Ft=1.00 Load Case # 1 BOCA Loading Lumber Duration Factor 1.25 Plate Duration Factor 1.25 plf - Live Dead From To TC V 40 30 0.0' 18.9' BC V 0 10 0.0' 18.9' BC V 30 0 6.2' 15.2' BC V 40 0 9.5' 11.8' 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 Inc./Online Plus- 8- 0 1- 3 Hz = -136 3- 8 1- 2 Hz = 137 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -F 0.30 1654 C 0.13 0.17 F -B 0.36 1511 C 0.03 0.33 B -G 0.23 1180 C 0.11 0.12 G -H 0.22 1163 C 0.01 0.21 --------Bottom Chords --------- A -E 0.81 1477 T 0.27 0.54 E -S1 0.81 824 T 0.15 0.66 S1-D 0.79 824 T 0.15 0.64 D -I 0.64 122 T 0.00 0.64 ------------- Webs ------------- F -E 0.05 309 C E -B 0.37 787 T B -D 0.20 345 T D -G 0.06 315 C D -H 0.36 1124 T I -H 0.16 1028 C WindLd LL Defl -0.36" in E -S1 L/592 TL Defl -0.45" in E -S1 L/473 Shear // Grain in S1-D 0.30. DL Defl-0.12". at S1 L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area it Type Plt Size X Y JSI A LOCK 4.0x 4.0 Ctr 0.1 0.82 H LOCK 3.Ox 4.0-0.5 Ctr 1.00 NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 1654 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: LG it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Robbins Engineering. Inc./Online PIUSTM ® 1996-2005 Version 18.0.014 Engineering - Portrait 228/2006 4:14:01 PM Page i Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering BELITR T23 4 TR 140908 6 0 1- 3- 0 BELITR (Engle/Bellagio Elv.1/M#15237) HO 1-6-15 HO 2-4-11 TCI 8-2-8 6-7-0 i 1-3-0 4x4 B 6 3x4 M 5-8-3 3x4 J 2x4 H I _ ; K - 3x4 2x4 SPLL #5xl2 HGR W:700 R: 671 R: 793 U: 351 U: 425 BC! 14-9-8 ------ 14-9-8 --------------- - - '' _ ALL PLATES ARE LOCK20, # = PLATE SELECTED IN PLATE MONITOR Robbins Engineering, Inc./Online Plus- 1 672 351 3- 8 1- 0 Hz = -176 Online Plus -- Version 18.0.014 K 794 425 7- 0 1- 0 RUN DATE: 28-FEB-06 Hz = 144 CSI -Size- ----Lumber---- TC 0.62 2x 4 SP-#2 BC 0.81 2x 4 SP42 WB 0.30 2x 4 SP-#3 Brace truss as follows: O.C. From To TIC Cont. 0- 0- 0 14- 9- 8 BC Cont. 0- 0- 0 14- 9- 8 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 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 TIC V 40 30 0.0' 14.8' BC V 0 10 0.0' 14.8' BC V 20 0 3.7' 12.7' Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- * -M 0.21 76 T 0.00 0.21 M -B 0.31 584 C 0.00 0.31 B -J 0.62 582 C 0.00 0.62 --------Bottom Chords --------- I -L 0.81 593 T 0.05 0.76 L -K 0.57 118 T 0.00 0.57 ------------- Webs ------------- I -H 0.02 129 C WindLd I -M 0.30 772 C M -L 0.03 113 T L -B 0.07 261 T L -J 0.17 558 T K -J 0.11 651 C WindLd LL Defl -0.17" in I -L L/999 TL Defl -0.23" in I -L L/728 Shear // Grain in B -J 0.28 DL Defl -0.12" at L 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 Gat, Gross Area Jt Type Plt Size X Y JSI L# LOCK 5.Oxl2.0 2.6-1.0 0.43 # = Plate Monitor used REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx NOTES: Robbins Engineering, Inc./Online PIUST ® 1996-2005 Version 18.0.014 Engineering - Portrait 2/28/2006 4:14:02 PM Page 1 Scale: 0.352" = 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. NOTE: USER MODIFIED PLATES This design may have plates selected through a plate monitor. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TIC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 772 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: LG Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering BELI TR GE24 1 SP 40800 6 1- 2- 0 0 BELITR (Engle/Bellagio Elv.1/M#15237) HO 4-3 HO 2-8-3 TC� 1-2-0 4-8-0 2x4 B 6, *2x4 D 2-8-3 2x4 A C -.-_ E x 4 .4-8-0._. � _. - --- --- 4-8-0----------- ALL PLATES ARE LOCR20 See Joint D For Typical Gable Plate Size and Placement Scale: 0.635" = 1' Online Plus -- Version 18.0.014 RUN DATE: 28-FEB-06 CSI -Size- ----Lumber---- TC 0.08 2x 4 SP-#2 BC 0.15 2x 4 SP42 WB 0.03 2x 4 SP-#3 GW 0.03 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 4- 8- 0 BC Cont. 0- 0- 0 4- 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'" Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -D 0.08 91 C 0.00 0.08 D -B 0.06 53 C 0.00 0.06 --------Bottom Chords --------- A -E 0.15 13 C 0.00 0.15 E -C 0.11 0 T 0.00 0.11 ------------- Webs ------------- C -B 0.03 52 C WindLd ----------Gable Webs---------- E-D 0.03 176 C LL Defl 0.00" in E -C L/999 TL Defl 0.00" in A -E L/999 Shear // Grain in E -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 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Cases) REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR Checked for NonConcurrent 200 ADDITIONAL SPECIFICATIONS. Lbs Moving Point Load applied at Panel Points and Mid -panel NOTES: on BC Trusses Manufactured by: East Coast Lumber Jt React Uplft Size Req'd Analysis Conforms To: Lbs Lbs In-Sx In-Sx FBC2004 Cont. Brg 0- 0- 0 to 4- 8- 0 OH Loading 483 193 Hz = 142 Soffit psf 2.0 Robbins Engineering, Inc/Online Plus- © 1996-2005 Version 18.0.014 Engineering - Portrait 2/28/2006 4:14:02 PM Page 1 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Refer to Gen Det 3 series for web bracing and plating. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 176 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: LG Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering BELI TR H13 j 1 HIPP 240400 6 1- 2- 0 1- 2- 0 BELITR (Engle/Bellagio Elv.1/M#15237) HO 4-3 0 0 HO 4-3 0 0 N O TC '� 7-0-0 10-4-0 7-0-0 N O 2x4 K 4x8 4x8 B C 6! I 2x4 2x4 J L 3-10-3 5x4 5x4 3x6 3x6 A D --- L WWI F S2 H Sl E 3x4 4x8 3x8 4x8 13x4 w:400 W:400 R:2144 R:2144 U: 897 U: 897 __. 24-4_0 24-4-0 ALL PLATES ARE LOCK20 Scale: 0.252" = 1' Online Plus -- Version 18.0.014 RUN DATE: 28-FEB-06 CSI -Size- ----Lumber---- TC 0.56 2x 4 SP-#2 EX B -C 2x 4 SP-SS BC 0.84 2x 4 SP-#2 WB 0.29 2x 4 SP-#3 PB --- 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 24- 4- 0 BC Cont. 0- 0- 0 24- 4- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.00 Fc=1.00 Ft=1.00 BC Fb=1.00 Fc=1.00 Ft=1.00 Load Case # 1 Girder Loading Lumber Duration Factor 1.25 Plate Duration Factor 1.25 plf - Live Dead From To TC V 40 30 0.0' 24.3' BC V 0 10 0.0' 24.3' TC V 50 38 7.0' 17.3' BC V 0 13 7.1' 17.2' BC V 280 280 7.1' CL-LB BC V 280 280 17.2' CL-LB Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 2144 897 4- 0 2- 8 Robbins Engineering, Inc./Online Plus - Hz = -79 D 2144 897 4- 0 2- 8 Hz = 80 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -J 0.47 3954 C 0.12 0.35 J -B 0.56 3840 C 0.11 0.45 B -K 0.53 4224 C 0.09 0.44 K -C 0.53 4224 C 0.09 0.44 C -L 0.56 3840 C 0.11 0.45 L -D 0.47 3954 C 0.12 0.35 --------Bottom Chords --------- * -F 0.84 3495 T 0.36 0.48 F -S2 0.71 3455 T 0.63 0.08 S2-H 0.78 3455 T 0.36 0.42 H -S1 0.78 3455 T 0.36 0.42 S1-E 0.73 3455 T 0.63 0.10 E -D 0.84 3495 T 0.36 0.48 ------------- Webs ------------- J -F 0.02 94 T F -B 0.20 655 T B -H 0.29 933 T H -K 0.21 917 C H -C 0.29 933 T E -C 0.20 655 T E -L 0.02 94 T LL Defl -0.17" in H -S1 L/999 TL Defl -0.34" in H -S1 L/835 Shear // Grain in B -K 0.59 DL Defl -0.25" at H L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Gal, Gross Area it Type Plt Size X Y JSI A LOCK 3.Ox 6.0 1.4 0.7 0.89 A LOCK 5.Ox 4.0 3.3 1.1 0.91 D LOCK 3.Ox 6.0-1.4 0.7 0.89 D LOCK 5.Ox 4.0-3.3 1.1 0.91 S2 LOCK 4.Ox 8.0 Ctr 0.2 0.74 S1 LOCK 4.Ox 8.0 Ctr 0.2 0.74 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Girder Step Down Hip Framing King Jacks Jack Open Faced Setback 7- 0- 0 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Prevent truss rotation at all bearing locations. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp, force 4224 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: LG Robbins Engineering. Inc./Online PIUS- © 1996-2005 Version 18.0.014 Engineering - Portrait 2/28/2006 4:13:56 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering BELITR 1 1 HIPP 240400 6 1- 2- 0 1- 2- 0 BELITR (Engle/Bellagio Elv.1/M#15237) HO 4-3 0 0 HO 4-3 0 0 N O TC 6-4-0 9-0-0 N 0 4x8 4x4 B C 6 2x4 2x4 G H 4-10-3 4x4 4x4 A D s F S1 E 3x4 3x6 3x6 W:400 W:400 R:1069 R:1069 U: 444 U: 444 BC; 24-4-024-4-0 =' ALL PLATES ARE LOCK20 Scale: 0.252" = t' Online Plus -- Version 18.0.014 RUN DATE: 28-FEB-06 CSI -Size- ----Lumber---- TC 0.44 2x 4 SP-#2 BC 0.76 2x 4 SP-#2 WB 0.12 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 24- 4- 0 BC Cont. 0- 0- 0 24- 4- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) 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 1069 445 4- 0 1- 4 Hz = -103 D 1069 445 4- 0 1- 4 Hz = 104 Robbins Engineering, Inc./Online Plus"' Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -G 0.31 1675 C 0.01 0.30 G -B 0.25 1359 C 0.01 0.24 B -C 0.44 1221 C 0.01 0.43 C -H 0.24 1360 C 0.01 0.23 H -D 0.30 1678 C 0.01 0.29 --------Bottom Chords --------- * -F 0.76 1499 T 0.15 0.61 F -S1 0.47 1216 T 0.12 0.35 S1-E 0.54 1216 T 0.13 0.41 E -D 0.75 1502 T 0.15 0.60 ------------- Webs ------------- G -F 0.12 312 C F -B 0.10 326 T B -E 0.09 126 T E -C 0.08 295 T E -H 0.12 316 C LL Defl 0.15" in E -D L/999 TL Defl -0.23" in A -F L/999 Shear // Grain in B -C 0.26 DL Defl -0.12" at F L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI A LOCK 4.Ox 4.0 Ctr 0.1 0.83 D LOCK 4.Ox 4.0 Ctr 0.1 0.83 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 1678 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: LG Robbins Engineering, Inc./Online Plus" © 1996-2005 Version 18.0.014 Engineering - Portrait 2/28/2006 4:13:57 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering BELITR HI5 1 HIPP 240400 6 1- 2- 0 1- 2- 0 BELITR (Engle/Bellagio Elv.1/M#15237) HO 4-3 HO 4-3 O O N 0 0 O TC '' 11-0-0 2-4-0 11-0-0 N 0 4x4 4x4 B C 6: 2x4 2x4 G H 5-10-3 4x4 9x4 A D F S1 E 3x4 3x6 3x6 W:400 W:400 R:1069 R:1069 U: 444 U: 444 BCj 24-4-0 I � ------------------------------- 24-4-0 ---------------------------------------- ALL PLATES ARE LOCK20 Scale: 0.252" = 1' Online Plus -- Version 18.0.014 RUN DATE: 28-FEB-06 CSI -Size- ----Lumber---- TC 0.35 2x 4 SP-#2 BC 0.81 2x 4 SP-#2 WB 0.17 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 24- 4- 0 BC Cont. 0- 0- 0 24- 4- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 U13C 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 1069 445 4- 0 1- 4 Hz = -126 D 1069 445 4- 0 1- 4 Hz = 128 Robbins Engineering, Inc./Online P1us- Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -G 0.35 1631 C 0.01 0.34 G -B 0.35 1250 C 0.01 0.34 B -C 0.15 1042 C 0.00 0.15 C -H 0.35 1250 C 0.01 0.34 H -D 0.35 1630 C 0.01 0.34 --------Bottom Chords --------- * -F 0.80 1469 T 0.15 0.65 F -S1 0.56 1054 T 0.10 0.46 S1-E 0.56 1054 T 0.10 0.46 E -D 0.81 1468 T 0.15 0.66 ------------- Webs ------------- G -F 0.17 432 C F -B 0.12 374 T B -E 0.06 110 C C -E 0.10 351 T E -H 0.17 427 C LL Defl 0.23" in E -D L/999 TL Defl -0.32" in E -D L/876 Shear // Grain in A -G 0.24 DL Defl -0.12" at E L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gat, Gross Area Plate - RHS 20 Gat, Gross Area Jt Type Plt Size X Y JSI A LOCK 4.Ox 4.0 Ctr 0.1 0.81 D LOCK 4.Ox 4.0 Ctr 0.1 0.81 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 1631 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: LG Robbins Engineering, Inc./Online Plus- ® 1996-2005 Version 18.0.014 Engineering - Portrait 2/28/2006 4:13.57 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering BELI TR T16 1 TR 240400 6 1- 2- 0 1- 2- 0 BELITR (Engle/Bellagio Elv.1/M#15237) HO %-3 0 HO 4-3 0 N O 0 04 O 0 TC '-' 12-2-0 12-2-0 4x4 B ------ -- 4x4 4x4 6' S3 S2 2x4 2x4 F G a 6-5-3 4x4 V V 4x4 A C E sl D '! 3x4 3x4 3x4 W :400 W:400 R:1121 R:1121 U: 444 U: 444 _SCI - - i ALL PLATES ARE LOCK20 Scale: 0.254" = 1' Online Plus -- Version 18.0.014 RUN DATE: 28-FEB-06 CSI -Size- ----Lumber---- TC 0.39 2x 4 SP-#2 BC 0.72 2x 4 SP-#2 WB 0.18 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 24- 4- 0 BC Cont. 0- 0- 0 24- 4- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Plus 1 BC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 1121 445 4- 0 1- 5 Hz = -139 C 1121 445 4- 0 1- 5 Hz = 140 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -F 0.39 1731 C 0.01 0.38 Robbins Engineering, Inc./Online P1us- F -S3 0.39 1582 C 0.01 0.38 S3-B 0.28 1492 C 0.02 0.26 B -S2 0.28 1492 C 0.02 0.26 S2-G 0.39 1582 C 0.01 0.38 G -C 0.39 1731 C 0.01 0.38 --------Bottom Chords --------- A -E 0.72 1554 T 0.14 0.58 E -S1 0.60 1030 T 0.10 0.50 S1-D 0.42 1030 T 0.09 0.33 D -C 0.72 1554 T 0.14 0.58 ------------- Webs ------------- F -E 0.10 393 C E -B 0.18 564 T B -D 0.18 564 T D -G 0.10 393 C LL Defl -0.14" in E -S1 L/999 TL Defl -0.20" in E -S1 L/999 Shear // Grain in A -F 0.25 DL Defl -0.12" at S1 L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI A LOCK 4.Ox 4.0 Ctr 0.1 0.86 S3 LOCK 4.Ox 4.0 0.1-0.2 0.98 S2 LOCK 4.Ox 4.0-0.1-0.2 0.98 C LOCK 4.Ox 4.0 Ctr 0.1 0.86 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL, SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 1731 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: LG Robbins Engineering, Inc./Online Plus- © 1996-2005 Version 18.0.014 Engineering - Portrait 2/28/2006 4:13:58 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering BELITR 1*3P SP 240400 6 0 1- 2- 0 BELITR (Engle/Bellagio Elv.1/M#15237) HO 5-3 HO 4-3 0 0 TC, 12-2-0 12-2-0 N O 6x6 -- - B 3x6 ss ra 3x6 -.__..._.._ U S 6 3x6 3x6 R L 6-5-3 3x12 1-0-OF 3x4 Sl 4x4 1-0-OE J "' M 5x6 j 5x6 N 5x4 5x41I", n w 3x6 A F T H 1- 0- 0 P O 19 E C 5x4 5x6 5x4 5x6 6x12.m I G D 3x12 2x4 4x8 61 W:400 W:400 R:8047 R:6138 U:3375 U:2570 6-10-0 13-2-0 -----T- 2-0-0--;-- 2-4-0 '� ---- 24-4-0 ALL PLATES ARE LOCK20 Scale: 0.263" = 1' Robbins Engineering, Inc./Online Plus- Membr CSI P Lbs Axl-CSI-Bnd A LOCK 5.Ox 6.0 3.9 1.4 0.81 ----------Top Chords---------- K LOCK 3.Ox 6.0-0.9-0.4 0.93 Online Plus -- Version 18.0.014 A -J 0.30 14389 C 0.17 0.13 U LOCK 3.Ox 6.0-0.9-0.4 0.97 RUN DATE: 28-FEB-06 J -K 0.44 17493 C 0.28 0.16 B LOCK 6.Ox 6.0 Ctr-0.6 1.00 *************** K -U 0.27 13401 C 0.24 0.03 S LOCK 3.Ox 6.0 0.9-0.4 0.97 * 3-Ply Truss * U -B 0.23 10528 C 0.19 0.04 L LOCK 3.Ox 6.0 0.9-0.4 0.98 *************** B -S 0.23 10524 C 0.19 0.04 M LOCK 4.Ox 4.0 0.9-0.4 0.94 S -L 0.26 13388 C 0.24 0.02 N LOCK 5.0x 6.0-0.9 0.4 0.97 CSI -Size- ----Lumber---- L -S1 0.48 17318 C 0.26 0.22 C LOCK 3.Ox 6.0-1.4 0.7 0.88 TC 0.70 2x 4 SP-#2 S1-M 0.52 17362 C 0.26 0.26 C LOCK S.Ox 4.0-3.3 1.1 0.87 BC 0.71 2x 4 SP-SS M -N 0.70 23068 C 0.43 0.27 I LOCK 3.Oxl2.0 2.5 Ctr 0.97 EX E -D 2x 4 SP-#2 N -C 0.31 11642 C 0.10 0.21 F LOCK 4.Ox12.0 Ctr 0.2 0.98 EX D -C 2x 4 SP-#2 --------Bottom Chords--------- T LOCK 5.Ox 4.0 0.5 Ctr 0.96 CW 0.67 2x 4 SP-#3 A -I 0.53 12806 T 0.36 0.17 H LOCK 5.Ox 6.0 Ctr 1.0 0.96 WB 0.96 2x 4 SP-#3 I -G 0.20 484 T 0.01 0.19 P LOCK 5.Ox 4.0-0.5 Ctr 0.97 EX I -F 2x 4 SP-#2 F -T 0.63 15798 T 0.45 0.18 O LOCK 5.Ox 6.0 Ctr-0.4 0.95 EX E -N 2x 4 SP-#2 T -H 0.46 11978 T 0.34 0.12 E LOCK 6.Ox12.0 1.0-0.5 0.95 PB --- 2x 4 SP-#3 H -P 0.46 11950 T 0.34 0.12 D LOCK 4.Ox 8.0 0.7 2.9 0.89 P -0 0.51 15562 T 0.44 0.07 Brace truss as follows: 0 -E 0.71 20173 T 0.58 0.13 O.C. From To E -D 0.82 11333 T 0.63 0.19 REFER TO ROBBINS ENG. GENERAL TC Cont. 0- 0- 0 24- 4- 0 D -C 0.77 10225 T 0.57 0.20 NOTES AND SYMBOLS SHEET FOR BC Cont. 0- 0- 0 24- 4- 0 ---------- Chord -Webs ---------- ADDITIONAL SPECIFICATIONS. G -F 0.67 844 T 0.08 0.59 Loading Live Dead (psf) F -R 0.50 4709 T 0.50 0.00 NOTES: TC 20.0 15.0 -------------Webs------------- Trusses Manufactured by: BC 0.0 5.0 I -J 0.11 2219 C East Coast Lumber Total 20.0 20.0 40.0 I -F 0.79 12954 T Analysis Conforms To: Spacing 24.0" J -F 0.31 2965 T FBC2004 Lumber Duration Factor 1.25 K -T 0.26 4947 C 3 COMPLETE TRUSSES REQUIRED. Plate Duration Factor 1.25 T -U 0.52 4938 T Fasten together in staggered TC Fb=1.15 Fc=1.10 Ft=1.10 U -H 0.24 4489 C pattern. (1/2" bolts -OR- BC Fb=1.10 Fc=1.10 Ft=1.10 H -B 0.96 9008 T SDS4.5 screws -OR- 16d nails H -S 0.24 4439 C as each layer is applied.) Load Case # 1 Standard Loading P -S 0.52 4945 T ----Spacing (In) ---- Lumber Duration Factor 1.25 P -L 0.27 5064 C Rows Nails Screws Bolts Plate Duration Factor 1.25 0 -L 0.53 4957 T TC 1 12 24 0 plf - Live Dead From To 0 -M 0.26 4971 C BC 1 5.5 10.5 0 TC V 40 30 0.0' 24.3' E -M 0.47 4416 T WB 1 4 4 BC V 0 10 0.0' 24.3'. E -N 0.64 10403 T No bolts in 2x4s or smaller. BC V 290 290 0.0' 16.3' D -N 0.27 5227 C Plus clusters of nails where BC V 1335 1335 17.3' CL-LB shown. LL Defl -0.27" in P -O L/999 OH Loading TL Defl -0.54" in P -0 L/525 Soffit psf 2.0 Plus 6 Wind Load Case(s) Shear // Grain in A -I 0.46 Design checked for LL on BC Plus 1 U13C LL Load Case(s) DL Defl -0.41" at P L/699 per BOCA (section 1606.2.3), Hz Disp LL DL TL IBC/IRC-2003,and FBC 2004 Checked for NonConcurrent 200 it C 0.15" 0.15" 0.31" (section 1607.1), 20.0 psf. Lbs Moving Point Load applied Design checked for 10 psf non - at Panel Points and Mid -panel Plates for each ply each face. concurrent LL on BC. on BC PLATING CONFORMS TO TPI. Prevent truss rotation at all REPORTS: SBCCI 9761 bearing locations. it React Uplft Size Req'd ROBBINS ENGINEERING, INC. Wind Loads - ANSI / ASCE 7-02 Lbs Lbs In-Sx In-Sx BASED ON SP LUMBER Truss is designed as a Main A 8048 3375 4- 0 3- 3 USING GROSS AREA TEST. Wind -Force Resistance System. Hz = -139 Plate - LOCK 20 Ga, Gross Area Wind Speed: 120 mph C 6138 2571 4- 0 2- 7 Plate - RHS 20 Ga, Gross Area Mean Roof Height: 25-0 Hz = 142 it Type Plt Size X Y JSI Exposure Category: B A LOCK 5.Ox 4.0 2.0 1.4 0.97 Occupancy Factor : 1.00 Robbins Engineering, Inc./Online Plus'"' © 1996-2005 Version 18.0.014 Engineering - Portrait 2/28/2006 4:13:59 PM Page 1 of 2 Job BELITR Mark G17 Quan Type Span P1-H1 Left OH Right OH 1*3P SP 240400 6 0 1- 2- 0 Engineering C t. BELITR (Engle/Bellagio Elv.1/M#15237) Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 23068 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-Bl SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: LG Robbins Engineering, Inc./Online Plus- © 1996-2005 Version 18.0.014 Engineering -Portrait 2/28/2006 4:13:59 PM Page 2 of 2 Job Mark Quan Type Span P1-H1 Left OH Right OH E►rgfneerhtg BELI TR Hi 1 SP 310000 6 1- 2- 0 0 BELITR (Engle/Bellagio Elv.1/M#15237) HO 4-3 0 0 HO 2-10-3 N O TC '"' 7-0-0 24-0-0 3x6 3x8 4x12 2x4 4x8 _ M N Sl O P 6x6 5x10 --- B C -'- 6i rpU4 94 2x4 3-10-3 L 1-0-OE 6x6 1-0-OD 3x8 _L�� `�. .. ...... .. D .� A E 1- 0- 0 G 3x4 _ --- "" 7x16 -i- 5x10 ( J I H F - HGR 3x6 3x6 '- S2 6x16 2x4 R:2658 W:400 R:2699 20G-RHS-5xlO U:1122 U:1119 BC 19-8-0 `=`---------------------------------------------------- 31-0-0 ------------------------------------ "- EXCEPT AS SHOWN ALL PLATES ARE LOCK20 Scale: 0.204" = V Robbins Engineering, Inc./Online P1us- Membr CSI P Lbs Axl-CSI-Bnd H LOCK 6.Oxl6.0 0.5 Ctr 1.00 ----------Top Chords---------- E LOCK 7.Oxl6.0 Ctr 1.8 0.96 Online Plus -- Version 18.0.014 A -L 0.68 5151 C 0.23 0.45 G LOCK 5.Ox10.0 2.0 Ctr 0.99 RUN DATE: 28-FEB-06 L -B 0.56 5011 C 0.25 0.31 B -M 0.34 5900 C 0.26 0.08 CSI -Size- ----Lumber---- M -N 0.38 6363 C 0.16 0.22 REFER TO ROBBINS ENG. GENERAL TC 0.77 2x 6 SP-#2 N -S1 0.45 8095 C 0.25 0.20 NOTES AND SYMBOLS SHEET FOR EX A -B 2x 4 SP-#2 S1-O 0.49 8095 C 0.25 0.24 ADDITIONAL SPECIFICATIONS. BC 0.66 2x 4 SP-SS 0 -P 0.77 8162 C 0.28 0.49 CW 0.59 2x 4 SP-#2 P -C 0.57 5411 C 0.12 0.45 NOTES: WB 0.96 2x 4 SP-#3 --------Bottom Chords--------- Trusses Manufactured by: EX H -E 2x 4 SP-SS A -J 0.54 4558 T 0.43 0.11 East Coast Lumber EX G -C 2x 4 SP-SS J -S2 0.49 4477 T 0.42 0.07 Analysis Conforms To: PB --- 2x 4 SP-#3 S2-I 0.46 4477 T 0.42 0.04 FBC2004 I -H 0.59 5900 T 0.56 0.03 Girder Half Hip Brace truss as follows: H -F 0.22 282 T 0.01 0.21 Framing King Jacks O.C. From To E -G 0.66 5411 T 0.51 0.15 Jack Open Faced TC Cont. 0- 0- 0 31- 0- 0 G -D 0.29 134 T 0.00 0.29 Setback 7- 0- 0 BC Cont. 0- 0- 0 31- 0- 0 ---------- Chord -Webs ---------- OH Loading F -E 0.59 240 T 0.00 0.59 Soffit psf 2.0 Loading Live Dead (psf) E -0 0.08 687 C 0.08 0.00 Design checked for LL on BC TC 20.0 15.0 -------------Webs------------- per BOCA (section 1606.2.3), BC 0.0 5.0 L -J 0.02 114 T IBC/IRC-2003,and FBC 2004 Total 20.0 20.0 40.0 J -B 0.20 633 T (section 1607.1), 20.0 psf. Spacing 24.0" B -I 0.58 1808 T Design checked for 10 psf non - Lumber Duration Factor 1.25 I -M 0.21 1005 C concurrent LL on BC. Plate Duration Factor 1.25 M -H 0.19 597 T Prevent truss rotation at all TC Fb=1.00 Fc=1.00 Ft=1.00 H -N 0.37 1737 C bearing locations. BC Fb=1.00 Fc=1.00 Ft=1.00 H -E 0.59 6253 T Wind Loads - ANSI / ASCE 7-02 N -E 0.64 2014 T Truss is designed as a Main Load Case # 1 Girder Loading E -P 0.96 2997 T Wind -Force Resistance System. Lumber Duration Factor 1.25 G -P 0.38 2208 C Wind Speed: 120 mph Plate Duration Factor 1.25 G -C 0.99 5911 T Mean Roof Height: 25-0 plf - Live Dead From To D -C 0.46 2624 C WindLd Exposure Category: B TC V 40 30 0.0' 31.0' Occupancy Factor : 1.00 BC V 0 10 0.0' 31.0' LL Defl -0.37" in F -E L/983 Building Type: Enclosed TC V 50 38 7.0' 30.0' TL Defl -0.74" in F -E L/489 Zone location: Exterior TC V -40 -30 30.0' 31.0' Shear // Grain in S2-I 0.45 TC Dead Load 7.0 psf BC V 0 13 6.9' 30.0' DL Defl -0.56" at F L/650 BC Dead Load 3.0 psf BC V 0 -10 30.0' 31.0' Max comp. force 8162 Lbs BC V 280 280 6.9' CL-LB Plates for each ply each face. Quality Control Factor 1.00 PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 FABRICATOR NOTES: Plus 6 Wind Load Case(s) ROBBINS ENGINEERING, INC. 1. EAST COAST LUMBER & SUPPLY Plus 1 UBC LL Load Case(s) BASED ON SP LUMBER F.M. HILPERT, P.E.#50477 USING GROSS AREA TEST. 5285 ST. LUCIE BLVD. Checked for NonConcurrent 200 Plate - LOCK 20 Ga Gross Area FORT PIERCE FL, 34946 Lbs Moving Point Load applied Plate - RHS 20 Ga,, Gross Area 2. !!!CAUTION!!! READ "SCSI-B1 at Panel Points and Mid -panel Jt Type Plt Size X Y JSI SUMMARY SHEET" BEFORE on BC A LOCK 3.Ox 8.0 2.4 1.1 0.93 HANDLING , INSTALLING 6 A LOCK 6.Ox 6.0 6.3 1.9 0.92 BRACING TRUSSES. Jt React Uplft Size Req'd B LOCK 6.Ox 6.0 Ctr-0.6 0.91 3. SEE ATTACHED DETAIL SHEET Lbs Lbs In-Sx In-Sx N LOCK 3.Ox 8.0 0.5 Ctr 0.84 FOR: 1-JACK NAILS. A 2699 1119 4- 0 3- 3 P LOCK 4.Ox 8.0-0.5 Ctr 1.00 2-TBRACE. 3-BEARING BLOCK. Hz = 143 C LOCK 5.Ox10.0-2.0 Ctr 0.99 4. DESIGNER: LG D 2658 1123 6- 0 3- 2 S2 RHS 5.0x10.0 Ctr O.8 0.72 Hz = 178 I LOCK 3.Ox 6.0-1.0 Ctr 0.95 Robbins Engineering, Inc./Online PIUSTM 0 1996-2005 Version 18.0.014 Engineering - Portrait 2/28/2006 4:13:49 PM Pagel Job Mark Quan Type Span Pi -Hi Left OH Right OH Engineering BELITR H2 1 Sp 310000 6 1- 2- 0 0 BELITR (Engle/Bellagio Elv.1/M#15237) HO 4-3 O 0 HO 3-10-3 N O TCi '-' 9-0-0 22-0-0 5x6 3x6 3x6 3x6 3x6 4x6 B M sl J L C 6� - 2x4 4-10-3 H 1-0-OE 1-0-OD . A6 1 O n 2x4 -I-- Fl�j w� 5x`6 -0- 3x6 G S2 F�' HGR 4x8 3x6 6.6 R:1239 w:400 j16 U: 533 R:1335 U: 543 BC; 19-8-0 31-0-0 ALL PLATES ARE LOCK20 Scale: 0.204" = 1' Online Plus -- Version 18.0.014 RUN DATE: 28-FEB-06 CSI -Size- ----Lumber---- TC 0.45 2x 4 SP42 BC 0.97 2x 4 SP-#2 WB 0.58 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 31- 0- BC Cont. 0- 0- 0 31- 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 1336 544 4- 0 1- 9 Hz = 161 D 1240 533 3- 8 1- 7 Hz = 251 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -H 0.29 2252 C 0.01 0.28 H -B 0.22 1930 C 0.02 0.20 B -M 0.29 1779 C 0.01 0.28 M -S1 0.30 1968 C 0.02 0.28 S1-J 0.38 1968 C 0.02 0.36 Robbins Engineering, Inc./Online Plus- J -L 0.45 2205 C 0.07 0.38 L -C 0.43 1440 C 0.01 0.42 --------Bottom Chords --------- * -G 0.80 2009 T 0.20 0.60 G -S2 0.70 2074 T 0.21 0.49 S2-F 0.97 2074 T 0.21 0.76 F -E 0.66 2185 T 0.36 0.30 E -0 0.50 1440 T 0.15 0.35 0 -D 0.37 187 T 0.00 0.37 ------------- Webs ------------- H -G 0.13 308 C B -G 0.16 524 T G -M 0.26 407 C M -F 0.10 150 C F -J 0.25 771 C J -E 0.13 414 T E -L 0.30 954 T 0 -L 0.23 1022 C 0 -C 0.58 1811 T D -C 0.28 1222 C WindLd LL Defl -0.25" in S2-F L/999 TL Defl -0.48" in S2-F L/762 Shear // Grain in J -L 0.31 DL Defl -0.26" at S2 L/999 Hz Disp LL DL TL it D 0.04" 0.04" 0.08" 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 4.Ox 6.0 Ctr 0.1 0.75 B LOCK 5.Ox 6.0 0.7-3.1 0.60 F LOCK 6.Ox 6.0-1-4 3.6 0.93 E LOCK 5.Ox 6.0 Ctr-1.0 0.63 0 LOCK 3.Ox 6.0 1.0 Ctr 0.93 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 2252 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477. 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: LG Robbins Engineering, Inc./Online Plus- 0 1996-2005 Version 18.0.014 Engineering - Portrait 2/28/2006 4:13:49 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engl11eerhig BELI TR H3 1 SP 310000 6 1- 2- 0 0 BELITR (Engle/Bellagio Elv.1/M#15237) HO 4-3 0 HO 4-10-3 0 N O TC! 'i 11-0-0 20-0-0 5x6 3x6 3x63x6 3x6 4x6 B M S1 J L C 2x4 5-10-3 H 1-0-oE 1-0-OD 4x6 D A E `; 1- 0- 0 0 2x4 --- -- •_ 5x6 -{ 3x6 G S2 F 't HGR 4x8 3x6 6x6 I6 R:1295 W:400 U: 539 R: 1388 _-- __.. U: 537 BC. - 19-8-0 - -_----:2-0-0 9-4-0 31-0-0 __._ . ALL PLATES ARE LOCK20 Scale: 0.204" = 1' Online Plus -- Version 18.0.014 RUN DATE: 28-FEB-06 CSI -Size- ----Lumber---- TC 0.46 2x 4 SP-#2 BC 0.89 2x 4 SP-#2 WB 0.53 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 31- 0- BC Cont. 0- 0- 0 31- 0- Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Plus 1 BC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 1389 537 4- 0 1-10 Hz = 217 D 1295 539 3- 8 1- 8 Hz = 316 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -H 0.35 2324 C 0.01 0.34 H -B 0.27 1953 C 0.02 0.25 B -M 0.29 1673 C 0.02 0.27 Robbins Engineering, Inc./Online Plus- M -S1 0.22 1735 C 0.01 0.21 S1-J 0.31 1735 C 0.01 0.30 J -L 0.46 1825 C 0.02 0.44 L -C 0.44 1184 C 0.00 0.44 --------Bottom Chords --------- A -G 0.89 2079 T 0.19 0.70 G -S2 0.61 1820 T 0.17 0.44 S2-F 0.87 1820 T 0.17 0.70 F -E 0.67 1909 T 0.32 0.35 E -0 0.47 1184 T 0.12 0.35 0 -D 0.37 234 T 0.00 0.37 ------------- Webs ------------- H -G 0.17 387 C G -B 0.16 505 T G -M 0.18 201 C M -F 0.10 169 C F -J 0.24 523 C J -E 0.09 284 T E -L 0.28 889 T 0 -L 0.34 1077 C 0 -C 0.53 1655 T D -C 0.41 1278 C WindLd LL Defl -0.24" in S2-F L/999 TL Defl -0.40" in S2-F L/905 Shear // Grain in J -L 0.31 DL Defl -0.17" at S2 L/999 Hz Disp LL DL TL Jt D 0.04" 0.03" 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 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI A LOCK 4.Ox 6.0 Ctr 0.1 0.77 B LOCK 5.Ox 6.0 0.7-3.1 0.60 F LOCK 6.Ox 6.0-1.4 3.6 0.81 E LOCK 5.Ox 6.0 Ctr-1.0 0.60 0 LOCK 3.Ox 6.0 1.0 Ctr 0.99 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Provide connection to bearing for 315 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: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 2324 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: LG Robbins Engineering, Inc./Online Plus- © 1996-2005 Version 18.0.014 Engineering - Portrait 2/28/2006 4:13:50 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering BELLTR H4 1 SP 310000 6 1- 2- 0 0 BELLTR (Engle/Bellagio Elv.1/M#15237) HO 4-3 O 0 HO 4-11-7 N O TC '� 13-0-0 5-0-0 1-9-8: 11-2-8 5x6 5x6 B C 5x6 3x6 J.G - 2x4 D L 10-12 E 6i 3x6 2x4 S2 6-10-3 J 1-0-OG 1-0-OF 4x6 F A G 1- 0- 0 4x6 -- 5x6 - I S1 H -- HGR 3x6 3x6 5xB R:1306 W:400 16 U: 539 R:1419 _ U: 536 BC 19-8-0 2-0 00 9-4-0 I i �- --- - 31-0-0 ----- _ ALL PLATES ARE LOCK20 Scale: 0.204" = 1' Online Plus -- Version 18.0.014 RUN DATE: 28-FEB-06 CSI -Size- ----Lumber---- TC 0.49 2x 4 SP-#2 BC 0.98 2x 4 SP-#2 WB 0.60 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 31- 0- BC Cont. 0- 0- 0 31- 0- WB 1 rows CLB on B -H WB 1 rows CLB on L -F Attach CLB with (2)-10d nails at each web. Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 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 1420 537 4- 0 1-11 Hz = 221 F 1306 540 3- 8 1- 9 Hz = 328 Robbins Engineering, Inc./Online Plus- ---------- Top Chords ---------- A -J 0.45 2356 C 0.03 0.42 J -S2 0.44 2112 C 0.02 0.42 S2-B 0.40 2015 C 0.06 0.34 B -C 0.26 1521 C 0.01 0.25 C -D 0.25 1849 C 0.02 0.23 D -L 0.49 1814 C 0.02 0.47 L -E 0.47 78 C 0.00 0.47 --------Bottom Chords --------- A -I 0.88 2111 T 0.19 0.69 I -S1 0.67 1552 T 0.26 0.41 S1-H 0.88 1552 T 0.14 0.74 H -G 0.69 1907 T 0.31 0.38 G -F 0.98 1141 T 0.10 0.88 ------------- Webs ------------- J -I 0.14 430 C I -B 0.19 594 T B -H 0.03 97 C 1 Br C -H 0.18 587 T D -H 0.60 1240 C D -G 0.10 321 T G -L 0.30 946 T L -F 0.35 1613 C 1 Br F -E 0.16 117 C WindLd LL Defl -0.37" in S1-H L/994 TL Defl -0.55" in S1-H L/658 Shear // Grain in D -L 0.33 DL Defl -0.19" at S1 L/999 Hz Disp LL DL TL it F 0.04" 0.03" 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 Ga, Gross Area Plate - RHS 20 Ga, Gross Area it Type Plt Size X Y JSI A LOCK 4.Ox 6.0 Ctr 0.1 0.78 B LOCK 5.Ox 6.0 0.7-3.1 0.72 C LOCK 5.Ox 6.0-0.7-3.1 0.60 H LOCK 5.Ox 8.0-1.3 3.4 0.71 G LOCK 5.Ox 6.0 Ctr-1.0 0.61 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 328 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: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 2356 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: LG Membr CSI P Lbs Axl-CSI-Bnd Robbins Engineering, Inc./Online Plus'" © 1996-2005 Version 18.0.014 Engineering - Portrait 2/28/2006 4:13:50 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering BELI TR H5 1 SP 310000 6 1- 2- 0 0 BELITR (Engle/Bellagio Elv.1/M#15237) HO 4-3 HO 3-11-7 0 0 0 0 N O O O TC'. - 15-0-0 N 5-9-8 9-2-8 5x65x6 B C 7-10-3 1-0-OR 1-0-OF .6 -2 2x4 4x8 5x16 2x4 R:1240 W:400 R 2x4 U: 533 R:1335 U: 542 6.8 2x4 F %1, 2x4 1- 0- 0 BCi Online Plus -- Version 18.0.014 RUN DATE: 28-FEB-06 CSI -Size- ----Lumber---- TC 0.67 2x 4 SP-#2 BC 0.75 2x 4 SP-#2 EX S1-P 2x 4 SP-SS CW 0.25 2x 4 SP-#3 WB 0.56 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 31- 0- 0 BC Cont. 0- 0- 0 31- 0- 0 WB 1 rows CLB on J -I 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 24.011 Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Cases) Plus 1 UBC LL Load Case(s) _.. . - 31-0-0 ------- ----- ----- - -- ------ - ALL PLATES ARE LOCK20 Scale: 0.188" = 1' Robbins Engineering, Inc./Online Plus- * -B 0.66 1431 C 0.01 0.65 B -C 0.18 1266 C 0.09 0.09 C -Q 0.23 2179 C 0.14 0.09 Q -D 0.21 2199 C 0.13 0.08 D -K 0.31 1390 C 0.01 0.30 K -E 0.31 1390 C 0.01 0.30 --------Bottom Chords --------- A -L 0.75 1888 T 0.18 0.57 L -S1 0.69 1888 T 0.20 0.49 S1-I 0.71 1888 T 0.10 0.61 I -P 0.22 68 T 0.00 0.22 R -N 0.59 2164 T 0.23 0.36 N -F 0.39 214 T 0.00 0.39 ---------- Chord -Webs ---------- P -R 0.25 218 T 0.00 0.25 R -Q 0.05 166 C 0.05 0.00 ------------- Webs ------------- L -J 0.08 279 T J -I 0.20 710 C 1 Br I -B 0.07 270 T I -C 0.11 141 C I -R 0.39 1221 T C -R 0.50 1187 T R -D 0.14 575 C D -N 0.47 990 C N -K 0.09 395 C N -E 0.56 1761 T F -E 0.28 1220 C WindLd LL Defl -0.13" in L -S1 L/999 TL Defl -0.23" in L -S1 L/999 Shear // Grain in S1-I 0.44 DL Defl -0.16" at P L/999 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 1336 543 4- 0 1- 9 Plate - RHS 20 Ga, Gross Area Hz = -207 Jt Type Plt Size X Y JSI F 1240 534 3- 8 1- 7 A LOCK 4.Ox 6.0 Ctr 0.1 0.70 Hz = 280 J LOCK 5.Ox 6.0-0.2 0.5 0.69 B LOCK 5.Ox 6.0 0.7-3.1 0.60 Membr CSI P Lbs Axl-CSI-Bnd C LOCK 5.Ox 6.0-0.3-3.4 0.84 ----------Top Chords---------- S1 LOCK 4.Ox 8.0 Ctr 0.2 0.78 A -J 0.67 2100 C 0.02 0.65 R LOCK 6.Ox 8.0 Ctr 1.2 0.79 Robbins Engineering, Inc/Online PIUSTM 0 1996-2005 Version 18.0.014 Engineering - Portrait 2/28/2006 4.13:51 PM Page 1 N LOCK 4.Ox 8.0 0.5 Ctr 0.91 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 2199 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: LG Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering BELI TR T12 1 SP 310000 6 1- 2- 0 0 BELITR (Engle/Bellagio Elv.1/M#15237) Ho 4'-3 0 0 HO 2-11-7 N O TC H 15-6-0 8-3-8 7-2-8 6x6 B i i 6i 3x6 n i N S1 3x6 2x4 J O 6x6 N 2x9 8-1-3 C D 1-0-OP 4 -- 1-0-OE 4x6 E A P 1- 0- 0 4x6 --- - ® I S2 H F G - HGR 2x4 4x8 4x8 6x8 R:1239 w:400 N 2x4 U: 528 R:1335 2x4 U: 547 2x4 BC i 22-7-0 8-5-0 - --- --' 31-0-0 ALL PLATES ARE LOCK20 Scale: 0.205" = 1' Online Plus -- Version 18.0.014 RUN DATE: 28-FEB-06 CSI -Size- ----Lumber---- TC 0.73 2x 4 SP-#2 BC 0.92 2x 4 SP-#2 CW 0.54 2x 4 SP-#3 WB 0.91 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 31- 0- 0 BC Cont. 0- 0- 0 31- 0- 0 WB 1 rows CLB on J -H WB 1 rows CLB on C -E Attach CLB with (2)-10d nails at each web. Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 1336 548 4- 0 1- 9 Hz = -202 E 1240 529 3- 8 1- 7 Hz = 225 Robbins Engineering, Inc./Online P1us- Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- * -J 0.71 2097 C 0.02 0.69 J -S1 0.70 1492 C 0.01 0.69 S1-B 0.51 1377 C 0.04 0.47 B -0 0.64 2539 C 0.13 0.51 0 -C 0.68 2648 C 0.04 0.64 C -D 0.73 42 C 0.00 0.73 --------Bottom Chords --------- A -I 0.75 1886 T 0.18 0.57 I -S2 0.71 1886 T 0.20 0.51 S2-H 0.67 1886 T 0.20 0.47 H -N 0.57 148 C 0.00 0.57 F -E 0.92 2666 T 0.27 0.65 ---------- Chord -Webs ---------- N -F 0.54 226 T 0.00 0.54 F -0 0.04 173 T 0.04 0.00 ------------- Webs ------------- I -J 0.08 278 T J -H 0.22 733 C 1 Br H -B 0.10 353 T H -F 0.37 1157 T B -F 0.91 1440 T F -C 0.14 771 C C -E 0.73 2829 C 1 Br E -D 0.06 248 C WindLd LL Defl -0.19" in F -E L/999 TL Defl -0.37" in F -E L/981 Shear // Grain in A -J 0.33 DL Defl -0.26" at N L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Gal, Gross Area it Type Plt Size X Y JSI A LOCK 4.Ox 6.0 Ctr 0.1 0.70 B LOCK 6.Ox 6.0 0.5-0.8 0.99 S2 LOCK 4.Ox 8.0 Ctr 0.2 0.97 F LOCK 6.Ox 8.0 Ctr 1.2 0.84 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FEC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 2829 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: LG Robbins Engineering, Inc./Online Plus'" © 1996-2005 Version 18.0.014 Engineering - Portrait 2/28/2006 413:56 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering BELI TR TII 2 TR 310000 6 0 1- 2- 0 BELITR (Engle/Bellagio Elv.1/M#15237) ' HO 4-3 HO 4-3 0 0 TC 15-6-0 15-6-0 O 0 r 5x6 B --- 3x6 6i S2 3x6 2x4 S3 2x4 F G 8-1-3 i i 4x6 V V 4x6 A C f E S1 D lS 3x6 20G-RHS-5x10 3x6 HGR W:400 R:1339 11:1435 U: 520 U: 556 -HC I-- 31-0-0 -. - 31-0-0 - --- EXCEPT AS SHOWN ALL PLATES ARE LOCK20 Scale: 0.210" = 1' Online Plus -- Version 18.0.014 RUN DATE: 28-FEB-06 CSI -Size- ----Lumber---- TC 0.68 2x 4 SP-#2 BC 0.94 2x 4 SP-#2 WB 0.41 2x 4 SP-#3 PB --- 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 31- 0- 0 BC Cont. 0- 0- 0 31- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Plus 1 BC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 1339 520 3- 8 1- 9 Hz = -193 C 1435 556 4- 0 1-11 Hz = 194 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- RobbinsEngineering, Inc./Online P1us- A -F 0.68 2321 C 0.03 0.65 F -S2 0.68 2122 C 0.03 0.65 S2-B 0.58 2005 C 0.09 0.49 B -S3 0.58 2016 C 0.09 0.49 S3-G 0.68 2133 C 0.03 0.65 G -C 0.68 2321 C 0.03 0.65 --------Bottom Chords --------- * -E 0.94 2084 T 0.18 0.76 E -S1 0.75 1372 T 0.12 0.63 S1-D 0.82 1372 T 0.12 0.70 D -C 0.94 2084 T 0.18 0.76 ------------- Webs ------------- F -E 0.17 504 C E -B 0.41 795 T B -D 0.41 795 T D -G 0.17 504 C LL Defl -0.40" in S1-D L/909 TL Defl -0.51" in S1-D L/719 Shear // Grain in A -F 0.32 DL Defl -0.18" at S1 L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gal, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI A LOCK 4.Ox 6.0 Ctr 0.1 0.77 B LOCK 5.Ox 6.0 Ctr-0.1 0.60 C LOCK 4.Ox 6.0 Ctr 0.1 0.77 S1 RHS 5.0x10.0 Ctr 0.8 0.83 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 2321 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 528.5 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: LG Robbins Engineering, Inc./Online Plus- © 1996-2005 Version 18.0.014 Engineering - Portrait 2/28/2006 4.13:55 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering BELI TR H10 1 TR 310000 6 0 1- 2- 0 BELITR (Engle/Bellagio Elv.1/M#15237) HO 4-3 HO 4-3 0 0 TC 15-6-0 15-6-0'r' N O r o 0 5x8 B ----- 63x6 3x6 2x4 S2 S1 2x4 F G 7-10-3 4x6 4x6 A C I ---- E S3 D 3x6 20G-RHS-5x10 3x6 HGR W:400 R:1339 R:1435 U: 520 U: 556 _--------------------------------__.. BC ---------------------------- 31-0-0 ------------ -- ---- -- --- - - -T--� -- - -- - --- - ------ - 31-0-0 - - -- ` EXCEPT AS SHOWN ALL PLATES ARE LOCK20 Scale: 0.195" = 1' Online Plus -- Version 18.0.014 RUN DATE: 28-FEB-06 CSI -Size- ----Lumber---- TC 0.67 2x 4 SP-#2 BC 0.94 2x 4 SP-#2 WB 0.41 2x 4 SP-#3 PB --- 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 31- 0- 0 BC Cont. 0- 0- 0 31- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0, Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Plus 1 BC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Robbins Engineering, Inc./Online Plus- ---------- Top Chords ---------- * -F 0.67 2320 C 0.03 0.64 F -S2 0.67 2122 C 0.03 0.64 S2-B 0.57 2008 C 0.09 0.48 B -S1 0.57 2018 C 0.09 0.48 S1-G 0.67 2132 C 0.03 0.64 G -C 0.67 2320 C 0.03 0.64 --------Bottom Chords --------- A -E 0.94 2082 T 0.18 0.76 E -S3 0.75 1373 T 0.12 0.63 S3-D 0.82 1373 T 0.12 0.70 D -C 0.94 2082 T 0.18 0.76 ------------- Webs ------------- F -E 0.17 502 C E -B 0.41 793 T B -D 0.41 793 T D -G 0.17 502 C LL Defl -0.40" in S3-D L/905 TL Defl -0.51" in S3-D L/713 Shear // Grain in A -F 0.32 DL Defl -0.18" at S3 L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI A LOCK 4.Ox 6.0 Ctr 0.1 0.77 B LOCK 5.Ox 8.0 Ctr-1.6 0.80 C LOCK 4.Ox 6.0 Ctr 0.1 0.77 S3 RHS 5.0x10.0 Ctr 0.8 0.83 Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 1339 520 3- 8 1- 9 REFER TO ROBBINS ENG. GENERAL Hz = -191 NOTES AND SYMBOLS SHEET FOR C 1435 556 4- 0 1-11 ADDITIONAL SPECIFICATIONS. Hz = 192 NOTES: Membr CSI P Lbs Axl-CSI-Bnd Trusses Manufactured by: Robbins Engineering, Inc./Online PIUSTM © 1996-2005 Version 18.0.014 Engineering - Portrait 2/28/2006 4:13:54 PM Page 1 East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 2320 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: LG Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering BEL1 TR H9 1 HIPP 310000 6 0 1- 2- 0 BELITR (Engle/Bellagio Elv.1/M#15237) r HO 4-3 HO 4-3 0 0 TC 13-0-0 5-0-0 13-0-0 N O 5x6 5x6 B C 2x4 3x6 I J 6-10-3 4x6 4x6 A D F s2 K sl L 3x6 3x6 4x8 3x6 2x4 HGR W:400 R:1309 R:1389 U: 520 U: 556 31-0-0 -� 31-0-0 ALL PLATES ARE LOCK20 Scale: 0.209" = 1' Online Plus -- Version 18.0.014 RUN DATE: 28-FEB-06 CSI -Size- ----Lumber---- TC 0.49 2x 4 SP-#2 BC 0.88 2x 4 SP-#2 WB 0.45 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 31- 0- 0 BC Cont. 0- 0- 0 31- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Plus 1 BC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 1309 520 3- 8 1- 9 Hz = -162 D 1388 556 4- 0 1-10 Hz = 163 Robbins Engineering, Inc./Online Plus- B -C 0.21 1541 C 0.01 0.20 C -J 0.46 1731 C 0.02 0.44 J -D 0.47 2291 C 0.03 0.44 --------Bottom Chords --------- A -F 0.88 2094 T 0.19 0.69 F -S2 0.55 1531 T 0.13 0.42 S2-K 0.70 1531 T 0.15 0.55 K -S1 0.69 2055 T 0.21 0.48 S1-L 0.45 2055 T 0.21 0.24 L -D 0.63 2055 T 0.19 0.44 ------------- Webs ------------- I -F 0.16 452 C F -B 0.16 524 T B -K 0.10 125 T K -C 0.12 383 T K -J 0.45 574 C L -J 0.08 257 T LL Defl -0.21" in S2-K L/999 TL Defl -0.31" in S2-K L/999 Shear // Grain in I -B 0.28 DL Defl -0.13" at S2 L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Gar Gross Area it Type Plt Size X Y JSI A LOCK 4.Ox 6.0 Ctr 0.1 0.77 B LOCK 5.Ox 6.0 0.7-3.1 0.72 C LOCK 5.Ox 6.0-0.7-3.1 0.60 D LOCK 4.Ox 6.0 Ctr 0.1 0.76 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Membr CSI P Lbs Axl-CSI-Bnd NOTES: ----------Top Chords---------- Trusses Manufactured by: A -I 0.48 2333 C 0.03 0.45 East Coast Lumber I -B 0.49 1974 C 0.07 0.42 Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 2333 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: LG Robbins Engineering, Inc./Online Plus- © 1996-2005 Version 18.0.014 Engineering - Portrait 2/28/2006 4:13:54 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering BEL1 TR H8 1 HIPP 310000 6 1- 2- 0 1- 2- 0 BELITR (Engle/Bellagio Elv.1/M#15237) HO 4-3 0 0 HO 4-3 0 0 N O TC, ~ 11-0-0 9-0-0 11-0-0 N 0 i 5x6 3x6 5x6 B H C 2x4 3x6 G I 5-10-3 i 4x6 4x6 A D - ® F S1 E S2 J I 4x6 3x6 4x8 3x8 2x4 W: 400 W:4�00 R:1390 R:1389 U: 556 U: 556 ----_-._ _-------------------- ---- ----------------_._ ..- - ----3-1 -__0_-_0_ =` ----- - ----- - - - ---- ------------ - -- ALL PLATES ARE LOCK20 Scale: 0.204" = 1' Online Plus -- Version 18.0.014 RUN DATE: 28-FEB-06 CSI -Size- ----Lumber---- TC 0.36 2x 4 SP-#2 BC 0.89 2x 4 SP-#2 WB 0.22 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 31- 0- 0 BC Cont. 0- 0- 0 31- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Plus 1 BC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 1391 556 4- 0 1-10 Hz = -136 D 1390 556 4- 0 1-10 Hz = 137 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -G 0.36 2328 C 0.01 0.35 G -B 0.28 1954 C 0.02 0.26 B -H 0.22 1666 C 0.01 0.21 Robbins Engineering, Inc./Online P1us- H -C 0.22 1705 C 0.01 0.21 C -I 0.29 1910 C 0.02 0.27 I -D 0.30 2314 C 0.03 0.27 --------Bottom Chords --------- A -F 0.89 2083 T 0.19 0.70 F -S1 0.59 1829 T 0.15 0.44 S1-E 0.84 1829 T 0.17 0.67 E -S2 0.65 2071 T 0.19 0.46 S2-J 0.84 2071 T 0.21 0.63 J -D 0.57 2071 T 0.19 0.38 ------------- Webs ------------- G -F 0.17 394 C F -B 0.17 543 T F -H 0.19 238 C H -E 0.14 201 C E -C 0.16 525 T E -I 0.22 421 C J -I 0.07 234 T LL Defl -0.21" in S1-E L/999 TL Defl -0.36" in S1-E L/999 Shear // Grain in S2-J 0.41 DL Defl -0.16" at S1 L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area it Type Plt Size X Y JSI A LOCK 4.Ox 6.0 Ctr 0.1 0.77 B LOCK 5.Ox 6.0 0.7-3.1 0.60 C LOCK 5.Ox 6.0-0.7-3.1 0.60 D LOCK 4.Ox 6.0 Ctr 0.1 0.77 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 2328 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: LG Robbins Engineering, Inc./Online Plus- 0 1996-2005 Version 18.0.014 Engineering - Portrait 2/28/2006 4:1153 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering BELL TR H7 1 HIPP 310000 6 1- 2- 0 1- 2- 0 BELLTR (Engle/Bellagio Elv.1/M#15237) HO 4-3 0 0 HO 4-3 0 0 N O TC1 H N O 5x8 2x4 5x8 B I C 2x4 2x4 H J 4-10-3 4x6 4x6 A D 3x6 3x8 4x8 S13x6 W:400 3x8 W:400 R:1336 R:1335 U: 556 U: 556 -BCC -------- ------ -- ...___.---.. ______ --------31_0_0 --- - ------------------------ i r-=i-------------------------------------- 31-0-0 ------ -.,. ALL PLATES ARE LOCK20 Scale: 0.204" = 1' Online Plus -- Version 18.0.014 RUN DATE: 28-FEB-06 CSI -Size- ----Lumber---- TC 0.54 2x 4 SP-#2 BC 0.80 2x 4 -SP-#2 WB 0.18 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 31- 0- 0 BC Cont. 0- 0- 0 31- 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 Cases) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 1336 556 4- 0 1- 9 Hz = -111 D 1336 556 4- 0 1- 9 Hz = 112 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- * -H 0.28 2245 C 0.01 0.27 H -B 0.25 1939 C 0.02 0.23 B -I 0.54 2136 C 0.02 0.52 I -C 0.54 2136 C 0.02 0.52 C -1 0.25 1939 C 0.02 0.23 Robbins Engineering, Inc./Online P1us- J -D 0.28 2244 C 0.01 0.27 --------Bottom Chords --------- A -F 0.80 2003 T 0.20 0.60 F -S2 0.54 1736 T 0.18 0.36 S2-G 0.61 1736 T 0.18 0.43 G -S1 0.61 1736 T 0.18 0.43 S1-E 0.52 1736 T 0.17 0.35 E -D 0.80 2003 T 0.20 0.60 ------------- Webs ------------- H -F 0.11 295 C F -B 0.10 327 T B -G 0.18 489 T G -I 0.16 504 C G -C 0.18 489 T E -C 0.10 327 T E -J 0.11 295 C LL Defl 0.15" in E -D L/999 TL Defl -0.24" in A -F L/999 Shear // Grain in B -I 0.32 DL Defl -0.17" at S2 L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gal, Gross Area Plate - RHS 20 Ga, Gross Area it Type Plt Size X Y JSI A LOCK 4.Ox 6.0 Ctr 0.1 0.74 B LOCK 5.Ox 8.0 Ctr-0.1 0.88 C LOCK 5.Ox 8.0 Ctr-0.1 0.88 D LOCK 4.Ox 6.0 Ctr 0.1 0.74 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 2245 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD- FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: LG Robbins Engineering, Inc./Online Plus- 0 1996-2005 Version 18.0.014 Engineering - Portrait 2/28/2006 4:13:52 PM Page 1 Job Mark BELI TR H6 BELITR (Engle/Bellagio Elv Quan Type Span P1-H1 Left OH Right OH Engineering 1 HIPP 310000 6 1- 2- 0 1- 2- 0 1/M#15237) HO 4-3 0 0 N o TC 7x8 - --- B -- 6 2x4 � L 3-10-3 6x6 3x8 W:400 R:2744 U:1149 3x6 4x12 2x4 M S1 O F J 3x6 S2 3x6 Y 20G-RHS-5x10 -- --- - - -- - 3 BC --- 1-0--0 -_....__..__--------__---------.___..------. __...------......--- -- 31-0-0 ---- 7xB C H SPL E #7x16 3x6 EXCEPT AS SHOWN ALL PLATES ARE LOCK20, # = PLATE SELECTED IN PLATE MONITOR Online Plus -- Version 18.0.014 RUN DATE: 28-FEB-06 CSI -Size- ----Lumber---- TC 0.70 2x 4 SP-#2 EX B -S1 2x 4 SP-SS EX SI-C 2x 4 SP-SS BC 0.67 2x 4 SP-SS WB 0.64 2x 4 SP-#3 PB --- 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 31- 0- 0 BC Cont. 0- 0- 0 31- 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' 31.0' BC V 0 10 0.0' 31.0' TC V 50 38 7.0' 24.0' BC V 0 13 7.1' 23.9' BC V 280 280 7.1' CL-LB BC V 280 280 23.9' CL-LB Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 2744 1149 4- 0 3- 4 Hz = -86 Robbins Engineering, Inc./Online Plus- Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- * -L 0.70 5212 C 0.23 0.47 L -B 0.70 5134 C 0.21 0.49 B -M 0.71 6307 C 0.20 0.51 M -S1 0.98 6274 C 0.38 0.60 S1-O 0.69 6274 C 0.20 0.49 O -C 0.69 6274 C 0.20 0.49 C -P 0.69 5133 C 0.21 0.48 P -D 0.70 5212 C 0.23 0.47 --------Bottom Chords --------- A -F 0.53 4605 T 0.43 0.10 F -S2 0.52 4620 T 0.44 0.08 S2-J 0.50 4620 T 0.24 0.26 J -H 0.67 6307 T 0.60 0.07 H -E 0.51 4619 T 0.43 0.08 E -D 0.53 4606 T 0.43 0.10 ------------- Webs ------------- L -F 0.02 89 T F -B 0.19 626 T B -J 0.64 2017 T J -M 0.22 959 C M -H 0.13 179 C H -0 0.22 959 C H -C 0.64 1999 T E -C 0.19 620 T E -P 0.02 88 T LL Defl -0.33" in J -H L/999 TL Defl -0.68" in J -H L/532 Shear // Grain in M -S1 0.65 DL Defl -0.48" at H L/754 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 A LOCK 3.Ox 8.0 2.4 1.1 0.94 A LOCK 6.Ox 6.0 6.3 1.9 0.95 B LOCK 7.Ox 8.0 1.5-4.3 0.95 S1 LOCK 4.Oxl2.0 Ctr-0.2 0.88 C LOCK 7.Ox 8.0-1.5-4.3 0.95 D LOCK 3.Ox 8.0-2.4 1.1 0.94 D LOCK 6.Ox 6.0-6.3 1.9 0.95 S2 RHS 5.0x10.0 Ctr 0.8 0.99 J LOCK 3.Ox 6.0-1.0 Ctr 0.98 H# LOCK 7.Oxl6.0-1.0 Ctr 0.94 D 2744 1149 4- 0 3- 4 Hz = 87 # = Plate Monitor used Robbins Engineering, Inc./Online Plus- 0 1996-2005 Version 18.0.014 Engineering - Portrait 2/28/2006 4:13:52 PM Page 1 2x4 P HO 4-3 6x6 3x8 D r II W:400 R:2744 U:1149 Scale: 0.204" = 1' REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Girder Step Down Hip Framing King Jacks Jack Open Faced Setback 7- 0- 0 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Prevent truss rotation at all bearing locations. NOTE: USER MODIFIED PLATES This design may have plates selected through a plate monitor. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp, force 6307 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: LG Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering BELITR T31 3 TR 90000 6 0 0 BELITR (Engle/Bellaaio Elv.1/M#15237) HO 4-3 2-7-3 Cant:4- 8 W:300 R: 359 U: 150 Online Plus -- Version 18.0.014 RUN DATE: 28-FEB-06 CSI -Size- ----Lumber---- TC 0.12 2x 4 SP-#2 BC 0.31 2x 4 SP-#2 WB 0.07 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 9- 0- 0 BC Cont. 0- 0- 0 9- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.01' 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 HO 4-3 4x4 D 2x4 W:3o0 Cant:4- 8 R: 359 U: 150 9-0-0 - ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus - Hz = 50 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -B 0.12 381 C 0.00 0.12 B -C 0.12 381 C 0.00 0.12 --------Bottom Chords --------- A -D 0.31 337 T 0.04 0.27 D -C 0.31 337 T 0.04 0.27 ------------- Webs ------------- D -B 0.07 229 T LL Defl 0.01" in A -D L/999 TL Defl -0.01" in A -D L/999 Shear // Grain in A -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 it Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: it React Uplft Size Req'd East Coast Lumber Lbs Lbs In-Sx In-Sx Analysis Conforms To: A 360 151 3- 0 1- 0 FBC2004 Hz = -49 Design checked for LL on BC C 360 151 3- 0 1- 0 per BOCA (section 1606.2.3), Robbins Engineering, Inc./Online PIusT" © 1996-2005 Version 18.0.014 Engineering - Portrait 2/28/2006 4:14:03 PM 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: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 381 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: LG Job Mark Quan Type Span P1-H1 Left OH Right OH Engineeri,rg BELI TR T30 1 TR 90000 6 9-13 9-13 BELITR (Engle/Bellagio Elv.1/M#15237) k HO 4-3 HO 4-3 TC! 9-13 4-6-0 4-6-0 ! 9-13 2-7-3 4x4 Cant: 4- 8 w•308 W:308 Cant: 4- 8 R: 430 R: 430 U: 177 U: 177 ALL PLATES ARE LOCK20 See Joint D For Typical Gable Plate Size and Placement Online Plus -- Version 18.0.014 RUN DATE: 28-FEB-06 CSI -Size- ----Lumber---- TC 0.16 2x 4 SP-#2 BC 0.25 2x 4 SP-#2 GW 0.08 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 9- 0- 0 BC Cont. 0- 0- 0 9- 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 Cases) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 430 178 3- 8 1- 0 Hz = -49 C 430 178 3- 8 1- 0 Hz = 50 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -D 0.16 392 C 0.00 0.16 Robbins Engineering, Inc./Online Plus- D -B 0.16 373 C 0.00 0.16 B -G 0.16 373 C 0.00 0.16 G -C 0.16 392 C 0.00 0.16 --------Bottom Chords --------- A -E 0.25 339 T 0.04 0.21 E -F 0.25 339 T 0.04 0.21 F -H 0.25 339 T 0.04 0.21 H -C 0.25 339 T 0.04 0.21 ----------Gable Webs---------- E-D 0.02 73 C F -B 0.08 249 T H -G 0.02 73 C LL Defl -0.02" in H -C 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 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. Scale: 0.568" = 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: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 392 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT -PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING ,.INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: LG Robbins Engineering, Inc./Online Plus- 0 1996-2005 Version 18.0.014 Engineering - Portrait 2/28/2006 4:14.03 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering BELITR M33 5 ENDJO 60208 4 1- 2- 0 0 BELITR (Engle/Bellagio Elv.1/M#15237) 2-4-12 HO 3-15 HO 2-4-12 2x4 I W:300 W:108 Cant:4- 8 R: 351 R: 323 U: 128 U: 115 Online Plus -- Version 18.0.014 RUN DATE: 28-FEB-06 CSI -Size- ----Lumber---- TC 0.39 2x 4 SP-#2 BC 0.52 2x 4 SP-#2 WB 0.03 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 6- 2- 8 BC Cont. 0- 0- 0 6- 2- 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) ------ - -- - ----- ----- 6-2-8 - - ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus - Hz = 126 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -B 0.39 59 C 0.00 0.39 --------Bottom Chords --------- A -C 0.52 89 T 0.00 0.52 ------------- Webs ------------- C -B 0.03 184 C WindLd LL Defl -0.04" in A -C L/999 TL Defl -0.08" in A -C L/794 Shear // Grain in A -B 0.24 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area it Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR, ADDITIONAL SPECIFICATIONS. Checked for NonConcurrent 200 Lbs Moving Point Load applied NOTES: at Panel Points and Mid -panel Trusses Manufactured by: on BC East Coast Lumber Analysis Conforms To: it React Uplft Size Req'd FBC2004 Lbs Lbs In-Sx In-Sx OH Loading A 352 128 3- 0 1- 0 Soffit psf 2.0 Hz = 75 Design checked for LL on BC C 323 115 1- 8 1- 0 per BOCA (section 1606.2.3), Robbins Engineering, Inc./Online Plus- © 1996-2005 Version 18.0.014 Engineering - Portrait 2/28/2006 4:14:04 PM Page 1 Scale: 0.633" = 1 IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 184 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: LG Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering BELI TR H32 1 HHIP 60208 4 1- 2- 0 0 BELITR (Engle/Bellagio Elv.1/M#15237) t HO 1-11-15 HO 3-15 TC� 1-2-0 5-0-0 1-2-8 4x4 2x4 B 4 � 1-11-15 2x4 A -- D -- - E x4 �J I I 3x3 Cant:4- 8 W:300 HGR R: 391 R: 401 U: 150 U: 177 ALL PLATES ARE LOCK20 Scale: 0.688" = 1' Robbins Engineering, Inc./Online Plus - on BC Online Plus -- Version 18.0.014 it React Uplft Size Req'd RUN DATE: 28-FEB-06 Lbs Lbs In-Sx In-Sx A 391 150 3- 0 1- 0 CSI -Size- ----Lumber---- Hz = 61 TC 0.23 2x 4 SP-#2 D 402 177 3- 8 1- 0 BC 0.39 2x 4 SP-#2 Hz = 104 WB 0.18 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 6- 2- 8 BC Cont. 0- 0- 0 6- 2- 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=1.00 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' 6.2' BC V 0 10 0.0' 6.2' TC V 30 23 5.0' 5.2' TC V -40 -30 5.2' 6.2' BC V 0 8 5.1' 5.2' BC V 0 -10 5.2' 6.2' BC V 133 133 5.1' 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 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -B 0.23 284 C 0.00 0.23 B -C 0.09 267 C 0.00 0.09 --------Bottom Chords --------- A -E 0.39 267 T 0.04 0.35 E -D 0.26 73 T 0.00 0.26 ------------- Webs ------------- E -B 0.02 141 C E -C 0.18 564 T D -C 0.07 438 C WindLd LL Defl 0.02" in A -E L/999 TL Defl -0.02" in A -E L/999 Shear // Grain in A -B 0.18 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 Half Hip Framing King Jacks Jack Open Faced Setback 5- 0- 0 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 438 Lbs Quality Control Factor 1.00 . FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING ,.INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: LG Robbins Engineering, Inc./Online Plus'© 1996-2005 Version 18.0.014 Engineering -Portrait 2/28/2006 414:04 PM Pagel Job I Mark Quan Type Span P1-Hl Left OH Right OH Engineering BELL TR MV6 1 VLM. SB 60000 6 0 0 BELLTR (Engle/Bellagio Elv.1/M#15237) 3-0-0 HO 3-0-0 2x4 ma 10 I WHIM HC' 6-0-0 --- ---. -_._.--- 6-0-0------- --,J ALL PLATES ARE LOCK20 Online Plus -- Version 18.0.014 RUN DATE: 28-FEB-06 CSI -Size- ----Lumber---- TC 0.29 2x 4 SP-#2 BC 0.32 2x 4 SP-#2 WB 0.05 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 6- 0- 0 BC Cont. 0- 0- 0 6- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=.1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx Cont. Brg 0- 0- 0 to 6- 0- 0 431 181 Hz = 165 Robbins Engineering, Inc./Online Plus- Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -B 0.29 82 C 0.00 0.29 --------Bottom Chords --------- A -C 0.32 0 T 0.00 0.32 ------------- Webs ------------- C -B 0.05 143 C WindLd LL Defl 0.03" in A -C L/999 TL Defl -0.02" in A -C L/999 Shear // Grain in A -B 0.23 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 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 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. Scale: 0.625" = 1' Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 143 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED.DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: LG Robbins Engineering, Inc./Online Plus- © 1996-2005 Version 18.0.014 Engineering - Portrait 2/28/2006 4:14:07 PM Page 1 Job Mark Quan Type Span P1-HI Left OH Right OH Engineering BEL1 TR MVS 1 1 MONO 50508 4 0 0 BELLTR (Engle/Bellagio Elv.1/M#15237) Ho 2-3 2-0-0 2x A HO 2-0-0 2x4 BC_. 5-5-8 ___ . , i 'i._.T------------------- 5-5-8 ALL PLATES ARE LOCK20 Online Plus -- Version 18.0.014 RUN DATE: 28-FEB-06 CSI -Size- ----Lumber---- TC 0.26 2x 4 SP-#2 BC 0.40 2x 4 SP42 WB 0.02 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 5- 5- 8 BC Cont. 0- 0- 0 5- 5- 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) Robbins Engineering, Inc./Online Plus- Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -B 0.26 47 C 0.00 0.26 --------Bottom Chords --------- A -C 0.40 306 C 0.00 0.40 ------------- Webs ------------- C -B 0.02 153 C WindLd LL Defl -0.02" in A -C L/999 TL Defl -0.04" in A -C L/999 Shear // Grain in A -C 0.19 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area it Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Checked for NonConcurrent 200 Trusses Manufactured by: Lbs Moving Point Load applied East Coast Lumber at Panel Points and Mid -panel Analysis Conforms To: on BC FBC2004 Design checked for LL on BC it React Uplft Size Req'd per BOCA (section 1606.2.3), Lbs Lbs In-Sx In-Sx IBC/IRC-2003,and FBC 2004 Cont. Brg 0- 0- 0 to 5- 5- 8 (section 1607.1), 20.0 psf. 410 172 Hz = 101 Design checked for 10 psf non - concurrent LL on BC. Robbins Engineering, Inc./Online PIUS- © 1996-2005 Version 18.0.014 Engineering - Portrait 2/28/2006 4:14.08 PM Page 1 Scale: 0.795" = 1' 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: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 306 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: LG Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering BEL1 TR MV4 1 VLM. SB 40000 6 0 0 BELITR (Engle/Bellagio Elv.1/M#15237) r , HO 2-0-0 2x4 2-0-0 BC` 4-0-0 - -- 4-0-0 ----- ALL PLATES ARE LOCK20 Online Plus -- Version 18.0.014 RUN DATE: 28-FEB-06 CSI -Size- ----Lumber---- TC 0.08 2x 4 SP-#2 BC 0.14 2x 4 SP-#2 WB 0.02 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 4- 0- 0 BC Cont. 0- 0- 0 4- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx Cont. Brg 0- 0- 0 to 4- 0- 0 335 113 Hz = 101 Robbins Engineering, Inc./Online Plus- Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -B 0.08 48 C 0.00 0.08 --------Bottom Chords --------- A -C 0.14 0 T 0.00 0.14 ------------- Webs ------------- C -B 0.02 90 C WindLd LL Defl 0.00" in A -C L/999 TL Defl 0.00" in A -C L/999 Shear // Grain in A -C 0.23 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 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. Scale: 0.757" = 1 Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 90 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "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: LG Robbins Engineering, Inc./Online PIusTM ® 1996-2005 Version 18.0.014 Engineering - Portrait 2/26/2006 4:14:08 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering BELI TR MV3 3 VLMA. SB 30000 4 0 0 BELITR (Engle/Bellagio Elv.1/M#15237) 1-0-0 Online Plus -- Version 18.0.014 RUN DATE: 28-FEB-06 CSI -Size- ----Lumber---- TC 0.01 2x 4 SP-#2 BC 0.01 2x 4 SP-#2 WB 0.00 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=1.15 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 it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx Cont. Brg 0- 0- 0 to 3- 0- 0 283 71 Hz = 38 EO 1-0-0 ------ - 3-0-0 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus'" Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -B 0.01 14 C 0.00 0.01 --------Bottom Chords --------- A -C 0.01 0 T 0.00 0.01 ------------- Webs ------------- C -B 0.00 50 C WindLd LL Defl 0.00" in C -C L/999 TL Defl 0.00" in C -C L/999 Shear // Grain in C -B 0.06 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area 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 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. 2x4 C X4 Scale: 0.937" = 1' Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load .7.0 psf BC Dead Load 3.0 psf Max comp. force 50 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: LG Robbins Engineering, Inc./Online Plus" © 1996-2005 Version 18.0.014 Engineering - Portrait 2/28/2006 4:14.09 PM Page 1 Job Mark I Quan Type Span P1-H1 Left OH Right OH I Engineering BELI TR MV2 2 VLMA. SB 20000 6 0 0 BELITR (Engle/Bellagio Elv.1/M#15237) HO 1-0-0 TC 2-0-0 Online Plus -- Version 18.0.014 RUN DATE: 28-FEB-06 CSI -Size- ----Lumber---- TC 0.00 2x 4 SP42 BC 0.00 2x 4 SP42 WB 0.00 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 2- 0- 0 BC Cont. 0- 0- 0 2- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) 1-0-0 6 2x4 BC I - 2-0-0 ALL PLATES ARE LOCK20 C x4 Robbins Engineering, Inc./Online P1us- Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -B 0.00 15 C --------Bottom Chords --------- A -C 0.00 0 T ------------- Webs ------------- C -B 0.00 36 C WindLd LL Defl 0.00" in C -C L/999 TL Defl 0.00" in C -C L/999 Shear // Grain in C -B 0.03 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area 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 47 Hz = 36 Design checked for 10 psf non - concurrent LL on BC. Robbins Engineering, Inc./Online Plus- © 1996-2005 Version 18.0.014 Engineering - Portrait 2/26/2006 4:14:09 PM Page 1 Scale: 0.859" = 1' Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 36 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "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: LG Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering BELI TR VA 1 VL. SE 61114 6 0 0 BELITR (Engle/Bellagio Elv.1/M#15237) 1 TC1 _ 3-5-15_ _ 3-5-15 64x4 i +_N y rw f 1-9-0 wx 2x9 tw 2x4 D •2x4 i I I i �c. ------- - 6-11-14 - ---- --. ALL PLATES ARE LOCK20 See Joint D For Typical Gable Plate Size and Placement Scale: 0.745" = 1' Online Plus -- Version 18.0.014 RUN DATE: 28-FEB-06 CSI -Size- ----Lumber---- TC 0.04 2x 4 SP-#2 BC 0.10 2x 4 SP-#2 GW 0.01 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 6-11-14 BC Cont. 0- 0- 0 6-11-14 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 U13C LL Load Case(s) Robbins Engineering, Inc./Online P1us- Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -B 0.04 50 C 0.00 0.04 B -C 0.04 50 C 0.00 0.04 --------Bottom Chords --------- A -D 0.10 0 T 0.00 0.10 D -C 0.10 0 T 0.00 0.10 ----------Gable Webs---------- D-B 0.01 122 C LL Defl 0.00" in D -C L/999 TL Defl 0.00" in D -C L/999 Shear // Grain in A -D 0.22 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area it Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Checked for NonConcurrent 200 Lbs Moving Point Load applied NOTES: at Panel Points and Mid -panel Trusses Manufactured by: on BC East Coast Lumber Analysis Conforms To: it React Uplft Size Req'd FBC2004 Lbs Lbs In-Sx In-Sx Design checked for LL on BC Cont. Brg 0- 0- 0 to 6-11-14 per BOCA (section 1606.2.3), 460 193 Hz = 32 IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Robbins Engineering, Inc./Online Plus'" ® 1996-2005 Version 18.0.014 Engineering - Portrait 2/28/2006 4:14:10 PM Page 1 Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 122 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: LG Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering BELITR V4 1 VL.SB 40000 6 0 0 BELITR (Engle/Bellagio Elv.1/M#15237) 1-0-0 6 4x4 2x4 % Cam% ® \ 2x4 ALL PLATES ARE LOCK20 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: 28-FEB-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 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx Cont. Brg 0- 0- 0 to 4- 0- 0 221 93 Hz = 15 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -B 0.00 74 C B -C 0.00 74 C --------Bottom Chords --------- A -C 0.01 0 T 0.00 0.01 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI B LOCK 4.Ox 4.0 Ctr-1.0 0.33 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber . Analysis Conforms To: 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: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type Zone location TC Dead Load BC Dead Load Max comp. force Quality Control Scale: 0.888" = 1' Enclosed Exterior 7.0 psf 3.0 psf 74 Lbs Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: LG Robbins Engineering, Inc./Online PIUS- © 1996-2005 Version 18.0.014 Engineering - Portrait 2/28/2006 4:14:11 PM Page 1 Job Mark Quart Type Span P1-H1 Left OH Right OH rt ing BELITR HJ% 5 ENDJV 91013 4.243 1- 7-13 0 BELITR (Engle/Bellagio Elv.1/M#15237) HO 3-15 TC L1-7 3-9-15 HO 3-9-15 2x4 B 8 38 35 C 3x3 W : 511 W :108 R: 501 R: 397 U: 120 U: 95 Online Plus -- Version 18.0.014 RUN DATE: 28-FEB-06 CSI -Size- ----Lumber---- TC 0.54 2x 4 SP-#2 BC 0.92 2x 4 SP-#2 WB 0.29 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 9-10-13 BC Cont. 0- 0- 0 9-10-13 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.00 Fc=1.00 Ft=1.00 BC Fb=1.00 Fc=1.00 Ft=1.00 Load Case # 1 Girder Loading Lumber Duration Factor 1.25 Plate Duration Factor 1.25 plf - Live Dead From To TC V 40 30 0.0' 9.9' BC V 0 10 0.0' 9.9' TC V -40 -30 0.0' 45 34 9.9' BC V 0 -10 0.0' 0 11 9.9' Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC ALL PLATES ARE LOC&20 Robbins Engineering, Inc./Online P1us- Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 502 120 5-11 1- 0 Hz = 142 B 289 186 1- 8 1- 0 C 397 95 1- 8 1- 0 Hz = 224 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -D 0.54 712 C 0.00 0.54 D -B 0.54 105 C 0.00 0.54 --------Bottom Chords --------- A -C 0.92 720 T 0.13 0.79 ------------- Webs ------------- D -C 0.29 769 C C -B 0.08 0 T WindLd LL Defl -0.24" in A -C L/465 TL Defl -0.36" in A -C L/307 Shear // Grain in D -B 0.34 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Gat, Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by East Coast Lumber Analysis Conforms To: FBC2004 Girder King Jack Scale: 0.468" = 1' Loading TC and BC Setback 7- 0- 0 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Use properly rated hangers for loads framing into girder truss. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 769 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: LG Robbins Engineering, Inc./Online PIusTM © 1996-2005 Version 18.0.014 Engineering - Portrait 2/28/2006 4:14:11 PM Pagel __[_ Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering BEL1 TR HJ5A 1 ENDJV 70014 2.828 1- 7-13 0 BELITR (Engle/Bellagio Elv.1/M#15237) HO 3-12 HO 1-11-12 TC 1-7-13 7-0-14 2x4 B 2.828 1-11-12 i I I I 2x4 A 108 28 5 2.4 Cant:6- 6 W.404 W:108 R: 360 R: 248 U: 120 HC; --- --,7-0-14 7-0-14 ALL PLATES ARE LOCK20 Scale: 0.685" = 1' Online Plus -- Version 18.0.014 RUN DATE: 28-FEB-06 CSI -Size- ----Lumber---- TC 0.53 2x 4 SP-#2 BC 0.67 2x 4 SP42 WB 0.01 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 7- 0-14 BC Cont. 0- 0- 0 7- 0-14 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.00 Fc=1.00 Ft=1.00 BC Fb=1.00 Fc=1.00 Ft=1.00 Load Case # 1 Girder Loading Lumber Duration Factor 1.25 Plate Duration Factor 1.25 plf - Live Dead From To TC V 40 30 0.0' 7.1' BC V 0 10 0.0' 7.1' TC V -40 -30 0.0' 17 12 7.1' BC V 0 -10 0.0' 0 4 7.1' Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Robbins Engineering, Inc./Online Plus- Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 360 120 4- 4 1- 0 Hz = -47 B 229 125 1- 8 1- 0 C 248 0 1- 8 1- 0 Hz = 88 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -B 0.53 44 C 0.00 0.53 --------Bottom Chords --------- A -C 0.67 59 T 0.00 0.67 ------------- Webs ------------- C -B 0.01 0 T WindLd LL Defl -0.04" in A -C L/999 TL Defl -0.11" in A -C L/666 Shear // Grain in A -C 0.30 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 5- 0- 0 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Use properly rated hangers for loads framing into girder truss. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 44 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: LG Robbins Engineering, Inc./Online PIUST © 1996-2005 Version 18.0.014 Engineering - Portrait 2/28/2006 4:14:12 PM Page 1 Job Marx Quan Type Span P1-H1 Left OH Right OH Engineering BELITR HJ4 1 ENDJV 50512 4.243 1- 7-13 0 BELITR (Engle/Bellagio Elv.1/M#15237) - Ho 3-15 HO 2-3-3 TC 1-7-13 5-5-12 2x4 B i I 4.243I 2-3-3 i� I 2x4 II W lOB A R: 142 I 76 I - � C -- 2x4 ,I W:1105 I w:109 R: 301 R: 233 U: 68 BC ---- ----- - --- - I --- -- --- 5-5-1----------------- 2 -i ------._.-_ _-------------- ---- 5-5-12-_----------- -, ALL PLATES ARE LOCK20 Scale: 0.661" = 1' Online Plus -- Version 18.0.014 RUN DATE: 28-FEB-06 CSI -Size- ----Lumber---- TC 0.28 2x 4 SP-#2 BC 0.46 2x 4 SP-#2 WB 0.02 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 5- 5-12 BC Cont. 0- 0- 0 5- 5-12 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=1.00 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' 5.5' BC V 0 10 0.0' 5.5' TC V -40 -30 0.0' 1 1 5.5' BC V 0 -10 0.0' 0 0 5.5' 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 P1us- Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 302 69 11- 5 1- 0 Hz = -55 B 142 77 1- 8 1- 0 C 234 0 1- 8 1- 0 Hz = 89 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -B 0.28 47 C 0.00 0.28 --------Bottom Chords --------- A -C 0.46 56 T 0.00 0.46 ------------- Webs ------------- C -B 0.02 0 T WindLd LL Defl -0.02" in A -C L/999 TL Defl -0.04" in A -C L/999 Shear // Grain in A -C 0.28 DL Defl 0.00" at IL/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 4- 0- 0 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Use properly rated hangers for loads framing into girder truss. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead.Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 47 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: LG Robbins Engineering, Inc./Online PIusTM © 1996-2005 Version 18.0.014 Engineering - Portrait 2/28/2006 4:14:12 PM Page 1 Job BELITR Mark EJ7 Quart Type 20 ENDJO Span P1-H1 70000 6 Left OH Right OH 1- 2- 0 0 Engineering BELITR (Engle/Bellagio Elv.1/M#15237) v HO 4-3 HO 3-10-3 TCi 1-2-0 7-0-0 B 6 W:108 3-10-3 R: 215 U: 158 2x4 A C W:400 W:108 R: 377 R: 243 U: 104 U: 8 BC-1 BC ----------i -- -------------------- 7-0-0 ALL PLATES ARE LOCK20 Scale: 0.481" = 1' Robbins Engineering, Inc./Online Plus - Hz = 99 Online Plus -- Version 18.0.014 Membr. CSI P Lbs Axl-CSI-Bnd RUN DATE: 28-FEB-06----------Top Chords ---------- A -B 0.55 91 C 0.00 0.55 CSI -Size- ----Lumber------------Bottom Chords --------- TC 0.55 2x 4 SP-#2 A -C 0.67 99 T 0.00 0.67 BC 0.67 2x 4 SP-#2 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 7- 0- 0 BC Cont. 0- 0- 0 7- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) LL Defl -0.08" in A -C L/999 TL Defl -0.17" in A -C L/458 Shear // Grain in A -B 0.28 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area it Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Checked for NonConcurrent 200 NOTES: Lbs Moving Point Load applied Trusses Manufactured by: at Panel Points and Mid -panel East Coast Lumber on BC Analysis Conforms To: FBC2004 it React Uplft Size Req'd OH Loading Lbs Lbs In-Sx In-Sx Soffit psf 2.0 A 377 104 4- 0 1- 0 Design checked for LL on BC Hz = 185 per BOCA (section 1606.2.3), B 215 158 1- 8 1- 0 IBC/IRC-2003,and FBC 2004 C 244 9 1- 8 1- 0 (section 1607.1), 20.0 psf. Robbins Engineering, Inc./Online Plus- 0 1996-2005 Version 18.0.014 Engineering - Portrait 2/28/2006 4.14:13 PM Page 1 Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp- force 91 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: LG Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering BELI TR EJ7A 4 ENDJO 70000 6 0 0 BELITR (Engle/Bellagio Elv.1/M#15237) 3-10-3 HO 4-3 Ho 3-10-3 8 L5 i8 i i I� W:400 w:108 R: 281 R: 243 U: 67 U: 8 ----- -- ---- -- - 7-0-0------------ ----i 8C i,--"'----- ---- --- --- - - - - ---- 7-0-0--------------- ALL PLATES ARE LOCA20 Robbins Engineering, Inc./Online Plus - Hz = 99 Online Plus -- Version 18.0.014 Membr CSI P Lbs Axl-CSI-Bnd RUN DATE: 28-FEB-06----------Top Chords ---------- A -B 0.55 91 C 0.00 0.55 CSI -Size- ----Lumber------------Bottom Chords --------- TC 0.55 2x 4 SP42 A -C 0.67 99 T 0.00 0.67 BC 0.67 2x 4 SP-#2 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 7- 0- 0 BC Cont. 0- 0- 0 7- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) LL Defl -0.08" in A -C L/999 TL Defl -0.17" in A -C L/458 Shear // Grain in A -B 0.28 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area 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 Design checked for LL on BC Lbs Lbs In-Sx In-Sx per BOCA (section 1606.2.3), A 281 68 4- 0 1- 0 IBC/IRC-2003,and FBC 2004 Hz = 185 (section 1607.1), 20.0 psf. B 215 158 1- 8 1- 0 Design checked for 10 psf non- C 244 9 1- 8 1- 0 concurrent LL on BC. Robbins Engineering, Inc./Online Plus TM © 1996-2005 Version 18.0.014 Engineering - Portrait 2/28/2006 4:14:13 PM Page 1 Scale: 0.481" = 1' Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 91 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: LG Job BELL TR Mark EJ7T Quan Type 5 TEJ1 Span P1-H1 70000 6 Left OH Right OH 1- 2- 0 0 Engineering BELITR (Engle/Bellagio Elv.1/M#15237) + I HO 4-3 HO 2-10-3 TC 1-2-0 7-0-0 B 'I 3-10-3 W:108 1-0-OD 2x4 R: 217 1-0-0C F U: 154 2x4 TD ~ C A #4x6 0 E T t 4x4 6 W: 108 .----- ---- R: 240 I � U: 12 W:400 R: 409 U: 104 BC ----2-4-0-- - -- 2-0-0 --- 2-8-0 -------- _..__. - ...._----- ---------_.._-- 7-0-0 -... _.----- -'-'- ALL PLATES ARE LOCK20, # = PLATE SELECTED IN PLATE MONITOR Scale: 0.481" = 1' Online Plus -- Version 18.0.014 RUN DATE: 28-FEB-06 CSI -Size- ----Lumber---- TC 0.57 2x 4 SP-#2 BC 0.57 2x 4 SP-#2 WB 0.03 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 7- 0- 0 BC Cont. 0- 0- 0 7- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 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 Cases) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 410 104 4- 0 1- 0 Hz = 185 B 218 155 1- 8 1- 0 C 240 13 1- 8 1- 0 Hz - 99 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- RobbinsEngineering, Inc./Online P1us- A -F 0.57 125 C 0.00 0.57 F -B 0.57 84 C 0.00 0.57 --------Bottom Chords --------- A -E 0.36 87 T 0.00 0.36 E -D 0.57 88 T 0.00 0.57 D -C 0.57 99 T 0.00 0.57 ------------- Webs ------------- E -F 0.03 115 T WindLd LL Defl -0.17" in E -D L/455 TL Defl -0.31" in E -D L/249 Shear // Grain in A -E 0.26 DL Defl 0.00" at L/999 Hz Disp LL DL TL it C 0.02" 0.01" 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 it Type Plt Size X Y JSI E LOCK 4.Ox 4.0-0.6 2.4 0.39 D# LOCK 4.Ox 6.0 Ctr 0.2 0.35 # = 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 Desilft ahwekod for LL on RC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. NOTE: USER MODIFIED PLATES This design may have plates selected through a plate monitor. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load 3.0 psf Max comp. force 125 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: LG Robbins Engineering, Inc./Online Plus'© 1996-2005 Version 18.0.014 Engineering -Portrait 2/28/2006 4:1414 PM Pagel Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering BELI TR EJSA 1 ENDJO 50000 4 1- 2- 0 0 BELITR (Engle/Bellagio Elv.1/M#15237) HO 3-15 HO 1-11-15 Tr` 1-2-0 I � I I I I � I Cant:4- 8 W:300 W:108 R: 304 R: 228 U: 106 U: 4 5-0-0 ALL PLATES ARE LOCK20 Robbins Engineering, Inc -/Online Plus - Hz = 47 Online Plus -- Version 18.0.014 Membr CSI P Lbs Axl-CSI-Bnd RUN DATE: 28-FEB-06----------Top Chords ---------- A -B 0.24 38 C 0.00 0.24 CSI -Size- ----Lumber------------Bottom Chords --------- TIC 0.24 2x 4 SP-#2 A -C 0.41 46 T 0.00 0.41 BC 0.41 2x 4 SP-#2 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 5- 0- 0 BC Cont. 0- 0- 0 5- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) LL Defl -0.01" in A -C L/999 TL Defl -0.03" in A -C L/999 Shear // Grain in A -B 0.18 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Checked for NonConcurrent 200 NOTES: Lbs Moving Point Load applied Trusses Manufactured by: at Panel Points and Mid -panel East Coast Lumber on BC Analysis Conforms To: FBC2004 Jt React Uplft Size Req'd OH Loading Lbs Lbs In-Sx In-Sx Soffit psf 2.0 A 305 107 3- 0 1- 0 Design checked for LL on BC Hz = 87 per BOCA (section 1606.2.3), B 146 93 1- 8 1- 0 IBC/IRC-2003,and FBC 2004 C 229 4 1- 8 1- 0 (section 1607.1), 20.0 psf. Robbins Engineering, Inc./Online Plus- © 1996-2005 Version 18.0.014 Engineering- Portrait 2/28/2006 414:14 PM Pagel Scale: 0.738" = 1' Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 38 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "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: LG _]- Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering BELI TR CJ5 10 ENDJO 50000 6 1- 2- 0 0 BELITR (Engle/Bellagio Elv.1/M#15237) HO 4-3 HO 2-10-3 TC, 1-2-0 - 5-0-0 6, 2-10-3 W:108 R: 153 U: 113 2x4 A i i W:400 W:108 R: 300 _ R: 230 U: 84 U: 7 BC ---------. _ _----------- - - 5-0-0 .-=r-------------- --- --- 5-0-0 --- ALL PLATES ARE LOCK20 Scale: 0.603" = 1' Robbins Engineering, Inc./Online Plus - Hz = 71 Online Plus -- Version 18.0.014 Membr CSI P Lbs Axl-CSI-Bnd RUN DATE: 28-FEB-06----------Top Chords ---------- A -B 0.27 65 C 0.00 0.27 CSI -Size- ----Lumber------------Bottom Chords --------- TC 0.27 2x 4 SP-#2 A -C 0.43 70 T 0.00 0.43 BC 0.43 2x 4 SP-#2 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 5- 0- 0 BC Cont. 0- 0- 0 5- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Cases) Plus 1 UBC LL Load Cases) LL Defl -0.02" in A -C L/999 TL Defl -0.04" in A -C L/999 Shear // Grain in A -B 0.19 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Gat, Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Checked for NonConcurrent 200 NOTES: Lbs Moving Point Load applied Trusses Manufactured by: at Panel Points and Mid -panel East Coast Lumber on BC Analysis Conforms To: FBC2004 Jt React Uplft Size Req'd OH Loading Lbs Lbs In-Sx In-Sx Soffit psf 2.0 A 300 84 4- 0 1- 0 Design checked for LL on BC Hz = 132 per BOCA (section 1606.2.3), B 153 113 '1- 8 1- 0 IBC/IRC-2003,and FBC 2004 C 231 7 1- 8 1- 0 (section 1607.1), 20.0 psf. Robbins Engineering, Inc./Online Plus- 0 1996-2005 Version 18.0.014 Engineering - Portrait 2/28/2006 414.15 PM Page 1 Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 65 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ 1113CSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: LG Job Mark Puan Type Span P1-H1 Left OH Right OH Engineering BELI TR CJ3 12 ENDJO 30000 6 1- 2- o 0 BELITR (Engle/Bellagio Elv.1/M#15237) HO 4-3 HO 1-10-3 TC 1-2-0 3-0-0 6: 1-10-3 2x4 A I, 1 C \ j W:106 R: 91 U: 68 W:400 W:108 R: 262 R: 218 U: 63 U: 5 BC 3-0-0 ! - - 3-0-0 ALL PLATES ARE LOCK20 Scale: 0.643" = 1' Robbins Engineering, Inc./Online Plus - Hz = 42 Online Plus -- Version 18.0.014 Membr CSI P Lbs Axl-CSI-Bnd RUN DATE: 28-FEB-06----------Top Chords ---------- A -B 0.10 38 C 0.00 0.10 CSI -Size- ----Lumber------------Bottom Chords --------- TC 0.10 2x 4 SP-#2 A -C 0.22 41 T 0.00 0.22 BC 0.22 2x 4 SP-#2 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 3- 0- 0 BC Cont. 0- 0- 0 3- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) LL Defl 0.00" in A -C L/999 TL Defl -0.01" in A -C L/999 Shear // Grain in A -C 0.17 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Checked for NonConcurrent 200 NOTES: Lbs Moving Point Load applied Trusses Manufactured by: at Panel Points and Mid -panel East Coast Lumber on BC Analysis Conforms To: FBC2004 Jt React Uplft Size Req'd OH Loading Lbs Lbs In-Sx In-Sx Soffit psf 2.0 A 262 64 4- 0 1- 0 Design checked for LL on BC Hz = 78 per BOCA (section 1606.2.3), B 92 68 1- 8 1- 0 IBC/IRC-2003,and FBC 2004 C 218 5 1- 8 1- 0 (section 1607.1), 20.0 psf. Robbins Engineering, Inc./Online Plus'" © 1996-2005 Version 18.0.014 Engineering - Portrait 2/28/2006 4:14:16 PM Page i Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 38 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: LG Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering BELITR CJ3A 2 ENDJO 30000 4 1- 2- 0 0 BELITR (Engle/Bellagio Elv.1/M#15237) HO 3-15 1-3-15 HO 1-3-15 0-0 Cant:4- 8 II W: R: 8 83 U: 153 W:300 W: 108 R: 259 R: 216 U: 79 U: 3 -BC __._-------- ------ 3-a - 0--._-'-------- ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus - Hz = 27 Online Plus -- Version 18.0.014 Membr CSI P Lbs Axl-CSI-Bnd RUN DATE: 28-FEB-06----------Top Chords ---------- A -B 0.09 22 C 0.00 0.09 CSI -Size- ----Lumber------------Bottom Chords --------- TC 0.09 2x 4 SP-#2 A -C 0.20 27 T 0.00 0.20 BC 0.20 2x 4 SP-#2 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 3- 0- 0 BC Cont. 0- 0- 0 3- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) LL Defl 0.00" in A -C L/999 TL Defl 0.00" in A -C L/999 Shear // Grain in A -C 0.17 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Checked for NonConcurrent 200 NOTES: Lbs Moving Point Load applied Trusses Manufactured by: at Panel Points and Mid -panel East Coast Lumber on BC Analysis Conforms To: FBC2004 Jt React Uplft Size Req'd OH Loading Lbs Lbs In-Sx In-Sx Soffit psf 2.0 A 260 79 3- 0 1- 0 Design checked for LL on BC Hz = 51 per BOCA (section 1606.2.3), B 84 54 1- 8 1- 0 IBC/IRC-2003,and FBC 2004 C 216 3 1- 8 1- 0 (section 1607.1), 20.0 psf. Robbins Engineering, Inc./Online Plus- © 1996-2005 Version 18.0.014 Engineering - Portrait 2/28/2006 4:14:16 PM Page 1 Scale: 0.609" = 1' Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 22 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: LG Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering BELI TR CJI 12 ENDJO 10000 6 1- 2- 0 0 BELITR (Engle/Bellagio Elv.1/M#15237) HO 4-3 HO 10-3 TC 1-2-0 1-0-0 6 C 2x4 10-3 A w'ibs R:. 'I48 U:i:17 W:400 W108 R: 235 R: 205 U: 46 U: 4 Etc i 1-0-0 1-0-0 ALL PLATES ARE LOCK20 Scale: 0.716" = 1' Robbins Engineering, Inc./Online Plus'" Hz = 12 Online Plus -- Version 18.0.014 Membr CSI P Lbs Axl-CSI-Bnd RUN DATE: 28-FEB-06----------Top Chords ---------- A -B 0.03 18 T 0.00 0.03 CSI -Size- ----Lumber------------Bottom Chords --------- TC 0.03 2x 4 SP-#2 A -C 0.04 12 T 0.00 0.04 BC 0.04 2x 4 SP-#2 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 1- 0- 0 BC Cont. 0- 0- 0 1- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) LL Defl 0.00" in TL Defl 0.00" in Shear // Grain in A -C 0.06 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Checked for NonConcurrent 200 NOTES: Lbs Moving Point Load applied Trusses Manufactured by: at Panel Points and Mid -panel East Coast Lumber on BC Analysis Conforms To: FBC2004 Jt React Uplft Size Req'd OH Loading Lbs Lbs In-Sx In-Sx Soffit psf 2.0 A 235 46 3- 8 1- 0 Design checked for LL on BC Hz = 23 per BOCA (section 1606.2.3), B 48 17 1- 8 1- 0 IBC/IRC-2003,and FBC 2004 C 205 4 1- 8 1- 0 (section 1607.1), 20.0 psf. Robbins Engineering, Inc./Online PIUST © 1996-2005 Version 18.0.014 Engineering -Portrait 2/28/2006 4:14:17 PM Pagel Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 9 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ 11SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: LG Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering BEL1 TR CJIA 2 ENDJO 10000 4 1- 2- 0 0 BELITR (Engle/Bellagio Elv.1/M#15237) 7-15 HO 3-15 HO 7-15 TCI 1-2-0 1-0-0 4. C 2x4 A I Cant:4- 8 W:300 W:109 R: 236 R: 206 U: 54 U: 5 BC ------------------1-0-0------il -- - 1-0-0 ---- ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus- Membr CSI P Lbs Axl-CSI-End ----------Top Chords---------- OnlinePlus -- Version 18.0.014 A -B 0.01 15 T 0.00 0.01 RUN DATE: 28-FEB-06--------Bottom Chords--------- CSI -Size- ----Lumber---- TC 0.01 2x 4 SP-#2 BC 0.00 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 LL Defl 0.00" in TL Defl 0.00" in Shear // Grain in B -B 0.06 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Ga, Gross Area it Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Plus 5 Wind Load Case(s) NOTES: Plus 1 UBC LL Load Case(s) Trusses Manufactured by: East Coast Lumber Checked for NonConcurrent 200 Analysis Conforms To: Lbs Moving Point Load applied FBC2004 at Panel Points and Mid -panel OH Loading on BC Soffit psf 2.0 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 A 236 54 3- 8 1- 0 (section 1607.1), 20.0 psf. Hz = 14 Design checked for 10 psf non- B 51 11 1- 8 1- 0 concurrent LL on BC. C 207 6 1- 8 1- 0 Wind Loads - ANSI / ASCE 7-02 Robbins Engineering, Inc./Online Plus'" 0 1996-2005 Version 18.0.014 Engineering - Portrait 2/28/2006 4:14:17 PM Page 1 Scale: 0.939" = 1 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 3 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: LG Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering BELIOX33 H40 2 HHIP 91008 3 1- 2- 0 0 ENGLE/BEL10X33/M9160 HO 2-0-14 HO 3-14 TC 1-2-0 7-0-0 2-10-8 4x4 4x4 B C 3' ERO 3x3 41 nZ Fly G 2-0-14 3x4 A D F E 2x4 li"y\ 2x4%, 3x8 n i LIIIJIII w:400 HGR R: 669 R: 878 U: 187 U: 245 BC 9-10 -B 9-10-8 ALL PLATES ARE LOCK20 Scale: 0.562" = 1' Online Plus -- Version 18.0.014 RUN DATE: 27-FEB-06 CSI -Size- ----Lumber---- TC 0.19 2x 4 SP-#2 BC 0.45 2x 4 SP-#2 WB 0.44 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 9-10- 8 BC Cont. 0- 0- 0 9-10- 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=1.00 Fc=1.00 Ft=1.00 BC Fb=1.00 Fc=1.00 Ft=1.00 Load Case # 1 Girder Loading Lumber Duration Factor 1.25 Plate Duration Factor 1.25 plf - Live Dead From To TC V 40 30 0.0' 9.9' BC V 0 10 0.0' 9.9' TC V 50 38 7.0' 8.9' TC V -40 -30 8.9' 9.9' BC V 0 13 7.1' 8.9' BC V 0 -10 8.9' 9.9' BC V 280 280 7.1' CL-LB Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Robbins Engineering, Inc./Online Plus - it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 669 187 4- 0 1- 0 Hz = 53 D 878 246 3- 8 1- 1 Hz = 96 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- * -G 0.17 1575 C 0.02 0.15 G -B 0.10 1171 C 0.01 0.09 B -C 0.19 1138 C 0.01 0.18 --------Bottom Chords --------- A -F 0.45 1529 T 0.18 0.27 F -E 0.44 1529 T 0.20 0.24 E -D 0.25 68 T 0.00 0.25 ------------- Webs ------------- F -G 0.06 212 T G -E 0.10 507 C E -B 0.01 64 T E -C 0.44 1382 T D -C 0.14 862 C WindLd LL Defl -0.03" in F -E L/999 TL Defl -0.06" in F -E L/999 Shear // Grain in B -C 0.22 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gat, Gross Area Plate - RHS 20 Gat, Gross Area it Type Plt Size X Y JSI E LOCK 3.Ox 8.0 0.5 Ctr 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 Girder Half Hip Framing King Jacks Jack Open Faced Setback 7- 0- 0 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. 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 1575 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Robbins Engineering, Inc./Online PIUSTM ® 1996-2005 Version 18.0.014 Engineering - Portrait 2/27/2006 3:44:20 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering BEL10X33 H41 2 MONO 91008 3 1- 2- 0 0 ENGLE/BEL10X33/M9160 HO 3-14 HO 2-9-8 TC-E_ ._1-2-0 _ . 9-0-0. - _---------------- - -10-8- #4x6 2-6-14 B !x4 W:400 HGR R: 485 R: 373 U: 132 U: 77 - BC---9-10-8 - - 9-10-8 ALL PLATES ARE LOCK20, # = PLATE SELECTED IN PLATE MONITOR Scale: 0.564" = 1' Robbins Engineering, Inc./Online P1us- G -E 0.28 37 C 0.00 0.28 --------Bottom Chords--------- OnlinePlus -- Version 18.0.014 A -C 0.80 752 T 0.09 0.71 RUN DATE: 27-FEB-06 ------------- Webs ------------- G -C 0.25 751 C CSI -Size- ----Lumber---- E -C 0.01 97 C TC 0.53 2x 4 SP42 E -B 0.00 36 C BC 0.80 2x 4 SP-#2 C -B 0.02 18 C 0.00 0.02 WB 0.25 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 9-10- 8 BC Cont. 0- 0- 0 9-10- 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 U13C 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 485 132 4- 0 1- 0 Hz = 67 C 374 77 3- 8 1- 0 Hz = 122 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -G 0.53 761 C 0.00 0.53 LL Defl -0.21" in A -C L/527 TL Defl -0.34" in A -C L/322 Shear // Grain in A -C 0.31 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 E LOCK 4.Ox 6.0 0.3 1.0 0.28 C LOCK 3.Ox 8.0-0.5 Ctr 0.77 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. NOTE: USER MODIFIED PLATES This design may have plates selected through a plate monitor. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 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 761 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Robbins Engineering. Inc./Online Plus-® 1996-2005 Version 18.0.014 Engineering -Portrait 2/272006 3:44:20 PM Pagel Job Mark Quan Type Span P1-H1 Left OH Right OH I Engineering BELIOX33 M41 7 MONO 91008 3 1- 2- 0 0 ENGLE/BEL10X33/M9160 Ho 3-14 HO 2-9-8 TC: 1-2-0 _..... .... _..__----- - --- 9-10-8 2x4 2-9-8 W:400 HGR R: 486 R: 399 U: 131 U: 103 BC 9-10-8 9-10-8 - ALL PLATES ARE LOCK20 Scale: 0.565" = 1 Robbins Engineering, Inc./Online Plus - Hz = 133 Design checked for LL on BC per BOCA (section 1606.2.3), Online Plus -- Version 18.0.014 Membr CSI P Lbs Axl-CSI-Bnd IBC/IRC-2003,and FBC 2004 RUN DATE: 27-FEB-06 ----------Top Chords---------- (section 1607.1), 20.0 psf. A -D 0.52 788 C 0.00 0.52 Design checked for 10 psf non- CSI -Size- ----Lumber---- D -B 0.31 50 C 0.00 0.31 concurrent LL on BC. TC 0.52 2x 4 SP-#2 --------Bottom Chords--------- Wind Loads - ANSI / ASCE 7-02 BC 0.79 2x 4 SP-#2 A -C 0.79 780 T 0.09 0.70 Truss is designed as a Main WB 0.30 2x 4 SP-#3 -------------Webs------------- Wind -Force Resistance System. D -C 0.30 809 C Wind Speed: 120 mph Brace truss as follows: C -B 0.03 137 C WindLd Mean Roof Height: 15-0 O.C. From To Exposure Category: B TC Cont. 0- 0- 0 9-10- 8 LL Defl -0.21" in A -C L/526 Occupancy Factor : 1.00 BC Cont. 0- 0- 0 9-10- 8 TL Defl -0.34" in A -C L/324 Building Type: Enclosed Shear // Grain in A -D 0.26 Zone location: Exterior Loading Live Dead (psf) DL Defl 0.00" at L/999 TC Dead Load 7.0 psf TC 20.0 15.0 BC Dead Load 3.0 psf BC 0.0 5.0 Plates for each ply each face. Max comp. force 809 Lbs Total 20.0 20.0 40.0 PLATING CONFORMS TO TPI. Quality Control Factor 1.00 Spacing 24.0" REPORTS: SBCCI 9761 Lumber Duration Factor 1.25 ROBBINS ENGINEERING, INC. FABRICATOR NOTES: Plate Duration Factor 1.25 BASED ON SP LUMBER 1. EAST COAST LUMBER & SUPPLY TC Fb=1.15 Fc=1.10 Ft=1.10 USING GROSS AREA TEST. F.M. HILPERT, P.E.#50477 BC Fb=1.10 Fc=1.10 Ft=1.10 Plate - LOCK 20 Gar Gross Area 5285 ST. LUCIE BLVD. Plate - RHS 20 Gar Gross Area FORT PIERCE FL. 34946 it Type Plt Size X Y JSI 2. !!!CAUTION!!! READ "BCSI-B1 Plus 5 Wind Load Case(s) SUMMARY SHEET" BEFORE Plus 1 UBC LL Load Case(s) HANDLING , INSTALLING & REFER TO ROBBINS ENG. GENERAL BRACING TRUSSES. Checked for NonConcurrent 200 NOTES AND SYMBOLS SHEET FOR 3. SEE ATTACHED DETAIL SHEET Lbs Moving Point Load applied ADDITIONAL SPECIFICATIONS. FOR: 1-JACK NAILS. at Panel Points and Mid -panel 2-TBRACE. 3-BEARING BLOCK. on BC NOTES: 4. DESIGNER: JLW Trusses Manufactured by: it React Uplft Size Req'd East Coast Lumber Lbs Lbs In-Sx In-Sx Analysis Conforms To: A 487 131 4- 0 1- 0 FBC2004 Hz = 74 OH Loading C 399 104 3- 8 1- 0 Soffit psf 2.0 Robbins Engineering, Inc./Online Plus- © 1996-2005 Version 18.0.014 Engineering - Portrait 2/27/2006 3:44:21 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering BELIOX33 HJ7P 2 MONO 91013 2.121 1- 7-13 0 ENGLE/BEL10X33/M9160 HO 3-12 HO 2-0-12 TC 1-7-13 9-10-13 2x4 B 2-0-12 C #5x6 i W:108 R: 289 U: �j143 W:511 W:108 R: 498 R: 397 U: 156 U: 55 BC: ..... .. 9-10-13 .... _ .. 9-10-13 ALL PLATES ARE LOCK20, # = PLATE SELECTED IN PLATE MONITOR Online Plus -- Version 18.0.014 RUN DATE: 27-FEB-06 CSI -Size- ----Lumber---- TC 0.56 2x 4 SP-#2 BC 0.96 2x 4 SP-#2 WB 0.49 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 9-10-13 BC Cont. 0- 0- 0 9-10-13 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.00 Fc=1.00 Ft=1.00 BC Fb=1.00 Fc=1.00 Ft=1.00 Load Case # 1 Girder Loading Lumber Duration Factor 1.25 Plate Duration Factor 1.25 plf - Live Dead From To TC V 40 30 0.0' 9.9' BC V 0 10 0.0' 9.9' TC V -40 -30 0.0' 45 34 9.9' BC V 0 -10 0.0' 0 11 9.9' Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Robbins Engineering, Inc./Online Plus - it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 498 156 5-11 1- 0 Hz = 72 B 290 143 1- 8 1- 0 Hz = 100 C 397 55 1- 8 1- 0 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -E 0.56 1387 C 0.01 0.55 E -B 0.46 57 T 0.00 0.46 --------Bottom Chords --------- A -C 0.96 1394 T 0.25 0.71 ------------- Webs ------------- E -C 0.49 1422 C C -B 0.01 0 T Windld LL Defl -0.19" in A -C L/574 TL Defl -0.31" in A -C L/361 Shear // Grain in E -B 0.34 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 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 Girder King Jack Scale: 0.465" = 1 Loading TC and BC Setback 7- 0- 0 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Use properly rated hangers for loads framing into girder truss. NOTE: USER MODIFIED PLATES This design may have plates selected through a plate monitor. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 15-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 1422 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Robbins Engineering, Inc./Online Plus- 0 1996-2005 Version 18.0.014 Engineering - Portrait 2/27/2006 3:44:21 PM Page 1 Job Mark BELIOX33 EJ7P ENGLE/BEL10X33/M9160 HO 3-14 TC: 1-2-0 2-0-14 Quan Type Span P1-H1 Left OH Right OH 4 ENDJO 70000 3 1- 2- 0 0 HO 2-0-14 7-0-0 W:400 R: 373 U: 105 BC-7-6-0 7-0-0 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus - Hz = 43 Online Plus -- Version 18.0.014 Membr CSI P Lbs Axl-CSI-End RUN DATE: 27-FEB-06----------Top Chords ---------- A -B 0.53 29 C 0.00 0.53 CSI -Size- ----Lumber------------Bottom Chords --------- TC 0.53 2x 4 SP42 A -C 0.63 43 T 0.00 0.63 BC 0.63 2x 4 SP-#2 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 7- 0- 0 BC Cont. 0- 0- 0 7- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Cases) LL Defl -0.08" in A -C L/987 TL Defl -0.17" in A -C L/449 Shear // Grain in A -B 0.26 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 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 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 373 105 4- 0 1- 0 Design checked for LL on BC Hz = 66 per BOCA (section 1606.2.3), B 211 78 1- 8 1- 0 IBC/IRC-2003,and FBC 2004 C 245 0 1- 8 1- 0 (section 1607.1), 20.0 psf. Robbins Engineering, Inc./Online PIUSTM O 1996-2005 Version 18.0.014 Engineering - Ponrait 2/27/2006 3:44:22 PM Page 1 Engineering W:108 R: 211 U: 77 i I� W:108 R: 244 Scale: 0.567" = 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 29 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Job Mark Quan Type Span P1-H1 Left OH Right OH I Engineering BELIOX33 C',JSP 4 ENDJO 50000 3 1- 2- 0 0 ENGLE/BEL10X33/M9160 1-6-14 HO 3-14 HO 1-6-14 TC 1-2-0 S-0-0 W:108 R: 48 ?>l; U :'; 54 W:400 W:108 R: 295 R: 232 U: 88 5-0-0 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus - Hz = 31 Online Plus -- Version 18.0.014 Membr CSI P Lbs Axl-CSI-Bnd RUN DATE: 27-FEB-06----------Top Chords ---------- A -B 0.25 20 C 0.00 0.25 CSI -Size- ----Lumber------------Bottom Chords --------- TC 0.25 2x 4 SP-#2 A -C 0.38 30 T 0.00 0.38 BC 0.38 2x 4 SP-#2 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 5- 0- 0 BC Cont. 0- 0- 0 5- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Cases) Plus 1 UBC LL Load Cases) LL Defl -0.02" in A -C L/999 TL Defl -0.04" in A -C L/999 Shear // Grain in A -C 0.18 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. 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 296 89 4- 0 1- 0 Design checked for LL on BC Hz = 47 per BOCA (section 1606.2.3), B 149 54 1- 8 1- 0 IBC/IRC-2003,and FBC 2004 C 232 0 1- 8 1- 0 (section 1607.1), 20.0 psf. Robbins Engineering, Inc./Online Plus- 0 1996-2005 Version 18.0.014 Engineering - Portrait 2/27/2006 3:44.22 PM Page 1 Scale: 0.572" = 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 20 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Job BEL10X33 Mark CJ3P Q uan 4 Type ENDJO Span P1-H1 30000 3 Left OH Right OH 1- 2- o 0 Engineering ENGLE/BEL10X33/M9160 HO 3-14 HO 1-0-14 TC 1-2-0 3-0-0 3 1-0-14 2x4 A �7 S I Y �{� W lj�,08 - R: 11.86 U:; i31 W:400 W:108 R: 257 R: 219 U: 72 U: 1 BC 3-0-0 3-0-0 ALL PLATES ARE LOCK20 Scale: 0.761" = 1' Robbins Engineering, Inc./Online Plus - Hz = 18 Online Plus -- Version 18.0.014 Membr CSI P Lbs Axl-CSI-Bnd RUN DATE: 27-FEB-06----------Top Chords ---------- A -B 0.14 11 C 0.00 0.14 CSI -Size- ----Lumber------------Bottom Chords --------- TC 0.14 2x 4 SP-#2 A -C 0.17 17 T 0.00 0.17 BC 0.17 2x 4 SP-#2 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 3- 0- 0 BC Cont. 0- 0- 0 3- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) LL Defl -0.01" in A -C L/999 TL Defl -0.01" in A -C L/999 Shear // Grain in A -C 0.18 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area it Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Checked for NonCodcurrent 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 258 72 4- 0 1- 0 Design checked for LL on BC Hz = 27 per BOCA (section 1606.2.3), B 87 31 1- 8 1- 0 IBC/IRC-2003,and FBC 2004 C 220 2 1- 8 1- 0 (section 1607.1), 20.0 psf. Robbins Engineering, Inc./Online PIUSTM ® 1996-2005 Version 18.0.014 Engineering - Portrait 2/27/2006 3:44:23 PM Page 1 Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 15-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 11 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Job Mark an Type Span P1-H1 Left OH Right OH Engineering BELIOX33 CJIP 4 ENDJO 10000 3 1- 2- 0 0 ENGLE/BEL10X33/M9160 HO 3-14 HO 6-14 TC 1-2-0 1-0-0 3 B #4x6 A 6-14 W108 Rj 146 U:i '44 i W 400 w:108 R: 193 R: 174 U: 50 U: 7 BC - - -- -.. --1-0-0 1-0-0 ALL PLATES ARE LOCK20, # = PLATE SELECTED IN PLATE MONITOR Scale: 1.053" = 1' Online Plus -- Version 18.0.014 RUN DATE: 27-FEB-06 CSI -Size- ----Lumber---- TC 0.00 2x 4 SP-#2 BC 0.00 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 Robbins Engineering, Inc./Online Plus' Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- -------- Bottom Chords --------- LL Defl 0.00" in A -C L/999 TL Defl 0.00" in A -C L/999 Shear // Grain in A -A 0.00 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 A LOCK 4.Ox 6.0 0.5 0.5 0.49 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Plus 5 Wind Load Case(s) NOTES: Plus 1 UBC LL Load Case(s) Trusses Manufactured by: East Coast Lumber Checked for NonConcurrent 200 Analysis Conforms To: Lbs Moving Point Load applied FBC2004 at Panel Points and Mid -panel OH Loading on BC Soffit psf 2.0 Excessive Left OH condition. Jt React Uplft Size Req'd Max allowable length is Lbs Lbs In-Sx In-Sx 0- 1- 0. Support end or A 193 51 3- 8 1- 0 provide level return. B 147 45G 1- 8 1- 0 Design checked for LL on BC C 174 8 1- 8 1- 0 per BOCA (section 1606.2.3), G = Gravity Uplift IBC/IRC-2003,and FBC 2004 Robbins Engineering, Inc./Online Plus- ® 1996-2005 Version 18.0.014 Engineering -Portrait 2/27/2006 3:44:23 PM Pagel (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. NOTE: USER MODIFIED PLATES This design may have plates selected through a plate monitor. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 15-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 44 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSI-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 ay v E L--. as 1. DESI N AN[) TESTED IN ACCORDANCE WITH FLORIDA BUILDING CODE, 12. JAMB DETAIL TO BE IN ACCORDANCE WITH DWG 409783. INTERNATIONAL BUILDING CODE, AND INTERNATIONAL RESIDENTIAL CODE. JAMB/SECTION BRACKET ATTACHING HARDWARE SHALL BE AS FOLLOWS: 2. DASH NUMBERS REPRESENT VARIOUS SECTION HEIGHTS. WOOD JAMB — 605574-0001 LAG SCREW, 5/16 X 1-3/4 3. FOUR SECTION 7' HIGH DOOR SHOWN. 8' HIGH DOORS HAVE CONCRETE BLOCK — RAWL LOCK BOLT, 5/16 X 1-1/2 FIVE_ SECTIONS. 4. SEC?ION HEIGHT OF 20.812, 19.00 & 16.75 ARE AVAILABLE AND MAY BE USED IN COMBINATION TO ACHIEVE VARIOUS HEIGHT DOORS. `5_ EMBOSSMENT PATTERN OF 14.50 X 20.375 SHOWN. ALTERNATE PATTERNS OF 12.50 X 43.375 AND 12.50 X 20.375 MAY BE USED. DOOR WITHOUT EMBOSSMENTS ALSO AVAILABLE. 6. TORSION SPRINGS SHOWN. EXTENSION SPRINGS AVAILABLE. 7. USE THIS BRACKET, REF. P/N 405964-0002, ON 8' HIGH DOORS ONLY. 8 WINDOW MAY BE INSTALLED IN THE TOP SECTION OR THE APPROVED PRESSURE RATING CHART DOOR WIDTH 12' 1 10' 9' 8' DESIGN PRESSURE 44.4 60.0 60.0 60.0 TEST PRESSURE 66.7 90.0 90.0 90.0 JAMB LOAD LBS FT 267 300 270 240 NUM. OF EXTRA BRKTS PER SIDE — 1 — — 7' BRKT LOCATIONS — 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. OPENING HEIGHT (VARIES) IT 2" X 6" WOOD JAMB 2" X 4" WOOD JAMB "D" OR EQUIVALENT HORIZONTAL TRACK & COUNTERBALANCE 12 R OPTIONAL SPLICE IN HORIZONTAL TRACK AT TOP OF RADIUS �- 405964-0002 _�-405964-0002 a 54 1/2 046450-0003 36 20 1/2 405964-0001-/ \--405964-0001 STANDARD TRACK DETAIL FOR 16' SCALE: 1/16" = 1" END HINGE 1-1/2 / ROLLER SHAFT BRACKET 405742-0001 (2 REQ'D) 407605-0004 ---, TYP 2 PLCS 061166-0001 TYP 2 PLCS 407605-0003 TYP 2 PLCS 061166-0001 TYP 2 PLCS 607935-0005 &- 405831-0003 TYP 4 PLACES 407605-0002 TYP 2 PLCS 061166-0001 F.968 TYP 2 PLCS j �3 i VIEW "D-D" 2" TRACK 068 THK (VERTICAL) 405771-0001 061166-0002 DOOR WIDTH CENTER STILE END STILE ROLLER SHAFT BRACKET STRUTS/SECT. ROLLER VERTICAL TRACK GAGE JAMB LOAD (# PER FT —HT) HARDWARE 16' 3 SINGLE YES 2 X 357.065 2" X 7/16" .068" 200 STD. NOTE: THIS DOOR IS DESIGNED FOR A +/- 25 PSF DESIGN WINDLOAD PRESSURE AND +/- 37.5 PSF TEST WINDLOAD PRESSURE. LETTER DESCRIPTION DATE APPF C REV PER EN 10099 01 09 98 J D REV PER EN 11060 OS 29 02 M E REV PER EN 11205 11/12/02 D1 URI'DaING DIV TER FACE WEATHERSEAL SECTION "C-C" SCALE: 1/2 INTERIOR ELEVATION SCALE: 1/16"=1" THE DRAWING AND/OR TECHNICAL INFORMATION ON THIS SHEET IS THE PROPERTY OF OVERHEAD DOOR CORPORATION OR ITS SUBSIDIARY AND 6 LOANED IN CONFIDETICE FOR ENGINEERING AND MUTUAL ASSISTANCE PURPOSES ONLY. AND I. NOT BE REPRODUCED OR USED TO WANVFA E -INC DISCLOSED HEREON WITHOUT THE E%PRESS PERMISSION OF OVERHEAD DOOR CORPORATION WHICH MAY RECALL THIS SHEET AT ANY TIME. BOTTOM FIXTURE CENTER STILE ` P/N 408680-0004,5,6 2 (3 PLCS) 407603-0001 (9 PLCS) TOP FIXTURE TUBE STRUT AND STRAP TI— 1 7/8 THK. SECTION "A -A" �rSCALE: 1/4 VIEWED' SANF®R.® (7'-0" SHOWN) 8'-0" t 1 MAX. HEIGHT 15 409334-0001 12 Nc„ 405771-0002 J 061166-0002 UNLESS OTHERWISE SPECIFIED D OJEp11EAD QOp DALLAS, NAME DATE DRAWING ;"'WIDLOAD, 180/281 /381, ..I -ARE IN IHC,IES:TOLFA.WCfS ON �� BY:� -E IAN b. ,I, ,s mot,, o G.J.MOORE ff 18/94 2 /37.5 PSF, N° N MATERIAL CHECKED BY: 16'-0" MAX e :.w m mrc aNs N/A ADA JOHNSON 12/01/94" oaAWlc NUMBER D� - 408832 APPLIED FINISH: UNIT OF MEASURE APPROVED BY: NONE I EACH S.B000HER 1 2/01 /94 s,,: 3 /8 SHEET 1 OF 2 LETTER DESCRIPDON MTE C REV PER EN 10099 01 09 88 D REV PER EN 11060 OS 29 02 E REV PER EN 11205 11/12/02 .108 STK --070 STK 0 0 2-11/16 I i0 0 J- n-1 2-13/32 P/N 409808-0001, TOP FIXTURE 2-11/32 .091 MIN �{-- o 0 3-9/16 � O o o 0 1-- 1 2-7/16 P/N 405771 -XXXX. BOTTOM FIXTURE 1-11/32 2-9/32 07 27/32 I-- 1-3/32 00000 1 OO 0 +O 3-3/16 O O 4— 2-1/4 oho 090 MIN 7/16 P/N 407603-0001. CENTER HINGE P/N 405742-0001 , BRACKET. ROLLER SHAFT j� 3 � � LENGHT= DOOR WIDTH 2t L f.065 REF P/N 607935-0005, STRUCTURAL TUBING RECTANGULAR 065 THK END STILE WITH CLOSED END CAP 2 P/N 408794-0001 ,2,3 SCREW P/N 605911-0001 SECTION "B-B" CENTER STILE P/N 408680-0004,5,6 a TUBE STRUT 607935-0005 AND STRAP 405831-0003 EACH CENTER STILE END STILE WITH CLOSED END CAP 2 P/N 408794-0001,2,3 SCREW P/N 605911-0001 2-1/4 �1/8 1-7/8 5/8 .030 THK LENGTH = DOOR WIDTH P/N 400650-0001, ROLLED HS-1 STRUT P/N 405964 & 046450, BRACKET, SCAB PiRT NUMBER "L" 405964-0001 3-1/4" 0,46450-0003 4" 6 8 —�.� 7/16 DIA T_ (1� 1-13/16 DIA 7/16 ----j �--- P/N 061166-0002 ROLLER ASSY SECTION "G-C" O O o 2-1/16 THROW O 4 5/8 .. 010 1 , 0 0 0 3 P/N 409334-0001 SLIDE LOCK ASSY ORANGE grow BUILDIrmadlf- 4-3/8 -1 1 0 O 2-3/8 O Fes-# 1-3/4 1 O .108 MIN P/N 405964-0002, BRACKET, SCAB JOINT 13.00 1 3/4 O 2.00 I o P/N 405831-0003 STRUT STRAP 2-9/32 070 MIN ---I:l O0 O 3-3/16 „H„ P/N 407605-XXXX. END- HINGE PART NUMBER 407605-0002 .85 407605-0003 1.10 407605-0004 1.35 407605-0005 1.60 PLANS REVIEWED Coyy OF SANFORD 7-9/16 CENTER STILE REF P/N 408680-0004,5,6 a 7/16 I 7/16 DIA REF 1-13/16 DIA REF P/N 061166-0001, ROLLER ASSY TR-3 STEEL HS-1 STRU-, P/N 400650--0001 THE DRAWING AND/OR TECHN NFORMATTDH ON THIS SHEET 6 THE RROPERTY OE OVERHEAD DOOR C,R,oRAno. OR ITS SUBSIDIARY AND IS LOANED N CONFIDENCE FOR ENoNEERNG AND MUTLLL ASSISTANCE PURPOSES ONLY, AND MAY NOT BE REPRODUCED OR USED TO MANUFACTURE AHYTMNG 06CLOSED HEREON WITHOUT THE EXPRESS PERM6SION OP OVERHEAD DOOR CORPORATION WHICH MAY RECALL THIS SHEEP AT ANY TIME. SERIES SELECTION GUIDE SERIES INSULATION PANEL GAGE .., 184 YES* STD 02:1::_ 185 FLUSH --- ;< 02-1 186 YES* FLUSH_ 021 188''- 189 aRACfC OZL 281 4. 284f395F3 098 285 $ANC4�18 381 -EI #STD: �01P 384 S FLtfSH RANGW UNLESS OTHERWISE SPECIFIED NAME�.;.d oMTwsoxS ARE IN N ;TOLERANCES TN O� RHEAD DpOq DAlA.S DRAWN Br: ' TcaM,L LaIE ANaEs a6>eg:AA6,:.c, o �"'� G.J. MOORE 11�/1 OWDISKNS OIn1llFR5 t O b' -TERN CHECKED BY: ' N/A ADA JOHNSON 11/2 APPUED HNTSN: UNR OF MEASURE. m- : m oAK em me-sm AVPR0�E0 BY: NONE EACH S.B000HER 11/2 tE ;P ODtJCED ri ,Zit DING ES I E. �5D1; IF A. _ r .DgAWmTi ' - WJ.0 PAD, 80/281/3E 14' 25/37.5 PSF, 16'-0" MAX 34- uWNc D- 408832 :-- "NUMBER 34 •::SCALE: 3/8 SHEET 2 o I ISO), PiTolm, affma i wei